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HomeMy WebLinkAboutB16-2859 026-114-0121 il' v. tl /{.�.. .4 jam, � _!c � �• e gt-�.,• 1 `,,t,r.n•.•+M..+w,•+•n•r..+.xx+�s�mae+w+,n<..+s...�wa,,cr •... ... _ �� $�� ''" •! •S? fr ! q�`- , �.°BAR 0 9 201? } i' TRB AND.4S SOCIA v �o. o '�., ' - I ti f U • . i . -.. . _ . •' ;, .._ . ,.... ,; . '�•� 3 ` f •`';f tib, N. ! j.glo t ; ,--.---- -- -t�, — - ---- Y - P% 511 RAPPSO Z if kl } �. ' 1 i � ... • �...> �-",.__f"T '� ted,,,•--' PERMIT / ` BUTTE COUNTY DEVELOPMENT SERVICES 1 REVIEWED FOR CODE CO{1/Ifi'LI NC ,�-��. --r-�. A.•,•.. DATE gy / /� t, � Ie �� to { { t. }• r .` 'l r •,� a 39 -1 %l i 1 X 4 i z °r�rf pf G -'uj BUTTE CIVIL ��\P aFCAuF ' . 'f7 MAR 0 7 2017 !. l• w._. , __ DEVELOPNIENT THESE fj r; HA IE BEEN r• v EwE rc z onnP> ,aric ' E .,ai.� _..,..! $w►� Y Ilk, T, EIZ ONLY WITH THE XTTACHED O ? CNCE /6�RtC�LR At CILCJL TIONSQo�APLP - ��� ... .c� "��2< o�'7Z�j�5 � cs• �'O -�� ��'y' ��' .�•�cw +!r � �• _t�"f� - }t,�! � ('� � 'L�,lid �7 � CL. •r!'.':,ZSO �YF���t�+'� � wi •�% ��z �a0 ?• < b I. 6 t�e'^,l lr ..� FF k' [yam t Pt r ;~ g cry $ *}.�j` OCIT.S Hit. 1a lK 4i b. •!� i7. t e. N � Q `pA�t�6aFi�. -fait; Z - 4aal _ 5CA6E: .f { APPRPYEQ,e9Y: DRAWN BY Q .vi r ii m r d a, s3 r1 DATE: •P� REVISED (19 }!{yj{jS�(� Jam, `l f1 y DRAWING NUMSER /Q gt-�.,• 1 `,,t,r.n•.•+M..+w,•+•n•r..+.xx+�s�mae+w+,n<..+s...�wa,,cr •... ... _ �� $�� ''" •! •S? fr ! q�`- , �.°BAR 0 9 201? } i' TRB AND.4S SOCIA v �o. o '�., ' - I ti f U • . i . -.. . _ . •' ;, .._ . ,.... ,; . '�•� 3 ` f •`';f tib, N. ! j.glo t ; ,--.---- -- -t�, — - ---- Y - P% 511 RAPPSO Z if kl } �. ' 1 i � ... • �...> �-",.__f"T '� ted,,,•--' PERMIT / ` BUTTE COUNTY DEVELOPMENT SERVICES 1 REVIEWED FOR CODE CO{1/Ifi'LI NC ,�-��. --r-�. A.•,•.. DATE gy / /� t, � Ie �� to { { t. }• r .` 'l r •,� a 39 -1 %l i 1 X 4 i z °r�rf pf G -'uj BUTTE CIVIL ��\P aFCAuF ' . 'f7 MAR 0 7 2017 !. l• w._. , __ DEVELOPNIENT THESE fj r; HA IE BEEN r• v EwE rc z onnP> ,aric ' E .,ai.� _..,..! $w►� Y Ilk, T, EIZ ONLY WITH THE XTTACHED O ? CNCE /6�RtC�LR At CILCJL TIONSQo�APLP - ��� ... .c� "��2< o�'7Z�j�5 � cs• �'O -�� ��'y' ��' .�•�cw +!r � �• _t�"f� - }t,�! � ('� � 'L�,lid �7 � CL. •r!'.':,ZSO �YF���t�+'� � wi •�% ��z �a0 ?• < b I. 6 t�e'^,l lr ..� FF k' [yam t Pt r ;~ g cry $ *}.�j` OCIT.S Hit. 1a lK 4i b. •!� i7. t e. N � Q `pA�t�6aFi�. -fait; Z - 4aal _ 5CA6E: .f { APPRPYEQ,e9Y: DRAWN BY Q .vi r ii m r d a, s3 r1 DATE: •P� REVISED (19 }!{yj{jS�(� Jam, `l f1 y DRAWING NUMSER /Q r ',f�: `4a Y.+': ,ice"' •/',� !/{j�1//,/�i�.I.�j„Y ' f / -(,/ I'�, r:.F-. 1, y a?.v4hLYal...�:+N,•MNy+�twatkYR%Ns. 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'%,I.,,•11 itce:`.. .r.. :i • S ,..s •' , vYtir 't . , r , { r nu / 4 _ >�N STRUCTURAL GT 1R(NOTES; SFLOOR P . 9 l _ r SEE .TYPICAL NOTE SHEET'SN AFlD "TYP{CA SDI—«.D2 FOR ADD! ONA N t�.TL ��� Tf t ! FOR ATION. rr� i^J •F 5 .. •C'. Vit• "�r r• �a•, 1 .n •ly� �4�: .r " •'r Y` K' l" B {�• • jjM «. r •.0 +� #J� •� 't 'r.• ) • FRAMING 6" {N3 . ! EXTERIOR WAuzx6 DF AT BEARING wAfl2iNERaR wACI2X DFSTUDAT 1S" OC.�C:y . S I • r wt Jf 3yt' t Aa/ gG1• ?I .. iP I i ' )C te DETAIL 1C 5/a DT FOR TYPICAL tG ACS ? WALL LL ELEVATION 'ANA TfiGAL WALL OP !ING SCHEDULE. E DU .E.4�E E >4 x r3 �.� • r •'r A>�� - n ALL EXPOSED FRAMING N G SHA CL 3 PRESSURE ) i� ;n E 1' \.1 iyy El,. TREATED LFl TN (mac^ T!EJT PROCESS AND r . •.,_• .:.5' .-. �% y� I� Y 7, r � '•-�• .' 'ii ACCORDING TO MFt? 'S WRITT&I GUIDELINES. D E 2JN E s .APP CAT]CN APPROPRIATE FOR EXPOSURE V F n � tF. )•k• 5£Ea l. E 1 �;.S '��f ^-' �• .a ,. .. P ` )A CL S TRU CTU RAL M E MBERS SHALL A LL $ E• FASTENED. IN PLlANcE Y]TH 2of� CBG FASTENINGCHEOIE 4PLA STRUCTURAL N4T�� ��aO!Ter1TABLE 23}.9.T UN!ESS NOTED 0THERwSE. s COM ScTH AND TeC .stee41-rOR ADDT hf ti s , w Frut wAu• fRAu1R0 U.N. - c�: . � V - � .- . 2. = TYPICAL. iBN14Ui1 e>rAR 0•: 0 s s O X TO.C.r' �• QR W F STUD 2 AI.l,: 7X8 A S � , £XlERI• �-� i F 7 t8• O. f ----— wteRioR�wAlt.� zx� Q STUD � .. f I Yrs (\.i WALL Q 't FOR c stud ru. 5 SAS AL .� AwC a D CAL M'Ail'Oi' tJ �'•�� ,J a t Ai14N 11P! E�s,N0 SgiEQ , t iD� > Is c i P. 13 • •• •t. AtFY DiSCtYEPAttpES BEi'M fRA\UNB SHOWN AND i . • •�i+ I Y S� 8 4 iEL BRW c4NDmoN sltAil. t: w Ed A .. CIVIL `to.°TO e t3Ei7pRA• `�" OF A ., •IN F AY B£ RESStlRE S. ' AU. F�OS£A:.fR 0'SN ' a iR&1iEA KsiN'tRfATUEN7 FROCES AND .� . - AFFROFRI OR t>Dr SisR , AF CA71 ATE P •:' t1fR wRt cu¢+arRFs:. _• AcrArmFNo To s � 1. i , I "'r L f l•re.1 '; C,riAii� -'-�U Cte:•Qw.tii'N:�'r2r�47�sJs'-Pl; ot>:o p]t a.5£. • 'i' 1 .. d .. 3:r• i 1• .. � •„����.�fF `SWL-B � -�`•1. �"Gh(�1�d•�d.te�t -r�{���'��'�.,'r . 1 , -.•,ate � S CAtE:d 4_! � FRDV E�D 3Y ,sem DRAWN DYT UGTURA CALCULATIONS art---i��1T�h _ yC p WITH THE C8D•FAStENN0EAU[E THESE PLANSHAVE BEEN ]]EYiCWED FQRCOMPLIANCE• .. 1 DA REVISED J A'rt • r.rr.,yr;.c -} �A ! 1 - S F }� _...... •i" � h� lig � MeC1 ^� �M. .....:.., ..,�..,-:_t.•,t.'...--•�rw•1•••-�,.'....,,..r4.�.^••. .. Q'^""• Di2A�A+FNG Nt) PffRMIT r . BUTTE COU TY DEVELOPMENTSERVICES !' -. CGDE GC3l1IIPL,iAiVCE DATE �. � - i3Y . •° T a _ —� __ _ _ _ _ ___ _ _ _ __ _ _ _ _ _ _ _ _ -- ... _ . r z . .: I f . _ - , E -_ f r� .. r: - .--• • .. ���� y��/. .. t i _3rd_ v, E : •. a listed racelvay shah be instal[ed.to x: i '\ . ;� - .ac : m o ate a de icated 208/ 40-vo : _ . . co .m . d : .. - d.. it branch'circui# which shalt origrrla#e at Cite morn .. . . G . servrce:or• sub' anet and shall terminate into a listed cabinet ' f ox or other enclosure to — S . �s' y iAtilI Imo-. ��ii`�'$'1r facilitate-fhe future_rna.al...�on and vise of Electric Vehicle (EV} chargers. The raceway .. ._... � ?._ ' : _ ., shall not be less�thari 1:.rrich inside diameter and shall be continuous at.enciosed . r._, `� ' . ,.� inaccessible or -.'concealed' reas an ce s . �`.. _ F . •- a. d•spa , s• The service patiei andf©r ubpanei shall % _ i by , ., �• ,_.._ _ =- _,-,., rovide ca aci .tor tall. 40 -am ere' ini u c . e ew r in t ; : ►'3�. . P , p tSl ns. a p m m m bran h circuit. Th roc, . ay tem ation -, �. ' location shall be permanently and visibly marked as EV CAPABLE . CALGreen 14.106.8 . # )„ A . y . i ti �`';�- , �. 0 +�Y S - E A s r e _ ,�. $ i%i d fit= t�t�?� ,_ eo>�t �Y �, i7 WEti� _ L . ,< ::,. ,� : . . jj 1 1 - i 'r . ,. a> . 7 .G . i.,CY• • �... ,•r r,,.•m'•o+•!+ t/b4[4,J..4TLG •,zTN.,�4/.GP•a sr..iR •,.•3N w.«._s... r r b E �,,,. ( , , . { '� :• �_ 1.�.. cR R i �' .i. �.. , ;3 V 'l _ +: �a 1' p �• . i?i' _ , -{ •t� I , z' t ® F,1 , E ,-. I . , 1 r` t . .� D1 1 Y } /• L �i pr jh' i. 4 V 't' o rtrt 1 i'� G' �...:J..-g : r i s.• . 1 = . ,.. _ of .: � .: '', l E - _ ! 1 .. . , ; : F� , r t :. t C' >...N, s• _q �y " f F• , ir. '; ,•: ,...,:1.