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B16-0412 490-049-012
'li. ... • ' . - E "�� Vp -1 s T L ,. < < • i , :;. e . r i :,..� . _. ` 1 ems' '`�' Sit Al • ---, ;} [.� -- �---- : ���'-•��D�tY6-!�lit�tl7�.��5.•=L�.>`! �� �'�J�.€'F' �' D1= �- i ��l1��'.�� ki t�y� A DEE �a13 SEC toy 71� •1AE _ i STRUCTURAL RA LN NOTES: - T ION PLAN ST i• �>, j , , i .d' '�S'•"£� .i � FOU NDA ` f { t!'o roll 1.) SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL ; $ t. SHEET'S SDI-NO2' FOR ADDITIONAL WFORMATION. ` i { 2) PROVIDE ANCHOR BOLT SIZE AND SPAdNO PER SHEAR WALL SCHEDULE AND TYPICAL DETNLS } i V p > 3.) RECOMMENDED SLAB SECTION: k t - :' ( I; A_ 4; CRETE SLAB WITH AT 15' O.0 RELY LOCATW AT '1 TO OF SLAB. sLABs)-SEE Ei i B SAND E PP LIICAABBUL '� t '. .... •' C- WATERPROOFMEMBRANE(DELETE AT EXTERIOR @g.Sol - .:- • r V i . • - _ REPORT IF APPLICABLE. 9 rs p. G MATERIAL -SEE SOILS REPORT { I C)/ Cs •• IF APPLICABLE. 1 E- PROPERLY PREPARED SUBGRADE-SEE SOILS I F - IF CABLE. CONTR CT 0 PROVIDE CONTROL JOINTS AT • ... - r� .. O WAY MAX ES ) ALL FRAMING U-N.o.: �� C. JO 10'-0' C. EA. . , 4. TYPICAL MINIMUM BEARING W G } EXTERIOR WALL- 2X8 OF STUD AT IV O.C. 6j �O sO e ! P ��fIL INTERIOR WALLS 2X4 OF STUD AT IB' O.0 k AB it S&M co 0MENo SCHEDULE. ;10 5SSM °��ONLAN iIPICAL • ! i 61.._PLUMBING:SPRINIGER. ANDLMECHANICAL } { SUBCONTRACTORS SHALL COORDINATE ALL FLOOR - .. P. '20 ANDSuBWALL PEE ATIONS WITH FRAMING S' P w t. - I. - ) PROVIDE POS ATTACHMQIT FOR ALL BEAM TO POST. �C \ (t p BEAM TO BEAM. POST TO BEAM. AND POST TO POST CONN'S WITH (2) ST22 STRAPS MIN. AND A35 CLIPS U.N.o• PER PLAN AND DETAILS. -Y SUPPORT MEMBERS OR B') Do HARDWARE FOR DaSTIN0IFRAMING WITHOUT THE 0311011 �� 'f� . .. .. .,-«......«... ...- .. EXPRESS WRITTEN. CONSENT OF THE ENGINEER OF V 3' v� I RECORD. _ 111 ANY DISCREPANCIESONSH �NAIMED FRAMING BROUGHT AND�" . r •. ;.I. .. - --.. �. "'^...^ TO THEENGINEEROF RECORD. THESE .•� ' ((y- 10.) ALL EXPOst� FRAMING SHALL BE PRESSURE PLANS HAVE BEEN ). - - • { - �/f // / TREATED WITH TREATMENT PROCESS AND APPLICATION REVIEWED FOR COMPLIANCE 1, J i _ - - I 11 �7 .- APPROPRIATE FOR EXPOSURE ACCORDING TO MFRS ' WRITTEN GUIDELINES.ONLY WITH THE ATTACHED 3 .. / 11.) ALL SMCI RAL MEMBERS SHS BE FASTEN IN STRUCTURAL CALCULATIONS _.... ..,. '1 - _ TAME 2304.9.1. NLESSPLIANCE WITH 2013 NOTED �INQ ERWISE. LE. ,. 3�6R1��F�7:A�1NlnnOM ©V Vin`lAI-Ad ]Vt (1 AIN_Fly(Il- + �tN • _ - ('-3 11t3, $� �,� N 1�1,c/�=/,ti/�IIG- l � � c el,�4Q /- _ Nr-hIVII }CYj� 1 F?p�li it RC-�tD�lt/TfAL.Cr'1k �., �l E �OURITY i?EVELO� TENT SERVICES , BUTT f Ke l li L u/ouK e'�� lll►i� aClll• DLN1�e, _' ����� a j� p y�-( ti 'a b. C I i7 :eeeFFF FOR ie1 ,- War ODE f.��'_.0-a jt/1 r. S'fvl7 i�l/,� . S 1+%{' }� B E d US/t DATE �� BY y N See attached- Minimum erosion control and - sediment controls for projects disturbing less BU TE p j v 1 COUNTY than one acre • - APR 1 2016 � L "!i� •d� . Energy Requirements see • .,i? E Ittached energy certificate of compliance DEVELOPMENT i SERVICES requirements for this _ _ ER or specific energyH. :.��f ;` APPROVED BY' suildingi"0R CC?>��� C��iV', 'L��"a tee; � SCALE: DRAWN BY DATE: f REVISED do 1 201" 9 � � �'� to �•• �a , I i �i I i I c6 O 40 Ir, til a , L ::-. 1' .. •i -.... J�1= / _ e c. RAINING N ri I ' �f y�1 F Complete construction Post Debris Recovery � ( /J D uMee .�...�.��.....�a.....:,...�.��. ..�.., final report and V.O.C. documentation and submit to Building Division prior to final ho ilrlinc incnnn-tiny} /� _ T ---�_. _ --- - • - _ ... . _ _. , , � i . I-. I I , . �_ z I �, � � . r- -1 . : I i '�.. I . - `.. � I � __ : 9 ,-, - f__ >o0 3o3c 0 I .. _ i,i", •:' - _ ••-' , . , , - % �- � . - __.� . ! , I , ml - ,1•; .rte •... yr y .."��' . . -•, •:.. . . ' I � � I I . . I_ _ + : r`. • - ... � - : . . i 1 - 11 ,:. I � 1 - i 6Ft,lsi I., ,. . l� �I. i , 4 k `��QQ Ntp • d , :' `• , ,�] 5rDtN�.__ . .: : - w WED FOR COMPLIANCE S THE REVIEWED `:�'' * ONLY WITH THE ATTACHED A,,.15 I . � [ \'o. . r_ STRUCTU CALCULATIONS 1 �o cP. os �c: oT fd RAL C 710 1. . . ... _... i 'ro, e _. :. :: sTq \ - _.. p-1. i +, + � CIV11. �� { �_%�EL- .k . 4F CAIS C . a...� iN . . 7 .1 ' . b c 3 _ .. . } . �✓,_ p�.� :::;�= FLOOR PLAN TRUCTURAL NOTES: P �� Y�/°'.. l ` _ ^ 3dC��- *t`I 1J SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL 1r1F�__T lT" �'., M� �A�'r.� - yJ v �t-� ' s11E Lit r%ol: 1�bD:� SHEETS SDt-SD2 FOR ADDITIONAL FRAMING UNO: I i. . . .A. M, __ I - .. I ... .. . . . . �, � -.:'t:, , -0 1. ... 1. ... .. 11 �. ... . . .. - I � . .. . I ; I . .. . . -..'�..: . ; t7- -41 .11 / . . 1%, .. ......, I . � . � , � � a . . � - - . __ . __ --- - '�g�f. .. . . .. �.. � . ------- 7- -,, . I - I - '. , ... . . .. . . . j . 11 , - _il. - i l + 2.) TYPICAL MINIMUM BEARING W / _ , j v ./ Ii.VEXTERIOR WALL 2X6 DF STUD AT 16' O.0 \ I - �_...._ �: :: INTERIOR WALLS: 2X4 DF STUD AT 18' O.C. § . . -- ) l' .: . --- . tm ` . - f +' pFySEE AnO�NL/N�TypIFCC TYPICAL ALL OPENING SCHEDULE. P V a . . , • • s ( }�^�_ 4.) DO NOT REMOVE OR MODIFY SUPPORT MEMBERS I . 1 ,., , OR HARDWAR ; \. `:• - -1. .. � .I, ,.-w.w.:I ..: .. .. .. - ' THE WRI SENT OF THE , , t ,.. .- , -� FOR EXISTING FRAMING WIIHD,WCIN� =19 1 rma ca+ . / .. ". 1.r . I. - I 1: ' . 6.) ANY DISCREPANCIES BETWEENBA FRAMING AMI CE7.SHOWN AN ( ..: i " : . :/\� ". THE ENGINEER RE • .• j� /A • .: ,O._. ._ '.,`Yt 1.r'II1�li,T_�l FIELD CONDITIONS SHALL B s , t ; ALLFRAM G S BE FRESSURE u //� Q 1Q,� ,,; t •.la� { { 8.) TREAAPPLITTD�WtITTHCATION ATREATMETE PROCESS EXPOSURE _ •� ..::a . �.I7/J�/ :.' -• _.'.-.,.^ -. ACCORDWC TO MFR'S WRITTEN GUIDELINES. f .. . �: "�R :G 12E:5 ' 31 . V, !� ') COMPIJANCE WITN 20,3 CBC FASTENING SCHEDULE, . ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN 1 �• (� �.��i, 1 �� ' ., �.�--t '.ai" .SLPN, y'� ,. i: -.o _4, •, � .Q;" TABLE 2304.9.,. UNLESS NGTED GTHERVASE. �� --o I t,/ °DPS 114 .:_ .}, .1V1� _� ► %i m 1 U 0 Fir�i; h WENN . mi,.. 5 h: M� tom, ;.� i �~.I 11 1 a 1% j� 4 l' 'll I i . �. f s'.. _ s \ l • e f'' Q , . . ,.. O L9 , ,r / - .I'll l t. - _w . �.0 ,: Q ' �' .. '. �: n. J 'j'_: !f '1. I f^ C G l7 - 1 t 1 `� e _ . :. : . -. . t I . \ I gP MIPglILRA 3/8" APA RATED PLYWCOD APPLIED OVER 2X FRAu11NG AT ?G" C.C. 11(lOO.t��4 M 1 err ,,, _ }� ON _ 4AILED. , z 'y ' . 1. {tA {� NQ . r I / W'RH Bd (0.,13 X 2 3/97 NAILS AT 0. ON CENTER CCE • .• LD ACES. / . . " ., , .. ,;� ;, ,; : 1, , _ -1 I FLOCK PLATE 1�IlFD NA'KITH Ifid ILED, CC1+ER AILS ATT12' ON CENTER, r .�rI ;' q"z. r 1^ -I. -r-i.' �i►AS 7 t+l_'� V" / ! : }' - , t-� S( �-- -- I `... .:i-' 1: -i . q: • 1/2' GYf'SIlM WALLPr?ARO UNBLITCKEG. APPLIED T''1 ?X ERbVING Vr1T1I 4 �- -- r: ( I BP-� 5d LER OR 1t,A11BCA?U NAILS AT 7" ON CENTER MAXIM' M. i Gun r� f) (I P, . i r r coo � - D �� : :. ... _ t J, _ i I ;20c) P -50m , 11-1pr -, . .. � . , I�A . .� l I ._... - _ z' ,. , .. .. tr/��[/ y . ._ I ►1. t A i� r* . V It R!_ t �; 4 R ��• - I >. F_ p y E 4 �/ % ..�'• s. .. j`i'1(j/ 'f� {pyo ,t � Cn I'. y4 r.,. r ( �j_?/�_ � c ,f fed j .- O t A -•f ':k 1 - . � 6 - - � j[[ y m� 5 �' fi . _ � Yr°BiCE t� x,G_R u9. AI A 1= - :31 ,. 1 ::.� . . �' /r r .n f _ a �. ' r. 6 R ;'N` -f 1 _... {I I.: J irk �' 1. . 