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HomeMy WebLinkAboutSUMNER AVE 905 0 paw y r'ITY OF LAKE ELSINORE BUILDING DIVISION y Fta� F_ 1 I'`O—r:e,T l-f�t".IS�Ci41�I = i �o LANDSCAPE NOTES e LEGA§MIT# b� — 6--' ,1`y.� I.-INSTALL AUTOMATIC IRRIGATION SYSTEM IN FRONT AND ¢ <� STREET SIDE YARDS. RMED FRONTAGE. ���2:PROONS TREE(I5 GALJ MM.EVERT 3m'OF OTREET d �Rf GJ�C"lC7i.1 j rae� tv silta fi�m wry 41 6ACrr,0 -iW4oW(5 •f I 15 GAL.CRAPE MYRTLE(LA6ERSTRCr11A tNDICA) 0 . ,- '2)6" OR APPROVED STREET TREE. w .�I�I►G 'LlX R `(Q�.�l�—1 - t5 GALJACARANDA((JACARANDA MIMOSIFOLIA) W OR APPROVED STREET TREE, i yT��Tu h> . t5'a GqJ' n oroa �.r,l,by.l-(i 5 GAL.SHRUB(INDIAN HAWTHORN(RAPHIOLEPIS MICA) APPROVED = pTT FOR PERMIT ISSUANCE 1( 5 GAL.SHRUB GL0387 ABELIA(ABELIA GRAIDIFLORSU �S��C�-— -��_A�MIATES,INC.�J'( fl GiELO+aD 1✓ FVWI 11�.R-1StY� �� fa�ty�,, — 9y-- r717E Z g-a� GAZANIA FALLBROOK MIX GROUNDCOVER hose plans hava'6een rsvbwed for adherence to the nose codes and ordinance. ,or Ion is S V ~ ✓��� M I OR APPROVED EQUAL. approval rl y granted to Issve a building permit pending approval by all applicable f';;y ageneles. �r/�l Eu �tfo I��. WATER SAVER TALL FESCUE BLEND Taprohe valr of these 01 grantin of a permit based on (� t�j ll Gmµ y LL pp f>tane a�su nor b'construed _ ., codestor ordinance. Par Presumed gfva ►� �Qw ��� ,N GRASS r prove any violation of the applicable p �t� L+�7 , V authority to vlofale or Cence�the provisions of such w codes shall be valid. 7 _ (4' HIOA? ( A ° a —" O � :- -t -�-� - �PF:;fNt�tt� ��y'r�.��+.7�firT--i.t�1 F'{•LtFt...r� an d' D �- 1t,�t� -1b`I��o ioo,25 _ q�1l. a�w�( car � 7 a 1 -•�'°I ry 1. wid,de elarhea dryer eiolsma ealudW drier(min.4 llrh dls.)m tlr oumid..nd 'J` wirb.bee.•ei.rt dempr. 6idu.er a,r.t kngdt i.IimiMd ro a n.whit z.iirewe pulp __ a,0 — r04'O _ �r l �ld tyi 7k $ QO h,i✓ •t fyl 1 d per� UMC .. =. 1..0r iJCil' A�P.A bt�14j 9rF� ,I SCO A-5 2. Dhnwuhen mutt haW an approved dgap Ohing.Pee. VM : � - ' tu�t,>✓x u�rl rti t 9A 3, NI heiehfbs mat ItW m spl louse asdalpMn devke.Per UPC .. � � ' , 4. Wamr heals m he asppeB r vPPer and lower l/7 or tsat.']mrer strn l IO�'{y I p Io ae 4•min _! ("1' I�/I F-1G�'~f I F•1�CLXz SI&61' { K AI(+�iCr% 11C. t abeW eettliel6. HOC y (n-yS'OPS) Q L ob�J Pb�Tld 6v-tag' r2c, 3. Shower`Ind water vNvaa stall IeetedaNM4r p dopa tops sad.can be avoatd m aeilver R -: 103 �_ TOrD1- lcaoq 5F A mind watu seulog M no greater thw.120 degrees A _ �. - d. Axm to ank N'ttbe mmt b Mlttda 20 tmt orttWt sad ahsli Mw a wmlydoua rolW FI.-'�,�,P�n walkway at oast 24 orbs rids:A switch Cont rolled lled IigW b em r.quired. Par UMC. l L4(Id"r ✓N(�'2 �.I VI n tl�T r-s. -I S&� 7. wall-*W duff h&tdco,plover,die or, approved bgiui io TO In.ab.W data u: N - 2 i' 1 tro S� J . ToTAti.. t<t 1215� "bowers or tub with rhowrn. IrLmrials other thin strutduN elemem m 6arneimta �t�'iQ•t',t7T(UTi, OC'� tS�Q SF ruiivaa..C,. s efNomo dr and psmis mtw be b=Category 11, SWirtg poor � �(��----..__.-_ _Q - ourwud. Net sera o[sharer reuprm thou bent lao thm 1.024 A. In of floor area,.. add aonmpus 30 loch diameter circle. per UBC _ ` tn' y ��•vpl l h1T (UI11T i6'1) 12 1TVL 0r- n j S. be equipped ppe dwith ba'awm at upna abdlbk m ul Oecpidg urns.Smote aeledmr duff V _tG�l,d-r (- vg-?4'��' --__. ..— ✓P G�j�� be equipped with lottery INCt up. � � 9. ev<Iwme tIW.O ioB n .shlW tYdod 1.3/8 Inch per use Wet doer atopeNnyt m dwellNg. _N 3 -, 0.1.25 1(� o" , j�,6,�/G D 'Alf, __.. _ �..,460 0A, •00 � Vj .� r✓ t/ /\ _i.`y 19 10. Water Suttlt eeelt hove sjrpAaved oanotatioa pawn Yet W INmlld tar oph,was e data to exterior or suucmre per UPC Wt p� IL Dal.piping YWl dope l)P t,trout s other!rhos mood Per UPC .: We 41 UTILITY PURVEYORS 12. Coedasao'ddilup-ftaaiselde�ed0an pprovedpiomhhtgnatureoralepowlam � � gl �. tl•H w• �J-Ibh�l� �0 a).Y17" ... . aim eoadestm dnhuge bon tA1ie ami m be IrB'per fooiper UMC � � . ... — EDIt30N SOUTHERN CALIFORNIA (800)659-4955 -, t _ --i POI THE GAS COMPANY (OM)13. Damptfrorfhcory'baihChisinerdallbepe yWoetM oprnesorthlem ueeus ELSMORE VALLEY MUNICIPAL WATER DISTRICT (90 )614,3124 topmapmucofeddrttiatosametborwm,peUMC Z V ^ VERIZCN TELEPHONE CO.(GTE) (OM)453-1SM -I �—� •1 Ni+ ", AT 4 T CABLE (W9)6'14-TT41 14. :Net md.5rehewvkdeptofnlWiboeotleaathen l,024sq.in.otlloorum,andmmmpaea3atnrhdi.rMm `� /�' ,+•,) '(t�, t l,�/ -. (x' circle(UpC 410.4) T h f. `J ?Y 4 - I _ ry Cii,Of Lao F Latt3�t-� _ __...._ lrr. the id bimMhir,wtot■7hwedmeeNd Bird,ha dt,na deop.tiledrpsrreimK if "heimgopu !�'- ltl 141 4.{ 1 r• 4+4 "' \n,d/ Pla..vnmg[Jivf ton Approval (1 J\ {I (1/ j _ T I' IA) hw id bdhmomr,vrtrmelosq wmPonmerNe,ImMry rooms end.InriL¢'raoru,it tegolo apmnble imt)hum p o roes.(Dneuee.r w not meq hble b mono wdaadng ube a ehowen).(INC = - Y 4+ I y { m — Z O <� . . 14;- ffe �� 6.-iimeddMrgiUgM1lilxnbnl fnaae[eltorles user:. }! 1' " J I_7'•1' �d>,r --- -- _ L'X `- RF►" A ,ro a A s boon for.md-mtheumhigryetmn moat lme pipe lrwdall"on both hotaeduW were 1+ h- .}� � N� v'7� plpm fo leiigthefBve imt,Tltmetn co eanepdoe arrsr.lQlrederplping in tlmemdidatNapem. �- 1 13. Ri:dmuldhgeeetldim w ofQoineeNchdwetm ryelmne mmttbaltml.md(ih.mtlmlmgthorpipieg, �•�' too �(/uF[% �i�(rY �,124)J/eooa) hdhoburiederrupoeed): '0 IiISraR(G D(GJ'C1�IGL't C:, rdd•rect 5vell dornedie hdv>Ma.yrmm pipinge0ro thehmdtag mtnu is lM stooge lank. - SfTE LEGEND 1-7 , 'gl;sa0eit�d4i'BFdid'ColydW'BIg�IfghangmuedMa: jr, _ A 0-00erUilli g.All unhhola,mouded to WabulldhtgmloOlherbWidhgamtlnemelotrull S/f } bb high Gfnc.cy luminwiu wshell be wehollad by.ph0tawntwVmOtim emeot wmbintbn. ^' -Z ^,0 � I.-12,WIDE CONCRETE DRIVE PER CITY � A 9TD'S. t 15. Fiighet5eacyhubtnedmmuabapint.+cd. G ' � z AY _ 2.-CGNCRETE WALK r 73 I� I 3:&'HIGH WOOD FENCE.PER CITY POTTERY 9T. C Iwo p m 4:3'x l'TRASH PAD. � � to va,� ' 5:CONCRETE STOOP AT DOORWAYS. 4) ALLEY DOOR WIDTH x 36'MIN.DEPTH 8 6:AG UNIT ON APPROVED PAD. _ b VlJG OFESS;O4 O O -200 AMP ELECTRIC PANEL(VERIFY W.SUMNER AVE. ��y" _ WNTIL.CO) � y 13 GAS METER(VERIFY WAITIL.CO-) �' "3 C 055865 9:6'HIGH WROUGHT IRON FENCE VICINITY MAP {x EXP.12.3'-t, r} NO SCALE sTgr CtVt� 2�Q tl � FOF CAUF� %Da Cyt, f, 1/-0,, _ 4"a Co'-III jrA 202o I ll pu 2029 c,EhNDt4}I!� J 11�„goaa I l ._ Cy 2005 STANDARDS c �F M GNEC - —TF{es�.___�—Q"I"��.r_.l_"-__._,.—. __.-i_-_.�_}-.S��K_C f_,,TWyam _,-__ Q,-� O ��+j O� �- ,—y►,�--f - - 0 �r �n W OH EEFlOBLv ""' h .- •/ M - - O T a• M�.�'UEl OH 00Ernr—SEHBOR i M�♦ (/,{�\ 1 � MGREOgD.L. /1/- 4P uuHD+r PGGM # t-r-sr LV N > p PI T7— M.MVE40H«CUPM�DVBE— —L_.. ,\ ummrew ,„uEiaH«cwru+c.sErsoR - J NI NN ED 0"GOM6 JYD V k.rs t ,MMMEE-0H« P.HL.BEHBGR 0 N M r,A� — I -/� O IEJiDEPi U - _ 7 � to1{ L�� /� L a�I BTVi1DHG PHORIGOMIROI /'Y�Wy /L PH'T \- L `V �LT/ DOMMDM.PE,�o< vi rs oB Lip. �•fflmo Gcuvop © 0�7 i tb t ') , — - oqs°.HE'D'D�wPTuces'G MusT MEET BOMREsiDEMMEECHnHc F �'FD, 7eAI G. _ Oho A�F1 0 Q dG F1 o eGIiMDRE sT.HD RD �' �Vflast v t►"3 � � � - ____ GEH�L E r�� � W119 Ivan �! lJ-Ctt.LTY gnaw,G'mE¢[ft1cY ,/.E; S `3°' A. An openable area of not less than 5.7 / p(�= � © _.. pc{I B. A minimum clear 24"height and 20"width;and © / .� i0s --"---^ Jt - O C. A sill height not over 44"above the floor A A*re(Z M gq. ,� � rrMM MA V (alu) ACM N APPROVED ITISUMICE W V �%CQII QlfAll I �011 — tl.ls__1!dt - _IL7_ ��,_� i ASSOCIATE&INC. a ail/ - ��'zr),'-0 � )OQ>I-Ca° ._._�,__ CIO 1 1 d Sl.hese plans have been reVlNlred far adherence to It1a no ordlMnG. AuthoAzatton is m ,crab '7 ant t issue a building @ Pbv� D tteneli� pending �^ a ca e _ pranlino of a ermil bawd on he Issuance o o 1V TQ 10k' II /4 ,aprova1 of the 01 111�nol b>construe b a 9 fi ' u y L odesermi[orrodl'to M any violation of the epplkrbN ley Z°�a SL I n uthority t t»Iola or cancel the proWakM of such a I�R@ 7 '4=8 4 E b 14�Q-I t9 parnMt presumed to pies odes 1 ¢ 4 g I Q G<MO, r gpMf/ Q I 1 Dr 7I- - OF V+ �1 t ^ _ f Ii .. '� faDltDE l2lZt2P vl E 1 Nei 0 � I 2� IAM°(t5p�tuC� N Ivt , t,� I� I u vc>'Iz cP.'oNlrls2 � J ��r 2 14 �1,Tty g 4 4e a 2Clit ! r C - "_ T�a l try t�aizcztt ��a°y � O 2 p o a `Nfl 'ar>E suet tc� G611.IN2�s p>t'+�M� R l D N 6 AV, r Zb G+B,ivron6L Q Ng �I 4 3� I I t3 'C.(7•/W5( _ �(� 0 2— 4'1yt}t� GYQ, Co )(1 ki i Isms Plant; Umislou Approval APP need D Occupanc y sensors must have no manual override,30 minute maxi um timer and bemlerowave/ultrasonic �,p ---"- -- , 1 • or passive infra-red type.Occupancy sensor layout must be shown on plane. N_ - 6 J O Radiant barrier installation shall comply with the following: _y *AK � � � - � r, I ��I���-, A. Be installed on vertical attic surfaces and gable ends. a SE�j1e►J Luminaires that are recessed)into Insulated callingsare required to rated for req C,YY � 1.14/l1-u� � ✓1 /�d insulation contact("IC ratefl so that insulation can be placed over em.The 'T' 0 '-� J y 1-1 l{.JIJ C'�"E• __ housing of the Iuminains shall be airtight to prevent oonditkmmd airgacapingimo pp N - — "' C� ra the ceiling cavity or attic,unconditioned air infiltretlrlg from the caili or atlk inb the conditioned apace. J t 0 2t.u� �t.pD�- 6QJ3� 2 oss865 . . � F_XP.12-31-0® yr � o Pl9�lFoF IfV11.r§, W-W 1261.of aop 61-�� at ao O . � 1/fll�� 4 SIoQ'ilr�= 5.76� '�AT1io vearl�Y_I �- le�x �1en7ty='1`S�'� V, gm�.rEo3� I- iax ze, VSNZ=3,a � i �k J,-. f� q � 2 ,c 005 fll AP ROVED ` 1 011 f'E IT ISSUANCE S(:Ul"f FAZE 6AS60CIATE6,INC. 1 _--_ --_- — ,,;•, " for etlherence to the ( ,pu;,,b.+•rodes and ortlmance. Authorizatlon Is 4 .:ereny anted to fable a building permit Pending `./ �/ approva�ny all applicable cl'y'agendea. O he Issuance or prancing oI a permit based d1 w n - - :permit of three plena shell not b•construe," Icable c� J permit or approve any violation efmlt PreeUmed r A codes or ordinance. o p o 146 fl ;� �QII.jll�.Y-.r„�:,ti, I _ ' .-4 •', .•,� , � I ,'� I —f & c��r � s�n' to EO ELEVATION NOTES 0 1�, I:'MISSION'CONCRETE TILE "'X�Q•ll r 0/'30 FELT.O/TRU99E9 BY OTHERS. v 1 i V♦;1 �•.�1 J Imo.?1�.; 1.-WOOD FASCIA " 3:NOT USED 4.•WOOD SURROUND . W - 'vim-^w�.t-.^a`�: n .,.�, v-�.ti \• ... ,va,'.�e.v.. 'ivv��,1L. �;,�.�.-v v �'� r __......... ... ....... 5.-SIMULATED SHUTTERS. I�t C... � '.• � �r O iWC...METAL SECTIONAL DOOR WAIIINDOLLB .. ,[`//� ,vY`tip^,. -...-. -1,-. .�•. ®, It- COLOR; WHITE FACTORY FINISH ' 1:NOT USED B.-GABLE VENTS W/CORROSION RESIST.MESH 1/4'OPENINGS. -j 9:360HIGN WOOD RAILING. 10.0 STUDS r�0O.C. OVED METAL LATH OR ` II.-FOAM/STVCCO SURROUND . C Iff R:FOAM SILL - � <5> 13.-DECORATIVE WOOD BRACKET 14.-ROUGH SAWN WOOD COLUMN IS.•6 x b ROUGH SAWN WOOD POST Approval ��MYY 1 rar dng ng Ilivision Appro A II -1 OD CO1-Ix:36W LOS PADRES EIVEAGLE' O COLOR:SANDSTONE E (BASE 200)X-96 h� _ IA'05 5 05 ( } ( 'I• BY'LA HABRA' _ 5B (((•••.I��(J t Q O C i O COLOR:P-134 DUNE-TA IJ * ExP.lz-31-Dp� BY'BEHR" C T� © VIc70RIAA1-MAUVE (By Behr i '¢ to I�r N+f1-�2°N.A�t✓ �'(AA�' 2frArrf e a. �? G(Cobb PIEG'(IOFIAL —t1/Z G!Q•X 12 CoA -(U6B 'RiE!•�1,& p i A e 12 CAA-- �oyt 4-Y o.G. IL rL n4 �• I? CoA• (-( B s},II p.G. IM%.bIQAGIa& � U .tom_-���� -PJB'(Wet:N PI6KE1�i � X- 1 � rJN�i•AI-I ' - >36jd / X 4' .LACa AJGREwvJ ` .Yr-•L• -7wov-•4-aIIA-mm i(tQlrt t�l'yf1Xi✓' ,7�W ejLp6KIka I? /•, 1' ram'- �t6K2- b1, > NGr) ��fr�1\flu l oPr",r, pi(—T":'rJ / 1 /' r(, n 1— o AA r! 4nM4u. ' I p�l-k& Al EA, + f-At ' EfJv nF ¢n� +'( 1¢e- I-orJCs p rL AT e L-K'e, 'ej kId, Af EA. e7ph6 P�'A1E 4. I aE I 4-ICoc) C-A,'E O e1LK'C' I F•I dal) l.,� "( I LI p t.P/'' (� I. M�x. R,ne op b'11aD z r r h - A mmi:j eAo I>DoM _Pit,FUJ v� -t1�t C7;f naJ- 14r14SA3FY�^,.fo e�in _ I � J(4�p::htbT.pf1•bi `;if "C�(ro"o.c. i€� rA, l/t U Tv Ut fj, i ._IJ' _�.�'.�'1'•.i��nll1'J.� - -`- V e , r U ` �5t� l it it bw _ 8 ,ucl �a uNl%E. ,airy a �9 - - >4 Zd C1(IJ(A.J(O VW' r�•,n�J KIYa.Ffa-� FOR PERMIITTIISSUANCE - 04 SCOTT FAZEKAS a ASSOCIATES,INC. a 0.4 �i'�� -'•11� RY DATE -hese plans have been reviewed for adherence to the erlicab:c codes and ordinance. Authorization Is -- ,--- erehy ,anted to issue a building permh pending approval by all applicable(Ta agencbe. The issuance or prantingg of a permit based on .approval of these plans ahall not b•construed to Yy,,•. permit or approve airy violation of the applicable codes or ordmance. No permit presumed to gwe authority to violate or cancel the provisions of Such codes shall be valid. l 7c1 40hitxVI 4, , L fUV I_. ,. G I.EG �PG?.'�G!tir�. FJI4G OtJG) .%/ � 11 ��•`. \1``\ _.-. �-� � ,.. �� ,� .J ,��•� „I �✓ �GII/! j O.G. l fZ,.�0 Ih�� WiCIC�/4 ' f o ,tr _ ` t J ovt u2 f lz�'24 u � - 01•'-U�fn '2 yr 1TA _. VdI �{R11 G {l.-2- !li >'rrXbi� r'c- f3 I rNHJL i l �- __._ ____' '1v4!ei10 o,✓✓r �- �-.�. 1?�r. ...MA�n->�`<zT._- 6Co �_ ,l � � — v n,�"►-Itloa- �� N E-�tF -' /L,c4�t^ /'�•• � r �,� .. �fT � I IT:tJ��'1,�`� '' _ .r 41 117�1 �}yltiit�0.0 V �lr2J{ri7 !I w -``/ 2X10(j �i~1lla. - }'tt .. ._<✓, ���.,�-i R>< L,,) I.�eO+•�iy � � 4�.U7G{% Ud vV. 0 NtI _�._.-- _ .r�2,.:G ems; Zr5[�I(F•__ R•"1314s%,r.'✓ ;�;! Z ..>,� •. r y A = ri 77 7lp p o ���.��'� a�A ... _ ... -__-�•������ �> —_ ____ __._..._.������ R'`./!�"r G. ...... yQ��C O D55665 / -' EXP.12-31-Ob r �' sr, CIVIC P = Ci.tii�¢�' fa 'T ��� CDU�� hGH R vJL.lt dl� '�P�� FiN 14F►t°3� ��•= Otze /tom, *ja l.eiww-a p' L �• �`= I )/4 :Llii i-o: E A!",1[>f> C[ IP rHL't�.NOli W, WIr1f•r.��� 1 a � Lb �j ,� W t' G a D D l<rd IRSI PI) ���5112,E spe_Gt.Ftol.� 1 I - a S N o PR9YlTL�UV(;.(.� L11 fir " v � . q V 1 /0 tlowow CoGE �'�o ,",> acne- TIL,rY�) 2 d z — 2`� slew w Cvn� A 1a v,�ns ca X 1 L�I�/ll-1Co CK� G� � v k 4 �4> I�UL� -tiJ CCc>F A'lU ;E� o t;ININco roc) � °e 6 I ��/� FUG" k Cc.`•� )���� G71.lLlt C= �I�'.r.�.. W r/2 G,'LICItiCa �V/-�`„''� r� � Vrl'vIT'ILcS P , 2"-'x �`L — (b, - P)�4S i'�v� MIe P-vr?�-D F 1-c-�' :, 2 �.•�F. 'PCa.T<,4s�1G� 9 X z N 2 X Cow` I ��Q� s uvJ C a4-.0 P HpL G W CAE P 1-h'viSS ) n Tuv) M 4w,c;rEQr M W z 04 Vj rx1M '[ W l u g. b fi o� Z- o WIDTFI 4LWHT T(rt 9"��' a 6'j A �4oa�1 111-OII 4w.e ljI-CJII �I-Coll LI ETZ iL � ( 1 V Sb:L1 'L -L,I Z_OI l '✓I G��� 1�S DY.-`.. '/ FOR PERMITAPPROVED I FAZEKAS a ASSOCIATES.INC. DATE le:.•. ,• Ve been reviewed for adherence to the des and ordinance. Authorization is a d to issue a building permit pending approval oy all applicable(_•L,agencies. The issuance or granting of a permit based on approval of IheN plain shall not b•construed to permit or approve ant,violation of the applicable \ i codes or ordinance. No permit prath.e to glw '_ V UTILITY/ SOFFIT FLAN,- SYMBOLS ovrLt�n autthoriity to violate or cancel the provisions of such uWMNS/PA,Ni 0UPLrX ourLr Y No V) y VUP.FX OIm.ET rn0 V) t(Y} L16W FIXTURE(INGAIdJESGBfI)-911FP'ALE YNLL-MOIMI® 1J1.1'I.P%OUTLET(110 NO W FiROIAb FAULT 411iCV1T INTHaaFT82 x L16W FIXTLRE nNCA.Ilo6cerr)-W;U.ACe WALL-i40LNIm SCONCE 1/2 HOT WPLCX OUTL-ET 010 V) , 1_I- _�J f� Y TMIFRPROOF DUPLEX OVrLrT 010 V)W 6RO W FAULT GIRWT IMimBPfCI (\ `1 1 .l Y LI6Hf FIxTURE nNGNmP�GtM)-�J i1FAGE CEILIW-liq)hm. M �✓ i-i f\ FLooR ustoc arrLeT mo v)w coves J , Y LI6Hf %T RE nM A/OE9GE INH6 M1- 1N6 GEILIH6 PBbAH{ �1 Fl _ H C FlXIURE OW4ANDEWENT)-RFL6SED EILM6-hIgRTID- = OUPLGt OVEET nIo V)ne"OW COUNTERTOP O LIWr cuAtxwaEx OUTLET 010 V1 0, L16RT FIXTURE nWAHX5CEW)-MKCSS O CEILING-MOAN®VA.PROOP ( Iu.n+tD1A NemORlc 4untr OF L16W FIXnW IIFL f5GEM)-RWX9gW-EILM6 F WMV M PLM CUTLER 010 V)-CEILING-HCIDrT'D - `( ELE4Tma,-L iw,n0N BOX &MRONMWrAL CGGMTR . L `n ///--�///���,' /t }��J OOIIII 1LLTIPIP LIGHT FIXTURE ONCAME50!11T)-'e1RFACE K#4-[_'1JUIr® t'V/'�U 1�Mn 7 V �� IOT THEFf1rTU•IOSTAT CONTROL_WV.L-1.1CIMRD �� LOM PROFILE LI6Hr FIxTlFIE(Rl�GBrt)-' AGE MOUtfED EEFEATH IF'Pt32 4AeMl!TRY I. �y�� (� ���y� 1'y� �y� .a_� FRIVRN AIR 6Wlu'-YNLL"itONffl9 V WIR IPT40#4 Wt4-/ "C- AW O at MO(�i w. 40 I Q"(tN a1117aN/U[T A / a ue_4 L16M FIXTURE(M11�CLNM-' KR CANUMS-MOUNTED ® RlERN AIR GRILLE-CEILINS-MMOM Q Iar�V --w r�� F C4RCW 9*-WER C120 V)/H0000P FOR Ala 40/0 TIONIM 401DBt5MG UNIT O �� LIGHT PIXiLF2 nIL:AIIDESCENT)/Ex11A115T FAN CpUeO.-RECI'95m CEILING-1•bIMTEV - i KSC4LLAJI� f/VPA* AMWL((MAW NF \ � LIOW 19XR(FLUOROCRR)/DaiNriT PAN CO4M.-RECIF55M C Rm EILIH&4V \ �'1 r - EXP MlIT FAN-RECe"M CEILM6-MOIRhm TELEPHONE � L-- Tax'suIN OUTLET ' OSTEP LIGHT FIXT RE nWANC*5CEN0-RECES5M PtAL.I.-f901Mim ZHem I 111,1 1rI1 IrQso SI'OKE DETECTOR-CnLIN&+lo Nn!vO TTFtl M{/R1 � � celLe+G Rw ulrrI-] PUSH anTON �o ti c� T� j !' IWrGFR6 ® DOOR EFLL C+t E `3 C05586 LWy� � 6E M%CTMCITY WrER(ZOO A AMP SN/r-0IT L,�t ELECTRICAL SWTCN EXP.12-31-09� ELECTRICAL SKTCH-SWAY � TIMER.FOR LI6RTIN6/IRRI6ATION J'l Cl V IL TIZi �V FL GToR ELECTRICAL 9FUTCH-{MAY �} NATM HOSE elm W ANTI-NR"m4re O �J U — O O� —{).� HATM HOW MW W ANTI-SIPMON VMXE AM SHUT OFF VALVE F t9ECTRICM.SWITCH W PIFIIHBt CONLTtOI. ''SO �+LG^GTRIChL- JJ.,IYGVj Uk�(10{1 C?2 AI y H1"0 ELC^G'h 47aI,9WITC14 M�IJJet.aFl arytJFbµ%Y --"� �--bid: '�AYttRr�oa\ P��klyTo v�Orv��,�r�t-f101�f� Ht' 0 #eV-Ie—Ifi A"- JI!Ie m Y(aly GaRf�c�� CERTIFICATE OF COMPLIANCE:RESIDENTIAL COMPUTER METHOD CF-Ill Page 1 CERTIFICATE OF C LI ANCE:RESIDENTIAL COMPUTER METHOD CF-1R Page 2 CERTIFICATE OF COMPLIANCE:RESIDENTIAL COMPUTER METHOD CF-1R Page 3 CERTIFICATE OF COMPLIANCE.RESIDENTIAL COMPUTER METHOD CF•IR Page L CERTIFICATE OF COMPLIANCE:RESIDENTIAL COMPUTER METHOD CF-1R Page 5 Project Tilts..........Flores Unit 1 D.te,.11/03/06 10:56:33 Project Tit Le"".-......Flores Unit 1 Oate..11/03/06 10:56:33 Praj Ott Title..........Flores Unit 1 Dam..11/03/06 10:56:33 Project Title..........flares Unit 1 Date..11/O3/Ob 10:56:73 Project ride..........Flores Wit 1 Do[e..11/03/06 10:56:37 Protect Atltlreas........PoS Sumxr Ave. «••••• Lake Elalmre,G •v7.10' MI LRORA37 v7.10 Fit,-F'le-FLME51 Vth-Ci210505 Prmrm-FORM Cf 7R MICROPAST v1.1D file-FLMESI Wth-[T210505 Program-FORM CF.1R MICROPAS7 v7.10 Ffle-FLOREs1 Wth-CTZ10505 Progrm-FORM CF-1R MICRORA37 v].10 Fi le-FLORESI Wth-CTZIOSO5 Progran-FMN CF-1R DOammentetim Author...Debbie Minor "`•'•' uI Ing Pcml[ UserN-MP1680 User-Cal-Kml A/C L Nestfm Ron-Flores Unit 1 UaerN-MP76B0 User-C.l-Kml A/C 6 Neetim Pum-Flerea Unit 1 UseN-MP1680 Ufen-Cal-Kool A/C d Heating Rmn-Floreo Unit 1 UserN-MP16B0 User-CatKml A/C L Meeting Run-Flores Wit 1 Cal-Kml A/C L Nestfng ec /Dete 31600 So I lroed Canyon ROed en BUILDING ZONE INFORRATIM MCI SYSTEMS COMPLIANCE STATEMENT Carryon Lake,LA 92587 me C ec ate OVERHANGS 951-244-4L12 Floor N of N of Cord-Theime- Vent VmI Verifid Verified Verified Verified This certificate of cmpLiame lists the building features end perfcomerce CLfRete 2ono.......----10 Area Volue Dwait Peep- it- at Nei ght Aree Leakage or --Wi nd°g- ^.'eMail� system Duct Duct Duct Surface Buried specifications needed to comply Xith Title-24,Parts 1 end 6 of the Cmplianmce Method......MICRORAE7 v7.10 for 2Po5 Stanched.by Enorcoup,Inc. 2arc Type (sf) (ef) Units le Imed Type (ft) (of) xoucarap Aree Left Right Type Locetim R-wlw Leakage Area Ducts i4Le rnie Code of Regut.tiens,and tee signs ftmtive ewtatlarc to Surface (of)Width Height Depth Height Extension Extension __ ieplement them. This<ertifice[;has bens signed W the Individwl with MIGOPAS7 v7,10 Fi le-fLME51 Nth-LTZ10S05 Prmrew FORM LF-1R Reef tlence 1509 120R 1.00 6.0 Yes setback 9.0 Standard Ng furnace Attie R-4.2 Xo N0 No ovenslL deaim reapaaibidty. UserN-MP7680 User-C.l-Kml NC L Nemttm Aln-Fl°res Unit 1 1 Window 16.0 N. 4.0 4.5 1 /e "I ACSplit Attic R-4.2 NO Mo No Q 2 Hird. 16.0 Ns 4.0 4.5 1 We n/a DEStGXER or OWNER DOCUMENTATION AUTHOR = OPAQUE SURFACES ;Y{rndpmn 9.0 Ne 6.0 6.5 1 Na n/e WATER HEATING STSTEMS O U- Sheath- Lolar Appendix 4 NirdPH 16.0 Ns 4.0 4.5 1 N. /e Nes....Billy L.XaxwLL Now....Debbie Minor N MIORMAS7 ENERGY USE SUMMARY 5 Dmr 16.7 Na 6.7 4.5 1 N. TV Huber Tank Esterml Company.Silly M_LL Design =21" .GL-KooL A/C L NeaItre 1 1 free Aree fact-Cavity IN Act Gai na IV location/ 6 Widow 6,0 M 2.0 4-5 1 Na live Hester in Enorpy Size Imulatim Address.316M Railroad Canyon Rd. Address.31600 Rei trued Ceryan Rold Enorw Use S[anderd Proposed Compliance Surface Type (of) o RmL R-wL Am Tilt Reference[mnRnta 8 Yirdmw a.0 M 2.0 1.5 1 M Na m (kTDV/sf-yr) Design Design Margin r 12 Vindw 16.0 n/o 4.0 1.5 1 N. N. Tank Type Type Distribution Type Lyetea Factor (gel) R-velw Csryon L.ke,CA 92587 Canyon lake,CA 92587 tIs 1 We it Wood 748 0.10E 13 0 210 Po Tea IV.9 Ai EztVe NO Pll ...951-244-2315 Pnom...951-244-4412 Space Neetim-......... 8-42 8.23 0.19 2 Veil Mood L32 0-102 13 0 300 g0 Tea IV.9 A3 Eztioll SLAB SURFACES 1 Storage Gs. Standard 1 0.60 50 l-Ne License.Na Space Curling....-..... 22-62 21.f7 1.15 3 Yell Wood 381 0.10E 13 0 30 Po TH IV.9 A7 ExtWll Ares SPECIAL FEATURES AND MODELING ASSUMPTIONS signed.. S(9rxd.. 4ter Neatlm.......... 14.29 11-58 0.77 4 yell uood 432 0.10E 13 0 120 Po Yea IV.9 AS ExtYall _ 5 RmfRed Mood 026 0-D32 3D 0 Ns 0 Tes IV.I A7 Attic Slab Type (of) n te) Total 45.31 43.28 2.05 6 Door Other 20 0.500 0 0 210 Po Yes IV.5 A4 Solid wood "•Item n this section should be tlocuented On the plane,•'• ]Door other 19 0,500 0 0 30 Po yes tV.5 A4 Solid Wood Standard Slab 826 «•+not}fed during plen[cheek endCffield inspection-� ENFORCEMENT AGENCY •••Buf Ldim -it as with Laputer Part.-.••• PERIMETER LOSSES •wr Neee...MVAC STS7ENS This building Incorporates a Radiant Barrier. Titley.. GENERAL i.FMWT IMP APpend+% Vertried i fd Agency.. Length F2 I Ph- -1. Soler IV Lmetim/ Huber Verified Verified Verified Verified Callmen NFRS Verification.......... Not Required Surface (ft) Factor It Gains Aefererme Comments system of Minimum Refri9 Gorge AulPrete Fan Net Cmlim REMARKS Signmi-- Conditioned Itmr Arm..... 15M sf 8 St. I19 D.7l0 0.-0 Xm None TOOutside Type System Efficiency EER Or T%V Airfla Draw Capaei tY signed„ Building Type*_ Simla Fmi ly D.I.A. Furnxe 1 O.PoO AFIff n/e N. Ne Na Na - p Caetruct ion Type••••••••• Nw FENESTRATION SR FACES ACSplit 1 14.00 SEER No No NO No No Fuel Type................. X.tunLGes Buildim front Orientation. Front INC IN 210 deg(w) Exterior NVAL SIZING Number of D.1liN Units... 1 Area U• Act Shade Huber Of Buildim stories. 2 Orientation (sf)factor SHM Alm Tilt Type Lmotim/C°omnts Verfiled Weather Data Type.......... WI LYear _____ Total Sensible Design Nezimm Flmr Construction Type.... Slab On Grade t V{M Front(SW) 16.0 0.330 0-2Po 210 Po standard F1/Yin 1 LoE Fable Reatfm Cooling COOL Collins Nixonr of Buildim Zenea... 1 2 Yind Front(SW) 16.0 0.390 0.290 210 Po Standerd f2/Vt l LOE ble System Load wed LpecltY Lelecfty Condit Volume......... 120R cf 3 Wind front(SW) 9.0 0.350 0.300 210 N Standard F3/VIny LOS Fixed Type (Load (Btulhr] (Btulhr) (BtWhr) APPROVED goadit one-Grde Area......... Bze sf 4 wind front(1) 16,D 0.380 0.2Po 2to Po Standard F41 ny,I Lof Operable FOR PERMIT ISSUANCE Glexing Pereentae......... 12.8 X of flmr arm 5 Door Front(SW) 16.7 0.400 0.40D 21. Po Standard F6/French LOE Furnoce 349" N Na We a ASSOCIATES.INC. Avenge To`f U-feter... 0.37 BtWhr-at-F 6 wind from f5W) 6.0 0.380 0.2Po 210 Po Standard FS/Vinyl LOE Operable ACSplit Ns 16529 22220 Na SCOTT FAZENAS Average Glexim SNGC....... 0.3 7'Ind Left (MW1 14.0 0.380 0.2Po 3D0 Po 6tandard L1Niiryl LOE operable Average Ceilim Height..... 8 ft a Wind Leit Law) 8.0 0.380 0.2Po 300 Po StenOend L2ryiry1 LSE Operable Sixfm Leeacf m............ELSIXME 9 Wind Left law) 6.0 0.380 0.290 300 90 Stendend L3/Vf MI LaE Operable yt,der Outside Deal gn......22 F )3V 10 Vfnd left (MV) 4.0 0.380 0.2Po SOD Po Standard L4/Vl ryl LOE Operable Vinter Inoi de Dealer.......70 i hese plans have been peyleWed tOf adherence to the 11 Door Back (NE) 33.3 0.340 0.310 30 Po stardsrd B1/Yiryi LOE Patio Deor Sumer Outs{b O-ign......100 f 1plicable codes and ordinance. Authorization is �(F1X-ntifi 12 Vend Back (XE) 16.0 0.380 0-2Po 30 Po Standard B2/Vinyl La operable Slower Inside Oe.I n.......75 F •nor 13 Yind R18ht(SE) 16.0 0.380 0.2Po 120 Po Standard R1/VIMI LOE Operable Slmer Asnge...............39 F ereby „ranted to iabl e a bul101 ie permit Pending 14 Mind Right(SE> 16.0 0.380 0.290 120 90 Standard R2/V7Mt LOE Operable approval by all applicable(fit✓a(3enCiee. The issuance or granting of I permit based oto n k,pproval of these plans shell not b•consir�cable ^ permit or approve any violation Of the Opp Pet codes or ordinance. o permlt presumed to glue - authority to violate or can the presumed of such a 5 CERTIFICATE OF COMPLIANCE:RESIDENTIAL COMPUTER METHOD CF-1R Page i CERTIFICATE OF COMPLIANCE:RESIDENTIAL COMPUTER METHOD CF-1R, Page 2 C11d88 ahali be valid. 1 CERII FICATE OF CONPL IANLE:RESIDENTIAL COMPUTER NEIXOD CF-10. Page 3 CERTIFICATE OF COMPLIANCE:RESIDENT COMPUTER METHOD LF-iR Page L Cf-1R page 5 _ [F•]1 �5 NM Project Title..........Flores Unit 2 D.te..11/03/06 11:05:19 Project Title..........Flores Unit 2 D.te..11/D3/D6 11:05:19 project Title..........Flores unit 2 Date-.11/03/06 11:05:19 CERTIFICATE OF COMPLIANCE:RESIDENTIAL COMPUTER METHOD r'-• 5 y Project Add,:;........905 Sumer Ave. •••«•a Pro!Oct title..----....Flores unit 2 Date..l1/03/06 11:05:19 bate..17/03/06 77:05:19 d V tr J. EL:ingre,CA •v7.10' M]CRMAS]v7.10 File-FLMES2 Vth-CTZ10SO5 Progres-FORM CF-70. W Dmummt.tion Author...Debbie Xlnor •"•'•• u�TT rm tK�i Uas, P165D User-Cal-Kml A/C d stallM Run-FLOml Unit 2 MICRMAs7 v7.10 Fi le-FlME52 VtA-CT210SO5 Program-fMM Cf-1R MICRMAg7 v].10 Fi le-FLME32 Yth-CT210S05 Progrm-FRAM Cf-1R Project title..........Flores Unit 2 m IL-Kml A/C L Heating UeerN-MP1680 U1.1* -Kml A/C d Heating Run-Flores Unit 2 WerN-MP1680 Wer-Cal-KmL A/C L Heating Run Unit 2 n ZZ h 31600 ll.Railroad Canyon 0.oed •� MICRORAg7 v7.as Ff le-FLME52 Y[M1-C1210505 Program'FORM LF-1R Z O C. Lake,G 92587 WILDING ZONE INFORIYITION User NO User-Cal-Kml MC L Neetim 0.um-F tones Unit 2 i i V{7 -�Ie1I�V S11 '♦L_ 951-244.441E Field ec Date OVERHANGS DUCT SYSTEM N Z F lm, N of N of Cad-Therme- Vmt Vent Verified Verified Verified Verified COMPLIANCE STATEMENT . i 1' /t"�i j:`•/'�; id Bee^ Climte zone...........10 ^,�M [mpliame Method MICRWA57 v7.10 fen ZOOS EtevLndo by Emercelq,Ins. Arm Volume Dwell PeOlD it- stet Height Arm Leak or �ti nndOMl-- ens-'- System Duct Duct Ouct Surfine Burid features Md f+rfeormnce ...?�..F i: -+'I I\\� I'._•f\� Q zone type (of) (of) Unit. le coned Type (ft) (sf) Nola ep Arm Left Right Typa Lmetim R-voles Leakage Ares Duct This certifieete Of eopliance l`atai I,'ntolea26g,Ports 1 end 6 } the �? MI LRMAS7 v],10 File-FLORE52 Yth-Cli10S05 Prmrm-FMN CF-1R --- -- Surface (:f)Width Height Depth Height Extmston Eztenfion ___ .pacif icat Ions meded tO °IMP Y w UserN-MP16B0 User-Gl-Kml NC L Neetim Run '?L Unit 2 Residence 14 22 11776 1.00 6.0 Yea Setback 8.0 Standard No ----- Furno a At R-4.2 No M! No Cell}ornio Ledo f Repulotiom,ed Me dai nisRetM Irltliviedwl with feel w 1 Vindw 16.0 Ne 4.0 6.5 1 Ns Ns e O MAQIE SURFACES 2 Vfidw 6.0 Ns 2.0 50.0 1 Ne live ACSplit Attic R-4.2 NO Xo Xo inplmmt MOD. This<ertifiwta has been signed W IIm���...... Overall design reapamibl miry• ,,' f .^ >j pt 0. 3 Hi ndow 16.0 Na 4.0 6.5 i Ne N. WIER HEATING SYSTEMS DOCUMENTATION AUTHOR - I 3$Q MICRORAS7 ENERGY USE SUMMARY U. Sheath- Eetar Appendix 4 Dmr 16.7 Na 4.0 6.5 1 DESIGNER or OWNE0. - r "`-"�-" ^ Freon area fact-Comity ins Act Cola IV LocateoN 10 Yl1 16.0 N. 2.0 6.5 1 Ne Ne Number Tank External Enorgy Use standard Pr Complfece Surface Type (at) or R-vet A-vet Am Tilt Reference Cements 12 Yindw 9.0 NL 3.0 20-0 1 Na Na in Enor Sixe Insulation Manse...-Bill L.Maxwell New... Debbie Minor 0-4 (kTDV/sf a Design Design NATO,. --- HT ton Distribution Type System Fscter <pal) R-vslw Cmgrry•Si IIY Mezwll Design CamMoe^Y•Cel-Kam NC L Nation 1 Yell Yood 368 D.102 13 0 210 Po yea IY.9 A7 EztWll SCAB SURFACES Tank Type Type Aodresa.51600 Ref hoed LLMOn Ptl- address.31600 RLl trod Canyon Road Spce Heating.......... 9.09 9.33 -D-24 2 Wll Mood 46a 0./02 13 0 300 Po Yes IV.9 A3 Exriell Cenryen Leke,CA 92587 ( x Space Cmli 22.06 22.L9 -0.43 3 Wll Wood 432 0.10E 13 0 30 Po Ym IV-9 A] Exri.11 Arm 1 store9e Ges Standard 1 0.60 50 R•n/e Canyon Lske,G 92587 Phame•,951-244-4412 • r 71 m.....----- Phone...951 244.2375 HD. Neetim.......... 14.5E 13.79 0.73 4 We Vod 471 0.102 13 0 120 Po Tea IV.9 A3 Ex Wait Stab Type (of) SPECIAL FEATURES AMD MODELING AESURPTIORS License.Na ,C( ^� 5 Rmflied good 7%0.032 30 0 /a 0 yes IV,1 A7 Attic Signed.. 1-tr^^.t f.•rr'r�r' Total L5.67 45.61 0.D6 6 Omr Other 38 0.500 0 0 21D 9D Tea IV.S M Solid Wood Standard Slab 756 f«I,eAm In this faction should be docusented m the pl ens,•« signed te) 7 Door Other 20 O,SOD 0 0 SOD 90 Yes 1V.5 M Soled Wood «•Installed to ammufacturer one CEC spat{fiwtiii end •••Building cmplies with Concerts,Performnm"' HVAC SYSTEMS "•veriffd&,IN plan check and field inspettf W7, . ENFORCEMENT AGENCY •« PERIMETER LOSSES Merlfid This building imorporetn L Rediont 8...ter. GENERAL IXFORMAiION Appendix Huber Verified Verified Verified Verified Mcolmm Nee-...�--- x Length F2 Imul Soler IV lmetian/ System of Minimum Refrip Charge A�0QeWW0�te FM Wit Curling Title... HERS Verification.......-.. Not Required Surface (ft) Factor 2-val Gefm I.Ferolce Cments Type System Efficiency EER or I" Airflw Dnw CapmitY REMARKS Ag-Y.- CaditiaNd Flmr Aree..... 147E sf 9 SlabEdge 132 0.750 R-0 No Mom TeOutaib Furnoce 1 0.900 ARM Ne n/a N. M nh Building Type.............. Single Family Detached Phows... Cmetrmtion Type.,....... Mew FENESTRATION SURFACES ACSplit 1 14.00 SEER Ne No he No No Fw1 Type................. Natural Gee Signed.• _ Buildim Fr-Orientation. Front Facing 210 deg(W) Exterior HVAC SIZING NwbJIDe rp3rtlK e,r.TwncAL nlsr acT Number of Dwallim Units... 1 Verified! (5Cr sec.SioyJ Huber of Buildim Stori ea. 2 Area U- Act Shade Weather Det.Type...t rise. Ful lYear Orientation (ff)factor SNGC Am Tilt Type LosatiOn/Cmnwnta Total sensible Design Maxima.n Neetim Lmling Cmlim Cooling LOKm Floor Construction Type.... Slab On Grade 1 Wind Front(SW) 16.0 0.380 0.2Po 210 Po Standend F1/Ylryl LOE OperWle System Lod load Capeci ly Lalmtf LY urea Sou Atom aalnMeS .n ember of But Ldim Zones... 1 2 Hind Front(SW) 6.0 0.390 0.2Po 210 Po Standend F2/Vlryl LOE OparWle Type (Btu/hr) (etu/hr) (Btu/hr) (Btu/hr) epMwOLs GOHveMeNGX txlRET Conditioned Volue......... 11776 cf 3 Yind irmt(wl 16.0 0.780 0.2Po 210 Po Standeed F3/Viryl LSE Operable (RXCRtKLV ,r stab-On-Grede Ares......... 756 of 4 Door Front(wl 16.]0-4OD 0-400 210 Po Stantlerd FG/French LOE Furnace 56006 Na Na nh MTMN» s !Q ry¢R Glexim Percentage......... 10.6%of flmr ern 5 Mind Front(9W) 4.0 0.780 0.290 210 Po Standard F5/Vlryi LOE Operable ACSplit n/e 18016 21605 n/s werpe G[atfng U-tactor... 0.78 BtWAr-sf-F 6 Wind Left (W) 14.0 0.380 0.290 300 Po Standard L1/Vint' LOE Operable • IIO VOLT egniT Average Glexim SNGC....... 0.3 7 Wind Left (w) 6.0 0.380 0.2Po SM 9900 Standard l2/Virryl LOE Operable Siting Locatl.............ELSI MORE 0 eeO310-63 NCc. I� Average Ceilim Neip....... B ft 8 Yind Left (MY) 4-0 0.380 0.2Po 300 Po Standard L3/V1Ml 1.Operable If Outside Design.....-22 F SeL- -^ 1 9 Ylnd Bock (ME) 16.0 D.380 0.2Po 30 Po Steldond B1/VfMI LtIE OperWle Wiener Inside Design.-.....70 F m O ` ` �ttl 10 Yind Beck lNE) 16.0 0.380 O.2Po 30 Po Standard.2/VIMI LOE Operable gamer Outeih onign......MOD f .s T\ `t 11 Hfnd Right(SE) ...0 G.,.17.290 72D Po Starched R7/VI MI Lof Operable Sumer Inside Design.......75 f IYpIUXl1b m 1.l 12 Mind Atght(S. 9.0 0.380 0.2Po 120 90 Standard R2/VfMI Lot Operable Sumer Rome...............39 F h it Wind Right(SE) 16.0 0.380 0.290 IZO 90 Standard R3/Vip/l La Operabie k6H NTAee AT I xO I�� `; laOMOLS 5 ImE! ` •(. '�D" BOLIp rLOORINe I"LAY f�• I�---'-il AOGLS r� MAIUA-Ann ; y .-col -c 1rJR INomttwe gyp'MAX I s!;nd To MErN ♦LATrduN MIN. --T MANDATORY MEASURES CHECKLIST:RESIDENTIAL MF-1R Page 3 MANDATORY MEASURES CHECKLISTI RESIDENTIAL MF-iR Page 4 M ATMY MEASURES CHECKLIST:RESIDENTIAL MF-lR page 1 MANDATORY MEASURES CHECKLIST:RESIDENTIAL MF-1R Page 2 Q�158RVIe1N6 \ �, sip-w a0' i Project aide..........Flores Wits 1 L 2 D.m..11/03/06 11:03:20 Project Title..........Flores Units 1 L 2 Date..11/03/06 11:03:20 Praj Oct Title.,.-......Flores Units 1 L 2 Dste..11/03/06 11:03:20 Project Title..........Flares Units 1 L 2 Dete--11/03/06 11:03:20 AUX55_.`N` •"� t11n Prot act Address........905 Sumer Ave. •'••• 1 "S )11 MICRORA37 v7.10 if le-LLOREgt Yth-CT210505 Progran-fORN Nf-1R MICRORA57 v].10 Fi le-FIOREst Yth-CTZ10505 Progrm-FRAM NF-1R lake Elsinore,G •v7„0• MICIMA17 v7.10 fioe-FLONESI yth-LTZ1DS05 Program-FORM HF-1R rrC���/// U6eTN-MP1680 Wer-CeF•KOOI A/11 L HReItng Rum-F lures Unn to 1 L 2 .:7n-P,680 WeT-Ca 1-FOOL A/C L M..lim Run-Fl Ores Wit.1 L 2 Dmlmmtation Authmf...Debbie Miner '•' '• uI 16"(d m Vermlt�) Uferlt-MP1690 User-Cal-Kool A/C d Heating 0.w-floras Units 1 L 2 Ca l00 A/C L Neetim )i.•1 _ •,-\ es ond aliRgrt platforme shall not ba collpreaaed to cewe Off icecy luminoiros M arc controlled by en mclpent 31600 Be',Ra roed Carryon Reed m %Oete SPACE COIOITIM IMG,PATER HEATING AND PLUMBING SYSTEM MEASURES De- En- .-Ili f rsduef nos in the cross-sattimel er a of the ducts N% s_ar(67 eerti/id to coppIY Xith Section 119(d)that Canryen L.ke,CA 92587 Sig force ATTMG HVAe XegJlr. 3.Joints end seem of Duct system and! cmparenes - - does not tuns on wtometicel lY or have an ALways on option_ X%_ 951-244-4412 FIe d�TT/ Ne er mnt 1N5T wMrlr MTN 'sl. shall not b scald with cloth backed rudder aAmatve 150(k)4:Pemerwntly installd lumtMir.lmetd other hen CIIReh Sam...........10 710-113:NVAL equipment,ester heelers,showarheeds slltl sec So1D Alm TOT.I duct tams wjees such tape to used in combination Hith In kitchens,WtArmm,garpea,Lewdry rem,end utility Compliance Method......MICRORAS7 v7.10 for 2OD5 standards by Ense-W,Ins. f-at.certified by the Energy Cmmisven XX_ to 71l7;pD N•'G. ^ y �•� matic end drw Bands KK ramm shall be high efficacy lwimires(ezcap,closets 150(h):xtatim md/or cooling lads nitulatd in mc°rdame AL5o,5rL.dlObS �J 'J-• 4.Exhewt fen system have back draft on mdwmtit degera _%M_ mesa[Am 70 f12),OR arc controlled by a di nor switch MICRMAg7 v].10 file-FLORESI Yth-CT210S05 Prmrm-FORM MF-1R ulth ASNRAE,SWICXA or ACC XX_ ANv 9O0.'IO Or- 1 5.Gravity far latim sy.teen serving cadittomd apace have Mere controlled by an mapant femor(s1 that complies UserS!S7 70 User-Ca L-Kool NC L Nettie Run-Flare Units 1 L 2 150(t):Setback Mermpetat On all applicable Feeling aid/or either wtme IT r -I-madity accessible,marsllY with Section 119(d)that does no turn on autmei I,.l tY too He sY".. .pP XX_ ,,.led d nsisrs _%%_ or hen an.I".ri on°prim _%X_ 150(j7:Nate,systm pipe and tend imuletim end Collins 6.protection Of]mutation.Insulation(hall be protected 150(k75:Luminofres that re recessed into insulated ceilings Note:Lamle,residential buildings abject to the Standards must contain these yetme Ifno Insulation frm deege due to sunlight,moisture,ewimwnt minim• re=,wed far are eleorame Insulation cover(IC)end -"me regardless of the cmpliex;e Approach wed-More stringent cmptimme 1.Storage gas ter heaters rated with an Energy Factor nice and wind.Cellular faun insulation(hell ba protected a Miffed air tight to ASTM E233 and ladled a air _ requi room iron the Certificate leate of Callplfanmce supersede Me item Rerked with leas ham 0.58 mast b externolly wrapped with inwlatim /� g� �I above er pal ted with• osting[bat's motor retardant tight(AT)to leas than 2.0 CM at 75 Peatalf X% an raters tk(•).W this checklist i rporetd into Me pammit documents, her, en imtaLLed ShermL reaistame Of R12 or greater XX_ Fl1U I �.TTI G DGLT ond prwftles sh leldim f'.c.