�..-.,... .!. -�L �'f � � � �.' Ca jam+ gp.� < • e"' / - n i t �. s i 4. t t f`.- ,f t i t "' �•q j' ! , __ L. _ p) ,,w . S -' _ . _ - y i- . .. ,. > .. ,... r �.• - i °i fr .— — :r 'J r w ••t a.: K r 2 '�E 4' Y- '" 7 •sl - J �. 1 .I_ i jJ_ , .r .lit . : - A��� t�y� �.; y D. - 4~=A_ it , t-" �;. k t c: i, i ,_ .. tf Nt• '.. t.� :•} .::.•:•. It ,. - ... : .., ' stucco wee screeds shall be installed no less than 2 above aved : ' ':' j� r • �. t . is t. 'a p. p iE � t -., ..: rS�• :r•1 - } i:.. f l: RC sec i . G _ �r o t o 3..2 bo s i C n f�70 7. f _ d4 a e ..;-� : � � rea ,... a ___ `:.: _._. ,. _ .. , , . ' . _. y •, . .._ - r ... ,._ .. : > - • - , f .: ... .. .' , • \- r , J , . ;r . . (5�� .:J.i ''C ,, . V.i 1-' r 1 , a w- i l ., J. i ar ,,:-, . .: . -. - - i 1 ��. ." i s~ r ? W .� tv 5 } 4. t . l`� i ,i i' tv � t' _� '! 2°t - • : - . -. r' .. �t S: d V p r I E II� A ;_ _1 ?"� .)..:.. ••L • r r- . . , , .� , v.' .cvvm.v, J,n v_.a.._ - , • J 'S J "I j/7� tt .l f. • . j(��..:���Y •./. ,�dJf'D.' Y �`/}��F! /)J[,!{� � ..t�•, {p�./f j�J) �/jj�9Av �Q��)f•//,i )��)T �, . :' 1 llv c� +� ,s D. £ ",-. x �' 1 "6!" " r.w S r- ,• 9 r y A� ? a i -- iii s_ ._. _ �..... . . , r j .. _ . V 1t- _ ! -t to • . h1 •--. ----- _ a'•.. . t ai . -: .mak. ..--., . , . 1� - . : , r Y 3 y . . r cti . i %. iC . , s ,i . 't usnl . v�1r r . :.:f. . 1 i f. ks' �( ,,:'i fI ..-•�--�--�-�" ..� .,� �.,._ _. �. ~f 1 . . r A f -- --' . /j f Q h • . 5 . it I i I � ! (f ra r 3 »» �l Y w ao .. rr ++JJ J - b 1 t . 1 ' r .,w ■• �/f..� •.. �: • - , v 1 _ , . ,. ,.... , • n 1 : i C { . L . j !I, �F j rte.• { , .. - L .rro•n.+wm•..-tom..-+-.. .. .. - / lt�l� ta;j I f s f1s� " ... t� ih ___ _ .. • race to le outlet s .:. # - : t . ... i .. .l•►��"i+ •... he branch circuits ravidad #o su l the laundry ; ' -, .� .. bathroom... I other..... F... t ._ _ O P •.., pP Y -: � � . O '-. -- . :. -: .,,. ; _. , .:. :� L, �, ,--� r um of ane hi h efficac luminaire fin ,each - ' .._ :_._ • ..: v lets. C Aziicfe 2. 0.91 C 2 f sensors> . all ave'no o#her a t:D 1.__._ O( } ac or.coritroiled b vadanc . sh h , . . shall be hr h effic , Y , ., Y • ch bathroom Y. ` .: i llsd in ea g - n ns a n i _ _...__..:.._. _... ,.. _._ 1 fr u _:.., .. �_ . g .... - r :,:. :r1 .•: "' M....,, ., ec tacle outlet s _ ..; ..1. '-• r nch circuits rovided to su l bathroom r ep O . - . CE C Seciron 150.0 5 _ tthe b a () p • pp Y ; (} r - . ,., • •E 8 ,, C rt1Cie 210.91 C 3 ,:.. 1 -._ t er otatlets exce ►with the same bathroom. CE A O ) , : , _ :., _ .�1 D s b -hi h efficac luminaires an shall have na o h p .. �... t�t __. ,. i Called rn the utrfi room shall. e g y . ,,. all li ht n ins h► .: , . : 1_ g 0 ,. : _ �, t. _ r,,,, - _ t E . . : C, f,4i� _ t R DEC c U U l rn E F�� e trop 150.0 k 6 : ,. : ,. .....:•.:.. 5 -and 20�am ere ranch ,irc its s _ ifed b va ncY sensors. CEnC s e. O t :;.a _,__., . &.aiI 120 volfi, srngfie phase/ l? pp.Y g contra Y t ,_ 1 : , i _ _ , ailwa s or srmdar rooms or areas shall be:. is installed' in bedrooms closets, h . y , ' . ens bathrooms, : ; outle .z r areas other than �n kitCh , - , , 1 in booms o . _..: � ,Y , ., _ , .; , ,.: _ :. ' .: ; .. Jr,.... � � � c �,,,u i,to ,sta led . . - -t e nst lied to rovide .; , w , d arcfault circuit interru ter combination yp , t a P �«t c 'ar shail'be cvnfraifed.by rotected bar a.lrste , l ii ooms shalfi be hi h effica Y l' r - , arages laundry rooms and ut ity r E �. 9 / ranch circuit.:CEC Article 210.92 A r :. rotectron of the b - ( ) EnC Section 150:0 k 7 1 e di mars or vacanc sensors. C ( ) girth r m Y — as F . tI r° SS � �..lr-�`f E S . .,1.:: . ..: :. _ _ : s all be listed : � . 925 volt 95 and 20 am ere race t�cl., sh with , ' • _:,� ::.,, ,_. • . - - , ; .ail 1 t� 1': . ivel the can be controlled �_ :..a... ,.. _� r_... r :,�-�'r . r r htin as hr h efticac . Alternat y, Y :... _., . , . _ Please indicate outdoo , l g g Y _ -.. .:_ ..., = g - . nt race acfies: CEC Artrcfie 406.12 i.time clock or ever •Tam er lista. r sl. :,' d'controlled b hotocontrol, astroriamica gY I motron sensors an Y .- . i 150.0 k 9 . ncal nel. Verif it has. the.. ca aci . to , . aria ement control s stem. CEnGSecI on O r Plea a indicate.locatib,n.gn.d.atn , rating of elect pa y ... P Y : .. • , m g Y. f p -� r :1 - uildin ... o the new -addition, .. _,.... throom fan:#hat shall rovide whole b g su rt rovide an exhau st fan or indicate a. ba p . ' ; t that th .fan sha . • . ire ants: Please. indica a .. . oar Arr uali fAQ re u , m i to ee Ind Q q ..�.�.:_. .,...... _ 1 r � �r v n#dot on m t tY ( )� e E J `t t:: t: - ctron 4 �iE nC le i iI in Is accu ted . en the bud » , r. -.: _ on at ai(times wh g p a `d be t 1 cfm minimum n l ' i. {'� bey?• :.�-.. �•_i _. • _ ..� ,L ..► Z.Z.raeCtia s , . ..� _,� . .. , 50.0 0 & ASHRAE 6 , w• _�,, _ .. l* 1 () U . . _. .inC '_ • y,, lV 9 , i - ,.�.. w .. . , „ ...:. ,. - alt-= 't �, (�! n a raved :.listed :: . ..,. .. is , hU ank st 1e water Beater shail'be rovided with a pp , , + .- �.dT" ,:.. - , . �p . _ _th »TSS �� . .. ... .. ..:: % }� 1 .. . r ss re,and tem erature relief valve: T e'relief uafiva .. : • ac,� uatei sized combination e u p 1 e ofthe bur din :...... . :..:..: _ l.tj..:: shall be rovided with•.a dram thatextends fram.thevalve to the or�tsid l . gl , • . p ..... _.:% r ... f '. . -.,. , --. ad ,. - or s than inches abo{re roan _ .. _ : _ with the end drain r e not mare than 2 feet n Ie s S g.. �.+' p p .� / r ;I . >: 5 _ :.. ,,. ::. ' h dray r e shall be threaded. CPG Section 6 ,. o ar# of t e ::.: orn downward. lV _ ' tin tl p n , p p i i' i- �.,i s t• ` P. - •-.. - ' G •� 8 VO < t , .. ; 4. ,, ., : , _APP RUV ED 6Y : SY ..i fL f - ., [?RAWN - ns a ua! tot. - Ec br cr for anchors e of thew Esater at lodatio q : :. :: _ ..:. �¢ s �> .... l ,L:, seism a gE-'i t !. !At E ` i" P.' . G;i 1" . X 1 _. _ . ,... r� i r{� t a. mrnimUm of 4 . �n to & 6atiom fine Third of its vertical dimension. The-stra shat be ,: • : '.i NT SERVICESEv(seo f© fhe p . p . • =�N � NTY DEVEL PME 1 pArE .r iia ':%6,'L ;tl z �, w, 3UTTEGOU ,r _l r >- ;" ifs'. e i 5 7.2. - ., . ,• . �.. 7 inches above the controls. CPC S ct on 4 . , . , . • :. , '.> . ,... _ art '' 1 EWED FOR i hex U law' 4 t ___ _— ,I �� Y ^.. �� r %.' to t - C ;� O D j�. E C O M f� L �� r. c ' ��:� ;j' ,tE J ti f•\^ - "1 tl ��1tY !+� ` Cl V " ;o - :: BY ..... ... ..... . i _ /� .�` •� 3 1 /�/ / _—_____ 13'1-c1: � 1 '� . , ;;�/'s BER t : :::.....:. .... 1 i , ORAWINGTEUM ..: _ :•. r,., G AT i .. . .:........1. . ,, ff 0J l _. . . . E .. \ ,l. ,• , , , Yw. . _ �_ -1 E _ . n�-�,...:.....'.-__.:..,.. __1..,_-_..L._.,_w__ �.::."+...nat • • i _-.t • ■ am i.'