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HomeMy WebLinkAbout1038 CAMINO DE LAS ONDAS; ; PC2017-0028; PermitBuilding Permit Finaled Plan Check Permit Print Date: 01/24/2023 Job Address: Permit Type: 1038 CAMINO DE LAS ONDAS, BLDG-Plan Check CARLSBAD, CA 92011 Work Class: Residential Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: 2145315400 $0.00 Project Title: GOLDEN SURF Track#: Lot#: Project#: DEV13028 Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Description: GOLDEN SURF: 5 SFDS, 3 PLAN TYPES Applicant: NEW POINTE COMMUNITIES INC TYLER SANDSTROM 16880 W BERNARDO DR, # 230 SAN DIEGO, CA 92127-1614 (858) 254-9911 FEE MANUAL BUILDING PERMIT FEE Total Fees: $3,000.00 Building Division Property Owner: NEW POINT INVESTMENT 35 LLC 16880 W BERNARDO DR, # 230 SAN DIEGO, CA 92127 Total Payments To Date: $3,000.00 Status: {cityof Carlsbad Permit No: PC2017-0028 Closed -Finaled Applied: 07/13/2017 Issued: 09/11/2017 Finaled Close Out: 01/24/2023 Final Inspection: INSPECTOR: Balance Due: AMOUNT $3,000.00 $0.00 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov THE FOLLOWING APPROVALS REQU~RED PRIOR TO PERMIT ISSUANCE: 0 PLANNING 0 ENGINEERING □BUILDING □FIRE □HEALTH Ccicyof Carlsbad JOB ADDRESS Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov SUITH/SPACE•/UNITIJ Plan Check No. PC, Est. Value Plan Ck. Deposit APN 7,./1.f -511 CT/PROJECT# LOT# PHASE# # OF UNITS # BEDROOMS #BATHROOMS TENANT BUSINESS NAME 1, 11.. r /8 M DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) 2 -1 luA, i.$'" 8«1'9 -'2,,,, 1F be~ r'lheJle. ~1!, ,.,,~,-Pio.,. A L _ 4 Bed, 1 IA-1'4 -2>"'' rF lh~ <,i,~Je F~,~ llt,,t.e,r -flo.n 8 -'{ ,. s Ht -3, -z/7 ~F Del~ r,.,.,1~ F1AY1, 1~ Jh,..c -t:A,.s/.m EXISTING USE PROPOSED USE ~I .fFD tM,·f~ GARAGE (SF) f'« tttc«M~.C- APPUCANTNAME~W .IL1 L •I Prlrla Contact ,c:,t "re (p,.,, ,.,._,:,.pr - SWPPP CONSTR. TYPE OCC. GROUP C. CllY ~" STATE cA ZIP 92.n; CllY ft/./1 If),~ STATE Cl1 ZIP 9U2, 7 PHONE PHONE fff 'lf/-f7fll) FAX f'ff I/fl-no, lf'F DESIGN PROFESSIONAL ADDRESS CllY CllY San IJ,--e. t1 STATE ZIP CA '121-i. PHONE fr&J 'lfl-f7W FAX f'rt 'If'/-f?IJ/ EMAIL STATE UC.# ,1911., (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a sil(Jled statement that he is licensed pursuant to the provisions of the Contractor's License Law !Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). Workers' Compensation Declaration: / hereby affirm under penally of pe,jury one of /he following declaralions: D I have and wiU 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. J(! I have and will maintain workers' compensation, as reQuired bv Section 3700 of the Labor Code. for the performance of the work for which this permtt is issued. My workers' compensation insurance carrier and policy numberare:lnsuranceCo. (;yere,J'j NOt/lGltVA/ PolicyNo. 1~f"Z-77/6/ ExpirationDate ll/l.rJ/7 pim,section need not be completed if the permtt is for one hundred dollars ($100) or less. LJ Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure lo secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up lo one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, inlerest and attorney's fees. _,gCONTRACTORSIGNATURE -=-s:===-...... □AGENT DATE ?Ill/I @W Q)@© o 0 C!! 0 Q, ®@ tu 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, wiU do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contracto(s License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not buid or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who buHds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contracto(s License Law). I am exempt under Section ____ ,Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement OYes ONo 2. I (have / have not) signed an application for a building permtt 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): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name/ address/ phone/ contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated Qnclude name I address/ phone/ type of work): _,g PROPERTY OWNER SIGNATURE □AGENT DATE ..,,,1 I &@lliJ1y11@v@ ij'(:)00 0@<su'O®(i') 17®© (i')@(i') o ID@0 0 0@(i') ii0('..;) f.!, 0 (!)0110 0 Ii')© 19@IDlillOiJ0 @(i')f.!,\'] Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? □Yes □No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? □Yes □No Is the facillty to be constructed within 1,000 feet of the outer boundary of 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 POLLUllON CONTROL DISTRICT. <s ® W 0 if@(!) <s if O®'ll Cb@W00W© t;)@@WC5\'J I hereby affirm that there is a construction lending agency f~r e performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name f,e, /-{1 Fl)v\r}..,e Lender's Address {,:.,) (;)lyl}. 0(5 {,:.,)Ii')\] <s@ Ill ii O I} 0 C5 {,:.,) ii O ®W I certify that I have read the application and slate that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to buftding consbuction. I hereby authorize representative of the City of Carlsbad to enter upon the above menooned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILmEs, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA perma is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by Dmltation and become nun and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the bui<ling or work authorized by such perma is suspended or abaildoned at any time after the work is commenced for a peood of 180 days (Section 106.4.4 Uniform Building Code). ~ APPLICANT'S SIGNATURE o-----{)-DATE 1/I~/ 11 • Carlsbad CBPC2017-0028 July 27, 2017 ~l:Ct~, . ... f r/S,_o Ccityof Carlsbad SPECIAL INSPECTION AGREEMENT B-45 4UG 2 9 ~ c,-,.... I? eu,/ up-r. 't.D11.,,..,'·4 -4ty1 c Development Sentl§e~;"' 5>4D Buildlng Division' S () 1635 Faraday Avenue 'tv 760-002-2719 www .cartsbadca.gcw In accordance with Chapl!!r 17 of the Califomia Building C.Ode the following must be campleted when wrorl. being perfonned requires special iJ15peclian. !ibuctural observation and conslructian mal!!riaf lesun9- Project1Permit: 0.8 Pc ZOl 7 -a:ti'ProjectAddress· /oex,; Cavn,~ de /NC cndaS A. nus SECTION MUST BE COM.P'LETED BY THE PRO.PERTY OWHER/AlJTH0RIZED AGENT. Please check if you are Owner-.Bu:!der □. (If you checked as a,mer-builder }OU must also~ Sec:tioo B of this agreeme,E.) Name:(Plea5epn"t} ~~kc ~ S-c..c,d;,r../rCW) f'nlJ ~IJ l'- "1ailingAddress; /6 ?IQ w Jef'YtA/Y.),c Q)t.e .f-k. Z:SC>,) ~ ~.)7.cll 9zlVl Email· f-/Cood>S-ICt:>f'Yl@..f)e,wema-kdew,kp.cav, Phone· Yr? ljSI-t7~ I am: DF'roperty Owner ~ OMlll'llA(l■Naf Aaaald CArchiteci: of Recoro El Engineer of Recoro State of California: Reg·istraJiort Numb ___________ Expiration Dale:. ______ _ AGREEMENT: I, the unde~ned,. declare unde;r !Penally of petjury unde,r the laws of 1he State of California, ihal I have read. widerstand. adlnowledge and promise to compily with the Cily of Carlsbad requirements for special inspections. strucixlral observations. construction materials testing and cff-site fabric-alion of building componenis,, as prescribed in lhe staiement of special inspections noted on the ~pproved plans and, as required by the California Building Code. Signature~ J Date: K/73'l/7 8. CCINTIUCT'all'811TA111H!N1'CPRESPONSIS1UJY {07 CBC, C'h 17, Seciion 1706). This section must be completed by ihe oontrac:lor / buiFdec I owner-builder. CllrmclanlCampany ...... /1/ct,J & ) We CA~ be f Plea&emecl; If )l)Uan! Qvner-allk!erlJ Name: {Plllasepmt) -'/ylec :Zhe,/l:7Cc, r G;°AG,/ f"--/OA. !fbl.l (MIJ l"-l MailingAddres.,;: /£y-Jv W Be~ .lb S""-tf?. Z,Jo> )Ga lle&;;Dy cA quz,7 Email: -f/.n::,..nd c-1~,..., li211e1.4J::>z'ale W!¢kJ'J· CUvptiime· ff&: tjn-Oc.P Slmaf Cdbra CGNnmr'a l.lawa Nurrmr.: l? 679,2,, 1 Expiration Date: l 1,/lr,/) '1 • I ackno'Medge and; am aware, of special requirements comained in ih.e statement of special inspectioos noted ·im lhe approved plans; • I acknowledge that coniml will be exeroised to oblajn confunnance with, lhe construction documents approved by ih.e building official; • I will have in-pllaa proa■11.._ lar-rmllll,g mrmal within DII' (Ila aanllwilllr'a) Dfllllllll!llllan, lbrt,a llll6lad and frequency of reporting and the distribution of the reports; and • I Gldlrlwll wl hllR• qudllld pilmll wltmaJr(IM 111rnab's)llgl.lDll8an ID__._ IIIDhlllrinll • I will provide a tin a.I report I letter in compliance with CBC Section 1704.1.2 prior to reaue&tin g linal ip§~on Signatu~ Dale:_f/_'2_.R._j/_/7 __ f'age1of1 Rev .. 00/11 l STRUCTURAL CALCULATIONS • PROJECT: DESIGN ASSUMPTIONS: CONCRETE STRENGTH AT TWENTY EIGHT DAYS: __ ~ ____ PSI MASONRY: GRADE "N" CONCRETE BLOCK F' M = ______ PSI MORTAR: TYPE S 1,800 PSI GROUT; 2000 PSI REINFORCING STEEL: A-615 STRUCTURAL STEEL: A-36 LUMBER: DOUGLAS FIR-LARCH JOISTS BEAMS AND POSTS STUDS SEISMIC FORCE: ___ _ GRADE 40: GRADE 60: #2 #2 #4 AND LESS (U.O.N.) #5 AND LARGER STUD OR BETTER REPORT BY: _.A_D_v_s_~---~ __ : __ c. ___ 0_E_OT_:fl_~t-l ..... I ----=,.SO_{...l)'t_ l OA-b, WIND FORCE: REPORT NO.: 17(.)\-l ~ -_B ~ 2-SOIL PRESSURE: eP G7C:, DESIGN LOADS: ROOF DEAD LOAD SLOPING ROOFING PLYWOOD JOISTS INSUL. & CLG. MISC. TOTAL= ~ ~ ROOF LIVE LOAD SLOPING= FLAT= '2.VP'F FLAT FLOOR DEAD LOAD FLOORING PLYWOOD JOISTS INSUL. & CLG. MISC. INT. TOTAL = __ \_t\_ FLOOR LIVE LOAD INTERIOR BALCONY EXIT WALKWAY WALL DEAD LOAD 40 PSF INTERIOR EXTERIOR 60 PSF (U.O.N.) / ~ 100 PSF 10 PSF 16 PSF These calculations are limited only to the items included herein, selected by the client and do not imply approval of any other portion of the structure by this office. These calculations are not valid if altered in any way, or not accompanied by a wet stamp and signature of the Engineer of Record. I Date "C"J/,s-/17 i Sari Diego 14288 DanreJson Street, Suite N 200, Poway, CA l)i-,:_-\ L,•2"\1 -~" W" (z" f>.s~ 4 t:.o ~)(2-}f-z..) .. 11& plf + !,jQ flf Ro ( ~g fl/: ~~JO F If){ Z."•61/'z.) ~ 71 Z., ~ + S "13 "#-' Z)1R-"2.. 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(0,671('t,5''}':_:co~~gJ~ >S317#:-o~y ___ J:'.l,Jst .S><S PQJ+ ;;:;i---.-~----·--;_· ---------------------~~-'.----~------ l) Col\lM"' @ ·-F~, •• f1-:.~•-o .. P11."' 1ng pl r ( w,~1/t,) :. l-f'11_s-#=-_ -----~-- ~: s.sgrlfCW,~'/-e.) :_5~50 it ___ _ f ~ '1~JS#-,1--s,so '#=-:., lOO~ -:Ii-___ _ ___ _ __ ____ Fer./ r~-:. 100c. f!>i/""!Dof5i-= l,'1J _____________ -·--------_ ... _____ -----___ ..... ----------- . __ Cr:(1-t 1,~J)/?Jo~) :)0~-'.~:J<t'."t,43/4,8 ___ ~o.S? ------__ _ Y~ta~ ~ 7fJO p~;lo,t,)(.5,_s•·)~_:l6'1t,& #,. !O(Jl.r#-•~;? _ ... 1-.,-.V-J.{_6_-<_b_f_o.A-_(_"'-_:t:_,x_)_l _________ ------------------~-~---·==-~:::~- -~HTK MWFRS Wind Loads Job No: ASCE 7-10 Designer: AN Enclosed & Partially Enclosed Low Rise Buildings Checker: Date: 6/19/2017 STRUCTURAL ENGINEERS, LLP Basic Parameters Risk Category II Table 1.5-1 Basic Wind Speed, V 110mph Figure 26.5-lA Wind Directionality Factor, Ket 0.85 Table 26.&-1 Exposure Category a Section 26. 7 Topographic Factor, K,, 1.00 Section 26.8 Enclosure Classification Enclosed Section 26.10 Internal Pressure Coefficient, GCp; +/-0.18 Table 26.11-1 Pressure Coefficients Roof Slope 4 /12 18.4 degrees Wall External Pressure Coefficient, GCP, 0.516 Table 28.4-1, Surface 1 Roof External Pressure Coefficient. G~1 -0.69 Table 28.4-1, Surface 2 Roof External Pressure Coefficient, GCp1 -0.468 Table 28.4-1, Surface 3 Wall External Pressure Coefficient, GC"' -0.415 Table 28.4-1, Surface 4 Structure Pressyre Summa!Y (Add Internal Pressure g,G~1 or gbG~1 as Necessa!Y} Walls Roofs Comp & Cladding Height, z K, q, Windward Leeward Total•0.6 Windward Leeward Total*0.6 A Pne1*0.6 15 ft 0.70 18.4 psf 12.8 psf -11.0 psf 143 psf -16.0 psf -11.0 psi -1.0 psf 1 14.3 psf 20ft 0.70 18.4 psf 12.8 psf -11.0 psf 14.3 psf -16.0 psf -11.0 psf -1.0 psf 1 14.3 psf 25 ft 0.70 18.4 psf 12.8 psf -11.0 psf 14.3 psf -16.0 psf -11.0 psf -1.0 psf l 14.3 psf 30 ft 0.70 18.4 psf 12.8 psf -11.0 psf 14.3 psf -16.0 psf -11.0 psf -1.0 psf l 14.3 psf 40 ft 0.76 20.0 psf 13.9 psf -11.9 psf 15.5 psf -17.4psf -11.9 psf -1.0 psf 1.09 15.6 psf 50ft 0.81 21.3 psf 14.8 psf -12.7 psf 16.5 psf -18.6 psf -12.7 psf -1.1 psf 1.16 16.6 psf 60 ft 0.85 22.4 psf 15.6 psf -13.3 psf 17.3 psf -19.5 psf -13.3 psi -1.2 psf 1.22 17.4 psf (Roof area can be ignored if total pressure is negative) r I 0 ' M l.r) U- ;;!. -~ JJ VF.oof--: \1..\,3 f..\t{C\,081/-z,)Ctl') :. 1½4I, ,tl (;\-Sb) v~,__ ... , .... 1 rH-("1,a~¾ 4-lo.l-',.:,~w·;1•) "" 71z.6 * (MA) Wuoi:" 3y•.,-2 .. #-/1s 7J-h"t...,, z. "Z. fJ l,-,1 ~ I{ ~ 7 J. z-1, it/ 17 '1 'l ff.. 'pi,,.I\,.,.. -z.""'"""P,...,~ ~f _,,'"""'"'_..,.. ~ ."I --- I 0 I -(r -"' FLuoR. ts) - "i" Q ues;gn Maps SummcV"Y Report lllJSGS Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.15806°N, 117.35078°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III USGS-Provided Output Ss = 1.161 g S1 = 0.445 g SMS = 1.203 g SMl = 0.692 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. I.I, ~ Cl ,·.t .__, {I in 0, (i' ~ Oesig., Aespor:rse Spectrum 0.9) (1~1 (j /~ 0{,:; O~I \14!, a~: Ci ii (J ll oa:• ao1 +---t>---+---1--t----+--+---t--~--+---t om o. ::a 1,;. C..) •'.J ,:.:, C!·!Jl 1.CJ::. :. 2-.;:i 1.:.... t.<1.1 :.~:t :o.o:.· For PGAw TL, CR5, and CR1 values, please view the detailed report. --------------------------- Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. https://eanhquake.usgs.gov/cn2ldesignmaps/us/sum mary.php?ternptate=m inim al&latituda=33.158064331003224&1ongitud&=-117.3507814230191&siteclass=3&r... 1/1 1 . INPUT SEISMIC DESIGN CRITERIA: Sos So, s, 18, Importance Factor Seismic Design Category SEISMIC FORCE-RESISTING SYSTEM: Project: Job ID: Subject: Golden Surf 17-315 SEISMIC BASE SHEAR PER ASCE 7-10 & CBC 2016 0.802 g r 0.461 g 0.445 g L 1.00 D ' Lioht-frame {wood) w/ wood struct oanels or steel sheets • R, Response Modification Coefficient 6.50 00, Overstrength Factor 3.00 Cd, Deflection Amplification Factor 4.00 ' ' ' Page: Date: 06/17 Designed by: AN Review by: ' ' ' .. CASE A STRUCTURAL TYPE: --~---' Ir" All other structural svst.ems • Ci 0.020 X 0.75 hn, Structural Height 21.5 ft TL, Long-period Transition Period 8 sec L "' " "' "' ' "' ' 1111 CASES PERIOD OF THE SJRUCTURE Code Referen!i_e Ta= Ci(hnJ" = 0.200 sec ASCE 12.8.2.1 §EISMIC RESPQNSE COEFFICIEN! Cs = Sos / (R/10) = 0.123 ASCE Eq. 12.8-2 Cs.max = S01 / T(Rlle} = 0.355 forT~TL ASCE Eq. 12. 8-3 Cs.max = So, TL / T2(R/18} = N/A forT > TL ASCE Eq. 12.8-4 Cs.min= max{0.044Sosle, 0.01} = 0.035 c,.mln = 0.5S, I (R/I.) = NIA for S1 ~ 0.6g ASCE Eq. 12.8-5 ASCE Eq. 12.8-6 SEISMIC BASE SHEAR ~ V=C6W-(SD) 6 (ASD) ASCE Eq. 12.8-1 Ft.,oog .. • 1) .S he~r w"' II @ (,-l, l V-:: \3~ ~ -+ '-~Sl. it ::: '1 l"!O "tt:- 11-=-'-\\l\01t-/,'=',-z.s' ':: ·as rlf 11M\ON"' 380 flf ,. 1-15 fl+-Ok.0\1 Mo~ ~/"lo-# (10,-z.s')=-'12.ci~21t--ft- MP1..: 16 p.5~(10\,3!)(/s,i-s');/'-~ Z'1 pri(3.f., 1')(15,z,5')¼ 1: 90 616 #-~ /11(.-=-0,48& (g06'6-#-~) -: 3"13'11 ,#-f} ,/ rb<:,F I"" ('1c.~'1R -#:-.14, _zcn111 -:i:t'fl-) /,s.2s' + ~i,o"tt : ~n # ,soo f,JO Ml> V""' 31171;#;- '\J "q'171 ~A'"s' -:. ?,,78 rH ~/nh.J -:, ~.80 pl~ ~ 2'18 f1..(' Cl\<."t Ma "3~71 1±: {io,-i.s') ~ J S578JI--P+ I½"~• 16 iu~ (1otz.s') (n,s')/'%., -.: 1zg1J #-.f+- ),,f{' o,t.188 ( r-z .. 811 -:1:t-(f--)"' 6Z5l '#--fr+- T-= (1ss7g -tt-~ -6z$z #-~) Az.s' .,_ c.3'1(,# IMlo,J ~ 3o 7S #-.,.. Z~tt, #-i{J>UZ-'<l ~1 .?) Jht°'"' N<1\\ <! ~ ":[ '/-::. 72'1 # + l 111 :it. :::. lgS.S it 1J ~ .?s.Sr#/1.!S'" 21'1 pit I\Jf,'110"-J ''-J,6.0 p~ (1.1..s-o.ri.s,,.1~•~•) ~ zzg tlf .,.. Zl'1 rlf Ol"';t M Wo,\, ''t'' (Mi)lt cn~cc..\) L' '1 1·6'' }ri0 = -z.1"\ ylf('-1.s' ){10,1S'): H?l ;:;....~ ft\p1, .. t, p.rf (IC\,3!')(4~')'¼-:. :ml "#-\!1- fr,.r.:=-0,'1'il.l! (mi#-~)=-15,& =!t--14- i-:. ("1..Hr #-f+. -1;2 .. r~-f.l..) /'1,s: -i-o.osb(1tip.1f) tf',(\}:. l'lo7# lA1\t.J ~.3075#-,. (ffU'l#-0~'"7 \i\D\)?. 0/C-.. ..., ": U>e. Jl,,rw-fonel #J-1" f'L ~ (l>X 1..1 $ gJt6"o/t ENM AtJ() \.lt)\Jt, k1\J,,w,,-,1 (M:Ttul Se {sVV\,; '-Lo"J ~eviv <A.½ov, kr1f )(1.~ i-r:," = HI! 1U I 111 ll[iJ~J -0 ' 0 N) I ---.,LI~~~===-=~::.==-:.=~•·.:::...--=-=.-•::::::· =::::=!=====l:.£5:=:::::::::::.L.. __,,_--..----t t'"'" JI A ~ H ---0 @ A~uof ~ 21(19')-+ 4~,$'(:;z.') ~ ~•( l~,75 1)"' IS.73 -f>l-"t. ,AFJ..,oit ~[6:::>'(w.s.') ~ 7,75'(rl,S')] -+[i.i~.s'(30') + 1,-,s'(<\.5') t lt,.S'{'i.-1.5') • >,z5'(1,:s•)J • z~ -n-z: -1--1s1l.f -4:~-::: 1711'1 +'f-• Wi:.ooF ,,. -Z.'-1 r->• (1S7.3 -P4i-) -t-16 f-'~(~)(lt,o') ~ 111n7'1 #- ' l,J,:uio11:.-::: -Z'1 p1.f ( z,l o P.i-'?.) ~ (1 '1 fJf + !~ p.i"f )(1 s111 f'.l. ~) _. 16 f'J + ( 1¥ Ht6o') :o 6 t 5qg # V-= o.n .. 31-J = o. 1-z:~ ( '1"137 ~ -:If + 66s~g :t±-) = 1 '-Ii is -tt c s1>) = ~ 1U "# ( Mh) Vev\i<,).\ .!'i\1;.,,L.,~o"' k.-e1 +<W 10\-= <tJ,'Z.! he..oof e }'j'-ti'' h,.,_g_-= ~·-,· k_ I I \N,::oo~ h1to0l' 0 '1'1,~j( (JC\,33) -:. 955 t-f+ WR,Q,,it ~~.:; b6,6i:.('t.08')1 -:. l,05 K-11- Cv,r.ruf' = ~55 t-f1,./('1.SSA:·~-+605 t-U> -::: O,b Cv11'i..v1R : 60.Sk-f1../('l5S.t.-f4 +6oS /\.-t4-) : 0.'1 fv,tooF-" 0.6 (l'f?65 ~) ~ ~ssci # (st,) :: S"J'il ii--(AH) fv,flDO( : 0,'icll ~ Z.6.5 'ft) = 570t~ (~!:,) ~ s9'l~ a C~O) lJ,11:0ilf ~ o. b (1 '1Z65 ~) l,s-r ~ -1!-r~ • 5. 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I 'IOI~ 'l.s' •. v~ -z.1 f..1c.(s1.°:)'" "'E. + 11,.~••ti.s•) -= 1z.'11t- ( 7..f,.;j' I ' ) : V-=-'Z.~ fJf 7<~~.i..s +1,S><1-Z.5' "II~~ 'ft- : V= z.~ r-st (.53:~'ll 1:0) "< 1g37 # : \J:.2.~p.s-f(11+2~~.s•)(so·) =-(HJ# ii --0 ,_ - fl..o()~ TI --0 ~ 0>-Je.,,,1, '-"'" (I;vf.,,.,.J ~ Cn,.,e~~1 ~ fuvtrf\j +-G-tivtlf~ .3 Cua,.!. ~1.a oJ>o\'C) + Zf$<. ll + 0 it + 3131 ~ 7.&s' -S.~' + lqf#-+ Z'lS~#-( ~«.s' ) ' (.s,zs' ( ~) t-2'15'1# ,11.~,) + 2~{1 # ~'t,1s' ::: "' ':. ::: ~ 1.\1~0"# \ G\O\ -¼. 3S5s-:ti. 31~Z -:4 ~1'1b:tf-- (z~,rs'-6' + 2°1ll ii: 'l.~17S' ) ">:. 113/~ ~Go'Jf/'IJ ~(/"o-.lf"J <-&o-,.,"i ~G-u,a'""' ifu.l RoO.F ·@ut. ~ , .. @(,,t,''f C:.&t. "Jr" ~(rt_ ",t1,. €.&<-'g,4•· f{.o~ ~ ' V= z. z r..cf h.s,s ''"z. .. ~· 4 .s1,s'"' :5. 1.s ') =-I &.s I tt- v-:. Z,'Z. f1f (..st.,;')(Jt1/z.) = li!Ji=F- , V:. z, 2 fi~( s'/~)(1'1,rs') = 10~ ~ , v-:. i,i iu~ P/2.frP.s') + u .. 't¥' )<n.• >1-= i710 # ' V•1,,z.r,sf[(1· .. ~,;'.,~J{12.')+ z'(11•)]: 168$; # @Crt, "I' V-: ll,1. p.rf' (s6,1s' )(~)"' t'1'1:!. ~ for, b ,· ( U) s' ' '1,5' ) \;.VI. c.. • v~ ~.-z f>Jf 5(,,1s.' "7 +s1,s J( "i: "l1171 ;:i::. ~G1... 113" ' V-::. 'U .. f~{ (S!,s'"' ~ + ! b.S' ... l!,~') =-/ 3z7, :/F- @G-L "'l I v.,_ I.{,?. psi: (is/,,_ :!'1,v;' r 2.s·.1'?,5') "' "Z.!8'1 i:J;. @frt ''g'• ' v.,_ ~.(.. p-'f ( SJ,U/2 X Jo') .,,_ n.s.s #- @Gt,, "C.: V:. ~.1. rJf (1' +-2~ 1 )(30') ,, 1 ~ss #: (L.,.J ~ ... o.lo.ive) + 1651 * ~ l-\O°ll.f # +-0 :ti= ~ .¾'171 "#: ~f:,,.,v-,., ~ 1g13 ~ :: 31]51'=-- ~ .s.•-;,~' +-IO'I ~ + 1,1 o :# ~c.s' ) : 36i.5 # .:s,t.5' ) 6,5' ) -~CtM, .. , t-17fo:t:l:Cz:f.s' +t6~i! (z~,rs' -41)3# -1-I 6g.I# ( Z.~,7>' -&;j : 'Z. '16'2'#-~'!,7.S' R._04_if- 1) .5\.ccAv-· hl"'t' e Crt. • , .. v-:: "28.Sz. it I\)-; ·un 1:i-/ii.s' ~ IS"! flf- 1/ .A1ioLJ = 260 ti+ ,. IS"f fl~ o i,. ... ,- Mo-: us--2 ::tt. 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(o,go2_,)(,)('lu1Hn = 1ss11 * vJ"' 7C\-z..o~//S73 ~~ "'S psf I\J"' 5 psf(l'l,7.s'J<f + 321 "~ 1 )/~o' ~ 1-ZC\ rlf 1/1r1.1ow .. 3Qo fff ., 12.9 plf ok.Qi' FLoo~ Fr {S"191 # ~3"1~11 ;f:t.) (665'l8 #)/(~~17'141--+-665CJ8tl.) :: 5 7.J'f '#- fl'wi•n • O,-z.(o,goH)(,)(66513#-) :: )0 l.81..-~ Fe~•)'-~ o.'i co,g~9H,) c 6H~g~) -: -z. \ J6S # (,.) ~ l 068l # /17'1~ ++..,_ : 6.1 jl-lf • 2'i,1s' -• • 'V:. 6,1 f.1~ (3Q i< ~ )/z..o.s'-=-Z~\ p 1~ ~ &t_" c.: IVkdotJ -= .J 60 plf '> u, pH· u \..°'7 .'. \}St f rL'f frz.111,) Clli<. OR OSJJ: ~-/ g~ @! 6" o/c i.rJ/f~ A,J r-, $;J e 1-z"oll riJ (,1,\1:.l} ' 1 ,, --U.se. ii FLY {io/to) {bx. o'i. 01t tJ/ ll\ <\ ~ i'' 01,-EfahN ~,.i~ 111 A@lo. o/c_ i'N ~oof /1\we '-Ibo p1+ ( 51,s'f>a "'5Jo~S ~-f1. @c"'~<! )'. T=c.~ >3045~·~/!o'-;: 17~-#- eci,.,b.~ ?, ', j:c_~;,fol/.S'l:~-~/Jo'-: 17&/fit- #,,,H. "" Z.58 fl+ (Jz' th "' .noz'1 =I=!-~ ec1,,➔ A'. T=c.-= ::SJ(5-z.Y-#£4-/s1,5' ~6~1-#- a O,orJ Al', T=-(,"" ~JO'l\f ~-f,1--/4;,t-'.:, 75'1 # @CliloJ t~'. ·i-=·(,"" r]i)-z.,~ -+l--.f.J-/'1J,~1 ': 7S'1#- ~('r.wd E,10'. 1""(., ~ !3o'z.'1 ~~/51,5· ~ 6~1:tt Fl.ol> i'.. J\.\..-E. • z.09 rtf(a.s.')1/s -=-z1lZo ~ ""f'lr. ~C\,,,or! ~: T'-C. ~ -z.12i0!#-~0• --707 :fj.. f.A.w--1;.. : 2~9 pif (2}1,7,S0 .i. 3')"t.,/4 """"l(.)11& ~ ~ ec1,iwJ ~ '. ·i-: c. ~ ·wo18 ;+-~ho' -:. 667#- MIJ-j -: In. r ,q 3d);;-'g"'" .s 7.3.SO # -fl.. e1C.\.-o-..ll A : T"'-e,,-: 37.J..So ~-I+-/zs.s'"" 1310 #-- e'C.l.....,.J c,,: T-=-c. = 3715-,, i+' -A--/z<t,1s' :. 150 '1 ~ ~ .... C -.Q I• ,..._ ~ .._, 4-.,, "- II\ L, ,__,Clio'-----J:.b_;__A r---.', --G) ·-@ ~ 4 Cl(. .::, 5 l -1111111 T cl 4 ~ ::r: V t..,J = 5 f<!.I;(s.,.s'): ZS! f"C T I CHOl<I> A " --0 "'-.c I -~ ,-- ,N\ "" -~ 0 ::r: u is-I -f.i "o _;.~---0 R.oc r ~ &t.'1A.1· : \J~ 'Z~S½~ ( 17'1/.Jo•) !'.' lnJ ~ 4 " S-r:z"21S. (f:':t..i) ol<°"t G (st. '•s.~· : v~ "2<\\\ ~ ( 17/20') -: 16.SO ~ V;uot.J' '1s7J#,. 16So-# "s-rz.21s' (:-,ivn.i:-\ a't(.,.1 fto11 R_ n.s' @ (;l.. "A' '. V: .37'rz. ti: ( ½11,"?.S') ::: IH'1 "#-- VA111iw -c lb£1Q :>-IJS't \t .'' M ,1A z. '-( (.N\l:.,l 01 ...... 1 e((L f v~ '!ll\3~ ( ~.t.~o·) "' l268·tt-- VJ'llow ~ Bl$-¢ ,-12.bg"tf '•M~TA1s''(-""L,..l e:.k."'t e C1. •c~ V-= JIJJ ~ ( q,½o•)"" °111 '#- l/Jr11ow ' 1115 # > "I"-I i:i-fa {I ),1 ,f ( Ml: I") c) Ji::4. Y~ 01) TI'.-\ b Z.9-(,'. w~fa'1p.ir+i.ops+-)(~+1•) .,_ 1-zo rift 100 r'.r R-:: (rz.-0 p),; ... I oo p'~ ){ 2'1,S/-z) ~ 1770 # + 1'17~ 11: z.) ..E.:1:.. 1--= z,8'-6'' ev;:-(z.'1 pst; ~ z.o f.S ~ )( z.*) " Wz.: (-V-1 p.i.t -'-C:O fl-IL) (5';½.) :: 5<;1.f pl• t-z 9.5 rl r (;]pl+-+ .S,J plf i-e; pH-+~s r1t "2.'1 pH-+ vO rl.f. Wi '(Zt\ pJ+ + ~p1.C.) (3•%) l,v'1 • (Z!-1 fJf-vz: .. o fJ~) ( 1') Pm--1 -= 1710 # + l'HS-#-- le,~ 61-Z.O # + .)\o~ :tt. R ... "" 'i~ 61# + ~n6 #- UH o"'+f'(n (!. f{ i)<Ary>IA.-) W "'-(z.'1 p~; + z.o ff)(~'...+ I')~ IZO pl~ t 100 fl'- i O frz.o flf + IOOpl-f) (17.½_) ~ 10S() ""1-+ 875 '#' t z'-0 'IS pl~ t .I~ r1t 11----,¾,--...,-J.,-I!'.-'-'~ 1'1c.,./-1"-1°,_;...:.r~.,...i--.-+___,.{.........,m ] • \ Beam: M1 I • I Shape: ~~­ Material: ,OCR tz t :rt$ Length: 28.5 ft I Joint N1 LC : DLOnl. JJo~·nt: Code ec : EF.08li tttc, Kliilg) Report Based On 97 Sections A k T k-ft fa -------ksi L_ __ Dz -------in Min: -92.37 at 14.25 ft Vy k Vz k Min~28.5ft Mz k-ft My k-ft Min: -42.355 at 13.953 ft Max: 88.865 at 14.25 ft ft Min: -88.865 at 14.25 ft --·----------------- 'l -1... Beam: M1 Shape: RD- I Material: Gll!J!IIIU~Cidl!IRlurDi~!f:IWMt- Length: 28.5 ft , r Joint: N1 ! Lc~only)· 1 J Joint: N~ , Cod~-a~eek _..:; ,::z:.:!lMti~ ··--------, I ------,-------ii Dz -------in ! I • Report Based On 97 Sections Min: -76.995 at 14.25 ft 1 ~--------h;~~~tOOftft----t--------7 A k Vy k Vz k t 28.5 ft Mz k-ft T k-ft My k-ft Min: -35.303 at 13.953 ft Max: 88.865 at 14.25 ft ft -ksi , fa -~---~-ksi 1..-3 Joij+- 1) ~ L ~ 1. 1' -C\ I' {;\J ~ (I~ pi~ + 'to f~) ( 16A"Z..) : l'l plf +-.t3.3 pl+ ,NI ""hi rlf .. .s1.1 r1.c) ( .. ,,.,.s')½ •, 12.."' 11=-~ + 3,sc.. 1±--f4--.,, tiu, -#:-f:4-. 22-S(l'f 1?1.c)(zict-?'J"' 12(z,gp1+)(21,75•)'t = 0,17''' J 4,,l. = 611:.~106 #-in~ + '1.~(l't")•10" 0,6' ,. zz.s{SJ.3~) (;zi.75'}'1 + rz (flo,1f)(21,1fJ"" ,r,,i..i ~ 0 ./J1..t... '= bl-'-,c 10' ~-·,""'1 'iS(l'-\")• lo> ~ o -, Au.1,.110~ =-,.,/..,1?0 = i..i.75'61:.)/'180 ~ o.sy" 7 o.'1!\'' ok<Ax .6.-tt,.,.."' ½'to=-v,1.s'(n.)_/2._,o = I.\ ?:. ().ti' okcJ.y \81 I w :. 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(st.gs~~ 1.5k (c ~~) (,..:rtJ)) At..r' VJ{ .S ~ ll-l'-1 PSL * J * J J (A)~, (:?'ni"li:1-~ + UJS"l4=l~.YI-) (g)/(z.t.tS')i:.-: 616 flf +.50'?.rlf ..5(416 rlf)(Z,l,"lS)'I _ •I ~bl -: 38'1(1,A'<lo' ff:)(-s~s.5 i--1")-0,3"1 .SCS•i:.elliHV,l-51' . ..64.,-= 31~(1,i-"lO"f~)lli£"\.~). O.Ji LIT "'D.11:i"·C:i,) +0,1-i." : o.s-i .. Ll4 lt•..J, '-/zy_o = -z..l,'2.<;'(n.)/4...,o T. 1.1" .,. o,sz" of..~7 A -l./ -V,tS' (1'~) / r ,._ () 71" ~ 0.12.'' ..-,1:;.."1"1 LlLL, Mio ... -/"!.l.n ~ .,..,~,... • r Beam: '#ff F-~-t.... Shape: 1S.; .12! i..,_ Material: g. a ~ Length: 21.25 ft ' I Joint: N1 JJoi~ LC ~ I Code Check: t).80C ~ _jj:9~ Report Based On 97 Sections A k T k-ft fa --------· ksi .---------.-----~I I I Dz--------in I Min: -41.622 at 10.404 ft k Vz k Mi~t 21.25 ft k-ft My k-ft ksi Beam: ~ ft.-L Shape: ~ Material: g<s, -4; :. a :,;,v Length: 21.25 ft I Joint N1 J Joint: N2 I L~fLrn!v Code ec : :9:f'""'2!•dofll_ -:-~W)!CII_•_ Report Based On 97 Sections A--------k T --------k-ft fa--------ksi Dz--------in Min: -33.181 at 10.182 ft Vz --------k •--------k-ft My -------~ k-ft Max: 88.865 at 10.625 ft ft ksi Min: -88.865 at 10.625 ft w: (-z'1 fJ.{: -1--'Zo"if)(S_¼ .i.1'} + 1,f.,C(""&') ::.ll6pl~ -t-7ort~ f'-:: 6()5& ~ + S',no~ (fPt Hr'?. cl~v+) M,-:. (11f;plf +-70f1~)(16,ZS')'?/g + (fo56tt4-SJ7<i ~)(1~:z.s')(11)/16,~'.,,. 'iSlt i't-0--+ 7.35'o 1-t-f-t... ~ 1686"l..:fl-f} ~bV'I"" Z"?,'1.op5; (5,~,")( \"\ '' )¼ -: i "Z.Z.'1$ #-f>i.. > 16,Uz.. :ft-A-ol<..ll\.,.. ' 6"5&~ .+-$.Jro ..,. hJI!; (<is.t~-Ri--+ nrn 11-~HA) ,(11,,l,f>'f--= ZAf r'f ~ -z-z.z p1r . 2,,7o(-i~e1i:)(lt..u')" 2B, (z Ii: (1 -z:s· ... . . ,, -1~ • 13.14Q'rs; lM"Kl'1").J'! -+-1.ts,,1o•p.i; J,5"H1'1" • 0,".>0\ -zioc:21.u~l<fh.:zs'l'1 zs,s u:or' fH",u'l"-. o· ...... A1.1. • 1.ss;10'rs:n,qn"1" )3 ... iss.,10_6fji fJS'l{tli") • "' ,6. -r ::. 0,3f n.) ._ o.-:f' ~ o.s" llM o " .. 1,. IZA-t o '!: .,,.P.:.:•g.,_1_" _,..__,;o=.:'=s_'' __,;;o:;.;it_01~1'-- ,A~½ klo lJ-:: 1/1bo • .;;;.o.;.;;' S;..:~_•• _,.--:0,;.;• 3::;____;0:..;1'-:;.:CA:::;;7~ -I t JS.. t II bt>1+ ~ 7o 11.Y l :c ;i;; ; :i: l, :a.. ,s'-::I'' ~l lb•-~•· 1.,--1 1) Col~., @ (rt. "l,z,' Aftl "C ft-:. 'l,1--0•· • p'f-t,-1-:. 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'o -~HTK MWFRS Wind Loads Job No: ASCE 7-10 Designer: AN Enclosed & Partially Enclosed Low Rise Buildings Checker: Date: 6/20/2017 STRUCTURAL ENGINEERS, LLP Basic Parameters Risk Category fl Table 1.5-1 Basic Wind Speed, V 110mph Figure 26.5-1A Wind Directionality Factor, Kd 0.85 Table 26.6-1 Exposure Category B Section 26. 7 Topographic Factor, K,, 1.00 Section 26.8 Enclosure Classification Enclosed Section 26.10 lnterna I Pressure Coefficient, G<;,; +/-0.18 Table 26.11-1 Pressure Coefficients Roof Slope 4 /12 18.4 degrees Wall External Pressure Coefficient, G<;,t 0.516 Table 28.4-1, Surface 1 Roof External Pressure Coefficient, GCp1 -0.69 Table 28.4-1, Surface 2 Roof External Pressure Coefficient, Gc;,1 -0.468 Table 28.4-1, Surface 3 Wall External Pressure Coefficient, Gc;,1 -0.415 Table 28.4-1, Surface 4 Structure Pressure SummaQ! {Add Internal Pressure g,GCp1 or gbG~; as Necessarid Walls Roofs Comp & Cladding Height, z K, q, Windward Leeward Total•0.6 Windward Leeward Total*0.6 >. P0et*0.6 15 ft 0.70 18.4 psf 12.8 psf -11.0 psf 14.3 psf -16.0 psf -11.0 psf -1.0psf 1 14.3 psf 20ft 0.70 18.4 psf 12.8 psf -11.0 psf 14.3psf -16.0 psf -11.0 psl -1.0 psf 1 14.3 psf 25 ft 0.70 18.4 psf 12.8 psf -11.0 osf 14,3 psf -16.0 psf -11.0 psf -1.0 psf 1 14.3 psf 30 ft 0.70 18.4 psf 12.8 psf -11.0 psf 14.3psf -16.0 psf -11.0 psf -1.0 psf 1 14.3 psf 40 ft 0.76 20.0 psf 13.9 psf -11.9 psf 15.5 psf -17.4 psf -11.9 psf -1.0 psf 1.09 15.6 psf 50 ft 0.81 21.3 psf 14.8 psf -12.7 psf 16.S psf -18.6 psf -12.7 psf -1.1 psf 1.16 16.6 psf 60 ft 0.85 22.4 psf 15.6 psf -13.3 psf 17.3 psf -19.S psf -13.3 psf -1.2 psf 1.22 17.4 psf (Roofarea can be ignored if total pressure is negative) ' ,, 55 -o VR.oo~ ~ \"1,3r.st(5J'){1/'t.,)-=-1'1ll -i;. l-J1tooF" 3'1\l ;t/ lbJ'l fl-"-~ i.,l p~,1:- VPv..of.. "'l'l.3r;f (.sr)(Yz + 1°,<$/r.,)-:. 71,0,~ ":\:i 1/'l l'-u,o It"' Ti '1 S 1\-/1 S '11 -H· .._ ~ 1..E._ Page 1 of 1 011 ~/:lU1 , Design Maps Summary Report -lilJSGS Design Maps Summary Report User-Specified Input Report Title Golden Surf Mon lune 19, 2017 20:26:39 UTC Building Code Reference Document 2009 NEHRP Recommended Seismic Provisions (which utilizes USGS hazard data available in 2008) Site Coordinates 33.15806°N, 117.35078°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III USGS-Provided Output Ss = 1.161 g S1 a 0.445 g SMS e 1.203 g SM1:::: 0.692 g 0.461 g For information on how the Ss and s1 values above have been calculated from probabillstic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please view the detailed report. MCf:°R Spijctrnm 1.0 ! "j >.. ,,111 rni ,. ' Q9i Q. ~i ~ ~ (l ·~ <:> 0 "' \fl t.s~:. (12.' ., ::t !8 ';, 1 .. 1 " .. ~ -J.. p.,,-,,:,:1. T { ~,;c) For PGAM, TL, CRS, and CR1 values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. https:1/earthquake. usgs.gov/cn2/designmaps/us/summary.php?template=minimal&latitude=33.158064331003224&Iongitude=• 117 .3507814230191 &sit.. . 1 /1 INPUT SEISMIC DESIGN CRITERIA: Sos S01 s, 16, Importance Factor Seismic Design Category SEISMIC FORCE-RESISTING SYSTEM: Project: Job ID: Subject Golden Surf 17-315 SEISMIC BASE SHEAR PER ASCE 7-10 & CBC 2016 0.802 0.461 0.445 1.00 D g g g ·-· r L Light-frame {wood) w/ wood struct oanels or steel sheets • R. Response Modification Coefficient Q0, Overstrength Factor Cd, Deflection Amplification Factor SlRUCTURAL TYPE: All other structural svstems C1 X hn, Structural Height TL, Long-period Transition Period PERIOD OF THE STRUCTURE Ta= Ci(hn)'= SEISMIC RESPONSE COEFFICIENT Cs = Sos I (RIie) = Cs.max = So, I T(R/18) = Cs.max= So1TL / T'(Rlle)"' Cs.min = max{0.044Sasle , 0.01} = Cs.min = 0.5S1 f (RIie) = SEISMIC BASE SHEAR V=C5W"' 6.50 3.00 4.00 • 0.020 0.75 21.5 ft 8 sec 0.200 sec 0.123 0.355 forT s; TL N/A forT > TL 0.035 NIA for S1 ;;;: 0.6g (SD) (ASD) Page: Date: 06/17 Designed by: AN Review by: CASEA CASES Code Reference ASCE 12.8.2.1 ASCE Eq. 12.8-2 ASCE Eq. 12.8-3 ASCE Eq. 12.8-4 ASCE Eq. 12.8-5 ASCE Eq. 12. 8-6 ASCE Eq. 12.8-1 f'r<.oof "36'(37') -t-15,5'(1".~3') = 1~19 -tl-~ krw.t -= [13,67'(f;z.5•) + 16 1(rt.g3') .... z.,.s' (J,75' )1 + [ '1' (11,s') ~ lb,S'(~•) + 3.51(1111) ~ 151(17,./il')] "' Jo", ~t-+ IS.3q .y1,L :::: IS'ltl .f1.'?,.. 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Q \ I \) ,W,..'I--:.. l.dl.i:i C '3 ,. b M~-:. ~11.C::,O \N,e'i -1000 f<;;V A (J --21?, s 'S)(.,~ C!4:?:> S'/41 lij, p,sL T-xa = q or.., 1"2- ~~--} 1' '31.,-i::; I rs y' A (I.. --3q. 1- Sx.-=-2'?. 1 :r"' fl.--1:5 '-P .-·vs '3 1/-z... 'f. I~ r1'- 7D F-11 6/12/2017 Design Maps Summary Report ·EUSGS Design Maps Summary Report User-Specified Input • Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.15806°N, 117.35078°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III r-·----- USGS-Provided Output S5 = 1.161 g s1 = 0.445 g SMS = 1.203 g s,.,1 = o.692 g S05 = 0,802 g SDl = 0.461 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. (1 (11 For PGAw TL, CRs• and CR1 values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. G) https://earthquake.usgs.gov/cn2/designmaps/us/summ ary.php?template=m ini mal&J atitude=33.158064331003224&Iongitude=-117.3507814230191 &siteclass=3&r.. . 1 /1 MWFRS Wind loads Job No: ~HTK ASCE 7-10 Designer: Enclosed & Partially Enclosed Low Rise Buildings Checker: STJ!IUCTURAL ~N<:ilNEEl=iS, LLP Notes: Date: 6/19/2017 Basic Parameters Risk Category II Table 1.5-1 Basic Wind Speed, V 110mph Figure 26.5-lA Wind Directionality Factor, Kd 0.85 Table 26.6-1 Exposure Category B Section 26.7 Topographic Factor, K11 1.00 Section 26.8 Enclosure Classification Enclosed Section 26.10 Internal Pressure Coefficient, GCp; +/-0.18 Table 26.11-1 Pressure Coefficients Roof Slope 4 /12 18.4 degrees Wall External Pressure Coefficient, Gc;,1 0.516 Table 28.4-1, Surface 1 Roof External Pressure Coefficient, GCpt -0.69 Table 28.4-1, Surface 2 Roof External Pressure Coefficient, GCp1 -0.468 Table 28.4-1, Surface 3 Wall External Pressure Coefficient, GCpr -0.415 Table 28.4-1, Surface 4 Structure Pressure SummaQ! (Add Internal Pressure g,GCp1 or gbGCp1 as NecessaO!'.I Walls Roofs Comp & Cladding Height, z K, q, Windward Leeward Total*0.6 Windward Leeward Total*0.6 A Pn•t*0.6 15 ft 0.70 18.4 psf 12.8 psf -11.0 psf 14.3 psf -16.0 psf -11.0 psf -1.0 psf 1 14.3 psf 20 ft 0.70 18.4 psf 12.8 psf -11.0 psf 14.3 psf -16.0 psf -11.0 psf -1.0 psf 1 14.3 psf 25 ft 0.70 18.4psf 12.8 psf -11.0 psf 14.3 psf -16.0 psf -11.0 psi -1.0 psf 1 14.3 psf 30 ft 0.70 18.4 psf 12.8 psf -11.0 psf 14.3 psf -16.0 psf -11.0 psf -1.0 psf 1 14.3 psf 40 ft 0.76 20.0 psf 13.9 psf -11.9 psf 1S.5 psf -17.4 psf -11.9 psf -1.0 psf 1.09 15.6 psf 50 ft 0.81 21.3 psf 14.8 psf -12.7 psf 16.S psf -18.6 psf -12.7 psf •1.1 psf 1.16 16.6 psf 60 ft 0.85 22.4 psf 15.6 psf -13.3 psi 17.3 psf -19.5 psf -13.3 psf -1.2 psf 1.22 17.4 psf (Roof area can be ignored if total pressure is negative) I lo / / / Page 1 of 1 @--1---•R ~• II COVERFD VERANDA 9'-J"CEil.lNO NOOK 9'-J'Tlm.IN<J -----·-.. ffi)ZJ KITCHEN OEN '1-l~('EIJ..ING BEDRM4 'I-rum.ING C,,1--------lf;:.:::.1------''•l"CJ'11.ING ·-------FT---' ~M-_......,_,l,,l..lil,,,sl,l,;;;i;iiiiiiii~6 Y---1-======i=r--. ========R DINING RM 9•.1 • ll'llJNG I I I I I I I I I I I I I I \.;---ti=~=======n --.... r"fldd==::e""~~~~~~-~ UP I I I I I I ____ IJ ___ I] ... ----------7 BEDRMl 9'-lftC1!1LING MBEDRM 9'-J"('Ell.IN<i I BEORM3 '1-l"C'EILING DN5-+--+-+--... 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NEW POINTE COMMUNITIES, INC. 16880 West Bernardo Drive, Suite 230 San Diego, CA 92127 Attention: Mr. Scot Sandstrom NJVNCED GEOTECHNCAL SOLUTIONS, INC. 485 Corporate Drive, Suite B Escondido, Ca 92029 TeleJ?hone: (619) 867-0487 RECEIVED AUG 2 9 2017 CITY OF CARLSB BUILDING DIVIS/~ August 29, 2017 P/W 1701-13 ReportNo. 1701-13-D-4 Subject: Foundation Plan Review for Golden Surf Residential Development, 1000 Camino De Las Ondas, City of Carlsbad, San Diego County, California Reference: See Appendix A Gentlemen: Pursuant to your request, Advanced Geotechnical Solutions, Inc. (AGS) has prepared this letter summarizing our review of the foundation plans prepared by HTK Structural Engineers, LLP for the Golden Surf Project in the City of Carlsbad, San Diego County, California. AGS reviewed the foundation plans prepared by HTK Structural Engineers and dated June 23, 2017 for conformance to the recommendations presented in our referenced Preliminary Geotechnical Investigation Report (AGS 2017). Specifically, AGS reviewed Sheet Sl, S2, S4, S7, SI0, and SD4 of the foundation plans. Based upon our review it is our opinion that the proposed foundation plans were prepared in general accordance with the recommendations presented in the referenced report and are suitable for construction. Advanced Geotechnical Solutions, Inc. appreciates the opportunity to provide you with geotechnical consulting services and professional opinions. If you have questions regarding this report, please contact the undersigned at (619) 867-0487 Respectfully Submitted, Advanced Geotechnical Solutions, Inc. SHANE P. SMITH Staff Engineer ORANGE AND L.A. COUNTIES (714) 786-5661 JEFFREY A. CHANEY, President RCE 46544 I RGE 2314, Reg. Exp. 6-30-19 INLAND EMPIRE (619) 708-1649 SAN DIEGO AND IMPERIAL COUNTIES (619) 867-0487 .... ~ ., '1\111 ,,F> Page2 Report 1701-13-D-7 Appendix A References August 29, 2017 P/W 1701-13 Advanced Geotechnical Solutions, Inc., (AGS), "Preliminary Geotechnical Investigation, Proposed Golden Surf Residential Development, 1000 Camino De Las Ondas, City of Carlsbad, San Diego County, California" dated March 6, 2017, Report No. 1701-13-B-2 HTK Structural Engineers, LLP, Golden Surf Homes, Cardiff, CA 92007, Structural Plans, dated June 23, 2017 I 0 ·-.,.· ~~GS ADVANCEDGEOTEO-iNICAL..ro...LJTIONS, INC. 485 Corporate Drive, Suite B .. . • Escondido, California 92029 Telephone: (619) 867-0487 Fax: (714) 409-3287 NEW POINTE COMMUNITIES, INC. 16880 West Bernardo Drive, Suite 230 San Diego, CA 92127 Attention: Mr. Scot Sandstrom RECEIVED JUL 31 2017 CITY OF CARLSBAD BUILDING DIVISION March 6, 2017 P/W 1701-13 Report No. 1701-13-B-2 Subject: Preliminary Geotechnical Investigation, Proposed Golden Surf Residential Development, 1000 Camino De Las Ondas, City of Carlsbad, San Diego County, California Gentlemen: Pursuant to your request, Advanced Geotechnical Solutions, Inc. (AGS) has prepared this Preliminary Geotechnical Investigation for the Golden Surf project located approximately northeast of the intersection of Camino de Las Ondas and Paseo del Norte, Carlsbad, California. The purpose of this investigation is to expand on previous Due Diligence evaluations and provide preliminary geologic and geotechnic information and recommendations suitable for use by you and your consultants in planning, design, an City of Carlsbad review. In preparing this report AGS has utilized the 20-scale Preliminary Grading Pl for Golden Surf prepared by Spear & Associates, Inc. Key geotechnical/geologic elements identified onsite that will affect the proposed development and whic=----, [,, should be considered in the design and construction of the project include the following: ❖ Unsuitable soil removals. ❖ Excavation characteristics of soil and bedrock unit. ❖ Undercut recommendations for building pads, private drives and retaining walls. ❖ Grading recommendations. ❖ Preliminary foundation design recommendations in anticipation of as-graded soil characteristics. The recommendations presented in this report are based on results of a previous subsurface investigation performed by GeoSoils, Inc. (GSI), associated laboratory testing, and our reconnaissance of the site. It is AGS's opinion, from a geotechnical standpoint, that the subject site is suitable for construction of the proposed single-family residential development and associated improvements, provided the recommendations presented in this report are incorporated into the design, planning and construction. Included in this report are: 1) engineering characteristics of the onsite soils; 2) unsuitable soil removal recommendations; 3) grading recommendations; 4) foundation design recommendations; and 5) flatwork recommendations. ORANGE AND L.A. COUNTIES (714) 786-5661 INLAND EMPIRE (619) 708-1649 SAN DIEGO AND IMPERIAL COUNTIES (619) 850-3980 March 6, 2017 P/W 1701-13 ReportNo. 1701-13-B-2 Advanced Geotechnical Solutions, Inc., appreciates the opportunity to provide you with geotechnical consulting services and professional opinions. If you have questions regarding this report, please contact the undersigned at (619) 850-3980. Respectfully Submitted, Advanced Geotechnical Solutions, Inc. JEFFREY A. CHANEY, President PAUL J. DERISI, Vice President CEG 2536, Reg. Exp. 5-31-17 RCE 46544/GE 2314, Reg. Exp. 6-30-17 Distribution: Attachments: (3) Addressee Figure I -Site Location Map Plates 1 and 2 -Geologic Map and Exploration Location Plan Appendix A -References Appendix B -Field and Laboratory Data Appendix C -General Earthwork, Grading Guidelines & Details Appendix D -Homeowner Maintenance Recommendations ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 6, 2017 'P/W 1701-13 Pagel Report No. 1701-13-B-2 1.0 1.1. INTRODUCTION Purpose and Background The purpose of this report is to provide updated geotechnical recommendations for the design and construction of the proposed single-and multi-family development. Pertinent subsurface information and laboratory data are included herein. 1.2. Scope of Work 1.3. The scope of our study consisted of the following: ► Review of available geologic and geotechnical literature, including the referenced Preliminary Geotechnical Evaluation prepared by GSI. ► Provide remedial grading recommendations, including undercuts for building pads and underground improvements. ► Earthwork specifications. ► Estimation of shrink/swell parameters of the various onsite earth materials. ► Use of onsite soils as a foundation medium. ► Bearing and friction values. ► Preliminary foundation design. ► Preliminary pavement design. ► Design parameters for conventional retaining walls. ► Preparation of this report with appropriate exhibits. Site Location and Description The semi rectangular shaped site is located northeast of the intersection of Camino de Las Ondas and Paseo de! Norte in the City of Carlsbad, California. The site is bounded by Camino de Las Ondas on the south and existing residential developments on all other sides. The sites topography is gently sloping to the northeast, with an approximately 2: l slope (horizontal to vertical) slope bordering the southwest neighbor. The existing elevations of the property vary from approximately 158.5 Mean Sea Level in the northwest corner to approximately 174.5 Mean Sea Level in the southeast, giving approximately 16 feet of relief for the site. The site currently is unimproved except for existing retaining walls. The vegetation onsite consists of mature trees from what appears to be an old orchard and seasonal grasses. Numerous small piles of construction debris and organic waste are also on the site. The conclusions and recommendations in this report are based upon our recent observations of the site and general familiarity of the site, the data developed during the preliminary site investigation by GSI, a review of readily available geologic and geotechnical information, and information regarding proposed site development by New Pointe Communities. ADVANCED GEOTECHNICAL SOLUTIONS, INC. USGS SITE LOCATION MAP 1000 CAMINO DE LAS ONDAS CITY OF CARLSBAD, CALIFORNIA SOURCE MAP(S): ENCINITAS QUADRANGLE CALIFORNIA -SAN DIEGO CO. 7.5 MINUTE SERIES (TOPOGRAPHIC) FIGURE 1 ~~~~Gs ADVANCED GEOTECHNICAL SOLUTIONS, INC. ·. ~ 485 Corporate Drive. Suite B. Escondido Ca, 92029 -Telephone: (619) 867-0487 Fax: (714) 786-5661 • P/W1701-13 ReportNo.1701-13-B-2 March 6, 2017 'P/W 1701-13 Page 2 Report No. 1701-13-B-2 2.0 The materials immediately adjacent to, or beneath those observed in the exploratory excavations may have different characteristics and no representations are made as to the quality or extent of materials not observed. The recommendations presented herein are specific to the development plans reflected on the current grading plan. Modifications to that design or development plans could necessitate revisions to these recommendations. PROPOSED DEVELOPMENT Based upon the current preliminary site plan, it is our understanding that the 0.8-acre site will be graded to support one single-family residential lot, one multi-family lot with four units and associated improvements. Access to the site will be afforded by Camino de Las Ondas east of Paseo del Norte. Proposed cuts and fills are anticipated to be on the order of 5 to 10 feet. Included in the proposed development are several retaining walls along the property boundaries. The residential structures are anticipated to be one to two stories in height, wood framed and supported by conventional slab-on-grade or post-tensioned foundation systems. In addition to the proposed residential structures, associated improvements including retaining walls, driveways, parking areas and hardscape will be constructed. 3.0 SUBSURFACE INVESTIGATION As part of GSI's previous field work, four (4) exploratory test pits (TP-1 through TP-4) were excavated with a rubber tire backhoe on September 23, 2011. The trenches extended to a maximum depth of 9.5 feet below ground surface and were logged by a representative of GSI. Copies of the test pit logs are presented in Appendix B with laboratory testing conducted by GSI of the soil and bedrock also presented in Appendix B. The approximate locations of the test pits conducted by GSI are shown on Plates 1 and 2. 4.0 4.1. 4.2. ENGINEERING GEOLOGY Regional Geologic and Geomorphic Setting The subject site is situated within the Peninsular Ranges Geomorphic Province. The Peninsular Ranges province occupies the southwestern portion of California and extends southward to the southern tip of Baja California. In general, the province consists of young, steeply sloped, northwest trending mountain ranges underlain by metamorphosed Late Jurassic to Early Cretaceous-aged extrusive volcanic rock and Cretaceous-aged igneous plutonic rock of the Peninsular Ranges Batholith. The westernmost portion of the province, where the subject site is located, is predominantly underlain by younger marine and non-marine sedimentary rocks. The Peninsular Ranges' dominant structural feature is northwest-southeast trending crustal blocks bounded by active faults of the San Andreas transform system. Site Geology A brief description of the earth materials encountered on this site is presented in the following sections. More detailed description of these materials is provided in the test pit logs included in Appendix B. Based on our review of subsurface excavations, geologic maps and literature, the area of proposed development is underlain to the maximum depth explored by Quaternary-aged Very Old Paralic Deposits (previously mapped as Quaternary-aged Terrace Deposits). Thin veneers of undocumented fill soil and topsoil were encountered locally. ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 6, 2017 'P/W 1701-13 Page 3 Report No. 1701-13-B-2 4.2.1. Undocumented Artificial Fill (Map Symbol afu) Undocumented artificial fill was previously encountered in test pit TP-1 to a depth of 1.25 feet. Where encountered, these materials generally consist of dark yellow-brown, silty sand in a dry and dense condition. The undocumented fill was slightly porous and non-uniform. The undocumented fill materials were observed to overlay Colluviurn/Topsoil. Minor localized fill soils are anticipated to exist across the site and vary in thickness from less than 0.5 feet to 2 feet thick. 