'w' e, ; r" , .. 3 . t•: I '; . .. �' .. .0 ,, 4 I i �! /y`/�1 1 - L/ 1.7 /' .!' Y �. 1 %� I. i j \ .v'• - 4 •1 �- I 4 : J.w::., . •A .J•' `i 0 / ( RR +�R t /' _ e �u� I - . 3� ..p I'. �,s : F., . , yy it l. 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J.. :..... CAMP __ _ 1. : I.o .i_LZI 7n S A� Y t a Y y,J ry y .A f'Z. �^ /-. a.w l r. �/ L l , , ,� l- 11 .. ,.r._ ..,. ,e t d 4 . /... sR';' 1.Q t . 'i: :r �,..�'' a C� i - A , „; ... ' 1. A% d`; +" a' ti •L'_ 3.... .. V t - 4: 'i . , �: :k .. . a t '\ d : . / / j .fir .� w,.0 s __ _ { I_ -- 1.3 � b i-. 3 W't'` hj .a • r C.- . i :s° P e' . {s .. /!, t• i �. �` r. ' e C �.. d :. 'oY Q G 3� 1.;. t I ams t �" - t _� _1 ♦ rr I '41r. r r 11, 'L " A 1. ©' 6� a .. 1 - �,r. . ate,., : I x •2 } �.. r •t .0�• J , i ,. ti,: i I. 4. r -4G e Y , I N �t/ �+ 111, I z.V 1 �.i�w , r r �r r i f , 1. I J / f 1 T t. ,. , 11 I .1 r> �. . i , •;' j . t=: r . .: :�: til 4�.. 11. I t I • ;•' ' :.r'. i . 7 . A r r��s`: . I� -.s . DA " PIE . I ( . . � ♦, o ED BY ,. i - • .� ZY / AP. ROVED DRAWN BY / • ,{ L , - r '� �;f/ �/ ,: SCALE: . 1 i'` J �Q -...• �/. ,.:_ }t� r. :j' a. :k ) Ua ` REVISED f r J /� //ll� DATE: r - ,t . • v'j ... - .... _... , _y \ ..N •.. '>"' .. ` V V Y •i ( '!sI .T* t� • t I .. _ .r ;i. .il T 11; , -r . ... 1 J or,f.j��/�/� /A�� //// 4F . if' .0.4 -, -.01/191.1-1. '.DRAWING NUM J . Y2: I. - (%�-•,.`J� yj'/1}1I '/���I/f'f(r ' I 'f' Y •' Q i•7� ..�• / ,.. -1 ,./. I 1! .. . .. ....... I **. . . . .,.f _*.fl . .: . .. Jr. , � � rtT I . *1 .. .,.. �. .. . " ... ... I . . .. ...'ki,+;, ... 4 . . 1. I . ... __ ----,-,-,�-�-�'..-�----�l---.---.,.------------ is/Z) -- _= - �_ :__- . . 1. . ... ..... -1. . .. � . � , ... I . .,. .. . - - . , -'.....l... . . - � ,I, . .. I . . ... - __.__.______________ ------- :.: I . .1 . . : -.__*_.:___=='...'. ...--. ______-.___. _____._ � .. 1. • . I , 000�. I , . I.... d•v 1- - - - 'I - - . 1% I ... . . . . . 41�__-�__,.'-_. , I .. . I . � . . . 1. . . v _: I I _....... _ __� ________ ____ � ... _. .- .-.i - _.. � � � - ... . , . __ _ __ �__---___-.... -__-. --_-.- - _______ - ____-'__ _____.. .. _-_._..,-__--__..__.. - _. -_ -_.-. .-_ ___. __-. __._. --- . -..._ _ -._ .._-._. . --.--_-_•__-- _ __ --- __. -. _ n • �(�YU O�l_�� ��'�-- ��� � � RZs14u4i Qr hOn-[Or►i�irs3lrC4 d® _ Lm --------------- M. EAY FAd AM 17 Gr lb Y8, .000 FIN WAIZID •4 _ I. -mss j C3 LS fiN a D6 ROOF PLAN STRUCTURAL NOTES: ---- 1) SHHEEETSS SDI SD FTE �DITIONALL 0 SN AND FORMDETAL ATIONN. SlDttvC-t I�P { Q 2.) TYPICAL ROOF SHEATH NO (UNO): 1/2' THICK. APA TECO. OR PITTSBURGH RATED SHEATHING, SPAN C RATING 32/16. EXPOSURE 1 STRUCTURAL PANELS I / • �- — '� APPLIED WITH LONG DIMENSION ACROSS SUPPORTS AND ADJACENT PANELS STAGGERED WITH 4' ENDS I. OFFSET 4'. EDGE NAIL WITH 80 COMMON OR !TIL Gt7 EQUIVALENT (0.131- DIA X 2 1/2-) AT 6. O.C. AT ALL PANEL EDGES, BOUNDARIES, GABLE ENDS.- { `� f BLOCKING AND WHERE INDICATED ON PLAN. FIELD (� NAIL AT 12. O.C. PROVIDE 1/8- GAP AT ALL PANEL ,•' EDGES U.N.O. BY PANEL MANUFACTURER. , SEE NOTE SECTION 8-SN FOR ROOF TRUSSES BY L OTHERS. i -• .. 4.) TYPICAL HEADER BELOW SHALL BE: • 4X12 OF-L /2 UN0. LL) PROVIDE 4X POST MIN. AT ALL BEAM AND GIRDER ' ` TRUSS SWING IG POINTS AND CONTINUE W WALL TO c .. i PROVIDE POS ATTACHMENT OF ALL POST TO BEAM. �� C.OBEAM TO M!? kw CONN' WI1BEAM. (2) ST22 STRAPS MIN AND A33 aJPS, BEAM M�Rb �N�s� sa��r rya / n r /0- ' «. U N.O. PFR PLAN AND DETAILS. Noe r9_1 &74.dvv47owy1,rAv-vw riot,5 7 �( 7.) DO NOT REMOVE OR MODIFY SUPPORT MEMBERS OR . - HARDWARE FOR EXISTING FRAMING WITHOUT THE . '� • M' �, : t� EXPO WRITTEN CONSENT OF THE ENGINEER OF - . �' r-EG iC • ^ •� J-..._.� �.-�-••.l.G•fi.��.�:-8.) ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND � � �' ' • I - _ ���, - ,� •, .i v .. - FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT _ N TO THE ENGINEER OF R 1 t 1 ECORD. r G f 1 tl C / 0.) ALL EXPOSED FRAMING SHALL BE PRESSURE �L C L I 4� WRITTEN WITH DELI GUIDELINES. PROCESS AND M MFR'IION " 1 ('- R'I7 APPROPRIATE FOR EXPOSURE ACCORDING 1>J MFRS 1 .1 {{�� PAC R eT ry-J 10. ROOF TRUSS LAYOUT SHALL BE RENEWED BY ENCMEETt ^•� C ) S..Nal. 5l:�0 1'�r ' S� gyp, i � ,. .. '7 AS TRUSS DESIGNS BECOME AVAILABLE FROM TRUSS , _ ' + Z V ✓✓ , MANUFACTURER. CONTRACTOR SHALL OBTAIN SIGNED . - . TRUSS REVIEW LETTER FROM THE ENGINEER OF RECORD .. AND BUILDING DEPARTMENT APPROVALPRIOR 7 - .... """' .'•`"`�- . 0 _ CONSTRUCTION. .. 1 • • _ 1.) CONTRACTOR TO VERIFY THE LOCATION AND LOADING OF ALL TRUSS TO TRUSS `' �� M I �( UM IMMEDIATELY NOTIFY TRUSS MECHANICAL OF ANYCONNECTIONS. N'rFOR '� neveR I ��. �D.�t��85. "----•- DISCREPANCIES. - V 12,) ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN�� _® iii (.l,}�y)E`. { �!; „�t'r�. !. ( ✓ .- C � Ji"'Q 3 COMPLIANCE WITH 2013 CBC FASTENING SCH[MU . .. �• II TABLE 2304.9.1. UNLESS NOTED OTHERWISE �') - ', ,, t.;.-T f'. i ,, S 1 C �XAvs�'..� EtJ S l��j, � EE � - 4 �.-1J�IVy•� _ � � � ,.r�1��°�raT Er��:.� �s • m C t IRS a.'y �oQ�oFEssIoy� 4 e j2- 9&M1trg9g4hj= LIAK] _tiC. Fti I_ yLor �ay h •� . oL J 0 . %''�! i I '- fid �� lit C''' _-__..-__. A e �t D 1� 1�tt7Il%1'iI�N 0 C"d DU Jc' w �! s I WE I C S o * * , EXP. 06!$0!2 1 (p SJgT CIVIL��P MR DV 1 C �#�_���_D_R��/ gg ' (�A'�tf�495 DOMECILRAOE. For- CAS le��E en AI- 11,I!,� �fPa �� t�; rti ?A^x•, '/� d� 0-41601V ^" SCALE: k y APPROVED BY: DRAWN BY A44 mum 5� ��w► �Q vow �0 6e prav,del� i� 'nevv ' . yellI� L. DATE: REVISED THESE PLANS HAVE BEEN Q '�(/GtG'LK� ONLYWWIOTHOTHEATTACHEDE I H STRUCTURAL CALCULATIONS N il DRAWING NUMBER �� tiD 'b3D'�O 0 ro 00 GENERAL STRUCTURAL NOTES opLD E31, 'Ar wwfty" Wl- 3. 71N M%re JIM. I= 61 lwow� nme mmm a IT, amm PLACtk : ULFLY AT AT'r -4-10Ma A. J AT I= "�:. ABBREVIATIONS L MDN 3¢wLwr M. W7. AT 24 44 TYPICAL OVERFRAMING DETAILTYPICAL NEW FTG TO EXISTING FTG DETAIL 3 61 —T NftAlaIDJ1 cl . .... RRIHAT ffit" AT GOI TliM ANNMMciWrtxart -on _4MKNwiUi IFIAnUrAcnMFa Lfr{clAl c=— IMKalwtaut - A) TMnu C O� AT L S. cj C. C- co= N15 NOr to KHF DRIM AID `XAT- MAT L� L tONcfYW NNASYWLxpa0. COnSR CWSTRURgN ON OMOFTt:uW LU WALL PERPENDICULAR TO TRUSS aZ yiiwor Co.. A4• cc z Al_ WATT 3-- 0 'cc _T Z z 'w -- E • -A o -v 1�_ _J 2 HA 'P1fCF Z T IT < Es co 01 wp- ur �w�ftwm fIr c) in amm. TV cc C W cc -IT--.