•'rf r: - s �` f � _ . t,,,..;,,_„__�,� -' '' _ _ ,fit s'LVC o o' +`A. ..tip? D/ Lev S ,fiFf the following /building codes are applicable to the project: 2013 California Building Code, 2013 California Residential Code 2013 California Plumbing Code, 2013 California Mechanical Code, 2013 California Electrical Code, 2013 California 'Energy Code, 2013 California Green Building • Standards Code, and Lpcal Ordinances. VE• F400 -s 5 0! tit UFR QRAq P0 OVE R. AMEPERMIT #t WE UNTYDEVELOPMENTSERVICES �Y�'� . r 5 , - REVIEWFOR CODE COMPLIANCE BY DAT 4S,i !t • '� � •---+:.--ems•:,_ 1 ��••.•�� .i .. :' ROOF PLAN STRUCTURAL. NOTES f• J. SEE TYPICAL NOTE SHEET SH AND TYPICAL DETAIL SHE87S SDI•-SD3 FOR ADDITIONAL INFORMATION. &{,191 l F TECO, OR PINI 8 R wtiT n s A�TnuQ i P ' -� L It RATING 32 I6, EXPOSURE 1 SIRTICTURAL PANELS _...... I ,rte . ' ..:. - I _ - , ...• ... ; ,. , - ANDAPPLADJACENT TT' PANtdS S'fAGGEREDLONG � �S' MS -J� v[�•!• { ; Si•• OFFSET +'. EDGE NAIL. PATH sd ci7� M W1., a' ..' :>k [? e' EQUIVALENT 0,131' DIA X 2 1/AT B` O.G`'A7 -+ i. t r �' • { �" ALL PANEL EDGES, BOUNDARIES. 4ABL.E ENCS.' , ' ^ 1 s I •• t BLOCKING AND MERE INDICATED ON PLAN, I= • � .• NAIL A7 t2' O.C. PR014D£ 1 GAP AT ALL. PANEL • t' ,.. ••y i I ' E D= U.N.O. BY PANEL MANUFACTURER, AT ALL LOW i , • z •. 1 %.' L � E ROOFS PROVIDE 1� PANEL CUP Na ElE'iWEEN I: P HC( ANLL J ORTS AT ABUTTING EDGES j 0. -•-. .Y-.n»r. - .+- M t-^^-} « �, ti . * S QV i Jf ° 3) 5£E NOTE SECADN'8^Sti FOR ROOF iRJ15Si S BY OTHERS. 4.) TYPICAL HEADER BELOW SHALL BE i 8X6 DF -L #2 UNO. PROVIDE 4X POST Mit. AT ALL BEAM AND ORDER : I' _ • _ Pow u WALL. To - ; Q �OFESSi t � . TRUSS BEARING TS AND CON1iN E 91 /2 N 4 G• A CH &.? USE 2X6 OF N' RAFTERS AT 2 ` 0 T POA L 7. ROOF FRANiNG 1 NATE Ur 9Z S REIREMENTS OF CUT RID STACM ROOF SYSTEMS SHALT, BE BUILT 3 TO. THE CAIFMNIA BUILDIN BUILDING 23MI , 1 AP 1i O1Zd PURUNS. BRACES. INMWEDIATE SUPPORTS, AND b a.1 �i �o' . coNNEcnorls sHCK R CAPABLE PROVIDED OF TNSMHE ANDrAIm o� ns t°►+r raN+GIRs sTq CiVt l r MPa T¢oFCA ' i';T,.,.,_::-,--........•.•w..,...,..«,.+.-••wa:i'..>.cu.�c _ .w. :I i..... E�)'s l' i. 5 THE Fo=VdHG ADDITIONAL LIMITATIONS SHALL'. APPLY: `R r g� h g +qN A' LTAP'TF.R MApidUN SPANS: (� % ( ^`' 2 1. 2X6 Df Lj2: 13•-0• , e r� Pl(;`� V G 8.)B,'c PROVIDE POS. ATTACHMENT CP ALL POST TO AM, t BEAM TO BEAM, REND TO POST, AND POST 70 POST ' CONWS PATH (2) STU STRAPS DEIN. AND AS3;CUPS t -•-• - -�- - - 33 • A- i U:N.0. PER PLAN AND DETAIS a n R X1',$0 A• SOC ATE S THES L,,r�s r�/. t { .. I P NIP I;�:I`ra t 9.) ANY DISCREPANCIES DETIIEEN FRAMING SHOWN ANAi REV1EbVf.D rORZ COMPLIANCE } t C•� FIELD CONDITIONS SHALL BE WAtEDIATELY OROULH7 } , } 707H1 ENGINEER OF RECORD. t I , i 't- ` ' 4 ONLY WITf ! TH ATTACHED I -- •+T^�^ 7` ,,� , ,� • ,,, y.c� 10.) YER it AL[ LIEYATIONS STi9S, D1MQ{SIONS. RAKE .�TRUt^tTUftF�L CALCULATION'S 8R£AKS SLOPES, }{IPS ANO YALLEY3 41M17Ji ARC}111ECT. •I 11.) Ali EXPOSED FRAMING SHALL RE PRESSURE I iIREAIW YATti TREATMENT PROCESS ANO.APPLTCATiON ! ! APPRENRIATE FOR E7l89SURE ACCORDING TO MFR`S, 1 t NFtl"liT-N WIDt1JNES. i 7R/o3�ECiVo� �A 12.) iRll TRUSS DESIGNS OE BE 1A, /4 f. 7RUREVIEW LETTER FROM THE ENC ,. _E�I0AND�NOR�AR T APPROVAL . n r itll _ J 1 i CONSTRUCTION. 1. + " `�(J W `r ` 13.) :� TRACTOR 7O VERIFY THE LOCATION AND LOADING '�" • ;� '•� � �'1 i= /.i;l f 1 Ltl ( � .Se-1'�'�-%, � %� ' tf --�•=' � ,.. . ALL 7Russ 70 7Russ Mt:cHANtcat. ca:raeQTlDNs. l -- 11� ptl L"' 1 IMMEDIATELY NOTIFY 7R!3SS COi(PAHY OF ANY pLSOREp�tNq$S I i) ALLSTRUCTURAL MEMBERS SHALL.BE.FASiT?IFD'SN ry' COUPUANC£ WITH 2OL3 CBC FASTENINO.SOLtE3ttLE, / s i IABLIt: 230493,'UHLESS NOTED OTiMOSE E�(��� •• (t sii`J �' ��AP PROVED SCALE: pY: DRAWN 3Y (s tJi E f DATE. 4/� REVISED 1rj� tp AVE . ! DRAWING NUMBER IP 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 UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF THE ACI 318. 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. WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB, OVER MOISTURE BARRIER IN COMPLIANCE WITH ASTM E 1643, 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 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. 9. DESIGN LOADS A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER 16, DIVISIONS 1, II, 111, AND IV U.N.O.: B) SEISMIC: SEISMIC IMPORTANCE FACTOR: 1 Ss = 0.583 S1= 0.26 MAPPED SPECIAL RESPONSE ACCELERATIONS:, SEISMIC SITE CLASS: D SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.518, SD1 = 0.325, Cs = 0.08 SEISMIC DESIGN CATEGORY: D BASIC SEISMIC -FORCE -RESISTING SYSTEM: LIGHT FRAMED SHEAR WALLS SEISMIC BASE SHEAR: 7.60 KIPS ULT. RESPONSE MODIFICATION FACTOR: R = 6.5 ANALYSIS PROCEDURE USED: EQUIVALENT STATIC FORCE PROCEDURE C) WIND: WIND SPEED: 110 MPH WIND EXPOSURE: C D) DEAD LOADS: ROOF 20 PSF LIVE LOADS: ROOF 20 PSF REDUCIBLE FLOOR 40 PSF AB ADDT AD1 ALT ARCH BLDG BLKG BM BOTT (B) BTF BTWN CB CCJ CIP CJ CLR CMU COL CONC CONN CONSTR 8. ROOF FRAMING CONT CONTR 8-1 PREFABRICATED ROOF TRUSSES: CP CTR A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE CTSK TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DBL DRAWINGS AND CBC 2303.4. DF DF -L B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND DIA CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF DJ CALIFORNIA, SHALL BE REVIEWED BY THE ENGINEER OF RECORD PRIOR TO TRUSS FABRICATION. EA EF C) TRUSS DESIGN LOADS: EL TOP CHORD LIVE LOAD: 20 PSF REDUCIBLE ELEV TOP CHORD DEAD LOAD: 10 PSF EN BOTTOM CHORD DEAD LOAD 10 PSF EQ TOTAL LOAD 40 PSF ES UPLIFT LOAD AS REQUIRED BY THE 2013 CBC (E) EXP D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. EXT EW E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES FF INVOLVED IN GOVERNING CONSTRUCTION. FIN F1 F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN FLR LOADS: LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 FNDN FOHC 8-2 CUT AND STACKED ROOF FRAMING: FOS FS A.) CUT AND STACKED ROOF SYSTEMS SHALL BE BUILT TO THE CONVENTIONAL FRAMING FTG REQUIREMENTS OF THE CALIFORNIA BUILDING CODE (CHAPTER 23). PURLINS, BRACES, GA INTERMEDIATE SUPPORTS, AND CONNECTIONS SHALL BE PROVIDED BY THE CONTRACTOR THAT GALV ARE CAPABLE OF TRANSMITTING ALL GRAVITY AND WIND LOADS TO THE FOUNDATION. GLB HDG THE FOLLOWING ADDITIONAL LIMITATIONS SHALL APPLY: HDR HGR 1. RAFTER MAXIMUM SPANS HORIZ A. 2X8 DF -L #2: 12'-0" ID INT B.) IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE CONVENTIONALLY FRAMED JST ROOF SYSTEM WITH TIES AND SUPPORTS BRACING ALL ELEMENTS TO THE FOUNDATION. THE JT ENGINEER HAS MADE A CURSORY REVIEW OF THE FRAMING SIZES AND SUPPORT LOCATIONS, AND HAS PROVIDED GENERAL CONNECTION DETAILS TO COVER THE MAJORITY OF CONDITIONS, BUT HAS NOT PROVIDED ENGINEERING DETAIL REQUIREMENTS FOR ALL CONNECTIONS NECESSARY FOR THE ROOF TO PERFORM IN ACCORDANCE WITH THE LOADING CRITERIA. IF ANY SPECIFIC ELEMENT OF THE ROOF FRAMING SYSTEM IS NOT SHOWN AND DETAILED CONNECTION CRITERIA IS REQUIRED, PLEASE CONTACT THE ENGINEER FOR ADDITIONAL INFORMATION. �THESE PLANS HAVE RE E REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS GENERAL STRUCTURAL NOTES L GENERAL 3. CONCRETE / REINFORCING CONTINUED 6. FRAMING / LUMBER CONTINUED A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES. 