4.2.2. Colluvium/Topsoil -Undifferentiated (Not Mapped) A relatively thin veneer of undifferentiated colluviurn/topsoil was encountered during GSI's subsurface exploration. As encountered these materials generally consisted of brown to grayish brown, sand to silty sand in a dry to damp and loose to dense condition. The colluviurn/topsoil was generally 1.5 to 2.5 feet thick. 4.2.3. Very Old Paralic Deposits (Map Symbol Qvop) The site is underlain to the maximum depths explored by Very Old Paralic Deposits (previously mapped as Terrace Deposits). These materials as encountered can generally be described as brown to dark yellow brown, silty sand with minor clay, in a damp to moist and dense to very dense condition,. Portions of the Very Old Paralic Deposits exhibited a weathered/residual soil horizon ranging from one to two feet thick. 4.3. Groundwater 4.4. Groundwater was not encountered in our exploratory excavations. No natural groundwater condition is known to exist at the site that would impact the proposed site development. However, it should be noted that localized perched groundwater may develop at a later date, most likely at or near fill/bedrock contacts, due to fluctuations in precipitation, irrigation practices, or factors not evident at the time of our field explorations. Faulting and Seismicity The site is located in the tectonically active Southern California area, and will therefore likely experience shaking effects from earthquakes. The type and severity of seismic hazards affecting the site are to a large degree dependent upon the distance to the causative fault, the intensity of the seismic event, and the underlying soil characteristics. The seismic hazard may be primary, such as surface rupture and/or ground shaking, or secondary, such as liquefaction or dynamic settlement. The following is a site-specific discussion of ground motion parameters, earthquake-induced landslide hazards, settlement, and liquefaction. The purpose of this analysis is to identify potential seismic hazards and propose mitigations, if necessary, to reduce the hazard to an acceptable level of risk. The following seismic hazards discussion is guided by the California Building Code (2013), CDMG (2008), and Martin and Lew (1998). ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 6, 2017 )P/W 1701-13 Page4 Report No. 1701-13-B-2 4.5. 4.4.1. Surface Fault Rupture No known active faults have been mapped at or near the subject site. The nearest known active surface fault is the Rose Canyon fault zone which is approximately 4.7 miles from the subject site. Accordingly, the potential for fault surface rupture on the subject site 1s considered very low to remote. This conclusion is based on literature and map review. 4.4.2. Seismicity As noted, the site is within the tectonically active southern California area, and is approximately 4.7 miles from an active fault, the Rose Canyon fault zone. The potential exists for strong ground motion that may affect future improvements. At this point in time, non-critical structures (commercial, residential, and industrial) are usually designed according to the California Building Code (2013) and that of the controlling local agency. However, liquefaction/seismic slope stability analyses, critical structures, water tanks and unusual structural designs will likely require site specific ground motion input. 4.4.3. Liquefaction Due to dense nature of the formational materials underlying the site, the proposed remedial grading as recommended herein, and lack of a shallow groundwater table at the project site, the potential for seismically induced liquefaction is considered remote. 4.4.4. Dynamic Settlement Dynamic settlement occurs in response to an earthquake event in loose sandy earth materials. This potential of dynamic settlement at the subject site is considered to be remote due to the presence of well consolidated formational materials and the absence of loose, sandy soils after the remedial grading recommended herein is completed. 4.4.5. Seismically Induced Landsliding Evidence of landsliding at the site was not observed during our field observations, nor are there any geomorphic features indicative of landsliding noted in our review of published geologic maps. Further, given the relatively flat nature of the site the likelihood for seismically induced landsliding is considered to be remote. Non-seismic Geologic Hazards 4.5.1. Mass Wasting No evidence of mass wasting was observed onsite nor was any noted on the reviewed maps. 4.5.2. Flooding According to available FEMA maps, the site is not in a FEMA identified flood hazard area. 4.5.3. Subsidence/Ground Fissuring Due to the presence of the dense underlying materials, the potential for subsidence and ground fissuring due to settlement is unlikely. ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 6, 2017 'P/W 1701-13 Page 5 Report No. 1701-13-B-2 5.0 ENGINEERING ANALYSIS Presented herein is a general discussion of the geotechnical properties of the various soil types and earth materials summarized from our site-specific analyses of the project and the referenced reports. 5.1. Material Properties 5.1.1. Excavation Characteristics The onsite soils within the anticipated cut depths should be readily excavatable with conventional grading equipment. Deeper excavations within the dense formational materials may require moderate to heavy ripping with a Cat D-9 Bulldozer (or equivalent) to efficiently excavate the onsite soils. 5.1.2. Compressibility Onsite materials that are significantly compressible in their current condition include topsoil, undocumented fill, colluvium, and highly weathered Very Old Paralic Deposits. These materials will require complete removal prior to placement of fill, and where exposed at design grade. Compressibility of the Very Old Paralic Deposits is not a geotechnical design concern for the proposed structures. Improvements should be designed for the total and differential settlement potentials as outlined below. Recommended removal depths are presented in Section 6.1, and earthwork adjustment estimates are presented in Section 5.1.5. SETTLEMENT POTENTIAL Total (inches) Differential (inches in 20 feet) 3/4 3/8 5.1.3. Expansion Potential Generally, the onsite soils consist of silty to clayey sands and sandy clay. Testing by GSI indicates that the onsite soils possess expansion potential ranging from "Very low" to "Medium" (CBC 2013), with the majority of the onsite soils falling in the "Very Low" category. Final determination of expansion potential for foundation design purposes should be based on testing of the as-graded soil conditions. 5.1.4. Shear Strength Characteristics Shear strength testing was conducted by GSI on "remolded" bulk and "undisturbed" samples of the onsite soils. Based upon the results of shear testing and our previous experience in the general area with similar soils, the following are assumed shear strengths for compacted fill soils and Very Old Paralic Deposits. ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 6, 2017 'P/W 1701-13 Page 6 Report No. 1701-13-B-2 6.0 SHEAR STRENGTH Material Cohesion Friction Angle (psf) (degrees) Compacted Fill 100 30 Very Old Paralic Deposits 150 34 5.1.5. Earthwork Adjustments The following table presents bulk/shrink values of the various on site soils for use in estimating earthwork grading quantities. SHRINK/SWELL PARAMETERS Topsoil/Undocumented Fill/Colluvium/Weathered Very Shrink 8-12% Old Paralic Deposits Very Old Paralic Deposits Bulk4-8% These values may be used in an effort to balance the earthwork quantities. As is the case with every project, contingencies should be made to adjust the earthwork balance when grading is in progress and actual conditions are better defined. 5.1.6. Chemical/Resistivity Analyses Testing of onsite soil samples indicates the soils exhibited "negligible" sulfate exposure when classified in accordance with ACI 318-05 Table 4.3.l (per 2013 CBC). Accordingly, the use of sulfate resistant concrete is not anticipated. Preliminary resistivity and chloride testing indicates that onsite soils are "mildly" corrosive to metals in direct contact to the onsite soils. In the past on similar projects, corrosion protection typically consists of non-metallic piping for water lines to and below the slabs or by installing above slab plumbing. Final design should be based upon representative sampling of the as- graded soils. GEOTECHNICAL ENGINEERING Development of the subject property as proposed is considered feasible, from a geotechnical standpoint, provided that the conclusions and recommendations presented herein are incorporated into the design and construction of the project. Presented below are specific issues identified by this study or previous studies as possibly impacting site development. Recommendations to mitigate these issues are presented in the text of this report. 6.1. Site Preparation and Removals Grading should be accomplished under the observation and testing of the project soils engineer and engineering geologist or their authorized representative in accordance with the recommendations ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 6, 2017 'P/W 1701-13 Page 7 Report No. 1701-13-B-2 contained herein, the current grading ordinance of the City of Carlsbad, and AGS's Earthwork Specifications (Appendix C). All undocumented fill, colluvium/topsoil, and highly weathered formational material should be removed in structural areas planned to receive fill or where exposed at final grade. If encountered, any existing utility lines and/or subterranean structures should be removed prior to fill placement. Removals should expose competent formational materials and be observed and mapped by the engineering geologist prior to fill placement. It is anticipated that the upper two to five feet of the onsite soils will require removal and recompaction for the support of settlement sensitive structures. Localized areas may require deeper removals. The resulting undercuts should be replaced with engineered fill. The extent of removals can best be determined in the field during grading when observation and evaluation can be performed by the soil engineer and/or engineering geologist. In general, soils removed during remedial grading will be suitable for reuse in compacted fills, provided they are properly moisture conditioned and do not contain deleterious materials. 6.1.1. Stripping and Deleterious Material Removal Existing vegetation, trash, debris from site demolition activities, and other deleterious materials should be removed and wasted from the site prior to removal of unsuitable soils and placement of compacted fill. 6.1.2. Colluvium/Topsoil (No Map Symbol) Colluvium/topsoil will require complete removal and recompaction to project specifications if encountered where settlement sensitive structures or improvements are planned. Colluvium/topsoil onsite is anticipated be approximately 1.5 to 2.5 feet thick. Locally deeper areas may be encountered. 6.1.3. Undocumented Fill (Map Symbol afu) Undocumented fill soil will require complete removal and recompaction to project specifications if encountered where settlement sensitive structures or improvements are planned. Estimated depths of removal are from 0.5 to 2.5 feet. Locally deeper areas may be encountered. 6.1.4. Very Old Paralic Deposits (Map Symbol Qvop) The Very Old Paralic Deposits exhibit a weathered profile that contains a residual soil horizon. The weathered profile is generally one to two feet thick. These upper weathered portions of the unit will require removal prior to fill placement in structural fill areas and where exposed at design grade. 6.2. Slope Stability and Remediation 6.2.1. Cut Slopes Based on the current design, newly constructed cut slopes greater than a five of feet are not anticipated after completion of remedial grading. Cut slopes excavated in formational materials (Very Old Paralic Deposits), are expected to be grossly stable as designed at 2: l ratios and are considered surficially stable. During grading all cut slopes should be inspected ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 6, 2017 'pfW 1701-13 Page 8 Report No. 1701-13-B-2 6.3. by the Project Geologist to verify that no adverse bedding or other adverse geology is present during the cutting of the slopes. 6.2.2. Fill Slopes r Fill slopes are anticipated to be designed at slope ratios of 2: 1 (horizontal to vertical) or flatter. The highest design fill slope anticipated is less than 10 feet. Fill slopes, when properly constructed with onsite materials, are expected to be grossly stable as designed. Fill slopes constructed at 2: 1 ratios can be considered surficially stable when properly constructed with onsite materials and as described in Section 6.6.7. Keys should be constructed at the toe of all fill slopes toeing on existing or cut grade. Fill keys should have a minimum width equal to 15 feet or one-half (l /2) the height of ascending slope, whichever is greater. Where possible, unsuitable soil removals below the toe of proposed fill slopes should extend outward from the catch point of the design toe at a minimum 1: 1 projection to an approved cleanout. Backcuts should be cut no steeper than 1: 1, or as recommended by the geotechnical engineer. 6.2.3. Fill Over Cut and Skin Fill Slopes The fill portion of any fill-over-cut slope or skin fill should maintain a minimum horizontal thickness of 15 feet or one-half the remaining fill slope height, whichever is greater, and be adequately benched into competent materials. A keyway, with a minimum width of 15 feet, should be constructed at the base of the fill. The keyway should have longitudinal gradients of less than 5 to 1 (horizontal to vertical). Steeper longitudinal gradients should be stepped. The heel of the bottom bench should be tilted at a minimum of two percent or at least one foot below the toe elevations. Temporary Backcut Stability During grading operations, temporary backcuts may be required to accomplish remedial grading. Backcuts in undocumented fill, topsoil, and bedrock areas should be made no steeper than 1: 1. In consideration of the inherent instability created by temporary construction backcuts, it is imperative that grading schedules are coordinated to minimize the unsupported exposure time of these excavations. Once started, these excavations and subsequent fill operations should be maintained to completion without intervening delays imposed by avoidable circumstances. In cases where five-day workweeks comprise a normal schedule, grading should be planned to avoid exposing at-grade or near-grade excavations through a non-work weekend. Where improvements may be affected by temporary instability, either on or off site, further restrictions such as slot cutting, extending work days, implementing weekend schedules, and/or other requirements considered critical to serving specific circumstances may be imposed. 6.4. Overexcavation Recommendations It is advisable that overexcavation of cut/fill transition lots should be conducted during grading. The following general overexcavation recommendations are presented. ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 6, 2017 'p;w 1701-13 Page 9 Report No. 1701-13-B-2 6.5. 6.4.1. Cut/Fill Transitions Where design grades and/or remedial grading activities create a cut/fill transition, the cut and shallow fill portions of the building pad shall be overexcavated a minimum depth of three feet or 18 inches below the bottom of the proposed footings ( whichever is deeper) and replaced with compacted fill. These remedial grading measures are recommended in order to minimize the potential for differential settlements of residential structures located at the cut and fill transition areas. The undercut should be graded such that a gradient of at least one percent is maintained toward deeper fill areas or the front of the lot. 6.4.2. Cut Lots Cut lots are not anticipated to exist onsite after completion of the recommended remedial grading described herein. If cut lots are anticipated once finalized grading plans become available more detailed recommendations can be provided at that time. Construction Staking and Survey Removal bottoms, keyways, subdrains and backdrains should be surveyed by the civil engineer after approval by the geotechnical engineer/engineering geologist and prior to the placement of fill. Toe stakes should be provided by the civil engineer in order to verify required key dimensions and locations. 6.6. Earthwork Considerations 6.6.1. Compaction Standards Fill and processed natural ground shall be compacted to a minimum relative compaction of 90 percent as determined by ASTM Test Method: D 1557. Care should be taken that the ultimate grade be considered when determining the compaction requirements for disposal fill areas. Compaction shall be achieved at slightly above the optimum moisture content, and as generally discussed in the attached Earthwork Specifications (Appendix C). 6.6.2. Documentation of Removals and Drains Removal bottoms, fill keys, backcuts, backdrains and their outlets should be observed and approved by the engineering geologist and/or geotechnical engineer and documented by the civil engineer prior to fill placement. 6.6.3. Treatment of Removal Bottoms At the completion of removals, the exposed bottom should be scarified to a practical depth, moisture conditioned to above optimum conditions, and compacted in-place to the standards set forth in this report. 6.6.4. Fill Placement After removals, scarification, and compaction of in-place materials are completed, additional fill may be placed. Fill should be placed in thin lifts [eight-(8) inch bulk], moisture ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 6, 2017 'p;w 1101-13 Page 10 Report No. 1701-13-B-2 conditioned to above optimum moisture content, mixed, compacted, and tested as grading progresses until final grades are attained. 6.6.5. Benching Where the natural slope is steeper than 5-horizontal to I -vertical, and where designated by the project geotechnical engineer or geologist, compacted fill material should be keyed and benched into competent bedrock or firm natural soil. 6.6.6. Mixing In order to provide thorough moisture conditioning and proper compaction, processing ( mixing) of materials is necessary. Mixing should be accomplished prior to, and as part of the compaction of each fill lift. 6.6.7. Fill Slope Construction Fill slopes shall be overfilled to an extent determined by the contractor, but not less than two (2) feet measured perpendicular to the slope face, so that when trimmed back to the compacted core, the required compaction is achieved. Compaction of each fill lift should extend out to the temporary slope face. Backrolling during mass filling as intervals not exceeding four (4) feet in height is recommended unless more extensive overfill is undertaken. As an alternative to overfilling, fill slopes may be built to the finish slope face in accordance with the following recommendations: • Compaction of each fill lift shall extend to the face of the slopes. • Backrolling during mass grading with a sheepsfoot roller shall be undertaken at intervals not exceeding four (4) feet in height. Backrolling at more frequent intervals may be required. • Care should be taken to avoid spillage of loose materials down the face of the slopes during grading. • At completion of mass filling, the slope surface shall be watered, shaped and compacted first with a sheepsfoot roller or track walked with a bulldozer, such that compaction to project standards is achieved to the face slope. Proper seeding and planting of the slopes should follow as soon as practical, to inhibit erosion and deterioration of the slope surfaces. Proper moisture control will enhance the long-term stability of the finished slope surface. 6. 7. Haul Roads Haul roads, ramp fills, and tailing areas should be removed prior to placement of fill. ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 6, 2017 'P/W 1701-13 Page 11 Report No. 1701-13-B-2 6.8. Import Materials 7.0 Import soils may be required to achieve design site grades or as select material for backfill of site retaining walls. Import materials, should have similar engineering characteristics as the. onsite soils and should be approved by the soil engineer at the source prior to importation to the site. CONCLUSIONS AND RECOMMENDATIONS Construction of the proposed single-and multi-family residential structures and associated improvements is considered feasible, from a geotechnical standpoint, provided that the conclusions and recommendations presented herein are incorporated into the design and construction of the project. Presented below are specific design recommendations for the proposed development of the project site. 7.1. Design Recommendations It is our understanding that the proposed foundations will consist of a post-tensioned and conventional slab-on-grade foundation systems supporting the proposed one-to two-story, wood frame single-and multi-family residences. In addition to the structures, associated private access driveways, retaining walls, hardscape and landscape areas. From a geotechnical perspective, these proposed improvements are feasible provided that the following recommendations are incorporated into the design and construction. 7.1.1. Foundation Design Criteria The single-and multi-family residential structures can be supported by either post-tensioned or conventional shallow slab-on-grade foundation systems. The expansion potential of the underlying soils is classified as ranging from "Low" to "Medium". The following preliminary values may be used in the foundation design. Allowable Bearing: Lateral Bearing: Sliding Coefficient: Settlement: Differential: 2000 lbs./sq.ft. 250 lbs./sq.ft. at a depth of 12 inches plus 125 lbs./sq.ft. for each additional 12 inches embedment to a maximum of 2000 lbs./sq.ft. 0.35 Total = 3/4 inch 3/8 inch in 20 feet The above values may be increased as allowed by Code to resist transient loads such as wind or seismic. Building Code and structural design considerations may govern. Depth and reinforcement requirements should be evaluated by the Structural Engineer. 7 .1.2. Post-Tensioned foundation Design Parameters The following post-tensioned design parameters are presented in Table 7.1 for building pads exhibiting "Low" to "Medium" expansion potential. ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 6, 2017 'ptw 1701-13 7.1.3. TABLE 7.1 Page 12 Report No. 1701-13-B-2 POST TENSIONED DESIGN PARAMETERS Expansion Lot Center Lift Edge Lift Potential Category Em (ft) Ym (in) Em (ft) Ym (in) Low I 9 0.23 5.4 0.54 Medium II 9 0.38 4.6 0.9 Seismic Design Parameters The following seismic design parameters are presented to be code compliant to the California Building Code (2013). The project site is considered to be Site Class "D" in accordance with CBC, 2013, Section 1613.3.2 and ASCE 7, Chapter 20. The site is located at Latitude 33.110722' N and Longitude 117.308611' W. Utilizing this information, the United States Geological Survey (USGS) web tool (http://earthquake.usgs.gov/designmaps) and ASCE 7 criterion, the mapped seismic acceleration parameters Ss, for 0.2 seconds and S 1, for 1.0 second period (CBC, 2013, 1613.3.1) for Risk-Targeted Maximum Considered Earthquake (MCER) can be determined. The mapped acceleration parameters are provided for Site Class "B". Adjustments for other Site Classes are made, as needed, by utilizing Site Coefficients Fa and Fv for determination of MCER spectral response acceleration parameters SMs for short periods and SM, for 1.0 second period (CBC, 2013 I 6 I 3.3.3). Five-percent damped design spectral response acceleration parameters Sos for short periods and Soi for 1.0 second period can be determined from the equations in CBC, 2013, Section 1613.3.4. I TABLE 7.1 I SEISMIC DESIGN CRITERIA Mapped Spectral Acceleration (0.2 sec Period), Ss 1.134g Mapped Spectral Acceleration (1.0 sec Period), S, 0.437g Site Coefficient, Fa (CBC, 2013, Table 1613.3.3( 1 )) 1.046 Site Coefficient, Fv(CBC, 2013, Table 1613.3.3(2)) 1.563 MCER Spectral Response Acceleration (0.2 sec Period), SMs 1.187g MCER Spectral Response Acceleration ( 1.0 sec Period), SM, 0.683g Design Spectral Response Acceleration (0.2 sec Period), Sos 0.791g Design Spectral Response Acceleration (1.0 sec Period), So, 0.455g ADVANCED GEOTECHNICAL SOLUTIONS, INC. ,March 6, 2017 P/W 1701-13 Page 13 Report No. 1701-13-B-2 Utilizing a probabilistic approach, the CBC recommends that structural design be based on the peak horizontal ground acceleration (PGA) having of 2 percent probability of exceedance in 50 years (approximate return period of 2,475 years) which is defined as the Maximum Considered Earthquake (MCE). Using the United States Geological Survey (USGS) web- based ground motion calculator, the site class modified PGAM (FrGA *PGA) was determined to be 0.453g. This value does not include near-source factors that may be applicable to the design of structures on site. 7.1.4. Under Slab A moisture and vapor retarding system should be placed below the slabs-on-grade in portions of the structure considered to be moisture sensitive. The retarder should be of suitable composition, thickness, strength and low permeance to effectively prevent the migration of water and reduce the transmission of water vapor to acceptable levels. Historically, a 10-mil plastic membrane, such as Visqueen, placed between one to four inches of clean sand, has been used for this purpose. More recently Stego® Wrap or similar underlayments have been used to lower permeance to effectively prevent the migration of water and reduce the transmission of water vapor to acceptable levels. The use of this system or other systems, materials or techniques can be considered, at the discretion of the designer, provided the system reduces the vapor transmission rates to acceptable levels. 7 .1.5. Deepened Footings and Structural Setbacks It is generally recognized that improvements constructed in proximity to natural slopes or properly constructed, manufactured slopes can, over a period of time, be affected by natural processes including gravity forces, weathering of surficial soils and long-term (secondary) settlement. Most building codes, including the California Building Code (CBC), require that structures be set back or footings deepened, where subject to the influence of these natural processes. For the subject site, where foundations for residential structures are to exist in proximity to slopes, the footings should be embedded to satisfy the requirements presented in Figure 3. ADVANCED GEOTECHNICAL SOLUTIONS, INC. ,March 6, 2017 P/W 1701-13 FACE OF STRUCTURE TOE OF SLOPE FIGURE 3 H/1. BUT NEED NOT EXCEED 15 FT. MAX. Page 14 Report No. 1701-13-B-2 FACE OF FOOTING H/3 BUT NEED NOT EXCEED 40 FT. MAX. H I 7 .1.6. Concrete Design Preliminary testing indicates onsite soils exhibit a "negligible" sulfate exposure when classified in accordance with ACI 318-05 Table 4.3 .1 (per 2013 CBC). However, some fertilizers have been known to leach sulfates into soils otherwise containing "negligible" sulfate concentrations and increase the sulfate concentrations to potentially detrimental levels. It is incumbent upon the owner to determine whether additional protective measures are warranted to mitigate the potential for increased sulfate concentrations to onsite soils as a result of the future homeowner's actions. 7.1.7. Retaining Walls The following earth pressures are recommended for the design of conventional retaining walls onsite utilizing select backfill material having an expansion index of less than 50 and a minimum internal friction angle of 30 degrees: Static Case Rankine Level Backfill Coefficients Coefficient of Active Pressure: Ka= 0.33 Coefficient of Passive Pressure: Kp = 3.00 Coefficient of at Rest Pressure: Ko = 0.50 Rankine 2 : 1 Backfill Coefficients Coefficient of Active Pressure: Ka= 0.47 Coefficient of At Rest Pressure: Ko = 0. 72 Equivalent Fluid Pressure (psf/lin.ft.) 42 375 63 Equivalent Fluid Pressure (psf/lin.ft.) 60 90 ADVANCED GEOTECHNICAL SOLUTIONS, INC. ,March 6, 2017 P/W 1701-13 Seismic Case Page 15 Report No. 1701-13-B-2 In addition to the above static pressures, unrestrained retaining walls located should be designed to resist seismic loading as required by the 2013 CBC. The seismic load can be modeled as a thrust load applied at a point 0.6H above the base of the wall, where H is equal to the height of the wall. This seismic load (in pounds per lineal foot of wall) is represented by the following equation: Where: Pe=¾ *y*H2 *kh Pe = Seismic thrust load H = Height of the wall (feet) y = soil density = 125 pounds per cubic foot (pcf) kh = seismic pseudostatic coefficient = 0.5 * peak horizontal ground acceleration / g The peak horizontal ground acceleration is anticipated to be on the order of 0.453g and is discussed further in Section 7.1.4. Walls should be designed to resist the combined effects of static pressures and the above seismic thrust load. The foundations for retaining walls of appurtenant structures structurally separated from the building structures, may bear on properly compacted fill. A bearing value of 2,000 psf may be used for design of retaining walls. Retaining wall footings should be designed to resist the lateral forces by passive soil resistance and/or base friction as recommended for foundation lateral resistance. To relieve the potential for hydrostatic pressure wall backfill should consist of a free draining backfill (sand equivalent "SE" >20) and a heel drain should be constructed (see Figure 4). The heel drain should be place at the heel of the wall and should consist of a 4-inch diameter perforated pipe (SDR35 or SCHD 40) surrounded by 4 cubic feet of crushed rock (3/4-inch) per lineal foot, wrapped in filter fabric (Mirafi® 140N or equivalent). Proper drainage devices should be installed along the top of the wall backfill, which should be properly sloped to prevent surface water ponding adjacent to the wall. In addition to the wall drainage system, for building perimeter walls extending below the finished grade, the wall should be waterproofed and/or damp-proofed to effectively seal the wall from moisture infiltration through the wall section to the interior wall face. The wall should be backfilled with granular soils placed in loose lifts no greater than 8-inches thick, at or near optimum moisture content, and mechanically compacted to a minimum 90 percent relative compaction as determined by ASTM Test Method D 1557. Flooding or jetting of backfill materials generally do not result in the required degree and uniformity of compaction and, therefore, is not recommended. The soils engineer or his representative should observe the retaining wall footings, backdrain installation and be present during placement of the wall backfill to confirm that the walls are properly backfilled and compacted. ADVANCED GEOTECHNICAL SOLUTIONS, INC. ,March 6, 2017 P/W 1701-13 H WATERPROOFING MEMBRANE (OPTIONAL) 12 in. min. ,,. -···--···•l .. _, _h SELECT / ,,. BACKFILL \ (El<20 & \ ef; SE>20) l FIGURE4 ? NATIVE BACKFILL (El<SO) I Page 16 Report No. 1701-13-B-2 ·-.-<-H/2_>f . 1 ! mrn. / 1:1 (H:V) OR FLATTER I ' ".' i \ .,. . ; -----~"' ! ~ ... .:..~ .~1 : ": ~ I 1 l!l!llES:. (1) ll&llt. 4-INCH PERFORATE DABS OR P\IC PPEORAl'l'ROVED EQlJI\O'J,_EJ>II' SUBSTm.trE PlACED PERFORATIONS OOWNANO SURROUNDED BY A MINIMUM OF I QJBIC FEET OF 3.14 INCH ROCKORAl'l'ROVED EOO'HllENT S\JBSTITl./!'EANO WRAPPED IN J,IRAFl 140 FLlER FABRIC OR APPROVED EOUI\O'J,_ENT SUBSTITl./!'E 7.2. Utility Trench Excavation All utility trenches should be shored or laid back in accordance with applicable OSHA standards. Excavations in bedrock areas should be made in consideration of underlying geologic structure. AGS should be consulted on these issues during construction. 7.3. Utility Trench Backfill Mainline and lateral utility trench backfill should be compacted to at least 90 percent of maximum dry density as determined by ASTM D 1557. Onsite soils will not be suitable for use as bedding material but will be suitable for use in backfill, provided oversized materials are removed. No surcharge loads should be imposed above excavations. This includes spoil piles, lumber, concrete trucks or other construction materials and equipment. Drainage above excavations should be directed away from the banks. Care should be taken to avoid saturation of the soils. Compaction should be accomplished by mechanical means. Jetting of native soils will not be acceptable. 7 .4. Exterior Slabs and Walkways 7.4.1. Subgrade Compaction The subgrade below exterior slabs, sidewalks, driveways, patios, etc. should be compacted to a minimum of 90 percent relative compaction as determined by ASTM D 1557. ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 6, 2017 'p;w 1701-13 Page 17 Report No. 1701-13-B-2 7 .4.2. Subgrade Moisture The subgrade below exterior slabs, sidewalks, driveways, patios, etc. should be moisture conditioned to a minimum of 110 percent of optimum moisture content (low expansive soils) prior to concrete placement, dependent upon the expansion potential of the subgrade soils. 7 .4.3. Slab Thickness Concrete flatwork and driveways should be designed utilizing four-inch minimum thickness. 7.4.4. Control Joints Weakened plane joints should be installed on walkways at intervals of approximately eight to ten feet. Exterior slabs should be designed to withstand shrinkage of the concrete. 7 .4.5. Flatwork Reinforcement Consideration should be given to reinforcing any exterior flatwork. 7 .4.6. Thickened Edge Consideration should be given to construct a thickened edge (scoop footing) at the perimeter of slabs and walkways adjacent to landscape areas to minimize moisture variation below these improvements. The thickened edge (scoop footing) should extend approximately eight inches below concrete slabs and should be a minimum of six inches wide. Preliminary Pavement Design For preliminary pavement design the onsite soils are anticipated to have an "R" Value R=30. Utilizing City of Carlsbad Public Road Standards and assuming the subject site is classified as a "Local Road" which equates to a Traffic Index Tl=6.0 The following pavement sections are presented: 7 .6. Pervious Pave rs Standard Pavement Section 4-inches AC over 6-inches Class II Aggregate Base (AB)* *compacted to a minimum of95% As currently designed the project includes use of pervious pavers in parking/drive aisles areas. It is strongly recommended that impermeable liner be placed at the bottom of the pavement section. If the client and project civil choose to not use an impermeable liner and utilize infiltration, there are several potential geotechnical issues of significant concern. As a result of the dense nature and variable composition of the very old paralic deposits (terrace deposits), there is a potential for varying permeability which could transmit infiltration water into unanticipated areas should the infiltration areas be constructed without liners. In addition, the subgrade soils beneath the proposed permeable paver sections will consist of highly compacted fill (minimum relative compaction of 95 percent) which will significantly reduce infiltration and may lead to ponding or lateral flow. In addition, the proposed permeable paver areas will have shallow utility ADVANCED GEOTECHNICAL SOLUTIONS, INC. ,March 6, 2017 P/W 1701-13 Page 18 Report No. 1701-13-B-2 lines beneath the pavement section and will be highly susceptible to water intrusion. Typical problems that that may occur due to the infiltration of surface water into the development are: • Infiltration water collecting on less permeable geologic units could result in nuisance water conditions in utility trenches and offsite areas. • Infiltration water seepage at cut/fill contacts. • Seepage of water into utility trenches and pavement sections resulting in trench and pavement failures. • Buildup of water within deep fill prisms resulting in settlement. As is the case with any infiltration BMP, routine maintenance should be anticipated over the lifetime of the development. Periodic inspection should be conducted by a qualified engineer to verify that the BMPs are not adversely affecting the adjacent improvements and are working as designed. 7.7. Plan Review Once approved grading and foundation design plans become available, they should be reviewed by AGS to verify that the design recommendations presented are consistent with the proposed construction. 7 .8. Geo technical Review 8.0 As is the case in any grading project, multiple working hypotheses are established utilizing the available data, and the most probable model is used for the analysis. Information collected during the grading and construction operations is intended to evaluate the hypotheses, and some of the assumptions summarized herein may need to be changed as more information becomes available. Some modification of the grading and construction recommendations may become necessary, should the conditions encountered in the field differ significantly than those hypothesized to exist. AGS should review the pertinent plans and sections of the project specifications, to evaluate conformance with the intent of the recommendations contained in this report. If the project description or final design varies from that described in this report, AGS must be consulted regarding the applicability of, and the necessity for, any revisions to the recommendations presented herein. AGS accepts no liability for any use of its recommendations if the project description or final design varies and AGS is not consulted regarding the changes. SLOPE AND LOT MAINTENANCE Maintenance of improvements is essential to the long-term performance of structures and slopes. Although the design and construction during mass grading is planned to create slopes that are both grossly and surficially stable, certain factors are beyond the control of the soil engineer and geologist. The homeowners must implement certain maintenance procedures. The following recommendations should be implemented. ADVANCED GEOTECHNICAL SOLUTIONS, INC. ,March 6, 2017 P/W 1701-13 Page 19 Report No. 1701-13-B-2 8.1. Slope Planting Slope planting should consist of ground cover, shrubs and trees that possess deep, dense root structures and require a minimum of irrigation. The resident should be advised of their responsibility to maintain such planting. 8.2. Lot Drainage Roof, pad and lot drainage should be collected and directed away from structures and slopes and toward approved disposal areas. Design fine-grade elevations should be maintained through the life of the structure or if design fine grade elevations are altered, adequate area drains should be installed in order to provide rapid discharge of water, away from structures and slopes. Residents should be made aware that they are responsible for maintenance and cleaning of all drainage terraces, down drains and other devices that have been installed to promote structure and slope stability. 8.3. Slope Irrigation The resident, homeowner and Homeowner Association should be advised of their responsibility to maintain irrigation systems. Leaks should be repaired immediately. Sprinklers should be adjusted to provide maximum uniform coverage with a minimum of water usage and overlap. Overwatering with consequent wasteful run-off and ground saturation should be avoided. If automatic sprinkler systems are installed, their use must be adjusted to account for natural rainfall conditions. 8.4. Burrowing Animals 9.0 Residents or homeowners should undertake a program for the elimination of burrowing animals. This should be an ongoing program in order to maintain slope stability. LIMITATIONS This report is based on the project as described and the information obtained from the referenced geotechnical report (GSI, 2011) and excavations at the approximate locations indicated on the Plates l and 2. The findings are based on the results of the field, laboratory, and office investigations combined with an interpolation and extrapolation of conditions between and beyond the excavation locations. The results reflect an interpretation of the direct evidence obtained. Services performed by AGS have been conducted in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality under similar conditions. No other representation, either expressed or implied, and no warranty or guarantee is included or intended. The recommendations presented in this report are based on the assumption that an appropriate level of field review will be provided by geotechnical engineers and engineering geologists who are familiar with the design and site geologic conditions. That field review shall be sufficient to confirm that geotechnical and geologic conditions exposed during grading are consistent with the geologic representations and corresponding recommendations presented in this report. AGS should be notified of any pertinent changes in the project plans or if subsurface conditions are found to vary from those described herein. Such changes or variations may require a re-evaluation of the recommendations contained in this report. The data, opinions, and recommendations of this report are applicable to the specific design of this project as discussed in this report. They have no applicability to any other project or to any other location, and any and ADVANCED GEOTECHNICAL SOLUTIONS, INC. ,March 6, 2017 P/W 1701-13 Page 20 Report No. 1701-13-B-2 all subsequent users accept any and all liability resulting from any use or reuse of the data, opinions, and recommendations without the prior written consent of AGS. AGS has no responsibility for construction means, methods, techniques, sequences, or procedures, or for safety precautions or programs in connection with the construction, for the acts or omissions of the CONTRACTOR, or any other person performing any of the construction, or for the failure of any of them to carry out the construction in accordance with the final design drawings and specifications. 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Approximate location of exploratory test pits (GeoSoils, 2011) Approximate location of geologic contact (Queried where uncertain) Artificial Fill -Undocumented Very Old Paralic Deposits (Bracketed Where Buried) PLATE 1 Geologic Map and Exploration Location Plan eAGS ® IIS'IU ,. ,.. ="""",,..,, • '·""" "'"' ADVANCED GEDTECHNICAL SOLUTIONS, INC @:;"';_J"~IMRSOM:C~w/.ilfll Project: Report: Date: ®"'"'"""' rn ...,., a,;,w,a:a,,rw,sr' a P/W 1701-13 1701-13-8-2 March 2017 IJCT'IC£Hltl.llff:S. --· -----· - ,----------------------- 1 LOT3 T-------· • l!1l fil6' I!) l',tf'P.i(C.SfllVI MSrM.J..ATIIOTOHPWIS CT 13-04 PUD 13-10 COP 13-33 CONSTRUCTION NOTES --------r-""'---'· ·,_ "" '-k): Rl:1.-..C/ SLJt!.°1h•IIIJ.. • I © CCNS11M:T !JiMlM1 P£R SIX/SD G-lf. ©SA.ffllfAIIJROIOICt:J11SlfNQ~ctRl'a001,u,. l=:~~247:{ll::~ISPA~~ !IISWJ.. 6• !iOlR aDII QVf PfR C.0.C. S-7 (ffllMI!}. NS1M1. •·l"lf:5llOWVW.A12.0ZII/N(PRNJ,,0. 