-- 1n=)OREWAMA AT 4'-e Or- Q --w- mw AA 'r -w x jL w cc _tAInee m,/= < cc Zo Mnwuol I.. T -o —- r) Z 0 Num cc vx� ZO Kyaw AoiiI M "Aw WALL PARALLEL TO TRUSS ITT, A iWftAV TYPICAL GABLE END DETAIL TYPICAL NON-BEARING WALL DETAIL TYPICAL DETAIL 2 0 fDuuE Z lmefaArwoMaadetumeAN 0 _nes �D 2) < oT) tmw�. Go z A.) wAx 'o"l oo IDYL 1lNNr.O Mw m-1 "Ift vfflvm� 101' @Ywm"Y 1VWK1_ I'M LPV W/ �F 1)11N I wUrD•TMNa EMA]F [KION YYaURUNKY wFOWR•N[R1FFMtw.c"[llwa,MD b tlE W diMflR WXi WELDED MITE rAnK vo� _fww DIIQYtE e -if 1114- am. vlll�_ %i ... V'=� REITS10ft • fV.S*N$: *RAII, w. =4 A"Y A. —I. - 1111M tuwOw YNitF OREM-N 6/04 "m 9%. �I`LAx FAIM KAU M kAN q c.) mKm�ew= - rm—,. MTE: 1~1 scALL, IMiloili oins/16 DRA"W. ACSYesIMI joew�w. 1&120 s) AG $11FIET. 108 NUMSEft M11" 7 TYPICAL NON-BEARING WALL DETAIL TYPICAL FOUNDATION DETAIL (7-) $HIM EAVE DETAIL 10 TYPICAL EAVE DETAIL �LDJ2 SDG NKwt. ID J2 SN _11)2) C) q1 7 'U T 7 C 0 1, J N'T Ev T SERVICES �Tl DE ELOPNIE;N E: v L I A4 i C E 0A 'E It) 'It E The 201.3 MID, CIRC, CMC, CPC, CEC,CFC, CGBC and 2013 California ------ 'V-�V AT BUILDING PERMIT FINA,Wf' PROVAL THE PROPERTY PR*0 TO BUILD : VEGETATION CLEARANCE Energy Standards as amended by the SHALL BE IN COMPLIANCE %ffH REQUIREMENTS PRESCRIPM IN CALF. FIRE CODE SECTION CRC Typ ICAL T jurisdiction apply to this project , kAx BETWEEN THE ROOF b-) WHERE THE ROOF PROFILE ALLOWS A SPACE 9 RE �x xz� COVERING AqD ROOF DECKING. THE SPACES SHALL BE CONSTRUCTED TO PREVENT THE INTRUSION OF FLAMES AND EMBERS. BE FIRE n%�" STOPPED WITH APPROVED MATERIALS OR HAVE ONE LAYER or MINIMUM 72# MCN—PERFORATED CAP SHEET COMPLY NG ih1TH —PE' MINERAL SURFACED NON R327.5.2. COMBUSTIBLE DECKING. CRC ASTM 039909 INSTALLED OVER THE COIABLI 26 GAUGE VALLEY FLASHINGS SHALL NOT BE LESS THAN FLASHINGS TYPWAL TOP PLlr ATE SPUCE C-) Vol -ENI PROVIDED, THANKr" GALv. SHEET CORROSION—RESISTANT METAL INSTALLED OVER NOT LESS ERAL SURIACED NON—PERFORATED CAP -SHEET TYPICAL TOP PLATE SPLICE DETAIL TYPICAL FNDN ANCHOR BOLT DETAIL ONE LAYER OF M141YUM. 724IMIN Co.ypLyINO WITH ASTM D3909. A MINIMUM OF 36 WIDE RUN14ING THE FULL LENGTH OF THE V.ALLE17. CRC 8327.5.3. EA.NS M PREVENT THE ACCUMULATION d.) ROOF GUTTERS SMALL BE PROVIDED WITH THE V D 0 GUTTER. CRC R.527.5.4. _J OF LEAVES AND DEBRIS IN THE SHALL BE DESIGNED TO RESIST THE INTRUSION (D cn ROOF, ATTIIC AND UNDERFLOOR VENTSa. < OF FLAVE ANO EMBERS THROUGH THE VENTILATION CPENINGS- OR SHALL BE B PROTECTED BY COPROSION-RESISTANT. NON-COMBUSTLBLE WIRE MESH WITH A '�o OF 1/16w AND A MAXIMUM OF 1/8- OPENINGS. CRC R327.6.2. @L_ C C _J JP 16 !¢E iMraxABz zil0 Cr _T E MINIVVIO W 13E INSTALLED UNLESS THEY ARE DESIGNED f.) EAVE OR CORNICE VENTS SHALL NOT TO RESIST THE INTRUSION OF FLAME AND SUR41NO LVIBERS INTO THE ATTIC AREA. CRC R327.6.3. OR IF THE ATTIC SPACE BEING VENTED 15 FULLY SPRINKLERED. 9.) EXTERIOR WINDOWS, WINDOW WALLS. GLAZED DOORS. AND GLAZED OPENINGS IN DOORS SMALL. BE INSULATING GLASS UNITS WITH A MINIMUM OF ONE TEMPERED PANE, OR CLASS PLOCK UNITS, OR HAVE A FIRE RESISTANCE RATING OF NOT LESS THAN 20 MINUTES WHEN TESTEDACCORD14G TO NEPA 257. CRC R327.8.2.1. h.) EXTERIOR DOORS SHALL BE OF APPROVED NONCOMBUSTIBLE OR !GNITION RESISTANT MATERIAL CR SOLID CORE WOOD HAVING STILES AND RAILS NOT LESS THAN 1,375 INCHES THICK WITH INTEROR PANELS NO LESS THAN 1.25 INCHES THICK OR SHALL HAVE A FIRE—ROISTANCE RATING OF NOT LESS THAN 20 MINUTES. CRC 8327.8.3. L) EXTERIOR WALLS: THE EX:IEWOR WALL COVERING OR WALL ASSEMBLY SHALL PE OF NONCOMBUSTIBLE MATERIA1_ OR tGNITION—RESISTANT MATERIAL. OR HEAVY 7IMHER OR LOG WALL CONSTRUCTION, CRC 8327.7.3. EXTENT OF EXTERIOR WALL COVERING: EXTERIOR WALL COVERINGS SHALL EXTEND FROM THE TOP OF THE FOUNDATION M THE ROOF. MMINATING AT 2- NOMINAL SOUR WOOD BLOCKING BE1%%f_EN RAFTERS AT ALL ROOF OVERHANGS. OR 7ERMINATING AT THE ENMOSURE OF ENCLOSED EAVES. CPC R327.7.3.1. I k.) OPEN te,'017 EWES: THE EXPOSED ROOF DECK 0-4 THE UNDERSIDE OF UNENCLOSED ROOF EAVES '•SHALL CONSIST OF NONCOMBUSTIBLE MATERIAL OR IGNITION—RESISTANT MATERIAL OR ,1' LAYER 5/8' TYPE 'X' GYP". SHEATHING APrlUED BEHIND AN EX`E�OR COVERING 0*4 THE UNDERSIDE EXTERIOR OF THE ROOF DECK, OR TPE EX-,LrVOR PORTION OF A I—HOUR FIRE RESISTIVE ASSEMBLY APPLIED To THE UNDERSIDE OF THE ROOF DECK. CRC R321.7.4. 1.) THE DECKING MATERIAL SHALL BE IN ACCORDANCE WITH CRC SEC. R327.9 AND THE EXTER',OR PORCH CEILINGS ARE TO BE EITHER IGNITION RESISTANT OR NON—COMBUSTIBLE PER CRC SEC. 327.7.6. w: NO 101 NAL rllili TwLoe saw TYPICAL STUD EVATION 5 TYPICAL HOLDOWN SCHEDULE < U co /r TIAL D" FM as AMU M OA�W vr llw A-11' 11 p u RAL fa U 0 10W M Cc =I 1111A.l. K --0 M i~AC"W3 WE )A-A W. BY: Kl oazNr_IKDams z AT AL TYPICAL NAILING SCHEDULE to I ttt TYPICAL SHEAR WALL ELEVATION TYPICAL SHEAR WALL SCHEDULE SD1 TYPICAL STUD EVATION 5 TYPICAL HOLDOWN SCHEDULE < U co /r TIAL D" FM as AMU M OA�W . vr llw A-11' 11 p u RAL fa =_10—h F1 Ve 1.1.IK W. BY: Kl oazNr_IKDams Comm %.M —::A AT AL TYPICAL NAILING SCHEDULE to I ttt TYPICAL SHEAR WALL ELEVATION TYPICAL SHEAR WALL SCHEDULE SD1 �LDJI ...Y.- -AA ..w- .4 ATV�� AT f_1 TJ AT . A-11' 11 p A) DATE.01/]L/16IJ =_10—h 1.1.IK W. BY: Kl oazNr_IKDams Comm %.M —::A SKIT. TYPICAL NAILING SCHEDULE to TYPICAL TOP PLATE NOTCH DETAIL TYPICAL SHEAR WALL ELEVATION TYPICAL SHEAR WALL SCHEDULE SD1 �LDJI BERM REVISIONS I BY __ I Date .Scale Drawn Job Sheet Of I Sheets EN3. lighting installed in rooms or areas other than in kitchens, bathrooms, mo 10��s garages, laundry rooms and utility rooms shall be high efficacy or shall be controlled by either dimmers or vacancy sensors. CEnC Section 150.0(k)7 EN4. E! outdoor lighting as high efficacy. Alternatively, they can be controlled with motion sensors and controlled by photocontrol, astronomical time clock, or energy management control system. CEnC Section 150.0(k)9 EN5. ic!==!!5P provide an exhaust fan or indicate a bathroom fan that shall provide whole -building ventilation to meet Indoor Air Quality (lAQ) requirements. Please indicate that the fan shall be 51 cfm minimum and be on at all times when the building is occupied. CEnC Section 150.0(o) & ASHRAE 62.2 Section 4 GREEN BUILDING COMMENTS G131. Please incorporate the CALGreen checklist into the plans for review. Green Building Compliance measures in addition to checklist shall be incorporated into the project drawings. hftp://www.buftecounty.net/Portals/10/Docs/DPC/DPC- 12%20RESIDENTIAL%200CCUPANCIES%20CHECKLIST.Pdf G132. o-'!!! all existing noncompliant plumbing fixtures shall be replaced with water -conserving plumbing fixtures, and all new plumbing fixtures shall comply with water - conserving plumbing fixtures. CGBSC Section 301.1.1 & 4.303.1 GB3. 2t* maximum flow rate requirements for plumbing fixtures. a. Water closets: 1.28 gallons per flush b. Showerheads: 2.0 gallons per minute C. Lavatory faucets: 1.5 gallons per minute d. Kitchen faucets: 1.8 gallons per minute with 2.2 gallons per minute temporary flow WILDFIRE EXPOSURE CONSTRUCTION REQUIREMENTS W1. this dwelling is located within a State Responsibility Area (SRA). W2. qft=!== non-combustible or ignition resistant exterior wall coverings in accordance with CRC Section R327.7. W3. �Y exterior glazing in accordance with CRC Section R327.8. One pane of window shall also be tempered. W4. Ignition resistant or non-combustible eaves and soffits in accordance with CRC Section R327.7.5. (Open Roof Eaves require noncombustible or ignition -resistant materials. Such as fire-resistant plywood or OSB.) W5. &Wiwi I resistive exterior doors in accordance with CRC Section R327.8. (The door exterior surface shall be of noncombustible or ignition -resistant materials or be constructed of solid core wood 1-3/8" thick or have a fire -resistive rating of not less than 20 -minutes.) W6. gable attic vents and foundation vents shall be fully covered with metal wire mesh or noncombustible materials with minimum of 1/16" and shall not exceed 1/8" openings in compliance with CRC Section R327.6.2. TO 0IFb5F_r_> W7. H Pik the approved eave vents that resist the intrusion of flame and burning SCALE: embers. CBC Section R327.6.3 Exception #1 (E.g. Vulcan Vents or tested equivalent) DATE: W8. the roof gutters shall be provided with means to prevent the accumulation of leaves and debris in the gutter. CRC Section R327.5.4, Apr r it. 1 , 'i F;',T_'FTE COUNT Y DEVELOP-MENT SERVICES REVIEVViE-A.") 