°ler rediatim that can cause 150(k)6:Lumfnotrea prof dim altdoor lighnco end parmerer[LY the fmtum noted Malt ba considered by ll Parties e. mi nimm cmgrment 2.B.ek-Ice tanks for solar:y:ten,umfird store9e tend,or tlegredetion Of tAe Reteri al _KR Mount t°. 'dentlal Buildim°r to Other buildings m perfermrce specification for the uendetory measures whether they Nre shown other indirect hot water tanks have R-12 external 7.Flexible duct.carrot he,,parow inner corn %% Me.me I..melt be high efficacy luminaires(not non- elsewhere in the dmuents or m this checklist Only. imuletim or R-16 internal and indlceted on the 1":owl end Spa Nettie System end EWiPm^t - - .,WIN lighting amud.wimim POols/ester features or a to °f the tank showing the R-velum X% I 1.A theand, fficieimM that coply. ith n Appliance other Article 680 Locati am)OR ere controlled by aaearnt BUILDING ENVELOPE MEASURES De• En- 3.The follwim gpaping is insulated mccordim to Table 150-A/BEfficiency ReSunl.tiom,on•off witch masted awffa of s am with-tpr.L photo control certified t.amply smr for e- r Egwtion 150-A Insulation ThickMe heater,weatherprmf apentii trucMom,m -thSectfan 119(d) %% n/. r mnt o 1.first 5 feet°f hot and cold.ter pipes closest t° electricreaiftame heating and m pi lot Light _%X_ 150(k)7:Lightfm for perking Lots for 8 or ere vMicles edit •150(a):Minimum R-19 insulation in wood freed cifling°r wterheater tank'non-rm+rculatim system,and isi tailedwith: hew IigAting tbt complies wftB Sec.170,132, nd 147. put wtent u-fatter m metal free ceiling XK entire length of ecnr mating aectime of hot xter D.At Inet 36 imAea at pipe between filter Ord Nester Liph[im for perkier gorapea for 6 or ere vMieles shell 150(b):Loose fill imuletim mw.dacturer•s labeled N-Y.lue- -KK_ piDec shell ba imul.td to Tablei50BMX_for future.elan heaeim home Iiglltim that ecepli.with See.I30,131,and 146 XX •150(c I:Miniauom R-13 all fen letim In wood freed Val Or 2.Cml+m systm pf pfm(fuctim,chilid uaeer,°r b.Come for wtrber pools or wtdoor apea. K% 150(k)8:Peranentiy Ireblled lighting In the armload, - equi.lent U-factor n metal frame wits(does not apply brim lima),piplmimul.ted batwaen hestfng fwrce U 3.P.1 eyetm has tli rseti-" inlets and s c+rculatlon - - - dwelling epees Of Iw•ri.e residential building.with four to eaterter msa w11s7 IN_ _ .nld Indirect hot water tank ahotI ba insulated to IS G Pump tins..Itch x1M r ere dwelling units hot be ill efficmy luminaires Of •150(d):Nininon R-13 rmsd ilmr imulat ins In}rmMd}lmrs iMle 150-8 and Equation 150-A RM_ ; _ 115:Pump rd central furreces,pact linters,spa heaters or re controlled by an c= Nreor(a)certified to or equiwlmt U-IKtor %% 4.Stem hydronic heetfng Table or hat.ter ryateRe>75 pI, t t houseful cookie apali anlcea have m Conti mouety burning comply with Section 119(d) Xx_ _ _ 150(e):Installation of Fireplaces,Oecormtiw Go.Apptiamei - west requi renenta of Table 723-A %)t pilot light(Ezeeixi m:Nm-electrical cooking gpliames and Ga lop. S.Insulation inapt ba protected free down,,Including that due O O with pilot s 150 Btuthr) xx_ 1.neamry are,factory-brit[fireplaces hmve: to sunlight, i tune,epmi,l Reiand a,end wind X% ,,at,): COOL Reef materiel mete specified criteria NX a.Closeable petal r glass door eowrim the entire 6.Imulatim for thilLd water piping end refri parent uctlm opmim of the firebox _%%_ piping' ,..vapor rotor&.,or is-[.Red entirely RESIDENTIAL LIGHTING MEASURES De- En- b-Wields air Intake with dapper and control,flue in conditioned space r end control X%_ 7.Solat water-heating.Mateo/collectors arc certified by We J}ES$/0\ rce n/D aor tome[ 2.Ne c inuous burning pm pilot lights ollamd %%_ Solar Ration and Certification Corporation X%_ Q1`• !V 150(k)l:NIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: 150(f):Air retarding wrap imtalld to cmply with See.151 •150fm):Duct:and Fom I V�8 Q�F Ixmafn only high efficacy lamps ea out lined in Table is mquirem ots specified in AM Rostdential Manual X%_ 1.All Wcts and pLenwa installed,sealed end insulated to 150-C,end dO not curtain a nmedium.anew bete fmket 150(p7:Yap°,brr!era aerdatory In Climte toms 14,16 only](%_ [the requirmmts f the CHIC Sections 601,602,603, (E24/E26).Ballast for lmpa 11 watts or greater m eleetronie 150(l7:Slab edge[metal ation-water absorption note for the 604,605 and Standard 6-5;supply-air end return-sir wcta c0 end home en output frepwM m less than 20 tMz %%_ imut.tion mtoO.l without finings m greater then 0.3%, end ptemmm are fnsu i,,d to a mini men installed lave(of $$865 y 150(k)1:HIGH EFFICACY LUMINAIRES-QITUODR HID: fain ter vopar perm, rate m greeter than 2.0 penM+mh %%- _ _ A-4.2 or enclosed entirely in tends tied.pace.Openi nos EXP.12.91-0 O Only high efficacy lamps a outlined in Table 150-C, 118:I_to,fen specified or imtotLed meets fmul.tim gwlity atoll ba easld with Restic,tape,Or other duct-closure {! i} lumi noire ho factory;mulled AID bell X%_ tall'ch Indi care type end include CF-N foe _%%_ system that meets the appLiceble reWiremntc of UL 18,, 150(k)2:PemerMntly installed lumimirea in kitMor shall 116.17:Feneatntfon PraAgts,Exterior Dmre end Infiltrat{oN tat 19U,or tat 1818 or aerosol see lent that mete Me sfgT CIVIL \�P F ba high efficacy luminaires.Up to 50 Percent of the wattage, Exfileratim Controls re[Hti repents of ul 727. If Reftic or tape fie wed to seal F P I ae detemtmd in Sec.13D(c), /perm ,ty installed luminaires 1.Dmre and widows btween caditio A ad ucaditiamd epenims greater than 1/4 inch,the cmbimtim Of meth OF CALIFb y "n ki tchanm Rey b in lumi mires that are thigh efficacy spaces dmiQmd to[left air Leakage XX_ nd either nosh or tape MILL be wd XK_ Luminaires,provided that these Iwi mire are controlled 2.Fenestration graduate fezeepa field-tabricated)hove 2.Buildim uvitiea,support platform for sir bndlers,eT- by witches separate frm those controlling the hi Bh label with certified U-fwtor,certified Solar Heat Gain pl defined or constructed with Recalls to other than _ _Nz_ Lmiffci not(SNGC),Ord filtmlim c tificatton _XX_ led sheet-let,duct heed flexible duct shall not 150(k)3Permawnmtly installed lwimires"n bathrooms, 3.Exterior doors and mndwo therstripped;all joints b osed tar canvwing caditioled Jr.a Building ties and garages,Leudry ream,utility rmse shot[be high ond pmetntfons'"caulked and aeald XN_ support platfOlws my contain ducts.Duets installed in GENERAL NOTES O GLUELAMS/MANUFACTURED WOOD PRODUCTS *REQUIRED SPECIAL INSPECTIONS A L IMATERIALF FOOTNOTES: B. ALL STRUCTURAL PLYWOOD SHALL BE STRUCTURAL II GRADE WITH 40.PROVIDE DOUBLE 2x SOLE PLATES WITH SOLE PLATE NAILING AS SPECIFIED 1.THE GENERAL CONTRACTOR AND EACH SUBCONTRACTOR SMALL VERIFY ALL a. LOWER WATER-CEMENTITIOUS MATERIAL RATIO OR NIGHER EXTERIOR GLUE UNLESS NOTED OTHERWISE AND CONFORM TO PS-1-95. ON THE PUNS AT BOTH PITIES WHERE 112"LIGHT WEIGHT CONCRETE IS i. ALL GLUED LAMINATED BEAMS SHALL BE MADE OF I-X"DOUGLA$FIR IN ADDITION TO THE REGULAR INSPECTIONS,THE FOLLOWING CHECKED DIMENSIONS AND SITE CONDITIONS BEFORE STARTING WORK.THE ARCHITECT STRENGTH MAY BE REQUIRED FOR LOW PERMEABILITY OR FOR EACH SHEET SHALL BE IDENTIFIED BY A REGISTERED STAMP D EPA.,APA. USEDATTHEFLOR LAMINATIONS,COMBINATION 24-F PER ATTIC.IND.APR.GRADE:FLO-2400 ITEMS WILL ALSO REQUI RE SPECIAL INSPECTION IN ACCORDANCE WITH OR ENGINEER OF RECORD(EOR)SHALL BE NOTIFIED OF ANY DISCREPANCY. PROTECTION AGAINST CORROSION OF EMBEDMENT ITEMS OR ECO,OR PITTSBURGH TESTING LASS- PSI*FV=165 PSI:E-1.8-106 PSI SEC.1701 OF THE UNIFORM BUILDING CODE. FREEZING AND THAWING(U.B C.TABLE 19-A-2). 41,ALL ROOF AND FLOOR SHEATHING AND PLYWOOD SHEAR WALLS SHALL BE 2 ALL GLUED LAMINATED COLUMNS SHALL BE MADE OF i X"OUGIAS FIR ITEM REQUIRED? REMARKS 2.DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALES SHOWN ON DRAWINGS. 9- ALL BOLTS CONNECTING WOOD MEMBERS SHALL BE A-307 MACHINE BOLTS FASTFNEO WITH COMMON NAILS.ietl BOX OWGUN'NAAIL EQUIVALENT TYPICAL DETAILS AND GENERAL NOTES ARE MINIMUM REQUIREMENTS TO BE b.SEAWATER AND SHALL HAVE STANDARD CUT WASHERS UNDER HEAD AND NUT UNLESS (lead SHORT3 WLONG=0.131"DIA OR led SINKER 3 VTLONG-0.148"DIA) LAMINATIONS,DOMBIRATIONSOF PER AITC.Fox=Fq=2400 PSI,Fvx=145 P51, SOILS COMPLIANCE PRIOR USED WHEN CONDITIONS ARE NOT SHOWN OTHERWISE. NOTED OTHERWISE. SHALL BE USED FOR ALL TOP PLATE SPLICES AND(JOIST BOTTOM FLANGE Fvy=190 PSL Ex=Ey=2G•106 PSI TO FOUNDATION INSPECTION YES SEE SOIL REPORT Z c.POZZOLAN THAT HAS BEEN DETERMINED BY EST OR SERVICE NAILING.led COMMON OR BOX NAILS SHALL BE USED FOR SOLE PLATE . EXPANSIOWEPDXY ANCHORS NIA Pw oV � 0 3.NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL RECORD TO IMPROVE SULFATE RESISTANCE WHEN USED IN 10.ALL METAL ANCHORS,FASTENERS AND CONNECTORS ETC.ARE SPECIFIED NAILING.ALL HARDWARE SHALL BE INSTALLED WITH THE NAILS SPECIFIED BY 3. INDUSTRIAL APPEARANCE GRADE SHALL BE USED,WITH MOISTURE CONTENT . STRUCTURAL MASONRY YES FOR '199VANCE NT NOTES AND TYPICAL DETAILS.WHERE NO DETAILS ARE SHOWN CONSTRUCTION CONCRETE CONTAINING TYPE V CEMENT. AS SIMPSON STRONG-Ti EQUIVALENT USP OR KANTSAGSILVER THE MANUFACTURERS SPECIFICATION AND RECOMMENDATIONS,WITH USE BETWEEN 7-14 PERCENT,UNLESS NOTED OTHERWISE. . CONCRETE(OVER 25DO Pal) NIA SCE FAZEKAWA ASSOCIATES,INC. SHALL CONFORM TO SIMILAR WORK ON PROJECT. PRODUCTS MAY BE SUBSTITUTED PER THE MFGRS EQUIVALENT CROSS COMMON NAILS ATALL STRAPS. . POST TENSION CABLE pp ¢ 4.FINE AND COARSE AGGREGATE SHALL CONFORM TO ASTM C-33 FOR REFERENCE UNLESS NOTED OTHERWISE BY THE EOR. 4. FABRICATOR SHALL BE A MEMBER OR AITC AND ALL FABRICATION SHALL BE STRESSING eY WA N/,pATE 4.ALL V40RK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 2001 EDITION STANDARD WEIGHT CONCRETE AND ASTM C-330 FOR LIGHT WEIGHT 42.FOR VERIFICATION PURPOSES COLOR CODED NAILS SHALL BE USED SUCH PREFORMED IN ACCORDANCE WITH THE LATEST EDITION OF"TIMER - REINFORCING PLACEMENT -fMR- T OF THE CALIFORNIA BUILDING CODE,AND ANY OTHER REGULATING AGENCIES CONCRETE. 11.ALL STRUCTURAL LUMBER SHALL BE DOUGL S FIR-LARCH,19%MAX AS'TRACKERS THE COLOR CODED FASTENER SYSTEM"OR EQUIVALENT CONSTRUCTION STANDARD'BY AITC.LUMBER SHALL BE MARKED WRIT AN - FIELD WELDING heSNQKans have been NWIBWBd for adheren e to I WHICH HAVE AUTHORITY OVER ANY PORTION OF THE WORK,INCLUDING THE MOISTURE CONTENT,OF THE FOLLOWING GRADES UNLESS THE FOLLOWING COLOR CODES SHALL BE USED: AITC QUALITY MARK INDICATING CONFORMANCE WITH THE COMMERCIAL Oplic,01F Codes and Ordinance. AUthorl ti0 STATE OF CALFORNIA DIVISION OF INDUSTRIAL SAFETY,AND THOSE CODES AND 5.ALL AGGREGATE SHALL BE COMPARABLE TO"SAN GABRIEL VALLEY" NOTED OTHERWISE' STANDARD'STRUCTURAL GLUED LAMINATED LUMBER". � HIGH STRENGTH BOLTING �,ereND'.;'anted t0 i65U/A9 building permit en STANDARDS LASED IN THESE NOES AND SPECIFICATIONS. AGGREGATE.THE SHRINKAGE SHALL BE AS PER ASTM G157 WITH THE COLOR NAIL SIZE NAIL TYPE . SHEAR WALL NAILING apprBlml by all applicablavA/agencies. AVERAGE DRYING SHRINKAGE AT 28-DAYS NOT EXCEEDING 0.04. 2A4 STUDS(UP TO 19) "STANDARD"OR BETTER 5. GLUED LAMIRAEDMEMBERS SRALL BE ACCOMPANIED BYACERTIFlCAE PLYWD.ROFSHTG.NAILING NO N/A 5,APPROVAL BY THE INSPECTOR DOES NOT MEAN APPROVAL OR ALLOWABLE 2-4 STUDS(OVER 19) "NO 7' YELLOW ad X 2 318'X 0.113"DIA ad BOX/SINKERCOLER OF INSPECTION.CONTRACTOR SHALL BEAR EXPENSES OF INSPECTION AND I PLYWQ FLOOR SHTG.NAILINGThe HSSUance or grenlle of a permit b sod FAILURE TO COMPLY WITH THE PLANS AND SPECIFICATIONS.ANYDESIGNWHICH 6.ORYPACK SHALL BE COMPOSED OF ONE PART PORTIAND CEMENT TO 2x PLATES "STUD GRADE TESTS.A CERTIFICATE OF INSPECTION SHALL BE SUBMITTED TO THE ..pproVal of these plans shall not b'con ue FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE DESIGNER OR NOT MORE THAN THREE PARTS SAND. 2x6 STUDS NO.2 BLUE ad 212'X 0.131"DIA ad COMMON BUILDING DEPARTMENT. THE EXTENT OF SUCH INSPECTI9MMOkWC8r4R PTO 13TiUWCR Adorns ai Dlici ENGINEER FOR INTERPRETATION OR CLARIFICATION, 2-JOISTS/RAFTERS NO.1 PURPLE 10tlX21/8"-3'X 0.148"DIA tOtl COMMON 17010E THE UNIFORM BUILDING COtLSAWAPFdiAV"VALNW IBSI/BD 1lITeeUmB 10 T ANCHOR BOLTS,HOLDOWN BOLTS,DOWELS,INSERTS,ETC.SHALL BE BEAMS AND STRINGERS 6. THE FABRICATOR SHALL SUBMIT COMPLETE SHOP DRAWINGS TO BUILDING THE ARCHIECT/ENGINEER AND ankh ITILDIW DKftrHMlisaw,MShe provisions of Is ji i 6.SEE ARCHITECTURAL,ELECTRICAL AND MECHANICAL DRAWINGS FOR PITS, SECURELY TIED IN PLACE PRIOR TO POURING CONCRETE. 4-10ANDSMALLER NO,2 GREEN 12d X 31/4"X 0.148"CM 10d COMMOW16d SINKERS DEPARTMENT AND ENGINEER OF RECORD FOR APPROVAL PRIOR TO COMPLETION OF EACH TYPE OF N01B6 WtWhR9 VWkITT7ER THE WORK WAS IN tJ TRENCHES,ROOFOPENINGS,DEPRESSIONS ETC.NOT SHOWN ON STRUCTURAL 4.12 AND LARGER NO.1 FABRICATION. CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS. j DRAWINGS. 8.CONCRETE SWILL BE CURED BY KEEPING CONTINUOUSLY WET FOR 10 6-AND 8- NO.1 BUCK 16d X 31/4"%0.137"DIA 18tl SHORT DAYS OR BY USING AN APPROVED CURING COMPOUND. POSTANDTIMBERS NO.1 ORANGE 16d X 2 i/2"-312"X 0.162"DIA ietl COMMON 7. ALL GLUED LAMINATED BEAMS WILL HAVE STANDARD CAMBER BASED ON A TABLE NO 25-11-B-1 SCHEDULE 7.VIBRATION EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT BEEN CONSIDERED ROOF PLANKING AND DECKING.,COWDEX. RADIUS=1600 UNLESS NOTED OTHERWISE. 2 CONNECTION NAILING 4 BY ENGINEER OF RECORD. 9.REFER TO ARCHITECTURAL,MECHANICAL,MISCELLANEOUS SCON RETIE BOARD SHTG.AND STRIPPING SUITABLE FOR INTENDED USE. DRAWINGS(EMS TO BE CAST INTO FOR MISCELLANEOUS CONCRETE 8. MANUFACTURED LAMINATED BEAMS SHALL BE PER THE FOLLOWING: 1.JOISTS TO SILL OR GROCER,TOENAIL............................................3-Bd B.THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING,SHORING, AND FLOOR DEPRESSIONS,PITS,ETC. WHERE POSSIBLE ALL LUMBER GRADE STAMPS SHALL REMAIN ON LUMBER WOOD TRUSSES TRUSS JOIST MACMILLAN PARALLAM PSL 2.DE PER ICBO ER4949, 2.BRIDGING TO JOIST,TOENAIL EACH END.......................................2-8d TEMPORARY SUPPORTS,ETC.IS SOLE RESPONSIBILITY OF THE CONTRACTOR AFTER INSTALLATION. L.A.RR 9248787b=2900 PSI*N=290 PSI* 3.1"x 6"SUBFLOOR OR LESS TO EACH JOIST FACE NAIL.............2-ed AND HAS NOT BEEN CONSIDERED BY EOR.THE CONTRACTOR IS RESPONSIBLE 10.SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF EXPANSIONS JOINTS, 1. MANUFACTURER SHALL SUPPLY TO THE ARCHITECT AND ENGINEER OF TRUSS JOIST MACMILLAN MICRO LAM LVL 1.9E PER ICBO ER 4949,LARR 7T WIDER THAN 1"x 6"SUBFLOOR FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE APPLICATION OR ALL SCORING,ETC.FOR CONCRETE WALKS AND SLABS, UTILITY GRADE LUMBER IS UNACCEPTABLE FOR ANY PURPOSE INCLUDING, RECORD AND THE BUILDING DEPARTMENT CALCULATIONS AND SHOP #278781b 4600 PSI*N=285 PSI* TO EACH JOIST,FACE NAIL...........................................................3-54 SMEAR WALL,ROOF AND FLOOR DIAPHRAGMS AND FINISH MATERIALS.HE SHALL BUT NOT LIMITED TO,BRACING,BLOCKING,SILLS,OR CRIPPLE STUDS. DRAWINGS FOR APPROVAL PRIOR TO FABRICATION.ALL CALCULATIONS BOISE CASCADE 2.0E VERSA-LAM PER ICBO NER 442,LARR 0249M 5.2"SUBFLOOR TO JOIST OR GIRDER, O m PROVIDE THE NECESSARY BRACING TO PROVIDE STABILITY PRIOR TO THE 11,ALL STRUCTURAL CONCRETE P.=2.500 PSI AND SHOP DRAWINGS SHALL BE SIGNED BY A CALIFORNIA REGISTERED tb=2950 PSI,N=285 PSI BIND AND FACE NAIL................................................................2-latl h R STRUCTURAL ENGINEER.IT SHALL BE THE RESPONSIBILITY OF LOUISIARA-PACIFIC 2.0E GANG-LAM.PER ICBO ER-5004 LARR #25167 APPLICATION OF THE T INCLUDE I N P CTION O L.OBSERVATION VISITS TO THE ALL SLAB-0GRADE FOOTINGS Fo=2,500 PSI 12.ALL NAILING T E 8E PER TABLE NUMBER 2311-8-1 OF THE LATEST UNIFORM THE O S CTUR G < N 6.SOLE PUTS TO J015T OR BLOCKING, m - - F SITE BY FOR SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. ALLCONTINUOUS ALLREA AND HMINIM M P.STRENGTH2 BUILDING CODE,UNLESS NOTED OTHERWISE. THE CALCULATIONS SHOP DRAIN BUS PRIOR DEPARTMENT APPROVAL OF WILLA0PS1,N-290 PSI ..,.,,••,••••,•-„-,,,,,.,,-,i6tl O 16"o/c 7 a 9.CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORK ALL CONCRETE SHALL REACH MINIMUM COMPRESSIVE STRENGTH 28-0DAYS. CALCULATIONS AND SHOP DRAWINGS PRIOR TO FABRICATION. WIUAMATE 2.0E STRICT-LAM PER ICBO NER-472,LARR k25095 TYPICAL FACE NAIL........................................................ " a.SEE NOTE O 3 GREATER VALUE SWILL GOVERN. 13.PLYWOOD FLOOR AND ROOF SHEATHING ERPE DI(AID CONTINUOUS OVER fi=2950 PSI,N=283 PSI SOLE PLAACE TO JOIST L BLOCKING, H per, < 2. ROOF SMALL BE FABRICATED IN A LICENSED AND CERTIFIED SHOP AT BRACED WALL PANELS.........................................3-16tl O 18"o e OPERATIONS FORFILLEDEXCAVATIONS ET BURIED STRUCTURES SUCH AS TWO OR MORE SPANS WITH FACE GRAIN PERPENDICULAR N SUPPORTS 2-16d Q'y " M APPROVED BY THE BUILDING DEPARTMENT. 9. PROVIDE MULTIPLE 2x4 SQUASH BLOCKS UNDER BEARING POINT LOAD 7,TOP PLATE TO STUD,END NAIL.................................................. .�CESSPOOLS,CISTERNS FOUNDATIONS,ETC.IF ANY SUCH STRUCTURES ARE 12.ALL CONCRETE SE TI GREATER THANNIFO MBUIL I HAVE SPECIAL (UNLESS SHOWN OTHERWISE).STAGGER ALL PLYWOOD PANELS AMINIMUM FROM ABOVE TO TOP PLATES BELOW AT FLOOR LEVEL. 8.STUD TO SOLE PLATE..............4-8d,TOENAIL OR 2-16tl EACH END r, . I vl FOUND,FOR AND THE SOIL ENGINEER SHALL BE NOTIFIED IMMEDIATELY. INSPECTION PER THERON 77020E THE UNIFORM BUILDING CODE OF 4'-O". 3. TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST LOCAL W UNLESS NOTED OTHERWISE. 9.DOUBLE STUDS,FACE NAIL............................................i6tl O 24"o< 10.CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED 14.WHENEVER LATERAL BRACING OF WEB MEMBER IN TRUSSES IS REQUIRED, BUILDING CODE FOR ALL LOADS IMPOSED INCLUDING LATERAL LOADS AND 10.MANUFACTURED I JOISTS SHALL BE PER THE FOLLOWING: 10.DOUBLED TOP PLATES.TYPICAL FACE NAIL....................U5d O 16"o/c W x N FLOORS OR ROOF.LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER 13.ALL CONCRETE SHALL HAVE A MAXIMUM OF W OF SLUMP(PER ASTM C143). THE LATERAL BRACE MUST END ON AN EXTERIOR BEARING WALL. MECHANICAL EQUIPMENT LOADS. TRUSS JOIST MACMILLAN PRODUCTS PER NER 200,LARR#25340 DOUBLED TOP PLATES,LAP SPLICE.............................................8-tad F� .2 0 .-. SQUARE FOOT.PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE AMAXIMUM WATER CEMENT RATIO OF 0.62 AND A MINIMUM OF 5 SACKS BOISE CASCADE iBCI)PRODUCTS PER NER 446,LARR 724999 F•1 .�-, 11.BLOCKING ATE.TO JOISTS OR RAPERS STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH. OF CEMENT PER CUBIC YARD OF CONCRETE U.N.O. 15.FRAMING CONTRACTOR SMALL PROVIDE BACKING AS REQUIRED FOR ALL 4. ALL CONNECTORS SWILL BE ICBO APPROVED AND OF ADEQUATE STRENGTH LOUISUINA PACIFIC(LPL)PRODUCTS PER ICBO FFC 3739,LARR#25176 (n �x TO RESIST STRESSES DUE TO THE LOADINGS INVOLVED. WILLAMETE(SJ)PRODUCTS PER ICBO NER 475,LARR 25166 TO TOP PIE•TOENAIL.................................................................3-Bd H < LIGHT FIXTURES,CABINETS,WARDROBES,TOWEL BARS,AND HANDRAILS r� W U 11.CO LLB DOCUMENTS.THIS EDIE MAYRESULTI V HANG SHEETS AS REQUIRED AND REQUESTED GENERAL CONTRACTOR. 13.RIM JOIST S, TOP PU TOENAIL............................ . 8tl O62 o c V La SHALL BE SUILIECT TO REVIEW.THIS REVIEW MAY RESULT IN CHANGES WHICH MASONRY 5. DEAD LOAD DEFLECTIONS SHALL BE LIMITED TO L240. 11.PROVIDE DOUBLE I JOISTS OR DOUBLE 1 JOISTS BLOCKS WHEN 16d SOLE 13.TOP PLATE LAPS AND WTERSECTIONS,FACE NAIL.................."O/C `v y ' 4 MAY BE MADE TO THE PLANS PRIOR TO THE ISSUANCE OF THE FINAL 16.EXTERIOR WOOD POSTS AND COLUMNS SUPPORTED BY A CONCRETE SLAB PLATE IS LESS THAN 4"O.C.AT SHEAR WALL ABOVE. 14.CONTINUOUS HEADER.TWO PIECES.................................led E 16"0/< 'H7 L<K CONSTRUCTION SET WHICH WILL CONTAIN NO"BID SET DESIGNATIONS. 1.ALL MASONRY SHALL BE REINFORCED GROUTED MASONRY.GROUT SOLID SWILL BE INSTALLEDA MINIMUM OF 6'ABOVE EXPOSED EARTH AND AT (. CROSS BRIDGING AND/OR BRACING SHALL BE PROVIDED AND DETAILED AS ALONG EACH EDGE r, ALL CELLS WHICH CONTAIN REBAR,BOLTS.ETC.GROUT SOLID ALL CELLS REQUIRED TO ADEQUATELY BRACE ALL TRUSSES. 12.REFER TO MANUFACTURER'S SPECIFICATIONS FOR DRILLING OF HOLES 15.CEILING JOISTS TO PIE,TOENAIL...............................................3-Btl �T,) CONSTRUCTION DOCUMENTS IDENTIFIED AS"BID SET"ARE NOT CONSTRUED AS LEAST 1"ABOVE SLAB ON METAL POST BASES.(EXCEPTION:POSTS OR U rn BEING THE COMPLETED OR FINAL DRAWINGS AND THEY SHOULD NOT IN ANY BELOW GRADE.SPECIFIED COMPRESSIVE STRENGTH(F'm)SMALL BE COLUMNS OF APPROVED NA700 WITH NATURAL RESISTANCE TO DECAY OR THRU.I JOIST WEB- 16.CONTINUOUS HEADER TO STUD,TOENAIL......................................4-8d TFI o WAY BE USED AS SUCH 150D PSI MINIMUM WITHOUT INSPECTION,U.N.O.ON THE PLANS AND DETAILS. TREATEDWOOD).POSTS OR COLUMNS RESTING ON CONCRETE PIERS T CONTRACTOR SHALL HAVE BUILDING DEPARTMENT APPROVED TRUSS 17.CEILING JOISTS.LAPS OVER PARTITIONS.FACE NAIL...-I............3-16d ON JOB SITE PRIOR TO FOUNDATION INSPECTION AND THROUGHOUT STRUCTURAL STEEL I� r) .1 2.MORTAR SHALL BE TWE"S"MI%ED IN THE PROPORTION OF 1 PART SURROUNDED BY EXISTING GRADE SHALL A MINIMUM OF ANDEXABOVE EXTERIOR ENT 18.CEILING JOISTS TO PARALLEL RAPERS FACE NAIL....................3-16d U I 12.ALL GUARD RAILS AND HANDRAILS SHALL BE DESIGNED APPLIED TO WI HORIZONTALLY GRADE PER U.BG SECT 2317-3-ALL ISOLATED INTERIOR AND EXTERIOR CONSTRUCTION PRASE.THESE TRUSS PLANS SHALL CONFORM E THE T V LATERAL LOAD OF ZO POUNDS PER LINEAL FOOT APPLIED ORIZONTALLV AT THE SUM OF THE ME T TO PLU PARTS LIME PUTTY TO SAND. . TIMES WOOD POSTS ATTACHED DIRECTLY TO CONCRETE SHALL BE SECURED WITH FRAMING PLANS PREPARED BY THE EON.TRUSS PLANS SHALL BEAR WET 1. ALL FABRICATION AND ERECTION SHALL CONFORM TO THE LATEST EDITION 19.RAPER TO PLATE,TOENAIL...........................................................3-Btl RIGHT ANGLES TO TOP RAIL(50 PIT FOR COMMERCIAL).HANDRAILS SHALL BE THE SUM OF THE CEMENT PLUS LIME Pl7tTV PARTS OF SAND. SIMPSON"PB'OR EQIVALENT. SIGNATURE OF TRUSS DESIGN ENGINEER AND SHALL HAVE BEEN REVIEWED OF THE AISC MANUAL OF STEEL CONSTRUCTION. 20.1"BRACE TO EACH STUD AND PLATE,FACE NAIL.......................2-8d r_, N DESIGNED FOR A 20Dk BV EON. 21.1"x 8"SHEATHING OR LESS TO EA01 BEARING"FACE NAIL 2-8d W 3.GROUT SHALL ATTAIN IN MINIMUM COMPRESSIVE T POOR LAN OF 2000 PSI 2. ALL WELDING SHALL BE ONE BY CERTIFIED WELDERS.ALL FIELD WELDING U LOAD APPLIED IN ANY DIRECTION. 17.PROVIDE MINIMUM X'CLEARANCE(VOID SPACE)FROM TOP OF ALL INTERIOR 2 HOER THAN 1, 8 SHEATHING OR LESS TO _ AND SWILL BE MIXED IN PROPORTIONS OF 1 PART PORTIAND CEMENT 9. APPROVED FINAL TRUSS DRAWINGS SMALL BECOME PART OF CONSTRUCTION SHALL HAVE CONTINUOUS INSPECTION BY A REGISTERED DEPUTY INSPECTOR. m NON-BEARING PARTITIONS TO ROOF AND CEILING FRAMING ABOVE. EACH FACE NAIL........................................................N 3-8d 0 t2 13.THESE PLANS ARE INTENDED SOLELY FOR THE USE OF THE OWNER FOR TO 1/10 PART LIME PUTTY TO 2 TO 3 PARTS SANG TO A MAXIMUM OF 2 PARTS DOCUMENTS. 23.BUILT-UP CORNER STUDS........................................ ...........16tl O 24'o c < GRAVEL.GROUT TO HAVE"SILKAGROUT AID NO TADMIX PROPERLY ADDED 3- ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A572 GRADE 50, 24.BULT-UP GIRDERS AND BEAMS.....Zod'O 32"R o O TOP&BOTTOM U O O MA CONSTRUCTION AND ARE EXPRESSLY NOT INTENDED FOR THE USE IN TO MIX AT JOBSITE PER MANUFACTURER'S RECOMMENDATIONS,TO 18.ALL EXTERIOR WALLS ADJACENT TO TABLED CEILING SHALL U GALLON ONLY A NG.EXTERIOR ELEVATIONS AND OTHER DETAILS ON THESE PLANS ARE FRAMED WITH CONTINUOUS STUDS TO BOTTOM CHORD OF TRUSS OR RAPER. 9. EACH TRUSS SHALL BE LEGIBLY BRANDED MARKED NF OTHERWISE HAVE AND STAGGERED 2-20d O ENDS AN AT EACH SPICE ONLYA REPRESENTATION,AND MAY VARY SIGNIFICANTLY FROM THE ACTUAL INCREASE BOND BETWEEN MASONRY UNITS AND GROUT COLUMNS. PERMANENTLY AFFIXED THERETO THE FOLLOWING INFORMATION LOCATED 4. ANCHOR BOLTS AND UNFINISHED BOLTS SHALL CONFORM TO ASTM A307. CONSTRUCTION, 19.WHEN PLYWOOD SIDING IS USED AS AN EXTERIOR OR INTERIOR WALL WITHIN 2 FEET OF THE CENTER SPAN ON THE FACE OF THE BOTTOM CHORD: 25.2"PLANKS.......................................................2-16d O EACH BEARING 4.AGGREGATES FOR MORTAR AND GROUT SHALL BE NATURAL SAND AND NTAIL JOINTS A IDENTITY OF THE COMPANY MANUFACTURING THE TRUSS. 5. ALL WELDING ELECTRODES SHALL CONFORM TO AWS EOXX. 26.WOOD STRUCTURAL PANELS AND PARTICLEBOARD: ter9 o 14.SLAB ON GRADE REQUIREMENTS TO BE PER THE SOIL ENGINEERS ROCK CONFORMING TO ASTM C-144 MORTAR AND C404(GROUT). BETWEEN SOLE PLATE AND ANY TOP PLATE 2'BAR METAL SHALL BE ) G 0 (MORTAR) ( UT). a THE DESIGN LOAD. SUBFLOOR,ROOF AND WALL SHEATING(TO FRAMING) o RECOMMENDATIONS SOLELY.THE SLAB ON GRADE IS A NONSTRUCTURAL ITEM USEDAT EXTERIOR HORIZONTAL JOINTS. C) THE SPACING OF THE TRUSSES. 6. ALL PIPE SHALL CONFORM TO ASTM A53 GRADE'S"(35KSI). 1/2'AND LESS................................................................................ad 3 U 8 AND THEREFORE HAS NOT BEEN DESIGNED BY THE STRUCTURAL DESIGN 5.CEMENT SHALL BE PORTVIND CEMENT CONFORMING TO ASTM GI 50, 19/32"-3/4......-..........................................................8d 4 OR 6d5 ENGINEER. TYPE 1 OR 11 LOW ALKALI. 20.INSTALL FIREBLOCKS IN WALLS TO CUT OFF ALL HORIZONTAL AND VERTICAL 10.ALL BEARING POINTS OF TRUSSES SMALL BE SUPPORTED 7, ALL TUBE SHALL CONFORM TO ASTM A501(46 KSI). 7/8"-I'........................................................................................8d 3 LATERALLY BY TRUSS MANUFACTURE WITH SOLID BLOCKING 11/8"-11/4"..._........................................................10d 4 OR 8d5 6.ALL CONCRETE BLOCK SHALL CONFORM TO ASTM C90,GRADE N-1. DRAFT OPENINGS BETWEEN TWO STORIES ANDRCOFATTIC SPACES. OR BRIDGING. 8. ALL FABRICATION SHALL BE PERFORMED BY A LICENSED FABRICATOR USING COMBINATION SUBFLOOR-LRIOERLAYMENT(TO FRAMING) 15.IN THE EVENT OF CONFLICT BETWEEN THE ARCHITECTURAL GENERAL NOTES FIREBLOCKS SHALL BE OF 21NCH NOMINAL THICKNESS.LOCATION OF AND THE STRUCTURAL GENERAL NOTES,THE MORE STRINGENT REQUIREMENTS FIREBLOCKS SHALL INCLUDE. CERTIFIED WELDERS. 3/4"AN LESS..............�..................u.....•...._...............................6d5 SHALL GOVERN. 7.ALL BRICK SHALL CONFORM TO ASTM C62,GRADE MIN. q. STUD WALLS. 11.TRUSSES SHALL BE DESIGNED TO SUPPORT AND ACCOMMODATE B. AROUND TOP,BOTTOM,SIDES AND ENDS OF SUDING POCKET DOORS. CONNECTION DETAILS OF ALL ADDITIONAL LOADS SUCH AS MECH. 9. WHERE FINISH IS ATTACHED TO STRUCTURAL STEEL PROVIDE W DIAMETER7/8"-1"..............................................-+••'""'"•"""""'--"---""•-•'••-.6tl 6 8,ALL REINFORCEMENT,BOLTS,ETC.SHALL HAVE A MINIMUM GROUT EQUIPMENT,FIRE SPRINKLERS,SOFFITS,CHIMENY,STACKSFRAME WALL BOLT HOLES OR STUDS AT 36"O.C.FOR ATTACHMENT OF MAILERS. 1 1/8-1 1/4.....................•n:-' ...........104 4 OR ad 5 COVERAGE OF 3/4'-ALL BRICK SHALL HAVE A MINIMUM OF 2-12"GROUT C. BETWEEN STAIR STRINGERS AT TOP AND BOTTOM OF RUN AND FOUNDATiON/SITEWORK SPACE BETWEEN STUDS IN A WALL PARALLEL AND ADJOINING RUN OF STAIRS POP-OUT.ATTIC ACCESS OPENINGS,PLUMBING,LIGHT FIXTURES, 27.PANEL SIDING TO FRAMING) SKYLIGHTS ,ETC.COORDINATION AND VERIFICATION OF SUCH ITEMS IS 10.ALL COMPLETE PENETRATION GROVE WELDS CONTRIVED INJOINTSAND 1/Y OR LESS..................................................................................6d6 1.THE FOUNDATION DESIGNS ARE BASED ON ODE MINIMUM VALUES 9.SEE THE ARCHITECTURAL DRAWINGS FOR TYPE OF UNITS,DYING 21.FASTENING OF MULTIPLE MEMBERS' THE SOLE RESPONSIBILITY OF THE TRUSS MANUFACTURER AND WILL SPLICES SHALL BE TESTED 100 PERCENT EITHER BY ULTRASONIC 5 8"................................................................................................8d 6 DOUBLE BTRIPLE JOISTS I, NOT BE REVIEWED BV THE EON. TESTING OR BY RADIOGRAPHY.FOR COMPLETE PENETRATION GROOVE 28.FIBER BOARD SHEATING: PATTERN,AND JOINT DETAILS.UNLESS SPECIFICALLY SHOWN OTHERWISE, WELDSON MATERIALS LESS THEN 5016 INCH(7.9MM)THICK,NONDESTRUCTIVE 1/2"..............................:..._...................,......_.................No.Iig0.8 2.THE ALLOWABLE SOIL BEARING VALUE IS 1oo0 PSF(CODE MINIMUM)FOR ALL CONCRETE BLOCK AND BRICK SHALL BE LAID IN RUNNING BOND. led NAILS AT 17'O C-STAGGERED(BOTH SIDES FOR TRIPLES). 12.TRUSSES SWILL BE DESIGNED LOCATION AND FOR REQUIRED TESTING IS NOT REQUIRED,CONTINUOUS INSPECTION IS REQUIRED. 6d 4 /y CONTINUOUS FOOTINGS. FOUR OR MORE JOISTS* �C CLEARANCES FOR MECH.EQUIPMENT,FIRE SPRINKLERS,ATTIC ACCESS 3.ALL SITE PREPARATION.EXCAVATION AND COMPACTION SHALL BE DONE UNDER REINFORCING STEEL. 4-'DIA.M.GE AT 1a"O.C.STAGGERED. N0.i69a. 4x OR LARGER BEAMS* OPENINGS,PLUMBING,LIGHT FIXTURES,SKYLIGHTS,ETC.COORDINATION AND 11.WELDED STUDS WELDED TO STRUCTURAL STEEL MEMBERS AND EMBEDED 25/32" __ NO 11go B ." VERIFICATION OF SUCH(EMS IS THE SOLE RESPONSIBILITY OF THE TRUSS IN CONCRETE SMALL BE TRW NELSON HEADED STUDS OR EQUIVALENT WITH "-""'-'-'•'•'•'•-'--'--""•' "" ` Wty 4 THE SUPERVISION OF A REGISTERED SOIL ENGINEER. h DIA.M.B'S AT 170.C.STAOERED. MANUFACTURER AND WILL NOT BE REVIEWED BY THE EOR, A FULL PENETRATION WELD TO STRUCTURAL STEEL MEMBER. 9tl 4 O l 1x11 1.ALL REINFORCING SHALL BE ASTM AS7540 FOR M3 BARS AND SMALLER. "I 4.SEPARATE PERMITS SHALL BE OBTAINED FOR ALL FENCES AND WALLS,AS ALL REINFORCING SHALL BE ASTM A-615.60 FOR#4 BARS AND LARGER. 22.ALL ROUGH OR RESAWM BEAMS ARE TO BE FREE OF GRADING STAMPJ N0.1fi 0.9 REQUIRED. WELDED WIRE FABRIC TO BE ASTM A-185,LAP 1-12 SPACES,9"MIN.FOR LABELS AND FREE OF HEART CENTER. 13.ALL TRUSS HANGERS ARE THE RESPONSIBILITY OF THE TRUSS ANUFACTURER. 12'WOOD RAIILERS ETC.EADED RODS W SHALL BELDED TO A.STRUCTURAL6 MATERIAL AND SHALL BE WELDED CONNECT 29'INTERIOR PALELNG 4410 N[ (( STRUCTURAL SLABS ALL REINFORCING*5 AND LARGER TO ASTM AS7580. ` ` , 5.PROVIDE NON-EXPANSIVE FILL AS REQUIRED TO LEVEL PAD. 23-ALL HANGING JOISTS SHALL BE HUNG WITH SIMPSON*LUS"HANGERS 14.ALL AXIAL DRAG LOADS SHALL TRANSFER DRAG LOAD FROM THE TOP CHORD WITH A'h'FILLET WELD ALL AROUND TO THE STRUCTURAL STEEL MEMBER. 3/8 .................................................................. .. .........6d I1 O f 2.ALL BARS SHALL BE DEFORMED AS PER ASTM A-305. U.N.O.AND SIMPSON NTT"FOR TJI'S,U.N.O. OF TRUSS TO THE BOTTOM CHORD OF THE TRUSS. 1. COMMON OR BOX NAILS OR GUN NAIL EQUIVALENT NAILS MAY BE V 8.SURFACE WATER WILL DRAIN AWAY FROM BUILDING.DRAINAGE SHALL BE 2% 13.ALL BOLTS CONNECTING STEEL MEMBERS TOGETHER SHALL CONFORM TO USED EXCEPT WHERE STATED #,. FROM BUILDING TO SWALE LINE.SWALE SHALL DRAIN AT I%(MIN)FROM REAR 3.ALLSARSSHALL BE CLEAN OF LOSE FLAKY RUST,GREASE OR OTHER 24.ALL BEARING WALLS ON A WOOD FLOOR ARE TO BE SUPPORTED WITH 15.DES(NLOADS FOR TRUSSES: ASTM A325 UNLESS NOTED OTHERWISE ON PLANS. 2. NAILS SPACED AT 61NCHES ON CENTER AT EDGES,12 INCHES ATC-k It W OF BUILDING TO STREET. MATERIALS LIKELY TO IMPAIR BOND. DOUBLE JOISTS OR SOLID BLOCKING UNLESS NOTED OTHERWISE. INTERMEDIATE SUPPORTS EXCEPT 6INCHES AT ALL SUPPORTS GRAVITY LOADS. SHOP DRAWINGS WHERE SPANS ARE 40 INCHES OR MORE,FOR NAILING OF PLYWOOD 4 ,kM W O 4.ALL BENDS SHALL BE MADE COLD. 25.ALL BEAMS TO BE SUPPORTED WITH FULL BEARING,U.N.O. 80TT.CHORD AND PARTICLEBOARD DIAPHRAGMS AND SHEAR WALLS,REFER TO J 7.THERE SHALL BE NO UTILITY TRENCH NEAR THE BUILDING FOUNDATION TOP CORD, BOTT.CORO WITH STUCCO LID 1.THE SHOP DRAWINGS SUBMITTALS AS REQUESTED FOR IN THE CONSTRUCTION SECTIONS 231533 AND 2315A.NAILS FOR WALL SHEATHING MAYBE O J WHICH EXTEND DEEPER THAN A 45 DEGREE LINE PROJECTED OWN AND AWAY S.SPLICING OF BARS SHALL HAVE LAPPING OF 36 TIMES THE REINFORCING 26.ROOF SHEATHING IS TO CONTINUE UNDER CALIFORNIA FRAMING,TYP. DRAWINGS FROM THE VARIOUS TRADES WILL BE REVIEWED BY ENGINEER OR COMMON BOX OR CASING. �a, FROM THE BOTTOM OUTSIDE CORNER OF ANY FOOTING. BAR DIA.OR 7-0 MIN.IN ALL CONTINUOUS REINFORCEMENT OF FOOTINGS DEAD LOAD 19.0 Paf 10.0 paf 15.0 PSI` ARCHITECT ONLY AFTER SUCH DRAWINGS HAVE BEEN: 3. COMMON OR DEFORMED SHANK. J-% [w " 8.PROVIDE 6 MIL VISOUEEN U,NO.UNDER SLAB[EXCEPTION:GARAGE SLAB AS AND CONCRETE WALL,EXCEPT AS NOTED ON PLANS.MASONRY 27.APPLY SHEAR WALL PLYWOOD PRIOR TO ALL BOX-OUTS,FUR-OUTS, LIVE LOAD ISO Psi - - 4. COMMON. "1 J RECOMMENDED BY SOILS REPORT]. REINFORCEMENT SHALL HAVE LAPPINGS OF 480 OR Z-TWHICHEVER SOFFITS OR ANY OTHER FRAMING THAT MAY INTERRUPT CONTINUITY TOTALLOAD 35A per 1D.OPSf 15.0 PSf a.APPROVED AND ACCEPTED WITH A STAMP FROM THE GENERAL 5. DEFORMED SHANK ,^ 1., IS GREATER. OF THE PLYWOOD- CONTRACTOR AS CONFORMING TO THE CONSTRUCTION DOCUMENTS. 6, CORROSION-RESISTANT SIDING OR CASING WAILS CONFORMING TO THE #�',•' %4 V 9.ALL HOLDOWN ANCHORS,POST BASES AND SHEARWALL ANCHOR BOLTS SHALL OIROF PLANE LOADS: REQUIREMENTS OF SECTION 23D43. `V`V O BE TIED INTO PLACE PRIOR TO FOUNDATION INSPECTION. 6.ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY PLACED 28-PROVIDE FURRING AS NEEDED TO ALIGN NON-SHEAR WALLS WITH WINO LOAD: 2.CONTRACTOR SHALL ALLOW(15)FlFEEN BUSINESS GAYS FOR SHOP 7. FASENERS SPACED 31NCHES ON CENER AT EXTERIOR EDGES AND 6 W BEFORE POURING CONCRETE. SHEAR WALLS. 70 MPH EXP.'V DRAWING REVIEW BY ENGINEER/ARCHITECT. INCHES ON CENTER AT INTERMEDIATE SUPPORTS. y 10.PLACE 20'-W REBAR IN FOUNDATION AT SERVICE LOCATIONS.STUB UP RESAR 8. CORROSION-RESISTANT ROOFING NAILS WITH 7116-INCH-DIAMETER WITH 7.CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AT LEAST 29.PROVIDE 4-6 MINIMUM JOIST/BLOCKING OR 1-JOIST BLOCKING TH A 2=3 DRAG LOADS: 3,SHOP DRAWINGS DO OT RELIEVE THE CONTRACTOR FROM CONFORMING HEAD AND 1 12-INCH LENGTH FOR IZ-INCH SHEATHING AND 1 314-INCH EQUAL TO THE DIAMETER OF THE BARS,COVER SHALL BE AS FOLLOWS: EQUIVALENT WIDTH TOP CHORD UNDER SHEAR WALLS ON WOOD FLOOR GABLE EN ABOVE THE FLOOR BY ELECTRIC SERVICE METER. D TRUSSES 20 K MIN.U.ND.a WITH THE CONSTRUCTION DRAWINGS. LENGTH FOR 25/32-INCH SHEATHING CONFORMING TO THE `1 11.FOR THE LOCATION OF CONTROL JOINTS,REFER TO THE FOUNDATION PLAN.(ZIP A POURED AGAINST EARTH 3" FOR SOLE PLATE NAILING. (PROVIDE GABLE TRUSS OVER EVERY PARALLEL EXTERIOR WALL) REQUIREMENTS OF SECTION 23043. V STRIP OR EQUAL).MINIMUM OF 17-O'0 C EACH WAY IS RECOMMENDED. B- POURED AGAINST FORM BELOW GRADE 2" 4,ANY DEVIATION FROM THE CONSTRUCTION DRAWINGS SMALL BE BROUGHT 9, CORROSION-RESISTANT STAPLES WITH NOMINAL 7116-INCH CROWN WS AND LARGER 2" 30-DOUBLE TOP PLATES WIMIN.48"LAP SPLICES TO BE PROVIDED INTERIOR DRAG TRUSSES OVER SHEAR WALLS 2.0 K MIN.U.N.O.' TO THE ATTENTION OF THE ARCHIECTIENGINEERINWRITINGAND RAVE AND 11/8-INCH LENGTH FOR%-INCH SHEATHING AND 112-INCH 12.DRIVEWAY PAVING SHALL BE 4"PORTLAND CEMENT CONCRETE(5 SACKS MIN). #5'S AND SMALLER 1 12 w/MIN(9)16d'S PER TOP PLATE SPLICE. (PROVIDE DRAG TRUSS OVER EVERY PARALLEL SHEAR WALL) APPROVAL FROM THE ARCHIECT/ENGINEER IN WRITING. LENGTH FOR 25M-INCH SHEATHING CONFORMING TO THE C. FORMED SLABS i" REQUIREMENTS OF SECTION 23043. a SEE PLANS FOR ADDITIONAL DRAG TRUSS LOCATIONS 5-SHOP DRAWINGS NOT REQUESTED BY THE CONSTRUCTION DRAWINGS 10,PANEL SUPPORTS AT 16"20"IF STRENGTH AXIS IN THE LONG DIRECTION 13.FOR POST-TENSION SLAB,REFER TO APPROVED PLANS PREPARED BY OTHERS. D. SLABS ON GRADE(FROM TOP OF SUB) 1' 31.STRAP WHEN BOTH TOP PLATES ARE BROKEN WITH SIMPSON ST22,U.N.O.E. COLUMNS AND BEAMS TO MAIN BARS 7 AND LARGER DRAG LOADS. SHALL NOT BE REVIEWED BY THE ARCHITECT OR ENGINEER. OF THE PANEL,UNLESS OTHERWISE MARKED).CASING OR FINISH NAILS F. WALLS-EXPOSED TO WEATHER 2' 32.SOLIDBLOCKING BETWEEN PERPENDICULAR JOIST AT BEARING AT SHEAR PACED(EON PANEL EDGES,12.AT INTERMEDIATE SUPPORTS. CONCRETE NOT EXPOSED TO WEATHER,#11 AND SMALLER-1" WALLS. 