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P/W 1701-13 1701-13-B-2 March 2017 ~, l:\rci°\.;;;-· ------jK~ ·tjv-=--:_, ----. I·:-::--_-_-__! APPENDIX A REFERENCES ADVANCED GEOTECHNICAL SOLUTIONS, INC. REFERENCES Geosoils, Inc., 201 I, Preliminary Geotechnical Evaluation Paseo Point Minor Subdivision,6789 Paseo Del Norte, City of Carlsbad, San Diego County, California, dated November 30, 201 I (Report No. 6309-A-SC American Concrete Institute, 2002, Building Code Requirements for Structural Concrete (AC/3/8M-02) and Commentary (AC/ 3/BRM-02), AC/ International, Farmington Hills, Michigan. American Society for Testing and Materials (2008), Annual Book of ASTM Standards, Section 4, Construction, Volume 04.08, Soil and Rock(/), ASTM International, West Conshohocken, Pennsylvania. American Society of Civil Engineers, 2013, Minimum Design Loads for Buildings and Other Structures (7-/0, third printing). California Building Standards Commission, 20 I 3, California Building Code, Title 24, Part 2, Volumes 1 and 2. Jennings, C. W., 1994, Fault Activity Map of California and Adjacent Areas: California Geological Survey, California Geologic Data Map No. 6, Scale 1:750,000. Kennedy, MP., Tan, S.S., et. al., 2007, Geologic Map of the Oceanside 30' x 60' Quadrangle, California, California Geological Survey: Regional Geologic Map No. 2, scale 1: 100,000. United States Geological Survey, U.S. Seismic Design Maps, World Wide Web, http://earthquake.usgs.gov/hazardsldesignmaps/. ADVANCED GEOTECHNICAL SOLUTIONS, INC. APPENDIXB FIELD AND LABORATORY DATA TRENCHES TP-1 THROUGH TP-4 LABO RA TORY TEST RESULTS ADVANCED GEOTECHNICAL SOLUTIONS, INC. TP-1 160 0-1¼ SM 1¼-3½ SP 3½-5¼ SP 5¼-8 SC/SM UNO@ 5½ UNO = Undisturbed TP-2 171 0-1¾ SP 1¾-4 SP 4-6½ SM UND@6½ UNO = Undisturbed W.O. 6309-A-SC Golden Surf Holdings, LLC 6798 Paseo del Norte, Carlsbad Logged By: RB September 23, 2011 LOG OF EXPLORATORY TEST PITS 12.4 115.3 5.3 107.8 ARTIFICIAL FILL: SILTY SAND, dark yellowish brown, dry, dense; slightly porous, trace organics, non-uniform. QUATERNARY COLLUVIUM: SAND with minor SILT, dark grayish brown, damp, dense; slightly porous, trace organics. WEATHERED QUATERNARY TERRACE DEPOSITS: SAND with minor SILT, brown, damp, medium dense; slightly porous. QUATERNARY TERRACE DEPOSITS: CLAYEY SAND/SILTY SAND, brown, damp becoming moist with depth, dense. Total Depth = 8' No Groundwater/Caving Encountered Backfilled 9-23-2011 QUATERNARY COLLUVIUM: SAND with minor SILT, grayish brown, dry, medium dense; porous, abundant organics. WEATHERED QUATERNARY TERRACE DEPOSITS: SAND with minor SILT, dark yellowish brown, damp, dense; slightly porous. QUATERNARY TERRACE DEPOSITS: SILTY SAND with minor CLAY, dark yellowish brown, damp, dense. Total Depth: 6½' No Groundwater/Caving Encountered Backfilled 9-23-2011 PLATE B-2 GI) TP-3 159½ 0-2½ SP 2½-4½ CL 4½-9½ SC TP-4 164 0-1½ SP 1½-3½ SP 3½-5 SM UND@2½ Bulk @2½-4½ Bulk @8½-9½ w.o. 6309-A~sc Golden Surf Holdings, LLC 6798 Paseo del Norte, Carlsbad Logged By: RB September 23, 2011 LOG OF EXPLORATORY TEST PITS 12.4 115.3 QUATERNARY COLLUVIUM: SAND, dark grayish brown, dry, dense; porous, abundant organics. WEATHERED TERRACE DEPOSITS (PALEOSOL): SANDY CLAY, dark reddish brown, damp, hard; coarse, angular, blocky structure, clay film on ped faces, argillic. QUATERNARY TERRACE DEPOSITS: CLAYEY SAND, reddish yellow and gray, moist, very dense. Total Depth = 9½' No Groundwater/Caving Encountered Backfilled 9-23-2011 QUATERNARY COLLUVIUM: SAND with SILT, brown, dry, loose; porous, abundant organics. WEATHERED QUATERNARY TERRACE DEPOSITS: SAND with SILT, dark yellowish brown, damp, medium dense; porous. QUATERNARY TERRACE DEPOSITS: SILTY SAND with minor CLAY, dark yellowish brown, moist, very dense. Total Depth = 5' No Groundwater/Caving Encountered Backfilled 9-23-2011 PLATE 8-3 f--0 (!) ID ::i en ::, -, Cl. (!) Cl 0 ra w N in z <( a:: (!) en ::, U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER 6 4 3 2 1.5 1 3/4 1/23/B 3 1 6 B 10 14 16 20 30 40 50 60 100140200 100 I I I I I I I ,-.. I I 95 90 \ 85 80 \ 75 :\ 70 ~65 I ' Cl jjJ 60 s \,_ ~55 "" 0:: W50 I;, z ~45 z ~40 0:: ~35 30 25 20 15 10 5 0 100 10 1 0.1 0.01 GRAIN SIZE IN MILLIMETERS I GRAVEL SAND I COBBLES I I SILT OR CLAY coarse fine coarse medium fine Sample Depth Range Visual Classification/USCS CLASSIFICATION LL PL Pl Cc 9 TP-3 2.5 2.5-4.5 Cl.A VEY SAND(SC) 49 20 29 Sample Depth D100 D60 D30 D10 %Gravel %Sand ¾Silt I e TP-3 2.5 4.75 0.206 0.0 50.3 49.7 GeoSoils, Inc. GRAIN SIZE DISTRIBUTION ~i~,(~~~i~· 57 41 Palmer Way Project: GOLDEN SURF HOLDINGS Carlsbad, CA 92008 Telephone: (760) 438-3155 Number: 6309-A-SC Fax: (760) 931-0915 Date: December 2011 Plate: D -1 0.001 Cu ¾Clay f-Cl (!) ID :5 CJ) :::, ...., a. (!) l!l M (D en f-~ ::; (!) ll'. w ID ll'. ·w ~ en :::, 60 50 X 40 w 0 ~ ~ 0 i== 30 en c::( ...J a... 20 10 0 0 Sample @ TP-3 ~i~S;tt ... CL / / / / / .., / / / / / / / , / / / / / / / / V / , CL-~L V ML I I 20 40 Depth/El. LL PL Pl Fines 2.5 49 20 29 50 GeoSoils, Inc. 57 41 Palmer Way Carlsbad, CA 92008 Telephone: (760) 438-3155 Fax: (760) 931-0915 / / / _V / CH / / / / / / / / / / / / / / V / v· MH 60 80 100 LIQUID LIMIT uses CLASSIFICATION CLAYEY SAND(SC) A TIERBERG UMITS" RESULTS Project: GOLDEN SURF HOLDINGS Number: 6309-A-SC Date: December 2011 Plate: D-2 l-o C!l ID :5 rn => -, ll. C!l a> 0 .., lD ~ w J:: rn t-u w er i5 rn => 3,000 ~~ 2,500 ~o 2,000 / 1/ / -"' /; a. :c: I-C) z UJ 1,500 er:: V I-rn V/ er:: <t: UJ I rn G 1,000 / I 1/ / J 500 / 1/ D 0 500 1,000 1,500 2,000 2,500 3,000 NORMAL PRESSURE, psf Sample Depth/El. Range Classification Primary/Residual Sample Type % MC% C cl> @ TP-1 5.5 Clayey Sand Primary Shear Undisturbed 120.2 7.7 373 35 D TP-1 5.5 Residual Shear Undisturbed 120.2 7.7 123 36 Note: Sample lnnundated Prior To Test GeoSoils, Inc. DIRECT SHEAR TEST ~~~j})t~- 57 41 Palmer Way Project: GOLDEN SURF HOLDINGS Carlsbad, CA 92008 Number: 6309-A-SC Telephone: (760) 438'-3155 Fax: (760) 931-0915 Plate: D -3 I Date: December 2011 ! ~ l-o C!l :5 rn :::, --, a. C!l en 0 "' <D ~ I rn I-t) w a: 0 rn :::, 3,000 2,500 2,000 /~ VJ -.0 ti) a. ::i: I-(!> z w 1,500 0::: ~ V I-en 0::: <( w I / en 1,000 ~ V 500 / V 0 0 500 1,000 1,500 2,000 2,500 3,000 NORMAL PRESSURE, psf Sample Depth/El. Range Classification Primary/Residual Sample Type yd MC% C <I> @ TP-2 0.5 0.5-4.5 Silty Sand Primary Shear Remolded 117.5 9.0 373 30 D TP-2 0.5 Residual Shear Remolded 117.5 9.0 194 31 Note: Sample lnnundated Prior To Test GeoSoils, Inc. DIRECT SHEAR TEST ~i~ffi;1~-57 41 Palmer Way Project: GOLDEN SURF HOLDINGS Carlsbad, CA 92008 Number: 6309-A-SC Telephone: (760) 438-3155 Fax: (760) 931-0915 Date: December 2011 Plate: D -4 Cal Land Engineering, Inc. dba Quartech Consultant Geotechnical, Environme~tal,. a_ncf Civil En~i~~e=er=in.,..-;cg~~=-~=~~=~~~=~~~-~~ SUMMARY OF LABORATORY TEST DATA GeoSoils, Inc. 5741 Palmer Way, Suite D Carlsbad, CA 92010 Client: Golden Surf Geo Soils W.O. 6309-A-SC TP-3 @ 2.5'-4.5' TP-2 @ 0.5'-4.5' & TP-3 @ 8.5-9.5' (Mix) QCI Project No.: 11-029-11c Date: November 10, 2011 Summarized by: ABK Corrosivity Test Results 8.11 89 0.0340 1,150 8.23· 78 0.0260 2,100 PLATE 0-5 576 East Lambert Road, Brea, California 92821; Tel: 714-671-1050; Fax: 714-671-1090 APPENDIX C GENERAL EARTHWORK SPECIFICATIONS AND GRADING GUIDELINES ADVANCED GEOTECHNICAL SOLUTIONS, INC. GENERAL EARTHWORK SPECIFICATIONS I. General A. General procedures and requirements for earthwork and grading are presented herein. The earthwork and grading recommendations provided in the geotechnical report are considered part of these specifications, and where the general specifications provided herein conflict with those provided in the geotechnical report, the recommendations in the geotechnical report shall govern. Recommendations provided herein and in the geotechnical report may need to be modified depending on the conditions encountered during grading. B. The contractor is responsible for the satisfactory completion of all earthwork in accordance with the project plans, specifications, applicable building codes, and local governing agency requirements. Where these requirements conflict, the stricter requirements shall govern. C. It is the contractor's responsibility to read and understand the guidelines presented herein and in the geotechnical report as well as the project plans and specifications. Information presented in the geotechnical report is subject to verification during grading. The information presented on the exploration logs depict conditions at the particular time of excavation and at the location of the excavation. Subsurface conditions present at other locations may differ, and the passage of time may result in different subsurface con~itions being encountered at the locations of the exploratory excavations. The contractor shall perform an independent investigation and evaluate the nature of the surface and subsurface conditions to be encountered and the procedures and equipment to be used in performing his work. D. The contractor shall have the responsibility to provide adequate equipment and procedures to accomplish the earthwork in accordance with applicable requirements. When the quality of work is less than that required, the Geotechnical Consultant may reject the work and may recommend that the operations be suspended until the conditions are corrected. E. Prior to the start of grading, a qualified Geotechnical Consultant should be employed to observe grading procedures and provide testing of the fills for conformance with the project specifications, approved grading plan, and guidelines presented herein. All remedial removals, clean-outs, removal bottoms, keyways, and subdrain installations should be observed and documented by the Geotechnical Consultant prior to placing fill. It is the contractor's responsibility to appraise the Geotechnical Consultant of their schedules and notify the Geotechnical Consultant when those areas are ready for observation. F. The contractor is responsible for providing a safe environment for the Geotechnical Consultant to observe grading and conduct tests. II. Site Preparation A. Clearing and Grubbing: Excessive vegetation and other deleterious material shall be sufficiently removed as required by the Geotechnical Consultant, and such materials shall be properly disposed of offsite in a method acceptable to the owner and governing agencies. Where applicable, the contractor may obtain permission from the Geotechnical Consultant, owner, and governing agencies to dispose of vegetation and other deleterious materials in designated areas onsite. B. Unsuitable Soils Removals: Earth materials that are deemed unsuitable for the support of fill shall be removed as necessary to the satisfaction of the Geotechnical Consultant. ADVANCED GEOTECHNICAL SOLUTIONS, INC. C. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines, other utilities, or other structures located within the limits of grading shall be removed and/or abandoned in accordance with the requirements of the governing agency and to the satisfaction of the Geotechnical Consultant. D. Preparation of Areas to Receive Fill: After removals are completed, the exposed surfaces shall be scarified to a depth of approximately 8 inches, watered or dried, as needed, to achieve a generally uniform moisture content that is at or near optimum moisture content. The scarified materials shall then be compacted to the project requirements and tested as specified. E. All areas receiving fill shall be observed and approved by the Geotechnical Consultant prior to the placement of fill. A licensed surveyor shall provide survey control for determining elevations of processed areas and keyways. III. Placement of Fill A. Suitability of fill materials: Any materials, derived onsite or imported, may be utilized as fill provided that the materials have been determined to be suitable by the Geotechnical Consultant. Such materials shall be essentially free of organic matter and other deleterious materials, and be of a gradation, expansion potential, and/or strength that is acceptable to the Geotechnical Consultant. Fill materials shall be tested in a laboratory approved by the Geotechnical Consultant, and import materials shall be tested and approved prior to being imported. B. Generally, different fill materials shall be thoroughly mixed to provide a relatively uniform blend of materials and prevent abrupt changes in material type. Fill materials derived from benching should be dispersed throughout the fill area instead of placing the materials within only an equipment-width from the cut/fill contact. C. Oversize Materials: Rocks greater than 8 inches in largest dimension shall be disposed of offsite or be placed in accordance with the recommendations by the Geotechnical Consultant in the areas that are designated as suitable for oversize rock placement. Rocks that are smaller than 8 inches in largest dimension may be utilized in the fill provided that they are not nested and are their quantity and distribution are acceptable to the Geotechnical Consultant. D. The fill materials shall be placed in thin, horizontal layers such that, when compacted, shall not exceed 6 inches. Each layer shall be spread evenly and shall be thoroughly mixed to obtain a near uniform moisture content and uniform blend of materials. E. Moisture Content: Fill materials shall be placed at or above the optimum moisture content or as recommended by the geotechnical report. Where the moisture content of the engineered fill is less than recommended, water shall be added, and the fill materials shall be blended so that a near uniform moisture content is achieved. If the moisture content is above the limits specified by the Geotechnical Consultant, the fill materials shall be aerated by discing, blading, or other methods until the moisture content is acceptable. F. Each layer of fill shall be compacted to the project standards in accordance to the project specifications and recommendations of the Geotechnical Consultant. Unless otherwise specified by the Geotechnical ADVANCED GEOTECHNICAL SOLUTIONS, INC. Consultant, the fill shall be compacted to a minimum of 90 percent of the maximum dry density as determined by ASTM Test Method: D1557-09. G. Benching: Where placing fill on a slope exceeding a ratio of 5 to 1 (horizontal to vertical), the ground should be keyed or benched. The keyways and benches shall extend through all unsuitable materials into suitable materials such as firm materials or sound bedrock or as recommended by the Geotechnical Consultant. The minimum keyway width shall be 15 feet and extend into suitable materials, or as recommended by the geotechnical report and approved by the Geotechnical Consultant. The minimum keyway width for fill over cut slopes is also 15 feet, or as recommended by the geotechnical report and approved by the Geotechnical Consultant. As a general rule, unless otherwise recommended by the Geotechnical Consultant, the minimum width of the key way shall be equal to 1/2 the height of the fill slope. H. Slope Face: The specified minimum relative compaction shall be maintained out to the finish face of fill and stabilization fill slopes. Generally, this may be achieved by overbuilding the slope and cutting back to the compacted core. The actual amount of overbuilding may vary as field conditions dictate. Alternately, this may be achieved by backrolling the slope face with suitable equipment or other methods that produce the designated result. Loose soil should not be allowed to build up on the slope face. If present, loose soils shall be trimmed to expose the compacted slope face. I. Slope Ratio: Unless otherwise approved by the Geotechnical Consultant and governing agencies, permanent fill slopes shall be designed and constructed no steeper than 2 to 1 (horizontal to vertical). J. Natural Ground and Cut Areas: Design grades that are in natural ground or in cuts should be evaluated by the Geotechnical Consultant to determine whether scarification and processing of the ground and/or overexcavation is needed. K. Fill materials shall not be placed, spread, or compacted during unfavorable weather conditions. When grading is interrupted by rain, filing operations shall not resume until the Geotechnical Consultant approves the moisture and density of the previously placed compacted fill. IV. Cut Slopes A. The Geotechnical Consultant shall inspect all cut slopes, including fill over cut slopes, and shall be notified by the contractor when cut slopes are started. B. If adverse or potentially adverse conditions are encountered during grading, the Geotechnical Consultant shall investigate, evaluate, and make recommendations to mitigate the adverse conditions. C. Unless otherwise stated in the geotechnical report, cut slopes shall not be excavated higher or steeper than the requirements of the local governing agencies. Short-term stability of the cut slopes and other excavations is the contractor's responsibility. V. Drainage A. Backdrains and Subdrains: Backdrains and subdrains shall be provided in fill as recommended by the Geotechnical Consultant and shall be constructed in accordance with the governing agency and/or recommendations of the Geotechnical Consultant. The location of subdrains, especially outlets, shall be surveyed and recorded by the Civil Engineer. B. Top-of-slope Drainage: Positive drainage shall be established away from the top of slope. Site drainage shall not be permitted to flow over the tops of slopes. ADVANCED GEOTECHNICAL SOLUTIONS, INC. C. Drainage terraces shall be constructed in compliance with the governing agency requirements and/or in accordance with the recommendations of the Geotechnical Consultant. D. Non-erodible interceptor swales shall be placed at the top of cut slopes that face the same direction as the prevailing drainage. VI. Erosion Control A. All finish cut and fill slopes shall be protected from erosion and/or planted in accordance with the project specifications and/or landscape architect's recommendations. Such measures to protect the slope face shall be undertaken as soon as practical after completion of grading. B. During construction, the contractor shall maintain proper drainage and prevent the ponding of water. The contractor shall take remedial measures to prevent the erosion of graded areas until permanent drainage and erosion control measures have been installed. VII. Trench Excavation and Backfill A. Safety: The contractor shall follow all OSHA requirements for safety of trench excavations. Knowing and following these requirements is the contractor's responsibility. All trench excavations or open cuts in excess of 5 feet in depth shall be shored or laid back. Trench excavations and open cuts exposing adverse geologic conditions may require further evaluation by the Geotechnical Consultant. If a contractor fails to provide safe access for compaction testing, backfill not tested due to safety concerns may be subject to removal. B. Bedding: Bedding materials shall be non-expansive and have a Sand Equivalent greater than 30. Where permitted by the Geotechnical Consultant, the bedding materials can be densified by jetting. C. Backfill: Jetting of backfill materials is generally not acceptable. Where permitted by the Geotechnical Consultant, the bedding materials can be densified by jetting provided the backfill materials are granular, free-draining and have a Sand Equivalent greater than 30. VIII. Geotechnical Observation and Testing During Grading A. Compaction Testing: Fill shall be tested by the Geotechnical Consultant for evaluation of general compliance with the recommended compaction and moisture conditions. The tests shall be taken in the compacted soils beneath the surface if the surficial materials are disturbed. The contractor shall assist the Geotechnical Consultant by excavating suitable test pits for testing of compacted fill. B. Where tests indicate that the density of a layer of fill is less than required, or the moisture content not within specifications, the Geotechnical Consultant shall notify the contractor of the unsatisfactory conditions of the fill. The portions of the fill that are not within specifications shall be reworked until the required density and/or moisture content has been attained. No additional fill shall be placed until the last lift of fill is tested and found to meet the project specifications and approved by the Geotechnical Consultant. C. If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as adverse weather, excessive rock or deleterious materials being placed in the fill, insufficient equipment, excessive rate of fill placement, results in a quality of work that is unacceptable, the consultant shall notify the contractor, and the contractor shall rectify the conditions, and if necessary, stop work until conditio'ns are satisfactory. ADVANCED GEOTECHNICAL SOLUTIONS, INC. D. Frequency of Compaction Testing: The location and frequency of tests shall be at the Geotechnical Consultant's discretion. Generally, compaction tests shall be taken at intervals not exceeding two feet in fill height and 1,000 cubic yards of fill materials placed. E. Compaction Test Locations: The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of the compaction test locations. The contractor shall coordinate with the surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations. Alternately, the test locations can be surveyed and the results provided to the Geotechnical Consultant. F. Areas of fill that have not been observed or tested by the Geotechnical Consultant may have to be removed and recompacted at the contractor's expense. The depth and extent of removals will be determined by the Geotechnical Consultant. G. Observation and testing by the Geotechnical Consultant shall be conducted during grading in order for the Geotechnical Consultant to state that, in his opinion, grading has been completed in accordance with the approved geotechnical report and project specifications. H. Reporting of Test Results: After completion of grading operations, the Geotechnical Consultant shall submit reports documenting their observations during construction and test results. These reports may be subject to review by the local governing agencies. ADVANCED GEOTECHNICAL SOLUTIONS, INC. DESIGN GRADE ... .. - REQUIRED BENCHING ... UNSUITABLE BEARING MATERIAL (REMOVE) ... SUITABLE ~J~* BEARING MATERIAL SUBDRAIN OPTION 1 OR 2 '> :~. PLACE SUBDRAIN AT LOWEST (SEE DETAIL 2) 0 0 GRADE WITHIN CANYON REMOVAL CANYON SUBDRAIN PROFILE DIRECT SOLID OUTLET PIPE TO APPROVED DRAINAGE AREA PER PROJECT CIVIL ENGINEER CONSTRUCT DRAIN OUTLET A MINIMUM 1-FOOT CUTOFF WALL CONSISTING OF GROUT, CONCRETE, BENTONITE OR OTHER MATERIAL APPROVED BY ABOVE GRADE GEOTECHNICAL CONSULTANT ~ ~ •• ···•·· ·.::.· ·.:: .• ~t1•.•··~-·-.•. VER 1.0 I< 20 FOOT MINIMUM )I( 5 FT.>I MIN. SOLID PIPE PERFORATED PIPE NOTE: LOCATION OF CANYON SUBDRAINS AND OUTLETS SHOULD BE DOCUMENTED BY PROJECT CIVIL ENGINEER. OUTLETS MUST BE KEPT UNOBSTRUCTED AT ALL TIMES. CANYON SUBDRAIN TERMINUS 8AGS CANYON SUBDRAIN ADVANCED GEOTECHNICAL SOLUTIONS CUTOFF WALL DIMENSIONS DETAIL 1 NTS 12-INCH MINIMUM ABOVE PIPE ... I .... .-;: . .-.J_..·.·.· . . APPROVED FILTER MATERIAL 6-INCHES MINIMUM, ADJACENT TO AND BELOW PIPE OPTION 1 FILTER MATERIAL: _MINIMUM VOLUME OF 9 CUBIC FEET PER LINEAL FOOT OF CAL TRANS CLASS 2 PERMEABLE MATERIAL 12-INCH MINIMUM ABOVE PIPE APPROVED . ··.:_-. ·.-:·: .- FILTER --¼J • : • .• · • •• · · FABRIC, WITH 6-INCH OVERLAP APPROVED DRAIN MATERIAL 6-INCHES MINIMUM, ADJACENT TO AND BELOW PIPE OPTION 2 DRAIN MATERIAL: MINIMUM VOLUME OF 9 CUBIC FEET PER LINEAL FOOT OF 3/4-INCH MAX ROCK OR APPROVED EQUIVALENT SUBSTITUTE FILTER FABRIC: MIRAFI 140 FILTER FABRIC OR APPROVED EdUIVALENT SUBSTITUTE PIPE: 6 OR 8-INCH ABS OR PVC PIPE OR APPROVED SUBSTITUTE WITH A MINIMUM OF 8 PERFORATIONS (1/4-INCH DIAMETER) PER LINEAL FOOT IN BOTTOM HALF OF PIPE (ASTM D2751, SDR-35 OR ASTM D3034, SDR-35 ASTM D1527, SCHD. 40 OR ASTM D1785, SCHD. 40) NOTE: CONTINUOUS RUN IN EXCESS OF 500 FEET REQUIRES 8-INCH DIAMETER PIPE (ASTM D3034, SDR-35, ORASTM D1785, SCHD. 40) CANYON SUBDRAIN DRAIN 2-FT. MIN DRAIN MATERIAL WITH ~~;~RIAL I~·.·. : •.• .. ·.~II FILTER FABRIC ·/ . .":. ·_.~._-::·.)."· 2-FT. ____ -::·;"". 0 . . . .".·;· MIN -7 -_;_·_-:; .... _.·._-. 4-INCH SOLID 2-INCH MIN OUTLET PIPE BELOW PIPE OPTION 1 FILTER FABRIC 3-FT. ---MIN. -}'- 4-INCH SOLID 2-INCH MIN. OUTLET PIPE BELOW PIPE OPTION 2 DRAIN MATERIAL: GRAVEL TRENCH TO BE FILLED WITH 3/4-INCH MAX ROCK OR APPROVED EQUIVALENT SUBSTITUTE FILTER FABRIC: MIRAFI 140 FILTER FABRIC OR EQUIVALENT SUBSTITUTE WITH A MINIMUM 6-INCH OVERLAP VER 1.0 PIPE: 4-INCH ABS OR PVC PIPE OR APPROVED EQUIVALENT SUBSTITUTE WITH A MINIMUM OF 8 PERFORATIONS (1/4-INCH DIAMETER) PER LINEAL FOOT IN BOTTOM HALF OF PIPE (ASTM D2751, SDR-35 OR ASTM D3034, SDR-35 ASTM D1527, SCHD. 40 OR ASTM D1785, SCHD. 40) BUTTRESS/STABILIZATION DRAIN 9AGS DRAIN SPECIFICATIONS DETAIL 2 ADVANCED GEOTECHNICAL SOLUTIONS NTS CONSTRUCT DRAIN OUTLET A MINIMUM 1-FOOT ABOVE GRADE CODE COMPLIANT BLANKET FILL -AS REQUIRED BY GEOTECHN ICAL CONSUL TANT AND/OR CODE COMPLIANCE (3 FOOT MIN.) SETBACK, 15 FOOT MIN.~ ..-----"""""'--~ Q ~ ~(>~ _ __ __ . --~~~,~--~'~-.-.:·.:·.::·.:·.:Joi~ ---...................... .. BENCH WIDTH VARIES "" I( ~. -----___ -_ -_-_-_ --~-----~- 0 ~ 0 -_ -_ ::-_-_-_-_ -_-_-_[] ~:~g~ ~~~GHT >I VER 1.0 ;< ,~~~~«<.{« ~ ,:m~ ""' ~,;~"~"✓-t;z;;:~~~~~~~'Y,~($:) --::::~==:::::,,_==-1~~~ ~ ~~~ SEE DETAIL 2 FOR DRAIN SPECIFICATIONS 2%MIN. ~WIDTH~ CODE COMPLIANT KEYWAY WITH MINIMUM DIMENSIONS: TOE 2 FOOT MIN. HEEL 3 FOOT MIN. WIDTH 15 FOOT MIN. NOTES: 1. DRAIN OUTLETS TO BE PROVIDED EVERY 100 FEET CONNECT TO PERFORATED DRAIN PIPE BY "L" OR "T" AT A MINIMUM 2% GRADIENT. 2. THE NECESSITY AND LOCATION OF ADDITIONAL DRAINS SHALL BE DETERMINED IN THE FIELD BY THE GEOTECHNICAL CONSULTANT. UPPER STAGE OUTLETS SHOULD BE EMPTIED ONTO CONCRETE TERRACE DRAINS. 3. DRAIN PIPE TO EXTEND FULL LENGTH OF STABILIZATION/BUTTRESS WITH A MINIMUM GRADIENT OF 2% TO SOLID OUTLET PIPES. 4. LOCATION OF DRAINS AND OUTLETS SHOULD BE DOCUMENTED BY PROJECT CIVIL ENGINEER. OUTLETS MUST BE KEPT UNOBSTRUCTED AT ALL TIMES. NTS 9AGS STABILIZATION/BUTTRESS FILL DETAIL 3 ADVANCED GEOTECHNICAL SOLUTIONS * THE "CUT" PORTION OF THE SLOPE SHALL BE EXCAVATED AND EVALUATED BY THE GEOTECHNICAL CONSULTANT PRIOR TO CONSTRUCTING THE "FILL" PORTION ENGINEERED FILL I< 4 FOOT MIN. BENCH HEIGHT .,,,,,. >I -2%MIN. SUITABLE BEARING MATERIAL SUITABLE BEARING MATERIAL VER 1.0 ~ WIDTH~ NOTES: CODE COMPLIANT KEYWAY WITH MINIMUM DIMENSIONS: TOE: 2 FOOT MIN. HEEL: 3 FOOT MIN. WIDTH: 15 FOOT MIN. 1. THE NECESSITY AND LOCATION OF DRAINS SHALL BE DETERMINED IN THE FIELD BY THE GEOTECHNICAL CONSULTANT 2. SEE DETAIL 2 FOR DRAIN SPECIFICATIONS FILL OVER CUT SLOPE ADVANCED GEOTECHNICAL SOLUTIONS DETAIL4 NTS A 1 :1 MINIMUM PROJECTION FROM DESIGN SLOPE TOE TO TOE OF KEYWAY RE-GRADE NATURAL SLOPE WITH ENGINEERED FILL - ENGINEERED FILL SUITABLE BEARING MATERIAL VER 1.0 ~ WIDTH -)I CODE COMPLIANT KEYWAY WITH MINIMUM DIMENSIONS: TOE: 2 FOOT MIN. HEEL: 3 FOOT MIN. WIDTH: 15 FOOT MIN. 9AGS NOTES: 1. WHEN THE NATURAL SLOPE APPROACHES OR EXCEEDS THE DESIGN GRADE SLOPE RATIO, SPECIAL RECOMMENDATIONS ARE NECESSARY BY THE GEOTECHNICAL CONSULTANT 2. THE GEOTECHNICAL CONSULTANT WILL DETERMINE THE REQUIREMENT FOR AND LOCATION OF SUBSURFACE DRAINAGE SYSTEMS. 3. MAINTAIN MINIMUM 15 FOOT HORIZONTAL WIDTH FROM FACE OF SLOPE TO BENCH/BACKCUT FILL OVER NATURAL SLOPE ADVANCED GEOTECHNICAL SOLUTIONS DETAIL 5 NTS . . -• -• -. -----------.. • --- BENCH WIDTH [;] VARIES .......---------' I< 4 FOOT MIN. BENCH HEIGHT >I EXISTING GRADE ---,,,,.. . . . -.. --- --.. -SUITABLE BEARING MATERIAL VER 1.0 ~ WIDTH -)I CODE COMPLIANT KEYWAY WITH MINIMUM DIMENSIONS: TOE: 2 FOOT MIN. HEEL: 3 FOOT MIN. WIDTH: 15 FOOT MIN. NOTES: 1. MAINTAIN MINIMUM 15 FOOT HORIZONTAL WIDTH FROM FACE OF SLOPE TO BENCH/BACKCUT 2. SEE DETAIL 2 FOR DRAIN SPECIFICATIONS 9AGS SKIN FILL CONDITION DETAIL6 ADVANCED GEOTECHNICAL SOLUTIONS NTS _,,,..,. I _,,,..,. _,,,..,. _,,,..,. ----- VER 1.0 UNSUITABLE BEARING MATERIAL (REMOVE) _,,,..,. --- 15 FOOT MIN . ..,,,,,,. -I .---------' BENCH WIDTH VARIES 4 FOOT MIN. BENCH HEIGHT 1 FOOT TILT BACK (MIN.) >I T SUITABLE BEARING MATERIAL NOTES: 1. IF RECOMMENDED BY THE GEOTECHNICAL CONSULTANT, THE REMAINING CUT PORTION OF THE SLOPE MAY REQUIRE REMOVAL AND REPLACEMENT WITH AN ENGINEERED FILL 2. "W" SHALL BE EQUIPMENT WIDTH (15 FEET) FOR SLOPE HEIGHT LESS THAN 25 FEET. FOR SLOPES GREATER THAN 25 FEET, "W" SHALL BE DETERMINED BY THE GEOTECHNICAL CONSULTANT. AT NO TIME SHALL "W" BE LESS THAN H/2 3. DRAINS WILL BE REQUIRED (SEE DETAIL 2) 9AGS PARTIAL CUT SLOPE STABILIZATION DETAIL 7 ADVANCED GEOTECHNICAL SOLUTIONS NTS ----- DESIGN GRADE 5 FEET MIN. EXISTING GR~E _ ------- ** SUBSURFACE DRAINAGE -- 5 FEET MIN. SUITABLE BEARING MATERIAL REMOVE AND REPLACE WITH ENGINEERED FILL CUT LOT OVEREXCAVATION DESIGN GRADE .,..,,,,,. 5 FEET MIN. ','<( '•, .. __ --- " REMOVE AND REPLACE WITH ENGINEERED FILL SUITABLE BEARING MATERIAL .. CUT-FILL LOT OVEREXCAVATION NOTES: * SEE REPORT FOR RECOMMENDED DEPTHS, DEEPER OVEREXCAVATION MAY BE REQUIRED BY THE GEOTECHNICAL CONSULTANT BASED ON EXPOSED FIELD CONDITIONS ** CONSTRUCT EXCAVATION TO PROVIDE FOR POSITIVE DRAINAGE TOWARDS STREETS, DEEPER FILL AREAS OR APPROVED DRAINAGE DEVICES BASED ON FIELD CONDITIONS VER 1.0 9AGS ADVANCED GEOTECHNICAL SOLUTIONS CUT & CUT-FILL LOT OVEREXCAVATION DETAIL 8 NTS VER 1.0 ENGINEERED FILL (EXISTING) * DESIGN GRADE ADDITIONAL ENGINEERED FILL (TO DESIGN GRADE) SUITABLE BEARING MATERIAL REMOVE BEFORE PLACING ADDITIONAL ENGINEERED FILL 9AGS TYPICAL UP-CANYON PROFILE REMOVAL ADJACENT TO EXISTING FILL ADVANCED GEOTECHNICAL SOLUTIONS NTS DETAIL 9 VER 1.0 DESIGN GRADE CLEAR ZONE 10 FEET 4 FEET 0 t ENGINEERED FILL TYPICAL WINDROWS, PLACED PARALLEL TO SLOPE FACE CLEAR ZONE DIMENSIONS FOR REFERENCE ONLY, ACTUAL DEPTH, WIDTH, WINDROW LENGTH, ETC. TO BE BASED ON ELEVATIONS OF FOUNDATIONS, UTILITIES OR OTHER STRUCTURES PER THE GEOTECHNICAL CONSULTANT OR GOVERNING AGENCY APPROVAL OVERSIZED MATERIAL DISPOSAL PROFILE /m=~:~-:-:.J) /m=~:~-:-:-> 1::: :::I 15 FOOT MINIMUM WIDTH 1::: :::1 :/: ··\: ENGINEERED FILL BETWEEN:/· ··\: ~·. ) WINDROWS ~·. • . .J , __ ·_:.;./ ----~ ----, __ ·_:.;."/ HORIZONTALLY PLACED ENGINEERED FILL, FREE OF OVERSIZED MATERIALS AND COMPACTED TO MINIMUM PROJECT STANDARDS COMPACT ENGINEERED FILL ABOVE OVERSIZED MATERIALS TO FACILITATE "TRENCH" CONDITION PRIOR TO FLOODING GRANULAR MATERIALS WINDROW CROSS-SECTION ENGINEERED FILL r.:t<o··= •. • -:-:□·-:.=.: ·<··o·:-=--··.= .. :_;o/~ ···:·.>·:tl 1·.·:-:•. _-. . .:: .. 1 --V·:•·.=.· .. ·:·: •. ·7··~--:·.·:=.· ... ::.::.:-) -- GRANULAR MATERIALAPPROVED BY THE GEOTECHNICAL CONSULTANT AND CONSOLIDATED IN-PLACE BY FLOODING WINDROW PROFILE NTS OVERSIZED MATERIAL DISPOSAL CRITERIA DETAIL 10 ADVANCED GEOTECHNICAL SOLUTIONS VER 1.0 DESIGN GRADE 3/4-INCH PIPE COU PLING 3/4-INCH PIPE NIPPLE WELDED TO SETTLEMENT PLATE FOUND PLATE ON ONE-FOOT COMPACTED SAND BEDDING NOTES: -:J ,_' ~ ,,,_ . ' PROTECT IN-PLACE AT DESIGN GRADE ·~ " 3-INCH SCH EDULE 40 PVC PIPE CTIONS ATTACHED 5-FOOT SE WITH GLUE D COUPLING JOINTS EXTENSION ROD CONSISTING OF CTIONS OF 3/4-INCH 5-FOOT SE GALVANIZE D PIPE, TOP AND READED BOTTOM TH SETTLEMENT PLATE, 2' x 2' x 1/4" STEEL 1. SETTLEMENT PLATE LOCATIONS SHALL BE SUFFICIENTLY IDENTIFIED BY THE CONTRACTOR AND BE READILY VISIBLE TO EQUIPMENT OPERATORS. 2. CONTRACTOR SHALL MAINTAIN ADEQUATE HORIZONTAL CLEARANCE FOR EQUIPMENT OPERATION AND SHALL BE RESPONSIBLE FOR REPAIRING ANY DAMAGE TO SETTLEMENT PLATE DURING SITE CONSTRUCTION. 3. A MINIMUM 5-FOOT ZONE ADJACENT TO SETTLEMENT PLATE/EXTENSION RODS SHALL BE ESTABLISHED FOR HAND-HELD MECHANICAL COMPACTION OF ENGINEERED FILL. ENGINEERED FILL SHALL BE COMPACTED TO MINIMUM PROJECT STANDARD. 4. ELEVATIONS OF SETTLEMENT PLATE AND ALL EXTENSION ROD PLACEMENT SHALL BE DOCUMENTED BY PROJECT CIVIL ENGINEER OR SURVEYOR. NTS 9AGS SETTLEMENT PLATE DETAIL 11 ADVANCED GEOTECHNICAL SOLUTIONS VER 1.0 SPRINKLER VAULT, PLACED ABOVE GRADE DESIGN GRADE PVC CAP / TO REDUCE SEDIMENT INFILL NOTES: 3 FEET MINIMUM PVC PIPE REBAR OR MIN. 6-INCH FLAT HEADED BOLT WITH 2-INCH CLEARANCE AND SURROUNDED WITH PVC PIPE ._--'---CONCRETE OR SLURRY BACKFILL ENGINEERED FILL 1. SETTLEMENT MONUMENT LOCATIONS SHALL BE SUFFICIENTLY IDENTIFIED AND BE READILY VISIBLE TO EQUIPMENT OPERATORS. 2. ELEVATIONS OF SURFACE MONUMENTS SHALL BE DOCUMENTED BY PROJECT CIVIL ENGINEER OR SURVEYOR. NTS 9AGS SETTLEMENT MONUMENT DETAIL 12 ADVANCED GEOTECHNICAL SOLUTIONS • q ◊ ◊ xl w [k:: ::::, u, u, w [k:: C. 0.40q w (!) [k:: <( J: (..) [k:: ::::, u, -------___ ...._ _ __, VER 1.0 9AGS I◄ X ·1 ◊ ,,_ 1' ~ ~ :s w w ...J [k:: -::::, D. u, u, a::: w 20H psf [k:: w H C. -w C > j:: ...J (..) 0 <( en EXCAVATION BOTTOM l I: I 11H psf SOLDIER PILE PRESSURE DISTRIBUTION DIAGRAM 442D pst D NTS DETAIL 13 ADVANCED GEOTECHNICAL SOLUTIONS ., APPENDIXD HOMEOWNER MAINTENANCE RECOMMENDATIONS ADVANCED GEOTECHNICAL SOLUTIONS, INC. HOMEOWNER MAINTENANCE AND IMPROVEMENT CONSIDERATIONS Homeowners are accustomed to maintaining their homes. They expect to paint their houses periodically, replace wiring, clean out clogged plumbing, and repair roofs. Maintenance of the home site, particularly on hillsides, should be considered on the same basis or even on a more serious basis because neglect can result in serious consequences. In most cases, lot and site maintenance can be taken care of along with landscaping, and can be carried out more economically than repair after neglect. Most slope and hillside lot problems are associated with water. Uncontrolled water from a broken pipe, cesspool, or wet weather causes most damage. Wet weather is the largest cause of slope problems, particularly in California where rain is intermittent, but may be torrential. Therefore, drainage and erosion control are the most important aspects of home site stability; these provisions must not be altered without competent professional advice. Further, maintenance must be carried out to assure their continued operation. As geotechnical engineers concerned with the problems of building sites in hillside developments, we offer the following list of recommended home protection measures as a guide to homeowners. Expansive Soils Some of the earth materials on site have been identified as being expansive in nature. As such, these materials are susceptible to volume changes with variations in their moisture content. These soils will swell upon the introduction of water and shrink upon drying. The forces associated with these volume changes can have significant negative impacts (in the form of differential movement) on foundations, walkways, patios, and other lot improvements. In recognition of this, the project developer has constructed homes on these lots on post-tensioned or mat slabs with pier and grade beam foundation systems, intended to help reduce the potential adverse effects of these expansive materials on the residential structures within the project. Such foundation systems are not intended to offset the forces (and associated movement) related to expansive soil, but are intended to help soften their effects on the structures constructed thereon. Homeowners purchasing property and living in an area containing expansive soils must assume a certain degree of responsibility for homeowner improvements as well as for maintaining conditions around their home. Provisions should be incorporated into the design and construction of homeowner improvements to account for the expansive nature of the onsite soils material. Lot maintenance and landscaping should also be conducted in consideration of the expansive soil characteristics. Of primary importance is minimizing the moisture variation below all lot improvements. Such design, construction and homeowner maintenance provisions should include: ❖ Employing contractors for homeowner improvements who design and build in recognition of local building code and site specific soils conditions. ❖ Establishing and maintaining positive drainage away from all foundations, walkways, driveways, patios, and other hardscape improvements. ❖ Avoiding the construction of planters adjacent to structural improvements. Alternatively, planter sides/bottoms can be sealed with an impermeable membrane and drained away from the improvements via subdrains into approved disposal areas. ❖ Sealing and maintaining construction/control joints within concrete slabs and walkways to reduce the potential for moisture infiltration into the subgrade soils. ❖ Utilizing landscaping schemes with vegetation that requires minimal watering. Alternatively, watering should be done in a uniform manner as equally as possible on all sides of the foundation, keeping the soil "moist" but not allowing the soil to become saturated. ❖ Maintaining positive drainage away from structures and providing roof gutters on all structures with downspouts installed to carry roof runoff directly into area drains or discharged well away from the structures. ❖ Avoiding the placement of trees closer to the proposed structures than a distance of one-half the mature height of the tree. ❖ Observation of the soil conditions around the perimeter of the structure during extremely hot/dry or unusually wet weather conditions so that modifications can be made in irrigation programs to maintain relatively constant moisture conditions. Sulfates Homeowners should be cautioned against the import and use of certain fertilizers, soil amendments, and/or other soils from offsite sources in the absence of specific information relating to their chemical composition. Some fertilizers have been known to leach sulfate compounds into soils otherwise containing "negligible" sulfate concentrations and increase the sulfate concentrations in near-surface soils to "moderate" or "severe" levels. In some cases, concrete improvements constructed in soils containing high levels of soluble sulfates may be affected by deterioration and loss of strength. Water -Natural and Man Induced • Water in concert with the reaction of various natural and man-made elements, can cause detrimental effects to your structure and surrounding property. Rain water and flowing water erodes and saturates the ground and changes the engineering characteristics of the underlying earth materials upon saturation. Excessive irrigation in concert with a rainy period is commonly associated with shallow slope failures and deep seated landslides, saturation of near structure soils, local ponding of water, and transportation of water soluble substances that are deleterious to building materials including concrete, steel, wood, and stucco. Water interacting with the near surface and subsurface soils can initiate several other potentially detrimental phenomena other then slope stability issues. These may include expansion/contraction cycles, liquefaction potential increase, hydro-collapse of soils, ground surface settlement, earth material consolidation, and introduction of deleterious substances. ADVANCED GEOTECHNICAL SOLUTIONS, INC. ' . The homeowners should be made aware of the potential problems which may develop when drainage is altered through construction of retaining walls, swimming pools, paved walkways and patios. Ponded water, drainage over the slope face, leaking irrigation systems, over-watering or other conditions which could lead to ground saturation must be avoided. ❖ Before the rainy season arrives, check and clear roof drains, gutters and down spouts of all accumulated debris. Roof gutters are an important element in your arsenal against rain damage. If you do not have roof gutters and down spouts, you may elect to install them. Roofs, with their, wide, flat area can shed tremendous quantities of water. Without gutters or other adequate drainage, water falling from the eaves collects against foundation and basement walls. ❖ Make sure to clear surface and terrace drainage ditches, and check them frequently during the rainy season. This task is a community responsibility. ❖ Test all drainage ditches for functioning outlet drains. This should be tested with a hose and done before the rainy season. All blockages should be removed. ❖ Check all drains at top of slopes to be sure they are clear and that water will not overflow the slope itself, causing erosion. ❖ Keep subsurface drain openings (weep-holes) clear of debris and other material which could block them in a storm. ❖ Check for loose fill above and below your property if you live on a slope or terrace. ❖ Monitor hoses and sprinklers. During the rainy season, little, if any, irrigation is required. Oversaturation of the ground is unnecessary, increases watering costs, and can cause subsurface drainage. ❖ Watch for water backup of drains inside the house and toilets during the rainy season, as this may indicate drain or sewer blockage. ❖ Never block terrace drains and brow ditches on slopes or at the tops of cut or fill slopes. These are designed to carry away runoff to a place where it can be safely distributed. ❖ Maintain the ground surface upslope of lined ditches to ensure that surface water is collected in the ditch and is not permitted to be trapped behind or under the lining. ❖ Do not permit water to collect or pond on your home site. Water gathering here will tend to either seep into the ground (loosening or expanding fill or natural ground), or will overflow into the slope and begin erosion. Once erosion is started, it is difficult to control and severe damage may result rather quickly. ❖ Never connect roof drains, gutters, or down spouts to subsurface drains. Rather, arrange them so that water either flows off your property in a specially designed pipe or flows out into a paved driveway or street. The water then may be dissipated over a wide surface or, preferably, may be carried away in a paved gutter or storm drain. Subdrains are constructed to take care of ordinary subsurface water and cannot handle the overload from roofs during a heavy rain. ❖ Never permit water to spill over slopes, even where this may seem to be a good way to prevent ponding. This tends to cause erosion and, in the case of fill slopes, can eat away carefully designed and constructed sites. ❖ Do not cast loose soil or debris over slopes. Loose soil soaks up water more readily than compacted fill. It is not compacted to the same strength as the slope itself and will tend to slide when laden with water; this may even affect the soil beneath the loose soil. The sliding may clog terrace drains below or may cause additional damage in weakening the slope. If you live below a slope, try to be sure that loose fill is not dumped above your property. ❖ Never discharge water into subsurface blanket drains close to slopes. Trench drains are sometimes used to get rid of excess water when other means of disposing of water are not readily available. Overloading these drains saturates the ground and, if located close to slopes, may cause slope failure in their vicinity. ❖ Do not discharge surface water into septic tanks or leaching fields. Not only are septic tanks constructed for a different purpose, but they will tend, because of their construction, to naturally accumulate additional water from the ground during a heavy rain. Overloading them artificially during the rainy season is bad for the same reason as subsurface subdrains, and is doubly dangerous since their overflow can pose a serious health hazard. In many areas, the use of septic tanks should be discontinued as soon as sewers are made available. ❖ Practice responsible irrigation practices and do not over-irrigate slopes. Naturally, ground cover of ice plant and other vegetation will require some moisture during the hot summer months, but during the wet season, irrigation can cause ice plant and other heavy ground cover to pull loose. This not only destroys the cover, but also starts serious erosion. In some areas, ice plant and other heavy cover can cause surface sloughing when saturated due to the increase in weight and weakening of the near-surface soil. Planted slopes should be planned where possible to acquire sufficient moisture when it rains. ❖ Do not let water gather against foundations, retaining walls, and basement walls. These walls are built to withstand the ordinary moisture in the ground and are, where necessary, accompanied by subdrains to carry off the excess. If water is permitted to pond against them, it may seep through the wall, causing dampness and leakage inside the basement. Further, it may cause the foundation to swell up, or the water pressure could cause structural damage to walls. ❖ Do not try to compact soil behind walls or in trenches by flooding with water. Not only is flooding the least efficient way of compacting fine- grained soil, but it could damage the wall foundation or saturate the subsoil. ❖ Never leave a hose and sprinkler running on or near a slope, particularly during the rainy season. This will enhance ground saturation which may cause damage. ❖ Never block ditches which have been graded around your house or the lot pad. These shallow ditches have been put there for the purpose of quickly removing water toward the driveway, street or other positive outlet. By all means, do not let water become ponded above slopes by blocked ditches. ❖ Seeding and planting of the slopes should be planned to achieve, as rapidly as possible, a well-established and deep-rooted vegetal cover requiring minimal watering. ❖ It should be the responsibility of the landscape architect to provide such plants initially and of the residents to maintain such planting. Alteration of such a planting scheme is at the resident's risk. ❖ The resident is responsible for proper irrigation and for maintenance and repair of properly installed irrigation systems. Leaks should be fixed immediately. Residents must undertake a program to eliminate burrowing animals. This must be an ongoing program in order to promote slope stability. The burrowing animal control program should be conducted by a licensed exterminator and/or landscape professional with expertise in hill side maintenance. ADVANCED GEOTECHNICAL SOLUTIONS, INC. Geotechnical Review Due to the fact that soil types may vary with depth, it is recommended that plans for the construction of rear yard improvements (swimming pools, spas, barbecue pits, patios, etc.), be reviewed by a geotechnical engineer who is familiar with local conditions and the current standard of practice in the vicinity of your home. In conclusion, your neighbor's slope, above or below your property, is as important to you as the slope that is within your property lines. For this reason, it is desirable to develop a cooperative attitude regarding hillside maintenance, and we recommend developing a "good neighbor" policy. Should conditions develop off your property, which are undesirable from indications given above, necessary action should be taken by you to insure that prompt remedial measures are taken. Landscaping of your property is important to enhance slope and foundation stability and to prevent erosion of the near surface soils. In addition, landscape improvements should provide for efficient drainage to a controlled discharge location downhill of residential improvements and soil slopes. Additionally, recommendations contained in the Geotechnical Engineering Study report apply to all future residential site improvements, and we advise that you include consultation with a qualified professional in planning, design, and construction of any improvements. Such improvements include patios, swimming pools, decks, etc., as well as building structures and all changes in the site configuration requiring earth cut or fill construction. ADVANCED GEOTECHNICAL SOLUTIONS, INC. CERTIFICATION OF SCHOOL FEES PAID R.ef>ai,,filq};pnt Services Building Department OCT 2 3 lOf? 1635 Faraday Avenue 760-602-2719 Ccityof Carlsbad B-34 CITY OF CAR www.carlsbadca.gov BUILDING.'"' LSBAD '.'I I ;I\ !I",-" , This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City wilrnot issue any building permit without a completed school fee form. Project Name ___ G-'-'-o'"""ld"'"'e_n_S"-u"""'rf ____________________ _ Building Permit Plan Check Number PC20.17-0028 ------------------------------- Project Address: 1020, 1030, 1034, 1038, 1040 Camino De Las Ondas A.P.N 214-531-54-04, 214-531-54-03, 214-531-54-02, 214-531-54-01, 214-531-55-00 Project Applicant New Point Investments 35 LLC (Owner Name) Project Description: Building Type Residential: Second Dwelling Unit: 1 single family II 4 detached condos Single Family Dwellings 5 NEW DWELLING UNIT(S) 12,771 Square Feet of Living Area in New Dwelling/s Square Feet of Living Area in SOU ' ------------------------------- Residential Additions: Net Square Feet New Area Commercial/Industrial: Net Square Feet New Area City Certification of Applicant Information: qflfilon q "11-l""-Date 9/19/17 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD IX! Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (760-331-5000) D Encinitas Union School District- By appointment only 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300 x1166) D Vista Unified School District D San Marcos Unified School District 1234 Arcadia Drive 2 5 5 P i c o A v e S t e . 1 0 0 Vista CA 92083 (760-726-2170) xt San Marcos, CA 92069 (760-290-2649) 2222 Contact: Katherine Marcelja (By Appt. Only) D San Dieguito Union High School District-By Appointment Only 684 Requeza Dr. Encinitas, CA 92024 (760-753-6491 X 5514 ) Certification of Applicant/Owners. The person executing this declaration ("Owner'') certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: Date: b/21117 B-34 Page 1 of 2 Rev. 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) *************************************************************************************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER VA. b •~ C.hu~ Le__, C,u.. 'Y\~.\: ct V\) s, >-?£.:{'\V\~~:-ey-:;A CARLSBAD UNIFIED SCHOOL DJSTRICJ 6225 a CAMINO BEAL CARl.SSAD, CA 92009 Jo-, .d::_, ~ 'l LttO 33 l -S'oaa B-34 Page 2 of 2 Rev. 03/09 Cifyof Carlsbad COMMUNITY . FACILITIES RECEIVEDpment Sennces Building Division DISTRICT NO. 1 1635 Faraday Avenue RESIDENTIAL OCT 2 3 2017 760-602-2119 3 www.carlsbadca.gov B-3 BUILDING DIVISION RESIDENTIAL CERTIFICATE: Developer of Residential Land, please read this agreement carefully and be sure you thoroughly understand before signing. Property owner signature is required before signing. Your signature is confirming the accuracy of all information shown. New Point Investments 35 LLC Name of Owner 16880 W. Bernardo Drive Suite 230 Address San Diego , CA City, State (858) 451-8700 Telephone Number 92127 Zip Golden Surf PC2017-0028 Name of Project CT 13-04 Carlsbad Tract Number Carlsbad, CA City, State 5 Total Number of Units 214-531-54-04, 214-531-54-03, 214--531-54-02, 214--531-54-01, 214-531-55-00 92011 Zip Assessor Parcel Number(s) or APN(s) and Lot Numbers(s) if not yet subdivided by County Assessor As cited by Ordinance No. NS-155 and adopted by the City of Carlsbad, California, the City is authorized to levy a Special Tax in Community Facilities District No. 1. As cited in Policy 33 and adopted by the City Council, this Special Tax will not be allowed to pass through to the homeowner. At the time a building permit is issued the Special Development Tax-One-Time is due per dwelling unit. In addition, there may be Special Taxes outstanding on the current tax roll or if a permit is issued after March 1, taxes wilt be levied in the coming fiscal year. All of these special taxes are the responsibility of the developer. Accordingly, I agree to pay all of these current, outstanding and future Special Taxes. These taxes may not be apportioned to the homeowner as part of escrow closing. (Note: Regular county taxes may be prorated.) I understand that by signing this I am agreeing to this provision. I DO HEREBY CERTIFY UNDER PENAL TY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISISON AS STATED ABOVE . . ;;;;;[~ VP Signature of Property Owner Title ~Jp r fen cl f llCJM Pri~ame Jc/JJ/17 Date The City of Carlsbad has not independently verified the information shown above. Therefore, we accept no responsibility as to the accuracy or completeness of this information. Annex Date 15/16 Imp.Area 1 FY 17/18 Density 5.5 = $2,859.86 B·33 Page 1 of2 Rev. 03/09 RESIDENTIAL CERTIFICATE CONTINUED: The reverse side of this form explains the obligation of the residential developer to take responsibility for the payment of ru!_special taxes -the "One-Time Special Tax" collected at building permit per dwelling unit and the "Annual special Tax -Undeveloped Property" levied annually against undeveloped parcels per net developable acre. (A parcel is classified as undeveloped if as of March 1 of the previous fiscal year a building permit has not been issued.) Further clarification of the two types of special tax can be found in the information packet. By signing this certificate the developer is attesting to the fact that they have been made aware and fully understand this responsibility. To carry out this responsibility the developer must perform three steps: • Inform the escrow company of the obligation of the developer to be certain that the Annual special Tax -Undeveloped Property levied annually on the tax roll shown on the property tax bill is not prorated to the homebuyer. • Obtain the Annual Special Tax -Undeveloped Property amount levied on the parcel. For escrows that close after approximately October 15th, the escrow company can obtain this amount from the current tax bill. For escrows that close between July 1 and approximately October 10th, the information is available each July 1 by contacting the Community Facilities District Administrator, Barbara Hale-Carter of Special District Financing & Administration at (760) 233-2633. (Please provide the parcel number(s) and fax number.) • Inform the homebuyer that the developer has fulfilled the obligation and that the special tax lien currently recorded against the property will be released once the outstanding special tax is paid. The item will still appear on the property tax bill for the current tax roll year only. Ultimately it is the homeowners responsibility to make the property tax bill installments. Interest and penalty will accrue on the special tax in the same amount and manner as regular county property taxes. A lien release will be processed the following October. Please note, there can be several community facilities districts titled, Communities Facilities District No. 1. An example is the Carlsbad Unified School District, Community Facilities District No. 1. Please read the property tax bill carefully to avoid any confusion. For fiscal year 2002-03 the County has d~termined that the City of Carlsbad, Community Facilities District No. 1 line item will read, "CARLSBAD COMM FAC DIST NO 1." Please refer to the information packet or call the District Administrator Barbara Hale-Carter at (760) 233-2633 with any questions. 8-33 Page 2 of 2 Rev. 03/09 Print Date: 09/05/2018 Job Address: (Cityof Carlsbad Permit No: PREV2017-0269 Permit Type: 1038 Camino De Las Ondas BLDG-Permit Revision 2145315400 Work Class: Residential Permit Revisi Status: Closed -Finaled 11/09/2017 Parcel No: Valuation: $ 0.00 Occupancy Group: # Dwelling Units: Bedrooms: Project Title: GOLDEN SURF Lot#: Reference#: DEV13028 Construction Type Bathrooms: Orig. Plan Check#: PC2017-0028 Plan Check#: Description: GOLDEN SURF: DEFERRED TRUSS CALCS Applicant: NEW POINT COMMUNITIES INC TYLER SANDSTOM 16880 W Bernardo Dr; 230 SAN DIEGO, CA 92127 858-451-8700 FEE MANUAL BUILDING PLAN CHECK FEE Total Fees: $ 262.50 Building Division Owner: NEW POINT INVESTMENT 35 LLC 16880 W Bernardo Dr, 230 SAN DIEGO, CA 92127 Total Payments To Date : $ 262.50 Applied: Issued: Permit Fina led: Inspector: Final Inspection: Contractor: 01/17/2018 09/05/2018 NEW POINT COMMUNITIES INC 16880 W Bernardo Dr, 230 SAN DIEGO, CA 92127 AMOUNT $262.50 Balance Due: $0.00 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov CCityof Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Original Plan Check Number PC lo(]-()028 Plan Revision Number PRE1/20)] -OJ[o9 Project Address i OW U),11'11110 tk /r;, CJnd~r 7 Ct,rlr~ 1 CA ,<J2cf1 General Scope of Revision/Deferred Submittal: De.lercul ~('(Af"[ {"4.j ( )(11b/111fm le CONTACT INFORMATION: Namely/er ~ff1JM Phone @f) ZSlf-991/ Fax {~S--f:} <-{~/~ '['70( Address tt~ W-8emorrle /Jr_ Jft:,. z;o City __s;(l l}1eep Zip 92-{L 7 Email Address ff Caodrfrofl"I @f>e.(,I.Jpo,~-le~e,ve/t>p ... COM Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: D Plans ~ Calculations D Soils D Energy D Other 2. 3. Describe revisions in detail List page(s) where each revision is shown No ~vJ'rlO/J (-l)eferred f{'U,fT 07i le ' S-u/M,1/{v rr 4. Does this revision, in any way, alter the exterior of the project? D Yes D No 5. Does this revision add ANY new floor area(s)? D Yes D No 6. Does this revision affect any fire related issues? D Yes D No 7. Is this a complete set? ~ Yes D No £$'Signature(-··/~ ~ Date (;!/ i/(7 1635 Faraday Avenue. Carlsbad, CA 92008 Ph: 7 60-602-2719 Fax: 7 60-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov • • • • • • • • • • TRUSS PLACEMENT PLAN AND CALCULATIONS PROJECT:GOLDENSURF LOCATION:CARLSBAD DEVELOPER: NEW POINTE CUSTOMER: FRAMING ASSOCIATES !Project No. 270991 City of Carlsbad Building Division JAN 1 7 2018 APPROVED BY: 6&.t (. ") -----f-4,r~~~~~· ISSUED BY: --~----11 23665 Cajalco Road, Perris, CA 92570 (951) 657-7491 phone/ (951) 657-0486 fax ()I' ~ "r1 / @ ib PRINT DATE: 12/05/2017 ~ v J.JJ ~~@~1a 0 • • • • • • • • • CTF California TrusFrameLLC 8«illt1f eollf/Olft!4(t;s, fo~ a f P'Ul(e~ Fa.ttV-e • 23665 Cajalco Road, Perris, CA 92570 (951) 657-7491 phone/ (951) 657-0486 fax Project: GOLDEN SURF Location: CARLSBAD Developer: NEW.POINTE Customer: FRAM I NG ~ASSOCIATES Structural Truss Calculations IJ 3 J.I --c ,' &,l!l..,-,;aL-,12 C/V\ f),:-l"fi\ \ m n, The bound truss design drawings, having an electronic seal and signature printed on each page, have • been reviewed and approved by the truss design engineer as indicated by the engineers seal and wet signature on this cover page. This review and approval applies solely to the attached truss design drawing pages that are bound together . • • ~o~------~~ru=ss~------~r=us~s....-y~pe~----------~~-~~y-~M=2=7=09=9~G=o~LD=E=N~s=u=R=F~P~LA~N~1~C~.F~. ---------~ M27099 GOLDEN SURF PLA~) AA01 COMMON STRUCTURAL GA California TrusFrame LLC., Perris, CA. 92570, JEREMY L. -1-3-0 2-11-2 4-6-4 1-3-0 2-11-2 1-7-2 • DL=500 # 5-10-4 1-4-0 Job Reference o tional 8.020 s Aug . 1 2016 MiTek Industries, Inc. Thu Nov 02 16:02:29 2017 Page 1 ID:rtmRb3T8_7Av30GOgaXCgEyUntl-llT14G0DnktEz6XQU9tV5drhvFKj?uEszv5EOcyNAS 7-2-4 11-8-8 12-11-8 1-4-0 4-6-4 1-3-0 Scale = 1 :22 . 5x6= 5 • • • • • 3x4= 2-11-2 -- Plate Offsets X Y --2:0-1-14 Ed LOADING(psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Iner YES BCDL 10.0 Code IRC2015/TPl2014 LUMBER- TOP CHORD 2x4 DF No.2 G *Except* T2: 2x6 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G BRACING- TOPCHORD 15 Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing . CSI. TC 0.19 BC 0.37 WB 0.08 Matrix-SH MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. 2 8 10 Max Uplift 2 8 Max Grav 2 8 10 (lb/size) 263/11-8-8 (min. 0-1-8) 263/11-8-8 (min. 0-1-8) 680/11-8-8 (min. 0-1-8) -1(LC 7) -1(LC 8) 382(LC 15) 382(LC 17) 680(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD • 2-3=-292/192, 4-5=-57/273, 5-6=-57/273, 7-8=-292/192 BOT CHORD 2-15=-196/283, 8-16=-196/283 WEBS 5-10=-349/0, 4-10=-349/0, 6-10=-349/0 NOTES-(12) 1) Unbalanced roof live loads have been considered for this design. 2) Gable requires continuous bottom chord bearing. 3) Gable studs spaced at 1-4-0 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 for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8. 8) This truss is designed in accordance with the 2015 International Residential Code • sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10 3x8= DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) 1/defl 0.00 8 n/r 0.01 9 n/r 0.00 8 n/a 16 3x4= 11-8-8 5-10-4 Ud PLATES GRIP 180 MT20 220/195 120 n/a Weight 55 lb FT= 20% 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) This trass has been designed for a total seismic drag load of 500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 11-8-8 for 42. 7 plf. 11) This truss does not include any time dependant deformation for long term loading (creep) in the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard • =o~-------~-ru-s-s-------~ru_s_s_y_p_e-----------~~-~-y--M~2=7=0=99~G=o=L~D=E~N~S~u=R=F=P-LA~N-1-c~.F=.----------~ • • • M27099 GOLDEN SURF PLA-) AA02 Cal~omia TrusFrame LLC., Perris, CA. 92570, JEREMY L. -1-3-0 1-3-0 3x4= COMMON 5-10-4 5-10-4 Job Reference o tional 8.020 s Au9. 1 2016 MiTek Industries, Inc. Thu Nov 02 16:02:30 2017 Page 1 ID:rtmRb3T8_ 7 Av3OGOgaXCgEyUntl-ny1 Plc1 sY2?5bG6c2sOkeqOpRff?klx?BZrow2yNAS 11-8-8 12-11-8 5-10-4 1-3-0 Scale = 1 :22 . 4x6= 3 3x4 = 5-10-4 • l--=-,-=--,--=-~~~~~~~~~~-'5'--1C.C0-'-4-~-----------------"--'-"--'----Plate Offsets X 11-8-8 5-10-4 LOADING (psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Iner YES BCDL 10.0 Code IRC2015/TPl2014 CSI. TC 0.33 BC 0.43 WB 0.11 Matrix-MSH • LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 5-10-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • Milek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. • • REACTIONS. (lb/size) 2 603/0-3-8 (min. 0-1-8) 4 603/0-3-8 (min. 0-1-8) Max Horz 2 Max Uplift 2 4 -30(LC 8) -91(LC 10) -91(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-946/75, 3-4=-946/75 BOT CHORD 2-13=0/333, 2-14=0/850, 6-14=0/850, 6-15=0/850, 4-15=0/850, 4-16=0/333 WEBS 3-6=0/396 NOTES-(9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 O; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions • shown; Lumber DOL=1.33 plate grip DOL=1.33 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) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. • 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. DEFL. in (Ice) 1/defl Ud PLATES GRIP Vert(LL) -0.11 6-9 >999 360 MT20 220/195 Vert(CT) -0.15 6-9 >949 240 Hcrz(CT) 0.01 4 n/a n/a Wind(LL) 0.03 6-12 >999 240 Weight: 39 lb FT= 20% 8) This truss does not include any time dependant deformation for long term loading (creep) in the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard • =or--------~=ru=s=s-------~ru~s=s~y=p=e-----------~~-~~y-~M~2=7=0=99~G=o=L~D=E=N~S~u=R=F=P~LA~N~1~C~.F~.--------_;_-~ • • • • • • • • M27099 GOLDEN SURF PLA~) AA03 California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 5-10-4 5-10-4 DL=1100 # 1 COMMON GIRDER 4x6= 2 Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Thu Nov 02 16:02:30 2017 Page 1 ID:rtmRb3T8_7 Av3OG0gaXCgEyUntl-ny1 Plc1 sY2?5bG6c2sOkeqOoEfeEkLv?BZrow2yNAS 11-8-8 12-11-8 5-1 0-4 1-3-0 Scale = 1_:20 . ;~------------~ LOADING (psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 • Rep Stress l ncr NO BCDL 10.0 Code IRC2015/TPl2014 LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 5-9-0 oc pur1ins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. CSI. TC 0.41 BC 0.48 vvs 0.11 Matrix-MSH MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. (lb/size) REACTIONS. 1 3 510/0-3-8 (min. 0-1-8) 608/0-3-8 (min. 0-1-8) Max Herz 1 Max Uplift 1 3 Max Grav 1 3 -32(LC 6) -40(LC 8) -94(LC 8) 529(LC 29) 608(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-970/138, 2-3=-971/137 BOT CHORD 1-12=-57/397, 1-13=-138/907, 5-13=-6/870, 5-14=-6/870, 3-14=-138/907, 3-15=-75/366 WEBS 2-5=0/399 NOTES-(10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. 11; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 1 o.o psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3x4= 11-8-8 5-10-4 DEFL. in (lac) 1/defl Ud PLATES GRIP Vert(LL) -0.11 5-8 >999 360 MT20 220/195 Vert(CT) -0.15 5-8 >924 240 Horz(CT) 0.01 3 n/a n/a Wind(LL) 0.04 5-8 >999 240 Weight: 37 lb FT= 20% 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a Iota! seismic drag load of 11 oo lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 11-8-8 for 94.0 plf. 9) This truss does not include any time dependant deformation for long term loading (creep) in the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard e1 [Jolo:;-------7Tri:ruissss _____ 1Truss'lvoie------------,rn;;---rt...----,..==,s;s,;s;=..--=-==-a~~~---------russ ype y M27099 GOLDEN SURF PLAN 1 C.F. M27099 GOLDEN SURF PLA-) AB01 CALIFORNIA GIRDER California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 3-11-5 7-5-0 12-4-14 3-11-5 3-5-11 . 4-5-3 • 7-11-11 • 3x10 = 2x4 11 3x4= 3x10 = • 2 Job Reference o tional 8.020 s Aug 1 2016 Milek Industries Inc Thu Nov02 16·02·31 2017 Page 1 ID:rtmRb3TB_7Av3OGOgaXCgEyUntl-FBbnVy1UJM7yCQhobawzA2xte3vbTho9QDaLSUyNAS 17-7-2 I 22-0-5 2Ff° 26-0-11 I 30-0-0 r,1-0~ 5-2-3 4-5-3 0-6-1 3-5-11 Scale= 1:51 . Camber= 13/16 i 7-11-11 14 35 37 38 39 6x10 MT1BHS= 3xB = 2x4 11 3x10 = 2x4 11 17-7-2 22-7-0 26-0-11 30-0-0 • 3-11-5 W~~£~~~~~j3-~11~-5~~~~bJ~§~~r~~~~~~~i~~~~g;)~~~~:~::::::::::::::: 1 Plate Offsets X --2:0-5-2 0-1-8 15:0-4-0 0-1-8 I. 5-2-3 4-11-14 3-5-11 3-11-5 LOADING (psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 • Rep Stress Iner NO BCDL 10.0 Code IRC2015/fPl2014 LUMBER- TOP CHORD 2x4 DF No.2 G *Except• T2: 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 DF Stud/STD G BRACING- TOPCHORD CSI. TC 0.81 BC 0.79 WB 0.52 Matrix-MSH Structural wood sheathing directly applied or 4-1-4 oc purlins, except 0-0-0 oc purlins (3-7-10 max.): 4-7. Except: • 3-8-0 oc bracing: 4-7 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2 3078/0-3-8 (min. 0-1-12) 9 3084/0-3-8 (min. 0-1-12) Max Herz 2 -42(LC 6) • ~axUplift -430(LC 8) 9 Max Grav 2 9 -433(LC 8) 3270(LC 15) 3278(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD • . 2-3=-9077/1218, 3-4=-9308/1416, 4-24=-11246/1718, 24-25=-11246/1718, 5-25=-11246/1718, 5-26=-11246/1718, 6-26=-11246/1718, 6-27=-8464/1306, 27-28=-8456/1308, 7-28=-8451/1310, 7-8=-8913/1365, 8-9=-9083/1226 BOT CHORD 2-29=-445/3865, 2-30=-1103/8594, 17-30=-1103/8594, 17-31=-1103/8594, 16-31=-1103/8594, 16-32=-1287/8933, 32-33=-1287/8933, 15-33=-1287/8933, 15-34=-1619/11238, 14-34=-1619/11238, 13-14=-1619/11238, 13-35=-1619/11238, • ' 35-36=-1619/11238, 12-36=-1619/11238, 12-37=-1104/8581, 11-37=-1104/8581, 11-38=-1104/8581, 9-38=-1104/8581, 9-39=-445/3858 WEBS 3-17=0/297, 3-16=-232/452, 4-16=0/381, 4-15=-371/2615, 5-15=-916/319, 6-15=-235/255, 6-13=0/477, 6-12=-3107/461, 7-12=-48/1685, 8-12=-401/25, 8-11=-6/290 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.33 13-15 >999 360 MT20 220/195 Vert(CT) -1.12 13-15 >320 240 MT18HS 220/195 Horz(CT) 0.25 9 n/a n/a Wind(LL) 0.35 13-15 >999 240 Weight: 263 lb FT= 20% NOTES-(15) 1) 2-ply tn.iss to be connected together with 1 0d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom ch?lrds connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to d1stnbute only loads noted as (F) or (B}, unless otherwise indicated . 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat. 11; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads . 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSl/fPI 1. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid ~anels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. .-:;::::=;:::;;, • 12) Girder_carries_hipendwith 7-11-11 end setback 'f - 13) Graphical purlrn representation does not depi purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shUiti>"!,,f,.;:;,;l;1 concentrated load(s) 794 lb down and 249 lb up at 7-6-12 on top chord. The design/sele responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Inc Uniform Loads (plf) . . Vert: 1-4=-68, 4-24=-68, 24-28=-165, 7-28=-68, 7--...~=:~?"''' Concentrated Loads (lb) Vert: 4=-585 7=-585 249 lb the .) • • • • • 0 russ M27099 GOLDEN SURF PLA~) AB02 Calfomia TrusFrame LLC., Perris, CA. 92570, JEREMY L. 4-11-2 9-5-0 15-0-0 4-11-2 4-5-14 5-0-5 4.00[12" 1t o 26 27 4x6= 4x8= 9-5-0 15-0-0 9-5-0 5-7-0 Plate Offsets X,Y --10:0-2-8 0-2-0 , 13:0-2-8 0-2-0 LOADING(psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 TCDL 14.0 Lumber DOL 1.25 BC 0.99 BCLL 0.0 * Rep Stress Iner NO WB 0.67 BCDL 10.0 Code IRC2015/TPl2014 Matrix-MSH LUMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 OF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 2-9-8 oc purlins, except 0-0-0 oc purlins (2-9-9 max.): 4-6. Except: 2-10-0 oc bracing: 4-6 BOT CHORD Rigid ceiling directly applied or 8-5-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. 2 8 Max Herz 2 Max Uplift 2 8 (lb/size) 1613/0-3-8 (min. 0-1-12) 1613/0-3-8 (min. 0-1-12) -48(LC 8) -246(LC 10) -246(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4052/598, 3-4=-3579/530, 4-20=-3345/519, 20-21=-3349/520, 21-22=-3350/519, 5-22=-3356/518, 5-23=-3356/518, 23-24=-3350/519, 24-25=-3349/520, 6-25=-3345/519, 6-7=-3579/530, 7-8=-4052/598 BOT CHORD 2-26=-111 /1213, 2-27=-495/3821, 13-27=-495/3821, 13-28=-541/4080, 12-28=-541/4080, 11-12=-541/4080, 11-29=-541/4080, 10-29=-541/4080, 10-30=-495/3821, 8-30=-495/3821, 8-31=-111/1213 WEBS 3-13=-503/116, 4-13=-25/728, 5-13=-950/190, 5-12=0/322, 5-10=-950/1 90, 6-10=-25/728, 7 -1 0=-503/116 NOTES-(14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 0; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding . 4) All plates are MT20 plates unless otherwise indicated. y M27099 GOLDEN SURF PLAN 1 C.F. Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Thu Nov 02 16:02:32 2017 Page 1 ID:rtmRb3T8_7Av3OG0gaXCgEyUntl-jK99il264fFpqaG?9HRCjFT2LSCIC6glftKu_wyNAS 20-0-5 2\J}f° 25-0-14 30-0-0 r,1-3-~ 5-0-5 0-6-1 4-5-14 4-11-2 1-3-0 3x10 MT18HS= 2x4 11 20-7-0 5-7-0 DEFL. in (Ice) Vert(LL) -0.37 13-16 Vert(CT) -0.95 13-16 Horz(CT) 0.24 8 Wind(LL) 0.25 12 4x8= I/defl >971 >379 n/a >999 Scale = 1 :52. Camber= 9/16 i 4x6= 30-0-0 9-5-0 Lid PLATES GRIP 360 MT20 220/195 240 MT18HS 220/195 n/a 240 Weight: 127 lb FT= 20% 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 wi!I fit bel'JVeen thellottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Girder carries tie-in spans of 2-0-0 from front girder and 4-0-0 from back girder. 11) Graphical purl in representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 lb down and 43 lb up at 20-0-5, and 138 lb down and 43 lb up at 9-11-11 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-20=-68, 22-23=-102(8=-34), 6-25=-6 0 Concentrated Loads {lb) • Vert: 20=-102 25=-102 Trapezoidal Loads (plf) Vert: 20=-68-to-22=-102, 23=-102-to-25=-6 • rr::oc----------,-,.:,-ruc:s-=-s-------,.,..,r07us=,s,...,.,-y=p-=-e------------,-,.,r..,----,,-,r.:y----,"M2"°'7"'09"'9"G"'O"L"D""EN"S;s;U"R"'F'""P"LA"N"'""1 'C".F~. -----------, • ~ M27099 GOLDEN SURF PLA~) AB03 California TrusFrame LLC., Perris, CA 92570, JEREMY L. 5-11-3 4x6= Plate Offsets X, Y -- LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 LUMBER- 5-11-3 25 5-11-3 5-11-3 4.00f12 15 2x4 11 4:0-4-0 0-1-8 12:0-2-4 0-2-0 SPACING-2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Iner YES Code IRC2015/TPl2014 TOP CHORD 2x4 DF No.1 &Bir G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G BRACING- TOPCHORD CALIFORNIA 11-5-0 5-5-13 5x8= 3x6= 11-5-0 I. 5-5-13 CSI. TC 0.84 BC 0.74 WB 0.42 Matrix-MSH Structural wood sheathing directly applied or 3-2-2 oc purlins, except 0-0-0 oc purlins (3-1-13 max.): 4-6. Except: 3-2-0 oc bracing: 4-6 BOT CHORD Rigid ceiling directly applied or 5-7-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. 9 2 = Max Horz (lb/size) 1478/0-3-8 (min. 0-1-9) 1477/0-3-8 (min. 0-1-9) 5 • ~axUplift 9 69(LC 9) -252(LC 10) 2 -249(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3594/1244, 3-4=-2995/1412, 4-22=-2728/1508, 22-23=-2725/1508, 6-23=-2724/1509, 6-8=-2920/1404, 8-9=-3591 /1269 BOT CHORD 2-24=-292/1094, 2-25=-1106/3373, 15-25=-1106/3373, 15-26=-11 06/3373, 14-26=-1106/3373, 14-27=-1251 /2805, 13-27=-1251/2805, 12-13=-1251/2805, 12-28=-1112/3369, 11-28=-1112/3369, 11-29=-1112/3369, 9-29=-1112/3369, 9-30=-292/1 094 WEBS 3-15=0/351, 3-14=-661/33, 4-14=0/480, 4-12=-341/192, 6-12=0/485, 8-12=-729/51, 8-11=0/350 NOTES-(10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding . Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Thu Nov 02 16:02:32 2017 Page 1 ID:rtmRb3T8_7Av30GOgaXCgEyUntl-jK99il264fFpqaG?9HRCjFT1zSGdCAdlftKu_wyNAS 18-0-5 1~-7,.0 24-0-13 30-0--0 r,1-3-~ 6-0-10 CJ.'6-11 5-5-13 5-11-3 1-3-0 7 27 13 4x6= 18-7--0 7-2-0 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) 4x6 .::::c 4x8 = in (loc) -0.23 12-14 -0.77 12-14 0.21 9 0.20 12-14 24-0-13 5-5-13 1/defl Ud >999 360 >469 240 n/a n/a >999 240 11 2x4 11 Scale = 1 :52. Camber= 9/16 i 29 4x6= 30-0-0 5-11-3 PLATES GRIP MT20 220/195 Weight: 133 lb FT= 20% 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. LOAD CASE(S) Standard • 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. M27099 GOLDEN SURF PLA~) AB04 California TrusFrame LLC., Penis, CA 92570, JEREMY L. Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Thu Nov 02 16:02:33 2017 Page 1 ID:rtmRb3T8_7Av3OGOgaXCgEyUntl-BXiXwe3krzNgSjrBj?yRFTOAksXlxW9StX3SXNyNAS 6-11-15 13-5-0 6-11-15 6-5-1 16-0-5 13,1111 1p-7~ o-d1 2-0-10 oJB-7 23-0-1 30-0-0 6-5-1 6-11-15 1-3-0 • • • 3x10 = 2x4 11 6-11-15 6-11-15 Plate Offsets X --2:0-5-2 0-1-8, LOADING (psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 • Rep Stress Iner NO BCDL 10.0 Code IRC2015/TPl2014 LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied, except 0-0-0 oc purlins (3-3-13 max.): 4-5. BOT CHORD 3x6= CSI. TC 0.97 BC 1.00 WB 0.79 Matrix-MSH • Rigid ceiling directly applied or 9-2-9 oc bracing. • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 1717/0-3-8 (min. 0-1-13) 7 1681/0-3-8 (min. 0-1-13) Max Horz 2 Max Uplift 2 7 -67(LC 6) -251(LC 8) -249(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-4277/544, 3-20=-4218/573, 3-21 =-3346/529, 4-21 =-3234/544, 4-22=-3026/526, 22-23=-3014/525, 23-24=-3013/525, 5-24=-3003/524, 5-6=-3249/534, 6-7=-4180/567 BOT CHORD 2-25=-112/1298, 2-26=-461 /4002, 13-26=-461 /4002, 13-27=-461/4002, 12-27=-461/4002, 12-28=-360/3107, 11-28=-360/3107, 10-11=-360/3107, 1 0-29=-453/3912, 9-29=-453/3912, 9-30=-453/3912, 7-30=-453/3912, 7-31=-109/1267 WEBS 3-13=0/388, 3-12=-959/109, 4-12=0/514, 4-10=-313/54, 5-10=-13/566, 6-10=-967/118, 6-9=0/386 NOTES-(13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. • 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4x6= 4x8= 23-0-1 6-5-1 12:0-2-0 0-1-8 DEFL. in (loc) I/defl Vert(LL) -0.25 12-13 >999 Vert(CT) -0.79 12-13 >456 Horz(CT) 0.24 7 n/a Wind(LL) 0.21 12 >999 Scale = 1 :52. Camber= 9/16 i 2x4 11 4x6= .I 30-0-0 6-11-15 Ud PLATES GRIP 360 MT20 220/195 240 n/a 240 Weight: 130 lb FT= 20% 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A p!ate:tating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Girder carries tie-in spans of 4-0-0 from front girder and 4-0-0 from back girder. 10) Graphical purl in representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 264 lb down and 70 lb up at 16-0-5, and 264 lb down and 70 lb up at 13-11-11 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-20=-68, 20-21=-75(F=-7), 4-21=-68, 4-22=~68, 5-24=-68, 5-8=-68, 14-17=-20 Concentrated Loads (lb) Vert: 22=-204 24=-204 Trapezoidal Loads (plf) Vert: 22=-102-to-23=-136, 23=-136-to-24= • =o.,-------------,r-r;:-ru"'s"'"s----------r..-:ru=ss=-r:-y,:=p-=-e---------------,cr,r.-,-------,,..,,,y-----,-,..,M2"'7"'09"'9'""'G"'O"'""L"'D""EN"""'SU~R=F~P~LA~N~1 ~c~.F~.---------~ M27099 GOLDEN SURF PLA~) ABOS California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 7-9-15 7-9-15 COMMON 15-0-0 7-2-1 Job Reference o tional 8.020 s Aug 1 2016 Milek Industries, Inc. Thu Nov 02 16:02:33 2017 Page 1 ID:rtmRb3T8_7Av30GOgaXCgEyUntl-BXiXwe3kizNgSjrBj?yRFTOE1sagxdWStX3SXNyNAS 22-2-1 30-0-0 131-3-01 7-2-1 7-9-15 1-3-0 Scale= 1:51.1 Camber= 5/16 i 4x6 11 4 • 4x6= 5x6 WB= 4x6= 4x6= 4x6= • 10-5-2 19-6-14 30-0-0 10-5-2 9-1-12 10-5-2 • Plate Offsets X,Y --4:0-0-0 0-0-0 LOADING (psi) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Iner NO BCDL 10.0 Code IRC2015/TPl2014 LUMBER- TOP CHORD 2x4 OF No.1 &Bir G BOT CHORD 2x4 OF No.1 &Bir G WEBS 2x4 OF Stud/STD G OTHERS 2x4 OF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 2-11-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing . CSI. TC 0.76 BC 0.81 WB 0.38 Matrix-MSH MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 1462/0-3-8 (min. 0-1-9) 6 1424/0-3-8 (min. 0-1-8) Max Horz 2 Max Uplift 2 6 -68(LC 8) -163(LC 10) -160(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-3344/298, 3-17=-3299/330, 3-18=-2883/260, 4-18=-2781/278, 4-5=-2835/275, 5-6=-3256/323 BOT CHORD • 2-19=-38/1119, 2-20=-222/3130, 10-20=-222/3130, 10-21 =-68/2029, 9-21 =-68/2029, 8-9=-68/2029, 8-22=-215/3050, 6-22=-215/3050, 6-23=-35/1086 WEBS 4-8=-19/874, 5-8=-628/186, 4-10=-24/931, 3-10=-685/190 NOTES-(10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 O; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40fl; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; • MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. DEFL. in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.48 8-16 >751 360 MT20 220/195 Vert(CT) -0.82 10-13 >441 240 Horz(CT) 0.10 6 n/a n/a Wind(LL) 0.16 10-13 >999 240 Weight: 115 lb FT= 20% 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nQnconcurrent with any other live loads. 8) This truss does not include any time dependant deformation for long term loading (creep) in the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-17=-68, 17-18=-75(F=-7), 4-18=-68, 4-7=-68, 11-14=-20 • 0 russ M27099 GOLDEN SURF PLA~) AB06 russ ype Common M27099 GOLDEN SURF PLAN 1 C.F. Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Thu Nov 02 16:02:34 2017 Page 1 ID:rtmRb3T8_7 Av3OG0gaXCgEyUntl-fjGw7 _ 4McHWX31QNHiTgogZQAGxygzBb6Bp?3pyNAS California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 7-7-0 1-0-0 7-7-0 13-0-0 5-5-1 15-0-o I 17-0-0 I 22-4-15 30-0-0 t1-o-9 2-0-0 2-0-0 5-4-15 7-7-1 1-0-0 Scale = 1 :50. Camber,; 1/4 i 3x4= 5 • • 2x4 11 3x6= 4x6 = 4x6 = 4x6 = 3x4 II 3x6 = 2x4 11 4x6= 4x6= • 10-3-4 12-6-0 17-6-0 19-8-12 25-2-2 30-0-0 5-5-7 2-2-12 5-0-0 2-2-12 5-5-6 4-9-14 • Plate Offsets X LOADING (psi) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Iner NO BCDL 10.0 Code IRC2015/TPl2014 LUMBER- TOP CHORD 2x4 DF No.1 &Bir G BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 DF Stud/STD G *Except* = W3: 2x6 DF No.2 G BRACING- TOPCHORD Structural wood sheathing directly applied or 2-10-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing . CSI. TC 0.67 BC 0.75 WB 0.80 Matrix-MSH MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 1505/0-3-8 (min. 0-1-10) 8 1467/0-3-8 (min. 0-1-9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. I TOPCHORD \. 2-23=-3711 /0, 3-23=-3641 /0, 3-24=-3068/0, 4-24=-2963/0, 6-7=-3029/0, 7-8=-3610/0 BOT CHORD 2-25=0/1221, 2-26=0/3454, 16-26=0/3454, 16-27=0/3309, 15-27=0/3309, 14-15=0/2417, 14-28=0/2417, 13-28=0/2417, 12-13=0/2417, 11-12=0/2417, 11-29=0/3228, 10-29=0/3228, 10-30=0/3361, 8-30=0/3361, 8-31=0/1187 WEBS • 6-11=0/798, 7-11=-665/0, 4-15=0/825, 3-15=-741/0, 4-6=-2245/0, 3-16=0/503, 7 -10=0/495 NOTES-(10) 1) Unbalanced roof live loads have been considered for this design. 2) 120.0lb AC unit load placed on the bottom chord, 15-0-0 from left end, supported at two points, 5-0-0 apart. 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) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss does not include any time dependant deformation for long term loading -(creep) in the Vert(C1) deflection per ANSI/TPI 1. The building designer shall verify that this arameter fits with the intended use of this component. DEFL. in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.24 15-16 >999 360 MT20 220/195 Vert(C1) -0.46 11-15 >788 240 Horz(C1) 0.10 8 n/a n/a Weight: 134 lb FT= 20% 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE{S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-23=-68, 23-24=-75(F=-7), 5-24=-68, 5-9=-68, 17-20=-20 Concentrated Loads (lb) Vert: 14=-60 12=-60 • • • 0 russ M27099 GOLDEN SURF PLA-) AC01 California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 4-11-11 4-11-11 DL=800 # 4x6 = 8-10-4 3-10-9 4x6= 3 y M27099 GOLDEN SURF PLAN 1 C.F. Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Thu Nov 02 16:02:35 2017 Page 1 ID:rtmRb3T8_7Av3OG0gaXCgEyUntl-7vqlLK4_NaeOh1?aqP _vLu5fdgH_PZCILrYZbFyNAS 12-8-12 17-8-8 18-11-8 I 3-10-8 4-11-12 1-3-0 Scale = 1 :29. Camber= 1/4 i 4x6= • F=======,====6-=5=-1=3======;=====2-=4-=7================ 6-5-13 8-10-4 11-2-11 17-8-8 2-4-7 6-5-13 LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 • BCDL 10.0 LUMBER- SPACING-2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Iner NO Code IRC2015/TPl2014 CSI. TC 0.43 BC 0.76 WB 0.24 Matrix-MSH • TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G • WEBS 2x4 DF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 4-3-6 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 776/0-3-8 (min. 0-1-8) 5 871/0-3-8 (min. 0-1-8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1779/0, 2-3=-1326/0, 3-4=-1325/0, 4-5=-1764/0 • BOTCHORD 1-14=0/625, 1-15=0/1670, 7-15=0/1670, 7-16=0/1653, 5-16=0/1653, 5-17=0/549 WEBS 3-7=0/610, 2-7=-513/0, 4-7=-495/0 NOTES-(8) 1) Unbalanced roof live loads have been considered for this design. 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) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. • 7) This truss has been designed for a total drag load of 800 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-8-8 for 45.2 plf. LOAD CASE(S) Standard DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.30 7-10 >712 360 MT20 220/195 Vert(CT) -0.57 7-10 >376 240 Horz(CT) 0.06 5 n/a n/a Weight: 66 lb FT= 20% • ,---r:oc--------~~ru=ss~------~ru~s=s~y=pe~----------~~-~~y---'-,,M=2=7=09=9~G=o~L=DE=N~S=u=R=F~P~LA~N~1~C~.F~. ---------~ M27099 GOLDEN SURF PLA-) AC02 California TrusFrame LLC., Penis, CA. 92570, JEREMY L. -1-3-o I 4-11-11 1-3-0 4-11-11 • • LOADING(psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 • Rep Stress Iner NO BCDL 10.0 Code IRC2015/TPl2014 COMMON GIRDER 8-10-4 3-10-9 CSI. TC 0.41 BC 0.75 WB 0.24 Matrix-MSH 8-10-4 2-4-7 • LUMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 OF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 4-4-9 oc pun ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 867/0-3-8 (min. 0-1-8) 6 867/0-3-8 (min. 0-1-8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD • 2-3=-1753/0, 3-4=-1314/0, 4-5=-1314/0, 5-6=-1753/0 BOT CHORD 2-15=0/546, 2-16=0/1642, 8-16=0/1642, 8-17=0/1642, 6-17=0/1642, 6-18=0/546 WEBS 4-8=0/606, 3-8=-495/0, 5-8=-495/0 NOTES-(7) 1) Unbalanced roof live loads have been considered for this design. • 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) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 250.0lb live located at • all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. • LOAD CASE(S) Standard Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Thu Nov 02 16:02:35 2017 Page 1 ID:rtmRb3T8_7Av30GOgaXCgEyUntl-7vqlLK4_Nae0h1?aqP _vLu5fugH3PZDILrYZbFyNAS 12-0-12 17-8-8 I 18-11-8 I 3-10-8 4-11-12 1-3-0 4x6= 4 11-2-11 2-4-7 DEFL. in (Ice) Vert(LL) -0.30 8-11 Vert(Cl) -0.55 8-11 Horz(Cl) 0.06 6 17-8-8 6-5-13 1/defl Ud >712 360 >383 240 n/a n/a PLATES MT20 Weight: 67 lb GRIP 220/195 Scale: 3/8"=1 Camber= 1/4 i ~, FT= 20% M27099 GOLDEN SURF PLA-) AC03 Common Supported Gable California TrusFrame LLC., Perris, CA. 92570, JEREMY L. -1-0-0 8-10-4 1-0-0 8-1 0-4 • DL=1100 # • • 3x4= 27 16 28 15 29 14 30 Job Reference o tional 8.020 s Aug 1 2016 Milek Industries, Inc. Thu Nov 02 16:02:35 2017 Page 1 ID:rtmRb3T8_7 Av3OG0gaXCgEyUntl-7vq ILK4_NaeOh 1 ?aqP _ vLu5jlgPiPa9ILrYZbFyNAS 5x6= 5 13 3x8= 31 17-8-8 18-8-8 8-10-4 1-0-0 - Scale= 1:31.1 12 32 11 33 10 34 3x4= • 17-8-8 17-8-8 • • Plate Offsets X, LOADING (psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 • Rep Stress I ncr YES BCDL 10.0 Code IRC2015/TPl2014 LUMBER- TOP CHORD 2x4 DF No.2 G *Except• T2: 2x6 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G OTHERS 2x4 DF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pur1ins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. CSI. TC 0.13 BC 0.20 WB 0.18 Matrix-SH MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 17-8-8. (lb) -Max Uplift All uplift 100 lb or less at joint(s) 2, 8 except 15=-135(LC 13), 11 =-135(LC 20) Max Grav All reactions 250 lb or less at joint(s) 15, 11 except 2=385(LC 21), 8=385(LC 29), 13=864(LC 1), 16=333(LC 22), 10=333(LC 28), 12=300(LC 26), 14=300(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-643/508, 3-4=-443/246, 4-5=-159/382, 5-6=-159/382, 6-7=-443/246, 7-8=-643/508 • BOTCHORD 2-27=-470/569, 16-27=-383/481, 16-28=-274/372, 15-28=-235/333, 15-29=-187 /286, 11-32=-187 /286, 11-33=-235/333, 10-33=-274/372, 10-34=-383/481, 8-34=-470/569 WEBS 5-13=-447/0, 6-13=-504/0, 4-13=-504/0 NOTES-(10) • 1) Unbalanced roof live loads have been considered for this design. 2) Gable requires continuous bottom chord bearing. 3) Gable studs spaced at 1-4-0 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 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. • 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.00 8 n/r 180 MT20 220/195 Vert(CT) 0.01 9 n/r 120 Horz(CT) 0.01 s n/a r./a Weight 92 lb FT= 20% 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total seismic drag load of 1100 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-8-8 for 62.1 plf. LOAD CASE(S) Standard • • • • • • 0 russ M27099 GOLDEN SURF PLA~) AD01 California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 4-5-0 4-5-0 DL=800 #i-11-11 18 4x6 = Plate Offsets X LOADING(psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 * 4.00fT2 19 4-5-0 4-5-0 --2:0-4-0 0-1-8 4:0-4-0 0-1-8 SPACING-2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Iner NO russ ype California Girder 8-10-4 3-10-9 16 20 8-10-4 4-5-4 CSI. TC BC WB 0.90 0.74 0.46 BCDL 10.0 Code IRC2015/TPl2014 Matrix-MSH LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 3-2-4 oc purlins, except 0-0-0 oc purlins (2-5-12 max.): 2-4. Except: 2-6-0 oc bracing: 2-4 BOT CHORD Rigid ceiling directly applied or 8-4-1 0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 1202/0-3-8 (min. 0-1-8) 5 1277/0-3-8 (min. 0-1-8) Max Horz 1 Max Uplift 1 5 Max Grav 1 5 -25(LC 5) -168(LC 4) -204(LC 8) 1226(LC 15) 1286(LC 15) 2x4 11 4x8= FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. • TOPCHORD 1-2=-3541/607, 2-16=-4339/805, 3-16=-4339/805, 3-17=-4339/805, 4-17=-4339/805, 4-5=-3528/574 • • BOT CHORD 1-18=-157/1064, 1-19=-550/3371, 9-19=-550/3371, 9-20=-559/3358, 8-20=-559/3358, 8-21 =-515/3345, 7-21 =-515/3345, 7-22=-506/3357, 5-22=-506/3357, 5-23=-133/1022 WEBS 2-9=0/370, 2-8=-261/1119, 3-8=-506/233, 4-8=-263/1130, 4-7=0/368 NOTES-(14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding . 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an other live loads. y M27099 GOLDEN SURF PLAN 1 C.F. Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Thu Nov 02 16:02:36 2017 Page 1 ID:rtmRb3T8_7Av3OG0gaXCgEyUntl-b6OgYg5c8umFJBZmO7V8t5ei04dX8y_uaVl68iyNAS 12-8-13 &3-3-~ 17-8-8 I 18-8-8 I 3-10-9 -6-1 4-5-0 1-0-0 Scale = 1 :30. Camber = 3/8 i 4-11-11 21 7 22 2x4 11 4x6= 13-3-8 17-8-8 4-5-4 4-5-0 DEFL. in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.17 8 >999 360 MT20 220/195 Vert(CT) -0.58 8 >366 240 Horz(CT) 0.11 5 r./a n/a Wind(LL) 0.19 8 >999 240 Weight: 68 lb FT= 20% 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas wl;iere a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A p!at!! rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total seismic drag load of 800 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-8-8 for 45.2 plf. 10) Girder carries hip end with 4-6-12 end setback. 11) Graphical purl in representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 223 lb down and 78 lb up at 13-1-12, and 223 lb down and 78 lb up at 4-6-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-2=-68, 2-4=-107, 4-6=-68, 10-13=-31 Concentrated Loads (lb) Vert: 2=-158 4=-158 • =o,._---------,,-,;-ru'-s"'s--------,,-,ru'""'s-"sC"Tey'-p"'e--------------,-,....,.,---,,=y-..:....,-"M"'27'"0:;;;99"G"'O,s;L;-;,D"'E,.;N;,S"U"'R"'"F-.;P,--LA"N-;-1,---;Cs-;.F,,-.-----------, M27099 GOLDEN SURF PLA~) PP01 FLAT Job Reference o tional California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 8.020 s Aug 1 2016 MiTek Industries, Inc. Thu Nov 0216:02:36 2017 Page 1 ID:rtmRb3T8_7 Av3OG0gaXCgEyUntl-b6OgYg5c8umF JBZmO7VBt5ewZ4nN83?uaVl68iyNAS 1-10-6 1-10-6 • 3x4= T1 W1 • W2 B1 5 4 2x4 11 • 1-10-6 1-10-6 LOADING(psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 TCDL 14.0 Lumber DOL 1.25 BC 0.11 BCLL 0.0 * Rep Stress Iner YES WB 0.01 BCDL 10.0 Code IRC2015/TPl2014 Matrix-MP LUMBER- • TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G • • WEBS 2x4 DF Stud/STD G BRACING- TOPCHORD 10-0-0 oc max: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 4 69/Mechanical 3 69/Mechanical Max Horz 4 -43(LC 6) Max Uplift 4 -28(LC 6) 3 -28(LC 7) Max Grav 4 288(LC 20) 3 288(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES-(9) 1) Wind: ASCE 7-1 O; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; • BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 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) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. • LOAD CASE(S) Standard DEFL. Vert(LL) Vert(Cl) Horz(Cl) Wind(LL) in -0.00 -0.00 -0.00 0.00 2x4 11. 2 W1 3 3x4= (loc) 3-4 3-4 3 4 1/defl >999 >999 n/a Scale= 1:9.1 Ud PLATES GRIP 360 MT20 220/195 240 n/a 240 Weight: 9 lb FT = 20% M27099 GOLDEN SURF PLA~) PP02 Job Reference o tional Cal~omia TrusFrame LLC., Perris, CA. 92570, JEREMY L. 8.020 s Aug 1 2016 MiTek Industries, Inc. Thu Nov 02 16:02:36 2017 Page 1 ID:rtmRb3T8_7Av3OG0gaXCgEyUntl-b6OgYg5c8umFJBZmO7V815ev34nj839uaVl68iyNAS 1-10-6 1-10-6 T1 A \/1/1 I 81 5 • 4 3x8 11 ·F================================ 1-10-6 1-10-6 LOADING (psi) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 14.0 Lumber DOL 1.25 BC 0.09 BCLL 0.0 * Rep Stress Iner YES WB 0.00 BCDL 10.0 Code IRC2015/TPl2014 Matrix-MR LUMBER- • TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G • • WEBS 2x4 DF Stud/STD G BRACING- TOPCHORD 6-0-0 oc max: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 4 69/Mechanical 3 69/Mechanical Max Horz 4 -19(LC 8) Max Uplift 4 -16(LC 6) 3 -16(LC 7) Max Grav 4 288(LC 20) 3 288(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES-(9) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; • BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 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) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. • LOAD CASE(S) Standard DEFL. in (loc) Vert(LL) -0.00 3-4 Vert(CT) -0.00 3-4 Horz(CT) 0.00 3 Wind(LL) -0.00 4 Scale= 1:6.1 2 I \/1/1 A 3 3x8 11 I/defl Ud PLATES GRIP >999 360 MT20 220/195 >999 240 nla nla >999 240 Weight: 6 lb FT= 20% • 0 russ y M27099 GOLDEN SURF PLAN 1 C.F. M27099 GOLDEN SURF PLA-) PP03 Job Reference o tional California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 8.020 s Aug 1 2016 MiTek Industries, Inc. Thu Nov 02 16:02:36 2017 Page 1 ID:rtmRb3T8_7Av3OG0gaXCgEyUntl-b6OgYg5c8umFJBZmO7V8t5ewk4ni832uaVl68iyNAS 1-7-6 1-7-6 3x4= • • 1 T1 W1 • W2 B1 5 • 4 2x4 11 • f=======r========;=======;===== 1-7-6 1-7-6 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.C LUMBER- SPACING-2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Iner YES Code IRC2015/TPl2014 CSI. TC 0.02 BC 0.09 WB 0.01 Matrix-MP • TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G • • WEBS 2x4 OF Stud/STD G BRACING- TOPCHORD 10-0-0 cc max: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 4 58/Mechanical 3 58/Mechanical Max Herz 4 -32(LC 6) Max Uplift 4 -21(LC 6) 3 -21(LC 7) Max Grav 4 282(LC 20) 3 282(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES-(9) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; • MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 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) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. • LOAD CASE(S) Standard DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) 2x4 II Scale= 1:7. 