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: 6-4 POSTS/TRIMMERS: B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) HAS PROVIDED AND IS RESPONSIBLE FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. ANGLE SPECIFIC STRUCTURAL ITEMS ONLY. ALL OTHER REQUIREMENTS OF THE BUILDING CODE CONCRETE WITH SOIL OR WEATHER EXPOSURE: F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" INCLUDING WATERPROOFING, FIREPROOFING, DRAINAGE HANDICAP ACCESSIBILITY EGRESS REQUIREMENTS, PARKING, AND ALL OTHER DESIGN REQUIREMENTS NOT SPECIFICALLY SHOWN ALTERNATE #5 BARS AND SMALLER 1 Y2 #6 BARS AND LARGER 2" B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE IN THE STRUCTURAL DESIGN CALCULATIONS, ARE THE RESPONSIBILITY OF THE CONTRACTOR OR LONG CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 3/4" G.) TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. BUILDING OWNER. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE 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: H,) WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. BAR DIAMETERS U.N.O. AND LAP TOP REINFORCING, PLACED ABOVE 12" OF CONCRETE OR A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS MORE, (80) BAR DIAMETERS U.N.O. D) WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. MECHANICAL SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MFR CAUSED BY THE SPECIFIC TREATMENT APPLIED TO THE WOOD AND/OR METALS. E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. I.) MEASURES NECESSARY TO PROTECT THE 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 10' 0". F) STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. CAST -IN-PLACE CONCRETE FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. METAL BRACING, SCAFFOLDING, ETCETERA. CONSTRUCTION JOINT 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 NS USE SIMPSON SET EPDXY WITH ANCHOR OF SAME DIAMETER WITH 7" EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR FRAMING: H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES. CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. 6-1 MATERIALS: A.) 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 B.) ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT OPPOSITE HAND 1. ROOF SHEATHING: SEE PLANS HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED). J.) PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. (..�..: 2. FLOOR SHEATHING: SEE PLANS PLANS E.) NOTCHED OR CUT STUDS: NOTCHED ANC/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE F) ALL WATERPROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE Q U 3. WALL SHEATHING: SEE PL PLWD PLCS NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. {s,�/ 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. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. F.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY G) SHOP DRAWINGS: SHOP DRAWINGS ARE SUPERCEDED BY THE STRUCTURAL DRAWINGS UNDER K.) GLUED LAMINATED FABRICATON SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP N. L LL! WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN SHTG SIM SOG STD STIFF STL SQ 55 ALL CIRCUMSTANCES. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN D,) IN ACCORDANCE WITH CBC 2303.1.3, RITC A190.1, AND ASTM D 3737. BEAM INSPECTION FLOOR FOUNDATION ACCEPTABLE ALTERNATIVE. SHEAR WALL SCHEDULE SYMMETRICAL 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 T&B TO(P) TOP & BOTTOM TOP OF (PLYWOOD) U i THE ENGINEER OF RECORD DOES NOT GUARANTEE IN ANY WAY THE THE SHOP DRAWINGS ARE 6-3 BEAM FRAMING: INSPECTION IN ACCORDANCE WITH CBC 1704.2. G.) SEE NOTE 6-1 D FOR SILL AND ANCHOR BOLT SPECIFICATIONS. CORRECT, NOR DOES IT INFER THAT THEY SUPERCEDE THE STRUCTURAL DRAWINGS. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI AND H.) WALL FRAMING RECEIVING NAILING AT 3" ON CENTER OR LESS SHALL BE 3X NOMINAL U.N.O. H) WALL FINISH SYSTEMS SUCH AS STUCCO SHALL BE APPLIED OVER FOAM BASE OR OTHER SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481. UN -MODIFIED PORTIONS OF THE FOUNDATIONS. PER PLANS AND DETAILS. DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL METHOD OF ADEQUATELY ALLOWING THE FINISH TO EXPAND AND CONTRACT WITHOUT TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE 3. CONCRETE / REINFORCING TOE NAIL 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: MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT A) FINISHES. HEADER ANCHOR BOLTS AND 3" X 3" X.229" PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH UNLESS NOTED OTHERWISE STOVE, ETCETERA. C) ONE BOLT LOCATED V-0" MAXIMUM FROM EACH END OF EACH PIECE. RE -TREAT CUT ENDS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. 1) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED C.) WHERE REQUIRED. B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WWF FOR THE FOLLOWING TYPES OF CONSTRUCTION: E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE INTERIOR WASHERS WHERE BEARING AGAINST WOOD. WITH NONE REQUIRED W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING JOINT 1. STUDS SHALL BE STUD GRADE OR BETTER. BEFORE CLOSING IN OR AT COMPLETION OF JOB. DEPARTMENT, SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE 2. ALL POSTS SHALL BE DF -L #1 U.N.O. REVISIONS: WITH THIS TYPE OF PROJECT. JCC/O_®E DATE / 7 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. 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 UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF THE ACI 318. 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. WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB, OVER MOISTURE BARRIER IN COMPLIANCE WITH ASTM E 1643, 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 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. 