'F"C)F3t '�_;OUECUVVI L_J q DA"T"E BY 9_wL FOR CODE .1j201 F I A -- TIF,13 AND A,;S(DC,[',! F ELECTRICAL COMMENTS PLUMBING COMMENTS El. M�p P1. 4e:=trcheck clearance for new water heater. See CPC Section 504.3 for requirements. E2. plim qM12= 6.1-;_;;a_PF:;_ Is: P2. new tank style water heater shall be provided with an approved, listed, a• 5�� d combination pressure and temperature relief valve. The relief valve shall be provided with a drain that extends from the valve to the outside of the building, b. 1! with the end drain pipe not more than 2 feet nor less than 6 inches above ground and No of the drain pipe shall be threaded. CPC Section 608.3 & E3. the branch circuit(s) provided to supply the laundry receptacle outlet(s) pointing downward. part shall have no other outlets. CEC Article 210.11(C)(2) 608.5 bracing for anchorage of.the water heater at locations equal to E4. 111"T!" 1= 2% the branch circuit(s) provided to supply bathroom receptacle outlet(s) P3. 4sz:::�provide seismic vertical dimension. The strap shall be a minimum of 4 & bottom one third of its vert shall have no other outlets except with the same bathroom. CEC Article 210.11(C)(3) the top inches above the controls. CPC Section 507.2 E5. =5ell 120 -volt, single phase, 15- and 20 -ampere branch circuits supplying outlets installed in bedrooms, closets, hallways, or similar rooms or areas shall be protected by -a listed arc -fault circuit interrupter, combination -type, installed to provide protection of the branch circuit. CEC Article 210.12(A) E6. all 125 -volt, 15- and 20 -ampere receptacles shall be listed tamper-resistant receptacles. CEC Article 406.12 E7. Please indicate location and amp rating of electrical panel. Verify it has the capacity to support the new addition. ENERGY COMMENTS EN 1. .12== provide a minimum of one high efficacy luminaire in each bathroom. All other lighting installed in each bathroom shall be high efficacy or controlled by vacancy sensors. CEnC Section 150.0(k)5 EN2, I all lighting installed in the utility room shall be high efficacy luminaires and controlled by vacancy sensors. CEnC Section 150.0(k)6 EN3. lighting installed in rooms or areas other than in kitchens, bathrooms, mo 10��s garages, laundry rooms and utility rooms shall be high efficacy or shall be controlled by either dimmers or vacancy sensors. CEnC Section 150.0(k)7 EN4. E! outdoor lighting as high efficacy. Alternatively, they can be controlled with motion sensors and controlled by photocontrol, astronomical time clock, or energy management control system. CEnC Section 150.0(k)9 EN5. ic!==!!5P provide an exhaust fan or indicate a bathroom fan that shall provide whole -building ventilation to meet Indoor Air Quality (lAQ) requirements. Please indicate that the fan shall be 51 cfm minimum and be on at all times when the building is occupied. CEnC Section 150.0(o) & ASHRAE 62.2 Section 4 GREEN BUILDING COMMENTS G131. Please incorporate the CALGreen checklist into the plans for review. Green Building Compliance measures in addition to checklist shall be incorporated into the project drawings. hftp://www.buftecounty.net/Portals/10/Docs/DPC/DPC- 12%20RESIDENTIAL%200CCUPANCIES%20CHECKLIST.Pdf G132. o-'!!! all existing noncompliant plumbing fixtures shall be replaced with water -conserving plumbing fixtures, and all new plumbing fixtures shall comply with water - conserving plumbing fixtures. CGBSC Section 301.1.1 & 4.303.1 GB3. 2t* maximum flow rate requirements for plumbing fixtures. a. Water closets: 1.28 gallons per flush b. Showerheads: 2.0 gallons per minute C. Lavatory faucets: 1.5 gallons per minute d. Kitchen faucets: 1.8 gallons per minute with 2.2 gallons per minute temporary flow WILDFIRE EXPOSURE CONSTRUCTION REQUIREMENTS W1. this dwelling is located within a State Responsibility Area (SRA). W2. qft=!== non-combustible or ignition resistant exterior wall coverings in accordance with CRC Section R327.7. W3. �Y exterior glazing in accordance with CRC Section R327.8. One pane of window shall also be tempered. W4. Ignition resistant or non-combustible eaves and soffits in accordance with CRC Section R327.7.5. (Open Roof Eaves require noncombustible or ignition -resistant materials. Such as fire-resistant plywood or OSB.) W5. &Wiwi I resistive exterior doors in accordance with CRC Section R327.8. (The door exterior surface shall be of noncombustible or ignition -resistant materials or be constructed of solid core wood 1-3/8" thick or have a fire -resistive rating of not less than 20 -minutes.) W6. gable attic vents and foundation vents shall be fully covered with metal wire mesh or noncombustible materials with minimum of 1/16" and shall not exceed 1/8" openings in compliance with CRC Section R327.6.2. TO 0IFb5F_r_> W7. H Pik the approved eave vents that resist the intrusion of flame and burning SCALE: embers. CBC Section R327.6.3 Exception #1 (E.g. Vulcan Vents or tested equivalent) DATE: W8. the roof gutters shall be provided with means to prevent the accumulation of leaves and debris in the gutter. CRC Section R327.5.4, Apr r it. 1 , 'i F;',T_'FTE COUNT Y DEVELOP-MENT SERVICES REVIEVViE-A.") 'F"C)F3t '�_;OUECUVVI L_J q DA"T"E BY 9_wL FOR CODE .1j201 F I A -- TIF,13 AND A,;S(DC,[',! F I. GENERAL STRUCTURAL NOTES FESSIpNgI N 2 3. CONCRETE / REINFORCING CONTINUED 6. FRAMING/LUMBER CONTINUED 9. DESIGN LOADS 6 8. 1. GENERAL 6-4 POSTS/TRIMMERS: A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER 16, * 0 6 A WORK SHALL CONFORM T O THE 2013 CBC AND ALL APPLICABLE LOCAL CODES. ALL W 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: DIVISIONS I, 11, 111, AND IV U.N.O.: Jl CIV 1l- 9 IFOFCAL� OR B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) HAS PROVIDED AND IS RESPONSIBLE FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" WITH SOIL OR WEATHER EXPOSURE: A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B) SEISMIC: SPECIFIC STRUCTURAL ITEMS ONLY. ALL OTHER REQUIREMENTS OF THE BUILDING CODE CONCRETE IMPORTANCE FACTOR: l INCLUDING WATERPROOFING, FIREPROOFING, DRAINAGE, HANDICAP ACCESSIBILITY, EGRESS PARKING, AND ALL OTHER DESIGN REQUIREMENTS NOT SPECIFICALLY SHOWN #5 BARS AND SMALLER 1 Ya" #6 BARS AND LARGER 2" B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE 0. MAPPED SPECIAL RESPONSE ACCELERATIONS: Ss = 0.632, 51=260 MAPPED SEISMIC SITE CLASS: D THESE PLANS HAVE B u weo FOR COMPLIANCE ONLY WITH THE REQUIREMENTS, IN THE STRUCTURAL DESIGN CALCULATIONS, ARE THE RESPONSIBILITY OF THE CONTRACTOR OR CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 3/4" TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.545, SDI = 0.325, C5 = 0.08 C ATTACHED STRUCTURAL OWNER. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE SEISMIC DESIGN CATEGORY: D CALCULATIONS DOCUMENTS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM REINFORCING (60) 6-5 WALL FRAMING: BASIC SEB LNG SYSTEM: LIGHT FRAMED SHEAR WALLS WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. BAR DIAMETERS U.N.O. AND LAPTOP REINFORCING, PLACED ABOVE 12" OF CONCRETE OR A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING KIPS ULT. SE SHEAR: .53 KI SEISMIC BASE SHEAR: UNLESS MORE, (80) BAR DIAMETERS U.N.O. WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLA TE SPLICES OF STUD RESPONSE MODIFICATION FACTOR: R = 6.5 ION C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, WALLS SHALL BE 48" LONG WITH (12)16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE ANALYSIS PROCEDURE USED: EQUIVALENT STATIC FORCE PROCEDURE SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL C) WIND: MEASURES NECESSARY TO PROTECTTHE PUBLIC, CONSTRUCTION WORKERS, AND THE L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 101-0". WIND SPEED: 110 MPH STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. WIND EXPOSURE: C BRACING, SCAFFOLDING, ETCETERA. C.} MI5 -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN 6. FRAMING/LUMBER USE SIMPSON SET EPDXY WITH ANCHOR OF SAME DIAMETER WITH 7" EMBEDMENT IN D) LIVE LOADS: ROOF 20 PSF REDUCIBLE ' THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT FLOOR 40 PSF CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. 6-1 MATERIALS: ICC REPORT. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND A.) SHEATHING: D.) CRIPPLE WALLS: CRIPPLE WALLS SHALL BE A MINIMUM OF 14" IN HEIGHT, FOR LESSER 383 Rio lindo Ave. I IES MUST BE BROUGHTTO THE ATTENTION OF THE ENGINEER WITHOUT DISCREPANCIES ANYDI 1. ROOF SH[ATHIING: SEE PLANS HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED). ABBREVIATIONS Suite 200 E LNG WITH CONSTRUCTION OF THE ENGINEER. PROCEEDING FLOOR SHEATHING: SEE PLANS 2. F 3. WALL SHEATHING: SEE PLANS E.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE . Chico CA 95926 F) ALL WATERPROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. P. 530.592.4407 RESPONSIBILITY OF THE CONTRACTOR OR OWNER. B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. XT USE BY THE MANUFACTURER. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR F. ) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY AB ANCHOR BOLT K KIPS SummitChico.com G) STRUCTURAL DRAWINGS UNDER • HOP DRAWINGS ARE SUPERCEDED BY THE ST SHOP DRAWINGS. 5 GLUED LAMINATED FABRICATON SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN , ADD L ADDITIONAL L ANGLE LONG LEG HORIZ. ALL CIRCUMSTANCES. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN IN ACCORDANCE WITH CBC 2303.1.3, AITC A190.1, AND ASTM D 3737, BEAM INSPECTION ACCEPTABLE ALTERNATIVE. ADJ ADJACENT LLH . FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. REVIEW OF SHOP DRAWINGS BY CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME ALT ALTERNATE LLV LONG LEG VERT. THE ENGINEER OF RECORD DOES NOT GUARANTEE IN ANY WAY THE THE SHOP DRAWINGS AREACCORDANCE INSPECTION IN WITH CBC 1704.2. G. ) SEE NOTE 6-1 D FOR SILL AND ANCHOR BOLT SPECIFICATIONS. ARCH ARCHITECTURAL LONG LONGITUDINAL CORRECT, NOR DOES IT INFER THATTHEY SUPERCEDE THE STRUCTURAL DRAWINGS. C.) _ PSI AND MICRO -LAMS: MICRO-LAMIS (LAMINATED VENEER LUMBER) SHALL HAVE FB - 3100 A H.) A U.N.O. FRAMING RECEIVING NAILING AT 3" ON CENTER OR LESS SHALL BE 3X NOMINAL WALL FR MNG C BLDG BLKG BUILDING B LOCKING LSL LVL LONG SLOTTED HOLE LAMINATED VENEER LUMBER H) WALL FINISH SYSTEMS SUCH AS STUCCO SHALL BE APPLIED OVER FOAM BASE OR OTHER FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481. PER PLANS AND DETAILS. BM BEAM MAX MB MAXIMUM MACHINE BOLTS METHOD OF ADEQUATELY ALLOWING THE FINISH TO EXPAND AND CONTRACT WITHOUT BOTT (B) BOTTOM BTF BEAT TO FIT MECH MECHANICAL CRACKING. THE OWNER OR CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEFECTS IN THE D.) . SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER 6-6 CONNECTIONS MFR MANUFACTURER FINISHES. ANCHOR BOLTS AND 3" X 3" X.229* PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH ONE BOLT LOCATED V-0" MAXIMUM FROM EACH END OF EACH PIECE. A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. BTWN CB BETWEEN CARRIAGE BOLTS MIN MINIMUM 1) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED CCl CONTROL101NT MISC. MTL MISCELLANEOUS METAL FOR THE FOLLOWING TYPES OF CONSTRUCTION: E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE CIP CAST -IN-PLACE CONCRETE JOINT (N) NEW W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19% U.N.O. WASHERS WHERE BEARING AGAINST WOOD. Ci CONSTRUCTION NS NEAR SIDE PLACEMENT OF EPDXY WHERE REQUIRED BY LOCAL BUILDING DEPARTMENT 1. STUDS SHALL BE STUD GRADE OR BETTER. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED CLR CMU CLEAR CONCRETE MASONRY UNITS NSA NELSON STUD ANCHOR THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING 2. ALL POSTS SHALL BE DF -L #1 U.N.O. BEFORE CLOSING IN OR AT COMPLETION OF JOB. COL CONC COLUMN CONCRETE NTS OC NOT TO SCALE ON CENTER DEPARTMENT, SHALL BE ICBG QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE 3. 2X AND 3X RATTERS SHALL BE DF -L #2 U.N.O. CONN CONNECTION OD OUTSIDE DIAMETER I w Q (J , WITH THIS TYPE OF PROJECT. 4. 2X JOISTS SHALL BE DFA #2 U.N.O. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. CONSTR CONSTRUCTION OH OPPOSITE HAND U S. CONCEALED BEAMS SHALL BE DF -L #2. 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FOHC (4X6 AND LARGER). CONT CONTINUOUS OPNG OPENING Y 2. SITE WORK /FOUNDATIONS 7. ALL BEAMS 6X AND LARGER SHALL BE FREE OF HEART CENTER. 8. ROOF FRAMING C CP CONTRACTOR COMPLETE PENETRATION OVS PDF OVERSIZE ROUND HOLE POWDER DRIVEN FASTENER LU W A) ASSUMED MAXIMUM SOIL BEARING =1500 PSF PER CBC TABLE 1806.2 (NO SOILS REPORT F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" 8-1 PREFABRICATED ROOF TRUSSES: CTR CENTER COUNTERSINK PERP PL PERPENDICULAR PLATE o O PROVIDED). OF FOUNDATION, NAZIS SHALL BE GALVANIZED. A ) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BYTHE CTSK DBL DOUBLE PLWD PLCS PLYWOOD PLACES Z z B) BUILDING SITE IS ASSUMED TO B E DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL ENGINEER G.) BOLTS AND LAG SCREWS: BOLT'S AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL CBC 2303.4. DF DFA DOUGLAS FIR DOUGLAS FIR - LARCH PP PARTIAL PENETRATION O HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED PROVIDED NEW AND WITHOUT EXCESSIVE RUST. DRAWINGS AND DLA DIAMETER PT PRESSURE TREATED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND DJ EA DOUBLEJOIST EACH P/C PRECAST CONCRETE pm H.) C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF EF EACH FACE P/T POST -TENSIONED Q ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO WITH RECOMMENDED FASTENERS. USP HARDWARE MAY BE USED IN LIEU OF SIMPSON CALIFORNIA, SHALL BE REVIEWED BY THE ENGINEER OF RECORD PRIOR TO TRUSS FABRICATION. EL ELEVATION (DATUM) REINF REINFORCEMENT REQUIRED THE CONSTRUCTION OF THE FOUNDATIONS. HARDWARE WITH WRITTEN APPROVAL FROM STRUCTURAL ENGINEER OF RECORD. ALL METAL HANGERS, CONNECTORS, AND FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL C) TRUSS DESIGN LOADS ELEV REQ'D ELEVATION (VIEW) OR ELEVATOR SC SLIP CRITICAL Q Q INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION TOP CHORD LIVE LOAD: 20 PSF REDUCIBLE EN EDGE NAILING . SEOR STRUCTURAL ENGINEER OF W D) ALL FOOTINGS T A FOOTING DEPTH BELOW AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH SPECIFIC TREATMENT APPLIED TO THE WOOD AND OR METALS. CAUSED BY E / TOP CHORD DEAD LOAD: 8 PSF EQ ES EQUAL EACH SIDE SHTG RECORD SHEATHING _ FROSTLINE (12" TO 24" AS PER LOCAL REQUIREMENTS). 