2 W1 3 3x4= in (foe) 1/defl Ud PLATES GRIP -0.00 3-4 >999 360 MT20 220/195 -0.00 3-4 >999 240 -0.00 3 n/a n/a 0.00 4 240 Weight: 7 lb FT = 20% • [Tcoio _______ [Triru:ississ------,Tirurus,ssITiyiiipiee----------~mli,-~"DIC.--------.iiMo-27"'0"'99"G"'O"L"'D;=;EN.,;s;SU;;;R"'F'""'P;;-LA.;N""2 ,_.c_.,.F ______ _;_ ___ ~ • • M27099 GOLDEN SURF PLA~) BA01 California TrusFrarne LLC., Perris, CA. 92570, JEREMY L. 3-6-13 3-6-13 26 4x6= LOADING(psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 • BCDL 10.0 7-7-3 16 2x4 II 7-0-8 3-5-11 27 15 3x4 = SPACING-2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Iner NO Code IBC2012/TPl2007 • LUMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/STD G OTHERS 2x4 OF Stud/STD G BRACING- TOP CHORD California Girder 11-10-9 4-3-6 28 14 13 5x8 WB= 3x10 = CSI. TC 0.98 BC 0.94 'NB 0.46 Matrix-MSH Structural wood sheathing directly applied or 4-4-4 oc purlins, except 0-0-0 oc purlins (3-7-15 max.): 3-6. Except: • 3-8-0 oc bracing: 3-6 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 2721 /Mechanical 8 2735/Mechanical Max Herz 1 -36(LC 6) • Max Uplift 1 -363(LC 8) 8 -366(LC 8) Max Grav 1 2888(LC 15) 8 2904(LC 15) 2 Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Nov 29 09:14:43 2017 Page 1 ID:SMot26TpJJNY9pd?peEeL ?ySp30-4J?WnmU6tReX6ZblUXwNLb3LbiGKY?IQY6O8v3yEMu 16-10-15 I 21-2-5 2/-9t° 2s-2-11 2s-11-o 5-0-6 4-3-6 o-6-1 3-5-11 I 3-8-5 I 29 12 11 30 2x4 II 6x10 MT18HS= 10 3x8= 31 7-1-15 9 32 2x4 11 Scale: 1/4"=1 Camber= 11/16 i "' ~ 0 4x6= 16-10-15 21-9-0 25-2-11 28-11-0 5-0-6 4-10-1 3-5-11 3-8-5 DEFL. in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.29 12-13 >999 360 MT20 220/195 Vert(TL) -0.99 12-13 >352 240 MT18HS 220/195 Horz(TL) 0.22 s n/a n/a Wind(LL) 0.31 12-13 >999 240 Weight: 253 lb FT= 20% NOTES-(15) 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to d1stnbute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-1 0; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=29ft; eave=4ft; Cat. 11; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads . • 1-2=-7274/1010, 2-3=-7931/1241, 3-4=-9653/1517, 4-23=-9653/1517, 23-24=-9653/1517, 24-25=-9653/1517, 5-25=-9653/1517, 5-6=-7272/1162, 6-7=-7656/1209, 7-8=-7414/1037 BOT CHORD 1-26=-923/6827, 16-26=-923/6827, 16-27=-923/6827, 15-27=-923/6827, 15-28=-1141 /7620, 14-28=-1141/7620, 13-14=-1141/7620, 13-29=-1445/9668, 12-29=-1445/9668, 11-12=-1445/9668, 11-30=-1445/9668, 10-30=-1445/9668, • 10-31=-943/6953, 9-31=-943/6953, 9-32=-943/6953, 8-32=-943/6953 • WEBS 2-15=-260/904, 3-15=-24/251, 3-13=-336/2310, 4-13=-825/298, 5-13=-250/227, 5-12=0/453, 5-10=-2704/409, 6-10=-30/1379, 7-1 0=-199/407 12) Girder carries hip end with 7-2-0 right side setb 7-2-4 end setback. • 13) Graphical purlin representation does not de purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) s concentrated load(s) 633 lb down and 203 lb up at 7-2-4 on top chord. The design/selecti responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Iner Uniform Loads (plf) Vert: 1-3=-68, 3-6=-154, 6-8=-68, 17-20=-45(F=-25) Concentrated Loads (lb) Vert: 3=-463 6=-463 e • [Toloo------,Truruissss------mruwssss:Tiiyn.pe.--------------"T7'1:i;;--Tr11r.;---,-...,;,;;;;,;;;-;,,=-=.,.,,,-=...,,...~~~----------y M27099 GOLDEN SURF PLAN 2 C.F • • • M27099 GOLDEN SURF PLA~) BA1A California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 4x6= 3-6-13 3-6-13 26 3-6-13 3-6-13 7-7-3 16 2x4 11 7-0-8 3-5-11 27 7-0-8 3-5-11 7i-7-;3 0-6-11 15 3x4 = Plate Offsets X,Y --3:0-3-12 0-2-8, 13:0-3-8 0-1-8 LOADING (psi) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress I ncr NO BCDL 10.0 Code IBC2012/TPl2007 • LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G OTHERS 2x4 DF Stud/STD G BRACING- TOPCHORD 11-10-9 4-3-6 2814 13 5x8 WB= 3x10 = 11-10-9 4-10-1 CSI. TC 0.98 BC 0.94 WB 0.46 Matrix-MSH Structural wood sheathing directly applied or 4-4-5 oc purl ins, except 0-0-0 oc purlins (3-7-15 max.): 3-6. Except: • 3-8-0 oc bracing: 3-6 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 2720/Mechanical 8 2732/Mechanical Max Herz 1 -36(LC 6) • Max Uplift 1 -363(LC 8) 8 -367(LC 8) Max Grav 1 2887(LC 15) 8 2901(LC 15) 2 Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Nov29 09:14:56 2017 Page 1 ID:SMOt26TpJJNY9pd?peEeL ?ySp3O-CplQWCfGpRHhAZ5FlmfQNL5aKyiN5uXL YdtKspyEMu 16-10-15 I 21-2-5 2/-9(1 25-2-11 28-10-8 28-A1-0 5-0-6 4-3-6 0-6-1 3-5-11 I 3-7-13 o--8 29 12 1130 2x4 II 6x10 MT18HS= 10 3x8 = 31 7-1-15 9 2x4 11 32 Scale: 1/4"=1 Camber= 11/16 i 4x6 == 16-10-15 21-9-0 25-2-11 28-10-8 2a-A 1-0 5-0-6 4-10-1 3-5-11 3-7-13 0--8 DEFL. in (lac) I/defl Ud PLATES GRIP Vert(LL) -0.29 12-13 >999 360 MT20 220/195 Vert(TL) -0.98 12-13 >352 240 MT18HS 220/195 Horz(TL) 0.22 8 n/a n/a Wind(LL) 0.31 12-13 >999 240 Weight: 253 lb FT= 20% 2) All loads are considered equally appliE:d to all plies, except if noted as front (F) or bac!S,(B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to d1stnbute only loads noted as (F) or (B), unless otherwise indicated. 3) U!lbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-1 O; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0~sf; h=25ft; B=40ft; L=29ft; eave=4ft; Cat. 11; Exp C; Kd 1.00; enclosed; MWFRS (d1rect1onal); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) Girder carries hip end with 7-2-0 right side setback, 7-2-4 left side setback, and 7-2-4 end setback. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) sh 1-2=-7270/1009, 2-3=-7927/1240, 3-4=-9646/1516, • 4-23=-9646/1516, 23-24=-9646/1516, 24-25=-9646/1516, 5-25=-9646/1516, 5-6=-7261/1161, 6-7=-7644/1208, 7-8=-7383/1 034 BOT CHORD 1-26=-923/6823, 16-26=-923/6823, 16-27=-923/6823, 15-27=-923/6823, 15-28=-1141/7616, 14-28=-1141/7616, 13-14=-1141/7616, 13-29=-1444/9658, 12-29=-1444/9658, 11-12=-1444/9658, 11-30=-1444/9658, 10-30=-1444/9658, 10-31 =-940/6921, 9-31 =-940/6921, 9-32=-940/6921, • 8-32=-940/6921 WEBS 2-15=-260/904, 3-15=-24/251, 3-13=-336/2307, 4-13=-825/298, 5-12=0/452, 5-10=-2706/41 0, 6-10=-29/1 373, 7-10=-200/425 NOTES-(15) 1) 2-ply truss to be connected together with 1 0d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. • Webs connected as follows: 2x4 -1 row at 0-9-0 oc. concentrated load(s) 633 lb down and 203 lb 203 lb up at 7-2-4 on top chord. The design/selecti ~tif~~~~~0~ e responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Iner Uniform Loads (pl!) Vert: 1-3=-68, 3-6=-154, 6-8=-68, 17-20= Concentrated Loads (lb) Vert: 3=-463 6=-463 M27099 GOLDEN SURF PLA-) BA02 Cal~omia TrusFrame LLC., Penis, CA. 92570, JEREMY L. 4-10-8 9-3-14 14-4-12 4-10-8 4-5-6 4-9-9 • 9-7-3 5x14 MT18HS= • t 21 12 11 22 Job Reference o tional 8.020sAug 12016MiTeklndustries,lnc. WedNov2909:14:582017 Pa9e1 ID:SMot26TpJJNY9pd?peEeL ?ySp3O-8BPBwugWL2XPPIFdtBhuSmA 1 hlQBZrre?xMRxhyEMu 19-2.5 1915r10 23-11-0 2a-11-o 4-9-9 023-5 4-5-6 5-0-0 9-7-3 5x14 MT1BHS= 10 23 9 8 24 Scale: 1/4"=1 Camber= 7/16 i "' If 0 4x6 = 3x8= 3x4 = • 4x6= 4x6 = 3x4= • 9-3-14 14-4-12 9-3-5-0-14 Plate Offsets X --3:0-7-0 0-0-4 12:0-1-12 0-1-8 LOADING (psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 TCDL 14.0 Lumber DOL 1.25 BC 0.79 BCLL 0.0 * Rep Stress Iner YES WB 0.22 BCDL 10.0 Code IBC2012/TPl2007 Matrix-MSH • LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 OF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 3-3-13 oc purlins, except 0-0-0 oc pur1ins (3-5-1 max.): 3-5. Except: 3-5-0 oc bracing: 3-5 • BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 1269/Mechanical 7 1276/Mechanical Max Herz .1 Max Uplift 1 7 -40(LC 8) -107(LC 10) -107(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3095/327, 2-3=-2772/254, 3-19=-2942/322, 4-19=-2942/322, 4-20=-2942/322, 5-20=-2942/322, • 5-6=-2781/257, 6-7=-3119/335 BOT CHORD 1-21 =-262/2885, 12-21=-262/2885, 11-12=-154/2599, 11-22=-154/2599, 10-22=-154/2599, 1 0-23=-157 /2606, 9-23=-157 /2606, 8-9=-157 /2606, 8-24=-272/2911, 7-24=-272/2911 WEBS 2-12=-314/121, 3-12=0/416, 3-10=-74/533, 4-10=-368/113, 5-10=-71/526, 5-8=0/423, 6-8=-332/128 • NOTES-(11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 O; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=29ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. • 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4x6= 19-5-10 28-11-0 5-0-14 9-5-6 DEFL. in (loc) I/defl Lid PLATES GRIP Vert(LL) -0.33 12-15 >999 360 MT20 220/195 Vert(TL) -0.76 8-18 >457 240 MT18HS 220/195 Horz(TL) 0.16 7 n/a n/a Wind(LL) 0.16 10 >999 240 Weight: 119 lb FT= 20% 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 gre-en lumber members. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 1 O) Graphical purlin representation does not depict the size or the orientation of the pur1in along the top and/or bottom chord. LOAD CASE(S) Standard • M27099 GOLDEN SURF PLA-) BA2A California TrusFrame LLC., Perris; CA. 92570, JEREMY L. t 4-10-8 4-10-8 9-7-3 21 9-3-14 4-5-6 9fr3 0-3-5 5x14 MT18HS= 12 11 14-4-12 4-9-9 22 Job Reference o tional 8.020s Aug 12016 MiTeklndustnes, Inc. Wed Nov2909:14:592017 Page 1 ID:SM0t26TpJJNY9pd?peEeL ?ySp3O-cOzZ8Eh86MfG11 pqQuC7 _zjBR9mQll5nEb5_ T8yEMu 10 19-2-5 1 ~SF 10 23-11-0 28-1 0-8 28-! 1-0 4-9-9 o-3-5 4-5-6 4-11-8 o-~8 5x14 MT18HS= 23 9 8 9-7-3 24 Scale: 1/4"=1 Camber= 7/16 i 4x6= 3x8= 3x4= • 4x6 = 4x6 = • • 3x4 = 9-3-14 14-4-12 9-3-14 5-0-14 Plate Offsets X --3:0-7-0 0-0-4 12:0-1-12 0-1-8 LOADING (psi) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 TCDL 14.0 Lumber DOL 1.25 BC 0.79 BCLL 0.0 * Rep Stress Iner YES WB 0.22 BCDL 10.0 Code IBC2012/TPl2007 Matrix-MSH LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 3-3-13 oc purlins, except 0-0-0 oc purlins (3-5-1 max.): 3-5. Except: 3-5-0 oc bracing: 3-5 • BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 1269/Mechanical 7 1272/Mechanical Max Herz • ~ax Uplift 1 7 -40(LC 8) -107(LC 10) -107(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3094/326, 2-3=-2771 /253, 3-19=-2941/321, 4-19=-2941 /321, 4-20=-2941 /321 , 5-20=-2941 /321, • 5-6=-2778/255, 6-7=-3114/332 BOT CHORD 1-21=-262/2884, 12-21=-262/2884, 11-12=-154/2598, 11-22=-154/2598, 1 0-22=-154/2598, 10-23=-156/2604, 9-23=-156/2604, 8-9=-156/2604, 8-24=-268/2906, 7-24=-268/2906 WEBS 2-12=-314/121, 3-12=0/416, 3-10=-74/532, 4-10=-368/113, 5-10=-72/526, 5-8=0/422, 6-8=-329/126 • NOTES-(11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=29ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. • 5) This truss has been designed for a 1 o.o psf bottom chord live load nonconcurrent with any other live loads. 4x6= 19-5-10 28-10-8 28-! 1-0 5-0-14 9-4-14 0--8 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.33 12-15 >999 360 MT20 220/195 Vert(TL) -0.76 8-18 >456 240 MT18HS 220/195 Horz(TL) 0.16 7 n/a n/a Wind(LL) 0.16 10 >999 240 Weight: 119 lb FT= 20% 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) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard M27099 GOLDEN SURF PLA~) BA03 California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 5-5-8 10-6-14 5-5-8 5-1-6 • 10-9-7 • Q.!3-5 1-0-9 14-4-12 2-6-0 Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Nov29 09:15:00 2017 Page 1 ID:SMOt26TpJJNY9pd?peEeL ?ySp3O-5aXxLaintgn7eBO0_cjMXBGKhZ821jPwSFrY0ayEMu 18-2-10 16-10-12 17-11-T I 2-6-0 1-0-9 0-3-5 23-4-0 5-1-6 28-11-0 5-7-0 10-11-11 Scale: 1/4"=1 Camber= 7/16 i "' If 25 16 2x4 11 26 15 14 •13 3x4 II 27 3x4 II 12 1110 6x8 = 4x6= 28 9 29 0 • 10x12 = 3x4 11 3x4 11 2x4 11 4x6= 4x6= • 5-5-8 10-6-14 p-10-1f 14-4-12 I 16-10-12 i18-2-1~ 23-4-0 28-11-0 5-5-8 5--6 1-3-14 2-6-0 2-6-0 1-3-14 5-1-6 5-7-0 Plate Offsets X,Y--1:0-0-0,0-1-2, 11 :0-3-0 0-1-8 15:0-1-12 Ed e 15:0-0-0 0-1-12 LOADING (psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 TCDL 14.0 Lumber DOL 1.25 BC 0.70 BCLL 0.0 * Rep Stress Iner YES VVB 0.34 BCDL 10.0 Code IBC2012/TPl2007 Matrix-MSH • LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G *Except• W5: 2x6 DF No.2 G BRACING- TOPCHORD Structural wood sheathing directly applied or 3-2-9 cc purlins, except 0-0-0 cc purlins (3-6-4 max.): 3-6. Except: • 3-6-0 oc bracing: 3-6 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 1329/Mechanical 8 1335/Mechanical • Max Horz 1 Max Uplift 1 8 -47(LC 8) -46(LC 10) -47(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3250/117, 2-3=-2742/64, 3-4=-2536/76, 4-23=-2680/107, • 23-24=-2680/107, 5-24=-2680/107, 5-6=-2540/76, 6-7=-2746/64, 7-8=-3282/117 BOT CHORD 1-25=-63/3025, 16-25=-63/3025, 16-26=-63/3025, 15-26=-63/3025, 14-15=-63/3025, 13-14=0/2680, 13-27=0/2680, 12-27=0/2680, 11-12=0/2680, 10-11 =-63/3058, 10-28=-63/3058, 9-28=-63/3058, 9-29=-63/3058, 8-29=-63/3058 WEBS 2-16=0/296, 2-14=-584/123, 7-11=-607/123, 7-9=0/305, • 3-14=0/838, 4-14=-573/91, 6-11=0/837, 5-11=-565/93 NOTES-(11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 0; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=29ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 • 3) 120.0lb AC unit load placed on the bottom chord, 14-4-12 from left end, supported at two points, 5-0-0 apart. 4 Provide adequate drainage to prevent water ponding. DEFL. in (Ice) I/deft Ud PLATES GRIP Vert(LL) -0.19 9-11 >999 360 MT20 220/195 Vert(TL) -0.60 11-14 >583 240 Horz(TL) 0.16 8 r./a n/a Wind(LL) 0.13 11 >999 240 Weight: 128 lb FT= 20% 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 aregs 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) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 1 O) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard • 0 russ M27099 GOLDEN SURF PLA-) BA3A California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 5-5-8 10-6-14 5-5-8 5-1-6 • 10-9-7 • ~ 1211r.-3 14-4-12 0-3-5 3-6-9 M27099 GOLDEN SURF PLAN 2 C.F Job Reference o tional 8.020 s Aug_ 1 2016 MiTek Industries, Inc. Wed Nov 29 09:15:01 2017 Page 1 ID:SMot26TpJJNY9pd?peEeL ?ySp3O-Zm5JZviPezv_ GKzCY JFb4OoVOzUlmAe4hva5Y0yEMu 11-11-5 18l2F10 23-4-o 2s-10-8 2s-i1-o 3-6-9 0-3-5 .• 5-1-6 5-6-8 0--8 Scale: 1/4"=1 Camber= 7/16 i 10-11-11 I~ c', 25 16 26 1514 13 3x4 11 27 3x4 11 12 11 10 28 9 29 • 2x4 11 6x12 = 3x4 11 3x4 11 5x16 = 2x4 11 4x6 = 4x6= 5-5-8 10-_6-_14 11-_1_0-1f 14-_4-_12 I 16-_10_-12 11s-_ 2_-1~ 23-_ 4_-0 28-10-8 28-11-0 • l--=,--:--=,--,,...-,;,:-:-,,--~5--',5c--'-8=--=--=-cc-=-=-=-=c-=-=--=-~-==--=--=--=-=c-=-=-~-c-=-:-'7~,....,-,...,.-.,,--'="-=,.,.....,.~='-=--=-=-,-~...,..,.,-'-,--,-=-:,-,----,----~5~-6~-8~ __ ~0-~i'l~-8 __ _, Plate Offsets X Y--1:0-0-0,0-1-2 LOADING(psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 TCDL 14.0 Lumber DOL 1.25 BC 0.70 BCLL 0.0 • Rep Stress Iner YES WB 0.34 BCDL 10.0 Code IBC2012/TPl2007 Matrix-MSH • LUMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G *Except* W5: 2x6 DF No.2 G BRACING- TOPCHORD Structural wood sheathing directly applied or 3-2-9 oc purlins, except 0-0-0 oc purlins (3-6-3 max.): 3-6. Except: • 3-6-0 oc bracing: 3-6 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 1329/Mechanical 8 1332/Mechanical • MaxHorz 1 Max Uplift 1 8 -47(LC 8) -46(LC 10) -47(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3250/116, 2-3=-2732/65, 3-4=-2545/77, 4-23=-2680/106, • 23-24=-2680/106, 5-24=-2680/106, 5-6=-2548/77, 6-7=-2736/65, 7 -8=-3275/117 BOT CHORD 1-25=-63/3024, 16-25=-63/3024, 16-26=-63/3024, 15-26=-63/3024, 14-15=-63/3024, 13-14=0/2680, 13-27=0/2680, 12-27=0/2680, 11-12=0/2680, 10-11=-63/3051, 10-28=-63/3051, 9-28=-63/3051, 9-29=-63/3051, 8-29=-63/3051 WEBS 2-16=0/299, 2-14=-592/121, 7-11=-611/121, 7-9=0/306, • 4-14=-570/91, 5-11 =-564/93, 3-14=0/840, 6-11=0/839 NOTES-(11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=29ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 • 3) 120.0lb AC unit load placed on the bottom chord, 14-4-12 from left end, supported at two points, 5-0-0 apart. 4 Provide adequate drainage to prevent water ponding. DEFL. in (lac) 1/defl Ud PLATES GRIP Vert(LL) -0.20 9-11 >999 360 MT20 220/195 Vert(TL) -0.59 11-14 >591 240 Horz(TL) 0.16 8 :,/a n/a Wind(LL) 0.13 11 >999 240 Weight 128 lb FT= 20% 5) This truss has been designed for a 1 o.o 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 betwel:!n the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. LOAD CASE(S) Standard • 0 russ M27099 GOLDEN SURF PLA~) BA04 California TrusFrame LLC., Penis, CA. 92570, JEREMY L. russ ype California y M27099 GOLDEN SURF PLAN 2 C.F Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Nov 29 09:15:03 2017 Page 1 ID:SMOt26TpJJNY9pd?peEeL ?ySp30-V9D4_bkfAb9iVe7bfkH39pupKm5CEyrN9D3CcvyEMu 13-7-3 16-6-12 6-4-14 12-2-12 ~3-2-~ I 15-2-5 l7~ 22-4-10 28-11-0 6-4-14 5-9-14 1-7-2 5-5-9-14 6-6-6 o-s-3 0-11-4 • Scale: 1/4"=1 Camber= 1/2 i "' f.t 24 • 1625 2x4 11 26 15 14 5x8 WB= 3x4= 13 3x4 11 27 3x4 II 12 3x4 11 11 10 28 29g 30 0 3x4 11 4x6= 11-10-12 5x8 WB= 3x4= 2x4 11 4x6= 6-4-14 10-5-11 10:lj-12 16-10-12 11t~621 22-4-10 28-11-0 • • • • 6-4-14 4-0-13 0--1 Plate Offsets X --1:0-0-0,0-0-14 LOADING(psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 TCDL 14.0 Lumber DOL 1.25 BC 0.93 BCLL 0.0 * Rep Stress Iner NO WB 0.87 BCDL 10.0 Code IBC2012/TPl2007 Matrix-MSH LUMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/STD G *Except* W4: 2x6 OF No.2 G OTHERS 2x4 DF No.2 G BRACING- TOPCHORD Structural wood sheathing directly applied or 2-6-9 oc purlins, except 0-0-0 oc purlins (6-0-0 max.): 4-5 . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 1577/Mechanical 8 1582/Mechanical Max Horz 1 Max Uplift 1 8 -59(LC 6) -132(LC 8) -132(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3925/358, 2-3=-3422/330, 3-4=-1103/220, 4-23=-1010/196, • 5-23=-1010/196, 5-6=-1103/220, 6-7=-3427/330, 7-8=-3959/361 BOT CHORD 1-24=-282/3657, 16-24=-282/3657, 16-25=-282/3657, 25-26=-282/3657, 15-26=-282/3657, 14-15=-282/3657, 13-14=-216/3003, 13-27=-216/3003, 12-27=-216/3003, 11-12=-216/3003, 10-11=-284/3691, 10-28=-284/3691, 28-29=-284/3691, 9-29=-284/3691, 9-30=-284/3691, 8-30=-284/3691 WEBS • 2-16=-7/288, 2-14=-679/112, 7-9=0/302, 7-11=-706/115, 3-14=0/590, 6-11=0/597, 3-6=-2162/180 • NOTES-(13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=29ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 120.0lb AC unit load placed on the bottom chord, 14-4-12 from left end, supported at two oints, 5-0-0 a art. 5-0-0 4-1-14 6-6-6 14:0-1-8,0-1-8 DEFL. in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.33 9-11 >999 360 MT20 220/195 Vert(TL) -0.75 11 >460 240 Horz(TL) 0.19 8 n/a n/a Wind(LL) 0.17 11 >999 240 Weight: 130 lb FT= 20% 4) Provide adequate drainage to prevent water ponding. 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) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Girder carries tie-in spans of 3-0-0 from front girder and 5-0-0 from back girder. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 250 lb down and 66 lb up at 15-8-1, and 250 lb down and 66 lb up at 13-1-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-68, 5-8=-68, 17-20=-20 Concentrated Loads (lb) Vert: 4=-193 5=-193 13=-60 12=-60 Trapezoidal Loads (plf) Vert: 4=-85-to-23=-136, 23=-136-to-5=-85 • 0 russ M27099 GOLDEN SURF PLA~) BA4A russ ype California M27099 GOLDEN SURF PLAN 2 C.F Job Reference o tional 8.020sAug 12016MiTeklndustries,lnc. WedNov2909:15:042017 Page1 ID:SMOt26TpJJNY9pd?peEeL ?ySp3O-zLnSBxlHxuHZ7oinDSolh1 Q_6ARazPxWNtpl9LyEMu California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 6-4-14 6-4-14 12-2-12 5-9-14 &3-2-Q 15-2-5 116-6-121 22-4-10 28-10-8 28-r-o 11-10 1-11-15 1-4-7 5-9-14 6-5-14 0-8 • • Scale: 1/4"=1 Camber= 1/2 i 10 0 24 • 16 2x4 11 25 15 14 13 3x4 II 26 3x4 II 12 11 10 27 9 28 5x8 WB= 3x4 II 3x4 II 5x8 WB= 2x4 11 4x6= 4x6= 3x4 = 3x4 = • 6-4-14 10-6-12 11-10-1¥13-2-61 6-4-14 4-1-14 1-4-0 1-3-10 Plate Offsets X, --1:0-0-0 0-0-14 LOADING (psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 TCDL 14.0 Lumber DOL 1.25 BC 0.92 BCLL 0.0 * Rep Stress Iner NO WB 0.88 BCDL 10.0 Code IBC2012/TPl2007 Matrix-MSH • LUMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/STD G *Except* W4: 2x6 OF No.2 G OTHERS 2x4 OF No.2 G BRACING- TOPCHORD Structural wood sheathing directly applied or 2-6-11 oc pur1ins, except • 0-0-0 oc pur1ins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 1569/Mechanical 8 1571/Mechanical • Max Horz 1 -59(LC 6) Max Uplift 1 -129(LC 8) 8 -129(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3903/351, 2-3=-3399/322, 3-4=-1060/223, 4-23=-966/202, • 5-23=-966/202, 5-6=-1058/224, 6-7=-3403/322, 7-8=-3929/353 BOT CHORD 1-24=-276/3636, 16-24=-276/3636, 16-25=-276/3636, 15-25=-276/3636, 14-15=-276/3636, 13-14=-209/2980, 13-26=-209/2980, 12-26=-209/2980, 11-12=-209/2980, 10-11=-277/3662, 10-27=-277/3662, 9-27=-277/3662, 9-28=-277 /3662, 8-28=-277 /3662 WEBS 2-16=-6/300, 2-14=-683/113, 7-9=0/310, 7-11=-704/115, • 3-14=0/591, 6-11=0/597, 3-6=-2185/169 NOTES-(13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 O; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=29ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 120.0lb AC unit load placed on the bottom chord, 14-4-12 from left end, supported at two points, 5-0-0 apart. • 4) Provide adequate drainage to prevent water ponding. 16-10-12 118-2-121 22-4-10 28-10-8 28-r-o 3-8-6 1-4-0 4-1-14 6-5-14 0-8 14:0-1-8 0-1-8 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.32 9-11 >999 360 MT20 220/195 Vert(TL) -0.74 11 >466 240 Horz(TL) 0.18 8 n/a n/a Wind(LL) 0.17 14 >999 240 Weight: 129 lb FT= 20% 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent witll any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all ar~s where a rectangle 3-6-0 tal! 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) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Girder carries tie-in spans of 3-0-0 from front girder and 5-0-0 from back girder. 11) Graphical purl in representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 250 lb down and 66 lb up at 15-5-15, and 250 lb down and 66 lb up at 13-3-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-68, 5-8=-68, 17-20=-20 Concentrated Loads (lb) Vert: 4=-193 5=-193 13=-60 12=-60 Trapezoidal Loads (plf) Vert: 4=-85-to-23=-136, 23=-136-to-5=-85 • 0 russ • M27099 GOLDEN SURF PLA~) BA05 Cal[omia TrusFrame LLC., Perris, CA. 92570, JEREMY L. 6-4-2 6-4-2 russ ype Common 12-4-12 6-0-10 14-4-12 2-0-0 y M27099 GOLDEN SURF PLAN 2 C.F Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Nov 29 09:15:05 2017 Page 1 ID:SMot26TpJJNY9pd?peEeL?ySp3O-RYLqOHmviCPQlyH_n9JXEEzAtanTitSgcXYlhnyEMu 16-4-12 22-5-6 28-10-8 28-i1-0 2-0-0 6-0-10 6-5-2 0--8 Scale = 1 :46. Camber= 9/16 i 3x4= • 7 1: • 20 13 12 11 3x4 11 21 3x4 11 10 9 8 22 4x6= 3x4 II 3x4 11 4x6= 4x6= 4x6= 4x6= 4x6= 9-3-0 11-10-12 16-10-12. 19-6-8 28-10-8 2a-i 1-0 • 9-3-0 --5-0-0 2-7-12 9-4-0 0--8 Plate Offsets X --1 :0-0-0 0-1-2 LOADING(psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 • Rep Stress Iner YES BCDL 10.0 Code IBC2012/TPl2007 • LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G *Except• W3: 2x6 DF No.2 G BRACING- TOPCHORD Structural wood sheathing directly applied or 2-6-7 oc purlins. BOT CHORD • Rigid ceiling directly applied or 2-2-0 oc bracing. 5:0-2-12 0-2-0 CSI. TC 0.74 BC 0.94 111.'S 0.80 Matrix-MSH MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 7 Max Horz 1 • Max Uplift 1 7 1329/Mechanical 1332/Mechanical -64(LC 8) -46(LC 10) -47(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3229/127, 2-3=-2835/61, 5-6=-2844/61, 6-7=-3246/128 BOT CHORD 1-20=-66/3002, 13-20=-66/3002. 12-13=0/2240, 11-12=0/2240, • 11-21=0/2240, 10-21=0/2240, 9-10=0/2240, 8-9=0/2240, 8-22=-67/3020, 7-22=-67/3020 WEBS 5-8=0/774, 6-8=-572/171, 3-13=0/765, 2-13=-565/171, 3-5=-2250/1 89 NOTES-(9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=29ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; • MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) 120.0lb AC unit load placed on the bottom chord, 14-4-12 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any • other members. 6 A plate rating reduction of 20% has been applied for the green lumber members. DEFL. in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.40 13-16 >857 360 MT20 220/195 Vert(TL) -0.80 8-13 >431 240 Horz(TL) 0.15 7 n/a n/a Wind(LL) 0.14 8-13 >999 240 Weight: 119 lb FT= 20% 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard • 0 russ M27099 GOLDEN SURF PLA-) BASA russ ype Common y M27099 GOLDEN SURF PLAN 2 C.F Job Reference o tional California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 7-0-3 8.020 s Aug 1 2016 Milek Industries, Inc. Wed Nov 29 09:15:06 2017 Page 1 ID:SM0126TpJJNY9pd?peEeL?ySp3O-vkuCcdmXTWXHM6sALsqmnRWOX_8cRLMprBlsDEyEMu 7-0-3 • • • 19 4x6= • Plate Offsets X Y -- LOADING (psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber POL 1.25 BCLL 0.0 * Rep Stress I ncr YES BCDL 10.0 Code IBC2012/TPl2007 • LUMBER- 12-4-12 14-4-12 16-4-12 21-9-6 28-11-0 5-4-10 2-0-0 2-0-0 5-4-10 7-1-11 3x4= 12 11 6x8= 10 3x4 II 20 3x4 ii 9 3x4 11 3x4 11 I 11-10-12 I 16-10-12 19-0-8 --12 5-0-0 2-1-12 11:0-3-12,0-0-0 11 :0-0-0 0-1-12 CSI. DEFL. in (loc) TC 0.55 Vert(LL) -0.46 12-15 BC 0.89 Vert(TL) -0.91 8-18 WB 0.76 Horz(TL) 0.14 7 Matrix-MSH Wind(LL) 0.12 8-12 8 5x8= 1/defl >752 >381 n/a >999 Ud 360 240 n/a 240 21 28-11-0 9-10-8 PLATES MT20 Weight: 119 lb Scale = 1 :46. Camber= 7/16 i 4x6= GRIP 220/195 FT= 20% TOP CHORD 2x4 PF No.2 G BOT CHORD 2x4 PF No.2 G WEBS 2x4 PF Stud/STD G *Except* W3: 2x6 DF No.2 G 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. BRACING- TOPCHORD Structural wood sheathing directly applied or 3-0-3 oc purlins. BOT CHORD • Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 7 Max Horz 1 • ~axUplift 7 = 1328/Mechanical 1337 /Mechanical -64(LC 8) -46(LC 10) -47(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3162/123, 2-3=-2783/68, 5-6=-2777/67, 6-7=-3171/125 BOT CHORD 1-19=-55/2933, 12-19=-55/2933, 11-12=0/2241, 10-11=0/2241, • 10-20=0/2241, 9-20=0/2241, 8-9=0/2241, 8-21 =-56/2943, 7-21 =-56/2943 WEBS 5-8=0/736, 6-8=-566/163, 3-12=0/734, 2-12=-556/163, 3-5=-2131/141 NOTES-(9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=29ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; • MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) 120.0lb AC unitload placed on the bottom chord, 14-4-12 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 1 o.o psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any • other members. 6) A late rating reduction of 20% has been a lied for the green lumber members. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at al! mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard • 0 russ M27099 GOLDEN SURF PLA~) BA06 russ ype COMMON y M27099 GOLDEN SURF PLAN 2 C.F Job Reference o tional 8.020 s Aug_ 1 2016 MiTek Industries, Inc. Wed Nov 29 09:15:07 2017 Page 1 ID:s5Tuoq3KNsBGLPyXt89XmPyU8CP-NwSapznAEpf7 _FRMuaL? Jf2WJOWI/I/Ancy3r1 PlgyEMu California TrusFrame LLC., Perrs, CA. 92570, JEREMY L. 6-1-3 6-1-3 12-4-12 6-3-8 14-4-12 I 16-4-12 22-5-7 29-2-0 r,D-2-S 2;0-0 2-0-0 6-0-12 6-8-9 1-0-0 • Scale: 1/4"=1 Camber= 9/16 i 3x4= 4 • 1 3 • 3x4 = 4x6= 4x6 = 3x6= 4x6= 4x6= -0,J-0 9-7-13 I 11-10-12 16-10-12 18-11-6 29-2-0 e >---=-_o_-_'f-~o----~--------9_-7_-~13 ______ ~~------~2~-2~-1~5 ________ ~5~-o--o~------~2-~o_-1_0 __________________ 10-~2-_1~0 ____________________ _, Plate Offsets X Y --1:0-0-0 0-1-2 13:0-1-8,0-1-8 LOADING (psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 • Rep Stress Iner YES BCDL 10.0 Code IBC2015/TPl2014 • LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/STD G *Except* W3: 2x6 OF No.2 G BRACING- TOPCHORD Structural wood sheathing directly applied or 2-6-7 oc purlins. BOT CHORD CSI. TC 0.74 BC 0.71 WB 0.82 Matrix-MSH • Rigid ceiling directly applied or 10-0-0 oc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 7 Max Horz 1 • ~axUplift 7 1343/Mechanical 1415/0-3-8 (min. 0-1-8) -72(LC 8) -46(LC 10) -88(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3282/142. 2-3=-2827/55, 5-6=-2876/57, 6-7=-3382/137 BOT CHORD 1-20=-60/3056, 13-20=-60/3056, 12-13=0/2308, 11-12=0/2308, • 11-21=0/2308, 10-21=0/2308, 9-10=0/2308, 9-22=-52/3177, 7-22=-52/3177, 7 -23=0/1129 WEBS 5-9=0/771 , 6-9=-704/173, 3-13=0/699, 2-13=-614/183, 3-5=-2310/192 NOTES-(9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=29ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; • MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) 120.0lb AC unit load placed on the bottom chord, 14-5-12 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any • other members. 6 A late rating reduction of 20% has been a lied for the green lumber members. DEFL. in Vert(LL) -0.48 Vert(CT) -1.07 Horz(CT) 0.14 Wind(LL) 0.13 (loc) I/defl 9-19 >722 9-19 >326 7 n/a 9-19 >999 Ud 360 240 r./a 240 PLATES GRIP MT20 220/195 Weight 122 lb FT = 20% 7) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid pane!s and at all p:rnel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard • 0 russ y M27099 GOLDEN SURF PLAN 2 C.F M27099 GOLDEN SURF PLA~) BAO? Job Reference o tional California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Nov 29 09:15:09 2017 Page 1 ID:s5Tuoq3KNsBGLPyXt89XmPyU8CP-KJaLEfpQIRvrDZalO?OTO48pwBBLem6FX9WWqYyEMu 13-7-3 15-7-4 6-7-7 6-7-7 13-0-8 6-5-1 13ffj 15-2-5 115l~-o 0--1 1-7-20.!4- 22-2-1 6-5-1 29-2-0 6-11-15 0-4-15 0-1-12 Scale = 1 :49. • 4x8 -- • I l ~ 12 • 2x4 II 5x8 = 3x4 II 3x4 = 4x8= 6-7-7 6-7-7 ~3-0-~ 15-9-0 -1-1 2-8-8 -0,1-0 e 0-f-o Plate Offsets X --1 :0-0-0,0-0-14 11 :0-1-4 0-2-0 LOADING(psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 • Rep Stress Iner NO BCDL 10.0 Code IBC2015/TPl2014 • LUMBER- TOP CHORD 2x4 DF No.1 &Btr G *Except• T2: 2x4 DF No.2 G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/STD G *Except• W4: 2x6 DF No.2 G BRACING- TOPCHORD Structural wood sheathing directly applied, except • 0-0-0 oc purlins (2-11-1 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. CSI. TC 0.93 BC 0.75 WB 0.50 Matrix-MSH MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS. 1 6 • ~ax Horz Max Uplift 1 6 Max Grav 1 6 (lb/size) 1712/Mechanical 1791/0-3-8 (min. 0-1-15) -67(LC 6) -172(LC 8) -222(LC 8) 1718(LC 15) 1791(LC 1) • FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4400/475, 2-3=-3899/453, 3-19=-3484/476, 19-20=-3484/476, 20-21 =-3484/476, 4-21 =-3484/476, 4-5=-3916/457, 5-6=-4585/492 BOT CHORD 1-22=-365/4114, 12-22=-365/4114, 12-23=-365/4114, 11-23=-365/4114, 11-24=-291/3482, 10-24=-291/3482, 10-25=-291/3482, 25-26=-291/3482, 26-27=-291/3482, 9-27=-291 /3482, 9-28=-382/4315, 8-28=-382/4315, • 8-29=-382/4315, 6-29=-382/4315, 6-30=-92/1474 WEBS 2-12=0/316, 2-11 =-750/110, 5-9=-938/125, 5-8=0/385, 3-11 =0/550, 4-9=0/577 NOTES-(13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=29ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; • MWFRS (directional); cantilever left and right exposed; end vertical left and right ex osed; Lumber DOL=1.33 plate gri DOL=1.33 Camber= 7/16 i 30 3x4 11 5x8= 2x4 11 3x10 = 16-10-1,2 22-2-1 29-2-0 9-1-12' 5-3-5 • 6-11-15 DEFL. in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.28 8-9 >999 360 MT20 220/195 Vert(CT) -0.72 8-9 >485 240 Horz(CT) 0.19 6 n/a n/a Wind(LL) 0.19 9 >999 240 Weight: 128 lb FT= 20% 3) 120.0lbAC unit load placed on the bottom chord, 14-4-12 from left end, supported at two points, 5-0-0 apart 4) Provide adequate drainage to prevent water ponding. 5) This truss has beer1:°designed for a 1 o.o 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, with BCDL = 1 O.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Girder carries tie-in spans of 4-0-0 from front girder and 6-0-0 from back girder. 11) Graphical purl in representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 402 lb down and 107 lb up at 15-3-5, and 402 lb down and 107 lb up at 13-8-3 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-19=-68, 4-21=-68, 4-7=-68 Concentrated Loads (lb) Vert: 11=-60 19=-310 21 =-310 27=-60 Trapezoidal Loads (plf) Vert: 19=-102-to-20=-170, 20=-170-to-21 • 0 russ M27099 GOLDEN SURF PLA~) BA08 y M27099 GOLDEN SURF PLAN 2 C.F Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Nov 29 09:15:1 O 2017 Page 1 ID:s5Tuoq3KNsBGLPyXt89XmPyUBCP-oV8jS_p2Wk2irj9xaivixHgz3bThNCtPmpG3M?yEMu California TrusFrame LLC., Penis, CA. 92570, JEREMY L. 5--6-11 5-6-11 11-0-8 5-5-13 1i-7t3 0-6-1 17-2-5 17.-9,0 23-2-13 29-2-0 130-5-01 5-7-2 0-6-11 5-5-13 5-11-3 1-3-0 Scale = 1 :49. • Camber.= 1/2 i • • -0f0 5-6-11 11-0-8 1d-10-f 16-10-11 rs-~ 23-2-13 29-2-0 • 0--0 5-6-11 5-5-13 Plate Offsets X Y --1:0-0-0 0-1-2 LOADING (psi) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Iner YES BCDL 10.0 Code IBC2015/TPl2014 • LUMBER- TOP CHORD 2x4 DF No.1 &Bir G *Except* T3: 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G *Except* W4: 2x6 DF No.2 G BRACING- TOPCHORD -10- 11:0-2-4,0-1-8 CSI. TC 0.97 BC 1.00 WB 0.53 Matrix-MSH Structural wood sheathing directly applied or 1-4-12 oc pur1ins, except • 0-0-0 oc pur1ins (3-4-0 max.): 3-5. Except: 3-4-0 oc bracing: 3-5 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 1415/Mechanical 1503/0-3-8 (min. 0-1-10) • 8 Max Herz 1 Max Uplift 1 8 -70(LC 8) -142(LC 10) -191(LC 10) 5-0-0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3483/1050, 2-3=-297 4/1213, 3-23=-2780/1329, • 23-24=-2780/1329, 24-25=-2780/1329, 5-25=-2780/1329, 5-7=-2980/1215, 7-8=-3690/1089 BOT CHORD 1-26=-902/3240, 16-26=-902/3240, 16-27=-902/3240, 15-27=-902/3240, 14-15=-1033/2780, 13-14=-1 033/2780, 13-28=-1033/2780, 12-28=-1033/2780, 11-12=-1033/2780, 11-29=-942/3452, 10-29=-942/3452, 10-30=-942/3452, 8-30=-942/3452, 8-31=-236/1113 WEBS • 2-16=-19/331, 2-15=-697/48, 3-15=0/468, 5-11=0/491, 7-11=-894/57, 7-10=0/388 NOTES-(11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=29ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions • shown; Lumber DOL=1.33 plate grip DOL=1.33 -10-5-5-13 5-11-3 DEFL. in (lac) I/deft Ud PLATES GRIP Vert(LL) -0.47 10-11 >751 360 MT20 220/195 Vert(CT) -0.94 10-11 >371 240 Horz(CT) 0.18 8 n/a n/a Wind(LL) 0.19 11 >999 240 Weight: 129 lb FT= 20% 3) 120.0lb AC unitload placed on the bottom chord, 14-4-12 from left end, supported at two points, 5-0-0 apart. • 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psi bottom:Z:hord !ive 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) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. LOAD CASE(S) Standard • • • 0 russ M27099 GOLDEN SURF PLA-) BA09 Cal~omia TrusFrame LLC., Perris, CA. 92570, JEREMY L. -01-o 0--0 4-6-10 4-6-10 9-7-3 26 9-0-8 4-5-14 14-4-12 4-9-9 27 y M27099 GOLDEN.SURF PLAN 2 C.F Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Nov 29 09:15:11 2017 P~e 1 ID:s5Tuoq3KNsBGLPyXt89XmPyU8CP-Ghi5fKqgH2AZTtk77QQxUVD8P?pE6eWY _ T?duRyEMu 1 s-2-5 1 r,:s,o 24-2-14 2s-2-o r.0-2-~ 4-9-9 0-6-11 4-5-14 4-11-2 1-0-0 Scale= 1 :49. Camber= 9/16 i 9-11-11 28 29 4x6 = 4x8= • 3x10 MT18HS= 2x4 11 4x8= 30 4x6 = -OlO 9-0-8 14-4-12 • 0--0 9-0-8 -4-4 Plate Offsets X --1 :0-0-0 0-0-14 12:0-2-8 0-2-0 LOADING(psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 TCDL 14.0 Lumber DOL 1.25 BC 0.98 BCLL 0.0 • Rep Stress I ncr NO WB 0.64 BCDL 10.0 Code IBC2015/TPl2014 Matrix-MSH • LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DI"' Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 2-8-12 oc purlins, except 0-0-0 oc purlins (2-10-5 max.): 3-5. Except: 2-10-0 oc bracing: 3-5 BOT CHORD • Rigid ceiling directly applied or 8-5-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 1541/Mechanical 7 1588/0-3-8 (min. 0-1-11) Max Herz • ~ax Uplift 1 7 -48(LC 6) -198(LC 8) -234(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3877/581, 2-3=-3507/522, 3-19=-3288/512, 19-20=-3293/512, 20-21 =-3295/512, 4-21 =-3299/511, • 4-22=-3336/515, 22-23=-3330/516, 23-24=-3329/516, 24-25=-3328/517, 5-25=-3325/516, 5-6=-3559/527, 6-7=-4038/599 BOT CHORD 1-26=-482/3620, 12-26=-482/3620, 12-27=-534/4029, 11-27=-534/4029, 10-11 =-534/4029, 10-28=-534/4029, 9-28=-534/4029, 9-29=-501/3810, 7-29=-501/3810, 7-30=-129/1235 WEBS 2-12=-358/105, 3-12=-22/666, 4-12=-956/176, 4-10=0/324, • 4-9=-924/176, 5-9=-27/728, 6-9=-512/121 NOTES-(14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=29ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. • 4) All plates are MT20 plates unless otherwise indicated. 19-9-0 29-2-0 5-4-4 9-5-0 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.37 9-18 >958 360 MT20 220/195 Vert(Cl) -0.94 9-18 >374 240 MT18HS 220/195 Horz(Cl) 0.23 7 n/a n/a Wind(LL) 0.24 10 >999 240 Weight: 123 lb FT= 20% 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) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Girder carries tie-in spans of 2-0-0 from front girder and 4-0-0 from back girder. 11) Graphical purlin representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 135 lb down and 43 lb up at 19-3-5, and 135 lb down and 43 lb up at 9-8-3 on top chord. The design/selection of such connection device(s) is the responsibility of others . 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-2=-68, 2-3=-75(F=-7), 3-19=-75(F=-7), 21-22:::.=-~ati::;gj!~ 5-8=-68, 13-16=-20 • Concentrated Loads (lb) Vert: 19=-99 25=-99 Trapezoidal Loads (plf) Vert: 19=-75(F=-7)-to-21=-109(F=-7), 22=--llit~a!i'il' 24=-75-to-25=-68 • rJaor------,Truruis:ss.-----------rr;ruwsocs;-r;;y;:;;pe.,-------------,,..,:,;-;--....,r.;y----,,M"'2"'7;,;09"'9'G"'O"LD""E""'N'"'S""'"U"'R"'F""P~LA~N'"'2~C~.F~---------- • • M27099 GOLDEN SURF PLA-) BA10 California TrusFrame LLC., Perrs, CA. 92570, JEREMY L. 3-6-13 3-6-13 7-7-3 27 4x6= 2x4 II 7-0-8 3-5-11 28 16 3x4= 11-10-9 4-3-6 2x4 11 2915 3x10 MT18HS= 3x10= 3-6-13 . 7-0-8 11-10-9 LOADING (psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress I ncr NO BCDL 10.0 Code IBC2012/TPl2007 cs,. TC 0.83 BC 0.97 WB 0.47 Matrix-MSH • LUMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 4-3-3 oc purl ins, except 0-0-0 oc purlins (3-6-11 max.): 3-6. Except: 3-7-0 oc bracing: 3-6 • BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 2783/Mechanical 8 2900/0-3-8 (min. 0-1-10) Max Horz 1 -43(LC 6) Max Uplift • 1 -370(LC 8) 8 -411(LC 8) Max Grav 1 2961(LC 15) 8 3063(LC 15) 2 Job Reference o tional 8.020s Aug 12016 MiTeklndustries, Inc. Wed Nov2909:15:132017 Pag_e 1 ID:SMot26TpJJNY9pd?peEeL ?ySp3O-C4ps40swpfQHiAuWFrSPZwlXWoVxaaYrSnUkyKyEMt 16-10-15 I 21-2-5 2/-9,o 25-2-11 I 29-2-0 r,0-2-~ 5-0-6 4-3-6 0-6-11 • 3-5-11 3-11-5 1-0-0 30 3x8= 13 2x4 11 12 31 6x10 MT18HS= 3x8 = 7-11-11 10 2x4 11 32 Scale = 1 :49 . Camber= 3/4 i 33 4x6= 16-10-15 21-9-0 25-2-11 29-2-0 5-0-6 4-10-1 3-5-11 3-11-5 DEFL. in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.30 13-14 >999 360 MT20 220/195 Vert(TL) -1.02 13-14 >342 240 MT18HS 220/195 Horz(TL) 0.23 8 n/a n/a Wind(LL) 0.32 13-14 >999 240 Weight: 255 lb FT= 20% 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been RfOvided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. ::- 4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=29ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 12) Girder carries hip end with 7-5-0 right side setback, 7-2-4 left side setback, and 7-5-0 end setback. 13) Graphical purl in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 1-2=-7461/1031, 2-3=-8147/1269, 3-4=-9913/1551, 4-24=-9913/1551, 24-25=-9913/1551, 5-25=-9913/1551, • 5-26=-7463/1182, 6-26=-7455/1186, 6-7=-7856/1234, 7-8=-7578/1049 BOT CHORD 1-27=-921/7009, 17-27=-921/7009, 17-28=-921/7009, 16-28=-921/7009, 16-29=-1147/7833, 15-29=-1147/7833, 14-15=-1147/7833, 14-30=-1457/9927, 13-30=-1457/9927, 12-13=-1457/9927, 11-12=-1457/9927, 11-31=-931/7108, 10-31=-931/7108, 10-32=-931/7108, 8-32=-931/7108, 8-33=-665/5615 • WiEBS 2-16=-266/937, 3-14=-344/2370, 4-14=-848/305 5-14=-252/230 5-13=0/457, 5-11=-2779/421, 6-11 =-28/1409, 1'.11=-209/442 ' • NOTES-(15) 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc . 14) Hanger(s) or other connection device(s) shall be pro • concentrated load(s) 658 lb down and 210 lb up at.· Ofi up at 7-2-4 on top chord. The design/selection o . - responsibility of others. ' t{f. ~\rf'i:. LOAD CASE(S) }j.'1f • •• Standard .ca, • • · •, ., . ~ 1) Dead + Roof Live (balanced): Lumber Inc Uniform Loads (plf) Vert: 1-3=-68, 3-6=-158, 6-9=-68, 18-21=-4 Concentrated Loads (lb) Vert: 3=-482 6=-482 Ort d 210 lb e • 0 russ russ ype CALIFORNIA GIRDER M27099 GOLDEN SURF PLAN 2 C.F • • • M27099 GOLDEN SURF PLA~) BB01 3 Job Reference o tional California TrusFrame LLC., Penis, CA. 92570, JEREMY l. 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Nov 29 09:15:14 2017 Pag_e 1 ID:s5Tuoq3KNsBGLPyXl89XmPyU8CP-gGNEHMsZazY8KKTipY _e57rmxCr7 J_R_gREHUmyEMI 4-1-8 6-7-13 9-2-2 11-7-13 14-6-4 4-1-8 2-6-5 2-6-5 2-5-11 2-10-7 17-0-13 I 19-7-6 I 22-1-15 I 24-8-8 I 28-10-0 130-1-01 I 2-6-9 2-6-9 2-6-9 2-6-9 4-1-8 1-3-o Scale = 1 :49. Camber.= 1/4 i DL=830# 4-1-8 4.oo fT2 I 4-1-8 • I ~~ ~n 2x4 II 4x8 = 2x4 II 5x16 = 3x4 = 2x4 II 3x10 = 2x4 II ~ 4.A~ 3 4 5 6 7 8 9 10 1 ~~ ~I 24 25 26 23 27 22 28 29 21 30 20 31 1918 32 17 33 34 16 35 15 36 14 37 3x4 = 4x6= 3x6 II 3x10 = 2x4 II 5x12 = 6x12 = 4x12 = 2x4 II 3x8 = 2x4 II 3x4 = 14-6-4 • I 4-1-8 I 2-6-5 I 2-6-5 2-5-11 1 2-10-7 1 2-6-9 2-6-9 2-6-9 2-6-9 4-1-8 Plate Offsets (X,Y}--[1:0-3-6,0-0-1), [2:0-4-0,0-1-12), [4:0-4-0,0-1-8), [9:0-4-0,0-1-8), [12:0-2-10,Edge), [17:0-5-4,0-1-8), [18:0-1-12,0-0-0), [19:0-5-8,0-1-8), [19:0-0-0,0-2-12), 20:0-3-4,0-2-0, 22:0-2-4,0-1-8, 23:0-4-8,0-1-8 4-1-8 6-7-13 s-2-2 I 11-7-13 . 14-6-4 . 17-0-13 I 19-7-6 I 22-1-15 I 24-8-8 i 28-10-0 I LOADING(psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 TCDL 14.0 Lumber DOL 1.25 BC 0.91 BCLL 0.0 • Rep Stress Iner NO WB 0.69 BCDL 10.0 Code IBC2015/TPl2014 Matrix-R • LUMBER- • TOP CHORD 2x4 OF No.2 G BOT CHORD 2x6 OF No.2 G WEBS 2x4 OF Stud/STD G *Except* W7,W6: 2x4 OF No.2 G BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purl ins, except 0-0-0 oc purlins (6-0-0 max.): 2-11. Except: 6-0-0 oc bracing: 2-11 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 18-20, 17-18. REACTIONS. 1 12 (lb/size) • 18 Max Herz 1 3775/0-3-8 (min. 0-1-8) 1627/0-3-8 (min. 0-1-8) 11658/0-3-8 (req. 0-4-2) Max Grav 1 12 18 82(LC 6) 3779(LC 9) 1631(LC 10) 11658(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD • 1-2=-11092/0, 11-12=-4598/0, 2-3=-10524/0, 3-4=-10524/0, 4-5=0/1917, 5-6=0/1917, 6-7=0/3468, 7-8=0/3468, 8-9=0/3468, 9-10=-6014/0, 10-11=-6014/0 BOT CHORD 1-24=0/10630, 24-25=0/10630, 25-26=0/10630, 23-26=0/10630, 23-27=0/10129, 22-27=0/10129, 22-28=0/6651, 28-29=0/6651, 21-29=0/6651, 21-30=0/6651, 20-30=0/6651, 20-31=-12837/0, 19-31=-12837/0, 18-19=-12837/0, 18-32=-12837/0, 17-32=-12837/0, 17-33=0/4198, 33-34=0/4198, 16-34=0/4198, • 16-35=0/4198, 15-35=0/4198, 15-36=0/4363, 14-36=0/4363, 14-37=0/4383, 12-37=0/4383 WEBS 6-18=-8324/0, 11-14=0/484, 4-21 =0/1767, 2-22=0/497, 4-22=0/4197, 4-20=-9258/0, 6-17=0/10040, 9-16=0/2201, 9-17=-8237/0, 9-15=0/1973, 11-15=0/1807, 6-20=0/11683, 2-23=0/2733 • Continued on a e 2 DEFL. in (lac) I/defl Ud PLATES GRIP Vert(ll) -0.11 22 >999 360 MT20 220/195 Vert(CT) -0.36 22 >469 240 Horz(CT) 0.04 12 n/a n/a Weight: 419 lb FT= 20% NOTES-(14) 1) 3-ply truss to be connected together with 1 0d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-croc. Bottom chords connected as follows: 2x6 -3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 -1 row at 0-7 -0 oc, Except member 14-11 2x4 -1 row at 0-9-0 oc, member 4-21 2x4 -1 row at 0-9-0 oc, member 2-22 2x4 -1 row at 0-9-0 oc, member 4-22 2x4 -1 row at 0-9-0 oc, member 4-20 2x4 -1 row at 0-9-0 oc, member 6-17 2x4 -1 row at 0-9-0 oc, member 9-16 2x4 -1 row at 0-9-0 oc, member 9-17 2x4 - 1 row at 0-9-0 oc, member 9-15 2x4 -1 row at 0-9-0 oc, member 11-15 2x4 -1 row at 0-9-0 oc, member 3-22 2x4 -1 row at 0-9-0 oc, member 5-20 2x4 -1 row at 0-9-0 oc, member 8-17 2x4 -1 row at 0-9-0 oc, member 1 0-15 2x4 -1 row at 0-9-0 oc, member 20-6 2x4 -1 row at 0-9-0 oc, member 23-2 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if_ noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. . 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 gree_n lumber members. 8) WARNING: Required bearing size atjoint(s) 18 greater than input bearing size. 9) This truss is designed in accordance with the 2015 In . _ . 1ldmg Code section 2306.1 and referenced standard ANSI/TPI .1 fES&; 1 0) This truss has been designed for a moving _ , at all mid panels and at all panel points along t ~ - any other live loads. '-~. ·' 11) This truss has been designed for a total • _, ~ DOL=(1.33) Plate grip DOL=(1.33) Connect-m chord from 0-0-0 to 1-4-0 for 622. 