6,PRIOR TO REVIEW BY THIS OFFICE THE CONTRACTOR IS TO VERIFY THAT I1.PANEL SUPPORTS AT 24".CASING OR FINISH NAILS SPACED TON PANEL #14 AND 018 112" THE SHOP DRAWINGS ARE COMPLETE AND CREATED FROM THE LATEST EDGES,12"AT INTERMEDIATE SUPPORTS 1.ALL CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE UNIFORM 33.ALL EXPOSED BEAMS AND HEAVY TIMBER RECOMMENDED TO BE FREE OF SET OF CONSTRUCTION DRAWINGS. BUILDING CODE. LUMBER/CARPENTRY HEART CENTER. ABREVIATiONS 2.CONCRETE SHALL BE DESIGNED AND TESTED AS OUTLINED IN THE SPECS. 1. ALL STRUCTURAL LUMBER SHALL BE GRADED IN ACCORDANCE WITH THE 34.ALL ISOLATED POSTS AND BEAMS AB ANCHOR BOLT DIM DIMENSION FTG FOOTING LLV LONG LEG VERTICAL PLT PLATE ST STUD I STANDARD GRADING RULES NO.17 FOR WEST COAST LUMBER ANDUBO MINIMUM,UNLESS NOTED OTHERWISE. HAVE SIMPSON PBS ANIVOR BCS E. ABV ABOVE DD DITTO(REPEAT) C✓. GAUGE LP LOW POINT PLYWD vLYVY00D STD STANDARD STANDARD NO 23-1. ADDL ADdTIONAL OP DEEP GALV GAWENIZED LT WT LIGHT WEIGHT PSF POUNDS PER SOIIARE FOOT STGR STAGGER 3.ALL CEMENT SHALL CONFORM TO ASTM C-150,TYPE 1 OR 2.THE FOLLOWING AFF ABOVE FINSHED FLOOR DT DRAGTRUSS GAT GABLE TRUSS LVL LAMINATED VENEER LUMBER PSI POUNDS PER SQLLARE INCH STIFF STIFFENER SHALL BE THE REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE 35.ALL SIMPSON NO,PA AND CB HOLDOWWS TO BE FASTENED TO APA AMERICAN PLYWOOD DV.OS DRAWINGS GB CRUDE BEAM MATL MATERUL PS L PARALLEL STRAND LUMBER STL STEEL g CONTAINING SOLUTIONS. 2. ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE 4-4 POST MIN.,U.N.O. ASSOCIATION DNA DOYJEL GOT GIRDER DRAG TRUSS MAX MAXIMUM PT PRESERVATIVE TREATED STRG STRONG TREATED OUGLAS FIR. ARCH ARCHITECTURAL DWN DOWN OR GLUED LAMINATED BEAM MB MACHINE BOLT PW PIATEVNSHER STRUC STRUCTURAL NORMAL WEIGHT UGHTWFIGN BI BOTTOM OF EA EACH CARD GRADE MECH MECHANICAL R RADIUS SW SHEAR WALL R E AGGREGATE AGGREGATE 38.ALL CONVENTIONAL FRAME PORTIONS OF STRUCTURE ARE TO BE mm 3. HOLES FOR BOLTS BE BORED WITH BIT 7(J7 TO 1/1G LARGER SM BLOCKING EF EACH FACE GT GIRDER TRUSS MFGR MANUFACTURER REF REFERENCE TSB TOP A BOTTOM 3 F CONCRETE DONSTRUCTED PERTECTION 23280E THE UNIFORM BUILDING CODE,U.N.O. BM BEAM EJ EXPANSIOM-NT GYP BD GY IUMNOARD MIN MINIMUM REINF REINFORCEMENT TSG TONGUE 4 GROOVE m THAN THE NOMINAL BOLT DIAMEER. t'C NORMAL- BN BOUNDARY NAIL CL ELEVATION H HORQONTAL MISC MISCELUNEOUS REDO REQUIRED TI TOP OF MA%.yWER WEIGHTS 37.ALL SHOP DRAWINGS ARE TO BE REVIEWED BY THE CONTRACTOR AND THE BOTT BOTTOM EIEC ELECTRICAL RA HEADEDANCHOR MTL METAL REO'D REQUIRED TNK THICKNESS WATER- CENENTITIOUS LIGHTMEIG 4. ALL BOLTS SHALL BE RE-TIGHTENED PRIOR TO APPLICATION OF ARCHITECT PRIOR TO SUBMITTAL FOR ENGINEER REVIEW. BRG BEARING EMBED EMBEDMENT HD HOLDGOWH IN) NEW RE ROOF TNRU THROUGH o SOLUABLE MATERIALRATIO,AGGRE( T, PLYWOOD,PLASTER,ETC. BTWN BETWEEN EN EDGEMMUNG HIM HEADER LAIC NOT IN CONTIMCT RR ROOF RAFTERS TOG TOP OF STEEL SULFATE BY IGHT, CONCRETE, 38.TRUSS MANUFACTURER TO PROVIDE CALCULATIONS,SHOP DRAWINGS, BVL BEVEL ED EQUAL OR EOUNALENT TIGHT HEIGHT NO NUMBER SCHED SCHEDULE TPL TRIPLE (SO4)IN SOIL NONNAL-WEIGHT PSIa 5. STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES,ETC.UNLESS W CEILING JOIST ES EACH SIDE MG R HANGER NS NEAR SIDE SECT SECTION TRANS TRANSVERSE [."POWNEPERCENTAGE SULFATE( AGGREGATE XD.DUMB DETAILS,TRUSS HANGERS,BRIDGING AND ERECTION BRACING. CL CENTERLINE EW FAO(VMY HP MGH POINT TUTS NOT TOGGLE STEP SEPARATION TRM 1RNAMER BYVYE04T INyMTER,_4CEMENTTYPECOLCRETEe SPECIFICALLY NOEDOR DETAILED. -- FORMPa CUR CLEAR EIUST(N)EXISTING IJST XST OC ON CENTER SING SHEATHING TB WSESTEEL 0.00.0.I0 0.1 W - - - 6. 2x SOLID BLOCKING SHALL BE PLACED BETWEEN JOISTS OR RAPERS AT 39.NAIL GUNS MUST BE EQUIPPED WITH A FLUSH NAILER ATTACHMENT FOR COL COLUMN EXP IXPANSIOIi ID INSIDE DIAMETER DD OUTSIDE DIAMETER SIM SIMIUR TYP TYPKAL gOFESSj07y NAILING OF ROOF AND FLOOR SHEATHING,AND PLYWOOD SHEAR WALLS. CONC CONCRETE EXT EXTERIOR IF INSIDE FACE OF OITSIDEFACE SIMP SIMPSON LINO,UN,MIN UN LESS OTHERWISE NOTED �Q 41 II.IP(MSLIS ALL SUPPORTS,EXCEPT WHEN LEDGERED.BLOCKING SHALL BE ONE PIECE CONN CONNECTION FOR FOUNDATION INFO INFORMATION ON OFPOSRE RAND SJ STEEL JOIST VENT VERTKAL Q , 11 MOUEIRAE 0.1Pa.T0 150.1500 INS) 0.30 1.000 AND THE FULL DEPTH OF THE JOIST OR RAFTER. CONST CONSTRUCTION FF FINISHED FLOOR ANT INTERIOR OPNG OPENING SJG STEEL JOISTGIRDER W/ IMTH y G SEVERE O.Z0.2.IX. 1500.11NRIp V D45 4,500 CONT CONTINUOUS FH FULL HEIGHT JST JOIST OPP OPPOSITE SLH SNORT LEG HORIZONTAL WO WITHOUT w 7. CROSSBRIDGING SMALL BE PROVIDED AT 6'-V O.C.MAX.FOR ALL FLOOR CRPL CRIPPLE FJ FLOOR JOIST JT JOINT GRID ORIGINAL SN SHEAR NML VA HOOD 3 58 5 • LI SEVERE OVERZ ovF.R10o0o P022�IS, D45 4,500 JOISTS OVER IT IN DEPTH AND ALL ROOF JOISTS OVER IT DEPTH.UNLESS LI DBL DOUBLE FIR FIELD NAIUNG KP KING POST POSE ORIENTED STRAND BOARD SP SPLICE POINT WF YMOE FLANGE s' O DET DETAIL FOG FACE OF CONCRETE LB POUND A POSTABOVE SPA SPACE(PACING) WJ VMLLJOINT ty EXP..12 I_ _ BOTH EDGES ARE HELD IN LINE FOR THEIR ENTIRE LENGTH,USE SOLID DF DOLOJ%S FIRMRCH FOM FACE OF MASONRY LOGIN LEDGER PC PIPE COLUMN SPECS SPECIFICATIONS WP WORKING POINT BLOCKING OR AN APPROVED TYPE METAL BRIDGING. DW DWIETER FOS FACE OF STD LG LONG Pa PILASTER SPIV SILL PLATE NAILING VAVF WELDEDWIREFABRIC U'l civil- P F DIAG DIAGONAL FS FAR SIDE LLH LONG LEG HORIZONTAL PLGS PLACES So SQUARE X EXTRA qTF QQ�,, W OF CALIF LJ 0 44 le DO1LlL 0241 Oa7201 SHEAR WALL SCHEDULE \14414) (lot ?well r-�• sIILATIACIDNMLEN q EA. AS DOURL q4'OG hURK WALL TYPE ALLOW. FOUNDATION ` v.Q saL NAILING SHEARSTORMS _ ` ' 4 CCWT. 4 PIOSC 1 '� ��� �AM� P, AM�� TnTES,EDOOFOMRWALLAND0NWnD(ICBORE3AT6'O.C.ATTOP&BOTTOM Le AC. LTP" PLATES,EDGE OF SIRv10.WALL ANDONFmDRCBO RRET'ORTN•.131R AUo.20D3)OA ISO PIF 72"O.C. 16d®S"O.C. 24. C 44 ' 10110 RPPORTN•.12T 0.IW3110TE/AND9 maOW 1 e46.OG.U".A T•PJ"DEp /11iCM 3B"]'LYWD SEDUCE D OR STD SFTKi WI1H sa NADS®6"O.C.AT EDGES k 12"O.C.FIELD 260 PLF 5"'I @ 16d @ 6.O.C. LTPI SEE S31EA12 a141.L SCEIED. 1 (TABLE 2Y11.1.1-UBP NOTE 1,9.10,&11 BELOW 4s"O.C. 18" FOR 3)Jt GILL REG1. 3/8"PLYWD SIRUCT B OR STD SHTG WITH sd NABS®4"O.C.AT EDGES d 12"O.C.FIELD 3/8"AB® LTP4® +� 74• s( 330 PI.F 16d®4"O.C. „ 4�a I�—' Q 2 (TABLE 23.0-I-I-UBC)NOTE 1,6,9,10,8 I I BELOW 32"O.C. I2" COW—SLAB •' •IS-Or— 24•I L 7'� 3/9"STRUCT 1 PLYWD WITH 8d NAILS®3"O.C.ATEDGES&12"O.C.FIELD Sir AS® > � STt" .r LAle I'ER SCNED, 3 (TABLE 23•11-1-I-I1BC)NOTE i,3,3,6,9,10,d l i BELOW 490 PLF 32"O.C. 16d®3"O.C. LTP4®8" e .dQ 4 VIEW REIM,a Y,"STRUCT I PLYWD WITH iod NAILS®3"O.C.ATEDOES a 12"O.C.FIELD 3/8"AB® 16d®2.1/1.^ `1 IS•or_W/M. • MOM INTO bra. '• � 4 (TABLE 23A•I-1•UBC)NOTE 1,3,3,6,9,10,a 11 BELOW 663 PLF 16"O.C. O.C. LTP4®6" e•.Y;.,';+. I'-0' PER 2.4 T40 N/A 2-SW AB CLR J SIb4SON SW 24.s STANDARD STRONG WALL,w/SSfB2s wA SPEC'S (W7 3 b TOP s DOTE. 4 431�'or. EA WAY PER ffi al DE � 6 SIMPSON SW 32 x s STANDARD STRONG WALL w/SMB28 NIA 2-SA"AB wA SPEC'S SOIL PEa • 7 s1MPSGN sw 48 x s STANDARD STRONG WALL w/sST82S N/A 3-SB" a J < N07-ES:1 ALL EDGES OF PLYWOOD SHEARWALLS 6. WHERE PLYWOOD IS APPLIED ON BOTH 10.USE CDX.CC OR SLD SM IN LIEU OF @' MUST BE BLOCKED WITH 2X SOLID FACES OF A WALL AND NAIL SPACING IS STRUCT B PLYWOOD.ALL PLYWOOD SHALL a BLOCKING FOR WALL TYPES S,1,d 2,AND LESS THAN 6"O.C.ON EITHER SIDE.PANEL BE DOUGLAS Put.OTHER SPECIES MAY t 3X SOLID BLK'G FOR WALL TYPES 3,4,3,d 6. JOINTS SHALL BE OFFSET TO FALL ON REQUIRE CHANGES.USE OF PARTICLE < DIFFERENT FRAMING MEMBERS OR FRAMING BOARD REQUIRES CHANGES AND 2. WHERE SHEAR WALL SHEATHING IS TO BE SHALL BE 3-INCHES NOMINAL OR THICKER e. APPROVAL BY THE ENGINEER APPLIED 7O BOTH SIDES OF WALL DOUBLE NAILS ON EACH SIDE SHALL BE STAGGERED. AT EXISTING FOOTINGS USE REDHEADS THE NUMBEROFBOLTS P.E.HALF DOUBLE :.. SPACING). 7. ALL INTERIOR BEARING FOOTINGS AND WEDGE ANCHORS TO COMPLY WITH SILL CONTINUOUS EXTERIOR FOOTINGS TO BOLTING ICBO 01372 MIN.EMBE 7'A". 3. USE 3X PRESSURE-TREATED DOUGLAS FIR HAVE SIS"X IV AB.'S®72-O.C.UNLESS C/ 12. RATED OSB MAY BE SUBSTITUTED FOR Z RI PLATES AT FOUNDATION/FIRST FLOOR OTHERWISE NOTED ON PLANS. 0 ONLY SPEc7W PLYWOOD AS INDICATED IN FI S. ALL NON BEARING FOOTINGS TO HAVE 7/32" NOTE IO OR AS SHOWN ON PLANS. I�1 4. PAPER BACKED SELF FURRING EXPANDED SHOT PINS AT d 4s"O.C.RESPECI1VELY:I.E. METAL LATH WITH ICBO APPROVAL DN72S361CBO REPORT 12%OCT,2003. __,FOR APPR OVED 1138UANCE f� 7. FRAMING AT ADJOING PANEL EDGES SHALL 9. USE 2"X 2"3116"PLATE WASHERS. SCARFIA7FKR$�ABBOCIQEB,eUJ. BE 3.INCH NOMINAL OR WIDER k NAILS SHALL BE STAGGERED. BY' am These plans how been NIVINved for adherence to go Oplicable codes and ordi Mnq. Authorization pe ding 1 t /11 A „e�rfM by VEpP bu 4_(7I (�•{j 1 d The is •etlfM City 'kling �n ap". Issueof 11011 be oomi(rrued rmit based 10 121-�1� 1 11ran P a e violation Of the eppRoaft I 11 1. i N. i I . . .., ._1.___ rlty to oblate ar tiw p�IMNo�ile W SwMdI CP.O �-o (D-Cc" i�l•"Gn I�'-�O isaheRbe ^ e 0}x In -rip, h IL �i / ' � 3 v f a Q 9` ��a� o � � '� o a'• ; �' i 7 i oil r r Iy"�tv'1 v :t- �' \'1 AA I # T 8• — 2 �: "�t� 1QjIiyJ 16Nb(� I �f 5W QE I ( � L - �iTh101� Ii I w'i X I0 X?jr� --- a -41 h �m to tJ' I V TYP i I -1T��� to 1-- J 1 tC3 LJ 0 V a Z — Jr-t +� TV JFoOtJ Dh'r ON POO�. 7' 1 �- /J V�, T I U f 1 li 6 A. "All Strong-Wall and Portal Frame installations are done using the appropriate Strong-Wall k 2-t cif►,y I b or. Templates as provide by the Simpson Stron-Tfe Co.,Inc. 4 r S P-A, WAY B. producdovnt t is used plere nstaitthimpec'donholesswhastheSimpson.Srrong7PeCNW(°PotherJared r. kC G�r4,. . I t e-7 • '`I IND p sr FESd/a.._ < —"-.,.,�-�-,•-'---^..���.. _.� a �P �I��_-. __. � /All �1 �,d� _ _. � FCO��� 'Tress Fabticalton NOW Note: Truss calculations shall be a deferred submittal x a Syop dniwi Igo and shltcNnl delo,tWoni shall.be*q-ed by the fabeiWar, p%spprovalbfeeptthitedorB4neerofracordpriortobeing Truss design.drawings sealed and wet-signed by a registered engineer shall be �}' -j` submitted to the Engineer of Record.ER for review and approval. The Engineer 1' I I eubrmttad for review to the Bm7[Sog Offldd 9 ( ) Pp. e o `aroofSU its. rfermednatil9lbaporoved of Record will then place a shop drawing approval stamp and signature(i.e. ( 1 g registration number)on all sheets end submit to the t V� �`( p n„ nta!an°nth°yob ade and arr,ilile f°*�,'°°cfl 1—_- buildinrg depagment forerecord purposes prior to the roof framing inspection. I c, J >K/ 1 il% 1 NyG� ,� �' uNt^aY�t✓iJT I'GG(yj g, T as d�o%o �� \ � a� t� ,1 My� 0A, �j „1�� 0 +�� 1,4 � +-� pa�pt= ) �ooF at., cq Psi- \\ �� '--�'J p 4 xm Mh �E� t 3 1�r CI'vE 1.�4T1 Oki 9F Utt�[e TAW, fsaL6�i e 7 � ,�^—/"�"`-•'•�.--�t' _/t fltS (i,r7ic%A-'tED�t P' o t-- I tvxt� Q $� n »—� oN r►t-Maldt� pVf4A� 1 II° /r g� t1. Rg�t I��• bt4/S,Co TRt�i MJ>6•1F4�i'ZUP_�O � '(1zuS$t�,��h�G. .�—_--.-.._••,••��.•� �te M5Tk3fo Imo•-16/M \ &�y�7 r Dt eF� GA j j� I 1 Ti'� TSI 210 1(o k O,c" Lj p XX 9F 2 1�GGK JO jl�j lro o 40' -. N` - \ � d 1 �--la ' �✓; 'I 71P16/1L fxVl- -I +'�I+� Air awr x I� ` v 1 I' lL � lx�f'I,EGT,t�. o�PJ a?, �YluooP aMa t Nrepae -- a 4 ; �t pGt I � � d" �' � �L 1 �,+a�,yt�T-tP��t� �tr►.r�8c!@ G a.Gr f�C�� l2 e.c�Flr�.b,�' `'f i 11 �'7 W � s It ,z �,, 5-(h Gra�t� Cet�i�?Os(RCt7(bt�' Irr�elcgz- ,�. ,a: r, D Ty ►� A 1 ---� o Ir+titaurn a)•ttawA� 5u�tn� a \Gpu� — P"' ' a LI Tq k / d I i I Q ryo Lp�21t� wrrfi=s r assess als.is.r�rys 2 V /bvv a sw 07 I tt �v p pt2r I /bt(TE.� P(- r4S�'b) �'jL, x I l� � /u1zb.IJls'al�`•;IA-✓ 4 �(�ttp,G ��'� LQuAG �'f�I..C? 'ewrp.ams am+oraa�a I �J 'r1 ��J tl 7a T1P/,AL �—rv?rA3(oFAM I d � wws�w�` •errk am.owur+.ar -r-)�IG/lf une.+e.a,mrowt BCdrTp2WM&AaA MC' Exft1�E ? I/G��t[ca �3-fz-AromadaoflnetelbBonrarRadAplrea7Mrs OM_ QAGt: v , Ayes plane Nve bean redas,"lsr dMwlgslO Tbs rt71�"7� W� - epelhyDieant�ot eIt"a 640rq pettsa pandMtp approval by as appilaM City eWA" lntit4� D✓/'fV '�% of a It based en G t 1't'rlCi' iCs .��}• �i The issuance er�rH a - pe oans[nwd is �}_ ,II [ epprovel of llNae P alMlt � W ..117 :4. � �. Permit or apprew My Ybt�align{01 the 4 to> 6 jD h pt bodes or toordiv a)bstsaal` Mb ixosNie�nk a strafe I t16,,!4 f�✓jV 19-y,c 14 � 3 r 17�q ooaisuwvad. �; v V --eKrP CITY""OF LAKE ELSINC R -;' y - � —Mhf A 3� •� � m� Q• JT Q �� v �,lfr �! 4'K TD � �� D I V I S I O U�� I-DtP`l G l� 2 X Yo fh�ic ir,� i t CNED UVIP f 4 I -- t / 4�/ i1�LW b2t r�ira r� fW!. cD 1 1 t /ND4) � I¢ 4 ' 1 At` \—� GUy �fa WflIC{ifE�f Y �� Apr,e Id T-M& �p d' 0$ hVS'7 VPA�TW RAM— Al -79 Id ft,,6 TA3(o ► l` � not gels,- ) Q�oressro C ) b ICoD 6 h�Q�o r i;g'_ I',o _o .k�u.Z3�3=Lr�'�.- iF Fp,�4�(�iv' �1 �'. � 0 � EXP,M CIVIL �r CFCAUFOQd _ I-POUR CONCRETE SYSTEM NOTE: IF DOORWAY OPENS OUT FROM RESIDENCE TO GARAGE OR PATIO I-POUR CONCRETE SYSTEM tE MAX 1 1- WALL FRAME 3 t 1- WALL FRAMING BHETWE ENIMUM SLABS L ISA710N DIFFERENCE I-POUR CONCRETE SYSTEM 5 0 2- SILL PLATE 5 4 2- SILL PLATE 4 2 3 3- 2"X2"X3/16" PLATE WAHSER 2 I-POUR CONCRETE SYSTEM 2 3 3- 2"X2"X3/16" PLATE WAHSER 1 1- WALL FRAMING AND 5/8"X12"A.B. ® 6' OC AND 5/8"X12"A.B. ® 6' OC 3 2- SILL PLATE 9 UNLESS AT SHEAR PANEL i- WALL FRAMING 10 UNLESS AT SHEAR PANEL 3- 2"X2"X3/16" PLATE WAHSER PER SHEAR WALL SCHEDULE 2- SILL PLATE 7 PER SHEAR WALL SCHEDULE 10 5 a 2 5 AND 5/8 X12"A.B. ® 6' OC rn 4• 4- FLOOR SLAB 6• 3- 2"X2-X3/16" PLATE WAHSER 4- FLOOR SLAB UNLESS AT SHEAR PANEL o 4 5 4• PER SHEAR WALL SCHEDULE In 6" 5- FOR SLAB REINF. SEE ND. AND 5/8"X12"A.B. ® 6' OC 6" 5- FELT EXPANSION r R SLAB 6- 2" SAND FILL UNLESS AT SHEAR PANEL 6- 6X6-10/10 W.W.M. VARIES 5- 6"XV 10/0 WWM 7- 6 MIL VISQUEEN o o PER SHEAR WALL SCHEDULE _ 8- �4 REBARS TOP & BOTTOM �n�n 4- FLOOR SLAB 7- 6" STEM FOR 1-STORY 6- 2" SAND FILL N I 8' STEM FOR 2-STORY - 7- 6 MIL VISOUEEN (2-N4 BARS T& B ® SIMPSON PANELS) 6 7 B CN 5- 6"X6"-10/10 WWF 0 0 _ 6 7 8 I -cS 1 I 6- 2" SAND FILL IA In 8- 6 MIL VISQUEEN 0 F 9- WEEP SCREED ~~ 6 7 I i rn 8 BOTTOM 10- TOP & o iN eo 10- 3 0 24" BENT 36" INTO SLAB `�a0 7- 6 MIL VISQUEEN .1 e 9- #4 REBARS TOP & e 9 w 9- FELT EXPANSION I 1 8- #4 REBARS TOP I I 9 BOTTOM 1 1 TYPICAL 0 EXTERIOR FOOTINGS & BOTTOM - N I I N m 10- 3 ® 24" BENT 36" INTO $TAB 'I � 10- 3.5" WEEP SCREED ,p" i�in OPTIONAL 12"-1 STORY FOR 2-POUR CONCRETE SYSTEM TYPICAL ® EXTERIOR FOOTINGS 12"-1 STORY 15"-2 STORY 12"-1 STORY OPTIONAL FOR VENEER WALL 12"-1 STORY FOR 2-POUR CONCRETE SYSTEM USE 15" LONG ANCHOR BOLT BY 15"-2 STORY 15"-2 STORY 15"-2 STORY USE 15' LONG ANCHOR BOLT BY PROVIDING 7" MIN. EMBEDMENT FOR 2-POUR CONCRETE SYSTEM FOR 2-POUR CONCRETE SYSTEM PROVIDING 7" MIN. EMBEDMENT BELOW COLD JOINT USE 15" LONG ANCHOR BOLT BY USE 15" LONG ANCHOR BOLT BY a PROVIDING 7" MIN. EMBEDMENT PROVIDING 7' MIN. EMBEDMENT a BELOW COLD JOINT BELOW COLD JOINT C_ 0. EXTERIOR BRIG. FOOTING I INTERIOR BRIG. FOOTING 2 EXTERIOR GARAGE FOOTING 3 RESIDENCE TO GARAGE/PATIO 4 x o m EDGE OF SLAB Q n yy a 1 2 6 4 5 W.W.F.6X6-10/10 rcN o WOOD POST H"I M U � o �- 2x4 STUD WALL 2x4 PTDF SILL PLATE WHERE OCCOURS W h CONC. su 3 0 0 _I I II II I HILTI-SHOT PINS ° _�SIMPSON CBSO-SDS2 1/4" ® 32290.C. FINISH GRADE 4' O v 12" 8" �1'GAP w II=111 0 S' MIN ----- ----- 0 1- CONCRETE SLAB 4�1 i 2- 6" X 6" - 10/10 WWM DEPTH ly24 x a 3- 2-p4 REBAR AT TOP AND BOTTOM 4" CONC SLAB W/ 6" X 6" - 10/10 WMM a LINO ON FND. PLAN OVER 2" SAND OVER 6 MIL VISQUEEN W 4- EXPANSION JOINT N4 CONT REBAR O y 5- DRIVEWAY APPROACH SLAB 6- SLOPE TO DRAIN 1/4" PER FT. S. I APPROVED 1��/✓`N p WIDTH-- PERMR ISSUANCE !� SCOTT F KAB&ASSOCIATES,INC. F� DATE GRADE BEAM AT GARAGE here plans have been reviewed for adherence to this 8 5 TYP. NON—BEARING WALL 6 EDGE OF EXTERIOR SLAB 7 PAD FOOTING �plkuba codes and ordinance. Authorizatton le 8 ,'ereby Aranted to Issue R bulldinp permit pond rIg POST W/PLYWD.E.N. The issuance or prantln of a permit based on POST WITH FULL HEIGHT pFeveF-eHhese-pMns-e6-n construec'.to CONCRETE ANCHOR MINIMUM BAR LAP$$AARiIR(1N Ge violation of ha appo big PLYWOOD EN. SIMPSON STHD HOLDOWN FULLY POST VW HOLDOWN SIMPSON PHD HOLDOWN CONCRETE SIREN W41569 Bl�}96ntFi4s NO permit pre umed to glue FULL HGHT. NAIL TO POST W/38-16d SINKER SIMPSON HTT22 W/(32)-16d MONO POUR TWO POUR (STAGGEguiR§I )o violate or cancel the pro,Isions of such PLYWD.E.N. WITH/SIMP.SDS 1/4 X 3 NAILS ATT STHD AND 28-LL FULL HEIGHT SINKER NAILS TO POST AND PHD2 5/8"OSSTBIB 51W0SSTB20 WOOD SCREWS PER GG LI a a� LAP LENGTH SINKER N PER SID INSTALL 5/8"0 SSTB24"ANCHOR BOLT SIZE UP LENGTH SIZE L pHD6 5/8"OSSTB20 5/8"0SST624 MFR FOR ATTACHMENT HOEDOWN PER SIMPSON CATALOG PHD6 7/8"0SSTB28 7/8"0SSTB34 TO POST,ANCHOR 03 16" N6 36' N9 80' 1ST POUR LINE WHERE CONT.FTG.REINF PHDB 7/8"0SST828 718"0 SSTR34 BOLTS PER SCHED. TWO POUR SYSTEM TOP&BOT. N4 24" N7 48" N10 101' OCCURS #USE SSTBL MODELS FOR 2-2 X OR CUNT.FTG.REINF SILL R CONT.FTG. 3X SILL PLATE TOP&BOT. M5 29" NB 63' N1t 12a' O j o SILL R MINIMUM BAR SPACING(INCLUDING LAPS): 1.5"CLR OR U x BAR DIAMETER lV W J 1.5 x LAP EQUALS 15DX LAP LENGTH REQUIRED _ k i Q I CONCRETE COVER FOR REINFORCING STEEL r,• O v I 11 III—III= BOLT TYPE EMBED DEPTH,le CAST AGAINST EARTH OR GRADE 3" `V Z PROVIDE#4 X 32" SSTB16 12"5/8" le EXPOSED TO EARTH(FORMED)OR WEATHER _ g LONG REINF.BAR N6&LARGER 25 O a CENTERED ON - - 1 SSTB20 16"5/8" _ _ _ 0 l� w HOLDOWN"HOOK' 1 O: SSTB24 20"5/8" 1 �II NOT EXPOSED TO EARTH OR WEATHER 1' J rn 1 1 %R L--T � SLA85-FROM TOP OF CONIC 2' ~ Q J 1^ U SST828 24"7/8" - I "7 FOOTING REINF. r DEEPEN SSTB34 28"7/8" 12"MIM. SEE PLANS FTG.AS 3" DEEPEN ALL REINFORCING BARS SHALL EXTEND AS FAR AS POSSIBLE AND J �t REQ'D FEE ESN 3" END IN A STANDARD 90'or ISO'HOOK UNLESS DETAILED OTHERWISE SEE PLANS CLR. REO'D CLR. TYP. STHD DETAIL 9 TYP. HTT22 DETAIL 10 TYP. PHD DETAIL II STANDARD REBAR SPLICING 8 COVER 12 J SAWCUr AS SOON AS SURFACE PERMI5 CLEAN CUT. PIPE TROUGH AND BEFORE RANDOM CRACKS 1/4, CONC.SUB W/WWM PIPE TRENCH SHALL BE Fr'G WALL TYP. CAN FORM(WITHIN 4 FIRS MAX) OR REBAR PEN PLAN LOCATED SO THAT FT'G SAND AND VAPOR HOOK WILL NOT BE UNDERMINED O O 3/1G' BARRIER WHERE REWD SEE PON.PUN T/4 FSTANDARD TS COLUMN SEE PLAN T T C 0 O.C. SPACING TYP.EA. CONTROL JOINT OA J SOFT FTC 1MIN METAL PIPE SLEEVE EQUAL 2" /-SIDE Of COLUMN 12" TYP. PPE O.D.+1• 0, WAIL 3/16" o #3 TIES @ 12"O.C. d°° PIPE NO PIPE 7HRU FOOTING $ 1/2•DA SMOOTH DOWEL FORMED JOINT ° LAP PER SCHEDULE-/ PARALLEL THIS PORnoN e z/•o.c..3'LONG 1 GREASE EXPOSED END PRIOR SPRAY 2 UYETtS ° TO WALL )4 1 4"CONIC m o PRIOR TO PLACING NEXT SLAB OF BOND DREAMER O __ 1•MIN TYP WALL OR --- 12"X1/2"x12"PLATE FTG REINF —— 5,WITH W/4-5/8"x 9"BOLTS 18" _r a. W/LEVELING NUTS T 2 �2'MIN " PROVIDE SPACERSLL No EXCAVAFl ALLowm PLACE COMO.FILL AROUND SLEEVES o° AS REQUIRED BELOW THIS LINE BEFORE PULING FOOTING.MAKE SAME WIDTH AS FrG&FULL WIDTH OF TS COLUMN FOUNDATION SAND AND VAPOR PIPE TRENCH PER PLAN �. 4 y y,• 2-#5 T&B TYP. s f>5 BARRIER WHERE REDID NOTE: CONTINUOUS BARS MAY BE {x EXP.12-31-p0 --e•--I BENT TO REPLACE BARS W/ NOTES, ,P STD HOOK OR LAPPED BARS. N O LL 1)THIS LOCATION SHOWS PERMISSIBLE 1,4T CfV11. �P LOR PIP OF PIPE OR EXCAVATIONS. NS. FOFCALIF�Q' O CONSTRUCTION JOINT © 2)FBELOW OR PIPESRNAGLBGREATER THAN 3'-0' Z W//STRUFCTUAN.lL4CKFILLTRENCH CONTROL/ CONSTRUCTION JOINTS 13 REINFORCEMENT AT INTERSECTION 14 PIPE THROUGH FOOTINGS 15 STEEL COLUMN GRADE BEAM 16 N 4x BEAM 6x BEAM 8x BEAM 4x BEAM fix BFJ>,M Bx BEAM POST MODEL# POST MODEL# POST MODEL# ROOF SHEATING 3.8d/2X FLAT SEE DETAIL "A" DRAG TRUSS POST MODEL# POST MODEL# POST MODEL# 4 X 4 CC 44 4 X 4 CC 46 8 X 6 CC BB 4 X 4 ECC 44 6 X 4 ECC 46 8 X 6 ECC 68 4 X 6 CC 46 6 X 4 CC 66 8 X 8 CC 88 PLYWD.BIN 4X6 ECC46 6X6 ECC66 8X8 ECC88 6X6 CC66 LPT4 SPACING PER 6 X 8 ECC 68 6 X 8 CC 88 SHEARWALL SCHEDULE SIMPSON ST6224 OR ROOF U.N.O.ON PLANS 0 BEAM SEE FRAMNG APPROVED EQUAL SPLICE IF PRESENT TRUSS PLAN FOR SIZE I 2X FLAT AT 0 BEAM SEE W/2-16d EA.END 2X R_W/16d '4 SIMPSON STRAP ONLY w @8"O.C. SIMPSON STRAP ONLY AT LOCATIONS INDICATED PLAN FOR SIZE SHEAR TRUSS ALIGNED BY PLANS AT © © WI WALL DESIGNED TO LS50'S(ALT:A-35) BY PLANS STRAP INDICATED © TRANSFER LATERAL @24"O.C.U.N.O. © © LOAD FROM TOP TO PLYWOOD SHEARWALL BOTTOM CHORD SEE SHEARWALL SCHEDULE POST SEE FRAMNG ALT TO LS50'S LTP4 SIMPSON ECC OR PLAN FOR SIZE FRMG ANCHORS AT 3x AT PANEL EDGES APPROVED EQUAL SIMPSON CC OR POST SEE FRAMNG APPROVED EQUAL BOLTS: 24'O.C.FULL LENGTH TrE.N. GYP CLG IF REO'D PER SHEAR PLAN FOR SIZE OF WALLWALL SCHEDULE NOTE: NOTE: 4 x 4 THROUGH 6 x 6 E N. 2X R 518"DIA.TYP. E USE SIMPSON ECCO USE SIMPSON CCQ SHEARWALL E.N. SHTG.PER PLANS ATE rr a(Q INTERIOR APPLICATIONS @INTERIOR APPLICATIONS 6 x 8 THROUGH 8 x 8 a 3/4"DIA.TYP. BEAM TO POST CONNECTION OI BEAM TO POST CONNECTION 2 TYP. GABLE END DETAIL 3O DRAG TRUSS DETAIL 4 ALTERNATE TO LS50 NOTE: xo n TWO ROWS ROOF TWO ROWS FRMG.ANCHORS USE"Hi" B.N.STAG SHTG. B.N.STAG INSTALL FRAMING a ANCHORS AND 2 ANCHORS AT EA.TRUSS NAILING FULL DRAG TRUSS ) 6 PLYWD.BIN. z LENGTH OF TRUSS PER PLAN q a ryN/y m u TRUSS BY OTHERS DBL TOP STARTER TO TRANSFER LATERAL PLATE BOARD [T] a Y I ALT.TO LOAD FROM TOP TO 3 F' SCHEDULE A-35 PER LTP4 PER LTP4 USELS 50 PER BOT.CHORD(MIN 2.OK) W Z ^ z2 � g U.N.O.i6" A-35 PE SCHEDULE 16d NAILS O.C. U.N.O.lhL @16"O.C. O.C.MIN. _ /F ROOF TRUSSES SEE I"'I w u E.N. 16d NAILS E N 4 / PLANS W/2-16d TOE 4 SEE PLANS NAILS TO TOP R @16"O.C. 2X BLKG. z a � D E.ND. LTP4 PER a STRAP PER SCHEDULE U.N.O. PLAN E.N. LS50(ALT:A-35)@24"O.C. W v y 18"O.C.MIN. A-35 PER S w SEE SEE 2X12 CONT.MAX SCHEDULE TYP AT EXTERIOR WALLS PLANS PLANS IF AS REQ. U.N.O.16"O.C. PLYWOOD SHEAR U.N.O.ENTIRE LENGTH OF WALL a x i ALT. "A" ALT. "B" ALT. "C" BEAM WHERE OCCURS WALL NOT SHOWN 1- EDGE NAILING SHTTN.PER < z N 2- ROOF SHEATHING BEAM WHERE OCCURS -1 LS50,LTP4,8 A-35 FRAMING 3- LS50 @ 24" O.C. 2X STUD WALL ANCHOR SCHEDULE POST LA DBL STUD 4- TRUSS W/ H—1 TO BM FOR PERMROV ISSUANCE F" �o X SHEARWALL SPACING SEE PLANS SC OTT FAZEKAS 6ASSUANCES.INC. U o ED r 16" #2 ir'O.C. 5— 4 X OR 6 X BEAM #3 1 81,o.C. 6- 2 X BLOCKING 1 F a °- #4 1 fill O.C. RY DATE \ o nd renewed leradhere?ceTa-u� a o nence SHEAR TRANSFER OF LOADS O DRAG TRUSS DETAIL O SHEAR TRANSFER AT PATIO 7O TYPICAL EA VE DETAIL iePeibti n,�an eC ioaissuer al buildingApermit2pennng Ilcsse clew. The issuance or granting of a y1), str based on approval of these Plana shall not I`cpn ica to NUMBER OF NAILS SPECIFIED ola permit or apggqlparovep any 0lO frtok peeumedPI to 9I NAIL SPLICE BETWEEN SPLICING POINTS ON AND SIMPSON CS16 I Luc Fo11lTb Or cNs lcel the provlei0ns of each PLYWOOD ROOF SHEATHING THE PLANS AND PER TABLE BELOW STRAP FAR SIDE ALT.STRAP ��l�l 6alid. 16d SINKER NAILS AT LOCATION ROOF EDGE NAILING V O.C.U.N.O. PLANS ALTERNATE 14-8d(ALT:11-10d)MIN. Q CALIF.FRAMING AND PER TABLE BELOW STRAP LOCATION FROM CS16 STRAP TO DRL TOP 14-8d(ALT:11-10d)MIN. PLYWOOD ROOF SHEATHING W/2x4 @ 24"O.C.FOR MAX.SPAN OF 7' TOP R EA.SIDE BEAM PLATES FROM CS16 TOP R AND BEAM TO W/2x6 @ 24"O.C.FOR MAX.SPAN OF 10.5' W/2x8 @ 24"O.C.FOR MAX.SPAN OF 13.5' LOCATE STUD LOCATE STUD 'w 8 W!PLYWOOD SHEATHING CONTINUOUS UNDER SPLICE UNDER SPLICE UNDERNEATH ON MAIN FRAMING W 2x CONT.BOARD NOTCH AS READ. STEEL STRAP SPLICE SIMPSON STRAP PER PLANS BEAM SEE J STRAP PER PLAN EQUAL EQUAL AND THE TABLE BELOW PLAN �F15 .SIDE J CS18 STRAP U.N.O.TO W/(2}16d NAILS PER ROOF RAFTER 3-16d BM UPPER TOP R. W O -V FOLLOWING LINE OF CALIF.FRAMING END NAILS TYP.STUDS ST6224 Q W @ 16"O.C. 2X STUDS WI 16dECC"WHERE STRAP AT BEAM PER PLANROOF RAFTER OR TRUSS LOCATE STUD UNDER SPLICE @ 12"O.C.TO POSTFIED ON PLANS "A"COND NOTE: 2-16d TOE NAILSSCHEDULE PER DETAIL A B C D E D#OF 16d SINKERS 12 16 24 3p 36 42 -FULLY NAIL STRAP W/ ML1LT12X STUD$ \MIN.PLATE LAP 4 FT. 4 FT. 4FT. 8 FT. 8 FT. B FT. 16d SINKERS NAILS OR OR POST,SEE DBL STUD OR J ALT.STRAP W/ tOd COMMON NAILS PLANS FOR SIZE POST SEE PLAN W led SINKERS ST22 ST6224 ST8238 MST37 MST48 MST60 -NAILS SHALL BE AT N W Q LEAST2"APART _ CALIF. FILL SHEAR TRANSFER O9 TYPICAL SPLICE PLATE DETAIL 10 TYP. BEAM CONNECTION II TYP. BEAM CONNECTION 12 J BN TYP 2X 4 FLAT @ 48'O.C. STUD WALL 2-16d CENTER THICKNESS FIRST JOIST OR OF WALL a BOTT.CHORD OF DRILLED 2-16d TRUSS EXTERIOR WALLS OR INTERIOR HOLE EA.END BEARING OR SHEAR WALLS DBL.FRAMING BORED HOLE BEAR BEARING OR SHEAR WALLS INTERIORIOR WAL OR GIRDER TRUSS TRUSS STUD MAX.BORED HOLE MAX.NOTCH DIAMETER"0" 1l2"CLR. SIZE DIAMETER"D" DEPTH'N' STUD MAX.BORED HOLE I 1/2"CLR. METE 2 X 4 1 3/8" 718' SIZE DIAMETER VYI B TH NO BORED HOLE 2X6 21/8" 1318' STRAP REV DIAMETER 2X GW NAILER 3/4' 8 HN. MIN. 2 X 4 1 1/4" Q?,OFES$/ON g 2X8 2118" m 3!4"MIN.EDGE PARALLEL TO INTERIOR yQ� Btz V NOT y a I DIST.STRAP INTERIOR NON-BEARING WALL OVERCUT MOFS RED.OTHERWISE CORNERS O w ¢ A STUD BORED HOLE MAX.NOTCH <¢a FOR BEARING WALLS SIZE MAX.X.80 R"D" DEPTH"N" INTERIOR NON-BEARING WALL m Z y OR EXTERIOR WAILS J' CIV11_ 2X BLKG FULL DEPTH 2 X 4 Z. 1 3/8" STUD MAX.BORED HOLE ~ I W/HOLES LARGER TF OQC' TRUSS W/HGR 2 X 8 3114" 21B" SIZE DIAMETER a m THAN SPECIFIED IN 1/2"CLR. OF CALIF BY TRUSS MFGR OF TRUSS HEEL W/4-16d SCHEDULE USE FLOOR JST OR BOTT. 2 xa z sre^ CS10 STRAP(ALT: SIMPSON HTC TO GIRDER TRUSS TO GIRDER TRUSS z xe 31rz^ LSTA30)U.N.O.ON @ EACH TRUSS CHORD OF TRUSS NOTE: WHERE DEPTH OF 2X EXCEEDS 11 114" PLAN VIEW PLANS OR JOINT ` USE MANUFACTURED TRUSS BLOCKS O NORMAL TO INTERIOR o � Z N SHEAR TRANSFER OF LOADS 13 TYP. STUD NOTCH 8 BORING 14 TYP. BORING OF TOP PLATES 15 NON—BEARING WALL CONNECTION 16 SHEAWIALL ROOF SHEATHING /�'BM LTP4 t A-315 FRAMING ANCUOR SCHEDULE PER PLAN ---�_ SEE PLANS / SHEAR WALL TYPE SPACING DIRECTLY OVER 8 . E.N. 1 16'O.G. BN.TYP. B.N.-� CA ci Mr—► 2 12"O.C. 2x BLKG TO FIT ROOF TRUSS BY OTHERS 3 S"O.C. PLYWD.ROOF DESIGNED TO TRANSFER 4 4 8 6'O.C. 4-ISdBLK� LATERAL LOAD FROM TOP SHTG. SIMPSON A-35 CHORD TO BOrt.CHORD SHTG.PER PLAN 2x SOLE IE W/led•8"O.G. AT 24"O.C.UN.O SEE PLANS 16d NAIL TOP SU1L SOLE 1E ✓� AXIAL N. 4 MOTT.OF EA. NAILING INTO N TA)S5 led/SCHED (S'O.C.MA)o JOIST BN, 2x BLKG. led Ml Ibd AT 4^O.G. /' EPl TYP. O.G.MIN. R�� USE TWO ROWS LPT4'S SEE SCHED. l I-JOIST RIM .�o1ST r II ]bid AT 4"O.C. FOR SPACING OVER STAGS AT^A" SHEAR WALLS N AND. SPACE•48'O.C. Ex (V2•A"L,�Ole-TS WHERE 8HEAR WALL 2x ELK&LAP 2X 4 BLKG. BN ROOF TRUSS DOES NOT OCCURS RIM W/led SAME MFGR WOOD BY OTHERS �� CONT. SPACING AS TRUSS EN. PLYWD SOLE R NAILIM34ANC�F� iT1ID TRUSS 'c•4'—�` TO RIM SOLE R 10 TO RIM PER MPR N.O.N) SHEATHING AS RIM PER i -- BEAM WHERE REQUIRED SEE 1 Ib LeL RIM ------ EN. t SCHED.ADV. A35/SNEARYIALL SCHED \JOIST DIRECTION OCCURS PLANS TYP. / (e K'O.C.MAX) EN. MAY VARY VAARY,t -( ALL.TO SWEAR WALL SHEARI^IALL— —�� Av• 45y VO�I lo� SOLE PLATE NAILING ALT.TO LTP4'B PER PLAN OVER SHEAR WALLS BM.(WERE OCCURS a a TYP. BLOCKING @ RIDGE OI SHEAR TRANSFER LOADS 2 SHEAR TRANSFER LOADS O SHEAR TRANSFER @ FLOOR 4 E.N.FULL HT-TYP z o n 3x MIN END 1 SHEAR WALL TYPE SPACING DIRECTLY OVER O.W. SHEAR WALL oz. 416d STUD @STRAP y F SILL PLATE NAILING PER PLAN FI C 2 21 olC' WALL uA lE12E OURSPER SCHEDULE. p0, a 9 B"OiG. 2x 80L!PLATE W/16d 2x STUDS NOTCH SHTG 3"x 1/4"MAX a S 6"oc. •e'or-8PN UND.ON (WERE LAP OCCURS 2x SILL R (8J INTERIOR CONDITION SHEAR WALL SCHED. PROVIDE 12"LAPBN. SHTG.PER PLANS .N. 1 1)4"x 11 7/8"LVL B.W.SOLE R NAILING INTO 2x BLKG. BLKG W Z N 2.SOLE W/ 2x DLKG.LAP RIM W/ FLOOR FN. CONTINUOUS I-JOIST Ibd s8"O.G. r SHEATHING .Ibd SAME 6PACING Ibd NAIL TLB AS SOLE R NAILING 16d ee' V x OF EA JOIST OG.MIN SOL BLKG BLKG. BN. PSKUMENEOCCURS TYR I I STRAPLPT4'8 SEE ~ q U R BLKG. ii PLYWOOD FOR SPACIKS SirOVER I I FLR SHTG ati SWEAR WALLS SPACEE4B"OC.WHERESHEAR WALL DOES 2xDECK FLOOR NOT OCCURS I-JOIST BLKG.ul/Ibd JOISTS FRAMING NAIL STRAPSINKER NAILS•&"O.C.UN.Cpn, LTP4 FTa'1[i. CONt, L @ ALT HOLES ANC410R6 PLYWD TO TOP RALTERNATE 81DE8 /( 2x TJI JOISTS PER PLAN MIN BETWNaTO RIM KG. SOLE le TO TO RIM ALT.12d COhII'ION 3- DIRECTION VARIES END STUDS 4RIM PER USE P.y'WDE JOIST DLKG. f�tM . WHERE SWEAR WALL oCCUR9 ALT.A35 SPACING DBL TOP feS WTYP. BGHED.ADv. BEAM WHERE IM OGGIlRBPER SHEAR WALL 3x MIN a v _ ALT.TO SHEAR WALL WALL SCHEDULE SCHEDULE STUDS PER STUD STRAP O'6742AP&NAILING '�' D ¢ w ALT,t0 LTP4'8SOLE PLATE NAILING PLAN FOR HMIT I" o Z OVER SHEAR WALLS . E OCCURS PER PLAN D 2x STUD i6" ... 8 ASKS I'�•INC. ] TYP ,A._ m m a __DATE_ � 1-1 a o SHEAR TRANSFER @ FLOOR O SHEAR TRANSFER @ FLOOR 6 SHEAR TRANSFER @ DECK 7O UPPER STORY HOLDOWN ese pans yplicebis codes and ordinance. Authorization 5 m ,�ereby s'a t Issue'a building permit pendi g 8rileII clee.II'Ahle I,' a n 1 1 2" MIN 2" MAX 1 1/2" SQ. x 12 GA TUBE The issuance or grenting of a permil based on / POT ® 48" O.C. -pproval of these plans ah atlontob,c sppue,'to 3x MIN END CROSS SECTIONAL FULL HEIGHT2XSTUDS SPANNING BTWN.AT[T�F1BOdsWGB!92(90R^ errn presumed to glue le E.N.FULL HT-TYP STUD @ STRAP AREA 12 GA. OR CEILING.USE 2 X 4 STUDS AT 16"O.C.WITR9A�IA7?M1#Efo a4�q��D {gel the provisions of such SHEAR WALL -I�I n�I pj"(fN • 12"O.C.WITH A MAX.UDSAT IHE HEIGHT OF 20'--��HE[ $t,9_ebalitt S "S �° DOUBLE TOP PLATE 2x STUDS PER PLAN 2" x 12" GA.M 1/2" x 16 GA. INTERM N / SPLICE PER TYP.TOP ® 4" O.C. MAX SPACING L 'Y/ Q BETWEEN PICKETS _ le SPLICE DETAIL 2x SILL R NOTCH SHTG 3"x l/4"MAX Z Un INTERIOR CONDITION f ® — 2-16d END NAILS NAIL TOE O 6" x 3/8" x 8" BASE n a � - 2-��� A15� - FOR EVERY3"OF NAILS O J PLATE W/ 2-3/8" DIA. $ QI,�Fy^�" HDR DEPTH Z J PLYWOOD 1/8 x 4" LAG SCREWS 00 N FUR SHTG n I I I '�i((c41c 14 ftiL 2-16d TOE J O Q v NAILS W 4"111L �� HEADER,SEE STRAP&NAILING BLOCKING ® SCHEDULE U.N.O. W O PER PLAN OPPOSITE DIRECTION PER PLAN J BEAM OR JOISTS �r� 2X STUDS ~ J BEND STRAP AROUND PER PLAN AS REOD&NAIL 2X BLKG.AT DRILLING TYPE B 2" BLKG AT EA. 4x8x14" + LONG FLAT LINE OR 10'-0" 16d AT 12"O.C. W END OF 4x8 BLKG AT EA. BASE PLATE MAX.VERT.SPACING TRIMMER PER N W Q FLAT BLKG 4-16d EA. END TO BLKG SCHEDULE UNO ON °I —------- PLAN USE(2)2X'S FOR SAWN 4X'S& UPPER STORY HOLDOWN q TYPICAL HAND RAIL DETAIL O9 10 sx'S 10"&DEEPER KING STUD PER &ALL GIB,LVL,& SCHED.U.N.O.ON PLAN PSL HEADERS 2X P.F.C.PLATE(P-T.D.F.L. AT FOUNDATION LEVEL) HEADER SPAN SOLE It NALING @ 8"O.C. U.N.O.ON SHEAR WALL SCHED. �;�,( 1 +I HEADER SIZE HEADER TRIMMER KING NON BEARING SUPPORTING SUPPORTING 8 WX&Va4z' SPAN STUD ROOFAND FLOOR AND CEILING 23 CEILING 23 i y "s 4'-0" (1)2X (1)2X (2)2X 4ON EDGE 4X4 4X6 6'-0" (1)2X (1)2X 4X4STD&BTR 4X6 4X8 Lp•�� c�i 8.4. (2 2X (2)2X 4X6 4X8 4X 10 ��(I�r� /, p�� 10'-0" (2)2X (2)2X 4 X 6 4 X 10 SEE PLAN FL, 71(L,I(�'10 �Q',';J SSlp`4;q T g 1. UNLESS NOTED ON PLAN. 2. AT 2 X 6 STUD WALLS USE 6 X HEADERS SAME y � 5 DEPTH AS SPECIFIED IN SCHEDULE ABOVE. w 05 5 \\ 1 3. USEDOUBLE2X'S TRIMMERS FOR SAWN 4X'SANDBX510" m A _ v AND DEEPER AND ALL GLB,LVL,AND PSL HEADERS. {x EXP.1241-Otb 6 o sfgT CIVIL- 12 13 14 TYP. WALL FRAMING 15 N SEE SHEET SW2 FDR STACKED SEE SHEET SW2 FOR STACKED SEE SHEET SW2 FOR STACKED SEE SHEET SW2 fOR STACKED TgOXI'„SWI,o-62A• REFER TO THE CURRENT REFER TO THE CURRENT SO20NC-WALL REQUIREMENTS. O1/! STRONG-WALL REQUIREMENTS. STRONG-WALL REQUIREMENTS. STtONC-WALL REQUIREMENTS. SmrA•a 3WHo-a2A' SrAWm aN SIMPSON CONNECTOR CATALOG SIMPSON CONNECTOR CATALDG FOR SSTB INSTALLATION AND FOR SSTB INSTALLATION AND uwtE Ex Pu>E wASNEa r E or sTPONG- FRI REBAR LENGTH REQUIREMENTS REFER LENGTH REQUIREMENTS -PMEL 00 I I scerws ONC 14 eEe.R As REoumco FOR ssre S v]EV A-A VIEW A-A µy�tX�f Xp 7 MN. vu WSHF y F m • e .� ' THAN F/ rV usi ss11w Ae.W . . A A mu MW rBlr O , OID JOIMT E.- iT 51'E MµE,AF4CC.� d_._ • � V6,B �. F1DOe SHFATNMe 1,/.•.,1/2'RN.IOIST eenxc I , - d- -�- 7WN. ss,tl2e • �eEele n 1NXW ��ru�z R/ mocsolRCN''alsrowE,rs) d U-1 I . .4 N[ SSR2e Mar REW! 2 ♦d.• d•. III-III_ EYamMENr.Jro ' , Esue� igeEaNxo seAPsNO Erw roonnc RmulRm WHERE �, I-_III-I I s ()law.sl,!/e Au nIRE40 ROD NO AHCNa sence, ♦ lFR NZ�]/!INCHES. d I I}I}-I 5 NII C�OXUXOL�fSA XUt P/ (OE4GN m OtHER!) 11 Mp- ♦ ASR MNJOIST.SAX �N NN,L➢TO • I-I I I ♦d I-I I MH NSINE{D L A �} l0U E IY,EONG AT!•O.C. •♦d a' ♦. I I I� I 4 �I I '♦ I 63)4aa�9M0,Ul1SH , • • 9LL PUrt IJID MICNdMOC d. NORRONfII _ I_ A I I I SA1 12•M • SO CCOLI N BI.00NiHO� (D6ON m OME.) Co11CRElE Slw WAIL . 1 I • -'W/r M.- -d WNCRflE S,EM,MLL 4.d DESIGN m On,t1R) Sf110N0-WYL vOcl •.I I �CPAWER wem aDR -4 ( `- SHOE REYWEp I I ♦ - 1 I I I- Ow...m OT1EW5) TQR. I I III MIN. OR C TY) IJ'_ s31BM l e I I =11 p. 14 MW_ (Or01AAMtld OMFI6) d -TSfas¢�oEna��. d. .A. SSTB ANCHORAGE (SLAB ON GRADE) 1 SSTB ANCHORAGE (GONG.STEM WALL) 2 STANDARD WALL SILL 3 RAISED FLOOR WALL SILL 4 RAISED FLOOR WALL SECTION 5 Z Z 'mo m eooF rnMnXc (m atHERs) E� 2'^ W oP OI: (OESION m OINCRSJ Ol IY 0� I.- Ial m T gl.,OP vUiFS APPROVED � O MAN.7/e'sHlu FOR PERMIT ISSUANCE Z 14i z m SCOTT FAZEKAS a ASSOCIATES,INC. O o M.g --srNSre-weu ROP Puss d wpm RV DATE Nv O m hese plans have been reviewed for adherence to the c!A =++- 7pb-ble codes and ordinance. Authorization Is „ereby anted to issue a building permtt pending approval ny all applicable t 4 f agencies. The issuance or granting of a permit based to lus sosl/aw•sci .,ppmval of these press shall not b,construed toermit or approve any violation of theapplcodes or ordinance. Nopermitpesumed to authority to violate or cancel the provisions Of such codes shall be valid. TOP PLATE CONNECTION 6 7 8 9 10oil 5/8"DIA. SST828 n SST828 MUDSILL AB. NOTEI pLNO NECESSARY HARDWARE,FOR PANEL INSTALLATION IS REFER TO THE CURRENT SINPSON T •. CONNECTOR CATALOG FOR PRE-ATTACHED OR bROMDEO.AN PT t 1� ^ TEMPLATE SELECTION CHART, FOR TENPUTE AND ANCHOR BOLTS. ( (. `". - N Q ____+ TOP OF .� 4• r 1 ` v i-----+ B\V I CONCRETE 1. STRONG-WALL SHEARWALL I$MANUFACTURED AND TRADE141. F! • i I •- TEMP(00)ON 999-5099,FAXP(25)NB75-0828 • r`1 1w.,)'�• f HOME OFFICE:4120 DUBLIN BLVD., d400,DUBLIN,CA 94568 .) �_I I ) STRONG-TIE COMPANY,INC."IS AN COMPANY. ISO 9001'REGSTEREO SWT EXTERIOR TEMPLATE SEE SHEET SEE SHEEP (FOR 2x FORM BOARDS) SWO FOR ALLOWABLE FOR RAISED FLOOR STANDARD ALLOWABLE ALLOWABLE 2. INSTALLATION OF PRODUCT SHALL BE DONE IN STRICT STRONG-WALL STRONG-WALL OPENINGS OPENINGS CONFORMANCE TO THESE DRAWINGS AND THE STRONG-WALL INSTALLATION GUIDE.T-SWGUIDE.MODIFICATIONS TO THIS O ^ PRODUCT AND ASSOCIATED SYSTEMS OR CHANGES IN THE P�• _ INSTALLATION METHODS SHOWN ON THESE DRAWINGS AND THE INSTALLATION GUIDE SHOULD ONLY� MADE BY A QUALIFIED ARCHTECT,CIVIL,OR STRUCTURAL ENGINEER.THE PERFORMANCE OF SUCH MODIFIED PRODUCTS OR ALTERED INSTALLATION I PROCEDURES IS THE SOLE RESI THE DESIGNER, I 1 REFER TO I.C.B.O.PFC-5485 FOROR FURTHER HEE INFORMATION. NFORMPTION. i..-zi. _ 5/8'DIA. • iT''.' •.