1.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE BOTTOM CHORD DEAD LOAD 8 PSF TOTAL LOAD 36 PSF (E) EXISTING SIM SIMILAR �"� Q O E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 UPLIFT LOAD AS REQUIRED BY THE 2013 CBC EXP EXT EXPANSION EXTERIOR SOG STD SLAB -ON -GRADE STANDARD V z LL F) ALL FINISHED GRADE SHALL SLOPE ATA MINIMUM SLOPE OF 5%AWAY FROM ALL UNLESS NOTED OTHERWISE. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER STRAND) WITH ALL "1" JOISTS. USE A DOUBLE RIM OR 1-3/4" LVL RIM AT ALL LOCATIONS WHERE D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. EW EACH WAY FINISH FLOOR STIFF SOL STIFFENER STEEL • FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL LEDGERS ARE USED (SUCH AS DECK LEDGERS). E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES FF FIN' FINISH SQ SQUARE Q G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. 6-2 GENERAL FRAMING:INVOLVED IN GOVERNING CONSTRUCTION. F! fLR FLOOR JOIST FLOOR SS SWS STAINLESS STEEL SHEAR WALL SCHEDULE � z H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES. A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1. F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 FNDN FO FOUNDATION FREE OF HEART CENTER SYM T SYMMETRICAL TOP BOTTOM � /� 00 FOSS FACE STUD TOO(CP) TOP F (PLYWOOD) V 00 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE B•) FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE LARGER MEMBERS: ALL F FS D FAR SIDE TOC TOP -OF -CONCRETE TO DRAIN TO DAYLIGHT. MINIMUMS, LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTORS OPTION. FTG FOOTING TOF TOP -OF -FOOTING J.) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE WHICH COULD GA G GAUGE GALVANIZED TOS TOW TOP -OF -STEEL TO TOP-OF-WALL APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF 2013 CBC. THIS CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED GLB GLUE -LAM BEAM TN TOEE NAIL ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO FRAMING MEMBERS. THE CONTRACTOR SHALLTAKE ALL MEASURES NECESSARY TO PROTECT HDR HOT DIPPED GALVANIZED TYPICAL SECTION 1808 OF THE 2013 CBC. FRAMING FROM THE EFFECTS OF SHRINKAGE. HDR HEADER LINO O UNLESS NOTED OTHERWISE " KJ WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED, D.) ALL STRUCTURAL FRAMING MEMBER WITH EXTERIOR EXPOSURE SHALL BE PRESSURE TREATED HGR HORIZ HANGER (SIMPSON) HORIZONTAL VERT WP VERTICAL WELDED A rw b ti w, �l'. ,, ��Z C 7 f CL ,r i n h • NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING OR BE OF MATERIAL THAT IS NATURALLY RESISTANCE TO DECAY. ID D INSIDE DIAMETER WWF WELDED WIRE FABRIC FOUNDATIONS. ONLY THOSE FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY SECOND INT INTERIOR W/ WITH STORY HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER SHALL BE ADVISED THAT EXISTING 6-3 BEAM FRAMING JST JOIST W/0 WITHOUT FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND JT JOINT �� ^^ �, • OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS A.) BUILT UP BEAMS: ALL BU ILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS r �IJ i DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUACY OF THE EXISTING, TV R At,;! a C• r, r, I r ` UN -MODIFIED PORTIONS OF THE FOUNDATIONS. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL c I REVISIONS: TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH 3. CONCRETE / REINFORCING MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT BUTTE COUNTY F) E V E L 0; P EN 1- SERV10ES A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETCETERA C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE 11 OR TYPE III LOW ALKALI. C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS C"" "tel L..+� DATE—___ E_,_,_ � D AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS DATE: 01/28/16 UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. SCALE: NTS DRAWN BY: ACJ E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF THE ACI 318. JOB NUMBER: 16-120 F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A MINIMUM SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. SHEET: WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB WITH #3 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP SIN AT ALL OTHER AREAS. G) SAW -CUT TOP 3/4" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 10'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. i I 1111111 MINE TABLE 2304.9.1 FASTENING SCHEDULE CONNECTION FASTENING- LOCATION 1. JOIST TO SILL OR OIOER 3 - M COMMON (2 1/2• X 0.1317 BLACK AT PROVIDE SIMPSON RPS22 3-rX0.131"NALS 10E NAL MODEL 3 - Y 14 GA. STAPLES ® STUD PER PLAN OF AT 18' O.C: U.N.O. 2 BRIDGING TO JOIST 2- 6d COMMON (2 1/r % 0.1317 2 - Zr X 0,131• NAILS TCE NAL EACH END SIZE 2 - r 14 GA. STAPLES 3. 1• X r SUBFLOOR OR LESS TO EACH JOIST 2 - 6d COMMON (2 1/2' X 0.1317 FACE NAA. 4, 1MDER THAN 1' X 6• SUBFLOCR TO EACH JOIST 3 - 6d COMMON (2 1/2' X Q130 FACE NAL S. r SUBFLOOR TO JOIST OR GRIOt 2 - ted COMMON (3 1/2' X 0.162-) SU ND AND FACE NAL 6. SOLE PLATE 70 JOIST OR BLOCKING ted (3 1/2• X 0.0.13n13AT le' QC r X 0.13" NAILS AT 6. Aa TYPICAL FACE NAL r 14 GA. STAPLES AT 1r 0.a SOLE PLATE TO JOIST OR BLOCKING AT 3 - 16d (3 1/2' X a13S7 AT 16. O.C. 4 - r % 0.131' NAILS AT te' 0.a �'� WALL PANELS BRACED WALL' PANEL 4 - r 14 GA. STAPLES PER 16• 7. TOP PLATE TO SKID 2 - ted COMMON (3 1/2- X Wen 3 - r X 0.131' NAILS LTA NAL 3 - r 14 GA. STAPLES S. STUD TO SOLE PLATE 4 - ed COMMON (2 1/r X 0.1317 4-rX0.13"NAL$ATS'D.0 TOE NAIL 3 - S 14 GA. STAPLES AT tr aQ 2 - Ted COMMON (3 1/r X 0,162") END MAL 3-r X0.11"MALS 3 - r 14 GA. STAPLES 9. DOUTLE STUDS ted (3 t/2' X CAW) AT 24' as r% 0,131' NAL ATC0.C. FACE NAL REVISIONS: S' 14 GGA. STAPLE AT 6' 0.a 10. DOUBLE TOP PLAIM ted (3 1/2' X CAW) AT l6' D.C. r X 0.131' NAL AT tr D.C. TYPICAL FACE NAL r 14 CA. STAPLE AT 1r C.C. DOUBLE TOP PLATES 8 - Ted COMMON (3 1/Y % 0.16r) LAP SPLICE 12 - r X 0.131' NMS 12 - r 14 GA. STAPES 11. BLOCKING BEWDI JOISTS OR RAFTERS TO TOP PLATE 3 - ed COMMON (2 1/2' X 0.1317 3 - r X 0.131' NAILS TOE NAE. 3 - r 14 GA. STAPLES 12. RIM JOIST TO TTP PLATE ad (2 1/2' X 0.1317 AT e' D.C. rX0.131' NM. AT r 0.0 TOE MAIL - r 14 GA. STAPLE AT r 0.0 I& TOP PLATES LAPS AND INTERSECTIONS 2 - Ted COMMON (3 1/r X al62) 3 - r X 0.131' NAILS FACE NAI. 3 - r 14 GA. STAPLES 14. CONTINUOUS LEADER, TWO PIECES Ted COMMON (3 1/2' X 0.1627 Jr O.C. ALANO EDGE 14 CEIUNG JOISTS 70 PLATE 3 - 6d COMMON (2 11r X 0.1317 6 - r % 0.131' NAILS TOE 6 - r 14 GA. STAPLES 1& CONTINUOUS HEADER TO SND 4 - 6d COIMON (2 t/2' X 0.1317 TOE NAL 17. CETUNG JOISTS, LIPS OVER PARTITIONS 3 - ted COMMON (3 1/r X 041627 ETN, TABLE 2306.10.4.1 4-r X0.131'MAILS FACE NM. 4 - r 14 GA. STAPLES 1& COLING JOISTS TO PARALLEL RAFTERS 3 - ted COMMON (3 1/2' X 0.162) MN. TABLE 23011LIOA1 4-r%0,131•NAILS FACE NAL 4 - r 14 GA STAPLES 19. RAFTER 70 PLATE 3 - N COMMON (2 1/Y X 0.1317 6-r X0.131'NAILS 7CE HAL 5 - r 14 GA. STAPLES 20. 