9. DESIGN LOADS A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER 16, DIVISIONS 1, II, 111, AND IV U.N.O.: B) SEISMIC: SEISMIC IMPORTANCE FACTOR: 1 Ss = 0.583 S1= 0.26 MAPPED SPECIAL RESPONSE ACCELERATIONS:, SEISMIC SITE CLASS: D SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.518, SD1 = 0.325, Cs = 0.08 SEISMIC DESIGN CATEGORY: D BASIC SEISMIC -FORCE -RESISTING SYSTEM: LIGHT FRAMED SHEAR WALLS SEISMIC BASE SHEAR: 7.60 KIPS ULT. RESPONSE MODIFICATION FACTOR: R = 6.5 ANALYSIS PROCEDURE USED: EQUIVALENT STATIC FORCE PROCEDURE C) WIND: WIND SPEED: 110 MPH WIND EXPOSURE: C D) DEAD LOADS: ROOF 20 PSF LIVE LOADS: ROOF 20 PSF REDUCIBLE FLOOR 40 PSF AB ADDT AD1 ALT ARCH BLDG BLKG BM BOTT (B) BTF BTWN CB CCJ CIP CJ CLR CMU COL CONC CONN CONSTR 8. ROOF FRAMING CONT CONTR 8-1 PREFABRICATED ROOF TRUSSES: CP CTR A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE CTSK TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DBL DRAWINGS AND CBC 2303.4. DF DF -L B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND DIA CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF DJ CALIFORNIA, SHALL BE REVIEWED BY THE ENGINEER OF RECORD PRIOR TO TRUSS FABRICATION. EA EF C) TRUSS DESIGN LOADS: EL TOP CHORD LIVE LOAD: 20 PSF REDUCIBLE ELEV TOP CHORD DEAD LOAD: 10 PSF EN BOTTOM CHORD DEAD LOAD 10 PSF EQ TOTAL LOAD 40 PSF ES UPLIFT LOAD AS REQUIRED BY THE 2013 CBC (E) EXP D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. EXT EW E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES FF INVOLVED IN GOVERNING CONSTRUCTION. FIN F1 F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN FLR LOADS: LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 FNDN FOHC 8-2 CUT AND STACKED ROOF FRAMING: FOS FS A.) CUT AND STACKED ROOF SYSTEMS SHALL BE BUILT TO THE CONVENTIONAL FRAMING FTG REQUIREMENTS OF THE CALIFORNIA BUILDING CODE (CHAPTER 23). PURLINS, BRACES, GA INTERMEDIATE SUPPORTS, AND CONNECTIONS SHALL BE PROVIDED BY THE CONTRACTOR THAT GALV ARE CAPABLE OF TRANSMITTING ALL GRAVITY AND WIND LOADS TO THE FOUNDATION. GLB HDG THE FOLLOWING ADDITIONAL LIMITATIONS SHALL APPLY: HDR HGR 1. RAFTER MAXIMUM SPANS HORIZ A. 2X8 DF -L #2: 12'-0" ID INT B.) IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE CONVENTIONALLY FRAMED JST ROOF SYSTEM WITH TIES AND SUPPORTS BRACING ALL ELEMENTS TO THE FOUNDATION. THE JT ENGINEER HAS MADE A CURSORY REVIEW OF THE FRAMING SIZES AND SUPPORT LOCATIONS, AND HAS PROVIDED GENERAL CONNECTION DETAILS TO COVER THE MAJORITY OF CONDITIONS, BUT HAS NOT PROVIDED ENGINEERING DETAIL REQUIREMENTS FOR ALL CONNECTIONS NECESSARY FOR THE ROOF TO PERFORM IN ACCORDANCE WITH THE LOADING CRITERIA. IF ANY SPECIFIC ELEMENT OF THE ROOF FRAMING SYSTEM IS NOT SHOWN AND DETAILED CONNECTION CRITERIA IS REQUIRED, PLEASE CONTACT THE ENGINEER FOR ADDITIONAL INFORMATION. �THESE PLANS HAVE RE E REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. ABBREVIATIONS 00 Chiccoo,, CA 95926 Chi 5. CONCEALED BEAMS SHALL BE DF -L #2. 2. SITE WORK / FOUNDATIONS 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FOHC (4X6 AND LARGER). K KIPS 7, ALL BEAMS 6X AND LARGER SHALL BE FREE OF HEART CENTER. A) ASSUMED MAXIMUM SOIL BEARING =1500 PSF PER CBC TABLE 1806.2 (NO SOILS REPORT ANGLE PROVIDED). F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" ALTERNATE OF FOUNDATION, NAILS SHALL BE GALVANIZED. B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER ARCHITECTURAL LONG HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND BUILDING MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. LONG SLOTTED HOLE PROVIDED NEW AND WITHOUT EXCESSIVE RUST. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. H,) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO BEAM EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED RECOMMENDED FASTENERS, USP HARDWARE MAY BE USED IN LIEU OF SIMPSON MAXIMUM THE CONSTRUCTION OF THE FOUNDATIONS, WITH HARDWARE WITH WRITTEN APPROVAL FROM STRUCTURAL ENGINEER OF RECORD. ALL METAL D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, HANGERS, CONNECTORS, AND FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION BEAT TO FIT AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW MECHANICAL BE STAINLESS STEEL FROSTLINE (12" TO 24" AS PER LOCAL REQUIREMENTS). MFR CAUSED BY THE SPECIFIC TREATMENT APPLIED TO THE WOOD AND/OR METALS. E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. I.) MANUFACTURED"[" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE MINIMUM INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL UNLESS NOTED OTHERWISE. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER CAST -IN-PLACE CONCRETE FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. METAL STRAND) WITH ALL "1" JOISTS. USE A DOUBLE RIM OR 1-3/4" LVL RIM AT ALL LOCATIONS WHERE CONSTRUCTION JOINT (N) LEDGERS ARE USED (SUCH AS DECK LEDGERS). G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. CLEAR NS NEAR SIDE 6-2 GENERAL FRAMING: H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES. COLUMN NTS A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1. 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE OC OD ON CENTER OUTSIDE DIAMETER TO DRAIN TO DAYLIGHT. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE OPPOSITE HAND MINIMUMS, LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTORS OPTION. J.) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST (..�..: CONTRACTOR COMPLETE PENETRATION CENTER APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF 2013 CBC. THIS C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE WHICH COULD Q U ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO PL PLWD PLCS CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED {s,�/ SECTION 1808 OF THE 2013 CBC. DOUGLAS FIR - LARCH DIAMETER DOUBLE JOIST EACH EACH FACE ELEVATION (DATUM) FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT PARTIAL PENETRATION PRESSURE TREATED PRECAST CONCRETE POST -TENSIONED REINFORCEMENT REQUIRED LU a, Q L J a CL Of FRAMING FROM THE EFFECTS OF SHRINKAGE. K.) WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED, N. L LL! EACH SIDE EXISTING EXPANSION EXTERIOR EACH WAY FINISH FLOOR FINISH FLOOR JOIST SHTG SIM SOG STD STIFF STL SQ 55 NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING D,) ALL STRUCTURAL FRAMING MEMBER WITH EXTERIOR EXPOSURE SHALL BE PRESSURE TREATED FLOOR FOUNDATION FOUNDATIONS. ONLY THOSE FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY A SECOND SHEAR WALL SCHEDULE SYMMETRICAL OR BE OF MATERIAL THAT IS NATURALLY RESISTANCE TO DECAY. STORY HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER SHALL BE ADVISED THAT EXISTING T&B TO(P) TOP & BOTTOM TOP OF (PLYWOOD) U i FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND 6-3 BEAM FRAMING: TOC OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS FOOTING DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER A,) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUACY OF THE EXISTING, TOS SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. UN -MODIFIED PORTIONS OF THE FOUNDATIONS. 8.