•, - SCAR DN GRA➢E S0. STS28 MUDSILL AB. �S5TB28 vnon FLnba 3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS,CONDITIONS• r ELEVATIONS,ETC.PRIOR TO INSTALLATION OF ANY COMPONENTS FOR THE r BE BROUGHTLTOO THE ATTENTION EM.IF ANY DISCREPANCIES THE RO)ECTEARCHTECT THEY SHALL ENGINEER OR BUILDING DESIGNER FOR CLARIFICATION PRIOR TO CONSTRUCTION. SINGLE STORY STRONG-WALL 11 yr 4. THE CONTRACTOR SHALL VERIFY THE POSITION OF THE STRONG-WALL IN RELATION TO THE REST OF THE BUILDING SYSTEM AS SHOWN ON THE PROJECT TOP OF DRAWINGS. EMBED ON AT CONCRETE TOP OF CONCRETE 5. USE CT THIS PRODUCT IS SUBJECT TO THE APPROVAL OF THE LOCAL BUILDING OFFICIAI. • SWTI INTERIOR TEMPLATE (FOR 2x4 ABOVE CONCRETE) AND •t g 6. THE BUILDING STRUCTURE SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST ADOPTED VERSION OF THE UNIFORM BUILDING CODE EANY OTHER 2ND FLOOR RF LOCAL.STATE OR FEDERAL REQUIREMENTS THAT MAY APPLY,VERITY DESIGN STRONG-WALL STANDARD STRONG-WALL MODELS REQUIREMENTS WITH THE LOCAL BUILDING DEPARTMENT. XMMBf11 of NwmWx 5/8-DM. SST828 Moom W 6X) H 6n) T(I.) Muoslu ANCHOR WprPR 7. THIS PRODUCT IS PART OF THE OVERALL LATERAL FORCE RESISTING SYSTEM SSTB28 MUDSILL A.B. NO MJCNONS ears (N•) OF THE STRUCTURE.DESIGN OF THE BUILDING'S LATERAL FORCE RESISTING SW1aIe 16 y t/I• ]1/2 2-s/e•. 2-S3re26 es RAISED FLOOR STRONG-WALL MODELS SYSTEM.INCLUDING A COMPLETE LOAD PATH NECESSARY TO TRANSFER LATERAL FORCES FROM THE STRUCTURE TO THE GROUND.15 THE RESPONSIBILITY OF THE sWzxe 24 q 1/4• ]1/2 2-5/e'. x ssnoe B1 NUMIK.of HOMaER a ,muwrm MAx W DESIGNER. MODEL W N O^) T `A NoM IN FAS ON IN ANCHOR _c. NAME S.H. e sWlne ]I B]1/4• ]1/2 2-5/0"0 2-55Te28 Ile SET UP On) (In) BOTTOM or MALL roe OF WAu ears Ue.) m sw4ew H B]1/P ]1/2 3-S/e'. 2_SSig/e tag SW18w-W 16 93 1 a' ]1 1]-M Vow 9-505 l/Ne ¢-951B2e os 8. SIMPSON STRONG-TIE COMPANY,INC.RESERVES THE RIGHT LIABILITY CHANCE a e / /2 SPECIFICATIONS, DESIGNS AND MODELS WITHOUT NOTICE OR LIABILITY FOR DATE 01/31/01 __ SWIBw le IDS 1/4'S 1/2 2-5/e'6 2-SSre28 SH aW24,Ie-Rf 24 B]1/4' ]1/2 le-sOe 1/4.5 12-SOS 1/Ne 2-SST828 BI SUCH CHANCES. a 1ST FLOOR ALE RF S IF sW2a.B sa 106 1/4']1/2 2-5/e•. 2-551e2S tot SW]2w-RF ]2 B]1/4' ]t T 20-503 t N.e to-s0s 1/Ne 2-SSTB2e tie SC / / 9. ALL HARDWARE CALLED OUT IS SIMPSON STRONG-TIE. NO SCALE TOP OF SW]2w 32 105 I/P]1/2 i-5/1. 2-SSMS 126 SN4ew-RF la 23 Ile ]1/2 20-SOS 1/4w 24-503 1/44 2-SS1B28 IN CHECKED 1 ST FLOOR STD. CONCRETE SWTPF TEMPLATE STRONG-WALL SW4ew M 10 Ile3 1/2 3-0/e'. 2-a5R2e 1e5 SN1ew-RF 18 Los 1/4- ]1/2 13-s04 1/44 8-504 1/Me 2-SST026 94 R.A. J.G. (FOR PLYWOOD PANEL FORMS) AR4110 24 111,vV]1/2 2-5/e•. 2-35192e "I SW244-RF 24 Io3 1/4' ]1/2 le-sos 1/4w 12-WS 1/48 2-SM8 101 SHEET SAI32.10 ]2 111 1/4' ]1/2 2-5/e'. 2-55Te25 I!4 SrJ2w-RF ]z tos 1/4• ]1/2 20-SM 1/N6 IC-SDS I/4w 2-SWO28 129 SW4a,l0 0117 I/P 3 1/2 ]-5/6'. 2-SS1e48 171 SM4ew-RF M toe 1/4' ]1/2 28-SDS 1/Ne 24-sce 1/4A 2-WO25 Les A • SEE SHEET$W2 FOR STACKED S 12w ?< 141 1/4"51/2 2-5/e'. 2-331B2e 1e7 SW2N10-RF N n71/4' ]1/2 fe-SDS 1/4.6 12-303 t/4w 2-SSIB2D 111 SW1 ,••SLAB,nN•F.RAOE STRONG-WALL ANCHOR BOLT SW72.120 32 141 1/4'5 1/2 2-5/e'. 2-SSTB2e 201 5W72.10-RIF ]2 117 1^' ]1/2 20-SM V-11 10-SCS 1/40 2-SV028 IN + REQUIREMENTS. SEE SHEEr SW2 FOR STACKED VD.O'II ITIR SW4e.12w 4e 141 1/4's 1/2 ]-5/e'. 2-SSrB2e 25e SW4B.10-RF M 117 1/4' J 1/2 20-SDs 1/Ne 24-SDS t/Iw 2-SS1B2e 171 OF OF SHEETS STRONG-WALL REQUIREMENTS. STACKED STRONG-WALL 12 STRONG-WALL TEMPLATES 13 SINGLE STORY STANDARD &RAISED FLOOR WALL SPECIFICATIONS 14 NOTES 15 JOB N0. D R) Q 6.6_0 25:2=0 46-0-0 37-" (9)7-E, 9 -E I. 9 !F I tS 1 1 1! I I I Un U, W 30004 DRAG AG 0 ACCESS Z' 00 Z In P > �'P, i_.- x I 2rX3tr E2 16 M 0 9 jLnn 9 M + `yf; - 15004 DRAG M M It LLL. i M. L ................ Cq L ;3�0q5�*ORA G ft) SUBMTAL REVIEW 23-0-0 �§0GW=TMa f3fMWERM S1 NOTE: Cr=fts or ra F I made b to shop*Ml* 6siv"s AMERICAN PACIFIC SIMPSON-HANGER LIST F Thh djW*jS arty 13r M%*O Of MUS26: B1, 82 & B3 d ft&a*%Wo TRUSS INC. W,rg cvnt==wo tm design mnm-%Of ft P*K3 end APPROVED generd WM001ce wit the 4d—ot4m 0' k' 0"C7�W d=ment, The conMbr 13 ffZP(MSIW tar.cw*=V and CERTIFIED INSPECTION FOR PERMIT ISSUANCE cormlat's,� am wamks and dirriensims; seleding faut-advi IN STRICT -i S��QTT FAZEKAS&ASSOCIATES.INC. pmesses and techriques of coftsbAl0m;WC,*Q&Q his WWk 9 other tw'. ACCORDANCE WITH Wilh vat 1:11 an "d peflm'Ev he work in a S.*01W U.B.C.2321.3 BY BY DATE sat5t"L�Mau". _INI MAXVIVE�EN E EN EERING RD ONLAMCA CONTMENTAL INSPECnON AGENCY I'llese plans ha en reviewed for adherence tot 31 OW 10coble codes and ordinance. Authorization "'Tr: ig Ln ,areby granted lo issue a building permit pendi PREFABRICATED FU FU approvaf by all applicable City agencies. he nting of a 12~9MUWWROVAL ENRIQUE FLORES AN gra dP plans she FABRICANON OF FLORES RESIDENCE APPROVAL OF THIS 4112 PITCH,OVERHANG 24" c odes IT nce. No perMT�,M %,%-w �M.'YsURE AGAINST _TJ . QE,5SUIA14ERAVF_ z uthorWityvo C�kKC-ESTOYOU. —( LAKE ELSINORE.CA 925M jor e or cancel ro % c odes ' IF I 19 TEL 0 151 FAY.:I55717�5-Its APPROVAL BY. tXT—E. 02J20/07 srMIGUE _3550 6-6-0 25-0-0 46-0-0 37-6-0 _ I I i i 1 ! ! I I l—T-1 ! o I� 3000#DRAG -- B -- t7 I I 9):-El ' I I•+ j O— T.., B_�.� I W 4�_ W� I f ,�9�-E I t i w If _ I O S F 1500#DRAG ��/, (j ,C9 l7 I pC o q I o 3000#DRAG cc ` f €, o . - 40r - a -82- - 1FGI 1 I I 1 �FG! 1\\ U �. 1 1 N I 1500#DRAG c ACCESS g f I-- I M— F BI —_—_ I I - i O .r�� O 16.9-0 U FO l —��—� Imo- ch 9 3000#DRAG .- - BG1 li 6p , CITY LAKE SINOK CIO C i 3000#DRAG AG UIL N IVISI�h1 _ =8 NOTE: AMERICAN PACIFIC SIMPSON HANGER LIST r � Q MUS26: B1, B2 & B3 PERMIT # TRUSS INC. CERTIFIED INSPECTION IN STRICT ACCORDANCE WITH U.B.C. 2321.3 BY 0 r CONTINENTAL INSPECTION AGENCY PREFABRICATED AMERICAN SHOP DRAWING APPROVAL ENRI UE FLORES THIS LAYOUT IS THE SOLE SOURCE FOR FABRICATION OF Am— Job 'K-- FLORES RESIDENCE PACIFIC TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTUAL OR OTHER TRUSS LAYOUTS. REVIEW AND APPROVAL OF THIS 4/12 PITCH,OVERHAN 4" BESUILT. VERIFY ALL CONDITIONS TO INSURE AGAINST 1 ,a,�, i 905SUMNERAVE. CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU. ( LAKE ELSINORE,CA 9253 29150 RIVERSIDE DR, LAKE ELSINORE.CA.92530 TEL.:(951)674-7885 FAX-(951)245-4156 APPROVALBY: DATE: $C1N N/A o" 02/20/07 r, MIGUEL S. '°°� 3550 MiTek Industries, Inc. 7777 GREENBACK LANE SUITE 109 CITRUS HEIGHTS CA 95610 USA M i Tb k® FAX(916)676 1909 TELEPHONE(916)676 1900 Re: 3550 FLORES RES./MIGUEL S. The truss drawing(s)referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by American Pacific Truss. Pages or sheets covered by this seal: R24389763 thru R24389782 My license renewal date for the state of California is March 31, 2007. �OQROFESS/r) S. Uj C 046433 * EXP.3- 7 �* S�. A February 20,2007 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSIMPI-2002 Chapter 2. � s Jab Truss Truss Type Oty Ply FLORES RES.1MIGi S. R24389765 2650 AG FINK 2 t ob R ference optional Annencreecihc Truss,LAKE ELSINORE,CA 92530.Miguel Soto 8 200 s Jul 13 2005 MIT Industries.Inc.Tue Feb 20 13 45'022007 Page 1 7-1-14 [ 13-6-0 1 1y�pz 27-" I-2g4p� 7-1-14 64-2 64-2 7.1-14 2-0-0 Scale:V4'=l' NO TOP CHORD NOTCHING IS ALLOWED 5x9 II WITHIN 24"OF THE HEEL JOINTS. 3 CONN.OF GABLE STUDS BY OTHERS. 4 00 12 3x8\\ 3x8 2 4 J N1 5 N d d 44= 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 44= 5x6 = 0-a-0 a-0.0 1f}-0-0 27-0A 9-0-0 8-0-0 9-0-0 Plate Offsets(X,Y): 11:0-0.4,0-2-0],[1:0-4-12,Edgel,[2:0.5-1,0-0-61,[4:0-4-12 0.0.3[,[5 0-4-12 Edged [5:0-0.4,0-2-01,[1B:0-3-0,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates increase 1.25 TC 0.19 Vert(LL) -0.01 6 n/r 180 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.01 6 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.68 HOrz(TL) 0.01 14 1 n1a BCDL 7.0 Code UBC97fANSl95 (Matrix) Weight:181lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Bir G BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing, Except: WEBS 2 X 4 OF Sid G 10-M oc bracing:14-15. OTHERS 2 X 4 OF Slid G QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Iblsize) 1=21 412 7-0-0,1 8=61 012 7-0-0.11=591127-0.0,5=366/27-0-0,1 5=2 012 7-0-0,16=19127-0-0,17=15/27-0-0, 19=18/27-0-0,20=31/27-0-0,21=-29127-0.0,22=104127-0-0,14=20/27-0-0.13=19127.0.0.12=16127-G-0, 10=19/27-0-0,9=26/27-0-0,8=-1 1127-0-0,7=73127-0-0 Max Hon 1=-43(load case 11) Max Upliftl=-328(load case 8),18=-473(load case 8),11=-461(load case 11),5=392(loed case 11),21=-32(load case 7), 8=-13(lood case 6) Max Gray1=547(load case 18),16=1058(load case 7),11=1038(load case 6),5=699(load case 17),15=49(load case 2), 16=46(load case 2),17=38(load case 2),19=49(load case 2),20=56(load case 2),21-15(load case 8),22=133(load case 2),14=49(load case 2),13=46(load case 2),12=38(load case 2),10=49(load case 2).9=53(load case 2), - 8=9(load case 2),7=118(load case 2) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=131311108,2-3=-403r737,3-4-393/732,4-5=1310/1109,5-6=0f37 BOT CHORD 1-22=-1026N201,21-22=646/821,20-21=498/673,19-20=-3501525,18-19=-2021377,17-18=4491572,16-17=329/452, 1 5-1 6=-1 8 11304,14-15=-321155,13-14=181/304,12-13=-329/452,11-12=-449/572,10-11=-192/369,9-10=340/517, 8-9=473/651,7-8=-6361814,5-7=-1016/1155 WEBS 2-18=486/65,3-18=-997/639,3-11=-990/632,4-11=-465156 NOTES OQ9,0FESSIQyv 1)Unbalanced roof live loads have been considered for this design. 9� 2)This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level,using 12.0 psf top chord dead Q`� �R S, ]� F load and 7.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy Category I,condition I enclosed building, 2 of �� �� Nc dimensions 45 ft by 27 It with exposure C ASCE 7-93 per UBC971ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip Increase is 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 UJ C O 4 3 End Details as applicable,or consult qualified building designer as per ANSIrrPI 1-2002. 4)All plates are 3x4 MT2G unless otherwise indicated. * 7 k 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)A plate rating reduction of 20%has been applied for the green lumber members. FQ Continued on page 2 February 20,2007 WARNING-Veri design panvrtsters aruil READ NOTES ON TIES AND INCLUDED WTER REFERENCE PAGE MD-7473 BEFORE VS& � Design valid for use ony with Miiek connectors.This deslgn Is based only upon parameters shown,and Is for an individual building component. ■■TTYY Applicobiiity of design paromenters and proper incorporation at component is responsiblOy of building designer-not truss designer,Sroclng shown M iTe k is for bleral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsiblility of the erector. Additional permonenl bracing al the overall shucive 4 the responsibility of the building designer.Far genefol guidance regarding ro.rw,o Prara.«• fabrication.quOGly control,storage,delivery,erection and bracing.consult ANSI/TPI I Quality Criteria.DSB-89 and BCSI l 8u0ding Component 7777 Greenback Lane,Suite 109 Safely Inronnatlon ovailabie from Truss Plate Institute,663 D'OnoW Drive.Modison,WI 53719. Citrus Heights.CA,95610 • /1 Job Truss Truss Type Qty Piy F♦_ORFS RES lMIGUEL S. R24389765 3550 AG FINK 2 1 _ Job Reference footionall Amedcan Pawc Tress.LAKE ELSI.NORE.CA 92530,Miguel Sato 6.200 s Jul 13 2DO5 MYek Industries,Inc.Tue Feb 20 13,45.02 2D07 Page 2 NOTES 9)This truss has been designed for a total drag load of 3000 lb. Conned truss to resist drag loads along bottom chord from 0-0-0 to 27-0-0 for 111.1 plf. LOAD CASE(S) Standard WARNDIO-Vsrtfy ds.lpn pammetsrs and READ NOTES ON IRIS AND INCLUDED MlTEN REPERE1VCE PADS M17-7473 BEFORE USE. Design volld tar use onN with M-Fek connectors.Thy design y based only upon Parameters shown.and is for an Individual building component. Applicability of design poramenters and proper incorporation of component Is iespansibillty of building designer-not truss designer.Bracing shown M iTe k• Is for lateral support of Individual web members only, Additional temporary bracing to hsure stability during construction is the responsibillity of the erector.Additional permonent bracing of the overai structure is the responsibility of the building designer.For general guidance regarding rope.A...m....- lobricalion,qualify control,storage,delivery,erection and bracing.consult ANSI/TFI I quality Cdleda.Die-89 and BCS11 Bullding Component 7777 Greenback Lane.Suite 109 Safely Inlormallon available ham Truss Plofe Mtitute•583 D'Onaho Drive.Madison.WI 5371 V. Citrus Heights.CA,95610 � f Job Truss Truss Type Qty Ply FLORES RES.11,11Gt1EL S. R24]69767 3550 A FINK 6 1 Jab Reference{optional) Ameno0n-Wific Truss.LAKE ELSINORE.CA 92530.Miguel Sato 6.200 s Jul 13 2005 MRek Industries,Inc.Tue Fab 2001�,gtSol 2007 Page 1 I 710:0 l 11-0-0 I 13-M F l"-0 } 20-0-0 I 27-M `r79 7-0-0 4-0-0 2{-0 2-6.0 4-0-0 7-0-0 2-0-0 Scale=1:49.7 4xe= 1.5x4 I I 04 4 4X4 4.00 12 6 3 3.4 3x4 2 7 1 6 . LJA d d 44= 13 12 3X4 II 14 3X4 11 11 10 4x6= 5Xe = Sx9= 5x9= 1.5x4 11 0-0-0 0-0-0 7-0-0 4.0-0 5-0-0 4-0.0 7-0-0 Plate Offsets(X,Y): 111:0 32,0 2-SL(12:0.2.13,0-2&) f 13'U-3-0,0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdef1 Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.96 Vert(LL) -0.13 12-13 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.26 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.07 8 n1a n1a BCDL 7.0 Code UBC971ANS195 (Matrix) Weight:1231b LUMBER BRACING TOP CHORD 2 X 4 OF No.l&Btr G TOP CHORD Sheathed or 3-4-8 oc purlins. BOT CHORE) 2 X 4 OF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. 11.122X6OFNo.2G WEBS 2 X 4 OF Sld G QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) 1=103310-3-8,8=117510-3-8 Max Horz1=-44(load case 11) Max Uplittl=-72(load case 8),8=127(load case 11) Max Gravl=1282(load case 7),8=1425(load case 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=33281279,2-3=-2450/0,3-4=-48 711 2 8,4-6=488/129,6-7=-244710,7-8=-3279/255,8-9=0/38.3-5=-1 63 210,5-6=-1632/0 BOT CHORD 1.13=-23713049,12.13=012706,12-14=012046,11-14=012046.10-11=012656,8-10=198/2999 WEBS 2-13=01219,3-12=0/396,6 11=01389,7-10=01208,2-12=-640/25,7-11=583/0,4-5=0142 _ NOTES 1)Unbalanced roof live loads have been considered for this design. 2)This truss has been designed for the wind loads generated by 70 mph winds at 25 it above ground level,using 12.0 psf tap chord dead load and 7.0 psf bottom chord dead load,100 mi from hurricane oceenline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 27 ft with exposure C ASCE 7-93 per UBC97/ANS195 if end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)100.01b AC unit load placed on the bottom chord,13-6-0 from left end,supported at two points,0-0-0 apart. 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 We loads. 6)A plate rating reduction of 20%has been applied for the green lumber members Q Q� 7)This truss has been designed for a total drag load of 1500 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-0-0 for 55.6 plf. 8)Design assumes 4x2(flat orientation)purlins at Gc spacing indicated,fastened to truss TC w/2-10d nails. 2 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)100 lb down at 13-6-0 on bottom (.0 Q 1 rst chord. The design/selection of such connection device(s)is the responsibility of others. tJJ C 04 33, m � Zl LOAD CASE(S) Standard * EX 7 F 0 February 20,2007 Y WARNING-Ver(N design parameters and READ NOTES ON THIS AND INCLUDED AIITEE'RLFERENCE PAGE MD-7473 BEFORE USE. Design valid to use onty YAM 641ek connectors.This design is based only upon parameters shown.and is for on individual building component. A ppiicobfily of design poromenters and proper incorporcilon of component is responsibltlfy of building designer-not truss designer.Bracing shown Mire k. is farioleral support of individual web members only.Addiiionol tem bracing loerary brang to insure stability during construction is the iesporsibiZty of the erector, Additional per-nonenl bracing of the overon shucture b the responsibility of the building designer.For general guidance regarding Pawrw.r..r.ro+.r-- 10bocolion,quality control.stwuge.delivery.erection and bracing.consult ANSI/TPI1 Quality Crifeda,D56-89 and BCSII Building Component 7777 Greenback Cane.Sure 100 Safety lnformalion avafbble from Truss Piote Inslilufe,583 D'Onolrio Drive,Madison,col 53719. Citrus Heights.CA,95610 �1 Job Truss Truss Type Oty Ply FLORES RESIMIGUEL S. R2438976s 3550 Al FINK B 1 Job Reference foptionalS Amencoo-Mlic Truss,LAKE ELSINORE,CA 92530.Miguel Soto 6,200 s Jul 13 2005 MITek Industries,Inc Tue Feb 20 13b45:0{2007 Page 1 7-0-a 1 11.0-0 13-5-0 { 16-o:0 20.0-0 27-0-0 r— � 7-" 4.0.0 2-6.0 4-0-0 7.0-0 2-0.0 Scale=1:48.9 416= 1,Sx4 I 40 4 4x4 4,00 12 6 3 3x4 3x4 2 7 9 )I d d 3x6 = 13 12 11 10 3x6= 54 = 3x4= 3.4 = 1.5x4 it 0-0-0 0-0-0 a-a } 27-0-0 - — -s 7.0-0 4-0-0 5.0-0 4-0-0 7-0-0 Plate Offsets(X,Y): 113:0.3-0,0.3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefi Lld PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.80 Vert(ll -0,13 12-13 >999 240 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.26 12.13 >999 180 BCLL 0.0 Rep Stress tncr YES WB 0.22 Horz(TL) 0.07 8 n1a n1a BCDL 7.0 Code USC97IANSI95 (Matrix) Weight:112 to LUMBER BRACING TOP CHORD 2 X 4 DF Nat&Btr G TOP CHORD Sheathed or 4-0-0 oc purlins. BOT CHORD 2 X 4 DF NG,I&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Sid G REACTIONS (lb/size) 1=98 310-3-8,8=112510-3-8 Max Horz 1=-44(load Case 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=241510,2-3=1 91 810,3-4=-3 3 317,4-6=33418,6-7=-1 9 1 410,7-8=-236610,8-9=0138,3-5=-148810,5.6=-1 48 810 BOT CHORD 1-13=012224,12-13=012224.1 1-1 2=011 780,10-11=012174,8.1 0=012 1 74 WEBS 2-13=01209,3-1 2=01355,6-1 1=01347,7-10=01198,2.12a-62010,7-1 1=-56410,4-5=0140 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)This truss has been designed for the wind loads generated by 70 mph winds at 25 If above ground level,using 12.0 psf top chord dead load and 7.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition l enclosed building,of dimensions 45 It by 27 ft with exposure C ASCE 7-93 per UBC971ANS195 If end verticals or cantilevers exist,they are not exposed to wind. if porches exist,they are not exposed to wind. The lumber DOL increase is 1.33.and the plate grip increase is 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)A plate rating reduction of 20%has been applied for the green lumber members. 6)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w12-10d nails. LOAD CASE(S) Standard �OQROFESS/ply LU C 046 33 * E t-07 • rE0 February 20,2007 A wARNING-Verill deatyn paramerera and READ NOTES ON THIS AND INCLUDED 114779K REFERENCE PAGE MIT-7473 BEFORE USE. �� Design valid tar use only with Walk connectors.This m design k based only upon parameters shown.and Is to an Individual building component, Appfooblity of design paomenters and proper incorporation of component isiesponsibify of building di-not truss designer.Bracing shown is is for lateral Support of individual web members ory.Additional temporary bracing to lnsure stability during C0A%truCli0r isthe respomiblllity of the erector.Additional permanent bracing of she overal structure is the responsibi lty of the building designer.Far general guidance regarding .owxw-o.x..o— fabrication,quality contrd,storage,delivery-erection and bracing,consult ANSI/fi'll quality Crfferlo,DS11-89 and 6CSIt Building Component 7777 Groanback Lane,Suite 109 Solely Information available from Truss Plate Institute.583 uOnctrio Drive,Madison.wl 53719. Cams Halghts,CA,95610 Job Truss Truss Type Oty Ply FLORES RESIMIGUEL S. R2d399770 3550 BG FINK t 1 _ dab Reference foational! Amencan Paulic TrussOLME ELSINORE,CA 92530,Miguel Soto 6.200 s Jul 13 2005 MTek Industnes,Inc,Tue Feb 20 13.45:06 2007 Page 1 -2-0-0 ] &7-14 i 12-6j?_ ^'-� 1&4.7 i 25.0.0 �� 7-0-0 r 2-0-0 6-7-14 5-10.2 5-10-2 6-7-14 2-0-0 Scala:114'=1' 5x9 I I NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24"OF THE HEEL JOINTS. 4 4- 12 CONN.OF GABLE STUDS BY OTHERS. 3x8'`� 3x8 i 3 5 2I ri 6 7 1A b1 d 4,05 = 21 20 19 18 17 16 15 14 13 12 11 to 9 a 4x6 = 54 = 0-0-0 9-0-0 16-0-0 25-0.0 9-0-0 7-0-0 9-0.0 Plate Offsets(X,Y): [2:0-0-4,0-2-0],12 0-4.12,Edge],[3 0-4-13,0-0-51 [5.0-4-4 0-0-6] [6:0-4-12,Edge] [6:0-0-4 0-2-0] [17:0-3-0 0-3-0] LOADING(psi) SPACING 2.0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0,01 7 Nr 180 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0 02 7 nlr 80 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.01 15 Fla n/a BCDL 7,0 Code UBC971ANSI95 (Matrix) Weight:166Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Sheathed or 6.0-0 oc purtins. BOT CHORD 2 X 4 OF N0.18Btr G BOT CHORD Rigid ceiling directly applied or 5-0-0 oc bracing. WEBS 2 X 4 OF Std G OTHERS 2 X 4 DF Sid G REACTIONS (Ib/size) 2=36212 5-0-0,17=546)25-0-0,1 2=54 612 5-0-0,6=362/25-0-0,15=20/25-0-0,16=19125-0-0,18=16/25-0-0, 1 9=2612 5-0-0,20=-8125-0-0,21=67/25-0-0,14=20125-0-0,13=19125-0.0,11=16125-0-0,10=26125-0-0,9=-812r0-0, 8=67/25-0-0 Max Horz 2=13(load case 8) Max Uplift2=393(load case 8),17=-519(load case 8),12=-517(load case 11),6=-396(load case 11),20=-12(load case 7), 9=-12(load case 6) Max Grav2=703(load Case 18),17=1053(load case 7),12=1053(load case 6),6=703(load case 17),15=49(load case 2), 16=46(load case 2),18=40(load case 2),19=57(load case 2),20=4(load case 2),21=124(load case 2),14=49(load case 2),13=46(load case 2),11=40([oad case 2),10=57(load case 2),9=4(load case 2),8=124(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0137,2-3=-133911129,3-4=-3881755,4-5=-380/755,5-6=-1 3 3911 1 34,6-7=0137 BOT CHORD 2.21=-1046/1181,20-21=-596/776,19.20--420/600,1 8-1 9=-2 7 614 56,17-18=-116/296,16-17=423/483,15.16=253/313, 14-15=931153.13-14=253/313,12-13=423/483,1 1-1 2=-1 1 012 96.10-11=-2701456,9-10=-414/600,6-9=-590r776, 6-8=104011181 WEBS 3-17=-467153,4-17=-1007/672,4-12=-1007/668,5-12=467153 NOTES 1)Unbalanced roof live loads have been considered for this design. �OF ESS/O 2)This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level,using 12.0 psf top chord dead OQ N9� load and 7.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of �� ��S, T7N <2C dimensions 45 It by 25 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 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 (� Q GG fs1 End Details as applicable,or consult qualified building designer as per ANSIr[PI 1-2002. Cr C V 4 3 3 fn 4)All plates are 3x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. * R f-07 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load norlconcurrent with any other live loads. 8)A plate rating reduction of 20%has been applied for the green lumber members. Continued on page 2 0 0� February 20,2007 WARNING-Ver(ry design parameters and READ NOTES ON 7HrS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. W • Design valid for use only with MiTek connectors.This design is based onN upon parameters shown,and is for an Individual building component. Ill�ffflllfl App"bZty of design poramenlen and proper incorporulion of component is responsibility of bWbing designer-not truss dedgner.Bracing shown M iTe k' is for blerol support of individual web members only.Additional temporary bracing to insure stability during construction 4 the responsibility of the erector.Addltlonal permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .awe --.ra..r: fabrication,quality control,storoge,delivery,erection and bracing,consult AN51/Trrt QvGIIty Cdteda,OSB-89 and BCSII Ifulding Component 7777 Greenback Lane,Sude 109 safety Information available from Truss Plate Institute,583 D'Onohio Drive,Madison,WI 53719. Gins Heights.CA,95610 f Job Truss Truss Type Qty Ply FLORES R£S.IMIGUEL S, R24389770 3550 aG FINK 1 t Job Reference(optional) Arleri"a Peat,Truss,LAKE ELSINORE,CA 92530,Miguel Sato 6.200 s Ju113 2005 MiTek Industries.Inc Tue Feb 20 13.-4&062007 Page 2 NOTES 9)This truss has been designed for a total drag load of 3000 lb. Conned truss to resist drag loads along bottom chord from 043-0 to 25-0-0 for 120.0 plf. LOAD CASE(S) Standard A WARNING-verVV deafQn paramesers and READ NOTES ON THIS AND INCLUDED m7TEIX REFERENCE PAGE MD-7473 BEFORE USE. Design valid for use only with Wok connectors.This design is based only upon parameters shown.and Is for on individual building component. Applicability of design paromenters and proper incorporollon of component Is respansiblity of building designer-not Iruu designer.Bracing shown M iTe k Is tar lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure b the responsibilty of the buiding designer.For general guidance regarding fabrication,quality control.storage.delivery,erection and bracing,consult ANSIRPI I quaRy Criteria.bS6-99 and BCSI I Building Compooenl 7777 Greenback Lane,Sule 1019 Safely Information available from Truss Plate Institute.583 D'Onobla Drive.Madison.WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply �FLORESRESJIAIGUELS. R243BBTa6 3550 a W FINK 1 1 Job Reference o floral American Pacific Truss,0- 0 ELSINORE,CA 92530,Mpuel Soto 6.2DO s Jul 13 2005 MiTak Industries.Inc_Tue Feb 20 1145 03 200 o_g_We I I�2�n— N 5-0-0 ( 1Q-0-0 I 12 2-0-0 5-0-0 5-0.0 2-6-0 2-8-0 5-0-0 5-0.0 Scale=1:4e,4 4xe= 4x4 r 5 4x4 i I 4.00 F12 p 7 3.4' 3x4 3 6 A 8 2 w b 3x8= 13 12 11 10 34= 5x6= 3x4= 3x4= 1.5x4 11 0-0-0 0-0-0 1 5-0.0 1 10.0-0 15-0-0 { 20-0-0 125.0-0 5-0-0 5-0-0 5-0-0 5-0-0 5-0-0 Plate Offsets X Y: 13:0-3-0 0-3-0 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) lldefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.87 Vert(LL) -0.15 10-11 >999 240 MT20 2201195 TCDL 14.0 Lumber Increase 1,25 BC 0-39 Vert(TL) -0.26 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.06 9 n/a n/a BCDL 7.0 Code USC971ANS195 (Matrix) Weighi 106lb LUMBER BRACING TOP CHORD 2 X 4 DF No.t&Bir G TOP CHORD Sheathed or 4-3-7 oc purtins. BOT CHORD 2 X 4 DF No,1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (lb/size) 2=1 0 5 210-3-8,9=908/0.3-8 Max Harz 2=43(load case 3) FORCES (1b)-Maximum Compression/Maximum Tension TOP CHORD 1.2=O138,2-3=-224710,3-4=-183110,4-5=-200/0,5.7=19810,7-8=183310,8-9=-2 3 2010,4-6=154410,6.7=-1 54 410 BOT CHORD 2-13=012074,12-13=012074,11-12=0/1702,10-11=012149,9-10=0/2149 WEBS 3-1 3=011 53,4-12=01296,7-11=W302,B-10=01165,3-12=520/0,8-11=596/0,5-6=-1 4110 NOTES 1)Unbalanced roof live loads have been considered for this design. _ 2)This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level,using 12.0 psf top chord dead load and 7.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category 1,condition I enclosed building,of dimensions 45 R by 25 R with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1,33,and the plate grip increase is 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)A plate rating reduction of 20%has been applied for the green lumber members. 6)Design assumes 4x2(Rat orientation)purlins at oc spacing indicated,fastened to truss TC w12-10d nails. LOADCASE(S) Standard �OQROFESS/ON S. CIO a C 04 33 * EX . 7 February 20,2007 A WARNDVG-Ver(N design panameters and READ NOTES ON THE AND 091UDED ID7FX AEP ZENCE PAGE AM-7473 BEFORE U5E- pa Design varrd for use Doty with Wei,connectors.this design is based only upon poromelers show^and is for an individual building component. Applicability of design paromenters and proper inccrporallon of component Is responsibility of bullding designer-not truss designer.Bracing shown M iTe k is for lateral support of individualweb memers b only.Additional temporary bfacsrg to insure stability during construction is the rasponsibiEty of the erector. Additional permonent bracing of the overall structrxes the responsibility of the building designer.ror general guidance regarding on.........r: lobircalion,quality control,storage,delivery,erection and bracing,consult ANSI/trill Oualily Criteria.DS11189 and 6CSI1 building Component 7777 Greenback Lane,Suite log Safety Information available trom Truss Plate'nslltute.583 D'Onokfo Drive.Madison,WI 53719, Citrus Heights,CA 95610 Jab Truss Truss Type aty Ply FLORES RES 1MIGUEL S_ 3550 B1 FINK o R24389767 5 7 b ference o i nal p p AmerlweAaWlIc Trues,LAKE ELSINORE,CA 92530.Miguel Soto 6.200 a Jul 13 2005 Meek Industries,Inc.Tue Feb 20 13 45_G4 00070 Page 1 n 4-9-0 9.9-0 } 12-3-0 1 14-9 -0.0 1 19-9 �U 0 4-9-0 5-0-0 2.6-0 2-0-0 5-0-0 5-0-0 Scale=1;43.4 416= 4x4 4 4x4 mzz 4.00 12 3 8 3x4 3x4 Z 2 7 m N frl 1 B LLI lit)d 44 = 12 11 3x4 I 13 3x4 II 10 9 4x6= 5xe= 5x9= 5x9 v 1,5x4 II 0-0-0 0-0-0 i 4.9-0 1 9-9-0 1 14-9-0 i 19-9-0 24-9 0 1 4-9-0 5-0-0 5-0-0 5-0-0 5-0-0 Plate Offsets(X,Y): f10:0-3-5,0-2-81,[11:0-2-4,0-2-1],-12:0-3-0 0.3-0 LOADING(psf) SPACING 2.0.0 CSI DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.99 Vert(LL) -0.15 9.10 >999 240 MT20 2201195 TCOL 14.0 Lumber Increase 1.25 8C 0.46 Vert(TL) -0.27 9-10 >999 180 BCt.L 0.0 Rep Stress Incr YES WB 0,28 Horz(TL) 0.06 8 n/a n1a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight:113lb LUMBER BRACING TOP CHORD 2 X 4 OF No.18Btr G TOP CHORD Sheathed or 3-7-8 oc purlins. Except: BOT CHORD 2 X 4 OF No.1&Bit G'Except' 1 Row at midpt 3-6 10-11 2 X 6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Sid G QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (lb/size) 1-955/Mechanical,8=954/0-3-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz 1=12(load case 11) Max Upliftl=-87(load case 8),8=89(load case 11) Max Grav 1=I 208(load case 7),8=I207(IDad case 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=3091/290,2-3=-2444176,3-4=370/136,4-6=-369/137,6-7=-2460187,7-8-3215/310,3-5=-168010,5-6=-168010 BOT CHORD 1.12=-27712832,11-12=0/2551,11-13=0/1994,10-13=012005,9-10=0/2670,8-9=-28512964 WEBS 2-12=01153,3-11=0/333,6-10=0/346,7-9=0/166,2-ilia-549175,7-1 0=62 714 8,4-5=11112 NOTES 1)Unbalanced root five loads have been considered for this design. 2)This truss has been designed for the wind toads generated by 70 mph winds at 25 ft above ground level,using 12.0 psf top chord dead load and 7.0 psf bottom chord dead load,100 mi from hurricane oceantine,on an occupancy category I,condition I enclosed building,of dimensions 45 tt by 25It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)100.01b AC unit load placed on the bottom chord,12-6-0 from left end,supported at two paints,0-0-0 apart. 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. Oqq OFESS/ON 6)A plate rating reduction of 20%has been applied for the green lumber members. ,/ 7)Refer to girder(s)for truss to truss connections. Q� ER S. T j�l� F 8)This truss has been designed for a total drag load of 1500 lb, Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-9-0 for 60.6 plf. 9)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-1 Od nails. C7 to 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)100 lb down at 12.6-0 on bottom UJ t� Q 4 33 rn chord. The design/selection of such connection device(s)is the responsibility of others. ry- * �7 LOAD CASE(S) Standard F� February 20,2007 WARRING-Ver1A dulgn parameters and READ NOTES ON THIS AND INCLUDED DOTER REFERENCE PAGE MU-7473 BEFORE UREL 1�aH Design valid far use only with Mffek connectors.Ih'a design is boned only upon poramelws shown,and is for on indiv cluol building component, ii�rllYls■ Applicability of design pafamenfws and proper Incorporation of Component is responslbi4ly of building designer-not truss designer.Bracing shovm M iTe k- Is for bterol support of indlviduol web members only.Additional temporary bracing to insure stability during construction c the responsiblllily of the elector. Additional permanent bracing of the overa!structure Is the responsbifily of the building designer.For general gutdonce regadrsg no"'.Px.rol - fabrication.quaEty Control,storage,delivery,erection and bfacing,consult AN51/TPII Quality Criteria,OSB-89 and 6C511 Building Component 7777 Greenback Lane,Suite 109 Safety Infamatlon available from Truss Plate Institute.SB3 D'Onotrio Drive.Madison,WI 53719. Came Heights,CA,95610 Job Truss Truss Type Oty Ply Lt> ORES RES.IMIGUEL S. R24389768 355C D2 FINK 2 1 Reference(optional)_ An19ncad4 saif c Truss,LAKE ELSINORE,CA 92530.Miguel Soto 6.200 a Jul 13 2005 MTek Industries,lnc.Tue Feb 20 13 45:04 2007OZ-ve 1 i 4.9.0 9-9.0 ) _12-3-0 —9-0,��,_ 1g-9.0. I1uf 4-9.0 5-0-0 2-6-0 2-6-0 5-0-0 5-0.0 Scale=1:42.6 4x6 = 4x4 % 4 4.4 4 DO F12 3 6 3x4 i 3.4 2 7 N us 1 a � 'd 3x6 = 12 11 10 9 34= 5x5= 3x4 = 3x4 = 1.5x4 i 0.0.0 0-" 4-9.0 9-9-0 — _14-9-0 I 19-9-0 j 24-9:9 ] ' 4-9-0 5-0-0 5-0-0 5-0-0 5-0-0 Plate Offsets(X,Y): (12:0-3-0,0-3-0] LOADING(ps() SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TIC 0.85 Vert(LL) -0.15 9-10 >999 240 MT20 2201195 TCOL 14.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.26 9.10 >999 180 BCLL 0,0 Rep Stress Incr YES WB 0.27 Horz(TL) DZIS 8 nla We BCOL 7.0 Code UBC971ANSI95 (Matrix) Weight:102 It: LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 4-3-8 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Sid G REACTIONS (;blsize) 1=9051Mechanical,8=9 0510-3-8 Max Horz 1=12(load case 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=222610,2-3=181610,3-4=2 0 212,4-6=-20112,6-7=-181910,7-8=-2311(0,3-5=-1 5 2 710,5-6=152710 BOT CHORD 1-12=012049,11-12=012049,10-11=011687,9-1 0=012 1 4 1,8-9=012141 WEBS 2-12=01157,3-1 1=0128 6,6-10=01301,7-9=011 6 7,2-11=-51812,7-10=-60210,4-5=-1319 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)This truss has been designed for the wind loads generated by 70 mph winds at 25 it above ground level,using 12.0 psf top chord dead load and 7.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 it by 25 ft with exposure C ASCE 7-93 per UBC971ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL Increase is 1.33,and the plate grip increase is 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 nonconcurrenl with any other live loads. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Refer to girder(s)for truss to truss connections. 7)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w12-10d nails. LOAD CASES) Standard �pQ�ypFESS��Nq Uj C 046 X ExP. is c FC February 20,2007 WARNING-V-(ry desapn Panameters and READ NOTES ON THIS AND fNC MED MrTEK P"ERLNCE PAGE MU-7473 BEFORE USE. 8@ Design valld tar use onN with AN1ek connectors.this design is based only upon parameters ehovvn,and is fa an Individual bulling componenl. aria•• Applicchilify of design paramenters and proper incorporation of component is responsibiUty of building designer.not truss designer,Bracing shown M iTe k' is for bleral support of indivlduoly b members only.Additionoi temporary bracing to insure stability during conshucllon is the responsibiSity of the erector. Additional permanent bracing of the overa8 structure Is the responsibility of the bvllding designer.For general guidance regarding labrIcafion.auafity control,storage,dellvcry,erection and bracing.consult ANSUTPI I Quality Cdleda.DSB-89 and BCStl Building Component 7777 Greenback Lane,Surte 109 Safety Informotlon available from truss Plate hswule.563 D'Onofrio Drive,Madison,WI 53719, Cerus Heights,CA,M10 Job Truss Truss Type Qty Ply �FLORFSRESJIVIIGLELS. R24389769 3550 83 FINK 5 1 _ 1 Job Reference(optional) ArrericarORAAfie Truss,LAKE ELSINORE.CA 92530,Miguel Sato 6-200 s Jul 13 2005 MITek Industries,Inc Tua Feb 20 1 852007 Pagel i 4-9-0 i 8s 2-3-0 } 14-9-0 I 19.9-0 74-9-0 �-26-9-0,{ 4-9-D 5-0-0 2.6-0 2-8-0 54.0 5-0-0 2-" Scale 145.2 4x6= �- 4x4 4 4x4 ZZ 400I1Z 3 6 3x4% 3x4 N 2 7 b � 1 6 36= 13 12 11 10 3x6= 54= 3x4= 3x4 = 1.5.4 II 0-0-D o-0-a 0 4-9-0 9-9-0 14-9-0 } —19-9-0 I 24-9.0 4-9-0 5-0-0 5-0-0 5-0-0 5-0-0 Plate Offsets(X,Y' 113�3301. LOADING(pst) SPACING 2-0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.83 Vert(LL) -0.14 10-11 >999 240 MT20 220/195 TCDL 14-G Lumber Increase 1.25 BC 0.38 Vert(TL) -0.25 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.06 8 n/a n/a BCDL 7.0 Cade UBC97/ANSI95 (Matrix) Weight:105lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 4-4-14 oc purlins, BOT CHORD 2 X 4 OF No.1&81r G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std G REACTIONS (lb/size) 1=899/Mechanical,8=104210-3-8 Max Horz 1=43(load case 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=2211/0,2-3=-1 7 9510,3-4=-196/0,4-6=-19511,6-7=-1 79510,7-8=-222310,8.9=0138,3-5=-151310,5-6=-1 51 310 BOT CHORD 1-1 3=012035,1 2-1 3=012 03 5,11-12=0/1667,10-11=012052,8.10=012052 WEBS 2-13=01158,3.12=01286,6-1 1=012 94,7-10=01156.2-12=521/6.74 1=52 910,4-5=15/10 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level,using 12.0 psf top chord dead load and 7.