1' DIAGONAL BRACE TO EACH STA AND PLATE 2- ed COMMON (2 1/4' X 0,1317 2 - r x 0L131' MAILS FACE NAL 3 - r 14 GA. STAPLES 21. 1• X S' SHEATHING 70 EACH BEARING 3 - 8d COMMON (2 1/r X 0.1317 FACE NAL 22. WADER THAN t' X I• SHEATHING TO EACH BEARING 3 - ed COMMON (2 t/2' X 0.1317 FACE NAL 23. BLIT -UP CORNER STIRS led COMMON (3 11r X 0.1627 2r as r X CAW MAILS 16' O.C. r 14 GA. STAPLES 16' D.C. 24. BULT-UP ORDER AND BEAMS 20d COMMON (4' X 0.1927 AT 3r D.C. FACE NAL AT TOP AND r X 0.131' NAGS AT 24. aG 901TaNe►AGGERED ON r 14 GA. STAPLES AT 24' at OPPOSITE ESS 2 - 20d COMMON (4• X 0.1927 FACE NAL AT ENDS AND 3 - r X 0.131' NMS AT EACH SPIKE 3 - r 14 GA. STAPLES 25. r PLANKS ted COMMON (3 t/r % 0.1627 AT EACH BEARING 26. COLLAR TE TO RAFTER 3- 10d COMMON (r X 0.1410 4 - r % 0.131" HAILS FACE NAL 4 - r 14 GA. STAPLES 27. JACK RAFTER 10 NE 3 - 10d COMMON (3• x 0.14e) 4 - r % 04131' NMS YCE HAS. 4 - r 14 GA. STAPLES 2 - Ted COMMON (3 1/r X 0.1627 FACE NAL 3-r X0.131'MARS 3 - r 14 GA. STAPLES 2& ROOF RAFTER TO IDL RIDGE BEAM 2- Ted COMMON (3 1/r X alff) 3-r X0.131'NAILS TOE MAN. 3 - r 14 GA. STAPLES 2 - Ted COMMON (3 1/2' X 0.162) FACE NAL 3 - r X 0.131- NAILS 3- r 14 GGa STAPLES Zo. JOIST TO BAND JOIST 3 - Ted COMMON (3 1/Y X 0.1627 - ..... 4 - r X 0.131' NNIS FACE NAIL - 4 - r 14 GA. STAPLES 30. LEDGER STIOP 3 - ted COMMON (3 1/r X 0.16r) 4-r X0.131'NMs FACE NAIL 4 - r 14 GA. STAPLES . 31. WOW STRUCTURAL PANELS AND PARTICLE BOARD! 1/r AND LESS 6d" SUFFLOOR. ROOF AND WALL SHEATHING (TO FRAMING) 2 3/e- X a11r NAL' 19/32' TO 3/4• 6d OR ed• 2 3/6' X 0.113r NAL' 7/C 70 I- Bd' SINGLE FLOOR (COMBNATNIN SUBFLOOR-UNDOiLAYMENT 1�� 113/4 OR Bd TO FRAMING) s � 7� Tn 1' 6d• 1 t/6' TO 1 1/4' 10d'OR ed` 32. PANEL SIDING (TO FRAMING) IAND LESS Od 33. FIBERBOARD SHEATHING' - 1/2• Ma It GAGE ROOFING NAL' 6d COMMON MAL (Y_ X WW) - No. 16 CAGE STAPLE 25/3r . Mo. 11 CAGE ROWING IWL' ed COMMON ELME (2 1/`Y z 0,1317 Na 18 DACE STAPLE' 34. INTERIOR PANELING 3Ab' � -r--r wAu. coNnNUEs WHERE I L,�000URS PER PLAN y�F, C. 2� (5)180, g yZ • • AT EXISTING FOUNDATIONS AND AT MISSED AB PROVIDE 1/Y * /i DIAMETER WEEN HD AT REQUIRED SPADING WITH 4' EMBED. 1 3/4' sTgj cIV1L PARTIAL PLAN AT TOP PLATE CORNER AND TEE �irNiiMUM EDGE c�L�oc�ATE MINIMUM END ALL REINFORCING �PRiaR To FOFCA��F 7.} U.N.O., INSTALL PER MANUFACTURER'S RECOMMENDATIONS THESE PLATVSH E'BE� /Uh 'DBL 2X TOP PLATE S1T�8 STRAP, U.N., PER DETAIL BELOW CENTERED ON DISCONTINUITY FOR COMPLIANCE ONLYVVRH THE 1Y MAX 4'-0' MAX AT (� STORY AND TALLER ATrACHEDSTRUauRAL 5' MI 8'-0' MAX AT 1 AND 2 STORY DF -L . EALcutanoNs T1SEE SHEAR WALL SCHED. gLI- STUD DIRECTLY UNDER SPUCE15d SINKERS AT , TYPICAL TOP PLATE DISCONTINUITY � �� jL r MIN � PV -73- WASHER .229•. TYP i� ' (5) 18d AT CORNER OR INTERSECTING WALL L� t_ ASA/MASAP ANCHOR OPTION PER NOTE 4 160 O.Q '-0' MIN. 8d NKERS D.C. _ 1/Y DIA AS WITH ' (12) MIN. BETWEEN SPLICES 18d SINKERS AT 18' O.C. (12) MIN. BETWEEN SPLICES Y HOOK, TYP � PER PLAN (12) MM. BETWEEN SPLICES GENERAL NOTES: 1.) SILL PLATE SHALL BE 2X PT DF -L UNLESS MOILED OTHERWISE IN SHEAR WALL SCHEDULE. 2.) PROVIDE (2) BOLTS MIN PER SILL PLATE 383 Rio Undo Ave. Suite 200 3.) DIAGONALLY SLOTTED PLATE WASHERS WITH A MAXIMUM SLOT LENGTH OF 1 3/4' MAY BE Chico, CA 85926 ` UNDERaSPUCEY EYP. 1 TOP PLATE USED WHEN A STANDARD CUT WASHER IS ADDED BETWEEN THE PLATE WASHER AND NUT. P. 530.592.4407 INTERSECTING WALL OR CORNER WHERE OCCURS 4.) CONTACT SUMMIT STRUCTURAL DESIGN FOR MASA/MASAP ANCHOR OPTION IN LIEU OF SummitChico.com TYPICAL TOP PLATE SPLICE ANCHOR hlermeAate ettpporta TYPICAL NAILING SCHEDULE so NO SCALE BOLTS TYPICAL TOP PLATE SPLICE DETAIL �� TYPICAL FNDN ANCHOR BOLT DETAIL NO SCALE S01 NO SETTLE PLATE PER 8/SD1 18 MAX STUD SPADING J. A D D ika614 C)qj OPENING - g T TYP G TYP U.N.O. OPENING A LIULI _,AML PLATE SIZE AND AB SPACING PER 1;/!SDI STUD WALL ELEVATION KEY 2X6 WALL OPENING SCHEDULE ®HEADER PER PLAN (110 MPH, EXPOSURE C) ® TRIMMER PER SCHEDULE OPENING WIDTH TRIMMER KING STUD ® KING STUD PER SCHEDULE UP TO 5'-0' 1 2X8 1 2X8 ® A35 CLIP AT EACH SUDS OF POST'S AND UP TO 9'-0' 2 2X8 2 2X8 MULTIPLE KING STUDS USE A34 AT 4X WALLS UP TO 18'-0' 2 2X8 3 2X8 ® BLOCK AT ALL SHEATHING SPLICES. AND AT 10'-0' MAX UNBRACED STUD LENGTH C) NAIL MULTIPLE SDI 9L)?Tul r, -CU N.TY I.i_. LLO M LN Ci rVICI=S. 171 F--. ' 'r ! °A a DA-fE__-____.__-- Lft qqL63Y V-0 � PROVIDE ANCHOR TYPE HOEDOWN MINS ISMzw A N BLACK AT PROVIDE SIMPSON RPS22 MODEL TRIMMERS/KING STUDS TOGETHER WITH 18d AT tY O.C. STAGGERED ® STUD PER PLAN OF AT 18' O.C: U.N.O. ® P05T PER PLAN WHERE OCCURS NIMUM DISTANCE FROM HOEDOWN SCHEDULE (*SEE ALL NOTES BELOW*) H HOEDOWN H IOIDOWN CENTER OF CONCRETE GENERAL NOTES: _ 1.) HOEDOWNS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. 2.) AT 3X MUDSILL USE SSTBL VERSION OF ANCHOR LISTED ABOVE 3.) DOUBLE STUDS SHALL BE NAILED TOGETHER WITH � PROVIDE ANCHOR TYPE HOEDOWN MINS ISMzw A N BLACK AT PROVIDE SIMPSON RPS22 MODEL POST CONCRETE ANCHOR SINGLE POUR TYPO POUR AT POST WALL NUMBER SIZE 70 FACE OF POST CONDITION coNgnoN WIDTH HDU2 DBL 2X 1 5/18' SSTTJIB SST820 8 SCREWS 8' HDU4 DBL 2X 1 5/16- SST820 - SSTB24 10 SCREWS Be 12d (DIA. -0.135 AT 8. O.C. STAGGERED. TYPICAL STUD WALL ELEVATION f S 1 TYPICAL HOEDOWN SCHEDULE NO SCALE SDI CORNER WHERE OCCURS - 2 1/2' MAX. DEPTH FOR 2X4 PLATE 3D2 (5) 18d NAILS AT MAX. DEPTH FOR 2X8 PLATE 'TOP PLATE PER 8/501. LAPPED CORNERS. TYP LL �-�-3 1/Y MAX .STRAP AT EACH PLATT~ or PLATE (2) MLN PER NO PER �1 18' MAX SPACING � PROVIDE ' PANELS A N MFR. 1 A N BLACK AT PROVIDE SIMPSON RPS22 struakwal a Common «Lax nele ere pemiHted to be wed except ehre otnartlw etate6 a Nae epaad at 6 TnaLe. 0,L oentr at edoea 12 honor a htertnedbl* eupporb except a hdLa at eupparb .nor man an 46 haw «mora F« rldkp M .cad Pond and particleboard dNapnragme and eMar rale, retr t0 Section 2.706. Nae for rdl ehathhq r prMttW to M rarrxnoh lax « oeW+q. . a canxnon « d.rwmed enadL (oil - r x a11r; ee - 2 l/2' x 0131•; Tod - r x 0,140) - d. CammaL (6d - 2' x Qttr: ed - 2 t/2' x 0.131'; Loa - r x 041467 a D.tormed shank (ed - 2' x at1r: ea - 21/2' x ats"; Toa - r x 0,1467 r. corrd.Ion-reettoat .Ta,q (ea - t 7/6' x aloe•: ea - 2 3/er x 0,1267 « o..uq (ea - 2• x .o99'G Bd - 2 t/2• x atts) L fa.t«,«r epeod 3 hates on aMr at .xterlr rWga and 6 hcna all oentr at htemedlaa wppp�, Law used « etrtrenra r,wlnha 51+odnq ettdl w 6 hon.. 0,e antr an the edpw and 12 haw on attlr at h�twm.dlate wgPorte t« nonelnaturd applka6ana n. eoerorwn-redla+t Loo1h9 nW..Rn 7/16 hen dlan.ter neea 0,+a t t/e tndL Mn9a Tr t/2 ha+ dxamhq ena 1 3/4 hdL Math for 25/32 eheeMMq. L c«roekn-neMtmt .taPw .nn namM+d 7/16 hd, «0,.n and 1 1/e hdL wgBa for 1/2 Ban anwmhy eed t t/R tneA t:ngei r« 26/32 eMalhhq. Panel d 16 Wan« (20 hcha N etnrtglh 0x6 h 1M 10,9 dWeatton