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TOP -OF -WALL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE 3. CONCRETE / REINFORCING TOE NAIL SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH HOT DIPPED GALVANIZED TYP MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. HEADER WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING UNLESS NOTED OTHERWISE STOVE, ETCETERA. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE 11 OR HORIZONTAL TYPE III LOW ALKALI. C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS 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 UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF THE ACI 318. 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. WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB, OVER MOISTURE BARRIER IN COMPLIANCE WITH ASTM E 1643, 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 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. 9. DESIGN LOADS A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER 16, DIVISIONS 1, II, 111, AND IV U.N.O.: B) SEISMIC: SEISMIC IMPORTANCE FACTOR: 1 Ss = 0.583 S1= 0.26 MAPPED SPECIAL RESPONSE ACCELERATIONS:, SEISMIC SITE CLASS: D SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.518, SD1 = 0.325, Cs = 0.08 SEISMIC DESIGN CATEGORY: D BASIC SEISMIC -FORCE -RESISTING SYSTEM: LIGHT FRAMED SHEAR WALLS SEISMIC BASE SHEAR: 7.60 KIPS ULT. RESPONSE MODIFICATION FACTOR: R = 6.5 ANALYSIS PROCEDURE USED: EQUIVALENT STATIC FORCE PROCEDURE C) WIND: WIND SPEED: 110 MPH WIND EXPOSURE: C D) DEAD LOADS: ROOF 20 PSF LIVE LOADS: ROOF 20 PSF REDUCIBLE FLOOR 40 PSF AB ADDT AD1 ALT ARCH BLDG BLKG BM BOTT (B) BTF BTWN CB CCJ CIP CJ CLR CMU COL CONC CONN CONSTR 8. ROOF FRAMING CONT CONTR 8-1 PREFABRICATED ROOF TRUSSES: CP CTR A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE CTSK TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DBL DRAWINGS AND CBC 2303.4. DF DF -L B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND DIA CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF DJ CALIFORNIA, SHALL BE REVIEWED BY THE ENGINEER OF RECORD PRIOR TO TRUSS FABRICATION. EA EF C) TRUSS DESIGN LOADS: EL TOP CHORD LIVE LOAD: 20 PSF REDUCIBLE ELEV TOP CHORD DEAD LOAD: 10 PSF EN BOTTOM CHORD DEAD LOAD 10 PSF EQ TOTAL LOAD 40 PSF ES UPLIFT LOAD AS REQUIRED BY THE 2013 CBC (E) EXP D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. EXT EW E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES FF INVOLVED IN GOVERNING CONSTRUCTION. FIN F1 F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN FLR LOADS: LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 FNDN FOHC 8-2 CUT AND STACKED ROOF FRAMING: FOS FS A.) CUT AND STACKED ROOF SYSTEMS SHALL BE BUILT TO THE CONVENTIONAL FRAMING FTG REQUIREMENTS OF THE CALIFORNIA BUILDING CODE (CHAPTER 23). PURLINS, BRACES, GA INTERMEDIATE SUPPORTS, AND CONNECTIONS SHALL BE PROVIDED BY THE CONTRACTOR THAT GALV ARE CAPABLE OF TRANSMITTING ALL GRAVITY AND WIND LOADS TO THE FOUNDATION. GLB HDG THE FOLLOWING ADDITIONAL LIMITATIONS SHALL APPLY: HDR HGR 1. RAFTER MAXIMUM SPANS HORIZ A. 2X8 DF -L #2: 12'-0" ID INT B.) IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE CONVENTIONALLY FRAMED JST ROOF SYSTEM WITH TIES AND SUPPORTS BRACING ALL ELEMENTS TO THE FOUNDATION. THE JT ENGINEER HAS MADE A CURSORY REVIEW OF THE FRAMING SIZES AND SUPPORT LOCATIONS, AND HAS PROVIDED GENERAL CONNECTION DETAILS TO COVER THE MAJORITY OF CONDITIONS, BUT HAS NOT PROVIDED ENGINEERING DETAIL REQUIREMENTS FOR ALL CONNECTIONS NECESSARY FOR THE ROOF TO PERFORM IN ACCORDANCE WITH THE LOADING CRITERIA. IF ANY SPECIFIC ELEMENT OF THE ROOF FRAMING SYSTEM IS NOT SHOWN AND DETAILED CONNECTION CRITERIA IS REQUIRED, PLEASE CONTACT THE ENGINEER FOR ADDITIONAL INFORMATION. �THESE PLANS HAVE RE E REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 383 Rio Lindo Ave. ABBREVIATIONS 00 Chiccoo,, CA 95926 Chi P. 530.592.4407 SummitChico.com ANCHOR BOLT K KIPS ADDITIONAL L ANGLE ADJACENT LLH LONG LEG HORIZ. ALTERNATE LLV LONG LEG VERT. ARCHITECTURAL LONG LONGITUDINAL BUILDING LSL LONG SLOTTED HOLE BLOCKING LVL LAMINATED VENEER LUMBER BEAM MAX MAXIMUM BOTTOM MB MACHINE BOLTS BEAT TO FIT MECH MECHANICAL BETWEEN MFR MANUFACTURER CARRIAGE BOLTS MIN MINIMUM CONTROL JOINT MISC. MISCELLANEOUS CAST -IN-PLACE CONCRETE MTL METAL CONSTRUCTION JOINT (N) NEW CLEAR NS NEAR SIDE CONCRETE MASONRY UNITS NSA NELSON STUD ANCHOR COLUMN NTS NOT TO SCALE CONCRETE CONNECTION OC OD ON CENTER OUTSIDE DIAMETER CONSTRUCTION OH OPPOSITE HAND CONTINUOUS OPNG OPENING (..�..: CONTRACTOR COMPLETE PENETRATION CENTER OVS PDF PERP OVERSIZE ROUND HOLE POWDER DRIVEN FASTENER PERPENDICULAR�'F°� Q U COUNTERSINK DOUBLE DOUGLAS FIR PL PLWD PLCS PLATE PLYWOOD PLACES {s,�/ w U Z 2 DOUGLAS FIR - LARCH DIAMETER DOUBLE JOIST EACH EACH FACE ELEVATION (DATUM) PP PT P/C P/T REINF REQ'D PARTIAL PENETRATION PRESSURE TREATED PRECAST CONCRETE POST -TENSIONED REINFORCEMENT REQUIRED LU a, Q L J a CL Of ELEVATION (VIEW) OR ELEVATOR SC EDGE NAILING SEOR EQUAL SLIP CRITICAL STRUCTURAL ENGINEER OF RECORD k, 8.. N. L LL! EACH SIDE EXISTING EXPANSION EXTERIOR EACH WAY FINISH FLOOR FINISH FLOOR JOIST SHTG SIM SOG STD STIFF STL SQ 55 SHEATHING SIMILAR SLAB -ON -GRADE STANDARD STIFFENER STEEL SQUARE STAINLESS STEEL U U z `? c G r ,f ` - FLOOR FOUNDATION SINS SYM SHEAR WALL SCHEDULE SYMMETRICAL FREE OF HEART CENTER FACE OF STUD T&B TO(P) TOP & BOTTOM TOP OF (PLYWOOD) U i FAR SIDE TOC TOP -OF -CONCRETE FOOTING TOF TOP -OF -FOOTING GAUGE TOS TOP -OF -STEEL GALVANIZED TOW TOP -OF -WALL GLUE -LAM BEAM TN TOE NAIL HOT DIPPED GALVANIZED TYP TYPICAL HEADER LIND UNLESS NOTED OTHERWISE HANGER (SIMPSON) VERT VERTICAL HORIZONTAL WP WORKPOINT INSIDE DIAMETER WWF WELDED WIRE FABRIC INTERIOR W/ WITH JOIST W/O WITHOUT JOINT iDERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR COMPLIANCE REVISIONS: JCC/O_®E DATE / 7 EKY �� Coro C M,,i DATE: 09/06/16 SCALE: NTS DRAWN BY: ACJ T c4l ERR AN DFSS 0GIff $ S - JOB NUMBER: 16-290 SHEET: SIN FASTENING SCHEDULE (TABLE 2304.9.1) CONNECTION FASTENING"' LOCATION 1. JOIST TO SILL OR GIRDER 3- Bd COMMON (2 1/2- X 0.131') //�� LLSLUS210 28 S210 t3/ 10d 3 -3' X 0.131' NAILS TOE MNL. HUS26-2TF/HUS28-2TF HUS210-21F/HUS212-2T� 3 - 3' 14 C.A. STAPLES 16d 2. BRIDGING TO JOIST 2- 8d COMMON (2 1/1- X 0.131-) 16d lod 2 - 3' X 0.131' NAILS TOE NAL EACH END 16d 2 - 3. 14 GA. STAPLES T,I/BCI 3. Y X 8' SUBFLOOR OR LESS TO EACH JOIST 2 - Bd COMMON (2 1/2' X 0.1317 FACE NAIL 4. WDER THAN 1' X 8' SUBFTOOR TO EACH JOIST 3- 8d COMMON (2 1/2- X 0.1317 FACE NAL 5. 