7 plf. , •· , 12) Graphical purlin representation does not •"• the fffl:Cf:l~~~ntati !l1l purl in along the top and/or bottom chord. •,Ir . 0 -----~ .j,: 13) Hanger(s) or other connection device(s) sh . rov1ded ~uffic1ent soi concentrated load(s) 2783 lb down at 2-11-8, 2 ~ ~8- down at 7-1-8, and 563 lb down at 25-2-4 on bo · .-• - such connection device(s) is the responsibility of oth LOAD CASE(S) Standard 1) Dead + Roof live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-2=-68, 11-13=-68, 1-27=-20, 27-34=-585(F=-565), 12-34=-20, 2-11 =-68 Concentrated Loads (lb) • n-::,0.,..------------,-,.-;:;-ru;-;::s"""s ------,.,..ru=ss;---r:-y;;;:pe,:-------------.,.,.,,,----.,....-,----..-,M"°27"'0"'99"G"'O"°L"°DEriNT1S"°U"'R,=-F,s;PLA,..,...,N"2"""C".F-----------, M27099 GOLDEN SURF PLA-) BB01 California TrusFrame LLC., Perris, CA. 92570, JEREMY L. LOAD CASE(S) Standard Concentrated Loads (lb) CALIFORNIA GIRDER .• Vert: 14=-563(F) 26=-2783(F) 28=-473(F) 35=-2721 (F) • • • • • • • • • 3 Job Reference o tional 8.020 s Au_g 1 2016 Milek Industries, Inc. Wed Nov29 09:15:14 2017 Pag_e 2 ID's5Tuoq3KNsBGLPyXt89XmPyU8CP-gGNEHMsZazY8KKTipY _e57rrnxCr7 J_R_gREHUmyEM • 0 russ M27099 GOLDEN SURF PLA~) BC01 russ ype CAL HIP California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 1-3-0 -1-3-0 I 7-5-0 7-5-0 • 7-11-11 J 4.0i~ • j "' ~1 a 19 • 3x6= 7-5-0 • 7-5-0 Plate Offsets X Y --3:0-3-0 0-0-8 LOADING (psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL C.C * Rep Stress Iner NO 8 20 2x4 11 CSL TC 0.61 BC 0.66 WB 0.10 BCDL 10.0 Code IBC2015/TPl2014 Matrix-MSH • • • LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 5-1-15 oc purlins, except 0-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2 1802/0-3-8 (min. 0-1-8) 5 1811/0-3-8 (min. 0-1-8) Max Herz 2 -40(LC 8) Max Uplift 2 -291(LC 10) 5 -297(LC 10) Max Grav 2 1959(LC 17) 5 1974(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5051/899, 3-15=-4573/845, 15-16=-4567/846, 16-17=-4567 /847, 4-17=-4562/848, 4-5=-4853/877 BOT CHORD • 2-18=-244/2086, 2-19=-772/4787, 8-19=-772/4787, 8-20=-781/4771, 20-21=-781/4771, 21-22=-781/4771, 7-22=-781/4771, 7-23=-738/4565, 5-23=-738/4565, 5-24=-248/2062 • WEBS 3-8=0/487, 3-7=-423/73, 4-7=0/544 NOTES-(14) 1) 2-ply truss to be connected together with 1 0d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc . Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. M27099 GOLDEN SURF PLAN 2 C.F 2 Job Reference o tional 8.020 s Aug 1 2016 Milek Industries, Inc. Wed Nov 29 09:15:15 2017 Page 1 ID:s5Tuoq3KNsBGLPyXt89XmPyU8CP-8TxcVitBLHg?xU2vMFVteLOvMcFG2Zv8v5_q0CyEM 9-10-13 d0-5~ 17-10-8 I 19-1-8 I 1-11-2 -6-1 7-5-0 1-3-0 7-11-11 Scale= 1:33.1 Camber= 5/16 i "' M. 23 a 3x4= 3x6= 10-5-8 17-10-8 3-0-8 7-5-0 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.12 7-14 >999 360 MT20 220/195 Vert(CT) -0.41 7-14 >528 240 Horz(CT) 0.07 5 n/a n/a Wind(LL) 0.08 8 >999 240 Weight: 131 lb FT= 20% 4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=0ft; Cat. II; Exp C; Kd 1.00; ;enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed_; end vertical left and right exposed;C-C for members and forces & M\/IJFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. . 6) This truss has been designed for a 1 o.o psf bottom chord hve load nonconcurrent with any other live loads. . 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) Girder carries hip end with 7-11-11 end setback. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 823 lb down and 287 lb up at 10-5-8, and 823 lb down and 287 lb up at 7-6-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrea~ Uniform Loads (plf) Vert: 1-3=-68, 3-15=-68, 15-17=-165, 4-17= Concentrated Loads (lb) Vert: 3=-585 4=-585 2) All loads are considered equally applied to all plies, except if noted as front ~F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design . • L_ ____________________________ ~ M27099 GOLDEN SURF PLA~) BC02 California TrusFrame LLC., Perris, CA. 92570, JEREMY L. I -1-3-0 I 5-0-13 6-7-3 8-11-4 1-3-0 5-0-13 1-6-6 2-4-1 • • "' ~1 0 • 3x6= 8-11-4 2-4-1 LOADING(psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 TCDL 14.0 Lumber DOL 1.25 BC 0.69 BCLL 0.0 • Rep Stress Iner YES WB 0.24 BCDL 10.0 Code IBC2015/TPl2014 Matrix-MSH • LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G _ BRACING- -TOPCHORD Structural wood sheathing directly applied or 4-4-2 oc purl ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 875/0-3-8 (min. 0-1-8) 6 875/0-3-8 (min. 0-1-8) Max Herz 2 Max Uplift • 2 6 -43(LC 8) -114(LC 10) -114(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1768/181, 3-4=-1327/113, 4-5=-1327/113, 5-6=-1768/181 BOT CHORD 2-15=0/552, 2-16=-99/1655, 8-16=-99/1655, 8-17=-99/1655, 6-17=-99/1655, 6-18=0/552 • WEBS 4-8=0/612, 3-8=-498/119, 5-8=-498/119 NOTES-(8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 • 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) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at • all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Nov 29 09:15:16 2017 Pag_e 1 ID:s5Tuoq3KNsBGLPyXl89XmPyU8.CP-dN_i2up6aosZed5wz06BYw8y0bwn_xH8IjOZeyEMI 11-3-5 12-9-11 17-10-8 19-1-8 I 2-4-1 1-6-6 5-0-13 1-3-0 4x6= 4 11-3-5 2-4-1 DEFL. in Vert(LL) -0.31 Vert(Cl) -0.57 Horz(Cl) 0.06 Wind(LL) 0.05 LOAD CASE(S) Standard (Ice) 8-11 8-14 6 8-14 17-10-8 6-7-3 I/defl Ud >697 360 >374 240 n/a n/a >999 240 PLATES MT20 Weight: 68 lb Scale: 3/8"=1 Camber = 1/4 i 3x6= GRIP 220/195 FT= 20% •. rr;:;o,:;---------,"T;;-ru;;;s•s--------,.r;ru;,s;;.s;-TCy;;;pe;;-----------77'...,-"TClr..y----,;Mr,2,;s7"'09""9"G"'O;;-L;s;DE°'N"'S"'U"RHCf'cp;;-LA"N"'2"C,S-.FF--------------, M27099 GOLDEN SURF PLA~) BC03 COMMON Job Reference o tional California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 5-0-13 8.020sAug 12016MiTeklndustries,lnc. WedNov2909:15:172017 Page1 ID:s5Tuoq3KNsBGLPyXt89XmPyU8CP-5r3MwOvRtuwjBoCHUgXLjmT JTQx5WR8RNPTx55yEMt • • 5-0-13 DL=2000 # 14 4x6= 6-7-3 8-11-4 1-6-6 2-4-1 4x6= 3 4x8= 11-3-5 12-9-11 17-10-8 19-1-8 I 2-4-1 1-6-6 5-0-13 1-3-0 18 4x6= Scale = 1 :30. Camber=. 1/4 i • 1===========6=-7=-=3==========2=-4=-1============== 6-7-3 8-11-4 11-3-5 17-10-8 2-4-1 6-7-3 • • LOADING (psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Iner YES BCDL 10.0 Code IBC2015/TPl2014 LUMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 4-2-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. CSI. TC 0.38 BC 0.70 WB 0.24 Matrix-MSH Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 783/0-3-8 (min. 0-1-8) 5 878/0-3-8 (min. 0-1-8) Max Uplift 1 5 -80(LC 7) -57(LC 8) • FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1859/336, 2-3=-1339/16, 3-4=-1338/14, 4-5=-1835/331 BOT CHORD 1-14=-370/863, 1-15=0/1902, 15-16=-462/1902, 7-16=-462/1902, 7-17=-442/1871, 5-17=-442/1871, 5-18=-119/617 WEBS 3-7=0/616, 2-7=-515/0, 4-7=-497/0 • NOTES-(8) 1) Unbalanced roof live loads have been considered for this design. 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) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • 6) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. • 7) This truss has been designed for a total seismic drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-0 for 1500.4 plf. LOAD CASE(S) Standard DEFL. in (Ice) 1/defl Ud PLATES GRIP Vert(LL) -0.31 7-10 >696 360 MT20 220/195 Vert(CT) -0.58 7-10 >367 240 Horz(CT) 0.06 5 n/a n/a Weight: 66 lb FT= 20% russ M27099 GOLDEN SURF PLA~) BC04 russ ype COMMON y M27099 GOLDEN SURF PLAN 2 C.F Job Reference o tional Cal~omia TrusFrame LLC., Perris, CA. 92570, JEREMY L. 5-0-13 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Nov 29 09:15:18 2017 Page 1 ID:s5Tuoq3KNsBGLPyXt89XmPyU8CP-Z2dk7jw3eC2aoymT2O2aGz?UEpHKFuLab3CUdXyEM 6-7-3 8-11-4 11-3-5 12-9-11 17-10-8 5-0-13 1-6-6 2-4-1 2-4-1 1-6-6 5-0-13 • 4x6= 3 • • 4x8 = 4x6= • 1============6=-7=-3======================:::::::::::====== 6-7-3 8-11-4 11-3-5 2-4-1 2-4-1 LOADING (psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 TCDL 14.0 Lumber DOL 1.25 BC 0.70 BCLL 0.0 • Rep Stress Iner YES WB 0.25 BCDL 10.0 Code IBC2015/TPl2014 Matrix-MSH LUMBER- • TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 4-2-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during • ~tr_us_s_e_r_ec_t_io_n~, i_n_a_cco_rd_a_n_ce_w_it_h_S_ta_b_il_iz_er_l_n_st_a_lla_ti_o_n _ui_de_. _______ ~ • REACTIONS. (lb/size) 1 787 /Mechanical 787/0-3-8 (min. 0-1-8) 5 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1804/0, 2-3=-1350/0, 3-4=-1350/0, 4-5=-1804/0 BOT CHORD 1-13=0/634, 1-14=0/1692, 6-14=0/1692, 6-15=0/1692, 5-15=0/1692, 5-16=0/634 WEBS 3-6=0/620, 2-6=-515/0, 4-6=-515/0 NOTES-(7) 1) Unbalanced roof live loads have been considered for this design. 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) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads . LOAD CASE(S) Standard DEFL. in (loc) Vert(LL) -0.31 6-9 Vert(Cl) -0.58 6-9 Horz(Cl) 0.06 5 17-10-8 6-7-3 I/defl Ud PLATES >696 360 MT20 >368 240 n/a n/a Weight: 64 lb Scale = 1 :28. Camber= 1/4 i I: 4x6 = GRIP 220/195 FT= 20% M27099 GOLDEN SURF PLA~) BC0S Job Reference o tional California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 5-0-13 8.020sAug 12016MiTeklndustries,lnc. WedNov2909:15:192017 Pag_e1 ID:s5Tuoq3KNsBGLPyXt89XmPyU8CP-1EB7L3whPVARQ5Lgb5ZpoBYf_DdZ_Lbjqiy2AzyEMI 6-7-3 8-11-4 11-3-5 12-9-11 17-10-8 5-0-13 1-6-6 2-4-1 2-4-1 1-6-6 5-0-13 • • 13 4x6= 4x6= 3 6 4x8= 8-11-4 11-3-5 • 6-7-3 6-7-3 i=====;============r==========;========== 2-4-1 2-4-1 • • LOADING (psi) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 • Rep Stress Iner YES BCDL 10.0 Code IBC2015/TPl2014 LUMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 4-2-13 oc purl ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. CSI. TC 0.38 BC 0.70 WB 0.25 Matrix-MSH Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 787/Mechanical 5 787/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1804/0, 2-3=-1350/0. 3-4=-1350/0, 4-5=-1804/0 BOT CHORD 1-13=0/634, 1-14=0/1692, 6-14=0/1692, 6-15=0/1692, 5-15=0/1692, 5-16=0/634 WEBS 3-6=0/620, 2-6=-515/0, 4-6=-515/0 NOTES-(7) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for a 1 o.o 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) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads . LOAD CASE(S) Standard DEFL. in (Ice) Vert(LL) -0.31 6-9 Vert(CT) -0.58 6-9 Horz(CT) 0.06 5 17-10-8 6-7-3 1/defl Ud PLATES >696 360 MT20 >368 240 n/a n/a Weight: 64 lb Scale = 1 :28. Camber= 1/4 i I: 4x6= GRIP 220/195 FT= 20% 0 russ M27099 GOLDEN SURF PLA-) BD01 California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 1-11-14 3-6-6 5-8-15 1-11-14 1-6-7 2-2-9 8-4-2 2-7-3 5x6= 4 M27099 GOLDEN SURF PLAN 2 C.F 2 Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Nov 29 09:15:20 2017 Page 1 ID:s5Tuoq3KNsBGLPyXt89XmPyU8CP-VQIVYPxJAplH2Fws9p42LO5iudwT~Ot3MhbiQyEM 10-11-12 13-2-2 14-8-6 16-8-4 I 17-8-4 I 2-7-10 2-2-6 1-6-4 1-11-14 1-0-0 Scale= 1 :27. Camber= 5/16 i 4x10= 3x6 11 5x6= 8x10 = 3x4= 2x4 11 3x10= ~ 1-11-14 . 3-6-6 5-8-15 10-11-12 13-2-2 14-8-6 16-8-4 .,; l-=.,....,----==--'c1-~1 .,,.1-,..,1,,,,4,---,..,....,I,--:-..,.1,:--~6--',7c-=---=--=-.,....,.==='-"'-""=-=-=---cc-=--=--cc-="'7'~C-C--C-,C'""7'--,-,~---=-==='-""-~--=--=-=--=-c-=--=---c~'7-2=--67""Cc-=""~--=~1-~6_-4~ __ ~1~-1~1~-1~4_· -------l Plate Offsets X --1:0-0-10 0-0-2 13:0-4-8 0-1-8 LOADING (psi) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 TCDL 14.0 Lumber DOL 1.25 BC 0.85 BCLL 0.0 • Rep Stress Iner NO WB 0.53 BCDL 10.0 Code IBC2015/TPl2014 Matrix-MSH • LUMBER-, ••• -TOP CHORD 2x4 OF No.2 G BOT CHORD 2x6 OF SS G WEBS 2x4 OF Stud/STD G *Except• W5: 2x4 OF No.2 G BRACING- TOPCHORD Structural wood sheathing directly applied or 2-9-14 oc purlins. BOT CHORD • Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 5843/0-3-8 (min. 0-3-2) 7 3178/0-3-8 (min. 0-1-11) Max Horz 7 Max Uplift 1 ti 7 -41(LC 6) -489(LC 8) -306(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-8650/761, 5-6=-8884/763, 6-7=-8671/719, 1-2=-13683/1158, 2-3=-11443/983, 3-4=-8648/761 BOT CHORD 1-18=-768/9319, 1-19=-1067/12960, 13-19=-1067/12960, 13-20=-1067/12960, 12-20=-1067/12960, 12-21=-874/10855, a 21-22=-874/10855, 11-22=-874/10855, 11-23=-666/8421, ~ 10-23=-666/8421, 10-24=-648/8184, 9-24=-648/8184, 9-25=-648/8184, 7-25=-648/8184, 7-26=-413/5480 WEBS 4-11=-424/5216, 3-12=-193/2612, 3-11=-3282/297, 5-10=0/283, 5-11=-415/41, 2-13=-115/1692, 2-12=-2374/216, 6-10=-119/375 NOTES-(11) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. ~ Bottom chords connected as follows: 2x6 -2 rows staggered at 0-3-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right • exposed; Lumber DOL=1.33 plate grip DOL=1.33 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.14 12 >999 360 MT20 220/195 Vert(CT) -0.47 11-12 >421 240 Horz(CT) -0.10 1 n/a n/a Wind(LL) 0.12 12 >999 240 Weight: _167 lb FT= 20% 5) This truss has been designed for a 10.0 psi 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 tal! by 2-Q;O 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) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 . 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2917 lb down and 245 lb up at 8-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 4-8=-68, 1-4=-68, 1-21=-720(F=-700), 7-21=-20 Concentrated Loads (lb) Vert: 11=-2917(F) •• 0 russ russ ype • • ., • • • M27099 GOLDEN SURF PLA~) BD02 Common Supported Gable Cal~omia TrusFrame LLC., Perris, CA. 92570, JEREMY L. -1-0-0 8-4-2 1-0-0 8-4-2 DL=900# 3x4= 27 16 28 15 29 14 Plate Offsets X LOADING (psi) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Iner YES BCDL 10.0 Code IBC2015/TPl2014 LUMBER- TOP CHORD 2x4 DF No.2 G *Except* T2: 2x6 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G _ OTHERS 2x4 DF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. CSI. TC 0.11 BC 0.16 WB 0.16 Matrix-SH 30 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 16-8-4. (lb) -Max Horz 2= 38(LC 9) Max Uplift All uplift 1 oo lb or less at joint(s) 2, 8, 15, 11 except 13=-172(LC 10) Max Grav All reactions 250 lb or less at joint(s) except 2=376(LC 35), 8=376(LC 43), 13=831 (LC 1), 15=252(LC 37), 16=315(LC 36), 11 =252(LC 41), 10=315(LC 42), 14=297(LC 38), 12=297(LC 40) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown . • TOPCHORD 2-3=-540/397, 3-4=-379/215, 4-5=-135/373, 5-6=-114/373, 6-7=-358/195, 7-8=-519/376 BOT CHORD 2-27=-387 /4 73, 16-27=-387 /4 73, 16-28=-387 /4 73, 15-28=-3311416, 15-29=-263/348, 14-29=-1721258, 12-31=-188/273, 12-32=-199/285, 11-32=-290/375, 11-33=-3581443, 33-34=-388/4 73, 10-34=-388/4 73, 10-35=-388/473, 8-35=-388/473 •. WEBS , 5-13=-456/101, 4-13=-474/155, 6-13=-474/155 • NOTES-(12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 0; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=2ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 y M27099 GOLDEN SURF PLAN 2 C.F Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Nov 29 09:15:21 2017 Page 1 ID:s5Tuoq3KNsBGLPyXt89XmPyU8CP-zdltllyyx7Q8fPV2jWcHucd3j1QNSGR0H0R9EsyEMt 16-8-4 17-8-4 8-4-2 • 1-0-0 Scale= 1:29 . 5x6= 5 13 3x8= 31 12 32 11 33 34 10 35 3x4= 11-0-2 16-8-4 5-4-0 5-8-2 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.00 8 n/r 180 MT20 220/195 Vert(Cl) 0.00 9 n/r 120 Horz(Cl) 0.00 12 nla n/a Wind(LL) 0.00 8 n/r 120 Weight: 87 lb FT= 20% 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 ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total seismic drag load of 900 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 2-9-4 to 13-4-6 for 85.0 plf. LOAD CASE(S) Standard • r-r=oc---------,...-::-ru=-=ss=-------TTCru07s~sc..,.,-y=pe=-----------...,.,.,=--.,.,..,.r.:y----,;M""2ss7""09"'9"G"'Oc.-L""DE"'N""S"'U"R"'F'""P"LA'"'N"'2"c".""F-----------, M27099 GOLDEN SURF PLA-) BE01 COMMON SUPPORTED GAB Job Reference o tional California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 8.020s Aug 12016 MiTeklndustries, Inc. Wed Nov2909:15:222017 Pa_ge 1 ID:s5Tuoq3KNsBGLPyXt89XmPyU8CP-RpsFz5zaiQY?HZ4FHE7WQpACpRmfBIIAWgAimlyEMt -1-3-D 3-7-8 6-3-8 1-3-0 3-7-8 2-8-0 • Sx8-=::-15 10 16 5x6= 4 9 3x8= 8-11-8 12-7-0 13-10-0 2-8-0 3-7-8 1-3-0 Scale: 1 /2"=1 17 8 18 Sx8::::: • 3-7-8 8-11-8 12-7-0 3-7-8 5-4-0 3-7-8 Plate Offsets X, --2:0-2-12 0-2-3 6:0-2-12 0-2-3 LOADING(psf) SPACING-2-0-0 CSL TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 TCDL 14.0 Lumber DOL 1.25 BC 0.16 BCLL 0.0 • Rep Stress Iner YES WB 0.06 BCDL 1D.O Code IBC2015/TPl2014 Matrix-SH • LUMBER- TOP CHORD 2x4 DF No.2 G *Except• T2: 2x6 DF No.2 G BOT CHORD 2x4 DF No.2 G = WEBS 2x4 DF Stud/STD G OTHERS 2x4 DF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. (I) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS.All bearings 12-7-0. (lb) -Max Uplift All uplift 1 00 lb or less at joint(s) except 2=-304(LC 7), 6=-304(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=534(LC 6), 6=534(LC 5), 9=533(LC 1), 10=304(LC 18), 8=304(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1069/999, 3-4=-465/570, 4-5=-465/570, 5-6=-1069/999 BOT CHORD 2-15=-954/948, 10-15=-696/740, 10-16=-437/481, • 8-17=-437/481, 8-18=-696/740, 6-18=-954/948 WEBS 4-9=-300/0 NOTES-(10) 1) Unbalanced roof live loads have been considered for this design. 2) Gable requires continuous bottom chord bearing. 3) Gable studs spaced at 1-4-0 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 2-0-0 wide will fit between the bottom chord and any other members. • 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads . DEFL. in (loc) 1/defl Ud PLATES GRIP Vert(LL) 0.00 6 n/r 180 MT20 220/195 Vert(CT) -0.02 7 n/r 120 Horz(CT) 0.00 9 n/a n/a Weight: 62 lb FT= 20% 9) This truss has been designed for a total seismic drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL={1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-7-0 for 180.0 plf. LOAD CASE(S) Standard • r=oc-------~~ru=s~s-----------'-..__,.~r~us=s~y=pe~----------~~-~~y-~M=2=7=09=9~G=o~L=oE=N~s=u=R=F~P~LA~N~2~c~.=F---------~ • • M27099 GOLDEN SURF PLA~) BE02 California TrusFrame LLC., Perrs, CA. 92570, JEREMY L. -1-3-0 1-3-0 DL=361# 3x6= COMMON 6-3-8 6-3-8 Job Reference o tional 8.020 sAug 12016 MiTek Industries, Inc. Wed Nov29 09:15:23 2017 Page 1 ID:s5Tuoq3KNsBGLPyXl89XmPyU8CP-v?QdARzCSkgsvjfRqxelz1jKHq1swBVJIKwFJlyEMI 12-7-0 4x6= 3 6-3-8 Scale= 1:21 . Camber= 1/8i 3x6= • F================6:;=-3=-8==================== 6-3-8 12-7-0 6-3-8 LOADING(psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 LUMBER- SPACING-2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Iner YES Code IBC2015/TPl2014 CSI. TC 0.42 BC 0.48 WB 0.12 Matrix-MSH • TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 5-4-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during ...._ truss erection, in accordance with Stabilizer Installation uide. ,,.,,~-~------~---~ • REACTIONS. (lb/size) 4 549/0-3-8 (min. 0-1-8) 2 646/0-3-8 (min. 0-1-8) Max Herz 2 34(LC 9) Max Uplift 4 -44(LC 10) 2 -97(LC 10) Max Grav 4 550(LC 35) 2 646(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1045/96, 3-4=-1032/95 BOT CHORD • 2-12=0/353, 2-13=-33/940, 5-13=-33/940, 5-14=-33/940, 14-15=-33/940, 4-15=-33/940, 4-16=-31/422 WEBS 3-5=0/412 NOTES-(9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 O; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; • MWFRS {directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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) This truss is designed in accordance with the 2015 International Building Code section ~ 2306.1 and referenced standard ANSI/TPI 1. DEFL. in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.13 5-8 >999 360 MT20 220/195 Vert(CT) -0.25 5-8 >603 240 Horz(CT) 0.02 4 n/a n/a Wind(LL) 0.05 5-8 >999 240 Weight: 40 lb FT= 20% 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total seismic drag load of 361 lb. Lumber OOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 9-4-0 to 12-7-0 for 111.1 plf. LOAD CASE(S) Standard M27099 GOLDEN SURF PLA~) BF01 Common Supported Gable California TrusFrame LLC., Perris, CA. 92570, JEREMY L. -1-0-0 10-10-8 1-0-0 10-10-8 • 3x6 = 35 20 36 19 37 18 38 17 39 16 • Plate Offsets X LOADING (psi) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 TCDL 14.0 Lumber DOL 1.25 BC 0.35 BCLL 0.0 * Rep Stress I ncr YES \NB 0.22 BCDL 10.0 Code IBC2015/TPl2014 Matrix-SH • LUMBER- TOP CHORD 2x4 OF No.2 G *Except* T2,T3: 2x6 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/STD G OTHERS 2x4 OF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 4-3-1 oc purlins. • BOTCHORD Rigid ceiling directly applied or 4-6-1 0 oc bracing. • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS.All bearings 21-5-8. (lb) -Max Horz 2= 50(LC 9) Max Uplift All uplift 100 lb or less atjoint(s) 17, 12, 10, 9 except 8=-621(LC 22), 2=-551(LC 21), 14=-213(LC 10), 19=-107(LC 27) Max Grav All reactions 250 lb or less at joint(s) 19, 1 0 except 8=791(LC 19), 2=790(LC 20), 14=967(LC 1), 17=268(LC 43), 18=287(LC 42), 20=343(LC 40), 12=268(LC 47), 11=287(LC 48), 9=343(LC 50), 16=294(LC 44), 13=294(LC 46) 40 15 Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Nov 29 09:15:24 2017 Pa_ge 1 ID:s5Tuoq3KNsBGLPyXt89XmPyU8CP-OC_0On_qD2ojXtEdOe9 _ VEFUHEPBfclT _fprByEMt 21-5-8 5x6 = 5 14 41 10-7-0 13 42 12 43 11 44 10 45 9 Scale = 1 :36.1 46 3x6= 3x4 = 3x8 = 21-5-8 11-11-0 DEFL. in (loc) 1/defl Ud PLATES GRIP Vert(LL) 0.00 1 n/r 180 MT20 220/195 Vert(CT) 0.02 1 n/r 120 Horz(CT) 0.02 14 n/a n/a Wind(LL) 0.00 1 n/r 120 Weight: 116 lb FT= 20% 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=2ft; Cat. II; Exp C; Kd 1.0Q; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFR::tfor reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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 ANSI/TPI 1 . 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total seismic drag load of 180 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-5-8 for 180.0 plf. • FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD LOAD CASE(S) Standard 2-3=-2119/1937, 3-4=-1302/787, 4-5=-612/825, 5-6=-614/861 , 6-7=-1656/1551, 7-8=-2026/1896 BOT CHORD 2-35=-1854/1930, 20-35=-1596/1723, 20-36=-1337/1464, 19-36=-1217/1344, 19-37=-1073/1200, 18-37=-977/1104, 18-38=-857/984, 17-38=-704/836, 17-39=-617/744, 16-39=-401/528, 16-40=-377/504, 15-40=-137/264, • 14-15=-36/264, 14-41=-140/275, 13-41=-380/497, 13-42=-404/521, 12-42=-620/737, 12-43=-694/839, 11-43=-860/977, 11-44=-980/1097, 10-44=-1100/1193, 10-45=-1220/1337, 9-45=-1340/1457, 9-46=-1572/1690, 8-46=-1805/1893 WEBS 5-14=-351/58, 4-14=-569/192, 6-14=-553/188 NOTES-(12) • 1) Unbalanced roof live loads have been considered for this design. • 0 russ M27099 GOLDEN SURF PLA~) BF02 Cal~omia TrusFrame LLC., Perris, CA. 92570, JEREMY L. I -1-3-0 I 1-3-0 5-7-12 5-7-12 • • • russ ype FINK 10-8-12 5-1-0 y M27099 GOLDEN SURF PLAN 2 C.F Job Reference o tional 8.020s Aug 12016 MiTeklndustries, Inc. Wed Nov2909:15:262017 Page 1 ID:s5Tuoq3KNsBGLPyXl89XmPyU8CP-Ka6mpT04If3RmAO0W3BSbfls32197WIIRl8wv3yEM 4x6 11 4 15-9-12 21-5-8 5-1-0 5-7-12 Scale = 1 :36 . Camber= 1/4 i 16 3x6 = 4x6= 4x6= 4x6= LOADING(psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 • BCDL 10.0 SPACING-2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Iner YES Code IBC2015/TPl2014 CSI. TC 0.32 BC 0.64 WB 0.25 Matrix-MSH • LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 3-9-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing . • , MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 1035/0-3-8 (min. 0-1-8) 6 942/0-3-8 (min. 0-1-8) Max Horz 2 Max Uplift • 2 6 53(LC 9) -129(LC 10) -78(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2253/222, 3-4=-1953/187, 4-5=-1965/195, 5-6=-2271 /233 BOT CHORD 2-16=-15/695, 2-17=-160/2112, 9-17=-160/2112, 8-9=-62/1413, 8-18=-62/1413, 7-18=-62/1413, 7-19=-172/2130, • 6-19=-172/2130, 6-20=-641773 WEBS 3-9=-441/128, 4-9=-6/680, 4-7=-17/687, 5-7=-451/134 NOTES-(8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 0; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. 11; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end • vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 • 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) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 . 3x6= 13-10-12 21-5-8 6-4-1 7-6-12 DEFL. in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.20 7-15 >999 360 MT20 220/195 Vert(CT) -0.46 7-15 >556 240 Horz(CT) 0.08 6 n/a n/a Wind(LL) 0.08 7-15 >999 240 Weight: 80 lb FT= 20% 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard • =o-c---------~=ru=s=s-------~ru~s=s~y=p=e-----------~~-~~y-----.'"'M"'27"'0""99scG"'O"'L"'D"'E"'N"'S""'U"'R"'F""P,...LA'"'N'"2"""c"".""F------------, • M27099 GOLDEN SURF PLA~) BG01 California TrusFrame LLC., Perris, CA 92570, JEREMY L. 11 3x6= MONO CAL HIP 2-10-15 2-10-15 12 Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Nov 29 09:15:27 2017 Pag_e 1 ID:s5Tuoq3KNsBGLPyXt89XmPyU8CP-omg80o1iWzBIOKyC3nih7tt28SKPsx5vgyuTSWyEMt 3-6-11 4-1-0 0-7-12 0-6-5 • Scale= 1:9. 4x6= 3 2x4 11 4 81 6 13 3x6 11 5 3x4 = ·1-=-~~~~~--~~~~~-----=--'-=-=--------Plate Offsets X Y--1:0-6-2,0-0-4 2:0-3-0 0-0-12 2-10-15 4-1-0 2-10-15 1-2-1 • LOADING(psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 • Rep Stress Iner NO BCDL 10.0 Code IBC2015/TPl2014 LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD. 2x4 DF No.2 G WEBS =2x4 DF Stud/STD G BRACING-- TOPCHORD- CSI. TC 0.30 BC 0.76 WB 0.34 Matrix-MP Structural wood sheathing directly applied or 4-1-0 oc purlins, except end verticals, and 10-0-0 oc max: 2-4. BOT CHORD a ~R~ig=i=d_ce_ili_ng_d_ire_c_t1_y_a_P_P_lie_d_o_r_1_0_-o_-_o_o_c~b-ra_c_i~ng_. ____________ ~ MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 563/0-3-8 (min. 0-1-8) 5 585/Mechanical Max Horz 1 • Max Uplift 1 5 Max Grav 1 5 50(LC 7) -74(LC 6) -100(LC 7) 589(LC 17) 613(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD • 1-2=-971/139 BOT CHORD 1-11=-72/444, 1-12=-155/950, 6-12=-155/950, 6-13=-143/806, 5-13=-143/806 WEBS 2-6=-118/893, 2-5=-1142/232 NOTES-(12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; • BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 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 for a live load of 20.0psf on the bottom chord in all • areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6 A late rating reduction of 20% has been applied for the green lumber members. DEFL. in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.02 6-9 >999 360 MT20 220/195 Vert(Cl) -0.05 6-9 >865 240 Horz(Cl) 0.01 5 n/a n/a Wind(LL) 0.02 6-9 >999 240 Weight: 15 lb FT= 20% 7) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 1 O) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 880 lb down and 146 lb up at 2-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-2=-68, 2-3=-68, 2-10=-28, 4-10=-68, 5-7=-20 Concentrated Loads (lb) Vert: 12=-787(F) • • • M27099 GOLDEN SURF PLA~) BH01 California TrusFrame LLC., Penis, CA. 92570, JEREMY L. 0-9-12 0-9-12 4x6= 9 LOADING(psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Iner NO BCDL 10.0 Code IBC2015fTPl2014 10 3-0-6 2-2-10 11 CSI. TC 0.65 BC 0.87 VVB 0.50 Matrix-MP • LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 DF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 3-9-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 4 Max Herz 1 1076/Mechanical 973/Mechanical Max Uplift e1 = 4 76(LC 9) -88(LC 10) -84(LC 10) Max Grav 1 4 1146(LC 17) 1039(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1724/187 • BOTCHORD 1-9=-79/912, 1-10=-134/1682, 10-11=-134/1682, 5-11 =-134/1682, 5-12=-134/1682, 4-12=-134/1682 WEBS • 2-5=-89/1318, 2-4=-2018/211 NOTES-(9) 1) Wind: ASCE 7-1 O; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlfTPI 1. Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Nov29 09:15:27 2017 Page 1 ID:s5Tuoq3KNsBGLPyXt89XmPyU8CP-omg80o1iWzBIOKyC3nih7ttyfSljsvYvgyuTSWyEMt 3-7 -o I 5-6-8 0-6-11 1-11-8 53x6 II 12 3-7-0 5-6-8 0-6-11 1-11-8 DEFL. in (lac) I/defl Ud Vert(LL) -0.04 5-8 >999 360 Vert(CT) -0.12 5-8 >535 240 Horz(CT) 0.02 4 n/a n/a Wind(LL} 0.03 5-8 >999 240 2x4 11 3 4 3x6= PLATES MT20 Weight: 21 lb Scale = 1 :13. Gamber= 1/16 i GRIP 220/195 FT= 20% 6) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) Hanger(s) or other connection device(s) she!! be provided sufficient to support concentrated load(s) 880 lb down and 80 lb up at 1-5-8, and 880 lb down and 80 lb up at 3-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 4-6=-20, 1-3=-68 Concentrated Loads (lb) Vert: 5=-787(F) 10=-787(F) • 0 russ M27099 GOLDEN SURF PLA-) PB01 russ ype MONO TRUSS y M27099 GOLDEN SURF PLAN 2 C.F Job Reference o tional California TrusFrame LLC., Penis, CA. 92570, JEREMY L. 8.020 s Au.9 1 2016 MiTek Industries, Inc. Wed Nov29 09:15:28 2017 Page 1 ID:SMot26TpJJNY9pd?peEeL ?ySp3O-GzDWD81 LHGJ9?UXOdUEwg4QHwrqRbTf2vcd0 _yyEM • 1-8-6 1-8-6 • 4.00[12 • 7 • 2x4= 2x4 11 ' 2 3 Scale= 1:7.1 2x4 11 ·l==================:::::::::::::::======================J 1-8-6 1-8-6 LOADING(psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 TCDL 14.0 Lumber DOL 1.25 BC 0.07 BCLL 0.0 * Rep Stress Iner YES WB 0.00 BCDL 10.0 Code IBC2015rTPl2014 Matrix-MP LUMBER- • TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G • • WlEBS 2x4 DF Stud/STD G BRACING_- TOPCHORD Structural wood sheathing directly applied or 1-8-6 oc purlins, except end verticafs: BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 68/Mechanical 3 68/Mechanical Max Horz 1 25(LC 9) Max Uplift 1 -5(LC 10) 3 -?(LC 10) Max Grav 1 287(LC 19) 3 287(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES-(7) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; • BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 • • 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) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard DEFL. in (Ice) I/defl Ud PLATES GRIP Vert(LL) -0.00 6 >999 360 MT20 220/195 Vert(CT) -0.00 6 >999 240 Horz(CT) 0.00 1 n/a n/a Wlnd(LL) 0.00 6 >999 240 Weight: 5 lb FT = 20% M27099 GOLDEN SURF PLA~) PB02 Job Reference o tional Cal~omia TrusFrame LLC., Perris, CA. 92570, JEREMY L. 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Nov 29 09:15:29 2017 Page 1 ID:SMot26TpJJNY9pd?peEeL ?ySp3O-k9nvRU2z2aR0de6bBCl9ClzSIFA6KwiC7GNaWOyEM i 1-10-6 • • • 2x4 11 3x4"" 1 4 1-10-6 4.oor,T 5 • 1-10-6 1-10-6 LOADING (psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 TCDL 14.0 Lumber DOL 1.25 BC 0.11 BCLL 0.0 * Rep Stress Iner YES WB 0.01 BCDL -10.0 Code IBC2015/TPl2014 Matrix-MP LUMBER- • TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G • • WEBS 2x4 DF Stud/STD G BRACING- TOPCHORD _ Structural wood sheathing directly applied or 1-10-6 oc purl ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 4 69/Mechanical 3 69/Mechanical Max Horz 4 52(LC 7) Max Uplift 4 -6(LC 6) 3 -19(LC 7) Max Grav 4 288(LC 20) 3 288(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES-(7) 1) Wind: ASCE 7-1 0; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; • BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 • • 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) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) 2x4 11 2 3 3x4= in (loc) -0.00 3-4 -0.00 3-4 -0.00 3 0.00 4 I/defl >999 >999 n/a Scale= 1:10. Ud PLATES GRIP 360 MT20 220/195 240 n/a 240 Weight: 9 lb FT= 20% • 0 russ M27099 GOLDEN SURF PLAN 2 C.F M27099 GOLDEN SURF PLA-) PB03 Job Reference o tional California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Nov 29 09:15:30 2017 Pa_g_e 1 ID:SMot26TpJJNY9pd?peEeL ?ySp3O-CLLHeq3bpuZtFohnlvGOIWdJfWe3NsLMw672ryEMt 1-10-6 • 1 • • 2x4 11 5 4.00[12 3x4:::::: W1 1-10-6 2 3x4= W2 81 6 1-10-6 2x4 11 3 W3 4 3x4= • 1-10-6 r=P,--la-,-te-O=ffs-e-,-ts---,,-X'"""",... __ ---=2'"':o,..._2=---=-o'""o,...,_2=---""'13=------------------'---'-'---'----------- LOADING(pst) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 • Rep Stress Iner YES BCDL 10.0 Code IBC2015/TPl2014 • LUMBER- TOP CHORD 2x4 DF No.2 G CSI. TC 0.05 BC 0.09 WB 0.02 Matrix-MSH DEFL. in Vert(LL) -0.00 Vert(Cl) -0.00 Horz(Cl) -0.00 Wind(LL) -0.00 BOT CHORD 2x4 DF No.2 G LOAD CASE(S) WEBS 2x4 DF Stud/STD G Standard BRACING- TOPCHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals, and 6-0-0 oc max: 2-3. BOT CHORD • Rigid ceiling directly applied or 10-0-0 oc bracing. • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 5 69/Mechanical 4 69/Mechanical Max Herz 5 68(LC 7) Max Uplift 5 -28(LC 6) 4 -46(LC 7) Max Grav 5 288(LC 24) 4 288(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown . • NOTES-(10) 1) Unbalanced roof live loads have been considered for this design. • 2) Wind: ASCE 7-1 O; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads . 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. • 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the to and/or bottom chord. (Ice) I/defl 4-5 >999 4-5 >999 4 n/a 5 >999 Scale: 1"=1 Ud PLATES GRIP 360 MT20 220/195 240 n/a 240 Weight: 11 lb FT= 20% • 0 russ M27099 GOLDEN SURF PLA~) PB04 russ ype FLAT M27099 GOLDEN SURF PLAN 2 C.F Job Reference o tional California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Nov 29 09:15:32 2017 Page 1 ID:SMot26TpJJNY9pd?peEeL ?ySp3O-9kT13W4rl VpaU5rAsKlsqwbxXTCpXHMepEbE7jyEM 1-10-6 • 3x4= • W1 • 2x4 11 4 1-10-6 T1 W2 81 5 2x4 11 2 W1 3 3x4 = ·I======;============================ 1-10-6 • 1-10-6 • • • LOADING(psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 • Rep Stress Iner YES BCDL 10.0 Code IBC2015/TPl2014 LUMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/STD G BRACING- TOPCHORD CSI. TC 0.07 BC 0.11 WB 0.02 Matrix-MP Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 4 69/Mechanical 3 69/Mechanical Max Horz 4 -67(LC 6) Max Uplift 4 -49(LC 6) 3 -49(LC 7) Max Grav 4 288(LC 20) 3 288(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES-(8) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; • BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 • 2) Provide adequate drainage to prevent water ponding. 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) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard DEFL. in (loc) I/defl Vert(LL) -0.00 3-4 >999 Vert(CT) -0.00 3-4 >999 Horz(CT) -0.00 3 n/a Wind(LL) 0.00 4 Scale: 1"=1 Ud PLATES GRIP 360 MT20 220/195 240 n/a 240 Weight: 12 lb FT= 20% • 0 russ M27099 GOLDEN SURF PLA-3 CA01 russ ype CALIFORNIA GIRDER y M27099 GOLDEN SURF PLAN 3 C.F 2 Job Reference o tional California TrusFrame LLC., Penis, CA. 92570, JEREMY L. 8.020 s Aug 1 2016 MiTek Industries, Inc. Thu Nov 02 16:08:13 2017 Page 1 ID:93gXblNJKxAA8KfOmCESwhyTnvK-ExF4HuA ?mRDRE_qXeP2A 195IxwdobMPV3QQRSfyNAM 3-11-5 7-5-0 12-6-9 3-11-5 3-5-11 4-6-14 • 7-11-11 • 3x8= 2x4 11 3x4= ·3x10 MT18HS= 3x1o = • LOADING (psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 • Rep Stress Iner NO BCDL 10.0 Code IBC2015/TPl2014 • LUMBER- TOP CHORD 2x4 DF No.2 G *Except• T2: 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/STD G BRACING- TOPCHORD CSI. TC 0.84 BC 0.78 WB 0.52 Matrix-MSH Structural wood sheathing directly applied or 4-2-2 oc purlins, except 0-0-0 oc purl1ns (3-7-13 max.): 4-7. Except: • 3-8-0 oc bracing: 4-7 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2 3065/0-3-8 (min. 0-1-12) 9 3048/0-3-8 (min. 0-1-11) Max Herz 2 -43(LC 6) • Max Uplift 2 -430(LC 8) 9 Max Grav 2 9 -433(LC 8) 3223(LC 15) 3212(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD • 2-3=-8877/1170, 3-25=-9075/1348, 4-25=-9044/1359, 4-26=-11037/1662, 5-26=-11037/1662, 5-27=-11037/1662, 6-27=-11037/1662, 6-28=-8248/1260, 7-28=-8240/1264, 7-8=-8685/1316, 8-9=-8840/1180 BOT CHORD 2-29=-406/3760, 2-30=-1054/8404, 18-30=-1054/8404, 18-31=-1054/8404, 17-31=-1054/8404, 16-17=-1228/8709, 15-16=-1228/8709, 15-32=-1562/11032, 14-32=-1562/11032, 13-14=-1562/11032, 12-13=-1562/11032 12-33=-1056/8351 11-33=-1056/8351, 11-34=-1056/8351, 9'.34=-1056/8351, , • 9-35=-406/3732 WEBS • 3-18=-6/291, 3-17=-217/434, 4-17=0/383, 4-15=-367/2621, 5-15=-895/310, 6-15=-243/255, 6-14=0/474, 6-12=-3102/450, 7-12=-43/1641, 8-12=-388/41, 8-11 =-15/282 17-10-7 I 22-2-5 ~o~ 26-5-11 30-5-0 F.1-8-~ 5-3-14 4-3-14 ~-1 3-5-11 I 3-11-51-3-o Scale = 1 :53 . Camber= 13/16 i 32 13 2x4 11 6x10 MT18HS= 3x8= DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) -0.33 14-15 -1.14 14-15 0.25 9 0.35 14-15 NOTES-(15) I/defl >999 >320 r./a >999 Ud 360 240 n/a 240 33 7-11-11 2x4 11 PLATES MT20 MT18HS 34 Weight: 268 lb 3x8= GRIP 220/195 220/195 FT= 20% 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. :- Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 35 2) All loads ar~ considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to dIstnbute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-1 O; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 1 o.o psf bottom chord live load nonconcurrent with any other live loads . 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. -aj{fiR~t=,...., 12) Girder carries hip end with 7-5-0 right side setbqi 7 -6-12 end setback. • 13) Graphical purlin representation does not de purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) s concentrated load(s) 704 lb down and 219 lb up at 7-6-12 on top chord. The design/sele responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Iner Uniform Loads (plf) Vert: 1-20=-68, 20-25=-75(F=-7), 4-25=-68, 4-7=- Concentrated Loads (lb) Vert: 4=-520 7=-520 M27099 GOLDEN SURF PLA~3 CA02 Calfomia Job Reference o tional California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 8.020sAug 12016MiTeklndustries,lnc. ThuNov0216:08:132017 Page1 ID:93gXblNJKxAA8KfOmCESwhyTnvK-ExF4HuA?mRDRE_qXeP2A195JdwdgbPCV3QQRSfyNAM 8-7-0 91-0-9 4-7-1 -0-4-7-1 11-10-13 3-11-15 2-7-10 15-0-14 18-6-3 I 21-1-13 2t1~0 25-9-15 30-5-o ~1-53 3-2-1 3-5-6 2-7-10 8-3-11-15 •• • ,t 0 4x6= • • Plate Offsets X, -- LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 • BCDL 10.0 9-3-3 4.00fT2 29 30 8-7-0 8-- 6:0-2-0 0-1-8 SPACING-2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Iner YES Code IBC2015/TPl2014 16 5x6 WB= 4x8 = 31 15-0-14 6-5-14 17:0-2-0 0-2-0 CSL TC 0.80 BC 0.78 WB 0.35 Matrix-MSH • LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G OTHERS 2x4 DF No.2 G BRACING- TOPCHORD Structural wood sheathing directly applied or 3-0-1 oc purlins, except 0-0-0 oc purlins (2-3-11 max.): 4-8. Except: • 2-4-0 oc bracing: 4-8 BOT CHORD • .Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 1461/0-3-8 (min. 0-1-9) 11 1433/0-3-8 (min. 0-1-8) Max Horz 2 Max Uplift 2 11 -46(LC 6) -179(LC 8) -177(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3656/421, 3-24=-3187/337, 4-24=-3137/351, • 4-25=-2977/361, 25-26=-2982/359, 6-26=-2983/359, 6-7=-3668/413, 7 -27=-2965/357, 27-28=-2964/357, 8-28=-2959/358, 8-1 0=-3165/348, 10-11 =-3594/416 BOT CHORD 2-29=-79/1122, 2-30=-336/3446, 17-30=-336/3446, 16-17=-325/3604, 16-31 =-325/3604, 15-31 =-325/3604, 15-32=-325/3592, 14-32=-325/3592, 13-14=-325/3592, 13-33=-331/3389, 11-33=-331/3389, 11-34=-77/1099 WEBS • 3-17=-502/116, 4-17=-29/849, 8-13=-29/844, 10-13=-461/113, 6-17=-900/128, 6-15=-17/279, 7-15=-15/292, 7-13=-907/132 NOTES-(11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. • 4) This truss has been designed for a 10.0 psf bottom chord live load ncinconcurrent with any other live loads. 15 3x4= DEFL. Vert(LL) Vert(Cl) Horz(Cl) Wind(LL) 32 21-10-0 6-9-2 in (loc) -0.27 13-23 -0.85 13-15 0.22 11 0.23 15 14 4x8= 5x6 WB= I/defl Ud >999 360 >431 240 n/a n/a >999 240 9-3-3 33 30-5-0 8-7-0 PLATES MT20 Weight: 130 lb GRIP Scale = 1 :52. Camber= 5/8 i . 34 4x6=· 220/195 FT= 20% 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-19=-68, 19-24=-75(F=-7), 4-24=-68, 4-5=-68, 4-25=-28, 25-28=-68, 8-28=-28, 8-9=-68, 8-12=-68, 18-21=-20 • ~o~------~~ru~ss~------.....,ru~s~s~y~pe~----------~~-~~y-~M=2=1=09=9~G=o=L~D=EN~SU~R=F~P=LA~N~3=c~.F---------~ • • • M27099 GOLDEN SURF PLA-3 CA03 California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 5-8-12 5-8-12 DL=2200 # 23 24 3x4= 11-3-3 15 2x4 11 CALIFORNIA STRUCTURA 10-8-8 4-11-12 25 14 13 4x6= 4x8= 15-2-8 3-11-5 Job Reference o tional 8.020 s Aug 1 2016 Milek Industries, Inc. Thu Nov 02 16:08:14 2017 Page 1 ID:93gXblNJKxAA8KfOmCESwhyTnvK-i7pSUEBdXkLHs7PjB6ZPaNeYWK?LKm5el4A? _6yNA I 19-1-13 1jl,::8r8 24-8-4 30-5-0 r,1-8:?J 3-11-5 0~-11 4-11-12 5-8-12 1-3-0 Scale = 1 :53 . Camber= 1/4 i 11-3-3 2x4 11 3x4= • 5-8-12 10-8-8 19-8-8 24-8-4 30-5-0 5-8-12 4-11-12 9-0-0 4-11-12 5-8-12 Plate Offsets X, --7:0-0-0 0-0-0 12:0-2-8 0-1-12 13:0-2-8 0-1-12 LOADING(psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 TCDL 14.0 Lumber DOL 1.25 BC 0.69 BCLL 0.0 * Rep Stress I ncr NO WB 0.75 BCDL 10.0 Code IBC2015/TPl2014 Matrix-MSH • LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G OTHERS 2x4 DF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 4-9-4 oc purlins, except 0-0-0 oc purlins (6-0-0 max.): 4-6. Except: e 6-0-0 oc bracing: 4-6 BOT CHORD • Rigid ceiling directly applied or 5-4-8 oc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS. All bearings 11-1-0 except 0t=length) 8=0-3-8. (lb) -Max Herz 2= 58(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-284(LC 7), 15=-258(LC 7) Max Grav All reactions 250 lb or less at joint(s) 2 except 2=461 (LC 6), 15=348(LC6), 13=1741(LC 1), 8=797(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD • 2-3=-920/1106, 3-4=-819/1533, 4-5=-401/1121, 5-6=-763/101, 6-7=-839/78, 7 -8=-1534/177 BOT CHORD 2-23=-313/332, 2-24=-835/641, 15-24=-442/24 7, 15-25=-392/198, 14-25=-1142/948, 13-14=-1289/1 095, 13-26=-697/811, 12-26=-697/811, 11-12=-268/1504, 11-27=-268/1504, 10-27=-268/1504, 10-28=-268/1504, 8-28=-268/1504, 8-29=-65/501 WEBS • 3-15=-266/343, 4-13=-574/78, 5-13=-1276/0, 5-12=0/721, 3-13=-793/232, 7-10=0/337, 7-12=-742/0 NOTES-(12) 1) Unbalanced roof live loads have been considered for this design. 2) Provide adequate drainage to prevent water ponding. 3) Gable studs spaced at 1-4-0 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 2-0-0 wide will fit between the bottom chord and any other members. DEFL. in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.34 12-13 >705 360 MT20 220/195 Vert(CT) -0.61 12-13 >386 240 Horz(CT) 0.04 8 n/a n/a Weight: 134 lb FT= 20% 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) U1is truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) l?lis truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total seismic drag load of 2200 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 11-0-0 for 200.0 plf. 1 O) Graphical purlin representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-18=-68, 3-18=-75(F=-7), 3-4=-68, 4-6=-68, 6-9=-68, 17-20=-20 M27099 GOLDEN SURF PLA-3 CA04 Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Thu Nov 02 16:08:14 2017 Page 1 ID:93gXblNJKxAA8Kf0mCESwhyTnvK-i7pSUEBdXkLHs7PjB6ZPaNeT2KwrKoCel4A? _6yNA I California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 6-9-8 6-9-8 12-8-8 5-11-0 1?,-3,3 17-1-13 11-8,8 23-7-8 I 30-5-o ~1-8-~ 0-6-11 3-10-10 0-6-11 5-11-0 6-9-8 1-3-0 • • • • 4x6= 6-9-8 6-9-8 4.00fT2 13-3-3 14 2x4 11 Plate Offsets X --4:0-4-0,0-1-8 LOADING(psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Iner NO BCDL 10.0 Code IBC2015/TPl2014 5x8 WB= 12-8-8 5-11-0 11 :0-1-12 0-2-0, CSI. TC BC WB 12 3x6 = 12:0-2-8,0-1-8 0.88 0.98 0.62 Matrix-MSH • LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/STD G OTHERS 2x4 DF No.2 G BRACING- TOPCHORD Structural wood sheathing directly applied or 2-3-9 oc purl ins, except 0-0-0 oc purlins (2-10-8 max.): 4-5. Except: • 2-10-0 cc bracing: 4-5 BOT CHORD • Rigid ceiling directly applied or 9-6-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 1673/0-3-8 (min. 0-1-13) 7 1646/0-3-8 (min. 0-1-12) Max Herz 2 Max Uplift 2 7 -64(LC 8) -243(LC 10) -241(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-21 =-4124/528, 3-21 =-3997 /544, 3-4=-3311 /522, • 4-22=-3007/505, 5-22=-3002/506, 5-6=-3232/515, 6-7=-4080/544 BOT CHORD 2-23=-104/1257, 2-24=-435/3854, 14-24=-435/3854, 14-25=-435/3854, 13-25=-435/3854, 12-13=-435/3854, 12-26=-347/3087, 11-26=-347/3087, 10-11=-433/3818, 10-27=-433/3818, 9-27=-433/3818, 9-28=-433/3818, 7-28=-433/3818, 7-29=-103/1236 WEBS • 3-14=0/379, 3-12=-826/96, 4-12=0/498, 4-11=-269/88, 5-11 =0/511, 6-11 =-883/109, 6-9=0/376 NOTES-(13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 • 3) Provide adequate drainage to prevent water ponding. Scale = 1 :53. Camber= 1/2 i 13-3-3 9 4x8= 5x8 WB= 2x4 11 4x6= 17-8-8 23-7-8 30-5-0 5-0-0 5-11-0 6-9-8 DEFL. in (lac) I/defl L/d PLATES GRIP Vert(LL) -0.23 11-12 >999 360 MT20 220/195 Vert(CT) -0.73 11-12 >501 240 Horz(CT) 0.23 7 n/a n/a Wind(LL) 0.21 11-12 >999 240 Weight: 133 lb FT= 20% 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. = 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwe~n the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 . 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Girder carries tie-in spans of 2-0-0 from front girder and 5-0-0 from back girder. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 202 lb down and 57 lb up at 17-8-8, and 202 lb down and 57 lb up at 12-10-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-16=-68, 16-21=-75(F=-7), 4-21=-68, 5- Concentrated Loads (lb) Vert: 4=-153 5=-153 Trapezoidal Loads (plf) Vert: 4=-68-to-22=-119, 22=-119-to-5=-68 • M27099 GOLDEN SURF PLA~3 CA05 California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 6-10-5 6-10-5 13-0-3 15-2-8 6-1-14 2-2-6 • 2x4 11 5x10= 4x6= 4x6= • 3-11-1 6-10-5 10-3-13 12-8-8 3-11-1 2-11-4 3-5-8 Plate Offsets X 11:0-0-0 0-1-12 LOADING (psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 TCDL 14.0 Lumber DOL 1.25 BC 0.73 BCLL 0.0 * Rep Stress Iner NO WB 0.97 BCDL 10.0 Code IBC2015/TPl2014 Matrix-MSH • LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.1 &Bir G WEBS 2x4 DF Stud/STD G *Except* W4: 2x6 DF No.2 G BRACING- TOPCHORD Structural wood sheathing directly applied or 2-7-15 oc purlins. BOT CHORD • Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 1502/0-3-8 (min. 0-1-10) 8 1474/0-3-8 (min. 0-1-9) Max Horz 2 • Max Uplift 2 8 -73(LC 8) -94(LC 10) -91(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-24=-3758/93, 3-24=-3630/110, 3-4=-3043/73, 6-7=-3031173, 7-8=-3700/106 BOT CHORD • 2-25=0/1216, 2-26=-26/3504, 17-26=-26/3504, 17-27=-56/3356, 16-27=-56/3356, 15-16=-56/3356, 14-15=0/2446, 14-28=0/2446, 13-28=0/2446, 12-13=0/2446, 11-12=-53/3320, 11-29=-53/3320, 10-29=-53/3320, 10-30=-22/3455, 8-30=-22/3455, 8-31=0/1193 WEBS 4-6=-2364/167, 4-15=0/781, 6-12=0/771, 3-15=-754/171, 7-12=-722/168, 3-17=0/536, 7-10=0/527 NOTES-(10) • 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 0; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) 120.0lb AC unit load placed on the bottom chord, 15-2-8 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 1 o.o psf bottom chord live load nonconcurrent with • any other live loads. Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Thu Nov 02 16:08:15 2017 Page 1 ID:93gXblNJKxAA8Kf0mCESwhyTnvK-AKNqiaCGl2T8UH_w1p5e6aBfnjKw39snXkvYWYyNAM 17-4-14 23-6-11 30-5-0 !1-5~ 2-2-6 6-1-14 6-10-5 .• 1-0- Scale = 1 :50. Camber= 9/16 i 3x4= 4x6= 5x10= 2x4 11 4x6= 17-8-8 20-1-3 23-6-11 26-5-15 30-5-0 2-6-0 2-4-11 3-5-8 2-11-3 3-11-1 16:0-4-4 0-0-4 DEFL. in (lac) I/defl Ud PLATES GRIP Vert(LL) -0.32 15-17 >999 360 MT20 220/195 Vert(CT) -0.79 12-15 >459 240 Horz(CT) 0.16 8 n/a n/a Wind(LL) 0.15 12-15 >999 240 Weight: 137 lb FT= 20% 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-19=-68, 19-24=-75(F=-7), 5-24=-68, 5-9=-68, 18-21=-20 Concentrated Loads (lb) Vert: 14=-60 13=-60 • a russ M27099 GOLDEN SURF PLA~3 CA06 russ ype CAL HIP y M27099 GOLDEN SURF PLAN 3 C.F Job Reference a tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Thu Nov 02 16:08:15 2017 Page 1 ID:93gXblNJKxAA8KfOmCESwhyTnvK-AKNqiaCGl2T8UH_wlp5e6aBifjlr3CrnXkvYWYyNAM California TrusFrame LLC., Penis, CA 92570, JEREMY L. 6-9-2 6-9-2 13-2-7 6-5-5 1l1i3 16-7-14 1{-2f9 23-7-14 I • 30-5-0 r,1-8-~ 0-7-2 2-9-11 0-6-1 6-5-5 6-9-2 1-3-0 • 4.00[12 • • 4x6= 13-10-3 16 2x4 11 5x8 WB= Sx8= 3x6 = 4x8= 5x8 WB= 11 2x4 11 Scale = 1 :53 . Camber= 1/2 i 4x6= • 6-9-2 13-2-7 17-2-9 23-7-14 30-5-0 6-9-2 --4-0-2 6-5-5 6-9-2 Plate Offsets X, --3:0-2-4 0-1-8 14:0-2-0,0-1-8 LOADING(psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 TCDL 14.0 Lumber DOL 1.25 BC 0.87 BCLL 0.0 * Rep Stress Iner NO WB 0.78 BCDL 10.0 Code IBC2015/TPl2014 Matrix-MSH • LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G OTHERS 2x4 DF No.2 G BRACING- TOPCHORD Structural wood sheathing directly applied or 2-9-6 oc purlins, except 0-0-0 oc purlins (3-11-3 max.): 4-6. Except: • 3-11-0 oc bracing: 4-6 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS. 2 9 • Max Horz 2 Max Uplift 2 9 (lb/size) 1474/0-3-8 (min. 0-1-9) 1447/0-3-8 (min. 0-1-9) 69(LC 9) -183(LC 10) -183(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-3514/456, 3-23=-3401/472, 3-4=-2608/473, • 4-24=-2350/514, 24-25=-2350/514, 6-25=-2344/515, 6-8=-2548/487, 8-9=-3466/490 BOT CHORD 2-26=-55/1081, 2-27=-373/3291, 16-27=-373/3291, 15-16=-373/3291, 14-15=-373/3291, 14-28=-308/2408, 13-28=-308/2408, 12-13=-374/3250, 11-12=-374/3250, 11-29=-37 4/3250, 9-29=-374/3250, 9-30=-52/1059 WEBS 3-16=0/389, 3-14=-942/113, 4-14=0/509, 4-13=-265/112, • 6-13=0/503, 8-13=-965/119, 8-11=0/386 NOTES-(11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. • 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an other live loads. DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.20 14-16 >999 360 MT20 220/195 Vert(Cl) -0.67 14-16 >543 240 Horz(Cl) 0.20 9 n/a n/a Wind(LL) 0.17 14 >999 240 Weight: 134 lb FT= 20% 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) ~plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1).Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-18=-68, 18-23=-75(F=-7), 4-23=-68, 4-5=-68, 4-24=-28, 24-25=-68, 6-25=-28, 6-7=-68, 6-10=-68, 17-20=-20 • n;;,o._-------------,,.ru=ss;--------rr.ru;;;s;;;s,..,-;;y;;;;pe,--------------"T7"1,;;--TC!l.;-y---..M:,,2c,70n<9in9"7G">QSCLnoEEN"°S"'U"R"F"P;;-LA.;N.,-,;-3Cr'".cf-----------, • • • • M27099 GOLDEN SURF PLA~3 CA07 Cal~omia TrusFrame LLC., Perrs, CA. 92570, JEREMY L. 5-9-9 5-9-9 11-10-3 5-9-9 5-9-9 Plate Offsets X --12:0-2-0 0-2-0 13:0-2-0,0-2-0 LOADING (psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Iner NO BCDL 10.0 Code IBC2015/TPl2014 CAL HIP 11-3-8 15-2-8 5-5-15 3-4-5 11-3-8 5-5-15 CSI. TC 0.53 BC 0.79 \NB 0.48 Matrix-MSH • LUMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 2-11-10 oc purlins, except 0-0-0 oc purlins (3-9-14 max.): 4-6. Except: 3-10-0 oc bracing: 4-6 • BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. 8 2 Max Herz • 8 Max Uplift 8 2 (lb/size) 1430/0-3-8 (min. 0-1-8) 1458/0-3-8 (min. 0-1-9) -57(LC 8) -161(LC 10) -163(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-2745/259, 7-8=-3479/301, 4-5=-2556/263, 5-6=-2549/263, 2-3=-3528/304, 3-4=-2754/260 • BOTCHORD 2-22=-33/1071, 2-23=-215/3310, 15-23=-215/3310, 15-24=-215/3310, 14-24=-215/3310, 13-14=-215/3310, 13-25=-151/2759, 12-25=-151/2759, 11-12=-211/3267, 11-26=-211 /3267, 10-26=-211 /3267, 10-27=-211 /3267, 8-27=-211/3267, 8-28=-31/1049 WEBS 7-10=0/343, 7-12=-776/114, 6-12=0/608, 5-12=-415/71, 5-13=-405/70, 4-13=0/613, 3-13=-814/117, 3-15=0/345 • NOTES-(11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat. 11; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. Job Reference o tional 8.020 s Aug. 1 2016 MiTek Industries, Inc. Thu Nov 02 16:08:16 2017 Page 1 ID:93gXblNJKxAA8KfOmCESwhyTnvK-eWxCvwDu3Mb?5RZ6JXctfojuy7fCoknxlOf63_yNA • 18-7-14 1!)-1~8 24-7-7 30-5-0 ~1-8-~ 3-5-6 0-'5-0 5-5-15 5-9-9 1-3-0 Scale = 1 :53 . Camber= 9/16 i 19-1-8 24-7-7 30-5-0 7-10-0 5-5-15 5-9-9 DEFL. in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.29 12-13 >999 360 MT20 220/195 Vert(CT) -0.85 12-13 >427 240 Horz(CT) -0.20 2 n/a n/a Wind(LL) 0.16 12-13 >999 240 Weight: 132 lb FT= 20% 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction cf 20% has been applied for the g!l!en lumber members. 7) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 6-9=-68, 4-6=-68, 1-20=-68, 3-20=-75(F=-7), 3-4=-68, 16-19=-20 • 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 0 russ M27099 GOLDEN SURF PLA~3 CA08 California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 4-10-9 7-1-1 9-3-8 ~10i3 12-3-0 2-2-7 0-6-1 2-4-13 15-2-8 4-10-9 2-2-7 2-11-8 9-10-3 • 25 27 28 29 30 y M27099 GOLDEN SURF PLAN 3 C.F 3 Job Reference o tional 8.020 s Aug_ 1 2016 MiTek Industries, Inc. Thu Nov 02 16:08:16 2017 Page 1 ID:93gXblNJKxAA8Kf0mCESwhyTnvK-eWxCvwDu3Mb?5RZ6JXctfojnd7cbogfxlOf63_yNA • 1e-2-o I 20-1-14 21-1,8 23-1-7 I 25-1-6 I 21-1-5 I 30-5-o 131-8-01 2-11-8 2-5-14 0-5-101-11-15 1-11-15 1-11-15 3-3-11 1°3-0 DL=2500 # Scale= 1 :51. Camber= 7/8 i 6Jo MT18HS.::::c 9-9-2 32 33 35 24 4x10 = 3x4= 3x8= 5x8 = 6x10 MT18HS= 4x8= 3x4= 36 5x16.::::, 6x8 11 • 3/8 GIDER PADS LOADING(psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 • Rep Stress Iner NO BCDL 10.0 Code IBC2015/TPl2014 6x10 MT18HS= CSI. TC 1.00 BC 0.96 WB 0.75 Matrix-MSH • LUMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x6 OF SS G WEBS 2x4 OF Stud/STD G WEDGE Right: 2x4 OF Stud/Std -G BRACING- TOPCHORD Structural wood sheathing directly applied or 2-11-1 oc purlins, except • 0-0-0 oc purlins (4-1-5 max.): 4-8. Except 4-1-0 oc bracing: 4-8 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 6302/0-3-8 (min. 0-2-4) 11 8213/0-3-8 (min. 0-2-15) Max Horz • 11 23(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 8-9=-19637/0, 9-10=-22479/0, 10-11=-22503/0, 4-5=-16605/0, 5-6=-21990/0, 6-7=-21990/0, 7-8=-18651/0, 1-2=-18336/0, 2-3=-18254/0, 3-4=-17 488/0 BOT CHORD 1-24=0/12294, 1-25=0/17329, 19-25=0/17329, 19-26=0/16947, • 26-27=0/16947, 27-28=0/16947, 18-28=0/16947, 17-18=0/19903, 17-29=0/19903, 29-30=0/19903, 30-31 =0/19903, 16-31 =0/19903, 16-32=0/20958, 15-32=0/20958, 14-15=0/20958, 14-33=0/19662, 13-33=0/19662, 13-34=0/21327, 34-35=0/21327, 11-35=0/21327, 11-36=0/19467 WEBS 8-14=0/5519, 6-16=-502/0, 4-18=0/4787, 3-18=-529/0, 7-14=-3344/0, 7-16=0/1530, 5-16=0/3019, 5-18=-4742/0, 3-19=0/581, 9-14=-1611/0, 9-13=0/2598 • NOTES-(15) 1) 3-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 • 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. • 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 3/8 GIDER PADS 25-1-6 I 27-1-5 I 30-5-0 3-11-14 1-11-15 3-3-11 18: 0-2-0 0-1-8 DEFL. in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.37 14-16 >979 360 MT20 220/195 Vert(C1) -1.25 14-16 >290 240 MT18HS 220/195 Horz(C1) -0.23 1 nla n/a Weight 485 lb FT= 20% 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total seismic drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 22-8-8 to 30-5-0 for 324.3 plf. 12) Girder carries hip end with 9-10-8 end setback. 13) Graphical purlin representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 711 lb down at 5-9-4, and 1638 lb down at 26-11-4, and 1598 lb down at 13-10-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 8-12=-68, 4-8=-197, 1-4=-68, 1-31=-5 11-34=-58(F=-38) Concentrated Loads (lb) Vert: 8=-937 4=-937 26=-711 (F) 30=-1598 itJ{._,~~cii~.) M27099 GOLDEN SURF PLA-3 CB01 California TrusFrame LLC., Penis, CA. 92570, JEREMY L. I -1-3-0 I 3-10-4 7-5-0 1-3-0 3-10-4 3-6-12 • 7-11-11 • 11-4-4 3-4-9 27 13 Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Thu Nov0216:08:17 2017 Page 1 ID:93gXbl NJKxAA8KfOmCESwhyTnvK-6iVa6GDWqfjsjb8ItE76C?G_ ?XyAXBJ4_2OfbRyNA i 14-8-13 1ij-3J8 18-10-4 I 22-8-8 £3-84! 3-4-9 0-6-11 3-6-12 3-10-4 -1 Scale = 1 :40. Camber= 5/8 i 7-11-11 28 30 • 23 4x10= 3x8= 5x14 MT18HS WB= 2x4 11 3x8= • 7-5-0 -- Plate Offsets X LOADING(psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 TCDL 14.0 Lumber DOL 1.25 BC 1.00 BCLL 0.0 * Rep Stress Iner NO WB 0.47 BCDL 10.0 Code IBC2015/TPl2014 Matrix-MSH • LUMBER- TOP CHORD 2x4 DF No.2 G *Except* T2: 2x4 DF No. 1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/STD G OTHERS 2x4 DF No.2 G BRACING- TOPCHORD Structural wood sheathing directly applied or 1-10-3 oc purl ins, except • 0-0-0 oc purlins (2-1-6 max.): 4-6. Except: 2-1-0 oc bracing: 4-6 BOT CHORD Rigid ceiling directly applied or 5-10-4 oc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 2415/0-3-8 (min. 0-2-13) • 8 2370/0-3-8 (min. 0-2-12) Max Herz 2 Max Uplift 2 8 Max Grav 2 8 37(LC 7) -417(LC 8) -404(LC 8) 2624(LC 15) 2585(LC 15) • FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7074/1133, 3-22=-6745/1265, 4-22=-6708/1276, 4-5=-6394/1224, 5-6=-6380/1224, 6-7=-6727/1277, 7-8=-7029/1137 BOT CHORD 2-23=-286/2254, 2-24=-1018/6680, 15-24=-1018/6680, 15-25=-1018/6680, 14-25=-1018/6680, 14-26=-1316/7413, • 26-27=-1316/7413, 13-27=-1316/7413, 12-13=-1316/7413, 12-28=-1316/7413, 28-29=-1316/7413, 11-29=-1316/7413, 11-30=-1022/6639, 10-30=-1022/6639, 10-31=-1022/6639, 8-31=-1022/6639, 8-32=-303/2256 WEBS 4-14=0/993, 5-14=-1225/264, 5-11=-1241/267, 6-11=0/991, 3-14=-548/0, 7-10=0/329, 7-11=-531/0, 5-12=0/398, 3-15=0/328 NOTES-(14) • 1) Unbalanced roof live loads have been considered for this design. 15-3-8 18-10-4 22-8-8 3-11-4 3-6-12 3-10-4 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.28 12 >973 360 MT20 220/195 Vert(CT) -0.93 12 >292 240 MT18HS 220/195 Horz(CT) 0.26 8 n/a n/a Wind(LL) 0.31 12 >872 240 Weight: 102 lb FT= 20% 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exp-osed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads . 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads . 1 O) Girder carries hip end with 8-0-0 end setback. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 829 lb down and 289 lb up at 15-3-8, and 829 lb down and 289 lb up at 7-5-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncre Uniform Loads (plf) Vert: 1-17=-68, 17-22=-75(F=-7), 4-22=-6 Concentrated Loads (lb) Vert: 4=-589 6=-589 29) • 0 russ M27099 GOLDEN SURF PLA-3 CB02 Cal~omia TrusFrame LLC., Perris, CA. 92570, JEREMY L. M27099 GOLDEN SURF PLAN 3 C.F Job Reference o tional 8.020 s Aug_ 1 2016 MiTek Industries, Inc. Thu Nov02 16:08:18 2017 Page 1 ID:93gXblNJKxAA8KfOmCESwhyTnvK-au3zKcE8bzrjlljVQyeLkDoDKxJiGhoEDi8C7tyNAM I -1-3-o I 1-3-0 4-11-2 9-5-0 4-11-2 4-5-14 9311-11 12-8-13 1~-3;:& 17-9-6 22-8-8 0-6-11 2-9-2 0-6-11 4-5-14 4-11-2 • • • • Plate Offsets X LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 20 4x6= 9-11-11 21 9-5-0 9-5-0 --4:0-3-8 0-0-8 8:0-2-8 0-2-0 SPACING-2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Iner NO Code IBC2015frPl2014 4x6= CSI. TC 0.61 BC 0.86 WB 0.26 Matrix-MSH • LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 3-7-0 oc pur1ins, except 0-0-0 oc pur1ins (4-6-12 max.): 4-5. BOT CHORD • Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 7 1002/0-3-8 (min. 0-1-8) 2 1121/0-3-8 (min. 0-1-8) Max Horz 2 • MaxUplift 7 2 = 46(LC 9) -83(LC 10) -136(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2528/263, 3-17=-2018/166, 4-17=-1963/183, 4-18=-1800/187, 18-19=-1797/188, 5-19=-1797/189, 5-6=-1949/183, 6-7=-2495/272 • BOTCHORD 2-20=-24/772, 2-21 =-202/2381, 10-21 =-202/2381, 9-10=-83/1865, 9-22=-83/1865, 8-22=-83/1865, 8-23=-212/2354, 7-23=-212/2354, 7-24=-72/828 WEBS 3-10=-546/128, 4-10=0/444, 5-8=0/410, 6-8=-594/143 NOTES-(11) 1) Unbalanced roof live loads have been considered for this design. • 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. 11; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 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 for a live load of 20.0psf on the bottom chord in all • areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. Scale = 1 :39 . Camber= 7/16 i 4x6;:::, 4x8= 13-3-8 3-10-8 DEFL. in (Joe) I/dell Vert(LL) -0.32 10-16 >855 Vert(CT) -0.75 10-16 >361 Horz(CT) 0.10 7 n/a Wind(LL) 0.09 10 >999 9-11-11 23 22-8-8 9-5-0 Lid 360 240 n/a 240 PLATES MT20 Weight: 92 lb GRIP 220/195 24 4x6= FT= 20% 7) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlfrPI 1. = "' p; 0 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Ctmrd, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the pur1in along the top and/or bottom chord. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-15=-68, 15-17=-75(F=-7), 4-17=-68, 4-5=-68, 5-7=-68, 11-14=-20 • ~o~------~~ru=s~s------~~ru~s=s~y=p~e----------~..,.,,,-------..,.,.,..,y----.M.-.2""7""09""9"G""O"'L""D"'E..-N""S"UR"'F=,P"'LA-=N"3"C".F~-----'-------, M27099 GOLDEN SURF PLA-3 CC01 CAL HIP California TrusFrame LLC., Perris, CA. 92570, JEREMY L. Job Reference o tional 8.020 s Aug_ 1 2016 MiTek Industries, Inc. Thu Nov 02 16:08:19 2017 Page 1 ID:93gXblNJKxAA8KfOmCESwhyTnvK-35dLXyFmMHzayvlh_f9aHQLKdLd6?7nNSMtmfJyNAM -2-0-0 2-0-0 4-1-6 4-1-6 7-5-0 3-3-10 7a11-11 10-4-8 12-9-5 1,3-4~ 16-7-10 20-5-8 28-~-0 -6-1~ 2-4-13 2-4-13 0'-6-1 3-3-10 3-9-14 0-3-8 7-11-11 • 1~ 20 • 4x10= 3x8= • 7-5-0 7-~~12 0--12 Plate Offsets X Y --8:0-0-0 0-0-7 LOADING(psf) SPACING-2-0-0 CSL TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 TCDL 14.0 Lumber DOL 1.25 BC 0.97 BCLL 0.0 * Rep Stress Iner NO V\/8 0.34 BCDL 10.0 Code IBC2015/TPl2014 Matrix-MSH • LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.1&BtrG WiEBS 2x4 DF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 1-11-14 oc purlins, except 0-0-0 oc purlins (2-3-7 max.): 4-6. Except: 2-3-0 oc bracing: 4-6 • BOTCHORD Rigid ceiling directly applied or 6-1-12 oc bracing. • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 8 207 4/Mechanical 2 2202/0-3-8 (min. 0-2-9) Max Horz 2 47(LC 4) Max Uplift 8 -332(LC 8) 2 -404(LC 8) Max Grav 8 2297(LC 15) 2 2384(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. • TOPCHORD 2-3=-6142/1067, 3-4=-5909/1092, 4-18=-5589/1051, 5-18=-5601/1049, 5-6=-5518/1050, 6-7=-5812/1090, 7-8=-5894/1 063 BOT CHORD 2-19=-252/1883, 2-20=-959/5801, 11-20=-959/5801, 11-21=-1150/6138, 10-21 =-1150/6138, 10-22=-1150/6138, 22-23=-1150/6138, 9-23=-1150/6138, 9-24=-955/5527, 8-24=-955/5527 • WiEBS 4-11=0/856, 6-9=0/794, 3-11=-303/0, 5-11=-724/264, 5-9=-831 /254 NOTES-(14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 8 3) Provide adequate drainage to prevent water ponding. 4 All plates are MT20 !ates unless otherwise indicated. Scale= 1 :37. Camber= 1/2 i 7-8-3 24 5x14 MT18HS= 3x8= 4x10 = 20-5-8 13-4-0 20-5-8 28-~-0 5-9-4 7-1-8 0-3-8 DEFL. in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.28 9-11 >866 360 MT20 220/195 Vert(CT) -0.77 9-11 >317 240 MT18HS 220/195 Horz(CT) 0.18 8 n/a n/a Wind(LL) 0.25 9-11 >999 240 Weight: 85 lb FT= 20% 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) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 . 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Girder carries hip end with 8-0-0 end setback. 11) Graphical purl in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 829 lb down and 289 lb up at 13-4-0, and 829 lb down and 289 lb up at 7-5-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-6=-165, 6-8=-68, 12-15=-49( - Concentrated Loads (lb) Vert: 4=-589 6=-589 M27099 GOLDEN SURF PLA-3 CC02 Cal~omia TrusFrame LLC., Penis, CA. 92570, JEREMY L. Job Reference o tional 8.020 s Aug_ 1 2016 MiTek Industries, Inc. Thu Nov 02 16:08:19 2017 Page 1 ID:93gXblNJKxAA8KfOmCESwhyTnvK-35dLXyFmMHzayvlh_f9aHQLQ?Lfv?9mNSMtmfJyNAM 10-9-5 I -1-3-o I 4-11-2 9-5-0 1-3-0 4-11-2 4-5-14 9r-,1 d1-4-~ 15-9-14 20-5-8 -6-11 -6-1 4-5-14 4-7-10 • 9-11-11 • • 0-9-10 9-8-3 Scale = 1 :36.1 Camber= 3/8 i 3x6= 4x6 = 4x6= • 9-5-0 9-5-0 Plate Offsets X 8:0-2-8 0-2-0 LOADING (psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 TCDL 14.0 Lumber DOL 1.25 BC 0.86 BCLL 0.0 * Rep Stress I ncr NO WB 0.21 BCDL 10.0 Code IBC2015/TPl2014 Matrix-MSH • LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 3-6-15 oc purlins, except 0-0-0 oc purlins (4-4-0 max.): 4-5. BOT CHORD • Rigid ceiling directly applied or 9-8-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 7 2 Max Horz 2 • Max Uplift 7 2 1062/Mechanical 1151/0-3-8 (min. 0-1-8) 45(LC 7) -155(LC 8) -204(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2651/471, 3-4=-2230/407, 4-17=-2009/396, 17-18=-1993/392, 18-19=-1992/393, 5-19=-1979/389, 5-6=-2138/396, 6-7=-2564/467 • BOTCHORD 2-20=-86/802, 2-21 =-403/2499, 10-21 =-403/2499, 9-10=-302/2080, 9-22=-302/2080, 8-22=-302/2080, 8-23=-397/2394, 7-23=-397/2394 WEBS 3-10=-488/108, 4-10=0/502, 4-8=-366/86, 5-8=-5/411, 6-8=-483/120 NOTES-(12) • 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 O; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all • areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6 A plate rating reduction of 20% has been applied for the green lumber members. 11-4-0 20-5-8 2~-~-0 1-11-0 9-1-8 Cl'-3-8 DEFL. in (loc) 1/defl Lid PLATES GRIP Vert(LL) -0.31 10-16 >795 360 MT20 220/195 Vert(CT) -0.70 10-16 >348 240 Horz(CT) 0.09 7 n/a n/a Wind(LL) 0.10 10 >999 240 Weight: 84 lb FT =20% 7) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located atllll mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Girder carries tie-in spans of 2-0-0 from front girder and 5-0-0 from back girder. 10) Graphical purlin representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 215 lb down and 75 lb up at 10-9-0, and 215 lb down and 75 lb up at 10-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-4=-68, 4-17=-68, 5-19=-68, 5-7=-68, 11-14=-20 Concentrated Loads (lb) Vert: 17=-15319=-153 Trapezoidal Loads (pit) Vert: 17=-68-to-18=-119, 18=-119-to-19=-68 • 0 russ M27099 GOLDEN SURF PLA-3 CC03 Calfomia TrusFrame LLC., Perris, CA. 92570, JEREMY L. -1-0-0 5-0-0 1-0-0 5-0-0 • • • 3x6= 10-4-8 5-4-8 M27099 GOLDEN SURF PLAN 3 C.F Job Reference o tional 8.020 s Aug 1 2016 Milek Industries, Inc. Thu Nov 02 16:08:19 2017 Page 1 ID:93gXblNJKxAA8Kf0mCESwhyTnvK-35dLXyFmMHzayvlh_f9aHQLRILjG?9TNSMtmfJyNAM 4x6 II 4 13-7-15 15-9-0 20-5-8 .• 5-4-8 4-8-8 20-5-8 Scale = 1 :34 . Camber= 1/4 i_ 3x6= • 7-1-1 7-1-1 --=P~la-te-O~ff=s-e-ts~X~---~4-:0--0~--0~0--0--0~----------------------------6-6-14 6-9-9 LOADING(psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 • Rep Stress Iner YES BCDL 10.0 Code IBC2015/TPl2014 • LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 4-0-1 0 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. CSI. TC 0.40 BC 0.58 WB 0.23 Matrix-MSH • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 6 898/Mechanical 2 973/0-3-8 (min. 0-1-8) Max Horz 2 50(LC 9) Max Uplift • 6 -74(LC 10) 2 -115(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2204/224, 3-4=-1870/176, 4-5=-1816/176, 5-6=-2133/225 BOT CHORD 2-16=-32/690, 2-17=-173/2072, 9-17=-173/2072, 8-9=-65/1331, 8-18=-65/1331, 7-18=-65/1331, 7-19=-173/1986, • 6-19=-173/1986 WEBS 4-7=0/629, 5-7=-418/135, 4-9=0/684, 3-9=-458/135 NOTES-(8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end • vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 1 o.o psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2015 International Building Code section • 2306.1 and referenced standard ANSI/TPI 1. DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.20 7-9 >999 360 MT20 220/195 Vert(Cl) -0.42 7-9 >587 240 Horz(Cl) 0.07 s n/a n/a Wind(LL) 0.o? 7-9 >999 240 Weight: 77 lb FT= 20% 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Ctiord, nonconcurrent with any other live loads. LOAD CASE(S) Standard M27099 GOLDEN SURF PLA-3 CD01 Cal~omia TrusFrame LLC., Perris, CA. 92570, JEREMY L. 3-11-5 7-5-0 3-11-5 3-5-11 -6-1 0-• 6x8 :::c 4.00fTz • 3x4 :::c Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Thu Nov 02 16:08:20 2017 Page 1 ID:93gXblNJKxAA8KfOmCESwhyTnvK-XHAjllG07a5Ra2ttYNgppeubsk_ckbmWgOdJClyNA 12-9-3 16-8-8 3-5-11 3-11-5 3x4.:::::, 11-1.1-0 I 1-3-0 Scale = 1 :29.1 Camber= 5/16 i or,1 ~a::-~=-----___IJ4--------=""--!-41--B+-4--4-4-.-,::::_ ___ ___IJ4------~=-=--::::,--_ or, 7 10 • • 0 19 3x10= Plate Offsets X LOADING(psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 * -- 20 3-11-5 3-11-5 1:0-5-2 0-1-8, 11 2x4 11 SPACING-2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress I ncr NO 21 3x4= 7-5-0 3-5-11 6:0-5-2 0-1-8 CSI. TC 0.48 BC 0.96 WB 0.23 BCDL 10.0 Code IBC2015/TPl2014 Matrix-MSH • LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 2-6-14 oc purlins, except 0-0-0 oc purlins (2-11-6 max.): 3-4. BOT CHORD • Rigid ceiling directly applied or 6-11-8 oc bracing. 9-3-8 1-10-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. • REACTIONS. (lb/size) 1 1638/Mechanical 6 1744/0-3-8 (min. 0-2-1) Max Horz 1 -44(LC 6) Max Uplift 1 -243(LC 8) 6 -303(LC 8) Max Grav 1 1818(LC 15) 6 1911(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD • 1-2=-4948/796, 2-3=-4694/942, 3-18=-4306/887, 4-18=-4299/890, 4-5=-4544/926, 5-6=-4964/797 BOT CHORD 1-19=-213/1554, 1-20=-701/4678, 11-20=-701/4678, 11-21=-701/4678, 10-21=-701/4678, 10-22=-821/4480, 22-23=-821/4480, 23-24=-821/4480, 9-24=-821/4480, 9-25=-695/4686, 8-25=-695/4686, 8-26=-695/4686, 6-26=-695/4686, 6-27=-168/1505 WEBS • 2-11 =0/382, 2-10=-455/0, 3-10=0/423, 3-9=-416/80, 4-9=0/605, 5-9=-634/0, 5-8=0/371 NOTES-(13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 O; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; 8=401!; L=24ft; eave=Oft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding . • 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 0 25 8 26 3x8= 2x4 11 3x10 = 12-9-3 16-8-8 3-5-11 3-11-5 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.13 10 >999 360 MT20 220/195 Vert(CT) -0.44 10-11 >453 240 Horz(CT) 0.14 6 n/a n/a Wind(LL) 0.15 10 >999 240 Weight: 71 lb FT= 20% 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber mem_bers. 7) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Girder carries hip end with 8-0-0 end setback. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 829 lb down and 289 lb up at 9-3-8, and 829 lb down and 289 lb up at 7-6-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-4=-165, 4-7=-68, 12-15=-49(F=-29) Concentrated Loads (lb) Vert: 3=-589 4=-589 • 0 russ M27099 GOLDEN SURF PLA-3 CD02 Cal~omia TrusFrame LLC., Perris, CA 92570, JEREMY L. I. 4-1-8 I 5-3-8 4-1-8 1-1-15 .• • • • 3x6= LOADING (psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Iner YES BCDL 10.0 Code IBC2015fTPl2014 8-4-6 3-0-14 CSI. TC 0.34 BC 0.63 WB 0.26 Matrix-MSH 4x6= 3 • LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 4-10-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 732/Mechanical 827/0-3-8 (min. 0-1-8) 5 Max Herz 1 Max Uplift .1 5 -63(LC 8) -59(LC 10) -112(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1358/154, 2-3=-1047/113, 3-4=-1045/112, 4-5=-1346/147 BOT CHORD 1-14=-27/483, 1-15=-54/1225, 7-15=-54/1225, 7-16=-46/1210, 5-16=-46/1210, 5-17=0/400 • WEBS 3-7=-30/630, 2-7=-389/114, 4-7=-371/104 NOTES-(8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 0; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions • shown; Lumber DOL=1.33 plate grip DOL=1.33 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) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. M27099 GOLDEN SURF PLAN 3 C.F Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Thu Nov0216:0B:20 2017 Page 1 ID:93gXblNJKxAA8Kf0mCESwhyTnvK-XHAjllGO7a5Ra2ttYNgppeud2k3fkbLWg0dJClyNA 11-5-4 12-7-4 I 16-8-8 17-11-8 I 3-0-14 1-1-15 4-1-4 1-3-0 Scale = 1 :28 . Camber= 3/16 i 3x6= 9-11-9 12-7-4 16-8-8 1-7-3 2-7-11 4-1-4 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.27 7-10 >756 360 MT20 220/195 Vert(Cl) -0.48 7-10 >418 240 Horz(Cl) 0.04 5 n/a n/a Wind(LL) 0.05 7-10 >999 240 Weight: 63 lb FT= 20% LOAD CASE(S) Standard • • • • • • • • 0 russ M27099 GOLDEN SURF PLA-3 CD03 California TrusFrame LLC., Perris, CA 92570, JEREMY L. 4-7-0 4-7-0 14x6= 10 3x4 11 4-7-0 4-7-0 Plate Offsets X --1:0-2-8,0-1-12, LOADING (psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 • Rep Stress Iner NO BCDL 10.0 Code IBC2015/TPl2014 LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G *Except• W2: 2x4 DF No.2 G BRACING- TOPCHORD russ ype MONO CAL HIP 8-8-13 4-1-13 9-3-8 4-8-8 10:0-2-0 0-1-4 CSI. TC 0.86 BC 0.65 WB 0.44 Matrix-MSH Structural wood sheathing directly applied or 3-5-6 cc purlins, except end verticals, and 0-0-0 oc purlins (3-5-8 max.): 1-3. Except: 3-6-0 cc bracing: 1-3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 10 1598/Mechanical 5 1294/0-3-8 (min. 0-1-8) Max Herz 5 -108(LC 6) Max Uplift 10 -277(LC 4) 5 -84(LC 8) Max Grav 10 1683(LC 15) 5 1294(LC 1) • FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD • 3-4=-2657/251, 4-5=-3015/140, 1-2=-2347/339, 2-14=-2347/339, 3-14=-2347/339, 1-10=-1576/326 BOT CHORD 9-16=-271 /2538, 16-17=-271 /2538, 8-17=-271 /2538, 8-18=-122/2858, 7-18=-122/2858, 7 -19=-122/2858, 5-19=-122/2858, 5-20=-35/936 WEBS 4-7=0/380, 4-8=-543/0, 3-8=0/530, 3-9=-365/10, 2-9=-926/399, 1-9=-394/2599 NOTES-(12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. • 4) This truss has been designed for a 1 o.o psf bottom chord live load nonconcurrent with any other live loads. y M27099 GOLDEN SURF PLAN 3 C.F Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Thu Nov 02 16:08:20 2017 Page 1 ID:93gXblNJKxAA8Kf0mCESwhyTnvK-XHAjllGO7a5Ra2ttYNgppeuVqk2OkYUWg0dJClyNA ,9-3-~ 12-10-12 16-8-8 17-11-8 I 0-6-1 3-7 -4 3-9-12 1-3-0 Scale = 1 :29 . 7-11-11 Camber = 3/16 .i 3x6= 12-10-12 16-8-8 3-7-4 3-9-12 DEFL. in (Ice) 1/defl Ud PLATES GRIP Vert(LL) -0.11 8-9 >999 360 MT20 220/195 Vert(Cl) -0.32 8-9 >617 240 Horz(Cl) -0.07 10 n/a n/a Wind(LL) 0.07 8 >999 240 Weight: 76 lb FT= 20% 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the::green !umber members. 7) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Girder carries hip end with 8-0-0 right side setback, 0-0-0 left side setback, and 8-0-0 end setback. 1 0) Graphical purl in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 3-6=-68, 1-3=-165, 10-11 =-49(F=-29) • • • • M27099 GOLDEN SU RF PLA-3 CE01 Cal~omia TrusFrame LLC., Perris, CA. 92570, JEREMY L. 4-7-8 13 5x6= Plate Offsets XY-- LOADING(psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 4-7-8 4-7-8 4-7-8 2:0-2-8 0-2-8 SPACING-2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Iner NO Code IBC2015/TPl2014 9-1-4 4-5-12 CSI. TC BC WB Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Thu Nov 02 16:08:21 2017 Page 1 ID:93gXblNJKxAA8KfOmCESwhyTnvK-?Tk5ydG0uuDICCR464B2MrQee8LxTw1gvgMskCyNAM 13-0-5 d3-7~ 17-2-4 21-0-0 I 22-3-0 I 3-11-1 -6-1 3-7-4 3-9-12 1-3-0 Scale = 1 :36. Camber= 7/16 i 7-11-11 3x10 MT18HS= 4x8 = 4x6= 2x4 11 3x10= 13-7-0 17-2-4 21-0-0 4-5-12 3-7-4 3-9-12 13:0-3-0 0-2-12 DEFL. in (loc) I/defl Ud PLATES GRIP 0.99 Vert(LL) -0.16 9-11 >999 360 MT20 220/195 0.89 Vert(CT) -0.59 9-11 >422 240 MT18HS 220/195 0.74 Horz(CT) -0.16 13 n/a n/a Matrix-MSH Wind(LL) 0.17 11 >999 240 Weight: 97 lb FT= 20% • LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 2-9-1 0 oc purl ins, except end verticals, and 0-0-0 oc purlins (2-1-4 max.): 1-4. Except: 2-1-0 oc bracing: 1-4 • BOTCHORD Rigid ceiling directly applied or 8-0-15 oc bracing. WEBS 1Rowatmidpt 2-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 13 2091/0-3-8 (min. 0-2-6) • 6 1717/0-3-8 (min. 0-1-13) Max Herz 6 Max Uplift 13 6 Max Grav 13 6 -108(LC 6). -395(LC 4) -149(LC 8) 2217(LC 15) 1717(LC 1) • FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. • • TOP CHORD 4-5=-4122/461, 5-6=-4345/332, 2-17=-4582/700, 3-17=-4582/700, 3-18=-4582/700, 18-19=-4582/700, 4-19=-4582/700, 1-13=-364/148 BOT CHORD 13-20=-594/3351, 12-20=-594/3351, 12-21 =-594/3351, 21-22=-594/3351, 11-22=-594/3351, 10-11 =-488/3949, 10-23=-488/3949, 23-24=-488/3949, 9-24=-488/3949, 9-25=-317/4124, 8-25=-317/4124, 8-26=-317/4124, 6-26=-317/4124, 6-27=-96/1332 WEBS 5-8=0/363, 5-9=-424/10, 4-9=0/494, 4-11 =-291 /798, 3-11 =-828/352, 2-11 =-169/1423, 2-12=0/467, 2-13=-3693/632 NOTES-(13) 1) Unbalanced roof live loads have been considered for this design . 2) Wind: ASCE 7-1 0; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. 11; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads . 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 1 0) Girder carries hip end with 8-0-0 right side setback, 0-0-0 left side setback, and 8-0-0 end setback. 11) Graphical purl in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncre Uniform Loads (plf) Vert: 4-7=-68, 1-4=-165, 13-14=-49(F=-29 • rr.:,oc:-------------,-,.=,ru""ss=-------'-,...-:r:-;:us==s,--r.:y"'pe=-----------...,.,...,:-;---7"n1:--;-y---..M,..2"7"'09"'9'G"O"L""D;=;EN""'SU"R"'F'"'P;;-LA-;;;N.n,3C"'".FF-----------, • • • • M27099 GOLDEN SURF PLA-3 CE02 California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 5-10-6 5-10-6 MONO CAL HIP . 11-0-5 5-1-15 10 3x6= 2x4 11 5-10-6 11-7-0 5-10-6 5-8-10 Plate Offsets X --2:0-3-8 0-1-8 LOADING(psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 TCDL 14.0 Lumber DOL 1.25 BC 0.89 BCLL 0.0 * Rep Stress Iner NO WB 0.53 BCDL 10.0 Code IBC2015/TPl2014 Matrix-MSH 4x6= • LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 3-6-0 oc pun ins, except end verticals, and 0-0-0 oc purlins (3-7-1 max.): 1-3. Except 3-7-0 oc bracing: 1-3 • BOTCHORD Rigid ceiling directly applied or 8-9-15 oc bracing. WEBS 1 Rowatmidpt 2-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS. 10 (lb/size) • 5 1338/0-3-8 (min. 0-1-8) 1168/0-3-8 (min. 0-1-8) Max Horz 5 Max Uplift 10 5 Max Grav 10 5 -140(LC 8) -342(LC 6) -204(LC 10) 1351(LC 17) 1168(LC 1) • FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. • • TOP CHORD 3-4=-2192/406, 4-5=-2686/467, 2-14=-2040/400, 3-14=-2031/402, 1-10=-298/127 BOT CHORD 10-15=-494/1921, 9-15=-494/1921, 9-16=-494/1921, 8-16=-494/1921, 7-8=-494/1921, 7-17=-416/2529, 5-17=-416/2529, 5-18=-134/816 WEBS 4-7=-525/114, 3-7=0/352, 2-7=-91/279, 2-9=0/347, 2-10=-2101/515 NOTES-(12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3 Provide ade uate drainage to prevent water ponding. Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Thu Nov0216:08:21 2017 Page 1 ID:93gXblNJKxAA8KfOmCESwhyTnvK-?Tk5ydGOuuDICCR464B2MrQhd8LqTzKgvgMskCyNAM a1-7~ 16-0-11 21-0-0 I 22-3-o I -6-1 4-5-11 4-11-5 1-3-0 Scale = 1 :36 . Camber= 3/8 i 9-11-11 3x8 = 3x6= 21-0-0 9-5-0 DEFL. in (lac) 1/defl Ud PLATES GRIP Vert(LL) -0.35 7-13 >717 360 MT20 220/195 Vert(CT) -0.74 7-13 >338 240 Horz(CT) -0.10 10 n/a n/a Wind(LL) 0.09 7-9 >999 240 Weight 94 lb FT= 20% 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 . 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Girder carries tie-in spans of 2-0-0 from front girder and 5-0-0 from back girder. 10) Graphical purlin representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 3-6=-68, 1-3=-119(B=-51), 10-11=-20 M27099 GOLDEN SURF PLA-3 CE03 Job Reference o tional California TrusFrame LLC., Perris, CA. 92570, JEREMY L. 5-3-6 8.020 s Aug 1 2016 MiTek Industries, Inc. Thu Nov0216:08:21 2017 Page 1 ID:93gXblNJKxAABKf0rnCESwhyTnvK-?Tk5ydG0uuDICCR46482MrQhp8QXTzPgvgMskCyNAM 9-10-5 5-3-6 4-6-15 ~0-5-~ 15-4-15 I 21-0-0 I -6-1 4-11-15 5-7-1 Scale = 1 :34 . • Camber= 3/1~ i 11-1-11 • "' r;; 0 • 2x4 II 3x10= 3x4= 3x6= 2x4 11 3x6= • 5-3-6 10-5-0 5-3-6 5-1-10 Plate Offsets X, .. 3:0-3-12 0-0-8 9:0-4-4 0-1-8 LOADING (psi) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 TCDL 14.0 Lumber DOL 1.25 BC 0.53 BCLL 0.0 * Rep Stress I ncr YES WB 0.52 BCDL 10.0 Code IBC2015/TPl2014 Matrix-MSH • LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 3-11-0 oc purl ins. except end verticals, and 0-0-0 oc purlins (5-8-5 max.): 1-3. Except: 5-8-0 oc bracing: 1-3 • BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 5 918/0-3-8 (min. 0-1-8) 10 918/0-3-8 (min. 0-1-8) Max Horz .5 -144(LC 8) Max Uplift 5 10 -75(LC 10) -125(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1549/171, 4-5=-2233/203, 1-2=-1091/163, 2-14=-1091/163, 3-14=-1091/163, 1-10=-868/148 • BOTCHORD 9-16=-153/1414, 8-16=-153/1414, 7-8=-153/1414, 7-17=-174/2090, 6-17=-174/2090, 6-18=-174/2090, 5-18=-174/2090, 5-19=-73/755 • WEBS 4-6=0/355, 4-7=-726/104, 3-7=0/476, 3-9=-440/35, 2-9=-396/169, 1-9=-160/1286 NOTES-(10) 1) Unbalanced roof live loads have been considered for this design . 2) Wind: ASCE 7 -1 0; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; 8=4011; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 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 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. 15-4-15 21-0-0 4-11-15 5-7-1 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.11 6-7 >999 360 MT20 220/195 Vert(CT) -0.27 6-7 >914 240 Horz(CT) -0.06 10 n/a n/a Wind(LL) 0.06 6 >999 240 Weight: 96 lb FT= 20% 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2015 lntei;national Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrate<!load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purl in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord . LOAD CASE(S) Standard M27099 GOLDEN SURF PLA-3 CF01 Job Reference o tional 8.020 s Aug 1 2016 MiTek Industries, Inc. Thu Nov0216:08:21 2017 Page 1 ID:93gXblNJKxAA8Kf0mCESwhyTnvK-?Tk5ydG0uuDICCR464B2MrQlf8RQT?cgvgMskCyNAM Cal~omia TrusFrame LLC., Perris, CA 92570, JEREMY L. 4-2-5 4-2-5 4-9-0 I 9-1 o-8 I o-6-11 s-s-:s+a DL=1000 # •• Scale= 1:18.1 Camber= 1/16 i 3x4 11 1 4x6 // 9 T1 • W1 ~ 10 11 12 13 14 2x4 11 • • • 5 3x4 = Plate Offsets X -- LOADING(psf) TCLL 20.0 TCDL 14.0 BCLL 0,0 • 4-9-0 4-9-0 2:0-2-12 0-2-0 SPACING-2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Iner NO BCDL 10.0 Code IBC2015/TPl2014 LUMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/STD G BRACING- TOPCHORD Structural wood sheathing directly applied or 5-3-9 oc purlins, 0-0-0 oc purlins (6-0-0 max.): 1-2. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. CSI. TC 0.54 BC 0.47 WB 0.45 Matrix-MSH except end verticals. and MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3 571/0-3-8 (min. 0-1-8) 5 711/Mechanical Max Herz 3 -68(LC 6) Max Uplift 3 -36(LC 20) 5 -107(LC 5) Max Grav 3 626(LC 31) 5 = 766(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD • 2-3=-1341/263, 2-9=-498/420, 1-5=-297/130 BOT CHORD 5-10=-79/1085. 10-11=-79/1085, 11-12=-79/1085, 4-12=-79/1085, 4-13=-68/1124, 13-14=-68/1124, 3-14=-68/1124, 3-15=-138/557 WEBS 2-4=0/438, 2-5=-1073/65 NOTES-(13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. 11; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 1 o.o psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all • areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6 A late rating reduction of 20% has been a lied for the green lumber members. 3x4= 9-10-8 5-1-8 DEFL. in (Ice) I/defl Ud PLATES GRIP Vert(LL) -0.07 4-8 >999 360 MT20 220/195 Vert(CT) -0.16 4-8 >715 240 Horz(CT) -0.02 5 r./a n/a Wind(LL) 0.03 4-8 >999 240 Weight 38 lb FT =20% 7) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total seismic drag load of 1000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 7-7-8 to 9-10-8 for 444.4 plf. 10) Girder carries hip end with 5-8-8 right side setback, 0-0-0 left side setback, and 5-8-8 end setback. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 2-3=-68, 1-2=-126, 5-6=-37(F=-17) • --■1· • Milek® • • • • • January 01, 2015 To whom it may concern: Re: Turb-O-W eb Trusses MiTek USA, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield, MO 63017-5746 Telephone 314/434-1200 Fax 314i434-9110 This letter is to certify that MiTek USA. Inc. assumes responsibility for the structural integrity of the sealed Turb-O-Web Truss designs provided by our professional engineers based on the parameters stated on the face of the engineering designs. Design procedures for both lumber design and plate connections are in full compliance with the American National Standard "National Design Standard for Metal Plate Connected Wood Truss Construction"' ANSiff PI 1-2007. Section 104.11 Alternative materials, design, and methods of construction and equipment, of the 2012 International Building Code states: "The provision of this code are not intended to prevent the installation of any material or prohibit any design or method of construction not specifically prescribed by this code, provided that any such alternative has been approved ... and that the material, method or work offered is, for the purpose intended, at least the equivalent of that prescribed in this code ... " We hereby certify that the Turb-O-Web is an acceptable alternative to conventional truss webs with equivalent performance . Stephen W. Cabler, P.E. Senior Vice President Engineering and Technical Services eg • • • • • • • • • Turb-O-Web USA, Inc 2665 N Atlantic Ave # 400, Daytona Beach, Florida 32118 Toll Free: 1 (888) 750 6005 Fax : (321) 747 0306 Email: john@turb-o-web.com Website: www.turb-o-web.com The Turb-O-Web tm system is protected in the United States by the following US patents:- # 6,176,060; # 6,249,972; # 6,415,511; # 6,688,067; and# 6,842,981 with further applications pending. The use of the Turb-O-Web ™ system requires a license from Turb-O-Web USA, Inc. • ANSI-TPI 1-2002 Clause 3.7.6.1 limits ma~imum gaps in all joints (not being floor truss chord splices) to be no more than 1/8".This clause provides a method of measurement for "joints designed with single points of contact between adjacent members as shown on the Truss Design Drawing, the maximum gap between all contact points shall not exceed 1/8". Reference is then made to Figure 3.7-3.The relevant portion of Figure 3.7-3 showing a joint "designed with single points of contact is shown below":- 1/8" max. gap at all points of contact Reference should be made to the original complete document ANSI/TPI 1-2002 • •• • • • • • • • • • AUGUST 1, 2016 NON-STRUCTURAL GABLE STUD ATTACHMENT· MIi-STUD ATTACHMENi: MiTek USA, Inc. Page 1 of 1 REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS . VARIEsfj2 ,t , .. NOTE: GABLE STUDS MAV·CBE ATTACHED WITH t.5X4 OR 2X3: MITEK_M.T~O P~ATE~·Q~ wiftt (&) :111s;·x1~M;''sTAPLEsotJi:'s10E QNbY SEE MITEK STANDARD GABLE END DETAIL FOR GABLE STUD BRACING REQUIREMENTS . • • • • • • • • STANDARO QABLE END ~ETAIL MIi/SAC • 20F 11(18/2004 :)=>AG!=, 1 OF 2 *DIAGONAL OR L •BRACING REFER '.!'OJ.ABLE BELOW SEE-PA<;;E:2/2 FOR ... -:-·. "·~•···ALTERNATE'B!V,CING DETAIL •• iX40RJ~i(i)'Pl.OR • 2)(3 ONE·FAeE AND 3 TOE·NP,..l(E07/16)(1-3/4 SENCO STAF'LES OR EQUIV, Milek "lndustrl_ea, IR(!; Weatern Olvlslon SHEATHING (BY OTHERS)1----------~ END?\ ' •• , ••• , WALL. • -~IGID C'ILING MAT!=RIAL Dl;TA~-~ A LATERAL BRACING NAILING_§~HEDULE LQAP.IN~psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 1.0.0 LUMBER TOP CHORD BOTCHORD OTHERS SPACING. 2-0-0 Plates Increase 1.25 ~ Lumber Increase 1.25 _ R1:1p ·stress Iner YES -Code ASCE 7-02 2 X 4 DFUSPF/HF ,No:2 2 X 4 DFUSPF/HF ;:STUD/STD 2 X 4 DFUSPF/HF -STUD/STD ____ _ ___ _ __ __ __ _ _MAXIMUM V_ERTICAL. STUP;HEIGHT NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. B, HEIGHT 30 FT 2l CONNECTION BElWEEN BOTTOM CHORD OF GABLE END_TRus_ s_ AND WALL ro_ ee_ l?ROVIDED BY PROJECT ENGINEER OR ARCtilTEc;T. 3 FURNISH COPY Of THIS ORAWING TO CONTRACTOR FOR BRACING INSJ:ALLATION, • 4) BRACING SHOWN IS FOR INDMDUAL TRUSS ONLY. CONSULT BLOG. ARCHITECT OR ENGINEER ~:::;;;;;;~"-' BRACING OF ROOF SYSTEM. • • - $) DETAIL A (~WN ABOVE) APPLIES TO STRUCTURAL GA_BlE ENDS AND TO GABLE ENDS WI fpp CHQRD NOTCHING NOTE~ 1 )THE GABLE MUST·BE FULL V SHEATHED W/RIGID MATl;RIAI. ON ONE i;'ACE BEFORE I\IOTCHI ATTACH SCAB (EQUAL.OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE :TOP CHOR ARE SPACED AT. 2-4" 0.C. AND FACE OF TRUSS IS NOT .FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. - 3) {UMBER MUST MEET OR ·f::XCEEP VISUAL GRADE #2 LUMBER AFTER NOTCHING; 4) NO NOTCHING IS PERMITTED WITHlllj ~ TftE 0\/Ej~Hl'.NG LENGTH. Continued on page 2 ' ,. l. I l I I 'i • • I • • • • • • • • • STANDARD GABLE END DETAIL MIi/SAC. 20F 9/17/2004 PAGE ;2. OF 2 1, NOTES . 6'-3" MAxTO BEARING WAlL ;-. STRONGBACK 2X4 No.-i OR BTR _.ALTERNATE.BRAClf!lcG.DETAI~ 1·· •• -·. -•• 2X4 BLOCK 1)2X4'1\!0.2 QR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS@ 6" O.C. 2)2X4 LEDGER NAILED TO EACH STUD WITH 4-1 0d NAILS . 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2-10d TOE NAILS . 4)THE 10d NAILS SPECIFIED FOR LEDGER.AND STRQNGBACKARE 10d BOX NAILS (0.131" DIA. X3.0" LGT) THIS ALTERNATE BRACING DETAIL 1$ APPLIC.ABLJ~ TO STRUCTURAL (}.ABLE. END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS :ia'B~-6'". UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED • " ER,. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHOR • 3. THE HORIZONTAL TIE MEM!:IER AT THE • 4. PLEASE CONTACT TRUSS ENGINE!::R I , \_ ·\ ;,. • . ., . '. • : :: .•. ·: •" . . _A ···wARJ{ING-. vcri/!I dealgnpci.ramriora and R&D No-rBs ON T~s-ANDINCLimBlJ EK RBFERENCE,1a0B·w-147'1..BBl'O~ USS.· -····· °"'1':vald lor LH only wllh Mil•~ connocloo; This design k based ol1!y upon PQ<Qmelers shown. ond h !or on lndMdual buld~ co111JOnanl. ~f~ :~~:::,~ :i~•::~.: :V~~lt.~/ /!=~:•~~':~ '!\!'/:y,.:/,";g~nsi.:I~•: 1.:'~~~~ ~l,.: ereclor, Additional l)llrmananl bracing ol lhe ovetallskuclll'e~he resporuibily ol lhe bulldlrg dadgne,. for generol (jUidanc• regOfdslg lobricollon. quolily conlrol sloroge, dollve,y, orecRon and bro , consul· ANSl/lftl Qually Cttlada, DSl!-89 and acsn ftulldlng Compononl Safety lnlonnallon available lrom IMS Pleil• lnsHlulo, ~ D'Onolr Delve, Mo~n. WI 53719, ·---------~----------'-' ----, ~~~~n>ICll4ilf~-••\·---· .. , ,· Cllrus Heigh~, CA. 9561.,, : MITek• I p I I' I /· I it l T r l • • • • • • • • • • • DETAIL FOR COMMON AND li'N[) J~CKS Mil/SAC -8 -20PSF __ ,r ;;-·\. . ~ 8/31/200& PAGE 1 •• MITek Industries, Inc, Wes.tern DlvJ11lor.i CONJII. W/2 16d COMMONWIRE(0.162-0IA. X 3.5") LGT TOE NAILS.QR SEE OETAJL t,ID/SAC-7 FOR PRl:SSU~_~llL9CKING l~FO, ·.v .. A . wARNIM1·. Verl.ll, dfflgnpara~atart ·~nci" RE4D NoTBS ?lf.·;ms ANi:iuic:LUiJBD mTEir REE'~($ .PAGE ~~147~ BEFORE USE. Ofi~n valid for 1.ne only wilh twrek com■clais. Tin design ii based onfY upc,n poramelm1 shown. and Is lor an lndMdual buklnQ component.,.. .. c~:~=.~:I dosl~f ~=~•===~~<kl/=:~=;:,:,~~e~~=~~~~~ ::~~!i~~: efeclot. A~I permonenl bfociog of the overalalruclure b I~ n:tsJ)Onsfbllly of lhe buid!ng daslgnar. for genesal ~once regorcUng labdcallon. quollly conlrol slorage. delivery. ereclan and broclna, consUO ANSl/!Pll Quall\' Cdleda. DSB-89 and Befll Bulldlng Campanonl Sal•IV lnlonnallan avoiablo lrom lru>s Plale lnsWule, 583 O'Onolr!o Ddve. Madison. WI 53719. • • ,j~ ,, . •Sulbi'tob • _, ' •• • _TT77Gnienbiu:kLen• .•••• ,, ··' .. • •.