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 25 ft with exposure C ASCE 7-93 per UBC971ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Refer to girder(s)for truss to truss connections. 7)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOADCASE(S) Standard �OQaOFESS/py9 LU C 046 3 * EX P - 07 TFOF 1 February 20,2007 A WARNING-ver(ry daaign p—nrurt—and READ NOTES ON THIS AND INCLUDED MITLK REFERENCE PAGE MD-7473 BEFORE USE. WIN Y Design valid la use onty vdlh A+ulek connectors.This design Is based only upon parameters shown,and is for an individual building component, Applicobilily of design paransenters and proper incorporation of component is responsibiaty of building designer-not truss designer.gracing shown M iTe k. Is for lateral support of individual web members only. Additionol temporary broeing to insure stability during consltuclion is the responsibility of the e(ector. Additional permanent bracing of the overall structure is the responsibJity of the building designer.For general guidance regarding ......o...r....! fabrication,quality control,storage,delivery.erection and bracing.consult ANSI/IPIl quality Criteria.DS8-89 and 8CSIl Wilding Component 7777 Greenback Lane.Sude 109 Salety Information cvalloble from truss Plate Institute.583 D'Onofdo Drive.Madison.WI53719. Citrus Heights,CA,95610 Job Truss Truss Type aty Ply FLORES RES.IMIGUEL S. R24389771 3550 801 FINK 1 t Job Reference(optional l wAenca7r Pacific Truss.LAKE ELSINORE.CA 92530.Miguel Solo 6.200 s Jul 13 2005 MiTek Industries,IncTue Feb 20 13A5.08 2 m 067 Page 1 U 0r 64.14 12:1-0 i 18-1-2 24-9-0 � 26-9-0 1 6.4-14 5.10-2 5-110.2 8-7-14 2-0-0 Scale=V44.2 5x9 l i NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24"OF THE HEEL JOINTS. CONN.OF GABLE STUDS BY OTHERS. 3 4.00 12 3.8un 2 4 4 5 6 d 4K6 = 20 i8 18 17 16 15 14 13 12 11 10 a 8 7 4K6= 5x6= 0-0-0 8 9 0 15-9-0 I 24.9-0 8-9-0 7-0-0 9-0-0 Plate Offsets X Y: 1:0-0-4 0-2-0 1:Ed a 0-3-4 2:0-4-3,0-0-91,14:0-4-1,Edgel,IS,0-4-12,Edge1, 5:0[ 0-4 0-2�,[16 0-3-0 0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) Udefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.01 6 n/r 180 MT20 220/195 TCDL 14-0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.02 6 nlr 80 BCLL 0.0 Rep Stress Incr YES WB 0,49 Horz(TL) 0.01 13 n/a n1a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight:163Ito LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 OF No.tBBtr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 OF Std G OTHERS 2 X 4 DF Still G REACTIONS (lb/size) 1=205/24-9.0,16=552/24-9-0,1 1=54 5124-9-0,5=362/24-9-0,14=20/24-9-0,15=19/24-9-0,1 7=1 512 4-9-0, la=29/24-9-0,19=-20/24-9-0,20=87124-9-0,13=20/24-9-0,12=19/24-9-0,10=16/24-9-0,9=26124.9.0,8=-8/24-9-0, 7=67/24-9.0 Max Herz 1=-42(load case 10) Max Upliftl=-347(load case 8),16=-516(load case 8),11=-515(load case 11),5=397(load case 11),19=-24(load case 7), - 8=-12(load case 6) Max Gravl=559(load case 18),16=1047(load case 7).11=1052(load case 6),5=705(load case 17),14=49(load case 2), 15=46(load case 2),17=40(load case 2).18=57(load case 2).19=13(load case 8),20=127(load case 2),13=49(load case 2),12=46(load case 2),10=40(load case 2),9=57(load case 2),8=4(load case 2),I'm 124(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=134711133,2-3=-374l736,3-4=-3911766,4-5=-1344/1138,5-6=0/37 BOT CHORD 1-20=-104911234,1 9-2 0=-6 2 518 1 0,18-19=-463/644,17-16=-301/487,16-17=-140/325,15.16=4381500,14-15=-267/328, 13-14=-1051167,12-13=-2471309,1 1-1 2=4 1 91481,10.11=-105/291,9-10=267/453,8-9=4121598,7-8=-59Df776, 5-7=1045/1185 WEBS 2-16=-484/68,3-1 6=-9 9 31662,3-11=-1005/666,4-11=468154 NOTES 1)Unbalanced roof five loads have been considered for this design. �pFESS/o 2)This truss has been designed for the wind toads generated by 70 mph winds at 25 R above ground level,using 12.0 psf top chord dead OQ �/,q( load and 7.0 pst bottom chard dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of �� �R S. Tj� (y ft C dimensions 45 by 25 R with exposure C ASCE 7-93 per UBC971ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. �� ��` 0 If porches exist,they are not exposed to wind. The lumber DOL increase Is 1.33,and the plate grip increase is 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 �D tr End Details as applicable,or consult qualified building designer as per ANSI1TP1 1-2002. LU C 046 33 4)All plates are 3x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. * EXP. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads, 8)A Plate rating reduction of 20%has been applied for the green lumber members. Continued on page 2 C February 20,2007 A WARNING,VerVit design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Illlltll� Design valid lot use only with NUTek connectors.The w design a based only upon parameters shown.and Is for an individual building Component- '•ate Applicability of design paramenters and proper incorporation of component a responsibility of building designer-not truss cleslgner.Bracing shove M iTe k is for lateral support of individual web members onty.Addltlonal lemporory bracing to insure stability during constr uction is the responsibillity of the ereclor. Additional permanent bracing of the overall structure is the responslbi!ity of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/11`I1 quality Criteria.DSI.89 and BCSII Sulding Component 7777 Greenback Lane,Suite 109 safety ineennalton available from Truss Plate Instilule,583 D'Onabio Drive.Madison,WI 53719, Citrus Heights,CA 95610 Job Tni Truss Type Dty Ply FLORES RES./MIGUEL S. R21369771 3550 BG 1 FINK 1 1 Job Reference(optional} American PecJfic Truss,LAKE ELSINORE,CA 92530.Miguel Solo 6,200 s Jul 13 21 MiTek Industries,Inc,Tue Fab 20 1345:07 2007 Page 2 NOTES 9)This truss has been designed for a total drag load of 3000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-9-0 for 121.2 pll. LOAD CASE(S) Standard A WARNING-VerW design joa—f—arrd READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI7-7473 BEFORE USE- Vat Design valid for use only vAth Mlek connectors,This design is based only upon parameters shown,and is for an inclKidual building component. AppiCabRfy of deign wamenlers and proper incorporation of component Is responsibility of budding designer-not truss designer.Bracing shaven M i Te le- is for lotemi support of individual web members only.Additional temporary bracing to Insure stability during construclion Is the responsibltity of the erector. Addilional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .owa•..o.r.ro....- tobricotion,quality control.storage.delivery.erection and bracing-consult ANSI/RN Quality Criteria,D59-89 and SCSN 6ulldln9 Component 7777 Greenback Lane,Suae 109 Safety Information available ham truss Plate Institute,593 D'Onofrio dive.Madison.WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qly Ply FLORES RES/MIGUEL S. R24399775 3550 CG FINK 1 1 Job Reference o do I Amencan Pacific Truss, ELSINORE.CA 92530,Mguet Soto 6 200 s Jul 13 2005 MTek Industnes,Inc.Tue Fab 20 13 45:092007 Page 1 uu}u 6-4.14 1 fz-o-9 17-7-2 }_2&0-0 2-0-0 6-4-14 5.7-2 5-7-2 64-14 2-0-0 Scale=1[48.4 NO TOP CHORD NOTCHING IS ALLOWED 5x9 II WITHIN 24"OF THE HEEL JOINTS. 4 CONN.OF GABLE STUDS BY OTHERS. 400 12 3x8 3x8 3 5 4 2 6 t2 a1 7 ]8 4x5 = 21 20 19 18 17 16 15 14 13 12 11 10 9 8 4x6 = 5x6= 0-D-0 8.0-0 I 16-M I 8-0-0 8-0-0 B-0-0 Plate Offsets(X,Y]�[2:0-0-4 0-2-0],.]2:0 4-12,EdAal,f3:0-4-i0,0.0-101.15:0 4.6 0-0-fi] [6:0-4-12,Edge] I6:0-0-4,0 2-0]�1[ 2:0.3.0,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (IGc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.01 7 n/r 180 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.05 Vert(rL) -0.02 7 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight:157lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc puriins, BOT CHORD 2 X 4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std G OTHERS 2 X 4 DF Sid G REACTIONS (lb/size) 2=348124-0-0,12=530124-0-0,17=530124-0.0,6=348124-0-0,15=19/24-0-0,16=24/24-0-0,18=8124-0-0, 19=26124-0.0,20=-2/24-0.0,21=59/24-&O.14=19/24.0-0,13=24/24-0-0.11=6124-0-0.10=26124-0-0,9=-2/24-0-0, 8=59/24-0-0 Max Horz2=14(load case 3) Max Uplif12=-63(load case 3),12=-7(toad case 4),17=-10(load case 3),6=-65(load case 4),20=-2(load case 1),g=-2(load case 1) Max Grav2=352(load case 6),12=530(load case 1),17=530(ioad case 1),6=352(load case 7),15=46(load case 2), 16=58(IGad case 2).18=22(load case 2),19=57(load case 2),20=15(toad case 2),21=107(load case 2),14=46(load case 2),13=58(toad case 2),11=22(load case 2),10=57(lood case 2),9=15(load case 2),8=107(load case 2) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=0/37,2-3=-193/60,3-4=01215,4-5=01215.5-6=-193/62,&7=0137 BOT CHORD 2-21=01134,20-21-Ott 34,19-20=0/134,18-19=01134.17-18=01134,16-17=0772,15-16=0/72,14-15=0172,13-14=0772, 12.13=Of72,11-12=01134,10-11=01134,9-10-0/134,8-9=a1134,6-8=0/134 WEBS 3-17=-408/47,4-17=-314/0,4-12=-31410,5.12=-408147 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level,using 12.0 psf top chord dead �dF ESS/, load and 7.0 psf bottom chord dead Iliad,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of QP N9� dimensions 45 It by 24 It with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist,they are not exposed to wind, �� �R S. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 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 CO End Details as applicable,or consult qualified building designer as per ANSIrrPI 1-2002. (D Q M 4)All plates are 3x4 MT20 unless otherwise indicated. Lu C O4 4 33 rn 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1.4-0 oc. * E -07 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)A plate rating reduction of 20%has been applied for the green lumber members. [ LOAD CASE(S) Standard OF February 20,2007 A WARNING-Ver(/y design parameters and READ NOTES ON THIS AND INCLUDED 11fPTER REFERENCE PAGE HII4473 BEFORE USE- a ' Design volid for use only wilh MTek connectors.This design is based only upon parameters shown.and Is tar an InclMdvol building component. ••••••iillWWWllllllll■■■■ Applicability of design poromenlers and proper Incorporollon of component B responsibility of building designer-not truss deslgner.Bracing shown M iTe k Is for lateral support of individual web members only. Addltional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent brocing of the overall structure Is the responsibility of the building dadgrw.For general guidance regarding —Irmo•,"- fabrication,quality central,storage.delivery,erection and bracing.consult ANSIIT►11 Quality Criteria,DSB-8?and BCSII Building Component 77T7 Greenback Lane,Suite 109 Safety Inlumatlon available from Truss Plate Instilute.S83 D'Onobio Drive.Madrsan,w153719. C4rus Heights,CA 95610 Job Truss Tfu55 Type Qly Ply FLOR£S RESIMIGUEL S. R24389772 3550 C FINK 2 1 Job Reference o tional Amencan Pacific Truss-LPl(E ELSINORE,CA 92530,Miguel Sato 6.200 s Jul 13 2005 MITek Industnes.Inc.Tue Feb 20 13 4500�007 Page 1 - 2-6.0 040 6A-1` { 12-0.0 1LZ2 2K 0-0—{ 2-0.0 64-14 5-7-2 5-7-2 64-14 2-0-0 Scale=1:457 4x6= 4 4,o0 12 1.5x4\\ 1.5x4 3 5 2 B a1 7 US= 9 8 3x6 - 3x4 - 5x6 = 6-0-0 0-0-0 B-0.0 I 16.0-0 I 24-0-0. - 8-0-0 80-0 a-o-0 Plate Offsets X Y: 8:0-3-0 0-3-0 LOADING(psf) SPACING 2-0-0 CSl DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.09 6-8 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.40 VBrI(TL) -0.21 8-9 >999 180 BOLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.05 6 n/a n1a SCDL 7.0 Code UBC971ANSISS (Matrix) Weight:94lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 4-6-0 oc purlins. BOT CHORD 2 X 4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 OF Stcl G REACTIONS (lb/size) 2=1 0 0910-3-8,6=100910-3-8 Max Horz2=15(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0138,2-3=2045/0,3-4=-180910,4.5=-1 80910,5-6=20 4 510,6-7=0138 BOT CHORD 2-9=011877,8-9=Otl284.6-8=011877 - WEBS 3-9=357/43,4-9=01581,4-8=01581,5-8=-357143 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level,using 12.0 psf top chord dead load and 7.0 psf bottom chord dead load,100 mi from hurricane oceanlfne,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1,33 - 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 4)A plate rating reduction of 20%has been applied for the green lumber members. LOAD CASE(S) Standard QROVESS/pN S. T/ti q�F2 c C 046 * EXP. s c PC February 20,2007 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MD-7473 BEFORE USE. Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an Individual bui6nq component. Applicability of design pammenlers and proper Incorporation of component is responsiblGty of building designer-not truss designer.Bracing shown M iTe k is for bterol wppod of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsbiGty of the erector. Add4ionol permanent bracing of the overoa Oructure is the responsibility of the building designer.For general guidnnce regarding —.se.o.c.ra.«: fabrication.querfity control,slorage,delivery.erection and bracing,consult ANSV7Il Quality Criteria,DSB-89 and BCSI7 Building Component 7777 Greenback lane,Suite 109 Safety Information ovoloble from Truss Plate Institute,583 C'Onotr*Drive.Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply FLORES RESJMIGUEL S. R243B8773 3550 C1 FINK 1 t b Reference fopl Amrbrs a�l Peak Truss,LAKE ELSINORE,CA 92530,Miguel Soto 6.200 s Jul 13 2005 M11ek industries,Inc.Tue Feb 20 13 45,07 2007 P � l 6-4-14 t 12:00 l 17.7.2 l 24-0-0 64.14 5.7-2 5-7.2 6-4-14 Scale=1:39,7 06= 3 4.00 12 1.5x4\\ 1.5x4 2 4 5 1 .n d 3x6 = 7 6 34 = 3x4= 5x6= 0-0-0 0-0-0 B-0-0 16-0-0 .}... 24.0-0 B-0-0 8-0-0 8.0-0 Plate Ottset_s_(X,Y)' [6 0-3-0,0-3-0► LOADING(psi) SPACING 2-0-0 CSI DEFL in (Too) Ili Ud PLATES GRIP TCLL 16.0 Plates Increase 1,25 TC 0.25 Vert(LL) -0.09 1-7 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.21 1-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.05 5 nla n1a BCOL- 7.0 Code USC971ANS195 (Matrix) Weight:89 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 4-4-5 oc purlins. BOT CHORD 2 X 4 DF No.1&Sir G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (lb/size) 1=877/0-3-8,5=877/0-3-8 Max Horz 1=13(load case 3) FORCES (Ib)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=212010,2-3=187710,3-4=187710,4-5 2120/0 BOT CHORD 1-7=011953,6-7=0/1320,5-6=011953 WEBS 2-7=-378153,3-7=01599,3-6=01599,4-6=-378153 NOTES 1)Unbalanced root live loads have been considered for this design. 2)This truss has been designed for the wind loads generated by 70 mph winds at 25 it above ground level,using 12.0 psi top chord dead load and 7.0 psi bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 It by 24 it with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber OOL increase is 1.33,and the plate grip increase is 1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)A plate rating reduction of 20%has been applied for the green lumber members. LOAD CASE(S) Standard �R S. Tjy c� Q fr C 046 3 * EX P - 07 lEOF 1 February 20,2007 A WARNINO-VerlJdr design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MB.7473 BEFORE USE. psi Design valid for we only Win Wet,connectors.This design Is based only upon paameters shown.and a far an InclWdUal building component. ��11ff{4 Appicobilily of design poramenters and proper incorporollon of Component n responsibility of building designer-not truss designs.Bracing shown M iTe k- is for loferal supporl of individual web member Insure only.Additional temporary bracing to slabllity during construcilon is the responsibility at the erector.Addilianol permanent bracing of the overall structure b the responsibillty of the building designer.For general guidance regardingeraros...- fabrication.quality control.slaage.deivery,erection and bracing,consult ANSI/71`11 Quality Criteria,fil and BC511 Building Component 7777 Greenback Lane.Suite 109 safety Intorrlsatlon available from Truss Plate nsfilute,583 D'Onohlo Drive.Madison,WI 53719. Citrus Hil GA,95610 Job Truss Truss Type Qty Ply FLORES RESJMIGUEL S. R243B9774 3550 C2 DBL.HOwE 1 2 Job Reference o tional 7 Arr i6as Pac�fc Truss,LAKE ELSINORE,CA 92530,Miguel Soto 6.200 s Jul 13 2005 MiTek Industries,Inc.Tue Feb 20 13:45.08 2007 P$g&-U 4.10-12 1 B-t-12 i 12-0-0 15-10-4 4-10-12 3-3-0 3-10.4 3-10-4 3-3.0 4.10-12 Scale-1:39.7 44 II 4 4,00 F1_2 4x6 4x6 ZZ 3 5 4x8 44( 2 6 1 7 u rr� 4+ d 4.8 M720H% d 3x8= 12 11 10 9 8 3x8= 3x6 11 6x7= 12x12 = Bx7 3x6 II 4x8 MT20H 0-0.0 4-10-12 { 8-1-12 1 12-0-0 [ 15-10-4 19-1-4 1 24-0-0 1 4-10-12 3-3-0 3-10-4 3-104 3-3-0 4-10-12 Plate Offsets(X,Y): [1:0-0-8,0-0-01,[1:0-9-10 0-2-11 [7:0-0-8,0-0-01,[7:0-9-10.0-2-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac} Ildefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.23 9-10 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1,25 BC 0.94 Vert(TL) -0.52 9-10 >549 160 MT20H 165/146 BOLL 0.0 Rep Stress Incr NO WE 0.53 Horz(TL) C,12 7 n/a n/a BCDL 7,0 Code UB097/ANS195 (Matrix) Weight;2431to LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 2-10-0 oc purlins. BOT CHORD 2 X 6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G'Except' 4-10 2 X 4 DF No.1&Btr G QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size) 1=5 8 5710-3-8,7=585710-3-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz 1=-12(load case 4) Max Gravl=6267(tead case 7),7=6267(load case 6) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-2-15945/0,2-3=-1 31 4 2/0,3-4=-9894/0,4-5=-9894/0,5-6=-1 314210,6-7=-1 594 510 BOT CHORD 1-12=0/15103,11-12-0114624,10-11=0/12148,9-10=0112148,B-9=0114624,7-8=011 5103 WEBS 2-12=0/1601,3.11=012604,4-10=0/5696,5-9=0/2604,6-8=0/1601,2-11=-25 2 110,3-10=333710,5-10=-3337/0,6-9=-252110 NOTES 1)2-pry truss to be connected together with 10d Commorl 1 48"xY)Nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows;2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 X 4-1 row at D-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 t0 distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design, 4)This truss has been designed for the wind loads generated by 70 mph winds at 25 it above ground level,using 12.0 psf top chord dead load and 7.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of �C)FESS/p dimensions 45 it by 24 R with exposure C ASCE 7-93 per UBC97/ANSi95 If end verticals or cantilevers exist,they are not exposed to wind. OP N9 If porches exist,they are not exposed to wind. The lumber DOL Increase is 1.33,and the plate grip increase is 1.33 �{!, S. 5)All plates are MT20 plates unless otherwise indicated.6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C QQ 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)This truss has been designed for a total drag load of 2500lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-0-0 Lug, �` Q4 3 rn for 104.2 plf. 9)Girder carries tie-in span(s):25-0-0 from 0-0-0 to 24-0-0 * EXP. - 07 LOAD CASEIS) Standard Continued on page 2 TF�F 1 February 20,2007 M WARIVING-Vil fy design pgmmeten and READ NOTES ON THIS AND INCLUDED MM&X REFERENCE PAGE luO-T4T3 BEFORE USE. Design valid for use only with MTek connectors.This design Is based only upon parameters shown.and is for on individual bullding component. Applicabi4ty of design peromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M iTe k- is for lateral wpporl or individual web members only.Additional temporary bracing to insure stability during constructlon is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BC511 Building Component 7777 Greenback Lane,Suite 109 Safety informatlon available from Truss Plate Institute,583 D'Onohto Drive.Madison,W153719. Citrus Heights,CA,95610 r ' Job Truss Truss Type MY Ply FLORES RES.IMIGUEL S. R24389774 3550 C2 DBL.HOWE 1 Liy Jab Reference(ootionaEl _ American Paciffi Truss,LAKE ELSINORE,CA 92530,Migual Soto 6.200 s Jul 13 2005 MiTek Industries,Inc.Tug Feb 2D 13 45:08 2D07 Page 2 LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-7--434(F=-420),1-4=-60,4-7--60 WARNUlG-Verify design p-elcrs erd READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MD-7473 BEFORE USE. Design valid for use only with Wek conneclars.This design is based orl upon parameters shovm.and is for an individual building component. rT� Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mire ' . is for lateral supporl Of individual web members only.Additional temporary bracing to Insure stability during Construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of Ilse building designer.For general guidance regarding .osvcrm.r fabrication,quality control,storage,di erection and bracing,consult ANSI/11`11 Quality Criteria,DSB-59 and Ill Building Casrnponard 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate lrutitute.583 D'Onotrio Drive,Madison,WI53719. Clras Heights,CA,95610 Job Truss Truss Type ay Ply FLORES RESPAIGUEL S. R24399779 3550 DG FINK 1 1 _ Job Reference(optional) _ American Pacific Truss.LAKE&_VPQRE,CA 92530.Miguel Soto 6,200 a Jul 13 2005111 Industries,Inc.Tue Feb 20 13145:102007 Page 1 4-11-12 9-1-12 I 13.349 } 3.8 I 2-0-0 4.11-12 4-2.0 4-2-0 4.11-12 Scale=1;33.6 Sx9 11 NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24"OF THE HEEL JOINTS. 4 CONN.OF GABLE STUDS BY OTHERS. 4.00 fl-2 3x8 i 3x8 i 3 5 e LZJ 2 vt l� 44= 4.e= 0.0-0 r M-7 I 11-11.1 1 18-3.8 6 4-7 5XI11 54.7 Plate Offsets(X,Y): [2:0-0-4,0-2-01,12:0-4-12 Edge),[3:0-4-11,0-0-7],[5:0-4-12,0-0-81 [6:0-0-4.0-2-a1,16:0-4-12,Edae1 LOADING(pall) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ltd PLATES GRIP TCLL 16.0 Plates Increase 1.25 TIC 0.19 Vert(LL) 0.00 1 n/r 180 MT20 2201195 TCDL 14.0 Lumber Increase 1,25 BC 0.08 Vert(TL) -0.01 1 n1r 80 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 6 n/a nla BCDL 7.0 Code UBC97/ANS)95 (Matrix) Weight:1071b LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHOR❑ Sheathed or 6-0-0 oc purtins. BOT CHORD 2 X 4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 OF Sid G OTHERS 2 X 4 OF Sid G REACTIONS (lb/size) 2=323/18-3-8,6=1 7 011 8-3-8,1 3=3 7 711 8-3-8,8=399118-3-8,11=20/18-3-8.12=19/18-3-8,1 4=5 411 8-3-8, 10=20/18-3-8,9=2 611 8-3-8.7=69/18-3-8 Max Horz2=40(load case 3) Max Uplift2=-50(load case 3),13--19(load case 3),8m-28(load case 4) Max Grav2=327(load case 6),6=174(load case 7),13=377(load case 1),8=399(load case 1),11=49(load case 2),12=46(load case 2),14=133(load case 2),10=49(load case 2),9=50(load case 2),7=139(load case 2) FORCES (III)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0137,2-3=-153/29,34=OM93,4-5-01202.5-6=-152/36 BOT CHORD 2.14=0/107,13-14=0/107,12-13=-0/29,11-12=-0/29,10-11=0/29,9-10=-0129,8-9-0129,7-8=0/122,6-7=011 2 2 WEBS 3-13=-318/23,4-13=-236/3,4-8--25118,5-8=-355/41 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)This truss has been designed for the wind loads generated by 70 mph winds at 25 R above ground level,using 12.0 psi top chord dead load and 7.0 psi bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC971ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 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 �OFESS/p End Details as applicable,or consult qualified building designer as per ANSVTPI 1-2002. QP N9� 4)All plates are 3x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. CO 7)This truss has been designed for a 10,0 psf bottom Chord live load nonconcurrent with any other live loads. C9 it 8)A plate rating reduction of 20%has been applied for the green lumber members. X C 046 3 S LOAD CASE(S) Standard * EX P -07 Fps• A February 20,2007 ® WARNING-VerVy design parameters and READ NOTES ON THIS AND rNCLUDED AUTEK REFERENCE PACE MII-7473 BEFORE USE. f a Design valid for use only wth Wick connectors.This deslgn is based only upon parameters shown,and is for on individual building component. a Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M�Te k is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .o Pes�ae.e. fehrication.quality control storage.delivery,erection and bracing,consult ANSI/TPII Quality Criteria.DS64t dad Ill Building Component 7777 Greenback Lane,Suite 109 Safely Informaflon available from Truss Plate Institute,563 D'Onofrio Drive,Madison,WI53719. Cams Heights,CA,95610 Job Truss Truss Type Qty Ply FLORES RES.IMIGUEL S. 3550 G FtrJJC 3 1 Job Referencesoptional} R24369776 American Pacific Truss,LAKE ELSINORE,CA 92530,Miguel Soto 6200 s Jul 13 2005 1Industries,Inc Tue Feb 20 13:45:09 2007 Page01 -0 -2-0-0 U O 0 4-11-12 + 9-1-f2 13-3-12 1B-7-B 2-0-0 4-11-12 4-2-0 4-2-0 4-11-12 Scale=1:33,6 4x4= 4 4.00 12 1.5x4 \\ 1.5x4 3 5 h 8 2 3x4= 8 7 3x4 = 3x4 = 3x4 = 0-0.0 0-0-0 61-7 11-11-1 SS-3-9 i , I 6-4-7 5-6,11 6-4-7 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 16.0 Plates Increase 1,25 TC 0.22 Vert(LL) 0.04 7-8 >999 240 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.28 Veri(TL) -0.10 6-7 >999 180 SCLL 0.0 Rep Stress II YES WB 0.17 HOrz(TL) 0.03 6 n/a n/a BCDL 7.0 Code UBC971ANSI95 (Matrix) Weight:70tb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 5-3-1 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (Iblsize) 2=80610-3-8,6=65810-3-8 Max Herz 2-41(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0136,2-3m-1S01/0,3-4=-131010,4-5=-1350/0,5-6=-1 5 5 110 BOT CHORD 2-8-0/1370,7-8=01973,6-7-0/1424 WEBS 3-8=259129,4-8=0/390,4-7=01416,5-7=-285/41 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level,using 12.0 psf top chord dead load and 7.0 psf bottom chord dead load,100 mi from hurricane Deeanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 fl with exposure C ASCE 7-93 per UBC971ANS195 If end verticals or cantilevers exist,they are not exposed to wind, Ifporches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)A plate rating reduction of 20%has been applied for the green lumber members. LOAD CASE(S) Standard OpROFESSj S. rjN l�2 CO rn of C 04 433 * E -07 ( OF February 20,2007 WARRING-Vert/y design parameter.and READ NaTES ON MIS AND INCLUDED MITER REFERENCE PAGE HU-7473 REFrORE(rSE'. my" � Design valid for use only vAlh Mlek connectors.This design is based only upon parameters shovm,and a for on Individual building component. A pplIcability of design paramenters and proper incorporation of component is fesponsibllity of building designer-not Iruss designer.Bracing shown Mire k. is for lateral support of individual mreb members only.Additional temporary bracing to insure stability during construction a the responsibility of the ereclor.Additional permanent bracing of the Overall structure Is the responsibility of the building designer.For general guidance regarding .e--- lobrication.quality control,storage.delivery.erection and bracing,consult ANSI/TPII quality Cl DSB-09 and ICSII Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onokd Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply FLORES RES.IMIGUFL S, R2g3B9777 3550 D1 FINK 1 Job Reference c tional Amy&ad Pacific Truss,LAKE ELSINORE,CA 92530.Miguel Soto 6.200 s Jul 13 2005 MiTek Industries.Inc Tue Feb 20 13,45:10 2007 Pass-0 4-11-12 9-1-12 I 13.3-19 18.3_9 4-11-12 4-2-0 4-2-0 4.11-12 Scale-1:30,1 4x4 = 3 4.00 12 1,5x4 t.Sx4 2 4 e 5 t "d 7 8 3x6 — 3x4= 3x4= 3x5= 0-0-0 bA-0 6a4-7 64-7 5-6-f 1 6-4-7 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) l l Lid PLATES GRIP TCL.L. 16.0 Plates Increase 1.25 TC 0.16 VeR(LL) -0.05 6 >999 240 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.11 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.03 5 nla n/a BCDL 7.0 Code USC97/ANSI95 (Matrix) Weight:67lb LUMBER BRACING TOP CHORD 2 X 4 DF Ni G TOP CHORD Sheathed or 4-0-10 oc purlins, BOT CHORD 2 X 4 OF No.1&Btr G 90T CHORD Rigid ceiling directly applied or 7.7-1 cc bracing. WEBS 2 X 4 DF Std G REACTIONS (lblslze) 1=66610-3-8,5=6 6 610-3-8 Max Harz 1=10(load case 9) Max Upiiftl=-257(load case 8),5=-257(toad case 11) Max Grav1=I006(load case 7),5=1006(load case 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-2 59418 2 8,2-3=-1651/308,3-4=-18511308,4-5=-2594/828 BOT CHORD 1-7=-78212340,6-7--14311301,5-6=-773/2340 WEBS 2-7=299155,3-7=0/430,3-6=0/430,4-6=-299155 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level,using 12.0 psf top chord dead load and 7.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category 1,condition I enclosed building,of dimensions 45 ft by 24 tt with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)A plate rating reduction of 20e/u has been applied for the green lumber members. 5)This truss has been designed for a total drag load of 2000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-3-B for 109.3 pH. LOAD CASE(S) Standard �oQ�kOFESS/�,y� e E�S. c� m C 04 33 * EX 7 FOF F�E`��P February 20,2007 A wARNrNO•ver yt,design parnmewns and READ NOTES ON THIS AND rNCLEIDW MITER REFERENCE PAGE MII 7473 BEFORE USE. � H Design valid for use only with MiTek eonneclos.This design is based only upon parameters shown,and is for on Individual building component. 11B1 Applicability of design paromenfers and proper incorporation of component is responsibility of building designer-not truss designer Bracing shown M iTe k is for lateral support of individual web members only.Additional lemporery bracing to insure stobllity during construction is the responsbillity of the erector. Additional permanent bracing of the overall sfrucfure is the rewonsrbitity of fhe building designer.for general guidance regarding Po.W.—Pe4�aAr,: fabrication,quality control,storage.delivery,erection and bracing,consult ANSI7TPI1 Quality Offal DSB-89 and BCSII Building Component 7777 Greenback Lane,Suite 109 Sal Information available from Truss Plate Institute 563 D'OnohiO Drive,Mudison,WI 53719. Citrus Heights,CA,956t0 Job Truss Truss Type Qfy Ply FLORES RES 1MIGVEL S. R24389781 3550 EG OUEENPOST 2 1 Job Re o lional) American Pacific Truss,LAKESLEINCRE,CA 92530,Miguel Soto 6.200 a Jul 13 2005 MiTek o Industries,Inc Tue Feb 20 1�4a5,12 2007 Page 1 i -2-0-0 _0�1 4-7-14 f-B-n E 12-4-2 { 17-Q_-0 %CL0-I 2-0-0 4.7-14 3-10-2 3-10-2 4-7-i4 2-0-0 Scale a 1:34,9 5x7 = NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24"OF THE HEEL JOINTS. CONN.OF GABLE STUDS BY OTHERS. 3.4 4 3x4 4.00 FIT 3x8 3x8% 3x4 3 5 3x4 S 2 8 7 Id x6= 4xe = 4Xe T 8 3X6= 34 0-0-0 0-0-0 l "_0 l 17-M l 8-6-0 11-05-0 Plate Offsets(X Y): [2:0-3-4 0-1-0],12:0-9.12,-0-1-4L,[3:0-3-11 0-0-13] [4:0.3.8 0-1.8] [5:0-3-11,0.0-13],I6;0-9-12,0-1-4 6:0-3-4,0-1-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loci Vdefl Ud PLATES GRIP TCLL 16,0 Plates Increase 1.25 TC 0,22 Verill -0.06 2-8 >999 240 MT20 2201195 TCDL 14.0 Lumber increase 1.25 BC 0.40 Verill -0.13 2-8 >999 180 BCLL l Rep Stress Incr YES WS 0.16 HOrz(TL) 0.03 6 ril l BCDL 7.0 Code USC971ANS195 (Matrix) Weight:100lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD Sheathed or 5-1-15 oc purlins. BOT CHORD 2 X 4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-7-0 or,bracing. WEBS 2 X 4 OF Std G OTHERS 2 X 4 OF Slot G QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (lb/size) 2=75010-3-8,6=75010-3-B Max Horz2=11(load case 8) Max Uplift2=-524(load case 8),6=-524(load case 11) Max Grav2=1299(load case 7),6=1299(load case 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0138,2-3=-314511545,3-4=-1908/754,4.5=-1910/755,5-6=-3145/1546,6.7=013B BOT CHORD 2-8=1433/2947,6-8=-1423/2947 WEBS 3-8=376/51,4-8=01396,5-8=-377/53 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)This truss has been designed for the wind loads generated by 70 mph winds at 25 11 above ground level,using 12.0 psf lop Chord dead load and 7.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 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 Al 1-2002. 4)Gable studs spaced at 1-4-0 oc �pFESS/p 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. QP N9� 6)A plate rating reduction of 20%has been applied for the green lumber members. S. 7)This truss has been designed for a total drag load of 3500 tb. Connect truss to resist drag loads along bottom chord from 0.0-0 to 17-0-0 �� �� R T tiC 2 for 205.9 pit. CIO QQ- (ram m LOADCASE(S) Standard UJC 04 433 'n, * E -07 1 OF February 20,2007 WARNiNr-Verify design panamxters and READ NOTES ON THIS AND INCLr1DP.D M1TEK REFERENCE PAGE M77-7473 BEFORE USE. Design valid for use on}y with Ml connectors.This design is based only upon porometers thovm,and 4 for on individual building component. DUB Applicability of design pararnenlea and proper imorporafion of component Is responsibility of building designer-not truss designer.Bracing shown M i Te k. is for lateral support of individual web members only.Additional temporary bracing to insure stabiity during cresponsibilityation Is the responsty of the erector, Additional permanent bracing of the over&structure is the responsibility of the building designer.For general guidonce regarding awte.r'vs.rrox.✓ 10bricallon,quality control,storage.delivery,erectlon and Wading.consult All Quality Criteria.DSB-09 and BCSII Building Componi l 7777 Greenback Lane.Suite 109 solely Information available(Tom Truss Plate Institute.583 D'Onohio Drive.Mocilson.WI 53719. Cifms Heights,CA,95610 Job Truss Truss Type Qly Ply FLORES RES.IMIGUFL S. R24369779 3550 E QUEENPOST 18 1 Job Reference foottlonall Amlari�a�s Paeifie Truss.LAKE ELSINORE,CA e2530,Miguel Solo 6.200 is Jul 13 2005 MTek Industries,he.Tue Feb 2ffdt45:10 2007 Page 1 4-7-14 12.4.2 I 17-111-0 l 19-0-0 4.7-14 3-1 0-2 3-10-2 4.7-14 2.0.0 Scale=1:30.9 4x4= 3 4.00 12 1.5x4�z 1.5x4 2 4 1 5 6 Ib axe= 7 3x6— 3x8= 0-D-0 M-0 8-6-0 8-6-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.08 1-7 >999 240 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.17 1.7 >999 180 BCLL 0.0 Rep Stress Incr YES WS 0.18 Horz(TL) 0.03 5 nla n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight:65 ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 5-5-10 cc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 DF Std G REACTIONS (Iblsize) 1=61010-3-8,5=75810-3-8 Max Horz 1=-40(load case 4) FORCES (lb)•Maximum Compression/Maximum Tension TOP CHORD 1-2=-1 39210,2-3=102810,3-4=-102610,4-5=-1 36010,5-6=0/38 BOT CHORD 1-7=011288,5-7=0/1241 WEBS 2-7=-394140,3-7=0/451,4-7=-344117 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level,using 12.0 psf top chord dead load and 7.0 psi bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7.93 per UBC971ANS195 If and verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)A plate rating reduction of 20%has been applied for the green lumber members. LOAD CASE(S) Standard �O99,()F E SS/�N� S. CO T/' 0 cc C 04 33 * EX . 