2* SU8FLOCR TO JOIST OR GPM 2 - 15d COMMON (3 1/Y X 0.1827 BLIND AND FACE NAL 6. SOLE PLATE TO JOIST OR BLOCXNG led (3 1/2• X 0.135') AT IS- O.C. 1I I I i POST AS REQ'D 3' X 0.131 N ' NS AT 8' O.C. TYPICAL FACE NAL SHEAR PLY 3" 14 GA STAPLES AT 12' O.a �•" SOLE PLATE TO JOIST OR BLO(2(NC AT 3- 16d(31/2' X 0,1357 AT le O.C. 4 - 3' X 0131' NAILS AT 16. O.C. BRACED WALL PANELS BRACED WALL PANEL 4 - 3" 14 GA. STAPLES PER 18" WALL SCHED*7-\ � FI I•I � I. 7. TOP PLATE TO SND 2 - 16d COMMON (3 //2' X 0.1827 MINIMUM EDGE DISTANCE. Be MINIMUM END DISTANCE, AND 8' I II II f 3 - 3' X 0.131' NNS ETD NAIL II I IPI I 3 - 3. 14 GA. STAPLES MINIMUM SPACING. LOCATE AND AVOID ALL REINFORCING PRIOR TO B. SND TO SOLE PLATE 4- Sd COMMON (2 1/2• X 0.131-) I ABUTTING PANEL I I PER 4- 3' X 0.131' NNS AT 80 OX, TOE NAL EDGES WHERE SCHED � REO'D PER I � ll LI I 3 - 3' 14 GA. STAPLES AT 12. O.C. PARTIAL PLAN AT TOP PLATE CORNER AND TEE NI 2- 16d COMMON (3 1/2" X 0.182') ENO NAL 2X TOP PLATE �-M S7126 STRAP, U.N.O., DETAL BELOW / CEN7E1�E1 ON DISCONTINUITY 3-3*X0.131'NALS PT DF -L JAtoDBL THESE PIANSVE BEE ! REVIEWED FOR COMPLIANCE ONLY WITH THE 3 - 3. 14 GA. STAPLES SILL PLATE AND AB 9. DOUBLE STUDS 16d (3 1/2* X 0.135-) AT 24. O.C. 3 X 0.131' NAIL AT 8' O.C. FACE NAI. 3* 14 GA. STAPLE AT 8. D.C. 10. DOUBLE TOP PLATES 16d (3 1/2' X DAM') AT 16' O.C. 3' X 0.131* NAL AT 12. O.C. TYPICAL FACE NAL 3" 14 GA. STAPLE AT 12. O.C. DOUBLE TDP PLATES 8 - 16d COMMON (3 1/2- X 0.182') 12 - 3- X 0.131' NAILS 12 - 3 14 GA. STAPLES 11. BLOIXING BETWEEN JOISTS OR RAFTERS TO TOP PLATE 3 - 6d COMMON (2 1/2" X 0.1317 3 - 3 X 0.131- NNS TOE NAL 3 - 3 14 GA. STAPLES 11 RIM JOIST TO TOP PLATE Sd (2 1/2- X 0.131' AT 6' OC. 3- X 0.131' NAL AT 8' D.C. TOE NAL 3' 14 GA. STAPLE AT 8' 0.C. 11 TOP PLATES, LAPS AND INTERSECTIONS 2 - 18d COMMON (3 1/2• X 0.1627 3 - 3* X 0.131' NAILS FACE NAL 3 - 3* 14 GA. STAPLES 14. CONTINUOUS HEADER. TWO PIECES 16d COMMON (3 1/2' X 0.162-) 18' O.C. ALONG EDGE 15. CEILING JOISTS TO PLATE 3 - 84 COMMON (2 1/2- X 0.1317 5-3"X0.131*NAILS TOENAIL 5 - 3* 14 GA. STAPLES 16. CONTINUOUS HEADER TO SND 4 - 8d COMMON (2 1/2- X 0.1317 TOE NAL 17. CEtL94G JOISTS. LAPS OVER PARTITIONS 3 - 16d COMMON (3 1/2- X 0.1627 MIN, TABLE 2308.10.1.1 4 - 3' X 0.131' NAILS FACE NAL 4 - 3' 14 GA. STAPLES 1& CEILNG JOISTS TO PARALLEL RAFTERS 3 - 16d COMMON (3 1/2- X 0.162') MIN. TABLE 2300.10.4.1 4 - 3' X 0.131' NAILS FACE NAL 4 - 3. 14 GA. STAPLES 19. RAFTER TO PLATE 3 - Bd COMMON (2 1/2' X 0.1317 5 - 3' X 0.131' NAILS TOE NAIL 5 - 3" 14 GA. STAPLES 20 V DIAGONAL BRACE TO EACH STUD AND PLATE 2 - 8d COMMON (2 1/2- X 0.131' 2 - 3" X 0.131' NNS FACE NAL 3 - 3" 14 GA. STAPLES 21. 1* X 8' SHEATHING TO EACH BEARING 3 - 8d COMMON (2 1/2* X DAM-) FACE NAL 22. WM THAN 1' X 8' STEAD" TO EACH BEARING 3 - 8d COMMON (2 1/2- X 0.1317 FACE NAL 23. BUILT-UP CORNER STUDS 16d COMMON (3 1/2- X 0.162-) 24. OC. 3' X 0.131' NAILS 18' 0.C. 3' 14 GA. STAPLES 16' 0.a 24. BULT-LP GIRDER AND BEAMS 20d COMMON (4' X 0.1927 AT 32' O.C. FACE NAL AT TOP AND J* X 0.131- NAILS AT 24' O.C. BOTTOMSTAGGERED ON 3* 14 GA. STAPLES AT 24' D.C. OPP i11 DOS - 2 - 20d COMMON (4- X 0.1927 FACE NAL AT ENDS AND 3 - J' X 0.111' NAILS AT EACH SPLICE 3 - J' 14 GA. STAPLES ZS 2' PLANKS 16d COMMON (3 1/2- X 0.162-) AT EACH BEARING 26. COLLAR TE TO RAFTER 3 - 10d COMMON (3' X 0.148-) 4 - 3' X 0.131' NNS FACE NAL 4 - 3' 14 GA STAPLES 27. JACK RAFTER TO W 3 - 10d COMMON (3' X 0.1487 4 - 3' X 0.131' NNS TOE NAIL 4 - 3 N GA STAPLES 2 - 16d COMMON (3 1/2" X 0.1627 FACE NAL 3-3'X0.131"NAILS 3 - 3" 14 GA. STAPLES 28. ROOF RAFTER TO 2X RIDGE BEAM 2 - 16d COMMON (3 1/2- X 0.1627 ' NS 3 - 3' X 0.131 N TOE NAIL 3 - 3' 14 GA. STAPLES 2 - 16d COMMON (3 1/2- X 0.1627 FACE NAL 3-3'X0.131'NALS 3 - 3' 14 GA. STAPLES 29. JOKE TO BAND JOIST ,_...... .. .._, .. ,_..,_ -3 -96d COMMON (3 1/2- X 0.162') .._. _. ... .,.... 4 - 3 X 0.131' NNS FACE NAL 4 - 3* 14 GA, STAPLES 30. LEDGER STRIP 1 - 164 COMMON (3 1/2- X 0.1627 4 - 3' X 0.131' NAILS FACE NAL 4 - 3' 14 C.A. STAPLES 31. WOOD STRUCTURAL PANELS AND PARTICLE BOARD' 1/2* AND LESS 6d'r SUBFLOOR. ROOF AND WALL SHEATHING (TO FRAMING) 2 3/8" X 0.113- NAIL.' 19/32- ro 3/4' ed OR 6d' 2 3/8' X 0.113' NAIL 7/B' TO 1' Bed' SINGLE FLOCK (COMBINATION SUBFLDOR-UNOERLAYMENT 1 1/8' TO 1 1/4. 10(f OR 8th TO FRAMING) 3/4- AND LESS Bed' 7/8- To 1- e1- 1 1/8' TO 1 1/4' IOd'OR S& 32. PANEL SIDING (N FRAMING) 5//2 AND LESS Ed 31 FIBERBOARD SHEADINO' 1/2' Na 11 GAGE ROOFING NAL' 6d COMMON NAL (2' X 0.113') No. 16GAGE STAPLE' 25/32' No. 11 GAGE ROOFING ANL' m COMMON NAL (2.1/2- X 0.1317 . Na 18 GAGE STAKV 34. INTERIOR PANELING 11/4' a Cameron a box nab a.ftted to M wed except where oth"'I" stated b. Nds spaced at 8 Man" on Mtef at ed9e4 12 Mdh" at intermediate e t 6 inches at where spore ore 48 inches a more. For noting of rood strua rd pond and partklehoad diaphragms and sheer rdis, r supports 2305. Nola for rd sheathing we permitted to W common. box or cueing. c. Cameron or defamed Mai (8d - Y x 0.113: 8d - 2 1/2* x 0.131': 10d - S- x 0.148') d Common (6d - 2* x 0.113: 8d - 2 1/2" x 0.131'; 10d - 3" x DAM*) e. Defamed Monk (6d - 2' x 0.113': 8d - 2 1/2' x 0.131': 10d - 3 x 0.1487 f. CorroW elon-rstant sldrg (6d - 1 7/8- x 0-106- 8d - 2 31Er x 0.1287 or aaWng (6d - 2' x .099' 8d - 2 1/2' x 0,1137 nal 2 1/2- MAX. DEPTH FOR 2X4 PLATE 3 1/2- MAX. DEPTH FOR 2X6 PLATE I� -5 1/2' MAX A A N PROVIDE SIMPSON RPS22 STRAP AT EACH PLATE, TOP PLATE (2) MIN PER NOTCH---,,. rh Irz 6/SD1 1 1/2- IALL FRAMING TYP MAX, TPLAN, TYP r --PIPE AS OCCURS NOTE: DO 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 NO SCALE SHEAR PLY AND NAILING PER PLAN HOLDOWN AND POST PER SCHEDULE--__ ENI- CONTINUOUS N- CONTINUOUS WALL I WHERE OCCURS-`_ 1 I PARTIAL PLAN SHEAR PLY AND NAILING PER PLAN TYPICAL CORNER HOLDOWN DETAIL NO SCALE TYPICAL HANGER SCHEDULE MEMBER SIZE SIMPSON HANGER TYPE FASTENER AT SUPPORTING MEMBOR TYPE AT SUPPORTED MEMBER // // 2k10/2X128/ //�� LLSLUS210 28 S210 t3/ 10d 10d DBL 2X6//DpBL 2X8/ DBL 2X16/DBL 2X12 HUS26-2TF/HUS28-2TF HUS210-21F/HUS212-2T� 16d 16d 4X8/4X10/4X12 HU487F/HU41OTF/HU4127F 16d lod 6X8/6X10/6X12 HU68TF/HU61OTF/HU612TF 16d 16d T,I/BCI ITS 10d NOT REQ'D LVL/PSL HDTV 16d 16d GLU-LAM HGLTV 16d 16d g. Fasteners spaced 3 Inch" an center at exterior ridges and 6 inch" an center at intermediate snpporte, when used 0,e N07E5: rbvehrd sheodbng. Spacing and be 6 Inch" on center m the ed9" and 12 Inches m center at MfowmeNote supports for nanstructad app9catlons. b. carown�sdstm< roofing cede rNh 7/15 Inch diameter head and 1 1/8 Inch krngth for 1/2 bon heatiting and 1 3/4 Inch 1. PROVIDE SKEWED AND SLOPED HANGER WHERE REQUIRED. Length for 25/32 shw&& . 