of the para. twea eBLerrre �Co�ixtq (1= x 0.0607 « Ihktt (1 1/2' x 0.0it7 nolo tpoad 6 Naw on Pond .eqw. 12 haw at htennedbte et;tparta Pala euat 24 lichee. CaVt9 « Iktteh nate epaad a Naws an pond edges, 12 hale at htertnedgb etpporta I. F« root dteatltMq appRoatlar. ee n0,. (2 1/2' x 0.7137 we Bw mhMmm reacted (r rood elrtxokwd pen W. . m. Staples Nal nave a mhhtum aero rWlh d 7 6 hd+. �n�4w n. Fr root Meathktq pap llootbew. fadenen epae�4 Awe an center d edpee. B hehw at IntrmedlateeheaMhq eM 3 YLdLw a FaNrtere epaoed 4 haw en anter of edea. 6 heha a! htrmedWte tuppab for eubtloor and rd an owttr 0,e edpa, a Yteha at htrmedkle etgpate as root sheathing. . P. Fatenere epaoed 4 ktata en war al edges, a hoha at I MAx. EYP. r --PIPE AS ODOURS NOTE: 00 NOT BORE HOLES OR CUT NOTCHES IN STRUCTURAL WALL PLATES GREATER THAN 1/3 THE PLATE WIDTH WITHOUT WRITTEN CONSENT FROM THE ENGINEER of RECORD. TYPICAL TOP PLATE NOTCH DETAIL GAP BETWEEN I ll I•I I HELD NAIL PER �� Qb BY I I f I I I I ISHEAR WALL ISdTm. � II II � �� WALL SCHED. As L PER SHEAR S HEDU EDGES„ TYP I I I I I COMPRESSION I� T I L I POST AS REQb SHEAR PLY PER HOEDOWN I I WALREQV PER SHEAR L SCHED. I � STUD � I FI li 1 II II II IrI II PI (--USEi 3X STUb AT I I I HOLDGWN II ABUTTING PANEL PER I EDGES WHERE I I SCH I w�l. SCHEDULE- -IT I I I I•I � I I 11 j j l II I II II 11 SILL PLATE AND AB SIZE/SPACING A i n NOSG4LE SDA. d REVISIONS: U.N.O. CORNER WHERE OCCURS--) TYPICAL SHEAR WALL ELEVATION NO SCALE S D 1 NO SCALE Hu I NO SCALE SHEAR WALL LEGEND STRUCTURAL SHEAR Wl1ll. TYPE 'N' FOR A MINIMUM &L -X' -Y` LENGTH OF X' -Y PER SCHEDULE Bk10Mt SHEAR WALL SCHEDULE - 3/8" THICK SHEATHING AND 16" O.C. STUD SPACING (*SEE ALL NOTES BELOW*) SHEAR MUDSAl THICKNESS SOLE PLATE PANEL. EDGE PANEL FMD 'SIMP90N' ALLOW. WALL AND 1/2' DIAMETER NAIL SIZE NAIL SRE NA9. SIZE A35 AND RBLOAD C TYPE ANCHOR BOLT SPACING AND SPACING AND SPACING AND SPACING CUP SPACINti D 120, e r as ea o e• as ed a 12• as � �T � � leo . eA13e�9a Q 4* ABO MUDSML a 12d O 5' O.C. ed O 4' O.C. 8e O 12RBC , 0,Q A35 AT 1 Y as 380 4 ABO 1 O G 12d O 5' 0,C 8d O 4' O.C. 8d O 12' O.C. AT 1'-0' as 380 3 2X IAtmsILL 12d O 4. O.C. 8d O 3' as Bd O 12' as A35 AT 1'-5• O.C. 490 ABO 1'-0' as RBC AT 10' O.C. 2 MUDSILL C. AB0 a 12d O 3' O.C. 8d O Y as Bd O 12' O.C. RBC AA35 AT T *B' aa� 640 J W v Y W W J U Q L1 W Owfessesse m Q Q U �o W � Z O Fesse Lj- ii J z M U °° CL 1 !-'.)R. CODE CC :,0,i 1.1.NF T � ; 2•.�E ! 6 ZB AND VD 6 61.16. OL,.B IS ': NOSG4LE SDA. GENERAL NOTES 1.) WALL FRAMING: USE 2X OR ALDER DF -L sR1DS- (PER _PLAN), SOLE PU1TE. TOP PLATES, AND BLOpONa _- USE PT DF -L MUDSILL PER SQ(ED UI.E ABOVE. BLOB( ALL PANEL EDGES. 2.) SHEATHING: USE APA RATED (3218 SPAN RATING) SHEATHING UNLESS N01ED OTHERWISE EDGE NAIL PANELS AT ALL EDGES. TOP PLATES, SOLE PLATE, MUDS41, POSTS, AND Hq,DOWN DATE: 01/28/16 COMPRESSION POST5r5TUDSETER COMMON. 0,R 2 1/2' X 0,113' DIAMETER HDO 8014 3.) NAIL SIZES: SCALE:. NTS 12d: 3 1/8' X 04138' gAME117t SINKER 2011: 4' X 0-19Y DIAMETER COApAON. • 00 NOT OVERDRIVE NAILS. STAGGER SOLE FASTENING AND PRE -DRILL PART HOLES (MAX DRAWN BY: AU 7870 NAA. DIA) TO AVON SPLITTING WALL EI.OAETiTS. 4.) AT SHEAR WALL TYPES '4'. 37. AND 'Y USE 3X NOMINAL FRMQNC AT ABUTTING PANEL EDGES AND STAGGER NAIUIt1a JOB NUMBER: 16-120 5.) ALLOWABLE LOADS MAY BE MULIIPUED BY 1.4 WERE HAND LOADS GOVERN. SHEET: TYPICAL SHEAR WALL SCHEDULE 1 SD1 NOSG4LE SDA. d REVISIONS: NOSG4LE SDA. i ESS/ QRpF Ory PROVIDE GAP BETWEEN ��O C. !� PANELS AS REQ'D. BY �� 2c MFR.. 1/8' MIN. N . 6 zrl ROOF PLY NAILING PER PLAN ' ' - ' •! -� ~ *s C i v W ' P T9lFOF CA CORNER WHERE OCCURS (3) f4 X 3'-0- DOWELS W17H (' ( 8' EMBED IN SIMPSON SET -XP 1� '2X4 OVERFRAMING i.' EPDXY. LOCATE AND AVOID ALL FOR ESE PLA AVE COMPLIANCE BE REVIEWS �.! WH THE AT 24' O.0 FOUNDATION (� REINF. PRIOR TO DRILLING ATTACHEDSTRUCTURAL (• i'; �;.•�" AS OCCURS CALCULATIONS TOENAILS.3)18d I•' ROOF PLY i•I J N) FTG PER PLAN j 1 (I AND NAILING �- PER PLAN ( /" • 2X4 WITH E.N. PLY AT i'( '�•'''' 16d NAILS AT 12' EQ I • 1 (_; - . , O.C., TYP T, Mv EQ 2X SLEEPER WITH (3) 18dOR NAILS AT EATRUSS PER RAFTER OR TRUSS PLAN. TYP I I 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 2X4 VERT. AT 24' (2) na P. 530.592.4407 k O.C. WITH (4) 16d P. 530. 92.44 7 TOP AND (2) 18d TOENAILS BOTT., TYP TYPICAL OVERFRAMING DETAIL 9 TYPICAL NEW FTG TO EXISTING FTG DETAIL NO SCALE SD2 NO SCALE SI ROOF PLY AND NAILING PER PLAN ENM _ . BOTTOM CHORD OF SIMPSON STC CUP EN. 3) 18d TOENAILS TRUSS BY OTHERS AT EACH TRUSS FASCIA BY OTHERS \1l2•GAP> 5 1 2' GAP2X8 FLATOUTLOOKER AT (E) WALL FRAMING PERr_�.._NOTE: 24' O.C.. NOTCH NON-BEARING WALL PLAN. MiERE OCCURS--\ WALL FRAMING PER �I PLAN. WHERE OCCURSQ CONTRACTOR SHALL VERIFY NOTCH TOP CHORD TO7zl DEPTH AND LOCATIONIWATH TRUSS SEAT OUTLOOKERMFR. PRIOR TO CUTTING. /4 X 15' AT 18' O.C. W U SECURE IN i HOLE WITH SIMPSON Q �C WALL PERPENDICULAR TO TRUSS (E) CONC. SLAG- ( SET— EPoxY' TV.J LU Ur GABLE -GR DE. PER PLAN--, CONC. SLAB— PLYWOOD PER SWS ON -GRADE PER PLAN NU ...----.__ TYPE '18' MIN. TRUSS BY OTHERS SIMPSON DTC A35 CUP PER SHEAR WALL 2X8 BRACE AT 4'-0' CUP AT `M���' �� II 3' ^/ O SCHEDULE, OTHERWISE O.G WITH 4 18d EACH 1RUSS `^- Lim W NAILS EACH END CO 4'-O' O.C.. TYP. • PROVIDE GAP BETWEEN PANELS _-I I EMBED AS REQ'D. BY MFR.. '1/8' MIN • 1/2� SS BY I 1 � ` Q Q E.N.. TYP 2X 81 NO AT 4'—O" 0.0., OTHERSTYP U 0 DBL TOP ILA T&EL (3) 12d T.N. EA. END 2X4 BLOCK AT 4'-0. O.C. _ W PER 8/5D1 NON-BEARING WALL (3) 18d T.N. EA BLOCK WITH (2) 18d EACH END (FOOTING ry/ Q PLYWOOD AND ALL FRAMING z O NAILING PER PLAN PER PLAN WALL PARALLEL TO TRUSS I— U_ TYPICAL GABLE END DETAIL $ TYPICAL NON-BEARING WALL DETAIL s TYPICAL DETAIL NO SCALE SDZ NO SCALE SDZ NO SCALE ...,,: s— -- -- -- - - �-- _ �3UTTr: COU",:TY r E. r�` , ?,Ii i�? �E, �'�,- SD2 Q M 00 WATERPROOFING AND DRAINAGE BY OTHERS DAiE —,DY I NOTE: OVERFRAMING NOT WALL FRAMING PER FOi C0DE: CO3" lle', ." F i( SHOWN FOR CLARITY - ROOF PLY AND PLAN. WHERE OCCURS 1 --ROOF TRUSSES NAILING PER P.T. SILL AND A.B. PER 3/SDI BY OTNERS RBC CUP PER SHEAR E.N.---SHEAR PER PLAN I WALL SCFIEDULE. ROOF TRUSSES 2X f I A35 CUP PER SHEAR WALL OTHERWISE 4'-0. O.C.. TYP. BY OTHERS SCHEDULE, OTHERWISE CONC. SLAB- N T i•4 /.; ° p .' f 4'-O. O.C., IYP. EN. ON -GRADE PER PLAN (F ) V:-'1LL fPA}mING PER , PLAN, .;HIRE QCCU :` -� SOLID BLOCMMN REVISIONS: ALL NON -SHEAR WALLS AND H2.5T EA. TRUSS NON-BEARING WALLS TO HAVE I I S- M11N. FINISHED GRADE, RTPC #1 03/30/16 I� HILTI X-CP72 SHOT PINS PER /- I I TOP PLATE PER 8/5D1 H25T EA. TRUSS ICC ESR -2379 AT 24` O.C. o dJ " '_--- ! SLOPE JD E AWAY FROM E.N. __ PT SILL PLATE _I I I I I-1 1 FASCIA BY 0TH - TOP PLATE PER 8/SD1 z iii �• , ,.-,,� I t PER PLAN WHERE OCCURS > 5 2' GAP (i SHEAR PER PLAN `- r•._.� ^.�rl 3• CLR._ DATE: 01/28/16 \CONCRETE SCALE: NTS NOTE. SEE 7/5D2 ALL FRAMING PER PLAN SLABPON-GRADE 12' MIN. p TOP do BOT. FOR MORE INFO DRAWN BY: ACJ /_" .r•.,;-.� JOB NUMBER: 16-120 SHEET: EAVE DETAIL i 1U TYPICAL EAVE DETAIL 7 TYPICAL NON-BEARING WALL DETAIL 4 TYPICAL FOUNDATION DETAIL 1 NO SCALE SDZ NO SCALE SDZ NO SCALE SD2 NO SCALE SD2 i SD2