7 F0F February 20,2007 Main A WARmNO-vertry destyn parameters and READ NOTES ON THIS AND INCLUDED haTEK REFERENCE PAGE MD-7473 BEFORE USE. - Design valid for use only with"Tek connectors.This design is based only upon parameters shown,and is for on individual building component. Applicability of designs paramenters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Welk for Weral support or individual web members arty.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibRy at the building designer.For general guidance regarding •a TO Pseroew: fabrication quality controt storage,delivery,erection and bracing.consult ANSI/TPI I Quality Cdfefla.D56.89 and III Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719• Citrus Heights,CA,95610 r, JOb TRI55 Truss Type Q1y Ply FLORES RES.IMIGUEL S. R24389780 3550 E1 QUEENPOST 1 1 Job Reference(optional)__ Aalenrdn Pacific Truss,Lff_ffLSINORE,CA 92530.Miguel Soto 6,200 s Jul 13 2005 MiTak Industries,Inc.Tue Feb 20 13:45:11 2007 Page 1 -2-0-D_ 4-7-14 I 86.0 I _ 1 A-2 I 17-0-0 0 U{U 19-0A 2-0-0 4-7.14 3-10-2 3-10-2 4-7-14 2-0-0 Scale-1:34,3 4x4= 4 CONN.OF GABLE STUDS BY OTHERS. 4.0a 12 1.5x4 1.5x4 3 5 r� 2 6 1 7 Id 3x6 = $ 3x6 3x6= 0-0-0 0-0-0 I 8�-0 17-0-0 ii B-6-0 8-6-0 LOADING(pst) SPACING 2-0-0 CSI DEFL in (too) Vdefl Lid PLATES GRIP TCLL 16.0 Plates Increase 1,25 TC 0.29 Vert(LL) -0.08 2-8 >999 240 MT20 2201195 TCDL - 14.0 Lumber Increase 1,25 BC 0.36 Vert(TL) -0.15 2-8 >999 180 SCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.03 6 nla nla BCDL 7.0 Code UBC971ANS195 (Matrix) Weight:62lb LUMBER BRACING TOP CHORD 2 X 4OF No.1&BtrG TOP CHORD Sheathed or 3-11-12 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-3-5 oc bracing. WEBS 2 X 4 OF Sid G OTHERS 2 X 4 DF Slid G QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size) 2=75010-3-8,6=75010-3.8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz2=-11(load case 10) Max UpliR2=453(bad case 5),6=-453(load case 11) Max Grav2=1227(load case 7),6=1227(load case 6) FORCES (lb)-Maximum Compression/Maximurn Tension TOP CHORD 1-2=0138,2-3=275811229,3-4=-1 7 0 1152 9,4-5=-17011529,5-6=-275811229,6-7=0138 BOT CHORD 2-8=1124/2558,6-8=-111312558 WEBS 3-8--378151,4-8=01438,5-8=-378151 NOTES 1)Unbalanced roof live loads have been considered forihis design. 2)This truss has been designed for the wind loads generated by 70 mph wlnds at 25 fit above ground level,using 12.0 psf top chord dead load and 7.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC971ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Truss designed for wind bads in the plane of the truss only. For studs-exposed to wind(normal to the face),see Standard 7rrdustry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1-2002 4)Gable studs spaced at 1-4.0 do. 5)This truss has been designed for a 10.0 psf bottom chord live lead nonconcurrent with any other live loads. F ESS 6)A plate rating reduction of 20%has been applied for the green lumber members. Q(j� �Q� 7)This truss has been designed for a total drag load of 28001b. Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-0-0 Q �( for 164.7 plf. ; LOAD CASE(S) StandardCD QP �2 m a C 046 33 T * E l-07 February 20,2007 ® WARNING-Verify destan Parameters and READ NOTES ON THIS AND 7NCLr1DED MITEIr REFERENCE PAGE MH-7473 BEFORE USE. iLmQuilill Design valid for use only with Welk connectors.This design is bused only upon parameters shown.and 4 for an individual building component. [MR Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M iTe k is for lateral support of inciivlduaE web members onty.Addiliunol temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.Far general guidance regarding awe —vcnrarr.,.- lobrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria.DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institule,583 p'Onofrio Drive,Madison,WI 537)9. Cft❑s Heights,CA,95610 Job Truss Truss Type ally, Ply FLORES RESJAAIGUEL S. R2a3as7az 3550 FG QUEENPOST 2 t b Reference(optional Arl Pacific Truss.LACE ELSINORE,CA 92530,Miguel Soto 6.200 it Jul 13 21 MiTek Industries,Inc.Tue Feb 20 13:45:12 2007 Page 1 B4-B I 11-7-15 I _ 16.9-0 5-1-1 3.3-7 3.3-7 5-1-1 Scale=1,26,7 5x7= NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24"OF THE HEEL JOINTS. 3 4.OD 12 3x4 3x4 3x8 ZZ: gxS 4 t 5 3x4 3x8! 3x4= US_ 3x4 = 34 4 3x4 zr 0-0-0 r 84-6 i1e-9-0 8.4-6 8.4.8 Plate Offsets(x Y)• [1:0-1-4 0-1-81 11-.0-5-12.Edgel.l2'0 3 8,0-0-131,[3.0-3-8 0 1 81.--—----- -31.I&0-5-12.EdQel.f5:0-1-4.0-1-81 LOADING(pill SPACING 2-0-0 C$I DEFL in (loc) 11de0 Lld PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.06 Vert(LL) nla n/a 999 MT20 220/195 TCOL 14.0 Lumber Increase 1.25 BC 0.05 Vert(TL) n1a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horzli 0.00 5 n/a alai BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight:81lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc puritan. BOT CHORD 2 X 4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc;bracing. WEBS 2 X 4 DF Slid G OTHERS 2 X 4 DF Slid G REACTIONS (Ib/s¢e) 1=132116-9-0,5=132116-9-0,8=580116-9-0,9=19/16-9-0,10=44/16-9-0,7=19/16-9-0,6-44116-9-0 Max Horz 1=-7(load case 4) Max Grav1=151(load case 6),5-161(load case 7),8=580(load case 1),9=60(load case 2),10=73(load case 2),7=60(load case 2),6=73(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=208129,2-3=4/211.3-4=-21212,4-5=-208/34 BOT CHORD 1-10=-7/167,9-10=-71167,8-9=71167,7-8=-41167,6-7=-4/167,5-6=-4/167 WEBS 2-1 3-8=383113,4-8=-296/41 - NOTES 1)Unbalanced roof live loads have been considered for this design. 2)This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level,using 12.0 psf top chord dead load and 7.0 pst bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 It by 24 It with exposure C ASCE 7.93 per UBC97/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 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 1-2002. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1-4-0 oc. O q� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. <�lr 7)A plate rating reduction of 20%has been applied for the green lumber members. LOAD CASES) Standard Ca Q rn a C 6433 * �. f-07 0 February 20,2007 WARNING-V.%design parameters and READ NOTES ON TRIG AND INCLUDED M7'ER REFERENCE PACE AM-7473 BEFORE USE. Design volid for use any with Mtfek Connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-riot truss designer.Bracing shown M i Te k. Is for lateral support of individual web members only.Additional lemporery bracing to Insure stability during construction a the responsibilllty of the erector.Additional permanent bracing of the Overall structure's the responsibility of the building designer.For general guidance regarding 1-1.m- -.-fabrication,qually control,storage.delivery,erection and bracing,consult ANSI/TPII Oudlity Cdtedo.DSO.89 and BCSII Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.583 D'Onofrla Drive.Madison,WI53719. Cis Heights,CA,95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 4_ 314" Center plate on joint unless x,y offsets ore indicated. 6-4-8 dimensions shown in ft-in-sixteenths Qamage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing fa truss system.e.g. and fully embed teeth. diagonal or X-bracing.is always required. See BCSI1. 2. Truss bracing must be designed by an engineer.For a-1/T 6 I 2 3 wide truss spacing,individual lateral braces themselves may,require bracing,or all emotive T,I,or Eliminator ` TOP CHORDS bracing should be considered. CA-2 C2-3 3. Never exceed the design loading shown and never Q WEBS A stack materials on inadequately braced trusses. Q '� ; ��t O4. Provide copies of this truss design to the building For 4 x 2 orientation,locate U Z designer-erection supervisor,property owner and plates 0 46"from outside aU oll other interested parties. edge of truss. QO 5. Cut members to bear tightly against each other. C7A C6-7 H BOTTOM CHORDS & Place plates on each face of truss at each This Symbol indicates the joint and embed fully.Knots and wane at joint 8 7 b 5 required direction of slots in locations ore regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. "Plate location details available in MiT'ek 20/20 software or upon request. B. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant.preservative treated,or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10 Camber is a non-siructwol consideration and is the . 4 X /� width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator.General practice is 10 '7 to slots.Second dimension is camber for dead load deflection. the length parallel to slots. I l.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or ESR-131 1, ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purfins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require to bracing at 10 f1.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or otter truss member or plate without prior (supports) occur. Icons vary but ©2006 MTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings OCCUr. 17.Install and load vertically unless indicated otherwise- ` 18.Use of green or treated lumber may pose unacceptable Effd -`�-� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal r s 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek and pictures)before use.Reviewing pictures alone ri ot ot sufficient. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.- ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 .�R,�•�1, ..al'nr lar, ..•aa1'alrr. of r`r rn, .w 9r rip• .uwt rtl Vr, .u.•t•1rrrlr• .oul'+1 aq • .uQt^I rn+., .,'11••t r.r, ..i at 4trprr n•t�'11 r•. ,.iq'trr qr, ..a H•u>.•. ..a7 t�'yi 1n.� ..uN..r r.. /.�I/% '/ \ \'t Ir � ''�\! ;;•` � P/.•'1 t 'C\ c tI ♦ lC y •C\1, 'Jr.• \r + •�\ 4 r 11�•'\ t 1`;/' �\ 1 },/i: \-•1 r : .I'� ��� .1.�r�� �.�q��fu/-. \ i1R}I ./1..�1�•f.,/._: ��C'i�r df/ I111/ 1 +�i'•/'-s / f r• \,1\vtl ,�, .r, \ /i. \;• I ;� ,;�\ :r./ ':�a l l, �. \':. ,r.'/ .� !ia \. ,.;a -� J/,i: : :/ ':�, �11,r:i/ al a�. \;:t� , c . 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N// x5� U„ 1 �J!f V/�I- v� �LN� \q , ,/ �I A �.h �.:./„ tj✓,r a. li }.�� �I'�;, C,1 \�/ �. tc..�t1 t ,�/, `j ` RL a r \I r 1,' (�.a`I:► ►► r� �, t�� �r \� !�'�/, ll�,w �•�•,����•t '�i1� 1 !��� 11,�� 1 l�k�, ' J,/ �,� 1�. 1/ � � �. ,�� ��� �. r #t� �, l�r �,����-•//,�:.�\1' r���;' ,1�. /,,,.� �\.-.if � � t��•' /����.1��11a�\ rLI{/Jim/ fl;ttl ' a1 ,�.. .qa b ao•' r.q.Yi a. •P„l.rla aiarl.l lo• •ry bi vd+• raq qD•o` +•N..a l.0 u! •aa .l !!•' •fl o.au• IJr1V.' al i�•'` t•l6U•••' �j \\Yf: ER-4922 Jl� REPORT Reissued November 1,2001 ICBO Evaluation Service, Inc. 5360 Workman Mill Road,Whittier,California 90601 • www.icboes.org Filing Category: FASTENERS-Steel Gusset Plates M1TEK TRUSS CONNECTOR PLATES coating. Slats 0.54 inch (13.7 mm) in length are punched MITEK INDUSTRIES,INC. along the perpendicular axis of the plates. The metal dis- POST OFFICE SOX 7359 placed by the slot is lanced and formed into two opposing ST.LOUIS,MISSOURI 63177 teeth,protruding at right angles from the flat plate-Each tooth is diagonally cut,thereby forming a sharp point.The teeth are 1.0 SUBJECT additionally shaped into a twisted concave form,facing the MiTek Truss Connector Plates. slot cutout area.Teeth are 0.16 inch(4.1 mm)wide and 0.37 inch (9.4 mm)long,and there are 4.8 teeth per square inch 2.0 DESCRIPTION (0.0074 teeth per square millimeter)of plate area.Plates are - 2.1 General: available in 14nch(25.4 mm)width increments,up to 12 inch- Models M 20,M 11 20.M 18,M II 18,M 16, M 11 16,M 20 HS es(305 mm),and lengthwise in 11144nch(31.7 mm)multiples. See Figure 4 for details. and M 11 20 HS are metal conrieclor plates for wood trusses. The plates are manufactured to various lengths,widths,and 2.2.4 Models M-20 HS and M 1120 HS Connector Plates: thicknesses or gages, and have integral-teeth that are de- Model M=20 HS and Model M II 20 HS plates are., signed to laterally transmit bad between truss wood mere- manufactured from minimum No-20-gage[0.0360 inch(0-91 berm. rnm)), ASTM A 653 TypoII Cu - ridn 60, hiph alrerUth krw- t,lllrlrrt bur Ilan ttstnnnn urumll mntnitanurrmatst lartlnndnncflImid Any (11.'11.A) toirml with is it fill linivnnllnlhuti cnnllnU. s of in this report. peallrKl 3!4-irst:h-by-t-inch (19 non by"25.4 mmi)modules o teeth are stamped out and formed at right angles to the face 2.2 Materials:. of the parent metal. Each module has three slots,0.45 inch 2.2.1 Models M-20 and M 1120 Connector Plates: Model (11.4 nun)tong and 0.125 inch(32 mm)wide,fabricated by M-20 and Modet M 11 20 plates are manufactured from mini- punching two teeth out of each slot area and resulting in each mum No.20 gage[0.036 inch(0.91 mm)]ASTM A 653 Grade module having six teeth. Each module is separated by a 40,structural-quality steel with a minimum yield strength of 41 0254rich-wide(6.4 mm)strip of unpunched steel.The trans- ksi (283 MPa)and a G 60 galvanization dating.The plates verse center tines of adjacent slots are staggered 0.15 inch have repeating 1-inch-square (25 mm) modules of teeth (3.8 mm) in the longitudinal direction. Longitudinal center stamped out and formed at right angles to the face of the par- lines of slots are spaced 0.25 inch(6.4 mm).Each slot has a ent metal.Each module has four slots,0.45 inch(11.4 nun) 0.33-inch-long(8.4 mm)tooth at each end.Each tooth is addi- long and 0.125 inch(3.2 arch)wide,fabricated by punching tionalty, shaped, twisting an approximate 22 degrees to its two teeth ail of each slot and resulting in each module having . point. See Figure 4 for details. Model M 11 20 HS plates are eight teeth.The transverse center fines of adjacent slots are identical to M-20 HS plates. staggered 015 inch(3-8 mm)in a longitudinal direction.Lon- 2.3 Allowable toads' gitudinal center lines of slots are spaced 0.25 inch(6.4 mm). Each slot has a 0.334ncth4ong(8.4 mm)tooth at each end. Tables 1 through 3 provide Allowable lateral loads, tension Each tooth is formed with a symmetrical V-shaped cross sec- loads, shear loads,and reduction factors for 0he metal plate tion at its base, and twists approximately 22 degrees to its connectors.These values are based on the National Design point. See Figure 4 for details. Standard for Metal Plate Connected Wood Truss Construe-. 22.2 Models M-18 and M 11 18 Connector Plates: Model bon,ANSUTPI 1-1995.A copy of the ANSI/TPI 1-1995 stand- M-18 and Model M II 18 plates are manufactured from mini- and roust be supplied to the building department when this is mum No-18 gage thick(0.0478 inch(1.21 mm))ASTM A 653 requested by the building official. Grade 40, structural-quality steel with a minimum yield 2.3.1 Lateral Resistance:Each metal connector plate must strength of 41 ksi(283 MPa)and a G 60 gatvanization.coat- be designed to transfer the required load without exceeding ing.The plates are available in widths of 1 to 12 inches(25.4 the allowable load per square inch of plate contact area, to 305 mm)and lengths of.2 to 20 inches(51 to 508 mm).in based on species; the orientation of the teeth relative to the 1 inch(2-5.4 min)increments.The teeth are formed by punch- load,and the direction of load relative to grain.Design for tat- ing slots 0.43 inch(10.9 mm)long aril 0.125 inch(32 mm) era,resistance must be to accordance with Section 11.2.1 of- wide, treating two teeth from each slot. Each module has ANSiITPi 1-1995.Table 1 shows allowable lateral loads for eight teeth per square inch(0.0124 teeth per square millime- the metal connector plates. ter).Each tooth is formed with a symmetrical V-shaped cross 2.3.2 Tension Resistance: Each metal connector plate section at its base,and twists approximately 22 degrees to its must be designed for tension capacity,based on the orienta- paint.The teeth are approximately%inch(9.5 mm)tong.See tion of the metal connector plate relative to the direction of Figure 4 for details. load- Design for tension must be accordance with Section 2.2.3 Models M-16 and M iI 16 Connector Plates: Model 112.2 of ANSVTPI 1-1995.Table 2 shows allowable tension M-16 and at M 11 16 plates are manufactured from mini- loads for the metal connector plates.Additionally,the net sec- mum No. 16 age-thick(0.058 irich(1.47 mm)I ASTM A 653 tion of the metal connector plates for tension joints must be Grade 40, slural-quality steel with a G 60 galvanization designed using the allowable tensile stress of the metal,ad- REPORTS-arr nor to be constrsted m reprrsenting aesthetics or any other aiinbures not specifically addressed.nor arr they to he conttrued at nn endorsement of the subject of the report or a rreommendarion for its use, Their is no mvrranf):by iCBO Btialitarion Service. �. Inc.,express or implied.a3 to anv finding or other mot+er in this report,ar as rn any prodw,covered by the report Page 1 of 6 Page 2 of 6 ER-4922 lusted by the metal connector plate tensile effectiveness ra- 4. Truss chord and web lumber size,species, and grade. tics shown in Table 2.. 5. Requiiied bearing widths at truss supports. 2.3.3 Shear Resistance:Each metal connector plate must 6. Top and bottom chord live and dead loads,concentrated be designed for shear capacity, based on the orientation of loads and their locations, and controlling wind or earth- the plate relative to all possible lines of shear. Design for quake loads. shear must be in accordance with Section 11.1.3 ofANSI/TPI 7. Design calculations conforming to ANSi/TPI 1-1995 and 1-1995. Table 3 shows allowable shear loads for the metal any adjustments to lumber and metal connector plate al- connector plates. Additionally, the net section of the metal towable values for conditions of use. connector plates for heel jo'ints.and other joints involving shear must be designed using the allowable shear values for 2.5 Truss Fabrication: the metal connector plates,adjusted by the shear resistance Plate connectors shall be installed by an approved truss fabri- effectiveness ratios shown in Table 3: 'catorwho has an approved quality assurance program cover- 2.3.4 Metal Plate Redtirtions: Several allowable load re- ing the wood truss manufacturing and inspection process,In IIIwilun ldrarnn I(It I n ItInlnl ltldlna,wl It)n lhny aro of?rill udhln, nrrnnlnnrp with Smirdlnnn 7:171.1 and 7171„l ntlha t.nrla anti must be considefed cunnulatively in the design of metal con- Section 4 of ANSI11Pt t-191J5,National Siandaid for Metal nector plates used in fabricated wood trusses: Plate Connected Wood Truss Construction. The allowable 1. Allowable lateral resistance values for the metal connec- loads recognized in this report are for plates that are pressed, for plates must be reduced 15 percent when the plates are into wood truss members using hydraulic-platen embedment installed on the narrow face of truss lumber members. presses, multiple roller presses that use partial embedment followed by full embedment rollers,or combinations of partial 2. Allowable lateral resistance values must be reduced by embedment roller presses and hydraulic-platen presses that '20 percent when the metal connector plains are Installed feed trusses Into a stationery finish roller press, In lumber having a moisture conlenl greater than 19 per- cent at the time of truss fabrication. 2,6 Identification., 3. Allowable lateral resistance values for metal connector The MiTek connectors are identified by a blue stripe aflernat- plates installed at the heel joint of fabricated wood trusses ing with the name"MiTek"and an imprint of the plate name must be reduced by the heel-joint reduction factor,HR.as embossed into the surface of the plate. (For example, the follows: M-16 plate is embossed"M-16.") HR m 0.85 - 0.0502[an(I - 2.0) 3.0 EVIDENCE SUBMITTED where: Test data in accordance with National Design Standard for Metal Plate Connected Wood Truss Construction,ANSIlTPI 0.65 s HR s 0.85 1-1995. 6 = Angle between lines of action of the top and bottom 4.0 FINDINGS chords shown in Figure 3. That the MITek truss connector plates for wood(tosses Hilm hnnl-Inlnl rnductlort ifIctor rinnn ool Billy to condilionn dascrlbad in Ihls report comply with the 1997 Unrrorm Willi felt ahem nitgtnn Urnnlnr Ilinil IV 17 numanu ratio,", suhinnt to ma tollowhtq nonditlnnra: 2.3.5 CoInhirietl :Shear and'laosluo: Fat;h rowl"I cininnc- 4.1 Plana anal calculations are submitted to the build- for plate must be designed for combined shear and tension ing official for the trusses using metal connector capacity, based on the orientation of the metal connector plates described in this report. plate relative to the directions of ioading.Design for combined shear and tension must be in accordance with Section 11.2.4 4.2 The metal connector plates are designed to trans. of ANSI/TPi 1-1996. for the required loads using the design formulae in ANSI/TPt 1-1995. A-copy of the ANSIITPI 1-1995 2.3.6 Combined Flexure and Axial Loading: Metal con- standard must be supplied to the building depart- nector plates designed for axial forces only are permitted as mentwhen this Is requested by the building official. splices'In the top and bottom chord when the splices are to- 4.3 The allowable loads for the metal connector plates caled within 12 inches (305 mm) of the calculated point of zero moment. Design of metal connector plates located at comply with this evaluation report. splices in the top and bottom chord that are not located within 4.4 Metal connector plates are not permitted to be lo- 12.inches(305 mm)of the calculated point of zero moment cated where knotr.occur In connected wood truss must include combined flexure and axial stresses. members. 2.4 Truss Design: 4.5 Metal connector plates are installed in pairs on op- Plans and calculations must be submitted to the building offs- polite faces of truss members_ cial for the trusses using metal connector plates described in 4.6 Trusses using metal connector plates described in this report.The truss design must show compliance with the this report must be fabricated by a truss fabricator code and accepted engineering principles.Allowable loads approved by the building official, in accordance for the metal connector plates may be increased for duration with Sections 2321.1 and 2321.3 of the code. of load in accordance with Section 2316.2 of the code.Cal- culations must specify the deflection ratio or the maximum 4.7 Allowable loads shown in the tables in this report deflection for live and total load.For each truss design draw- may be increased for duration of load in accord- ing,the foltowing minimum information should be specked by ance with Section 2316.2 of the code, the design engineer: 4.8 Allowable loads shown in the tables In this report 1. Truss span, spacing, and slope or depth, are not applicable for metal connector plates am. 2, Dimensioned location of truss joints. bedded In lumber treated with fire-realstive chemi- cals. 3. Model,size and dimensioned location of metat connector plates at each joint. . This report is subject to re-examination in two years. Page 3 of 6 ER-4922 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES DIRECTION OF GRAIN AND LOAD WITH RESPECT,TO LENGTH OF - PLATO l AA EA AE EE I " I Allowabio load Per Pbr1e2 ' • PLATE MODEL LUMBER SPECIES SPECIFIC GRAVrTY (pounds per$quart inch of plats Comsat anal .Southern yellow pine 0.55 249 190 184 200 Douglar fir-larch 0.50 220 195 180 190 M-20 and M I1 20 Hcm-fir 0.43 193 148 129 145 Spruce-pint-fu 0.42 197 1" 143 137 Southern yellow pine 0.35 195 188 139 151 f Douglas fir-Ich� __ 0.50 170 ]ae 157 147 M•1AandMIE18 ilern-fir 0.43 151 �147� 148 141 Spruce-pine-fir 0.42 140 139 134 103 i Southern yellow pine 0.55 174 126 l47 122 Douglas fir-Larch 0.50 176 121 137 126 M-16 and M lI 16 11tra-fr 0,43 119 64 102 98 Spruce-pine-ft 0.42 127 82 75 107 } South=yellow pine (155 187 143 )38 15Q M-ZO HS and M 1120 HS Douglas fir-larch 0.50 165 146 135 143 ; Hem-fir 0.43 139 1 I l 91 109 _ S iuce- ine-fir 0.42 149 la 107 k03 I'In All I 11101111111)-R.f}V wl'a, thpo 1'i1p110 1 Ail a Artullptloll 111'1i1111"f 41001114111111 kmetal coluleclat plalel ate 1110#11M 11)Patti Oil nppmIle Nees of bulk illetnbels. TABLE 2--ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOSf DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE2 a air o• so, Allowable Tension Loads PLATE MODEL (pounds per Inch per pair of ptatea) Tension Load Efrreiancy Ratio M-20_nnd M 1120 1,126 1 840 0.72 0.47 M-18 and M II 18 1,402 1,120 0.59 t 0.47 M-16 and M U 16 1,985 1 902 1 0.69 0.2% M-20 HS and M 1120 HS 1,661 1,063 0.64 ! 0.41 For Sl: I Ill inch-0.175 N/mm. ISee Figure 2 for a description of plate orientation. 2The length of plate refers to the dimension of the longitudinal axis of the area of the plate from which the plate tecah were sheared during plate fabrication. 1The allowable Iension loads ors based on We metal thicknossts of 0.0369,0,0493 and 0,060 inch for ihts No,20, 18 and t6 gage steel plates,respectively, TABLE 3--ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS i DIRECTION OF LOAD WITH i e RESPECTTO LENGTH OF PLATE e• aw• I 9(r 120- IS& 01 3v i, 6o, w Tzir isw Allowable Shear L-ad' PLATE MODEL (pounds per inch per pair of plates) Shear Load Effidoncy Ratio M-20 and M U 20 574 738 936 645 490 544 0.49 I 0.63 0.79 0.55 0.41 M-l8 and M,H18 748 991 1,174 815 626 # 389 0.47 0.63 0.74" 0,52 0.40 1 0.37 M-16 and M II 16, 1,041 11,173, 1,402 1,055 914 j 672 0.54 0.61 •0.73 0.53 0.48 0.111 M-20 HS and M Il 20 HS 761 1,095 1,184 792 609 517 0.43 0.61 0.67 0.45 0.34 0.30 For Sl: I lbpinch=0,175 Nhnm. ITic allowable shear loads are based on base metal thiclatesses of 0.0368,0,0493 and 0.060 inch for the No.20,18 and 16 gage stetl plates,respectively. 'Page 4 of 6 ER-4922 t and •. T � I and I HarijLT lTI11_ . IT 'lll��l�illlru-- LLU1J11111l11l1LiLIli11i1LUL AA orientation to Orientation Load Load 111111i =_-- IIIIIII IIlI111 _�_� - IIIIIII Illilll = — Load Load AE Orientation EE Orientation FIGURE 1—PLATE ORIENTATIONS FOR LATERAL RESISTANCE VALUES - - - � ^ - ^ - - � � IIIIIilllllllllllllllllllllllll� (a) 00 Plate Orientation (b) 900 Plate Orientation FIGURE 2--PLATE LENGTH AND WIDTH FOR ALLOWABLE TENSION VALUES FIGURE 3--HEEL JOINTS TO WHICH THE REDUCTION FACTOR,Hn,APPLIES Page 5 of 5 ER-4922 MiTek Connector Plates r- �• o c--� o 0 o t� o — o In M-26 I M I 120 o • o.tsQ- I osoo••� I- � 0 Q,45(' C-71 =1 C C) O f 7 C O C N o M-18 / MII 18 c-a �• o c� � o � o 0.12v, Y o.soo- 0 0.430' • 1.000- M-16 J M11 16 o � — ---, 0.1 ar' 0.640- o 0.54Q- 0.50Q-; 1p r= p j C= L-, = M-20 HS/ Mil 20 HS. 0.150- O.So0' 0 45(Y• FIGURE 4—METAL CONNECTOR PLATE DIMENSIONS , Page 6 of 6 ER-4922 M20 1 M1120 M18 / M1118 I 1 I ads ow M20HS I M1120HS M16 / M1116 (<} _ � P1111i L f hr I I.I rll. I I.ri I. I'1 1 I..I Ir SII YII IIIiC Mr IAI I.IgtTIkl.Il " NI AM 11IMM411 Mh �Lulllbuluelf St Tiii feiy a!t~rts boi IFFINA A' a"`ASAFSt C ..i=U? V r1i we' i9ureta ally instructronsti h do a��#his sy ia!- B ��MEN L=.ERT �MiEI] S' =jrrgwi : as#ii a. :r critirrser�auspersan I jnjuty _ . A'TIt3N ACAU :.{JN7`1e tiFE"�s f rati`'".,prac _s WAAffiVGl1NG"`"scrik` .:indttt M� tires or t teak uric afe conci# atco r statt 'N w ere fail a to3falicnrsr rut#lanseaui ,result rn xr.,� , i�pe p not inl ry orr damag to t' ores , . ver e sariai3tn u r tlarri a_tc�rstructures. :H.IB-91 Sum•mar. ,. =.Sheet COMMENTARY and-RECOMMENDATIONS:#or. TR; 'PLATE'INSTITUTE HANDLING,INSTALLING'&:BRACING METAL sa3 o'Onofrao Dr.,.SuiEe•200•' PLATE CONNECTED{WQOD�TRI,JSSES 3�' Maaison;Wisconsin53719„' �" r' ;{608 l ltis fherr?sFir�nnbifify_otfhei_r>staller'(burldhr buitdrng.�or7tr�ro_r,ticgnsedcantrarfor, industry,but mus! due to the nature of r`eslZonsibilities inGolved;tie preserited asr �r�ct, roretncgn�ra€tnrllopr�porlyreeeive unloaei.srore,lrandle, iristatland•• guide.for#hteuseofagiialdredbiiifd�ngriesigiieroririst<tlrer,"{h�is tkieTriissN{att bruce-rtieiaf pji' uczrer+ cte wr�}s cf trr,sSSes!o r tert lrie and rp overly The uistalte� Institute.Ine..express�y dyscla 5ms any re'spons�iiility,fur damages arising#rom IN nttrstezercisethrsarne high degree ra€5aferyawareness'aswifhanyothe�ssructural use.lPplicationorreiiancennlherecami»en�iations'and.inform'ak' container material.01 does not inferxt these recommendatio'nstobeinrerpretedassuperiortp •herein,tiy;briildirrgt�Psignersf i+�stnUers andglhers Copy��ht©by lrussPlatr the projectArchitecl'SorEngi�eersdesigrispecificat1 ri16rhandting,installingarid Institute Inc!:All�rghtsrsservP&Th�stlocumentpr•anypart;lhereor'rnust'nbrt� bracihc�inrondliussesi�irapartirularrooforfloor.Tlieserecommendatiorisare!rased reproclucedinanyformw�thoutwntlenp r�nissionplthc'publrsher Printodintlir upon ih�.cUliectwe experience of leadmq Iechrncal personnet.inythe'woixl•truss United Siates'ofAinerica °* x UTI�?N ebs t derma, _ I t r c itcerrs A T + �1iht por'ary ract ':r irE enol ' c trot ctcrr; a xcttir C► ec#ron.contra tar Po aKtlaan2x4 grad rYiar Itt r:r: 4 ctia t vie;f to'aFX. rn aarl each t�e�entrc oklet "Gam `# tnr. rr i � arts.A r nta �sJ'riirrr d, do ar H xrrtlinc is truss+ strd4ary-centerrsr s ui#i alJirtg & ice } a at I7 # CgttrteGke eaa ` ' `usstr sh ufd a'eat ctec�r' t e ': asrc _ -- � _�• ..� , ,r fr�m��e,�T;�i ...?lat�;l.' st�tutc e'�ntth`� '°d. to .for tip l stai;a ic�n�„ r< ice' TRUSS-STORAGE '.} acfe --- . nsrt ces htc�c a taus ,.•- �; darnag : }}� . R • ' Q Truss r . . a toe a;lzonta iy-sho ! e e iso ioc .ng�#a preve t c r:es a PaI ►rcirng rSdies ern ugaisivent�tap>r a:..:t^.. i#z d UUA #JENG Uati ak b ndtig untittn aiioria " " n; '� E?A G ,aa otsfore #aunie cl'rfcfr °mess t� ::taegtt�sgC le;shacjidi eexe•��setl;in bandrrtg emov- �Y p�aperfy�Ebrace �a .Qti�,eal<�b �cIS'rtntijF�unciles rncfrviduai..>kr�ss�� ..��" " 2: G i. bu dlINVIM edtrussm.. i' neban Q4NGER +Wa kl nri trusses n Gib 41,ylrrg3iat. Do Iznk6use' a cirixsse ' �" 3 Ise Terkel tiangerpus 'mac# i�outcl f�rati �;t '� 'Mk• T 4t' �T,3,U �a! a.. :K L Y+a- „ ,rt Y -a• «. ` ARN1i 'fiDci�`#a Bch c shsr�sor �Cs Y A*Nlifid { i i�IL trusse virEtll S i1T1, ►tber ' ' Y; gte k r Chart 3�by�the peak. , MECHANICAL so 6' INSTALLATION r.. a' "r , a }. ,.,. or less r.;Ees Approximately Approximately. f; ,/2 truss length %?truss length' , T' -s7f Tag Truss spans less than lag Lifting devices should be connected to Strongback/..'.'''"' = r Line Line the truss top chord with a closed-loop Spreader 8ar``':'•,.- ^`r•. , •'%',,r Spreader Bar attachment utilizing materials such as slings,chains,cables,nylon strapping ' f etc. of sufficient strength to carry the Toe.ln toe* In weight of the truss.Each truss should be r - set in proper position per the building N designer's framing plan and held with Approximately-� rr#'/ "`'i Approximately the lifting device until the ends of the M ' ��: zf3'.to'/n truss length t '> M1 !s to 2/3 truss length truss are securely fastened and tempo- ;..Greaterahan 60"^ :' Less than or equal to:60'.-_. Tag rary bracing is installed. .LineY TagFLine, • 7. .' � �Strongback! � ti 10 �10 �'? ^'. 1prl:ader Bar a-- ,. Spreader•fiar ;s v v, .t 'Toe.In -• .� •^ . 4_ :;.^,r.' is � � 1 , i Toe In. At or;above 4 .. mid h.ight y a I Approximately'' 1 f t : J.•r Approxirately rs - ' .,•' '/z to 2%truss length x/3 to 3Jn truss IengtEt r , z Less ihait'or equal tb"60' f ; Tag • :7ag r Greater than 60 r Llrie. Line f;,� _ .... -. �' :� N191d uea u- �.• T-t ,p ..x i w•w.a.Wi7ri -a -a x -av/.' t ..:.n rnn.�.; -.�..:.n.ut"a r r.I ?c •.w: s eel fir t eat o 01, ',�. , r] tf1 t s. �1;; �lB.tt cif tt3# n St�lil r x. F. Ta<aa� ex' ;f c'� >Sa x1s'#; » - nti n at " xr: r mitaM6nr t ' ttoris.ion .}pla.r ster d r g i w s Tesslvt en t V' r�tti 5' `' ,,,..A` ar} 3[.""s='i " m fir' ., v,1^#r: �a , :. -+.:"•. '' " .' 4r2 .3 y, *' t 'rra ' 41 metfcl `recfeegle° drrt '„ 1. sfnecorclane>3�vtttts cr; fiend�el r IESt IT ^ ' f,�IC? tPn f0 aT � f .Brae! f i •6 ' < a ._ r ertt ara n !'Plat Corgi -M , macC]��i' �- ,." ..5, - A`.k+sti:"t'FiC�SP,�,g_ S�r1� r•R,ie*.l .r7Ayj1 }I-fSS Y %S +`3,}^iF 4n:. � ,R'4-�.1a. 2 ••C .v 4'�4y14R Y,e�':i._...J,ha? Ca.:: �:5' YA � .eiT��Cs 3•F .1. lit GROUND BRACING:BUILDING INTERIOR GROUND BRACING BUILDING EXTERIOI: k aao Top Chord is- :riplcn1 vortical n11aMm . � LBr Fsd Wall !it F a } ��zle- Blocking Fmnl :� �: .3+" �•:•. To Chord GB •.'. i 'a/� •/ ' a Grwind'.brace r`c ., _ ddd` ;.`��?; Ground vertical, GB) - - '•' _ - \\ �;y: brace verticals[GBH) •Ground„brace`''• ,•" \ `l ,• i �• dfagonaEs(GP;�." 1 1rusS or lira Ground brace ar "•Rs ��e` y group of trusses I' �t 7{ " ,; ��•♦ y i vertical (GB) End brie(EB)': \ ; Grour d I' `; `_1R TFr {•'-`br'rCa„4q,a 3 19tItfU85 uh! !� ♦ / -r•" ;ti sib,rat or l;(LB�k'9rovp of,iius ♦ Ground brace '`� ', �.' t�,b' lateral(LBO Ground brace.•': :�;,,_;f�nEridibrncc(EB) diagonals(Gan) Note:2-floor system shall.have ,I^ < adequaie.eapacity to support ground ( �f '!♦ braces: t: (ST)1 •:,• 4 � -2"°�lloor - ;.-•� Backup ground• 1 �"• •••----^•-••-------••—•--i-�-^-' �� Driven g rouoid Typical horizon m horizontal tie.meber with 4`7tlonr stakes multi le stakes HT) ' YLT"-•«. �P 'i a t^ of"'�`"iT r 'i ^+ ,' -Bf uu c ATfC1NGroaetn ,r qulred fob #l';7saians PITCHED TRUSS TOP CHORD TEMPORARY BRACiN( o 12� TOPCHORD :- TOP CHORD OIAGONALSFiACE a or'greatcr MINIMUM LATERALBRACE SPACING(D8) SPAN PITCH SPACING(LBJ litrusses11 SP/DF I SPF/HF Up to 32' 4/12 1 8' 20 15 Over 32'-48' 4112 1 6' 10 7 Over 48'-60' 4/12 1 5' 6 4 Over 60' See a registered Rrofessional engineer Note:Bottom chord&web member lemporary'bracing.also required'z.rater to Frame 4. OF-Douglas Fir-Larch -'SP-Southern Pine - HF-Hem-Fir - sPF-Spruce-Plne-Fir - All lateral braces Continuous Top Chord lapped:at least 2 Lateral Brace � ,_ trusses. , - - Required �-- r. 10"or Greater Attachment Required \eas - 32 or .➢ - Top ciwrds that are lateralty braced can bud - - - •'+'! - _ together and cause collapse if there is na diaga bracing.Diagonal tracing should be nailed to t - underside of the top chord when pudins are. tachod to the topside of the top chord. ..•.... h } ;� WARNINGtFa+lure-to#olioyvthese recommendaflons�couldresultln 7�� F ��,� .� ,�,, -se�,ere�personal injury ordamage to trusses or bul�dirigs ;r;� -ta�y's; � � ��� r� �' � Zr' w �.�" FK 6. ti.. •i,. '" S �"r a ;�Y n SCISSORS-TRUSS TOP CHORD TEMPORARY BRACING TOPCHORD MINIMUM TOPCHORD DIAGONALBRACE PITCH LATERALBRACE SPACING(DB) SPAN DIFFERENCE SPACING(LBs) I#trusses] SP/DF 'SPF/HF tz ' Up to 28' 2.5 T 17 12 Over 28'-42' 1 3.0 6' 9 6 Over 42'-60' 3.0 1 5' 5 3 / Over 60' See a registered professional engineer Note;Bottom chord$web member temponiy bracing also required-refer to Frame 4. /• OF=Douglas Fir-[.arch SP=Southern Pinc• - /w HF c Hem-Fir SPF=Sprucc-Plne-Fit" - •1- All lateral braces Continuous Top Chord lapped at least 2 Lateral Brace trusses. �, Required 10"orGreatelr � • Attachment Required ` Top chords that arc lateralty braced can buckle ?g•or togeher and cause collapse if Utere is no diag s �Z- naf bracing. Diagonal bracing should be nailed to the underside of the top clmrd when pur0 ;are =45' \' attached to the topside of the top chord. �� BOTTOM.CHORD:TEMP.