· •• ·e11ru1'Helghls, CA, 9~1, ' MIT♦~• I l l t r r • e FEB.f.lUl\~Y 141 2012 CONVENTIONAL VALLEY FRAM!NG DETAIL ST-VA~LEYl·· • • • • • • • • • MJTek USA, Inc . ::BENERAL SPECFIOATIONS; 1; WIJH BAS_. E~S!ISl:J!f!Ec:i:eDJJ.SJI\LU:DlrN'.11LY SHEAT.HIN!3.TO • ,:OP CliORP 0F:mJl!F\()RTING.~6E)/tflUS8e8J 1· 2: .BRAOE'B~ ~.l:fQl'.ID AND w·EB ~ Pe,Tf!ll~ DESIGNS. . -,.:-" '.:' •.• 'rFIUSiMUST BE SHEATHED 3. DS:ll)!E V/!J,.LEY R\001; BY RUNNING A ~L STRING FRO~ 'TliE.INTERSECTING RIDGE OF • THI;_( a,) GAB~ ~,'(b.) Olf!DEfl TRUSS Oft('!.) CCJMM9N "f!:IUS~ TO~ ROOF Stt;AT.l:flNG. NOTE: GABLE END, QQMMON TR.USS OR GIRDER TRUSS •• GABLE END, COMMON TRUSS OR GIRDER. TRUSS 48" o.o; MAXIMUM ·POST SPACING LIVE LOAf) • 30 P,SE}~),, DEAD LOAD• 15'f!Sli~ i:>.O.LINC-1:15·" ''"· ••••• ASCE 7-98, ASCI; 7-02, ASCI: 7-05 90 MPH (MWFRS) ASCl:7-101,15MPH (MWFBEi) "· INSTALL 2J<4 VAU.,EY PLATES, FASTEN 10 EA.OH SUPPORTING.TRUSSWn:tt ( 2) 1611 ca&• X .131") NAILS. 6, SET 2 x ti 12.RIDGl;BOARD. SUPPORTWll'H 2.x 4 POSTS SPACED 411•.o.o .. 8E'll=i-BOTTOM Ot=. POST TO SET'EVENLV ON TttE'SHEATHING. FASTEN POST TO RIDGEWITH ( 4 r10d (3~ )( • 13111'/All.S. f[<ST~ PO,SJ:TO.ROOF;.~HEATHING WITH ( 3 I 10d (3"X.t3t")TOE-NAILS. .. • • o: FRAME; VALLEY ~Sl'ROM VALLEY.PLATE TO RllBE BOARD. MAXIMUM RAFTER SPACING 18·24~O.C.. FAST91 VALLEY RAFTER TO RIDGE'BEAM WITH ( 9 I 1Bd (3$1,IC ,131") TOE·I\IAU . . f~EN ~LE'( RN'TER TO VAW:.V. PLATE WITH (3 I 18d (S,li" l< ,131') ,-0~!1.S. 7. ·SUPPOR;'lllE VA~V RAFTERS ~ITH 2 ~ 4 P6~4B' O.C'( OR LESS) AL~0 'EACH RAFTER,. INSTAl,!.POSTS IN A STAGGERED PATTERN AS SHOWN ONPI..AN DRAWING. AUJGN POSTS •• WllH TRUSSES BELOW. fAS'fffl VI\LLEV RAFTER TO'POST WITH.(4!'1Qd (3" X :1!11"1 N~ts: FASTEN POSTTlfROl/Ot1.SHEATl:ll.N13 TO SIJPPORTIN~TRUSS WITH ( 2) 1Bd (3;5" X,131") tlAIL~, 8. POSTS 8HALL ~E 2 x412 OR BETT!;fl SPRUCE PINE FIR, DOUG FIR LAROM OR • YELLOW PINE. POSTS El<OE!:PING 75" SllALL.BE IN.CREASED TO 4 x 4 OR BE c ;i I PLY 2x 4'e FASTEl'IED TOGcf!:!ER WITH 2.f~oV'S OF tad ~ILS 11·0.c,, ' i I I l l I l -' • • • • • • • • • • • _!EBRUARY 14, 2:012 r- . J5t:iOtJ1-·® __ --- -TRUSSE□-v A-LLE_v_s_E_'r __ P_E_T~A-__ ,-L:_·_-· t~--'--s_r_-v_A_LL_E_Y_3 _ __,,..---.i ·111 .~ri=t i:am□ M_ITek USA, Inc .. VALLEY TRUSS RESTSON2x6 DETAIL A # Mil'ek USA, Inc. Page 1~!__1 LIVE LOAD = 30 PSF (MAX) . D!:AD LOAD= Hi P$F(MAX) NOTE: VALLEY STUD ~PACING NOT D.O.L.JNC=1.15 .. TOE)(CEED4B O.C.SPACING ASCE 7•98, ASCE 7-02, ASCE 7-05:(MWFRS) 100 MPH ASCE:]-10 (MWFf!S) 125 MPH • .,; ~~=:ii;;:=tt:===::::::n==:::JJ-=-=~-: BASE TRUSSES II c•~·ac<1 l_J~--1L.J-_..;:;.-·-~,•~ VALLEYTRUSS~YelCAL (2~•0,c,') • • 1_1_ .GABUfEND, COMMON TRUSS ~OR Glf:l!)ER TRI./SS ATTACH 2x6 QONTINQUS NQ.2.SP.f . TO THE FACE OF·TH.E:·BOOFW/TWO 16d(.131"1t3.5") NAiLS~OEACH ·.' . TRUi~ELOW .... , • (GRl:;ATER THAN 3/12 PITCH) ATTACH BEVELED 2x4 CONTINOUS N0.2 SPF TO THE FACE OF THE ROOF • .;..--?'" W/TWO 18d(.131" x ~-S, NAIL,SINTO. EACH TRUSS l;IEl,.OW DETAILC ... (GREATER Tf-':IAN at1::{Pff.GH LESS THAN.f2/12·PrfCH) -·· TOE -NAIL VALLEY TO BASE TRUSS WI ( 2.') 16d TOE NAILS DETAILS (3/12 PITCH OJI LESS) .. ·, ,: . ~· . ' I t b J l ;i I ii •·I -I ..! I l- t • • • .; • •· •• • • • • JANUARY 1, 2009 L-BRACE DETAIL ST-L-BRACE · L-Brace size •• :--Nall Size • ,·. Nall Spacing NQte: Nall.along enttrelengtb of L-B.race (Oil Two-Ply's Nfill to· ijoth Plies). Nals ~ SacUon Detail ~ ~ , -E-L-Brace ~ Web L-Brace mu~t be same species gr~de (or better) ~s web n;iemb _ Note; L~BracJng to® ~sed wtte" .continuous later~f brll,(llng ts lmpractlc~I. L-tira.<1e nius,t cover ~!)% of web lebgth. • -----..... -. WebSlze 2x3gr2x4 ~-~race Size tor One-Ply Truss Speclf)e.d Continuous Ro¥.'.~ of Lat~ral EJ[8:<J.!.Ot ~ DIRECT .SUBSTITUTION l'!OT APLICABUi'. 2x3oc~4 :J ··_;::;..,. L-Brace Si~t;? fq~ T~Ply Tryss Specified Continua.us RQws of Lateral Bracing . . • ,· .. -,'\-, .. l--, ••"DIRl:CTBUBSTITI.ITJCIN NQT API..ICABLE. 01/2016 I l I I t • • • • • • • • • • • August 10, 201.0 T .. aRACE / I .. B,RACE ,DETAIL WITH :2X aRAO~ ONLY, ST .. , T-BRACE 2 • I ••• ___ . -· ---------· ---------• --------;-~ --~-~-M!Tt1tUSA;1no.-Page 1 of·t - ' ~.-:-. _( "'l~··'.:~·,• .. _...,. ___ u:...,.;:,i ,;MITekU~A; Inc. : T-Brace slie 2x4 or 2x6 or 2x8 ~o\e:. T-BraQloo / I-Brae.Ing to beqsed when (X)ntiriuous lateral ~Ing Is lmpraqffQSI. T-Brace / I-Brace mual cqver 9Q% qt web length. NQte: This detail NOT to be used to conv~rt. T0Brace / l•BraQe v,,ebs·to, QQntlnuous l~~-ral braced webs. • .~, ·-______ :!L_,•~······--------· ., ........... ,, .. . . 6"o,c. Brace SIZ!'t, for On~Ply Tn,ss r: Specified. Continuous Rows o1 Lat~ arac1ng .. , ·_. _.._r ···,,:__._• __ • .. Note: Nall along. entire length of T-Bl1Ul9 / I-Brace (On Two-Ply's Nall to BoJll Plies) 2x3or2x4 '} ~ACIN~ ~ea::,:.;;::. -------- . --~ '" .. I-Brace ... ~3 Qr 2x4 . 2x4 T-Brilce __ ' 2><411-Brace _ .1 ' 2x8 _ _; 2xQj-Braoe: ·•,l~Al,B;.,.,.~ .. ! T-Brace / f_:,~e mustbe same species and gradl)•(or-better) ~s web member . m~~~_.....'-' ..... ~-•;;,;~~~~---.,. .. 01/2016 I I' ' ,I • • • • • • • • • • • , T-Bra~ .size : Nall Slie,, 1 x4 or.1x6 tOd.. T-13RACI; ! l-t3RACJ= Pt;TAIL.-, ST-T-BRACE Note: T~Braqlng / H~raolpg to b~ u~~d when oontl~uous later.al bracing Is ir!IP[alltlcal. T-Brace / I-Brae~ must cover 90% of. Wf1~· 181m"1· Note: This d!:!taD NOTt,o Ile used to CQrWert T-Br:aCEt / 1-BraQe webs to contlnuc;us· lateral braced w~s. • '' • .. ~, •. • ,; • ~!It : Nall Spaoln ,~ Q,rac~ S.lze. f«: one-~y Truss s~~fl~ ~tinuous ROW$. of latE1ral Braqlng •! --• -••!¼.-- Note: Nall along entire le~ath of T-Brace I_ I-Brace • (OIJ Two-Ply"s Na~ to Bot~ Plies), WebSlze :w~,t:\ ::·;, :~).~~ ~-:-·, Nall~ I-Brace Brace Size 'for T!lo-PfXTruss spelitted. cont1nuc,us Rows ~f ~~ral'Bractng 2x8 or 2x4: 2x4.T-Brace '.I' 2x4 I-Brace . , 2it8 . _ ··---; 2>(~ r-e._race ·I, ~6 ,f-8.. • .. It 01/2016 'TJilrifue.:/:l~Brac~(mijE1t:.be:same species and grade (or better) as.webmembei;: ••• (t))i0.T~flt$.J{~~~;~~ used In the. truss; 1x4 or txe SP braoes'nj~t·~:~:~tj'j#s. ~~-~c,,~~.:!oYlth design values that.are equal to (or betl8f).l~.13:l~~'We~ fqr'~P.:~~:~g~\l~s up to 12 with 1 x_ bracing matertal, u(~)~};( 4.~\io.f't~sr~fer~i · For-'SP.,trues.lumber,grad~s up to #1 wlt!'l 1 X bracing materl~I. us~. lfl.P ,6,5.t9rJ-~rac:iet1 e~ . .. I. 1 • ! tf f 1 I ~ J ... r t ' . l i l ! I . : j t L • • • • • • • • • • l SUP.POR·r OF B!C. o_F STA.No_ A.RD OPEN'ENo· 1· JAc;:;K U~ING PRESSURE BLOCKS. _ • . Loading {PSF): BCDl-, 1Q.O PSFMAX PARTIAL FRAMING PLAN OF CALIF,ORNIA HIP SET WITH SUB GIRDER MIi/SAC • 7 ·~=;~--."-<-.. . .. · . BC of carrier truss • ~--;•.•~· ···~---'..~-~~ I •• ~~ . . . . , "~ ~ . . ~~--~~~~£ •• ' ·,,, '2'~:.1.~1~X3.0" MIN) NAILS (lyp)· \::_ BOTTOM CHORD OF OPEN END JACK 2Jiifblo. w,a~(1 ..... , .·-:' it: m, I 3/30/~001 ';PAGE t MITof.lndu~trtes, Inc,, We~\ern Divis.Ion •.·•· JUNO s: 2007· :,I J I t t I ' I • • • • • • • • • • ,. I. ' -, .. CORNER RAFTER SL-0" SETBACK ...... ....,., ~ 3-0-0 LOADING (PSF) . -• _· ,:.:__ -·_ --;L--•P:~ -- tQP· Hi '1.~ SPACING : 2'{.0 IN. O.C. NQ. Of 11/l!=MBERS = 1 NOTE: 1. ALL CONNECTIONS TO SUPPORTS BY OTHERS 2. ALL PLATES AR!:: MITEK MT29. 8'-0" SETBACK 12 2,83'w4,24 ~ ·-'""'----<' :,,TENSIOP1---- SUPPORTS SHALL BE PROVIDED . ALONG EXTENS.ION@ 5'-8" 9.c. ., ,,, 170 PLF ~~=--~1" ' ,' I ti r'I''' ... rr· .i :X ,~. ,• ,,. ,·• .. ,_ f..:, ..• , . MITek Industries, Inc,. We~t~rn Division JUN. 0 6 2007 I ·,.o,. .. i~ ':V,•t"'{ll·,f~~i~ •• ,.~j.,. 'qnd iwi; mims aiiniis Al{D 001,irnf'i;l'Aim:i JIBF-WNC,: ,;iciB>iii,i41a DEroM US&.. • •••••• 0~iej; ,,~Id 101 . ...-a:cir.t/, wDh'Mlf a.1, cannoclcn, This daslgn b bo1od only upon -amelen shown. cind 11 lo, on lndlvlcluol bqlldlng component -1\jlp of !lnlgn' ·Dl!»flalLIJ?<J:and PIDPBI lncarparallon ol coff1Jbnenl la r1Dporulb01y ol.buldln daslgner • nal lnrn designer. llroclng shoWn b 1o1·1ol91a 1upt:IQ!( ·'!I r;.;lduol wob me_, only. Addlllonal l•mpo,.a,y bioclng la 1m ... slabmy ~wln_g comlrvcllon h lhe responslbllly cl Iha •.;.in:,!or; (\dd~bool p~nl ~ ol lhe oveial sl1UClure ls Iha resporisfblly o/ lhe bull:lklg de~gner, FD! general guidance regarding fDbdoo!ltJn;· •1ualll':""lft1 .. ,L ''"'"IIU. delve,y, aracllon and bracing, consull AHSI/Trll QuaUly Cdlurlo, DS~-Dt and &CSI I BUIiding Compononl ,5alol!l'•.int"',;,o11.,,· ,,,..,nc,11,(i •an, Trus, Pble lns_Ulute. 583 l?'Onolrto Drive. l,\odkan, WI 53719, 7777 Grnntiedi Lane.. .. .. • -t> · Suite 10a clM'lil Clbuo Hellhla, CA, 11581, Ml ·, MiTek" l' t r I .j I I t ' L '·l·· 11 i 1-. • ~ • • • .-ENOVEATICALMAYBEOMTTrED F TOP CHORD 1$ ADEQUATELY SUPPOR'l'ED. Cc;,Q~J!;•S y _ ,490HHIT-MOXY1'HS, NOTE: CONNECTOR PLATES,SIZEO,FOR HANDI.IIIG O,NL Y ANO , • 1-!AY BE REPLACED wmt EQUAL FASTENER. DEFLECTION CRITERIA (MAXIMUM ALLOWABLE) SLOPE < ·4: 12 c l.fl40 LIVE LOAD St.OPE >= 4: 12 = Ll18Q LIVE LOAD : F .DL >"' .S Ui '(ALL SI.OPeS) • L/180 TOTAL LOAtl' CEI.ING JOIST = L/240 LIVE LOAD • .. ~-·~--:;;:=-.-:----.... ~'7-~ • I. "" • • .. --. --.. __ ,_.·~·· 1·1:· -.-'", __ ..,. __ .• ~· ·-··•-· ,_.._,.,.. .. ,.,. .. , ... ___ _.,~,-~ •. ~~--~..._._---'-" ... :-;--"";.'-".;_;_~ _,.y, .. ,_.,,. ---------........ .._ ..... -----~--------- • • -~-'!SC __ ' .s-s-a,. 8-tQ-11 , i: B:,7-ll' • • ------------,..--,-.,.,.,.-,..--,,---...,..-..,,.,,,..,-.----..,......,-..----..-....,..,......,.,.,,_....,.,,__..,._ •• ,,.,:._...,...,~~ ,''1-'1"..,_..,... __ _,, .. ,.,,,Jtt"'·"'llr:""""· "'· _"""'._,...,,,......,.,....,.....,._.,....,..,...,,..,.,.-r....,.-----,.-...---- • • • • • • • • • • r-1:155 _1113 • > .. 24 ~ • 10d a,rm,on f. • A -~ ... • • -. . . ,r:._ ··.r --~~ , .. : .. LfI\;._. :· .. 1_\id a,rm,on • ' ' ,s,mmnk:11 _.......,. FLENO: . ;:llanclard Repair (125) DATE: 07~8 SEQ: .'2781674 .. • IBC;2D08 / CBC 2007 ' . . . .,-~-. ·•·--.• _., __ ... , .• •-· .--,..-►--.---·- ___ ----------------,.-s,---..,...---,-r--,-..,........,-..,_.,...._...__.,.,._...,....,.......,~-n"..,,.1""""''""""_,...,......,_.,, .... ,., · ·--~,. ,,.,.,,..._...,,,..,..,,.,,,.,.....,,.,......,,,.,,,._.....,..,.,....,. _____ -rn--.-,..,.,..-,,,,----.---- • • • • • ·• • • • • • J:EBRUARY_ij, 2008 _ LATEBALBBACJNG _BEC.QMMENDAIIQNS _ _ _ _ _ST:'.SJ.RGBCJ{ ______ _ · TO MINIMIZEV!BFiATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, \ 2x6 "STRONG.BACK" IS RECOMMENDED, LOCATED .EVERY'8 TO 10 FEET • , ALONG A FLOOR TRUSS. MiTek Industries, lrw. NOTE 1: 2X6 STAONGBI-\CK ORIENTeD VERTICALLY MAY BE POSITIONEQ DIRECTLY UNDER.Ti-u{rop CHORDbR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STFION~BACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED• WITH A METHOD OTHgR T'1JAN ~ETAL FRAMING ANCHOR, AND PROPERLY CONNECT-l;D, !i3Y OTMERS; AT THE ENDS: BLOCKING BEHIND IHE. · - VERTICAL WEB·IS .. • - RECOMMEN~D WHll-l= llle,ILIN<f!'HE SJR9f'IG!3ACK. ··.:-- :7::----- ·usEMETAL FRAMING ATTACl-i~o VERTICAL; ANCHOR TO ATTACH-. _WEB WITH (3) · 10d NAILS TO BOTfOM CHORP . (0.131, ~ Sj ATTACH ~4 VERTICAL ro'i=Aca OF TflU!;lS.· FASTEN .TO TOP AND BOTTOM CHORD WITH (2) • 10d .. )>!AILS (0.131'x3~) IN EACHCHORQ:• ' ,. ATTACH TO VERTICAL SCAB WITH (3), 10~ NAILS .(0;131',x3~)-•• (TYPICAL SPLICE) . ,·: ,•-: • ·.-: 'I ••. • ; ! THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING. IS NECESSARY, USE A 4'·0' LONG SCAB CENTERED ON THE SPLICE AND JOINEQ WITH (12) -1 0d NJ\l~S (0.131~ x 3"} EQUALLY SPACED. • ALTERNATE METHOD OF SPLICING:· OVERLAP STRONGBACK MEMBERS A MINIMUM.OF 4'·0" AND FASTEN WITH (12) • 10d NAILS (0.131" x3"} STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT All~NE_D WITH A VERTICAL} • • • • • • • • • • _________________ -!;1 ='·,_-:...· .... -=· -=-··=·-...,·__.....=...l ..... 1---· 4x2 BRACE W /(3)-10d NAILS @ EACH TOP CHORD .·• •• '.:'sLEDGER W/(5)-10d NAILS@ WEBS· I --------------------......,..--=--==-, =-:,-•=· -=---:---=-= ... ~=-,,,.;--,I.~ .. ~--=,.=-~--'""'·'"'"·· _..,.,___,,=.-f~=·:;=;n.=-· '=" ... o-l·j'=· ==-=~-•---l •• -. ----_-_-_ --- • • • • • • • • • • I I I I 1 -I 1.---------NO CHEEK CUT F.RONT:VIEW 1 • I • (2)-16dNAILS @ TOP CHORD EAR: .. TOP VIEW I ~=~====== .. =. --~-=--~-~~=-:=-,_,,,--.--_,-_ .... _=·"'·-""-""•=-.=s __ ,a=_=. _,,,,,..,,. _=. ~===---=--·;""'s .... -c':;~;,Si!~==--1!~1:i,., · ·-----•-_.-,._ .. --,,,,.--~.-.,-'!-:-.c:'1-c---. =:;;;::'I.:~----,,_--=.------.•-~--'-.--· -:J---~·-·--· • ____________________________ .,......,..__,..,..,.,.,,..,.,,,.,,...,,.,,,.,.,..,_.,,," __ ,.., __ ,,._,., __ ,,,, __ .,. __ ,., __ ,,,,_.,. __ ,,.,, __ .., __ ,,,,.,,,,,,-.,,....,,,,..,,..,""""'~'-· ..,.,.. _________ __,.,,_ ______ __,,_ • • • • Symbols PLATE LOCATION AND ORIENTATION . ~-~.:;•,_, Center plate on joint unless x, y offsets are indicated. ·'. '· ,. • ·.: Dimensions ore in ft-in-sixteenths. · , .. . A.pply plates to both sides of truss • • : ·--._: , and fully embed teeth. . •· . . . . . for,;4° 1(2 orientation. locate plali;i$·0-'Al' from outside edge of truss. This symbol indicates th~ required directiOfl of slots in connector plates. •,iate location details available In Mliek20/20 software or upon request. PLATE SIZE The {tr;t dimension is the plate width measured perpendicylar. to slots. Second dimension is the length parallel to slots. -.LATERAL BRACING LOCATION BEARING .. •··. . . Indicated by symbol shown and/or i5y, text in the bracing section of the 90tpuJ. User or I bracing if indicated. . . lndica.tes IQCaNbn where bearings (supports! occur. leans vary but _reaction section indicates join_) ·numberwhere bearings occur. :Min size shown is for c;rushing only. . . Industry Standards: ANSI/TPI I : National Design Specification ·for Metal Plate Connected Wood-Truss Construction. Design Standard for Bracing. DSB-89: SCSI: Building Component.Safety Information. Guide to Good Prac:fice for Handling, Installing 8. Bi:acing of Metal Plate Connected Wood Trusses. • ,, • ·Numbering System r dimensions shown in fl-in-sixteenths .(Drawings.not to sccl!J· .a ,2, TOP.:CH0RDS __ ·BOTTOM CHORDS 'l: JOINTS ARE GfflERALLY NUMBERED/lETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT F~EST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY iND JdlNT NUMBERS/lETTERS. • ,PRODUCT CODE APPROVALS ICC-ES Reports: ·.ESR-1311; ESR-1352, ESR 1988 'ER~3907, ·ESR-1362.'.~R~i .397, ESR-3282 'C>2012 MiTek®A• Ri_ghts Reserved MiTek_ Engineering Referenc~ StieE!t;°~MJl-7 47~ rev. o_m 6/20.1 S· • • • , failure to. Follow Co_uld Cause Prpp~rfy· Damage or Personal Injury ' li Adcilional stabilly brocirig· tor trussssystem. e.9-• I dl!3Qonol ori<-1:iod!lg, is a""'oys required. Se,fBCSJ.I 2. Truss broclng must.be designea by on engineer. F.or). ~de ~s spocing;individuot lo1ero1 broces'!hernsel\<es moy:~re 6roc!r.1g. or altemalive ,or 1 ' l:;l.~lng,should be consid~ed. ! f:lever exceed Jhe design loodirag show:n:On<:I never I stock11JOterfols on lnodequ_ate.ty~rocea trusses . . lt-; Provide copies of this .truss design to "the building designer, erecfionsuj)E!9,(~or. pro_pedy ov,m!ll" i;md ~ o1her Interested porf1e_s, • -·•-·-·' :5< ~!A· ~be~ to bear tjglµIY against each· oth·er. :6, Place plotes on.eacti lace .. of.t~.g1-eoc11 I • oint .aid :embed fully. l(nots and WOR~ at joint ocdtloos. ore reg~oted by ANSI/TPI 1. I 7~ Desiga assumes.trusses wi•,be sliiiably prolecied from the eriv_ir_0:1;vt.u~,i·1.io·qccord With Al'lSI/TPI 11. I a Urness otherwise noted. moisture .contenl oflumber . shoU '!OI exceed 19" citJli:ne.af fQbrfcotlon. ,?, Un~~ noled;this design ·is not opplcoble f~ use '.,\ilh •riij:i-'retadant, preservolive treated,· or green l\miber. I • 10. Camber Is a nor:,-structurol considera)ion•ood_ls fhe i responsll:l11ty of. truss fabricator. Generql prgc:11ce1s t~ c:oniber for de<id .load defieclion. • ; I ,I:•.. ,, '•. ~--. . I ,11. l?~&'.l~Fsize, orienlatioA and location dln)enslons 1 Tncl_i,;::.crle!;f are ~lrrlufT! pjqting requirements. . 12..Lum:ier:usedshj:i]be c;>f.lhe ~pedes and size. ond In all respects, equal to orbette(lhoo.t.hot specified. • • .13. Tap chords niusl be st:ieclhed •or purlns provided of '. spocil)g lndlca:ted on desl~,i. I ◄. Bottom':~hords ~egu~e loterol brodi,g ot 10 fl. spocir.iQ. or less, If.no •cejlng is instqll!,,d, .uni.ass otherwise:note~: 15. Conriectlons.nol,sl:lown ore the responsil;>ilily of others . . . • I 16. Do l'.)Ot ctJt ·or glter tru,ss member or plate Vl!lbout pri6r opprovol of .on engfrieer, I l7. Install ~d lood !v'.~lcqlly 4'l)ess iridlcoted othierwise./ l8. Ose .61.greeo ,or lreated )Jmber moy pose (lnocceptb • :el,yironmental. tieallt) or.perlormoace ilslcs. Gonsu piojecj' engineer before· use. 19. Review ol portions of this de$1Qn llro_rit, bgclc. w and pictures} before \iSe. Revlewing_pictures ol 1s·n.or~ulili::ie~t. 20. Design ossumes i;nanufqc_l'-!re.ln occordonce "?i ANSI/TPl.1• Quaity Criteria. • __________________________________ ...,., __ ,,...,...,...,..,.......,~,..,,,..,...,.....,.,....,,...,,.,,.."""'·"'·"'·"'·-'"'·""-·"'·"'··"'··· .. ···"'· _.,_,.,,..,,,,.,....,.,...,....,...,..--. .......... --...... ,,,,.. ............. ,_._,..-,--,..--- • • • • • • • • • 105'.S6:l24u. AVENU.E VANCOUVER, WA98684 • ~. • ., • • • • ~-~· -> to ., l ., , i.' ,1,\!; ·.,. .l .. ,,. -. ' I •1·•1, .. 1lnd~e.r .Products ~osp,~qtj.9,n, (TP.) ap~:· G~11eral· ;T.estl~g and Inspection (GTO. af~ c;p~e recqgnl~e~' ~Y tlle· lnter9atlcmal Confer~nce of a.~il~ijl~ Offb:lilfs.!(icsq;E.i):which a_s of Jahuary :L, 2003 became tb~ l~ternatlonal Accreditation Service, Inc~ (IAS}· ~Ith the new,.a~lgnea•1;1~inl>er1of,J\A-66~. ~:. • (;ALIFOR-'\IIA.TRU$FRAM.E:Lt,.C ' ., • '·. PERRIS:,~A. ' • • ·,' ~ :, i<?' ' I ' ' ' ' <, l r• Is current~y an active member In-good standing ln,thf TP Tt,lrd Party iifr~ss Auditing Program , , and has been since . , MAY,2011 Brian Hensley Truss Manager -Western Division April 18, 2012 ' I • ' I· . . 1• ! . I ) :. • TIMBER PRODUCTS e We Oeliver Confid~nte. e July 25,2017 California TrusFrame LLC 23665 Cajalco Road Perris, CA 92370 • To Whom It May Concern, • • • • • • • Timber Products Inspection, Inc. is proud to announce that the following truss manufacturing facility, California TrusFrame LLC, is a subscriber to our nationally accredited "Truss Quality Auditing Program". The TP Truss Quality Auditing Program is accredited under the IAS AA696 Evaluation Report and conforms to requirements for independent inspection of trusses under the International Building Code and International Residential Code. The TP program involves daily in-plant quality control checks by plant personnel and periodic unannounced inspections by TP personnel for conformance to engineering and industry standards for fabricators. The TP quality stamp on each truss bearing the registered GTI log is your assurance that the trusses were fabricated in accordance with the TP Truss Quality Auditing Program and appli½able sections of the IBC and IRC. Specific design loads and installation requirements are not covered by the T? Auditing Program. Please note that the quality programs are automatically renewed unless requested otherwise. Any questions about this program, the facilities status in the program or the use of the TP registered quality stamps should be directed to Timber Products Inspection, Inc. at (770) 922-8000. Sincerely, Timber Products Inspection ~ Patrick C. Edwards, P.E. Director of Engineering P.O.Box 919 • 1641 Sigman Road• Conyers, Georgia 30012 • 770/922-8000 • FAX: 770/922-1290 105 S.E. 124th Avenue• Vancouver, WA 98684 • 360/449-3138 • FAX: 360/449-3953 • • I I l • • I I • • • • ·-·i . I \I' I I I' , • I : .' '/ -"'l I =I :! ~i!t:1i1-~ ,vr::i: ::-11} r---·-·-· -·-·· ----·· :...~~nerat l}l_o:te~. __ i l niotas Generales_ TFUoooo aro not marlmd in any wo.y to identify tho frequency or location of temporary lateral restraint and diagonal bracing. Follow the recommendations for handling, inctalling and temporary restraining nnd bracing of truooco. Refer to BCSI -· Cuido to Cood rrootioo for Handling lnclalling, Rostraining & Bracing of Metal Plate Connected Wood Trusses*** for more detailed information . Truss Design Drawings may specify locations of pormanont latoral rootmint or roinforcomont for individual truss memboro. Refer to the BCSI-B3* .. f01 111Vll..' h,fo11nuU011. /\II other porrnuriei·1t brui.::in~ design is tho rooponsibility of tho building designer. [b DANGER The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. Loo truoaoo no o:1tan maroadoa de ningUn modo quo identifiquo la frccucncia o Jocalizaci6n de restricci6n lateral y orrioctre diagonal temporales. Use las recomend:icionoG do manojo, instalaci6n, restricci6n )' orriostra tamporol do /os trusses. \0a o/ fo/lato flQ§J ·-Guia do Buena Pr6otioa para el Manoio lnsta/aci6n Restricci6n v Arriostre de /os Trusses de Madera Conectados con Pfacas de Metal*** para informaci6n mas detallada. Los dibujoG do dlaoflo do las truosos pueden espeoifiaar las localizacionoD do rostricci6n lateral permanento o rc{iJCi:tO {,ii lvs li'iiG.iiibiVj iiidiliJi.iuk:,J JU t,'uJJ. ~lu la hoja resumen BCSl-83 ... para mas informaci6n. El resto de las disefios de arriostres permanentes son la responsabilidad de/ diseiiador de/ edificio. iPl:LIGRO! Cl rosulfada do un manojo, /ovanta mionto, in::;talaci6n, rostricd6n y arrisotra incorrecto puede ser la cafda de la estructura o aUn pear, heridos o muerlos. A ctlV'il'I~ Exercise care when remov- ing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. I~ Utilice caute/a al quitar las ataduras o las pedazos de metal de sujetar para evitar dafio a las trusses y prevenir la herida personal. L/eve el equipo protectivo personal para ojos, pies, manos y cabeza cuando trabaja con trusses. iHa~dling _; Manejo r Ul •Ii@# I Avoid lateral bending. Evite la flexi6n lateral. [ (N•}i@# I The contractor is responsible for properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. 0 El contratista tiene la responsabilidad de recibir, descargar y almacenar adecuadamente los trusses en la obra. Descargue /os trusses en la tierra Jiso para prevenir el da/10. A ca.unca Use special care in windy weather or near power lines and airports. ,~ Utilice cuidado especial en dfas ventosos o cerca de cables Use proper rig- ging and hoisting equipment. Use equipo apropiado para levantar e improvisar. Trusses may be unloaded directly on the ground at (S) DO NOT st0re the time of delivery or stored temporarily in contact unbraced bundles NOalmacene verticalmente las trusses sueltos. with the ground after delivery. If trusses are to be upright. stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on-center (o.c.). Los trusses pueden ser descargados directa- mente en el suelo en aquel momenta de entrega o .almacenados temporafmente en contacto con el suelo despues de entrega. Si las trusses estarr!Jn guardados para mas de una semana, ponga bloqueando de altura suficiente detras de la pi/a de /os trusses a 8 hasta 10 pies en centro (o.c.). If trusses are to be stored for more than one week, cover bundles to protect from the environment. Para trusses guardados por mas de una semana, cubra los paquetes para protegerlos def ambiente. Refer to BCSl*0 for more detailed information per- taining to handling ~~~ jobsite storage of trusses. Vea el folleto BCS/0 • para informaci6n mas detal- lada sobr~ ~I manejo y almacenado de Jos trusses en area ch.I trabajo. ' .. . ; ' ~ .~ .. '~.,, •'\-:._ ,,/. ' (S) DO NOT store on uneven ground. NO almacene en tierra desigual. Hoisting and Placement of Truss Bundles Recomendaciones Para Levantar Paquetes de Trusses (S) DON'T overload the crane. NO sobrecargue la grua. (S) NEVER uoo bonding to lift a bundle. NUNCA use las ataduras para levantar un paquete. A single lift point may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top cl1ord pitch truooes up to GO' (16.3 m) and paral- lel chord trusses up to 15' (13.7 m). Use at least three lift points for bundles of top chord pitch trusses >60' (18.3m) and parallel chord trusses >45' (13.7 m). Puede usar un solo lugar de /evantar para paquetes de trusses de la cuerda superior hasta 45' y trusses de cuerdas para/elas de 30' o menos. Use par lo menos dos puntos de levantar con qruoos de trusses de cuerda superior inclinadp A WAKNINU U6 Ml ovM0M supp0rtIng structure with truss bundle. IADVERTENCIA! No sobrecargue la estructura apoyada con el paquete de trusses. Place truss bundles in stable position. Puse paquetes de trusses en una posici6n estable. hasta 60' v trusses de cuerdas parale/as hasta 45'. Use por lo menos dos puntos de ievantar con grupos de trusses de cuerda superior inclinada mas de 60' y trusses de cuerdas paralelas mas de 45'. Mechanical Hoisting Recommendations for Sinple Trusses Recomendaciones Para Levantar Trusses lndivlduales I Ul•>i@3 I Using a single pick-point at the peak can damage the truss. Tagline El uso de un solo /ugar en el pico para levantar puede hacer daiio al truss. 1-Spreader bar 1/2 to _____,..I I ,----2/3 truss length TRUSSES UP TO 60' (18.3 m) ___., TRUSSES HASTA 60 PIES Tagline Locate 0 Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. L Spreader bar 213 to _J I I -3/4 truss length ---I TRUSSES UP TO AND OVER 60' (18.3 m) TRUSSES HASTA Y SOBRE 60 PIES __.. Sostenga cada truss en posici6n con equipo de grua hasta que la restricci6n lateral temporal de la cuerda superior este instalado y el truss esta asegurado en las soportes. Installation of Single Trusses by Hand Recommendacciones de Levantamiento de Trusses lndividuales Par La Mano Trusses 20' (6.1 m)or less, support near peak. Soporte cerca al pico los trusses de20pies o menos. trI I + Trusses up to 20' + I (6.1 m) Trusses hasta 20 pies Trusses 30' (9.1 m) or less, support at quarter points. Soporle de las cuartos de tramo/os trusses de 30 pies o menos. I+ Trussesupto30' •I (9.1 m) Trusses has ta 30 pies • Temporary Restraint &. Braciiig I _ Restriccion y Arriostre Temporal-~ ____ J r Ut•)i@# 1 Refer to BCSI-B2*** for more information. Vea el resumen BCS/-82 ... para mas informaci6n. 0 Locate ground braces directly in line with all rows of top chord temporary lateral restraint (see table in the next column). Co/oque las arriostres de tierra para el primer truss directamente en lfnea con cada una de las filas de restricci6n lateral temporal de la cuerda superior (vea la tabla en la pr6xima co/umna). (S) DO NOT walk on unbraced trusses . NO camine en trusses sueltos. (S) DO NOT stand on truss overhangs until Structural Sheathing has been applied to the truss and overhangs. s 2'o.c., typ. Brace first truss securely before NO se pare en voladizos cerchas hasta Revestimiento estructural ha sido aplicado ~~-IL _ _:~~~~~:1- a la armadura y vo/adizos. :. J ~-.! • • ' ·' : • ' I , 1· 1 1 c· · • , -,-. , • Y,. \ I I ~ :lq:J ft.it::i z,:r: 1 Y:+11.rn fstepsito"'-setiing Trusses·-~ ·-·-·--·--·--· 7 tL.as=!fllii.didils_,te ~'~J"sta,laci_o_,,_ ~tl•tlos _T,--i,_ss_&S; 0 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chorq diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). , ) Keµea1 µrucess with gmups ot four trusses un!il all trusses are set 1) lnstale las arriostres de tierra. 2) lnstale el primero truss y ate seguramente al arriostre de tierra. 3) /nstale las pr6ximos 4 trusses con restricci6n lateral temporal de miembro corto (vea abajo). 4) lnstale el arriostre diagonal de la cuerda superior (vea abajo). 5) lnstale arriostre diagonal para /os p/Dnoc do foe miombroc cocund:,rioc p:,ra oct:Jbi/ic@ Joe primoroc cinco truccoc (voa abojo). 6) /nata/a la restricci6n lateml temrnral y arrinstre diagonal para la r.uerda inferior (vea abajo). 7) Repita este rmrerlimiento en gmpos de cuatm tru,;;ses hasta q11e tndos las fru<;ses estP.n instalados I @•Ji@# I Refer to tsC$1-ti~A"'* for more information. Vea el resUmen BCS/-82*** para mas informaci6n. Restraint/Bracing for All Planes of Trusses Restricci6n/Arriostre Para Todos Pianos de Trusses 0 Minimum lumber used for lateral restraint and diagonal bracing is 2x4 stress-graded lumber. Attach to each truss with at least 2-10d (0.128x3"), 2-12d (0.128x3.25") or 2-16d (0.131x3.5") nails. La madera 2x4 clasificada par estres es la madera minima utilizada para restricci6n lateral y arriostramiento di· agonal. Atar/as a cada braguero con al minima 2 c/avos 10d (0.128x3'J, 12d (0.128x3.25'J o 16d (0.131x3.5"), 0 I his restraint and bracing nie!nod is tor all trusses except 3x2 and 4x2 parallel chord trusses (PC Ts). See top of next column for ternporaiy restrain\ and bracing of PCTs. Este metodo de restricci6n y arriostre es para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 4x2. Vea la parte superior de la columna para la restricci6n y arriostre temporal de PCTs. 1 TOP CHORD PLANE -CUERDA SUPERIOR Truss Span Longitud de. Tramo Top Chord Temporary Lateral Restraint (TCTLR) Spacing . Espaciamiento de/ Arriostre Temporal de la Cuerda Superior Up to 30' (9.1 m) 30' -45' (9.1 m-13.7m) 45' -60' (13.7 m-18.3 m) 60' -80" (18.3 m -24.4 m)' 10' (3 m) o.c. max. 8' (2.4 m) o.c. max. 6' (1.8 m) o.c. max. 4' (1.2 m) o.c. max. *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). * Con suite a un Professional Registrado de Disefio para trusses mas de 60 pies. Ii'.] See BCSI-B2 ... for TCTLR options. Vea el BCSl-82 ... para las opc1ones de TCTLR. j mm@# j Refer to BCSI-B3 ... for Gable End Frame restrainVbracing/ reinforcement information. Para informaci6n sabre restricci6nl "'"""'"""""" TCTLR arriostre/refuerzo para Armazones ~ Hastiales vea el resumen BCSl~B:f** Truss atlac~:::t> 0 Repeat diagonal braces for each set of 4 trusses. required at supports) Repita las arrisotres diagona/es para cada grupo de 4 trusses. Section A-A rmeJi@#i LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT ;LA RESTRICCIOIII LATERAL Y EL ARRIOSTRE DIAGOIIIAL 50111 MUY IMPORTAIIITES! 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDAR/OS chords gonal braces every truss spaces 20' (6.1 m)max. Continuous Lateral Restraint (CLR) splice reinforcement Minimum 2' 2x Scab block center d to CLR with minimum 8-1 Gd (0.135x3.5') nails each side of splice or as specified by the Bu~ding Designer. Note: Some chord and web members over CLR spliC8. Attach / SECTION A-A 3) BOTTOM CHORD PLANE - CUERDA INFERIOR Lateral Restraints -2x4x12' or greater lapped over two trusses or CLR splice reinforcement. Truss Member Diagonal braces every 1 O truss spaces 20' (6, 1 m) max. Restraint & Bracing for 3x2 and 4x2 Parallel Chord Trusses Restricci6n y Arriostre Para Trusses de Cuerdas Paralelas :Jx2 y 4x2 n;~-~ ·Iu· \.I 111) or Diagon~I bracing I &t•utWI Refer to ~5'·(,4.6, • •~11)' - BCSI-B?" .. for more ~ ~ information. Wa ~I Iesu111et1 Hl.:.1-tl/'" para mas informaci6n. bearing locallons. All lateral restC---------,,, lapped at least two trusses. 'Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c, for 4x2 chords. Out-of-Plane l_ms~lliij91 ·_--{1's~laci~n.J Out-of-Plumb Max. Bow Truss Length Ii::] Tolerances for Out-of-Plane. Tolerancias para Fuera-de-P/ano. CL th~ Max.Bow c~i:~------L Len::-~ t Length Tolerances for Out-of-Plumb. Tolerancias para Fuera-de-Plomada. Construdion Loading Carga De Construcci6n 0 Plumb /line D/50 1/4" (6mm) 1/'J." (1Jmm) 3/4" (19mm) 1" /25 mm) 1-1/4" /32 mm) 1-112" 138 mm\ 1-314" /44 mm\ 2" (51 mm\ (S) DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. NO proceda con la construcci6n hasta que todas las restric- ciones laterales y Jos arriostres esten colocados en forma apropiada y segura. (S) DO NOT exceed maximum stack heights in table at right. Refer to BCSI-B4 ... for more information. NO exceda las alturas mBximas de mont6n. Vea el resumen ~Q~-~- D (ft) 314" 12.5' (19mm) (3.8 ml 1' 7/8" 14.6' (0.3 ml (22 mm) (4.5ml ~· 1" 1R 7' (0oml __ J,5 mml (5.1 ml. 3' 1-1/8" 18.8' (0.9ml 129mm) 15.7ml 4' 1-1/4" 20.8' /1.2 m) (32mm) 16.3m) 5' 1-3/8" 22.9' 11.5ml (35mm) (7.0 ml 6' 1-1/2" 25.0' 11.8ml (38mm) (7.6 ml 7' 1-314" 29.2' 12.1 m) 144mm) /8.9 ml >8' 2" >33.3' 1"2.4m) /51 mm\ (10.1 ml Maximum Stack Height for Material on Trusses1•2 Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16"(406 mm) Asphalt Shingles 2 bundles Concrete Block 8" (203 mm) Clay TIie 3-4 tiles high 1. Based on truss live load of 40 psf or greater. For other conditions, contact a Registered Design Professional. 2. Install stacks of materials as quickly as possible. (S) NEVER stack materials near a peak, at mid-span, on cantilever·s· or overhangsa·· NUNCA api/e las materiales cerca de un pica, a centro de la luz, en cantilevers o a/eras. (S) DO NOT overload small groups or single trusses. ~·, NO sobrecargue pequefios grupos o trusses individuales. ----. 1 0 Place loads over as many trusses as possible. Ii::] ;~;I:{1~~d?a;~;~1;;;:;;;~~;;;~~::::::n::: po~sible. Alterations -Alteraciones I 1@,@3 ! Refer to BCSI-B5. ••• Vea el resumen 11c;s1-H5. ••• Truce bracing nol Ghown for cl:irit,•. (S) DO NOT cut, alter, or drill any structural member of a truss unless ~--. specifically permitted by the truss design drawing. NO carte, altere o perfore ningun miembro estructural de un truss, a menos que este especificamente permitido en el dibujo de/ diseflo . . __ _ . def truss. i t.j•>ild# ! Trusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construcci6n o han sido alterados sin la autor- izaci6n previa de/ Fabricante de Trusses, pueden hacer nulo y sin efecto la garantia limitada de/ Fabricante de Trusses. -contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance. NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs assistance in some aspect of the construction project, it should seek assistance from a competent party. The methods and procedures outlined in this document are intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. These recommendations for handling, installing, restraining and bracing trusses are based upon the collective experience of leading personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or contractor. It is not intended that these recommendations be interpreted as superior to the building designer's design specification for handling, installing, restraining and bracing trusses and it does not preclude the use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, floors, roofs and all the interrelated structural building components as determined by the contractor. Thus, SBCA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein. SBCA 6300 Enterprise Lane• Madison, WI 53719 608-274-4849 • sbcindustry.com TRUSS PLATE INSTITUTE 218 N. Lee St., Ste. 312 •Alexandria, VA22314 703-683-1010 • tpinst.org B WARN11x17170120 / I . 1 I(/ I . -1--1-.• I, 1--1, • ..,-J• II -fl ;J= ,-'-' r, 4 --(, _•J:,,'.'.J; •1(:/'. .•!,'.1:~~• =f, J~/,~/l 1/=r.f;~; /1'/-••:·/'.1·(,'.(,1(:)i',, :{=:--:· ':l(:;:/(:Ji' !•,:{:!(;).,-' ':{= ;)= ., J ' I (, ~':.f! flT:J rf; -: F111,J.fl :.r::, !DP ii hliT:J i (?::, ",[,Ji i ]!U!JJ•r ": t,JJ f:;:f I/(?:. .:;· It, • 1 :.r,ff:,;..,r, J it-: 1 :f:.{!/J.-f {~I;(, i r~ I n,_,:iir•, • • Z-f Q:C: -ten ~s zo oc 2J-t )>en en 'Tl )>Q en :::ti I -I "'tJ I~ s;: C')C') -tm cs:: ~~ m"'tJ Zc G') :::ti Z"'tJ mo men :::om -en zo G>z g~ C'))> Cz S::::o m_ Zen -I -· -··-. ·-·---·· :::ti ·~ OJ -< .. :::ti ~ 0 ~ m . • • 8-00-00 • • II ., GOLDEN SURF HOMES PLAN 3 STD PITCH 4/12 U.N.O -----------·+--------·------ST. O.H 1-0-0 U.N.O ··--· STD H.H _.._ -3-15 U.N.O LADDER BLOCKS F>ROVIDED BY OTHERS __ 8-00-00 .. __ . -·--,., . ..----·-·~ ◊ l==•~=-=l:l=~=~-= ··=-·a=,=~lbd II ,, ··cAo ~..a;a~1 ~ -·◊-=· CAO. • • • 24-o.c, t 8-00-00 i o t § ·, •· =, ·· •-'='!==a!loi=H-= ' .• _:_,?,~. O~=j-tjj=~=-=JI== .. -a-•.:j-~=s~q~~=ff::;d~j_j_ --~•.:.-=::=-. ~=~Ji=>,,:-•. r•• ~~ .. __ 22-08-08 ·--__ _ ._.7-08-08 __ , .. ___ ,., ........... , ....... _,.,. ·········~---··· ..... , .. , ........ ······- HARDWARE LIST "TRUSS" "GIRDER" CD01 CA08 CD02 CA08 -C003 CA08 CF01 CA08 I KU::;::; CLIP , AT NUN 0 "'O TRUSS PLACEMENT PLAN m ::C PLAN: 3 ffi ~ SCALE: 1/8"==1'-0" BEARING WALLS ~ ~ GOLDEN SURF ~ z ····-·· .. ··--·------·-----·-··· ... _ . . &> R ·cuSTOMER: FRAMING ASSOCIATES -S:: DEVELOPER: NEW POINTE _(Dm ~ LocArtoN: cARLssAD, cA. " 1, 0 ........................... _ ......... -··-···--···-----.. -.... ----------- :-n ~ PITCH: 4/12 U.N.O OVERHANG: 12" LOADING: TCLL=20 / TCDL=14 / BCDL=10 SIMPSON HUS26 JUS26 MUS26 JUS24 TR1 QTY 1 6 1 1 26 .• 24-0.C. 8-00-00 evlewed □ Reviewed as Corrected □ Rejected □ Revise and Resubmit □ Submit Speclfled Item This review Is only for general confonnance with the design concept of the proiect and general compliance with the lnformatfon given in the Contract Documents. Corrections or comments mAde on the shop drawings during l'1is review do not relieve contractor from compliance with the requirements of the plans and specifications. Review of a specJflc Item shall not include review of an assembly of which the item is a component. Contractor i~ responsible for: dimensions to be confirmed and correlated at the jobsite; Information that pertains solely to the fabrication processes or to the means, methods, techniques, sequences and procedures of construction: coordination of the work of all trades: and for performing all work In a &afe and satisfactory manner, HTK STRUCTURAL ENGINEERS By:~ • • • .... • • • • • ~---GOLDEN SURF HOMES -- PLAN 28 • UNIT #3 STD PITCH ST. O.H • • •• H -• • ••• 0 •-• 0 - STD H.H 4/12 U.N.O 1·-0-0 U.N.O " . , • OHOO •••••-•-• H .... H ~ --- 3-15 U.N.O .. -·- SZA . . . --~-. ! :~'l!t::'st.~~-g.oj!I] __ !i!!io ~~--1-~ ' --...... . . 0# ,=··=· ·-•'=· =· : ... ___ _ ◊ ◊ ; ---··-... :::::..._ .___:__ ~-, . ---. ·--- 12-07-~Q___ ----~~08 3-08-08 -----------=28-=-1.;...:;0-0....::..::...0 _________ ---,f ~--·--BLOCK-LIS-T ·-- ID DESCRIPTION QTY(S) QTY (V) PITCH LOW SOLID VENTED POINT ------·-·. ··-------._ __ --BK4 2x4x1-10-8 STD 100 --. SB1 2x6x1-10-8 STD 9 -4 0-5-7 1-- S82 2x6x1-10-8 STD 8 -4 04-15 ,__ __ .. -. - HARDWARE LIST TRUSS CLIPS AT NON I TR1 25 BEARING WALLS ---···---- -08 -- --·-···--··----------• ------------------------ ::0 m < a, -< • • • evlewed □ Reviewed as Corrected □ Rejected O Revise and Resubmit □ Submit Specified Item T~!s review Is only for general conformance with the design concepr of the project and general compffance wltli the lnformatron given fn the Contract Documenta. Corrections or comments made on the shop drawings during this review do not relieve contractor from compliance with the requirements of the plans and specifications. Review of a specific Item shall not Include r&Vlew of an assembly of which the Item is a component. Contractor 1, responsible for: dimensions to be confirmed and ~orrelated at the Jobslte; Information that pertains solely lo the fabrication processes or to the means, methods, techniques, sequences and procedures of construction; coordination of the work of all trades; and for perfonnlng all work In a safe and satl&faatory maMer. HTK STRUCTURAL ENGINEERS Date: \\ r By: . ----····---"•-------~-----·----------·--...... HARDWARE LIST ''TRUSS" "GIRDER" SIMPSON BC04/BC05 BH01 JUS24 BC05 BG01 JUS24 BH01 B801 JUS26 BG01 8B01 JUS24 BA10 BB01 HUS 26 -BA09 8B01 MUS26 BAOB B801 JUS26 BA07 8B01 HUS 26 BA06 8801 JUS24 BA05 BB01 MUS26 BA04 8801 MUS 26 BA03 B801 MUS26 BA02 8B01 MUS26 BA01 BB01 HUS26 BA1A 8B01 HUS 26 -----·----1------BA2A B801 MUS26 BA3A 8B01 MUS 24 BA4A B801 MUS 26 BASA B801 MUS26 -~- • ·- QlY 2 1 1 1 1 ·- 1 --1 1 1 1 1 1 1 1 1 -1 1 1 1 • • • • • • • • -------------~--------------------------- -"-··-····---·--··-·--····--·----··-···- GOLDEN SURF HOMES PLAN 2A -UNIT #2 STD PITCH 4/12 U.N.O ···-' .,_. . .. ··-· ·-·-"-•······---···-·· ..... ·•··--· ST. O.H 1-0-0 U.N.O --·----·-_____ ., ___ ·-. ······••"·~---· ···---•-·· STD H.H 3-15 U.N.O , .. 8-00-00 16-08-04 11ctReviewed □ Reviewed as eorrected D Relected □ Revise and Resubmit a Submit Specified Item Thls review Is only for general conformance with the design concept of the project and general compliance with the lnfonnatlo~ given In the Contract Documents. Corrections or t de on the shop drawings during commen s m~o not relieve contractor from o this review with the requirements of the plat 9 f JP~~=catlons. Review of a speclflc lte N shall not Include review of an assembly a: which the item la a component. Contractor l'a N 'bl for: dimensions lo be conf\rmeo :cr:~rel!ted at the lobsite: lnformaUon that rt I Olaly to the fabrication processes o ~ th~ n!!ns methods, techniques, sequence and procedures of construction: coordlnatlo of the work of all trades; and for performing al work In a aafe and aatl&facl0ry manner, HTK STRUCTURAL ENGINEERS Date: .. \7 B'f,,/e? ------~- HARDWARE LIST "TRUSSn "GIRDER" SIMPSON QTY BC04/BC05 BH01 JUS24 2 ---+-----+--------! BC05 BG01 JUS24 1 --+---+--B H 01 B801 JUS26 1 --BG01 8B01 JUS24 1 ---+----+---+------l BA10 B801 HUS 26 1 BA09 8B01 MUS26 1 BA08 8B01 JUS26 1 -------+---+------! BA07 B801 HUS 26 1 ---+-----+---+------! BA06 8B01 JUS24 1 BA05 B801 MUS 26 1 -------+---+------! BA04 B801 MUS 26 1 BA03 8B01 MUS 26 1 -------.. ·~···--· -----····· .. ···---·------------BA02 B801 MUS 26 1 i---- B A 01 8B01 HUS 26 1 ----------·-----·--------___ ......, BA01 B001 HUS 26 --··· BA02 B001 MUS 26 1 ---------------------+-BA03 8001 MUS 26 24"0.C. ➔ ------ • --· ------~ -'.r, -,-•... ·-0 =zy=- ' I . . ,--, I .. -----; _____ 1 ·-·-· . t2, . ·. -_· ~ = ~-~~~;1i;, ,..___ -----l--- BA04 B001 MUS 26 1 1 1 ____ 7-03-00 _______ ····----12-07-00 ______ ----~3-08 ____ 3-08-08 .. , --·······--------···--··--·---·-----BA05 B001 MUS 26 ------------~~_1_9-00 ________ _ -------··e1.ocK Lrs=-1 ------ ~-+---------·-----+-----I--BK4 2x4x1-10-8 STD S81 2x6x1-10-8 STD S82 2x6x1-10-8 STD TR ·-r--,-,---, -•• ----·--·-. ··--- o g "tJ TRUSS PLACEMENT PLAN rn ~ :::0 PLAN: 2 A _ Ci) fi e SCALE: 1/8"=1'-0" zu,m ~ Q GOLDEN SURF BEARING WALLS .. z ··--··· ··--·---····-····----·-------- &> R CUSTOMER: FRAMING ASSOCIATES cD" DEVELOPER: NEW POINTE i LOCATION: CARLSBAD, CA. ~ -.. ··--·--·--····--.. --.-· ····--·---··---•■----~~- PITCH: 4/12 U.N.O OVERHANG: 12" LOADING: TCLL=20 / TCDL=14 / BCDL=10 100 9 8 TR1 4 0-5-7 4 0-4-15 25 • • • • • • • • GOLDEN SURF HOMES PLAN1-UNIT #4 • -~~~{[~~fil~2.~ 11;,Reviewed □ Reviewed as Corrected D Rejected a Revise and Resubmit □ Submit Speclffed Item This review Is only for general conformance • with the design concept of the project and general compllance with the Information given In the Contract Documents. Corrections or comments made on the shop drawings during this review do not relieve contractor from compliance wllh the requirements of the plans and specifications. Review of a specific Item shall not Include review of an assembly of which the llem Is a component. Contractor 1~ responsible for: dimensions to be confirmed and correlated at the /'obslte; lnformaUon that pertains solely to the abricaUon processes or to the means, methods, techniques, sequenc:es and procedures of construction; coordination of the work of all trades; and for performl119 all work In a aafe and aalls~ manneL 17-08-08 ◊ ◊ ◊ ~-'BLoc·K''LIST" ID DESCRIPTION QTY (S) QTY(Y) SOLID VENTED BK4 2x4x1-10-8 STD 104 - SB1 2x6x1-10-8 STD 10 - S83 2x6x1-10-8 STD 7 -·---~--~ ---------·-----·--------HARDWARELIST TR1 AB04 ◊ ◊ ABOS AB01 PITCH LOW POINT -. 4 0-3-15 4 0-5-2 ----- 26 ----] ------------ ::0 ~ 0 ~ m -------- 0 s:: "'tJ TRUSS PLACEMENT PLAN m "> ::0 PLAN: 18 ~ i ~ SCALE: 1/8"=1'-0" iH ~ GOLD SURF ::0 z -------·"··--·-----·-·--:::-:::· --=---====-~========= ~ ~ CUSTOMER: FRAMING ASSOCIATES ar DEVELOPER: NEW POINTE ;-1:_9-~~I~.Q.~~_q~RLSBA[?_~ CA. ____________________ _ :-n PITCH: 4/12 U.N.O OVERHANG: 12" LOADING: TCLL=20 / TCDL=14 / BCDL=10 • • • • • ])Reviewed □ Reviewed as Corrected 00 □ Rejected □ Revise and Resubmit 9 □ Submit Specified Item ~ This review Is only for general conformance with the design concept of the project and general compllance with the Information given In the Contract Documents. Corrections or comments made on the shop drawings during this review do not relieve contractor from compliance with the requirements of the plans and speclflcatlons. Review of a specific Item shall not Include review of an assembly of which the item is e component. Contractor i~ responsible for: dimensions lo be confirmed and correlated at the lobslte: Information that pertains solely to the ebrlcetron processes or to the means, methods, techniques, sequences and procedures of construction; coordination of the work of all trades: and for performing all work In a aafe Bild satlsfactoiy manner, HTK STRUCTURA~ ~§IN!,ERS Date: \\ \"1.,\ \ 7 By: VV'-7 =.I I --·----·-·-----·-· -----· .. • • • • GOLDEN SURF HOMES PLAN1-UNIT #1 <-----------.------------------1 .STD PITCH ST. O.H+ ----··• ... STD H.H . ·-·------------•·· ... ,. ·- ◊ 4/12 U.N.O 1-0-0 U.N.O .. .... ----·---.... ··~-··-. - 3-15 U.N.O DL-1 00 # B . -··· _,, _____ -·--· ◊ ◊ _,__ ---··---·--------~.a+:~~~.~-~-~r-d .. ---------s·LOCK 'LIST -- ID DESCRIPTION QTV(S) QTYM PITCH LOW SOLID VENTED POINT BK4 2x4x1-10-8 STD 89 --- S81 2x6x1-10-8 STD 10 -4 0-3-15 S82 2x6x1-10-8 STD 7 -4 0-4-07 • ------------ :::0 m ~ m . -< .... .. :::0 m ~ ~ m C S: "'O m "-> ::u cn~O G)mffi z C') m -t ~ z i ~ m ~ (1) :-ri TRUSS PLACEMENT PLAN PLAN: 1A SCALE: 1/8"=1'-0" ! -I .... II) • • ------------