-ORARY:BRACINa ' � ,,' 'k �:_ Ifs �'lii'fk•t" ��°' ';� •BOTTOM CHORD- 12 'BOTTOMCHORD -DIAGONAI2Uh46E 4orgreater <.•:�: ` MINIMUM1)r, 'LATERALBRA&E. 'g*PACIMG(DBO • �`.� SPAN '.f PITCH:. ;'e:fr�SPACING'(LB�I•(4. '::•,:{ trusses].::•; Over to 32' 4/12 �9' 20 15 Over 32'-48' 4112 1s, 10 7 I Over 48'-60' 4112 1 15, 6 1 4 Over 60' See a registered professional engineer \ : DF.-Douylns fir-Larch-SP'r Saulhern Pine HF•Hem-Fir SPF-SpiucrPlne Fir 'Alf lateral \ \ braces lapped s o •.., . . GSSP. 8j 'a'•" ., • '`2'trusses .• • . Bottom choi d diagonal bracing.repeated 'at eachend of the building and,at same' spacing as op chord diagonal bracing. 's 5 - BOT-T -CHORD PLANE 'r _ ,[t � �.. .�, ' .�. _!r^.1R ,.�i'`�r.l." .."��...c. �i:--�?.o.�rti' '`"�:'' 1�. 'j•`°'�j„y'f :.7• t Sf_fr �' t f Y ` ..�,••' yx_r, WARNINGFa►lur"e;ta,foEtawthese<recotnrnentl,ations;coti[dareult+na,t+ l• 2 r { •�' y{�'7 t 3 - v 'k d K t} .w.. v a 1; ..r,e'r'dOQ �✓ y r �h` ` e severe-personal lnlury nr3damage416frussS OC _ ♦_ .. mot, _ u' q....{. Via'` .,tr•'� Tern poi•ary.:cross:bracirig at' ; each end of the building• •.; ' °; • .t ` anif,repeated at, • +`�� _fit, T+yti.��, '• � �., _f i,.'=•w_, / '\' .44, r�\ moo. `': .r-- Permanent - - - _ - - continuous GC r •� _ lateral bracing asspecified by the truss engineering- WEB MEMBER PLANE 2x4/2x6 PARALLEL-CHOHD T HU55 ' TOP CHORD TEMPORARY BRACING- -d `;.r - r` •' J. ,� r _ .•_r 1:: Top chords that are laterally braced can huckle Continuous TOP CHORD - together and cause collapse if there is no diag* c �� -.,' J •.• nah tracing. Diagonal br:r�ng should be nailed .Top Chord TOPCHORD, DIAGONAL'BRACE tothe underside of the topchord when puriinsare Lateral Brace T -•,LATERALBRACE SPACING(DBS) p attached to the topside of ono to diord. Required SPAN iDEP7H ' SPACING(LB) .[#trusses] ; SP/DF SPF/HF. 10"or Greater Up to 32, 30" 8' 16 10 Over 32'-48' 42" 6' 6 4 Over 48'-60' 48" 5' 4 2 Over60' See a registered professional en ineer Attachment DF-Douglas fir-Larch 5P•Southern Pine - Required HF-Hem-Fir SPF-Sprnico•Pine-Fir -. 20'(Dg s1 1V05 . :S S�'S.Cs�2,.0 greater At'l.lateral braces a :o�\e a fb ,• . t, . . lapped;at least r—The.and dhagona! ntrusses brece for cantilevered , i { ! �a trusses must bet~t placed on vertical webs in line with the End diegonalsiare essen ial`for j r `•.r support. stability and frtust be duplicated on -' t, both ends of the truss s , a d ..�.:.y c" 011 d#3?4t t WARNING Falluretofollowtheserecomm i endatonscould res6It'iti :;' «s .t " severe personar injury'or ciamage�ta trusses o.�r utld�nga t�,1r "° 4x2 PARALLEL CHORD TRUSS TOP CHORD TEMPORARY'BAACING Continuous ,. •. - -' lop Chord Top chords that are laterally braced can buckle '; ° t - • Lateral Brace togebw and cause collapse if there is no diago. .. Required nal tracing. Diagonal bracing should be nailed ' to the underside of the top chord when purlGesare - - 10 orGr - a tached to the topside of the top chord. ----- M n Attachment Required Sal Fr s. A3 21 o 4 , Trusses must have lum- / bar oriented in the hori- All lateral braces' zonlal direction:to.-use lapped at least this brace spacing, twotrusses. ty1 __"•--_ j w4V -1 i End diagonals are essential for I� stability and must be duplicated on ---- both ends of the truss system_ jj.MONO.,TRUSS; CHORD TEMPORARY:BRACING ' r-• ' a TOP;CFlURQ DEAGONALBRACE ;MINIMUM: -L'•ATERALBRACE.' SPACA+IG(UBS); SPAN._ PITCH' :SPAClNG(LBS} • . ' ` [#trusses];;-; iz SP F HF —13 or; r Up to 24 3/12 `8' 17 12 g reate 8'' Over 24'-42'T r 3/12 T 10 6W. • ". �Ce.. �• `• Over 42'-54' '1/12 6' 6 4 ! B' Over 54' See a registered professional engineer Hofe:43ottom'ehord&web member.temparary'braeing also required-refer to Frame J- % V' DF-Douglas Fir-Larch SP-'Southern pine. NF-Hem-Fir SPF-Spruce-Pine-Fir r � ep r �tY f AII'lateral: aces laps;� r'at leasf2 :.DiagonaE Brace » 'r��.� �,3' :•>5 -trusses. -also required on .,�` erttl verticals. / • Continuous Top Chord Lateral Brace Required / 10"or Greater 1`ap chords that are ta[eraEly braced can buckle logether and cause collapse it there is no diago- t ?`Itp •" '° 't r'4 -r-' ,;v�' - nat bracing. Diagonal bracing should be nailed f a r��sS{ k't "'y;�•w a .. to the undersideot the top chord when pudinsare '" If t+x•�. .,,`.��r y�� " - - AftBCflrrlCRi attached to the topside of the top chord. RequlrP.c] ••� � i, y� ,�.., '.#S'gs�!:' '�• �: =ff �.,-'� `WLx .Fa-�+.=y .Lx•a�, '�r'S '.+a ` {•�'x��.., i�=rX.' "si. ,s'�.u�r� ,' s +n�•� �,, . _ WAR . i *� Failurerto o t ese,recommen ation CoulCi�esLlit rll ' p: t e n� Lai' r r •rr�.�....+!�^;::� '��"�" 3� '��•'�,� &��ra, ��,rW k,a� .�;s;�. +,�yLn a_K rt� ��.�r � "t„„• rLr�^7 a 4 xa l , �. sev,; r persona +iry orrda,�rllage,to^6usse p #�ultlings:�u - '-• ' ', -. i+,• ,�d"9. .k t.3:� ...a+sn t: � x '��--u..... ..xc' �.�,v ...�s'7I�'k .�lx..-'�"'.�a � u�``• ti;at2y `: ,+', INSTAL TION"TOLERANCES ' S ,;. ... . . _ y; :Lengthry •',;'", RLUMB :Q(in} ;W60 ` 'D(ft)A s I t - 12" 1/4" T �'/°' _ Lesse`iof r r t Lf200 or 2 ar, `, ;,, 24" _ 1/2" 2' s r r"• " :f rr �4f, 3L. ' •� • r. lJ��•{ r 60" 1-1/4" S' # ! BE 1-3 4" T l 96„ 2„ 8, Truss t 1D8" 2" Depth Lie, iot i - .U200or2" l Lesser of 0/SO or 2" L(in) U200 L(ft) ,L(Pn) LJ200 • L(ft) Maximum. 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Flores Unit 1 Date . . 11/03/06 10 : 56 : 33 Project Address . . . . . . . . 905 Sumner Ave. ******* Lake Elsinore, CA *v7 . 10* Documentation Author. . . Debbie Miner ******* Bui zng Permit Cal-Kool A/C & Heating 31600 Railroad Canyon Road Plan Check Date Canyon Lake, CA 92587 951-244-4412 Field C ec Date Climate Zone . . . . . . . . . . . 10 Compliance Method. . . . . . MICROPAS7 v7 . 10 for 2005 Standards by Enercomp, Inc . MICROPAS7 v7 . 10 File-FLORESI AY TZlOSQS-- 'Program-TOC' --ti•�� User#-MP1680 User-Cal-Kool `7�PC'kk&,, �sHeating- Run-Flores Unit 1 TABLE C@N'PENTSI- Report _ - Page FORM CF-1R. . . . . . . . . . . . . . . . 1 FORM MF-1-R-. �.. 6 FORM WS-5R. . . . . . . . . . . 10 HVAC SIZING. . . . . . . . . . . . . . . 11 APPROVED FOR PERMIT ISSUANCE FAZEKAS i ASSQCiATES INC. i� BY- These plans have en reviewed for adherence to the �wlicable codes and ordinance: ;Authorization is hereby granted'to 'lssue.a"tiuildlro'.permit pending approval by as appiice W City agencies. The issuance or granting of a permit based on approval of:tf1lM.pfine shad riot be construed to permit or approve w* violation of the applicable codes or ordinance. No permit presumed to give authority to.violate or.cancel the provisions of.such codes shall.be valid. I. CERTIFICATE OF COMPLIANCE : RESIDENTIAL COMPUTER METHOD CF-1R Page 1 Project Title . . . . . . . . . . Flores Unit 1 Date . . 11/03/06 10 : 56 : 33 Project Address . . . . . . . . 905 Sumner Ave . ******* Lake Elsinore, CA *v7 . 10* Documentation Author. . . Debbie Miner ******* Bui zng Permit Cal-Kool A/C & Heating 31600 Railroad Canyon Road Plan Check Date Canyon Lake, CA 92587 951-244-4412 Field C ec Date Climate Zone . . . . . . . . . . . 10 Compliance Method. . . . . . MICROPAS7 v7 . 10 for 2005 Standards by Enercomp, Inc . MICROPAS7 v7 . 10 File-FLORESI Wth-CTZ10S05 Program-FORM CF-1R User#-MP1680 User-Cal-Kool A/C & Heating Run-Flores Unit 1 MICROPAS7 ENERGY USE SUMMARY Energy Use Standard Proposed Compliance (kTDV/sf-yr) Design Design Margin Space Heating . . . . . . . . . . 8 . 42 8 . 23 0 . 19 Space Cooling . . . . . . . . . . 22 . 62 21 . 47 1 . 15 Water Heating . . . . . . . . . . 14 . 29 13 . 58 0 . 71 Total 45 . 33 43 . 28 2 . 05 *** Building complies with Computer Performance *** GENERAL INFORMATION C HERS Verification. . . . . . . . . . Not Required Conditioned Floor Area. . . . . 1509 sf Building Type . . . . . . . . . . . . . . Single Family Detached Construction Type . . . . . . . . . New Fuel Type . . . . . . . . . . . . . . . . . NaturalGas Building Front Orientation. Front Facing 210 deg (SW) Number of Dwelling Units . . . 1 Number of Building Stories . 2 Weather Data Type . . . . . . . . . . FullYear Floor Construction Type . . . . Slab On Grade Number of Building Zones . . . 1 Conditioned Volume . . . . . . . . . 12072 cf Slab-On-Grade Area. . . . . . . . . 826 sf Glazing Percentage . . . . . . . . . 12 . 8 % of floor area Average Glazing U-factor. . . 0 . 37 Btu/hr-sf-F Average Glazing SHGC . . . . . . . 0 . 3 Average Ceiling Height . . . . . 8 ft CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 2 Project Title . . . . . . . . . . Flores Unit 1 Date . . 11/03/06 10 : 56 : 33 MICROPAS7 v7 . 10 File-FLORESI Wth-CTZ10S05 Program-FORM CF-1R User#-MP1680 User-Cal-Kool A/C & Heating Run-Flores Unit 1 BUILDING ZONE INFORMATION Floor # of # of Cond- Thermo- Vent Vent Verified Area Volume Dwell Peop- it- stat Height Area Leakage or Zone Type (sf) (cf) Units le ioned Type (ft) (sf) Housewrap Residence 1509 12072 1 . 00 6 . 0 Yes Setback 8 . 0 Standard No OPAQUE SURFACES U- Sheath- Solar Appendix Frame Area fact- Cavity ing Act Gains IV Location/ Surface Type (sf) or R-val R-val Azm Tilt Reference Comments 1 Wall Wood 348 0 . 102 13 0 210 90 Yes IV. 9 A3 ExtWall 2 Wall Wood 432 0 . 102 13 0 300 90 Yes IV. 9 A3 ExtWall 3 Wall Wood 381 0 . 102 13 0 30 90 Yes IV. 9 A3 ExtWall 4 Wall Wood 432 0 . 102 13 0 120 90 Yes IV. 9 A3 ExtWall 5 RoofRad Wood 826 0 . 032 30 0 n/a 0 Yes IV. 1 A7 Attic 6 Door Other 20 0 . 500 0 0 210 90 Yes IV. 5 A4 Solid Wood 7 Door Other 18 0 . 500 0 0 30 90 Yes IV. 5 A4 Solid Wood PERIMETER LOSSES Appendix Length F2 Insul Solar IV Location/ Surface (ft) Factor R-val Gains Reference Comments �8 SlabEdge 118 0 . 730 R-0 No None ToOutside FENESTRATION SURFACES Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments 1 Wind Front (SW) 16 . 0 0 . 380 0 . 290 210 90 Standard Fl/Vinyl LoE Operable 2 Wind Front (SW) 16 . 0 0 . 380 0 . 290 210 90 Standard ' F2/Vinyl LoE Operable 3 Wind Front (SW) 9 . 0 0 . 350 0 . 300 210 90 Standard F3/Vinyl LoE Fixed 4 Wind Front (SW) 16 . 0 0 . 380 0 . 290 210 90 Standard F4/Vinyl LoE Operable 5 Door Front (SW) 16 . 7 0 . 400 0 . 400 210 90 Standard F6/French LoE 6 Wind Front (SW) 6 . 0 0 . 380 0 . 290 210 90 Standard F5/Vinyl LoE Operable 7 Wind Left (NW) 14 . 0 0 . 380 0 . 290 300 90 Standard Ll/Vinyl LoE Operable 8 Wind Left (NW) 8 . 0 0 . 380 0 . 290 300 90 Standard L2/Vinyl LoE Operable 9 Wind Left (NW) 6 . 0 0 . 380 0 . 290 300 90 Standard L3/Vinyl LoE Operable 10 Wind Left (NW) 4 . 0 0 . 380 0 . 290 300 90 Standard L4/Vinyl LoE Operable 11 Door Back (NE) 33 . 3 0 . 340 0 . 310 30 90 Standard Bl/Vinyl LoE Patio Door 12 Wind Back (NE) 16 . 0 0 . 380 0 . 290 30 90 Standard B2/vinyl LoE Operable 13 Wind Right (SE) 16 . 0 0 . 380 0 . 290 120 90 Standard R1/Vinyl LoE Operable 14 Wind Right (SE) 16 . 0 0 . 380 0 . 290 120 90 Standard R2/Vinyl LOE Operable CERTIFICATE OF COMPLIANCE : RESIDENTIAL COMPUTER METHOD CF-1R Page 3 Project Title . . . . . . . . . . Flores Unit 1 Date . . 11/03/06 10 : 56 : 33 MICROPAS7 v7 . 10 File-FLORESI Wth-CTZ10S05 Program-FORM CF-1R User#-MP1680 User-Cal-Kool A/C & Heating Run-Flores Unit 1 OVERHANGS Window Overhang Area Left Right Surface (sf) Width Height Depth Height Extension Extension 1 Window 16 . 0 n/a 4 . 0 4 . 5 1 n/a n/a 2 Window 16 . 0 n/a 4 . 0 4 . 5 1 n/a n/a 3 Window 9 . 0 n/a 6 . 0 6 . 5 1 n/a n/a 4 Window 16 . 0 n/a 4 . 0 4 . 5 1 n/a n/a 5 Door 16 . 7 n/a 6 . 7 4 . 5 1 n/a n/a 6 Window 6 . 0 n/a 2 . 0 4 . 5 1 n/a n/a 8 Window 8 . 0 n/a 2 . 0 1 . 5 1 n/a n/a 12 Window 16 . 0 n/a 4 . 0 1 . 5 1 n/a n/a SLAB SURFACES Area Slab Type (sf) Standard Slab 826 HVAC SYSTEMS Verified Number Verified Verified Verified Verified Maximum System of Minimum Refrig Charge Adequate Fan Watt Cooling Type Systems Efficiency EER or TXV Airflow Draw Capacity Furnace 1 0 . 900 AFUE n/a n/a n/a n/a n/a ACSplit 1 14 . 00 SEER No No No No No HVAC SIZING Verified Total Sensible Design Maximum Heating Cooling Cooling Cooling System Load Load Capacity Capacity Type (Btu/hr) (Btu/hr) (Btu/hr) (Btu/hr) Furnace 34998 n/a n/a n/a ACSplit n/a 18529 22220 n/a Sizing Location. . . . . . . . . . . . ELSINORE Winter Outside Design. . . . . . 22 F Winter Inside Design. . . . . . . 70 F Summer Outside Design. . . . . . 100 F Summer Inside Design. . . . . . . 75 F Summer Range . . . . . . . . . . . . . . . 39 F CERTIFICATE OF COMPLIANCE : RESIDENTIAL COMPUTER METHOD CF-1R Page 4 Project Title . . . . . . . . . . Flores Unit 1 Date . . 11/03/06 10 : 56 : 33 MICROPAS7 v7 . 10 File-FLORESI Wth-CTZ10S05 Program-FORM CF-1R User#-MP1680 User-Cal-Kool A/C & Heating Run-Flores Unit 1 DUCT SYSTEMS Verified Verified Verified System Duct Duct Duct Surface Buried Type Location R-value Leakage Area Ducts Furnace Attic R-4 . 2 No No No ACSplit Attic R-4 . 2 No No No WATER HEATING SYSTEMS Number Tank External Heater in Energy Size Insulation Tank Type Type Distribution Type System Factor (gal) R-value 1 Storage Gas Standard 1 0 . 60 5o R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates a Radiant Barrier. REMARKS CERTIFICATE OF COMPLIANCE : RESIDENTIAL COMPUTER METHOD CF-1R Page 5 Project Title. . . . . . . . . . Flores Unit 1 Date . . 11/03/06 10 : 56 : 33 MICROPAS7 v7 . 10 File--FLORESI Wth-CTZ10S05 Program-FORM CF-1R User4-MP1680 User-Cal-Kool A/C & Heating Run-Flores Unit 1 COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title-24 , Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. DESIGNER or OWNER DOCUMENTATION AUTHOR Name . . . . Billy L. Maxwell Name . . . . Debbie Miner Company. Billy Maxwell Design Company. Cal-Kool A/C & Heating Address . 31600 Railroad Canyon Rd. Address . 31600 Railroad Canyon Road Canyon Lake, CA 92587 Canyon Lake, CA 92587 Phone . . . 95 -244-2 5 Phone . . . 9 244 -4412 License . n/ r 2 Signed. . Signed. . (,QJ 7AJ ate ate ENFORCEMENT AGENCY Name . . . . Title . . . _Agency. . Phone . . . Signed. . ate MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF-1R Page 6 Project Title . . . . . . . . . . Flores Unit 1 Date . . 11/03/06 10 : 56 : 33 Project Address . . . . . . . . 905 Sumner Ave . ******* Lake Elsinore, CA *v7 . 10* Documentation Author. . . Debbie Miner ******* Building Permit Cal-Kool A/C & Heating 31600 Railroad Canyon Road Plan Check Date Canyon Lake, CA 92587 951-244-4412 Fie C ec Date Climate Zone . . . . . . . . . . . 10 Compliance Method. . . . . . MICROPAS7 v7 . 10 for 2005 Standards by Enercomp, Inc . MICROPAS7 v7 . 10 File-FLORESI Wth-CTZ10S05 Program-FORM MF-1R User#-MP1680 User-Cal-Kool A/C & Heating Run-Flores Unit 1 Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supersede the items marked with an asterisk (*) . When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. BUILDING ENVELOPE MEASURES De- En- sign- force- *150 (a) : Minimum R-19 insulation in wood framed ceiling or n/a er ment equivalent U-factor in metal frame ceiling XX 150 (b) : Loose fill insulation manufacturer ' s labeled R-Value XX *150 (c) : Minimum R-13 wall insulation in wood framed walls or _ equivalent U-factor in metal frame walls (does not apply to exterior mass walls) XX *1 0 (d) : Minimum R-13 raised floor insulation in framed floors or equivalent U-factor XX 15O (e) : Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1 . Masonry and factory-built fireplaces have : a . Closeable metal or glass door covering the entire opening of the firebox XX b. Outside air intake with damper and control , flue damper and control XX 2 . No continuous burning gas pilot lights allowed —XX 150 (f) . Air retarding wrap installed to comply with Sec . 151 meets requirements specified in ACM Residential Manual XX 150 (g) : Vapor barriers mandatory in Climate Zones 14 , 16 only _XX_ 150 (1) : Slab edge insulation - water absorption rate for the insulation material without facings no greater than 0 . 3%, water vapor permeance rate no greater than 2 . 0 perm/inch XX_ 118 : Insulation specified or installed meets insulation quality standards . Indicate type and include CF-6R form XX 116-17 : Fenestration Products , Exterior Doors and Infiltration _ Exfiltration Controls 1 . Doors and windows between conditioned and unconditioned spaces designed to limit air leakage XX • 2 . Fenestration products (except field-fabricated) have _ label with certified U-factor, certified Solar Heat Gain Coefficient (SHGC) , and infiltration certification 3 . Exterior doors and windows weatherstripped, all joints — _ and penetrations caulked and sealed XX M1-.TDAT0.RY MEASURES CHECKLIST: RESIDENTIAL MF-lR Page 7 Project Title . . . . . . . . . . Flores Unit 1 Date . . 11/03/06 10 : 56 : 33 MICROPAS7 v7 . 10 File-FLORESI Wth--CTZIOS05 Program-FORM MF-1R User##-MP1680 User-Cal-Kool A/C & Heating Run-Flores Unit 1 SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES De- En- sign- force 110-113 : HVAC equipment, water heaters, showerheads and n/a er ment faucets certified by the Energy Commission XX 150 (h) : Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA XX 150 (i) : Setback thermostat on all applicable heating and/or — cooling systems XX 150 (j ) : Water system pipe and tank insulation and cooling — systems line insulation 1 . Storage gas water heaters rated with an Energy Factor less than 0 . 58 must be externally wrapped with insulation having an installed thermal resistance of R12 or greater XX 2 . Back-up tanks for solar system, unfired storage tanks , or — other indirect hot water tanks have R-12 external insulation or R-16 internal and indicated on the exterior of the tank showing the R-value XX 3 . The following piping is insulated according to Table 1507A/B` or Equation 150-A Insulation Thickness : 1 . First 5 feet of hot and cold water pipes closest to water heater tank, non-recirculating systems, and entire length of recirculating sections of hot water pipes shall be insulated to Table 150B XX 2 . Cooling system piping (suction, chilled water, or — brine lines) , piping insulated between heating source Y and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A XX 4 . Steam hydronic heating systems or hot water systems >15 psi , — % meet requirements of Table 123-A XX 5 . Insulation must be protected from damage, including that—due to sunlight, moisture, equipment maintenance and wind XX 6 . Insulation for chilled water piping and refrigerant suction — piping includes a vapor retardant or is enclosed entirely in conditioned space XX 7 . Solar water-heating systems/collectors are certified by tt- ice- - Solar Rating and Certification Corporation XX *150 (m) ; Ducts and Fans — — 1 . All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601 , 602 , 603 , 604 , 605 and Standard 6-5 ; supply-air and return-air ducts and plenums are insulated to a minimum installed level of R-4 . 2 or enclosed entirely in conditioned space . Openings shall be sealed with mastic, tape, or other duct-closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723 . If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used XX 2 . Building cavities, support platforms for air handlers , annc ` — — plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts . Ducts installed in MrfiNDATORY MEASURES CHECKLIST : RESIDENTIAL MF-1R Page 8 Project Title. . . . . . . . . . Flores Unit 1 Date . . 11/03/06 10 : 56 : 33 MICROPAS7 v7 . 10 File-FLORESI Wth-CTZ10S05 Program-FORM MF-1R User#-MP1680 User-Cal -Kool A/C & Heating Run-Flores Unit 1 cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts XX 3 . Joints and seams of duct systems and their components shall not be sealed with cloth backed rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands XX 4 . Exhaust fan systems have back draft or automatic dampers - XX-S . Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers XX 6 . Protection of Insulation. Insulation shall be protected from damage due to sunlight, moisture, equipment mainten- ance and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material XX 7 . Flexible ducts cannot have porous inner cores _XX_ 114 : Pool and Spa Heating Systems and Equipment 1 . A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the heater, weatherproof operating instructions, no electric resistance heating and no pilot light XX 2 . System is installed with: a. At least 36 inches of pipe between filter and heater for future solar heating b. Cover for outdoor pools or outdoor spas . XX %3 . Pool system has directional inlets and a circulation pump time switch XX 115 : Gas-fired central furnaces , pool heaters, spa heaters or ;household cooking appliances have no continuously burning pilot light (Exception: Non-electrical cooking appliances with pilot < 150 Btu/hr) XX 118 (i) : Cool Roof material meets specified criteria XX RESIDENTIAL LIGHTING MEASURES De- En- sign- force 150 (k) l : HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: n/a er ment contain only high efficacy lamps as outlined in Table 150-C, and do not contain a medium screw base socket (E24/E26) . Ballast for lamps 13 watts or greater are electronic and have an output frequency no less than 20 kHz XX 150 (k) l : HIGH EFFICACY LUMINAIRES - OUTDOOR HID : contain only high efficacy lamps as outlined in Table 150-C, luminaire has factory installed HID ballast XX 150 (k) 2 : Permanently installed luminaires in kitchens shall be high efficacy luminaires . Up to 50 percent of the wattage, as determined in Sec . 130 (c) , of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires XX 150 (k) 3 : Permanently installed luminaires in bathrooms, — garages, laundry rooms, utility rooms shall be high MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF-1R Page 9 Project Title. . . . . . . . . . Flores Unit 1 Date . . 11/03/06 10 : 56 : 33 MICROPAS7 v7 . 10 File-FLORESI Wth-CTZ10S05 Program-FORM MF-1R User#-MP1680 User-Cal-Kool A/C & Heating Run-Flores Unit 1 efficacy luminaires OR are controlled by an occupant sensor (s) certified to comply with Section 119 (d) that does not turn on automatically or have an always on option XX 150 (k) 4 : Permanently installed luminaires located other than ' in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft2) , OR are controlled by a dimmer switch OR are controlled by an occupant sensor (s) that complies with Section 119 (d) that does not turn on automatically or have an always on option XX 150 (k) 5 : Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are certified air tight to ASTM E283 and labeled as air tight (AT) to less than 2 . 0 CFM at 75 Pascals XX 150 (k) 6 : Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy luminaires (not in- cluding lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119 (d) XX 150 (k) 7 : Lighting for parking lots for 8 or more vehicles shall— have lighting that complies with Sec . 130, 132 , and 147 . Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Sec . 130, 131 , and 146 XX 150 (k) 8 : Permanently installed lighting in the enclosed, non- "idwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires OR are controlled by an occupant sensor (s) certified to ,,comply with Section 119 (d) XX RESIDENTIAL KITCHEN LIGHTING WORKSHEET WS-5R Page 10 Project Title. . . . . . . . . . Flores Unit 1 Date . . 11/03/06 10 : 56 : 33 MICROPAS7 v7 . 10 File-FLORESI Wth-CTZ10S05 Program-FORM MF-1R User#-MP1680 User-Cal-Kool A/C & Heating Run-Flores Unit 1 At least 50% of the total rated wattage of permanently installed luminaires in the kitchen must be in luminaires that are high efficacy luminaires as defined in Table 150-C. Luminaires that are not high efficacy must be switched separately. KITCHEN LIGHTING SCHEDULE High High Efficacy Efficacy Other Luminaire Type (Yes/No) Watts Quantity Watts Watts Fluor Down Yes 26 x 4 = 104 or Cab Fluor Yes 25 x 4 = 100 or Total A= 204 B= Complies if A >= B Yes XX No Rules for Determining Residential Kitchen Luminaire Wattage Screw Base Sockets - Section 130 (c) 1 (Not containing permanently installed ballasts) The maximum relamping rated wattage of the luminaire, as listed on a permanent factory-installed label (luminaire wattage is not based on type or wattage of lamp that is used) . Permanently or Remotely Installed Ballasts - Section 130 (c) 2 Jhe operating input wattage of the rated lamp/ballast combination based on values published in manufacturer's catalogs based on independent testing lab reports . Life Voltage Track Lighting (90 through 480 volts) - Section 130 (c) 3 I . Volt-ampere (VA) rating of the branch circuit (s) feeding the tracks ; or 2 . For tracks equipped with an integral current limiter, the higher of - The wattage (or VA) rating of an approved integral current limiter contr - 15 watts per linear foot of the track; or 3 . For tracks without an integral current limiter, the higher of - 45 watts per linear foot of the track or - The total wattage of all of the luminaires included in the system. Low Voltage Track Lighting (less than 90 volts) - Section 130 (c) 4 Rated wattage of the transformer feeding the system, as shown on a permanent factory-installed label Other Lighting - Section 130 (c) 5 (Lighting systems that are not addressed in Sections 130 (c) 1-4) The maximum rated wattage, or operating input wattage of the system, listed on a permanent factory installed label, or published in manufacturer' s catalogs , based on independent testing lab reports . HVAC. SIZING HVAC Page 11 Project Title. . . . . . . . . . Flores Unit 1 Date . . 11/03/06 10 : 56 : 33 Project Address . . . . . . . . 905 Sumner Ave . ******* Lake Elsinore, CA *v7 . 10* Documentation Author. . . Debbie Miner ******* Bui zng Permit Cal-Kool A/C & Heating 31600 Railroad Canyon Road Plan C ec Date Canyon Lake, CA 92587 951-244-4412 Field C ec Date Climate Zone . . . . . . . . . . . 10 Compliance Method. . . . . . MICROPAS7 v7 . 10 for 2005 Standards by Enercomp, Inc . MICROPAS7 v7 . 10 File-FLORESI Wth-CTZ10S05 Program-HVAC SIZING User##-MP1680 User-Cal-Kool A/C & Heating Run-Flares Unit 1 GENERAL INFORMATION Floor Area . . . . . . . . . . . . . . . . . 1509 sf Volume . . : - - : - - , . . . . . 12072 cf Front Orientation. . . . . . . . . . Front Facing 210 deg (SW) Sizing Location. . . . . . . . . . . . ELSINORE Latitude . . . . . . . . . . . . . . . . . . . 33 . 7 degrees Winter Outside Design. . . . . . 22 F Winter Inside Design. . . . . . . 70 F Summer Outside Design. . . . . . 100 F Summer Inside Design. . . . . . . 75 F Summer Range . . . . . . . . . . . . . . . 39 F Interior Shading Used. . . . . . Yes Exterior Shading Used. . . . . . Yes Overhang Shading Used. . . . . . Yes Latent Load Fraction. . . . . . . 0 . 19 HEATING AND COOLING LOAD SUMMARY Heating Cooling Description (Btu/hr) (Btu/hr) Opaque Conduction and Solar. . . . . . 16287 5235 Glazing Conduction and Solar. . . . . 3459 3972 Infiltration. . . . . . . . . . . . . . . . . . . . . 8985 2973 Internal Gain. . . . . . . . . . . . . . . . . . . . n/a 2980 Ducts . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6267 3368 Sensible Load. . . . . . . . . . . . . . . . . . . . 34998 18529 Latent Load. . . . . . . . . . . . . . . . . . . . . . n/a 3691 Minimum Total Load 34998 22220 Note : The loads shown are only one of the criteria affecting the selection of HVAC equipment . Other relevant design factors such as air flow requirements, outside air, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc . , must also be considered. It is the HVAC designer' s responsibility to consider all factors when selecting the HVAC equipment . 5 1 I MAXWELL ENGINEERING Job # 102506 31600 RAILROAD CANYON ROAD, Suite G CANYON LAKE, CA. 92587 (951) 244-1101, (951) 244-1301 fax FLORES DUPLEX APPROVED LAKE ELSINORE, CA. FOR PERLIT WSUANCE CLIENT: Billy L. Maxwell Design 31600 Railroad Canyon Road, SAY / Canyon Lake, Ca. 92587 These plans ha46M MVWAed for adherence to ilte: applicable codes and Ordlrglnc�: Authorization Is Hereby granted to bsu4.d'buildit�_pgMQ pending BUILDING CODE: U.B.C., Latest Edition approval by d.op atya f4 MATERIALS, The o issuance e[_ if1 at a unit'based OW i Except as otherwise specified h val f tllq ;pl�lli l W404 Mnsfrued to ; permit or .appso� l w8doh Of the applirrtble. Concrete 2,500 PSI at 28 es or ordlr1srlrc 1 own= .Presumed to`give Concrete Block Grade N. +. Un ty to violate or -o d protiialons of,such A hall be valid: Brick Masonry Grade MW, 2,500 PSI Units, C-62 ' Reinf. Steel 20,000 PSI (ASTM A615, Grade 4(1) r Structural Steel 24,000 PSI (Compact) (ASTM A-36) �+- Structural Pipe 22,000 PSI (ASTM A-53, Grd. "B") Plywood Sheathing D.F.P.A., Structural II, INTR. P.S. 1-83 Glue Lam Beams 2,400 PSI (D.F. - Larch, Comb. "A" or Comb. 24F Lumber Grade Marked D.F. - Larch, W.C.L.B. Grdg. Rule 16 Soil Pressure 1000 PSF min. unless specified in soils report i DESIGN REFERENCES, including charts and Tables from: Lumber & Timber Wood Structural Design Data (Volume 1) National Lumber Manufacturers Association Steel Manual of Steel Construction, AISC Concrete Reinforced Concrete Design Handbook, ACL Ultimate Strength Design Handbook, ACT Concrete Block & Masonry Design Manual, by Masonry Industry Brick Masonry Adverting Committee CITY C npFESS/04,1 t � EXP. 12-39-d2) PERMIT BY: C-55865-- V-36 ReVration No. _ * Date � r �� (4 , l � o 0 4 o T — Ifl, o /� ��oo�'L, o ��� - s�}T�a 1 N N c `(7) -fV1140, r ZL e offs ' o 60 PI-111 - /2-1,C2 { � 5T5- — � S 1 Y 14 �— I � a1 1� ,4y1 'r� I�o�yS 044T F-oOF so ppo -r b1,-\ @ J,IrL-F- t � J= .6 CL E 0 CM zu � `. , •�� pll C� C5 tl } • r. 0 r � p c O zu Y _n Cz J 5� � C - CL 0 / N M � -� i Q) N a) Nz Ili C Ito -7 J= 4 o ,1 toso Z�" r, 57 i4b @ P. VJ(r4;)oW 0 U N r � N � N C CD O C z i!1 i 7/MAXWELL ENGINEERING BeamChek v2006licensed to: Ward B. Maxwell Reg#2001-2406 FLORES DUPLEX, JOB# 102506 LAKE ELSINORE, CA. RB-1 Prepared by: WBM Date: 10/30/06 Selection 6x 8 DF-L#1 Lu =0.0 Ft Conditions NDS 2001 Min Bearing Area R1=2.7 in R2=2.7 in Data Beam Span 6.0 ft Beam Wt per ft 10.02# Reaction 1 TL 1710# Reaction 2 TL 1710# Bm Wt Included 60# Maximum V 1710# Max Moment 2565'# Max V(Reduced) 1354# TL Max Defl L/240 TL Actual Defl L/>1000 Attributes Section in') Shear(in2) TL Defl (in) Actual 51.56 41.25 0.05 Critical 20.52 9.56 0.30 Status OK OK OK Ratio 40% 23% 18% Fb(psi) Fv(psi) E (psi x mil) Fc L (psi) ti Values Base Values 1200 170 1.6 625 Base Adjusted 1500 213 1.6 625 Adjustments CF Size Factor 1.000 ` Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A L Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform TL: 560 =A Uniform Load A RI 1710 R2= 1710 SPAN =6 FT n Uniform and partial uniform loads are Ibs per lineal ft. MAXWELL ENGINEERING BeamChek v2006 licensed to: Ward B. Maxwell Reg#2001-2406 FLORES DUPLEX, JOB# 102506 LAKE ELSINORE, CA. RB-2 Prepared by: WBM Date: 10/30/06 Selection 6x 8 DF-L#1 Lu =0.0 Ft Conditions NDS 2001 Min Bearing Area R1= 1.5 in' R2= 1.5 in Data Beam Span 10.0 ft Beam Wl per ft 10.02 # Reaction 1 TL 950# Reaction 2 TL 950# Bm Wt Included 100# Maximum V 950# Max Moment 2375'# Max V(Reduced) 831 # • TL Max Defl L/240 TL Actual Defl L/870 Attributes Section (in') Shear(inz) TL Defl (in) Actual 51.56 41.25 0.14 Critical 19.00 5.87 0.50 Status OK OK OK Ratio 37% 14% 28% Fb (psi) Fv(psi) E (psi x mil) Fc L (psi) r Values Base Values 1200 170 1.6 625 Base Adjusted 1500 213 1.6 625 Adjustments CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform TL: 180 =A Uniform Load A R1 =950 R2 = 950 SPAN = LOFT Uniform and partial uniform loads are Ibs per lineal ft. MAXWELL ENGINEERING BeamChek v2006licensed to: Ward B. Maxwell Reg#2001-2406 FLORES DUPLEX, JOB# 102506 LAKE ELSINORE, CA. HDR-1 Prepared by: WBM Date: 10/27/06 Selection 4x 6 DF-L#1 Lu =0.0 Ft Conditions NDS 2001 Min Bearing Area R1= 1.8 in' R2= 1.8 in' Data Beam Span 4.0 ft Beam Wt per ft 4.68# Reaction 1 TL 1129# Reaction 2 TL 1129# Bm Wl Included 19# Maximum V 1129# Max Moment 1129'# Max V(Reduced) 871 # • TL Max Defl L/240 TL Actual Defl L/>1000 Attributes Section (in') Shear(in 2) TL Defl(in) Actual 17.65 19.25 0.04 Critical 10.42 7.25 0.20 Status OK OK OK Ratio 59% 38% 20% Fb(psi) Fv(psi) E (psi x mil) Fc I(psi) Values Base Values 1000 180 1.7 625 Base Adjusted 1300 180 1.7 625 Adiustments CF Size Factor 1.300 • Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe= 0.0 Loads Uniform TL: 560 =A Uniform Load A 0 R1 = 1129 R2 = 1129 SPAN =4 FT Uniform and partial uniform loads are Ibs per lineal ft. 40n, ' rA", rj FLOOR JOISTS OVER LIVING ROOM �A�XEyrdl:wr Business / TJ-Beame6.20 Seriaf Number;7003024100 11 7/8++ TJ I@ 210 @ 16r+ O/c User.1 10127/2006 3:52:04 PM Page 1 Engine Version:6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED a. .a Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/UpliftlTotal 1 Stud wall 3.50" 2.25" 4001120 10/520 A& Rim Board 1 Ply 1 1/4"x 11 718"0.8E TJ-Strand Rim Board® 12 Stud wall 3.50" 2.25" 400/120/0 1 520 A3: Rim Board 1 Ply 1 1/4"x 11 7/8"0.8E TJ-Strand Rim Board® -See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):A3: Rim Board DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 506 -500 1655 Passed(30%) Rt.end Span 1 under Floor loading ` Vertical Reaction(Ibs) 506 506 1110 Passed(46%) Bearing 2 under Floor loading Moment(Ft-Lbs) 1843 1843 3620 Passed(51%) MID Span 1 under Floor loading Live Load Defl(in) 0.180 0.365 Passed(U973) MID Span 1 under Floor loading Total Load Deft(in) 0.234 0.729 Passed(U749) MID Span 1 under Floor loading TJPro 46 30 Passed Span 1 -Deflection Criteria:STANDARD(LL:U480,TL:U240). -Deflection analysis is based on composite action with single layer of 19/32"Panels(20"Span Rating)GLUED&NAILED wood decking. -Bracing(Lu):Alf compression edges(top and bottom)must be braced at 4'S"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED&NAILED 19132"Panels(20"Span Rating)decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling-None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.39 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION; OPERATOR INFORMATION: FLORES DUPLEX Ward Maxwell 905 SUMNER AVENUE Maxwell Engineering LAKE ELSINORE, CA. 31600 Railroad Canyon Road Suite G Canyon Lake,CA 92587 Phone: (951)244-1101 Fax :(951)244-1301 maxwellw@verizon.net Copyright n 2005 by Trus Joist, a Weyerhaeuser Business TJI0 and TJ-BeamM are registered trademarks of Trus Joist. e-I Joist",Pro^ and TJ-Pro'" are trademarks of TruS Joist. FLOOR JOISTS OVER LIVING ROOM �"fyr'i`6'ae�ixr13 sinm pn 1e V TJ-Beam®6.20 Serial Number:7003024100 11 7/$ TJ I@ 210 @ 16 o/c User:1 10/27/2006 3 52.04 PM Paget Engine Version:5.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 14, 7.001, Max. Vertical Reaction Total (lbs) 520 520 Max. Vertical Reaction Live (lbs) 400 400 Selected Bearing Length (in) 2.25(W) 2.25(w) Max. Unbraced Length (in) 53 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 115 -115 Max Shear at Support (lbs) 117 -117 Member Reaction (lbs) 117 117 Support Reaction (lbs) 120 120 Moment (Ft-Lbs) 425 Loading on all spans, LDF = 1.00 1.0 Dead + 1.0 Floor Shear at Support (lbs) 500 -500 Max Shear at Support (lbs) 506 -506 Member Reaction (lbs) 506 506 ,Support Reaction (lbs) 520 520 Moment (Ft-Lbs) 1943 Live Deflection (in) 0.180 Total Deflection (in) 0.234 .4 PROJECT INFORMATION: OPERATOR INFORMATION: FLORES DUPLEX Ward Maxwell 905 SUMNER AVENUE Maxwell Engineering LAKE ELSINORE,CA. 31600 Railroad Canyon Road Suite G Canyon Lake,CA 92587 Phone:(951)244-1101 Fax :(951)244-1301 maxwellw@verizon.net Copyright 0 2005 by Ttus Joist, a Weyerhaeuser Business TOM and Ti-BeamW are registered trademarks of Trus Joist. e-I Joist,,Pro" and TJ-Prol are trademarks of Trus Joist. MAXWELL ENGINEERING BeamChek v2006licensed to: Ward B. Maxwell Reg#2001-2406 FLORES DUPLEX, JOB#102506 LAKE ELSINORE, CA, FB-1 Prepared by: WBM Date: 10/27/06 Selection [3-1/2x 9-1/4 2.0E TJ Parallam W.S. PSL Lu=0.0 Ft Conditions Min Bearing Area R1=4.2 in2 R2=4.2 in' Data Beam Span 8.0 ft Beam Wt per ft 10.12# Reaction 1 TL 3168# Reaction 2 TL 3168# Bm Wt Included 81 # Maximum V 3168# Max Moment 6337'# Max V(Reduced) 2558# TL Max Defl L/240 TL Actual Defl L/608 Attributes Section (in') Shear in2 TL Defl in Actual 49.91 32.38 0.16 Critical 25.47 13.23 0.40 Status OK OK OK Ratio 51% 41% 39% Fb (psi) Fv(psi) E (psi x mil) Fc ! (psi) Values Base Values 2900 290 2.0 750 Base Adjusted 2985 290 2.0 750 Adjustments CF Size Factor 1.029 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress NIA Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe =0.0 Loads Uniform TL: 782 =A Uniform Load A R1 =3168 R2= 3168 SPAN =8 FT Uniform and partial uniform loads are lbs per lineal ft. MAXWELL ENGINEERING BeamChek v2006 licensed to: Ward B. Maxwell Reg#2001-2406 FLORES DUPLEX, JOB# 102506 LAKE ELSINORE, CA, FB-2 Prepared by: WBM Date: 10/30/06 Selection 6x 8 DF-L#1 Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1= 1.2 in2 R2= 1.2 in' Data Beam Span 8.0 ft Beam Wt per ft 10.02# Reaction 1 TL 724# Reaction 2 TL 724# Bm Wt included 80# Maximum V 724# Max Moment 1448'# Max V(Reduced) 611 # TL Max Defl L/240 TL Actual Defl L/>1000 Attributes Section (in') Shear(in2 TL Defl (in) Actual 51.56 41.25 0.05 Critical 14.48 5.39 0.40 Status OK OK OK Ratio 28% 13% 13% Fb psi) Fv(psi) E (psi x mil) Fc1(psi) Values Base Values 1200 170 1.6 625 Base Adjusted 1200 170 1.6 625 Adjustments CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A L Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe =0.0 Loads Uniform TL: 171 =A Uniform Load A Z R1 =724 R2= 724 SPAN =8 FT Uniform and partial uniform loads are Ibs per lineal ft. MAXWELL ENGINEERING SeamChek v2006 licensed to: Ward 8. Maxwell Reg#2001-2406 FLORES DUPLEX,JOB# 102506 LAKE ELSINORE, CA. NDR-2 Prepared by: WBM Date: 10/27/06 Selection 4x 6 DF-L#1 Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1=2.1 in' R2=2.1 in Data Beam Span 4.0 ft Beam Wt per ft 4.68# Reaction 1 TL 1315# Reaction 2 TL 1315# Bm Wt Included 19# Maximum V 1315# Max Moment 1315'# Max V(Reduced) 1014# TL Max Defl L/240 TL Actual Defl L/>1000 Attributes Section (in') Shear(inz} TL Defl (in) Actual 17.65 19.25 0.05 Critical 12.14 8.45 0.20 Status OK OK OK Ratio 69% 44% 23% Fb(psi) Fv(psi) E (psi x mil) Fc I (psi) Values Base Values 1000 180 1.7 625 Base Adjusted 1300 180 1.7 625 Adjustments CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform TL: 653 =A Uniform Load A R1 = 1315 R2= 1315 SPAN=4 FT Uniform and partial uniform loads are Ibs per lineal ft. MAXWELL ENGINEER'ING SeamChek v2006 licensed to: Waal B. Maxwell Reg#2001-2406 FLORES DUPLEX, JOB# 102506 LAKE ELSINORE, CA, NDR-3 Prepared by: WBM Date: 10/27/06 Selection 4x 10 -DF-L#1 Lu =0.0 Ft Conditions NDS 2001 Min Bearing Area R1= 3.7 in2 R2=3.7 in2 Data Beam Span 5.0 ft Beam Wt per ft 7.87# Reaction 1 TL 2325# Reaction 2 TL 2325# Bm Wt Included 39# Maximum V 2325# Max Moment 2906'# Max V(Reduced) 1608# TL Max Defl L/240 TL Actual Defl L/>1000 Attributes Section (in') Shear(inD TL Defl (in) Actual 49.91 32.38 0.03 Critical 29.06 13.40 0.25 Status OK OK OK Ratio 58% 41% 13% Fb (psi) Fv(psi) E (psi x mil) Fc I (psi) Values Base Values 1000 180 1.7 625 Base Adjusted 1200 180 1.7 625 Adjustments CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform TL: 922 =A Uniform Load A 0 R1 =2325 R2=2325 SPAN =5 FT Uniform and partial uniform loads are Ibs per lineal ft. MAXWELL ENGINEERING l o/ BeamChek v2006 licensed to: Ward B. Maxwell Reg#2001-2406 FLORES DUPLEX, JOB#102506 LAKE ELSINORE, CA. NDR-4 Prepared by:WBM Date: 10/30/06 Selection 5-1/4x 14 2.6E TJ Parallam W.S. PSL Lu =0.0 Ft Conditions Min Bearing Area R1=6.6 in R2=6.6 in' Data Beam Span 18.0 ft Beam Wt per ft 22.97# Reaction 1 TL 4932# Reaction 2 TL 4932# Bm Wt Included 413# Maximum V 4932# Max Moment 22193`# Max V(Reduced) 4292# TL Max Defl L/240 TL Actual Defl L/401 Attributes Section (in') Shear(in 2) TL Defl in Actual 171.50 73.50 0.54 Critical 74.73 17.76 0.90 Status OK OK OK Ratio 44% 24% 60% Fb (psi) Fv(psi) E(psi x mil) Fc L (psi) Values Base Values 2900 290 2.0 750 Base Adjusted 3563 363 2.0 750 Adjustments CF Size Factor 0.983 Cd Duration 115 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe= 0.0 Loads Uniform TL: 525 =A Uniform Load A 0 R1 =4932 R2 =4932 SPAN= 18 FT Uniform and partial uniform loads are lbs per lineal ft. ' MAXWELL ENGINEERING BeamChek v2006 licensed to: Ward B. Maxwell Reg#2001-2406 FLORES DUPLEX, JOB# 102506 LAKE ELSINORE, CA. R13-3 Prepared by: WBM Date: 10/30/06 Selection 6x 8 DF-L#'I Lu =0.0 Ft Conditions NDS 2001 Min Bearing Area R1=2.4 in R2=2.4 in Data Beam Span 6.0 ft Beam Wt per ft 10.02# Reaction 1 TL 1470# Reaction 2 TL 1470# Bm Wt Included 60# Maximum V 1470# Max Moment 2205'# Max V(Reduced) 1164# TL Max Defl L/240 TL Actual Defl L/>1000 Aftributes Section (in') Shear in2 TL Defl in Actual 51.56 41,25 0.05 Critical 17.64 8.22 0.30 Status OK OK OK Ratio 34% 20% 15% Fb (psi) Fv(psi) E (psi x mil) Fc (psi) Values Base Values 1200 170 1.6 625 Base Adjusted 1500 213 1.6 625 Adjustments CF Size Factor 1,000 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le =0.00 Ft Kbe= 0.0 Loads Uniform TL: 480 =A Uniform Load A 0 R1 = 1470 R2= 1470 SPAN=6 FT Uniform and partial uniform loads are Ibs per lineal ft. MAXWELL ENGINEERING BeamChek v2006 licensed to: Ward B. Maxwell Reg#2001-2406 FLORES DUPLEX, JOB#102506 LAKE ELSINORE, CA. RB-4 Prepared by: WBM Date: 10/30/06 Selection 6x 8 DF-L#1 Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1= 1.5 in' R2= 1.5 inz Data Beam Span 10.0 fl Beam Wt per ft 10.02 # Reaction 1 TL 950# Reaction 2 TL 950# Bm Wt Included 100# Maximum V 950# Max Moment 2375'# Max V(Reduced) 831 # TL Max Defl L/240 TL Actual Defl L/870 Attributes Section in3) Shear(ins) TL Defl (in) Actual 51.56 41.25 0.14 Critical 19.00 5.87 0.50 Status OK OK OK Ratio 37% 14% 28% Fb(psi) Fv(psi) E (psi x mil) Fc I (psi) Values Base Values 1200 170 1.6 625 Base Adjusted 1500 213 1.6 625 Adiustments CIF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe =0.0 Loads Uniform TL: 180 =A Uniform Load A R1 =950 R2 = 950 SPAN = 10 FT Uniform and partial uniform loads are Ibs per lineal ft. MAXWELL ENGINEERING BeamChek v2006 licensed to: Ward B. Maxwell Reg#2001-2406 FLORES DUPLEX,JOB# 102506 LAKE ELSINORE, CA. HDR-5 Prepared by:WBM Date: 10/27/06 Selection 4x 6 DF-L#1 Lu =0.0 Ft Conditions NDS 2001 Min Bearing Area R1=2.0 inZ R2=2.0 in Data Beam Span 4.0 ft Beam Wt per ft 4.68# Reaction 1 TL 1249# Reaction 2 TL 1249# Bm Wt Included 19# Maximum V 1249# Max Moment 1249'# Max V(Reduced) 963# TL Max Defl L/240 TL Actual Defl L/>1000 Attributes Section On') Shear(inZ) TL Deft (in) Actual 17.65 19.25 0.04 Critical 11.53 8.03 0.20 Status OK OK OK Ratio 65% 42% 22% Fb(psi) Fv(psi) E (psi x mil) Fc I (psi) Values Base Values 1000 180 1.7 625 Base Adjusted 1300 180 1.7 625 Adjustments CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb= 0.00 Le= 0.00 Ft Kbe= 0.0 Loads Uniform TL: 620 =A Uniform Load A 0 R1 = 1249 R2 = 1249 SPAN =4 FT Uniform and partial uniform loads are Ibs per lineal ft. MAXWELL ENGINEERING BeamChek v2006 licensed to: Ward B. Maxwell Reg#2001-2406 FLORES DUPLEX,JOB# 102506. LAKE ELSINORE, CA. FB-3 Prepared by: WBM Date: 10/27/06 Selection 3-1/2x 9-114 2.0E TJ Parallam W.S. PSL Lu=0.0 Ft Conditions Min Bearing Area R1=2.6 in' R2= 2.6 in' Data Beam Span 5.0 ft Beam Wt per ft 10.12 # Reaction 1 TL 1980# Reaction 2 TL 1980# Bm Wt Included 51 # Maximum V 1980# Max Moment 2475'# Max V(Reduced) 1370# TL Max Defl L 1240 TL Actual Defl L/>1000 Attributes Section ins Shear W TL Defl (in) Actual 49.91 32.38 0.02 Critical 9.95 7.08 0.25 Status OK OK OK Ratio 20% 22% 10% Fb(psi) Fv(psi) E (psi x mil) Fc I (psi) Values Base Values 2900 290 2.0 750 Base Adjusted 2985 290 2.0 750 Adiustments CF Size Factor 1.029 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le= 0.00 Ft Kbe =0.0 Loads Uniform TL: 782 =A Uniform Load A 0 0 R1 = 1980 R2 = 1980 SPAN =5 FT Uniform and partial uniform loads are Ibs per lineal ff. MAXWELL ENGINEERING BeamChek y2006 licensed to: Ward B. Maxwell Reg#2001-2406 FLORES DUPLEX,.JOB# 102506 LAKE ELSINORE, CA. FB-4 Prepared by: WBM Date: 10/30/06 Selection 6x 8 DF-L#1 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R1= 1.4 in' R2= 1.4 in' Data Beam Span 10.0 ft Beam Wt per ft 10,02 # Reaction 1 TL 905# Reaction 2 TL 905# Bm Wt Included 100# Maximum V 905# Max Moment 2263'# Max V(Reduced) 792# TL Max Defl L 1240 TL Actual Defl L/913 Attributes Section (in3) Shear in' TL Defl (in) Actual 51.56 41.25 0.13 Critical 22.63 6.99 0.50 Status OK OK OK Ratio 44% 17% 26% Fb(psi) Fv(psi) E (psi x mil) Fc I (psi) Values Base Values 1200 170 1.6 625 Base Adjusted 1200 170 1.6 625 Adiustments CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le= 0.00 Ft Kbe =0.0 Loads Uniform TL: 171 =A Uniform Load A 0 0 R1 =905 R2=905 SPAN = 10 FT Uniform and partial uniform loads are Ibs per lineal ft. MAXWELL ENGINEERING !� BeamChek v2006 licensed to: Ward B. Maxwell Reg#2001-2406 FLORES DUPLEX, JOB# 102506 LAKE ELSINORE, CA. HDR-6 Prepared by: WBM Date: 10/27/06 Selection 4x 8 DF-L#1 Lu =0.0 Ft Conditions NDS 2001 Min Bearing Area R1=4.1 in R2=4.1 in Data Beam Span 4.0 ft Beam Wt per ft 6.17# Reaction 1 TL 2562# Reaction 2 TL 2562# Bm Wt Included 25# Maximum V 2562# Max Moment 2562'# Max V(Reduced) 1788# TL Max Defl L/240 TL Actual Defl L/>1000 Attributes Section (in-) Shear(W) TL Deft (in) Actual 30.66 25.38 0.04 Critical 23.65 14.90 0.20 Status OK OK OK Ratio 77% 59% 19% Fb(psi) Fv(psi) E (psi x mil) Fc I (psi) Values Base Values 1000 180 1.7 625 Base Adjusted 1300 180 1.7 625 Adjustments CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le =0.00 Ft Kbe =0.0 Loads Uniform TL: 1275 =A Uniform Load A R1 =2562 R2 =2562 SPAN =4 FT Uniform and partial uniform loads are Ibs per lineal ft. IVA� `'� r► T n11 �1 ■ L' � � s��°� � 11Z a111 ■ ■ u aR •� r �� � 1 � ,fir �A l'l>r��� ,♦f� ..Ift— �� +�. ,-., o•. �. �1\ fix.. ■1:11 `MUY&! � i v ro i .. ♦ �- � Imo► l� _SHEAR WALL SCHEDULE L SILL ATTACHMENT MARK WALL TYPE SILL NAILING SHEAR SHEAR FOUNDATION UPPER TRANSFER STORIES A7/8"STUCCO OVER PAPER BACKED LATH W/16 GA STAPLES AT 6"O.C.AT TOP&BOTTOM 5/8"AB @ LTP4 @ PLATES,EDGE OF SHEAR WALL AND ON FIELD(ICBO RREPORT No. 1318,AUG.2002)OR 180 PLF 72„O C 16d @ 8"Q.C. 24„ 1 ICBO REPORT No.1254,MAR.2004 NOTE 4 AND 9 BELOW A3/8"PLYWD STRUCT WOR STD SHTG WITH 8d NAILS @ 6"O.C.AT EDGES& 12"O.C.FIELD 518"AB @ LTP4 @ ('FABLE 23-II-I-1-UBC)NOTE 1,9, 10,& I BELOW 260 PLF 48„O.C. 16d @ 6"O.C. 18" 3/8"PLYWD STRUCT I1 OR STD SHTG WITH 8d NAILS @ 4"O.C.AT EDGES& 12"O.C.FIELD 5/8"AB LTP4 @ 2 (TABLE 23-II-1-I-UBC)NOTE 1,6,9, 10,& 11 BELOW 350 PIT 32"O.C. 16d @ 4"O.C. 12" 318"STRUCT 1 PLYWD WITH 8d NAILS @ 3"O.C.AT EDGES& 12"O.C.FIELD 5/8",� (TABLE 23-I1-1-1-UBC)NOTE 1,3,5,6,9, 10,& 1 I BELOW 490 PLF 32"AB @ 16d @ 3"0.C. LTP4 @ 8" O.'/2"STRUCT 1 PLYWD WITH 10d NAILS @ 3"O.C.AT EDGES& 12"O.C.FIELD 5/8"AB @ 16d @ 2-1/2"" 4 (TABLE 23-II-I-1-UBC)NOTE 1,3,5,6,9, 10,& 11 BELOW 665 PLF 16"O.C. O.C. LTP4 @ 6" SIMPSON SW 24 x 8 STANDARD STRONG WALL w/SST1328 NIA 2-5/8"AB N/A R SPE SIMPSON SW 32 x 8 STANDARD STRONG WALL w/SSTB28 N/A 2-5/8"AB N/A PER 6 SPEC'S SIMPSON''SW 48 x 8 STANDARD STRONG WALL w/SSTB28 N/A 3-5/8"AB N/A PER 7 SP.EG'S NOTES: l. ALL EDGES OF PLYWOOD SHEARWALLS 6. WHERE PLYWOOD IS APPLIED ON BOTH 10. USE CDX.CC OR STD SHTG IN LIEU OF MUST BE BLOCKED WITH 2X SOLID FACES OF A WALL AND NAIL SPACING IS STRUCT II PLYWOOD.ALL PLYWOOD SHALL BLOCKING FOR WALL TYPES S, 1, &2,AND LESS THAN 6"O.C.ON EITHER SIDE.PANEL BE DOUGLAS FIR.OTHER SPECIES MAY 3X SOLID BLK'G FOR WALL TYPES 3,4,5,&6. JOINTS SHALL BE OFFSET TO FALL ON REQUIRE CHANGES.USE OF PARTICLE DIFFERENT FRAMING MEMBERS OR FRAMING BOARD REQUIRES CHANGES AND 2. WHERE SHEAR WALL SHEATHING IS TO BE SHALL BE 3-INCHES NOMINAL OR THICKER& APPROVAL BY THE ENGINEER. APPLIED TO BOTH SIDES OF WALL DOUBLE NAILS ON EACH SIDE SHALL BE STAGGERED. THE NUMBER OF BOLTS(I.E.HALF THE O.0 11. AT EXISTING FOOTINGS USE REDHEADS SPACING). 7. ALL INTERIOR BEARING FOOTINGS AND WEDGE ANCHORS TO COMPLY WITH SILL CONTINUOUS EXTERIOR FOOTINGS TO BOLTING ICBO#1372 MIN.EMBE 7'/,". 3. USE 3X PRESSURE-TREATED DOUGLAS FIR HAVE 5/8"X 10"A.B.'S @ 72"O.C.UNLESS SILL PLATES AT FOUNDATION/FIRST FLOOR OTHERWISE NOTED ON PLANS. 12. RATED OSB MAY BE SUBSTITUTED FOR ONLY SPECIFIED PLYWOOD AS INDICATED IN 8. ALL NON BEARING FOOTINGS TO HAVE 7/32" NOTE 10 OR AS SHOWN ON PLANS. 4. PAPER BACKED SELF FURRING EXPANDED SHOT PINS AT&48"O.C.RESPECTIVELY: I.E. METAL LATH WITH ICBO APPROVAL DN72S36 ICBO REPORT 1290,OCT.,2003, 5. FRAMING AT ADJOING PANEL EDGES SHALL 9, USE 2"X 2"3/16"PLATE WASHERS. BE 3-INCH NOMINAL OR WIDER&MAILS SHALL BE STAGGERED. 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LS I -t` 2�a2 � 12 = N A b 7 less Co �Z 1 • 1 4 -- - - ew�-�t�V, W44-L ot--� co AoOso a - - ; 14- f o v AJ PATr o A! fl — - ---- --.- . _ _ o Ucli z W. 67 00 _. 14- oS-' uzVovj Jam- 5T 4w{ � 1 Co7 _ C 9 r� CL Ll Eb f 412 5 ; S�) 2cO 17 57?_ I L ' _ e e S7-49 4 4— J :3 O CD W N CONCRETE GRADE BEAM DESIGN FOR V SIMPSON.STRONG WALL (ICBO # Shear Wall Length = L UPlift = P Hold-down Reaction Max Moment, M = PU2 f L M = As'Fy"(d-a/2) = As*Fy'(0.75d) �---� As = M/4d Where M--k-ft, d- inches P Load Factor = 1.4 M As =1.4 M/4d USE d=15 p-- M SHEAR WALL LENGT UPLIF OMEN GRADE BEAM REBAR REQ'D REBAR TOP NO in ki s k-ft SIZE As & BOTTOM SW18X8 18 2.22 1.67 15"X18" 0.039 2- #4 SW24X8 24 3.07 3.07 15"X18" 0.072 2- #4 SW32X8 32 7.1 9.47 15"X18" 0.221 2- #4 SW48X8 48 5.9 11.8 15"X18" 0.275 2- #4 SW18X9 18 2.97 2.22 15"X18" 0.052 2- #4 SW24X9. 24 3.56 3.56 15"X18" 0.083 2- #4 SW32X9 32 4.96 6.61 15"X18" 0.154 2- #4 SW48X9 48 6.19 12.38 15"X18" 0.289 2- #4 SW24X10 24 3.73 3.73 15"X18" 0,087 2- #4 SW32X10 32 4.67 6.23 15"X18" 0.145 2- #4 SW48X10 48 6.68 13.36 15"X18" 0.312 2- #4 SW16X7 16 3.9 2.6 1 TX18" 0.061 2- #4 ESWW 16XB 16 1.78 1.19 15"X18" 0.028 2- #4 22X7 22 3.2 2.93 15"X18" 0.068 2- #4 22XB 22 3.26 3 15"X18" 2_ CONDITIONS OF APPROVAL FOR A MINOR DESIGN REVIEW OF A RESIDENTIAL DUPLEX LOCATED AT 905 WEST SUMNER AVENUE (APN: 374-082-017). Note: Fees listed in the Conditions of Approval are the best estimates available at the time of approval. The exact fee amounts will be reviewed at the time of permit issuance and may be revised. GENERAL CONDITIONS 1 . The applicant shall defend, indemnify, and hold harmless the City, its officials, officers, employees, and/or agents from any claim, action, or proceeding against the City, its officials, officers, employees, or agents concerning the project attached hereto, which action is brought forward within the time period provided for in California Government Code Section 65009 and Public Resources Code Section 21167. 2. The decision of the Planning Commission shall be final ten (15) days from the date of the decision, unless an appeal has been filed with the City Council pursuant to the provisions of Chapter 17.80 of the Lake Elsinore Municipal Code. 3. If the project proposes an outdoor storage tank, the applicant shall locate the unit within the side or rear yards. If location must be within the front yard, the applicant shall provide a method . of screening subject to the review and approval of the Director of Community Development or his designee. PLANNING DIVISION 4. Minor Design Review approval of a residential duplex located at 905 W Sumner Avenue (APN: 374-082-017) will lapse and be void unless a building permit is issued within one (1) year of the approval date. 5. All Conditions of Approval shall be reproduced upon page one of building plans submitted to the Building and Safety Division for Plan Check. All Conditions of Approval shall be met prior to the issuance of a Certificate of Occupancy and release of utilities. 6. Prior to issuance of any grading or building permits, the Applicant shall sign and complete an "Acknowledgement of Conditions," and shall return the AGENDA HIM NO._ PAGE OF ' CONDITIONS OF APPROVAL FOR A MINOR DESIGN REVIEW OF A RESIDENTIAL DUPLEX LOCATED AT 905 WEST SUMNER AVENUE (APN: 374-082-017). executed original to the Community Development Department for inclusion in the case records. 7. Prior to the issuance of a building permit the applicant shall obtain and submit a "will serve" letter from Elsinore Valley Municipal Water District to the satisfaction of the Director of Community Development. The "will serve" letter shall specifically indicate the specific water flow volumes for both domestic and fire protection water supply. 8. Prior to the issuance of any building permit for the Project, Developer shall enter into an agreement with the City and the Redevelopment Agency of the City of Lake Elsinore to provide_ (a) 15% of the units constructed in the Project as affordable housing units in accordance with the requirements of Section 33413(b)(2) of the California Community Redevelopment Law (Health & Safety Code Sections 33000 et seq.), or (b) an alternative equivalent action as determined by the City which may include (without limitation) dedication of vacant land, construction of affordable units on another site, or payment of an in lieu fee at the rate of $2.00 per square foot of assessable space for each dwelling unit in the Project. For purposes of this condition, "assessable space" means all of the square footage within the perimeter of a residential structure, not including any carport, walkway, garage, overhang, patio, enclosed patio, detached accessory structure, or similar area. The amount of the square footage within the perimeter of a residential structure shall be calculated by the building department of the City in accordance with the standard practice of the City in calculating structural perimeters. 9. All site improvements shall be constructed as indicated on the approved site plan and elevations, with revisions as noted herein. The applicant shall meet all required setbacks pursuant to the Historic Elsinore Architectural Design Guidelines and the Lake Elsinore Municipal Code (LEMC). Any other revisions to the approved site plan or building elevations shall be subject to the review of the Community Development Director or his designee. All plans submitted for Building Division Plan Check shall conform to the submitted plans as modified by Conditions of Approval. AGENDA ITEM NO. PAGE O CONDITIONS OF APPROVAL FOR A MINOR DESIGN REVIEW OF A RESIDENTIAL DUPLEX LOCATED AT 905 WEST SUMNER AVENUE (APN: 374-082-017). 10.All Materials and colors depicted on the plans and materials board shall be used unless modified by the applicant and approved by the Community Development Director or designee. I I.All windows shall use foam surrounds and/or other architectural-type features approved by the Community Development Director or designee. 12.All roofing materials shall have a minimum Class "A" Fire rating, and so noted on the construction plans. 13.The Applicant is to meet all applicable City Codes and Ordinances. 14.A cash bond of$1,000.00 shall be required for any construction trailers placed on the site and used during construction. Bonds will be released after removal of trailers and restoration of the site to an acceptable state, subject to the approval of the Community Development Director or designee. 15.The Applicant shall comply with the City's Noise Ordinance. Construction activity shall be limited to the hours of 7:00 AM to 5:00 PM, Monday through Friday, and no construction activity shall occur on Saturdays, Sundays or legal holidays. 16.The Applicant shall comply with all requirements of the City's Grading Ordinance. Construction generated dust and erosion shall be mitigated in accordance with the provisions of Municipal Code, Chapter 15.72 and using accepted control techniques. Interim erosion control measures shall be provided thirty (30) days after the site's rough grading, as approved by the City Engineer. 17.Any exterior air conditioning or other mechanical equipment shall be ground mounted and screened so that they are not visible from neighboring property or public streets. Air conditioning units and related equipment may not encroach more than two-feet (2') into the required minimum side yard setback. 18.Garages or carports shall be constructed to provide a minimum interior clear space of twenty feet (20') x twenty feet (20') for two cars. AGENDA ITEM NO. PAGE OF CONDITIONS OF APPROVAL FOR A MINOR DESIGN REVIEW OF A RESIDENTIAL DUPLEX LOCATED AT 905 WEST SUMNER AVENUE (APN: 374-082-017). 19.The Applicant shall plant street trees, selected from the City Street Tree List, a maximum of thirty feet (30') apart along all street frontages. Planting is subject to the approval of the Community Development Director or designee prior to issuance of a Certificate of Occupancy. 20.The Applicant shall provide shrubs and plant materials as shown on the landscape plan. Any changes to this plan shall be subject to the approval of the Community Development Director or designee. The landscape plan improvements and plantings shall be fully installed prior to issuance of a Certificate of Occupancy. 21.Any planting within fifteen feet (15') of ingress/egress points shall be no higher than 36 inches. 22.The Applicant shall provide an irrigation system for landscaped areas onsite as shown on the landscape plans. The irrigation system shall be fully installed and operational prior to the issuance of a Certificate of Occupancy. 23.Thc Applicant shall provide a rain sensor as shown on the landscape plan. The rain censor shall be installed prior to the issuance of a Certificate of Occupancy. 24.All exposed slopes in excess of three feet (3') in height shall have permanent irrigation system and erosion control vegetation installed, as approved by the City's Landscape Architect. A Planting and Irrigation Plan shall be submitted, approved and planted prior to the issuance of a Certificate of Occupancy. Fees are required for review of plans and inspections. 25.Driveways shall be constructed of concrete per Building and Safety Division standards. 26.All walls or fences located in any front yard shall not exceed thirty-six inches (36") in height with the exception that wrought-iron fences may be five feet (5') in height. Chain link fences shall be prohibited. 27.All walls and/or fencing need to be located off the property line. If the Applicant proposes to place any walls and/or fencing on the property line AGENDA ITEM NO._ PAGE OF CONDITIONS OF APPROVAL FOR A MINOR DESIGN REVIEW OF A RESIDENTIAL DUPLEX LOCATED AT 905 WEST SUMNER AVENUE (APN: 374-082-01.7). he/she must submit a notarized agreement between the subject property owner and the adjacent property owner to the Planning Department prior to installation. 28.The Applicant shall construct the City's Standard six foot (6') wood fence along the sides and rear property line. Where views exist, the applicant shall have the option of constructing a tubular steel fence. The applicant shall be required to remove and replace any existing chain link fencing and any fencing that is in poor condition. It will be the responsibility of the applicant to contact the effected neighboring property owners. if the existing fencing is in good condition, this requirement may be waived per the approval of the Community Development Director or Designee. 29.The building address shall be a minimum of four inches (4") high and shall be easily visible from the public right-of-way. Care shall be taken to select colors and materials that contrast with building walls or trim. 30.The Applicant shall provide a flat concrete pad a minimum of 3'- 0" by 71- 0" adjacent to each dwelling unit. The storage pad for trash barrels shall be concealed from public view. 3 l.The Applicant shall provide assurance that all required fees to the Lake Elsinore Unified School District have been paid prior to issuance of building permits. 32.The Applicant shall pay park-in-lieu fees in effect at the time prior to issuance of building pen-nits. 33.The Applicant shall meet all Conditions of Approval prior to the issuance of a Certificate of Occupancy and release of utilities. 34.The Applicant shall pay the Multi Species Habitat Conservation Plan Fee (MSHCP) Local Development Mitigation Fee of$l,651.00 (fee for density less than 8 du/ac) prior to obtaining building permits. 35.The Applicant shall submit a check in the amount of $64.00 made payable to the County of Riverside for a Notice of Exemption. The check shall be AGENDA ITEM NO. PAGE OF CONDITIONS OF APPROVAL FOR A MINOR DESIGN REVIEW OF A RESIDENTIAL DUPLEX LOCATED AT 905 WEST SUMNER AVENUE (APN: 374-082-017). submitted to the Planning Division for processing within 48 hours of the projects approval. 36.The Applicant shall pay all applicable Library Capital Improvement Fund fee. 37.The applicant shall place a weatherproof 3' x 3' sign at the entrance to the project site identifying the approved days and hours of construction activity and a statement that complaints regarding the operation can be lodged with the City of Lake Elsinore Code Enforcement Division (951) 674-3124. The sign shall be installed prior to the issuance of a grading permit or building permit which ever occurs first. CITY OF LAKE ELSINORE COMMUNITY SERVICES DEPARTMENT 38.The Applicant is to pay park fees of $1 ,600 per unit (2 units @ $1,600 ea. _ $3,200.00). 39.The Applicant will be required to participate in the "Public Facility" fee program. 40.The Applicant shall participate in the City-wide LLMD. 41.The Applicant is to comply with all City Ordinances regarding construction debris removal and recycling as per Section 8.32 of the Lake Elsinore Municipal Code. 42.The Applicant is to meet City curb, gutter, and sidewalk requirements. 43.The City's Landscape Architect is to review all landscape and/or irrigation plans. LAKE ELSINORE UNIFIED SCHOOL DISTRICT 44.Under the provisions of SB 50, the owner or developer will be required to pay school fees or enter into a mitigation agreement prior to the issuance of a certificate of compliance by the district. AGENDA ITEM NO._ PAGE OF CONDITIONS OF APPROVAL FOR A MINOR DESIGN REVIEW OF A RESIDENTIAL DUPLEX LOCATED AT 905 WEST SUMNER AVENUE (APN: 374-082-017). LAKE ELSINORE POLICE DEPARTMENT 45.The Applicant shall provide assurances, prior to building permit, that all requirements of the Lake Elsinore Police Department have been met. RIVERSIDE COUNTY FIRE DEPARTMENT 46.The applicant shall provide assurances to the City that all requirements of the Riverside County Fire Department have been met. ELSINORE VALLEY MUNICIPAL WATER DISTRICT 47.The Applicant shall request a "will server" letter. ENGINEERING DIVISION 48.A11 Public Works requirements shall be complied with as a condition of development as specified in the Lake Elsinore Municipal Code (LEMC) prior to building permit. 49.Submit a "Will Serve" letter to the City Engineering Division from the applicable water agency stating that water and sewer arrangements have been made for this project and s.pecif_y the technical data for the water service at the location such as water pressure and volume etc. Submit this letter prior to applying for a building permit. 50.Arrangements for relocation of utility company facilities (power poles, vaults, etc.) out of the roadway or alley shall be the responsibility of the property owner or his agent. 51.Provide fire protection access and facilities as required in writing by Riverside County Fire. AGENDA ITEM NO._ PAGE OF CONDITIONS OF APPROVAL FOR A MINOR DESIGN REVIEW OF A RESIDENTIAL DUPLEX LOCATED AT 905 WEST SUMNER AVENUE (APN: 374-082-017). 52.In accordance with the City's Franchise Agreement for waste disposal & recycling, the applicant shall be required to contract with CR&R Inc. for removal and disposal of all waste material, debris, vegetation and other rubbish generated during cleaning, demolition, clear and grubbing or all other phases of construction. 53.All grading and street improvement plans submitted to engineering shall be drawn on 24" x 36" Mylar and be set into City's specific border and title block and include city specific general notes for grading or street improvements respectively. Digital files for the border and the notes are available by request to "agutierrez@lake-elsinore.org". DEDICATION: 54.Dedicate a 2.5' wide strip of additional right of way alone northerly property line to the City for alley prior to issuance of building permit. 55.Public right-of-way dedications shall be prepared by the applicant or his agent. Deeds shall be submitted to the Engineering Division for review and approval prior to issuance of building permit. STREET IMPROVEMENTS 56. Construct alley improvements from property line to the concrete gutter (the minimum pavement section shall be 2.5" Asphalt Concrete over 4" compacted native base.) Alley improvements may be shown on Grading Plans. Plans shall be approved and signed by the City Engineer prior construction permit (LEMC 16.34). 57.Improvements shall be designed and constructed to Riverside County Road Department Standards, latest edition, and City Codes (LEMC 12.04 and 16.34). Alley improvement plans shall show existing and future profiles at centerline of the alley. The profiles and contours shall extend to 50' beyond the property limits on the alley centerline. AGENDA ITEM NO. PAGE. OF CONDITIONS OF APPROVAL FOR A MINOR DESIGN REVIEW OF A RESIDENTIAL DUPLEX LOCATED AT 905 WEST SUMNER AVENUE (APN: 374-082-0.17). 58.1f the existing street improvements are to be modified, the existing street plans on file shall be modified accordingly and approved by the City Engineer prior to issuance of building permit. An encroachment permit will be required to do the work. 59.Work done under an encroachment permit for off-site improvements shall be delineated on the street improvement plans and approved and signed by the City Engineer prior to issuance of building permits. 60.Pay all fees and meet requirements of an encroachment permit issued by the Engineering Division for construction of off-site public works improvements (LEMC 12.08, Res.83-78). All fees and requirements for an encroachment permit shall be fulfilled before Certificate of Occupancy. GRADING 61.Developer shall obtain all necessary off-site easements for off-site grading from the adjacent property owners prior to final map approval. 62.Apply and obtain a grading permit with appropriate security prior to any grading activity. 63.A grading plan stamped/signed by a California Registered Civil Engineer is required if the sun of the cut and fill in grading exceeds 50 cubic yards and the existing drainage flow pattern is substantially modified as determined by the City Engineer. The grading plan shall show volumes of cut and fill, adequate contours and/or spot elevations of the existing ground as surveyed by a licensed surveyor or civil engineer. Contours shall extend to minimum of 15 feet beyond property lines to indicate existing drainage pattern. Apply and obtain a grading permit with appropriate security prior to grading permit issuance. 64.Provide soils, geology and seismic report, as part of this report address the requirement of the Alquis-Priolo Earthquake Fault Zoning Act. Provide final soils report showing compliance with recommendations. AGENDA ITEM NO._ PAGE OF CONDITIONS OF APPROVAL FOR A MINOR DESIGN REVIEW OF A RESIDENTIAL DUPLEX LOCATED AT 905 WEST SUMNER AVENUE (APN: 374-082-017). 65.Applicant to provide erosion control measures as part of their grading plan. The applicant shall contribute to protection of storm water quality and meet the goals of the BMP in Supplement "A" in the Riverside County NPDES Drainage Area Management Plan. 66.All grading shall be done under the supervision of a geotechnical engineer and he shall certify all slopes steeper than 2 to 1 for stability and proper erosion control. DRAINAGE: 67.0n-site drainage shall be conveyed to a public facility, accepted by adjacent property owners by a notarized letter of drainage acceptance, or conveyed to a drainage easement. 68.All natural drainage traversing the site shall be conveyed through the site, or shall be collected and conveyed by a method approved by the City Engineer. 69.Roof drains shall not be allowed to outlet directly through coring in the street curb. Roofs shall drain to a landscaped area. Driveways shall be sloped to drain into landscaping prior to entering street facilities FEES: 70.Pay all Capital Improvement and Plan Check fees (LEMC 16.34). The current traffic mitigation fee is $959.00; the current drainage fee is $2600.00 (Town No.6. Dist.) and the current TUMF amount is $6,806.00, the amount of fees are per unit and shall be adjusted according to the fee schedule current at the time of payment. 71 .Pay in-lieu payment for future off-site public improvements prior to building permit (Res. 86-35). 72. In—lieu payment shall be calculated by developer's engineer or architect and submitted for city engineer's approval. The estimate shall be based on current cost of street improvements from property line to centerline of the street within AGENDA ITEM NO. PAGE-OF- CONDITIONS OF APPROVAL FOR A MINOR DESIGN REVIEW OF A RESIDENTIAL DUPLEX LOCATED AT 905 WEST SUMNER AVENUE (APN: 374-082-017). the property limits, plus a 15% added cost for engineering and construction administration. STORMWATER/ CLEANWATER PROTECTION PROGRAM 73.City of Lake Elsinore has adopted ordinances for storm water management and discharge control. In accordance with state and federal law, these local storm water ordinances prohibit the discharge of waste into storm drain system or local surface waters. This includes non-storm water discharges containing oil, grease, detergents, trash, or other waste remains. Brochures of "Storm water Pollution, What You Should Know" describing preventing measures are available at City Hall. PLEASE NOTE: The discharge of pollutants into street, gutters, storm drain system, or waterways -without Regional Water Quality Control Board permit or waver— is strictly prohibited by local ordinances and state and federal law. AGENDA ITEM NO. PAGE OF