2. PROVIDE HANGER WITH ONE OR BOTH FLANGES CONCEALED WHERE REQUIRED. L Corrosion-rWstmt st*les Wh namnd 7/15 Inde amen and 1 1/8 inch length for 1/2 ince shea$ng and 1 1/2 nch length for 2s/12 M"thing. Phnsi supports at 16 nabs (20 nc h" H strength axis n the Lang direction of the pond unlees otherrha 3. SEE PLANS AND DETAILS FOR HANGER AT SPECIAL CONDITION. rnatn>). ec�es, 4. PROVIDE APPROPRIATE FASTENER AT ALL FASTENER HOLES U.N.O. Casing Pad ilsupporrts at°i4�ind+«.fi cCosinish g or o2mish nds nab ""on "w ell PAF 12 ind'as at Intees minidato suppoermediate rts. 5. FASTENER SIZES: 16d-0.162- DIA. X 3 1/2- LENGTH Bd nae (2 1/2• 01137 are the mnlman r d ed for rood structural rands. 10d-0148" DIA. X 3' LENGTH STUD DIRECTLY UNDER SPLICE, TYP. � TYPICAL TOP PLATE DISCONTINUITY (5) 16d AT CORNER OR INTERSECTING WALL d SINKERS AT 16' O.C. ..4'-O MIN. LAP LENGTH. _TYPI . _16d MIN. BETWEEN SPLICES 1 (16d MINNKERS AT FN SPLICC. ES I (12) "-STUD DIRECTLY UNDER SPLICE, TMP. II INTERSECTING WALL OR CORNER WHERE OCCURS ---f TYPICAL TOP PLATE SPLICE TYPICAL TOP PLATE SPLICE DETAIL 5 M SEE SHEAR WALL SCHED. SILL ATTACHED STRUCTURAL Fit CALCULATIONS II I I T MIN i PLATE WASHER II U 3- X 3" X .229", TYP �� �MASA/MASAP ANCHOR OPTION PER NOTE 4 -1_ 1/Y DIA AB WITH W W,�� 2- HOOK, TYP DN PER FLAN SINKERS AT 16' O.C. MIN. BETWEEN SPLICES GENERAL NOTES 1.) SIL PLATE SHALL BE 2X PT DF -L UNLESS NOTED OTHERWISE IN SHEAR WALL SCHEDULE. 2.) PROVIDE (2) BOLTS MIN PER SILL PLATE 3.) DIAGONALLY SLOTTED PLATE WASHERS WITH A MAXIMUM SLOT LENGTH OF 1 3/4' MAY BE 383 Rio Lindo Ave. USED WHEN A STANDARD CUT WASHER IS ADDED BETWEEN THE PLATE WASHER AND NUT. Suite 200 -DBL 2X Chico, CA 95926 TOP PLATE 4.) CONTACT SUMMIT STRUCTURAL DESIGN FOR MASA/MASAP ANCHOR OPTION IN LIEU OF ANCHOR BOLTS. P. 530.592.44e7 SummitChico.com 5.) AT SHEAR WALLS, PLATE WASHER MUST BE LOCATED 1/2 -.OR LESS FROM THE INSIDE FACE OF SHEATHING. 6 j TYPICAL FNDN ANCHOR BOLT DETAIL n NO SCALE SD1 TOP PLATE PER 6/SDI� LL © II II III, It���ll.�l NO SCALE PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES B �- REVIEWED FOR B C CODE COMPLIANCE a. E C M4HERE DATEJd/ BY_ F RS U SILL PLATE SIZE AND AB SPACING PER 3/SDi ji STUD WALL ELEVATION KEY 2X6 WALL OPENING SCHEDULE (110 MPH, EXPOSURE C) (A) HEADER PER PLAN ® 7RIMMER PER SCHEDULE OPENING WIDTH TRIMMER KING STUD7S © KING STUD PER SCHEDULE UP TO 5'-0' (1) 2X6 1) 2X6 A35 CUP AT EACH SIDE OF POSTS AND MULTIPLE KING STUDS. USE A34 AT 4X WALLS UP TO 9'-0' 2 2X6 2 2X6 I UP TO 16'-0" 2 2X8 3 2X6 QR :ESS/041, "r _ F--OCCUWALL CONTINUES WHERE UG STUD PER PLAN DF AT 16- A.C. U.N.O. ® POST PER PLAN WHERE OCCURS ~���� C J y Fac { ,-RS PER PLAN NUMBER SIZE To FACE OF POST n Q .I DBL 2X 1 5/16' SSTB16 SSTB20 6 SCREWS 1 ` N 68z rn (5) 16d G" AT EXISTING FOUNDATIONS AND AT MISSED AB PROVIDE 1/2" 260 1I I I i POST AS REQ'D 12d O 5" O.C. 8d O 4' O.C. SHEAR PLY PER HOLDOWN �•" �o t DIAMETER THEN HD AT REQUIRED SPACING WITH 4- EMBED, 1 3/4- S ULE 8d O 4" O.C. i I WALL SCHED*7-\ � FI I•I � I. 380 3 MINIMUM EDGE DISTANCE. Be MINIMUM END DISTANCE, AND 8' I II II f JT C I V I \_ 8d O 12' Q.0 II I IPI I II II I �- -USM 3X STUD AT I MINIMUM SPACING. LOCATE AND AVOID ALL REINFORCING PRIOR TO 3X MUDSILL AB O V-9" O.0 OF CAO I ABUTTING PANEL I I PER A35 AT 1'-0' O.C. RBC AT 6" O.C. DRLLING. INSTALL PER MANUFACTURER'S RECOMMENDATIONS EDGES WHERE SCHED � REO'D PER I � ll LI I I SCHEDU II PARTIAL PLAN AT TOP PLATE CORNER AND TEE NI f II II I II 11 2X TOP PLATE �-M S7126 STRAP, U.N.O., DETAL BELOW / CEN7E1�E1 ON DISCONTINUITY 4'-O- MAX AT (3) STORY AND TALLERPER 12' MAX 6'-0" MAX AT 1 AND 2 STORY PT DF -L JAtoDBL THESE PIANSVE BEE ! REVIEWED FOR COMPLIANCE ONLY WITH THE STUD DIRECTLY UNDER SPLICE, TYP. � TYPICAL TOP PLATE DISCONTINUITY (5) 16d AT CORNER OR INTERSECTING WALL d SINKERS AT 16' O.C. ..4'-O MIN. LAP LENGTH. _TYPI . _16d MIN. BETWEEN SPLICES 1 (16d MINNKERS AT FN SPLICC. ES I (12) "-STUD DIRECTLY UNDER SPLICE, TMP. II INTERSECTING WALL OR CORNER WHERE OCCURS ---f TYPICAL TOP PLATE SPLICE TYPICAL TOP PLATE SPLICE DETAIL 5 M SEE SHEAR WALL SCHED. SILL ATTACHED STRUCTURAL Fit CALCULATIONS II I I T MIN i PLATE WASHER II U 3- X 3" X .229", TYP �� �MASA/MASAP ANCHOR OPTION PER NOTE 4 -1_ 1/Y DIA AB WITH W W,�� 2- HOOK, TYP DN PER FLAN SINKERS AT 16' O.C. MIN. BETWEEN SPLICES GENERAL NOTES 1.) SIL PLATE SHALL BE 2X PT DF -L UNLESS NOTED OTHERWISE IN SHEAR WALL SCHEDULE. 2.) PROVIDE (2) BOLTS MIN PER SILL PLATE 3.) DIAGONALLY SLOTTED PLATE WASHERS WITH A MAXIMUM SLOT LENGTH OF 1 3/4' MAY BE 383 Rio Lindo Ave. USED WHEN A STANDARD CUT WASHER IS ADDED BETWEEN THE PLATE WASHER AND NUT. Suite 200 -DBL 2X Chico, CA 95926 TOP PLATE 4.) CONTACT SUMMIT STRUCTURAL DESIGN FOR MASA/MASAP ANCHOR OPTION IN LIEU OF ANCHOR BOLTS. P. 530.592.44e7 SummitChico.com 5.) AT SHEAR WALLS, PLATE WASHER MUST BE LOCATED 1/2 -.OR LESS FROM THE INSIDE FACE OF SHEATHING. 6 j TYPICAL FNDN ANCHOR BOLT DETAIL n NO SCALE SD1 TOP PLATE PER 6/SDI� LL © II II III, It���ll.�l NO SCALE PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES B �- REVIEWED FOR B C CODE COMPLIANCE a. E C M4HERE DATEJd/ BY_ F RS U SILL PLATE SIZE AND AB SPACING PER 3/SDi ji STUD WALL ELEVATION KEY 2X6 WALL OPENING SCHEDULE (110 MPH, EXPOSURE C) (A) HEADER PER PLAN ® 7RIMMER PER SCHEDULE OPENING WIDTH TRIMMER KING STUD7S © KING STUD PER SCHEDULE UP TO 5'-0' (1) 2X6 1) 2X6 A35 CUP AT EACH SIDE OF POSTS AND MULTIPLE KING STUDS. USE A34 AT 4X WALLS UP TO 9'-0' 2 2X6 2 2X6 I UP TO 16'-0" 2 2X8 3 2X6 BLOCK AT ALL SHEA71r#NG SPLICES, AND AT 10'-0' MAX UNBRACED STUD LENGTH NAIL MULTIPLE 7RIMMERSAING STUDS TOGETHER WiTH 16d AT le O.C. STAGGERED MODEL UG STUD PER PLAN DF AT 16- A.C. U.N.O. ® POST PER PLAN WHERE OCCURS I YVILAL 51 U WALL tLtVAI IUIV NO SCALE CORNER WHERE OCCURS SD3 (5) 16d NAILS AT TOP PLATE PER 6/SDi LAPPED CORNERS, TYP PROVIDE PANELS MFR, 1/8' BLOCK AT 16* MAX SPACING - HOLDOWN SCHEDULE (*SEE ALL NOTES BELOW*) SIMPSON MINIMUM DISTANCE FROM CONCRETE ANCHOR TYPE HOLDOWN MINIMUM HOLDOWN HOLDOWN CENTER OF FASTENERS STEM MODEL POST CONCRETE ANCHOR SINE POUR TWO POUR G AT POST WALL NUMBER SIZE To FACE OF POST CONDITION CONDITION Q HDU2 DBL 2X 1 5/16' SSTB16 SSTB20 6 SCREWS 6' 14DU4 DBL 2X 1 5/16- SSTB20 SSTB24 10 SCREWS G" -1 <w O N LLJ Leto ll.! GAP BETWEEN �✓ ui LjjJ GENERAL NOTES: N Q z 1.) HOLDOWNS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. -1 -__T_ _�__• N LLJ &L -X' -Y` LENGTH OF X' -Y PER SCHEDULE BELOW. GAP BETWEEN L1! GENERAL NOTES: SOLE PLATE z 1.) HOLDOWNS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. SHEAR WALL SCHED. I ALLOW. 2.) AT 3X MUDSILL USE SSTBL VERSION OF ANCHOR LISTED ABOVE II I EI I I <lessesse- 3.) DOUBLE STUDS SHALL BE NAILED TOGETHER WITH 12d (DIA. -0.135") AT 6* O.C. STAGGERED. I II I I I PER SHEAR V Q AND SPACING WALL SCHED. m s TYPICAL HOLDOWN SCHEDULE 2 D1 NO SCALE SDI :..wee CL AS ALL -__T_ _�__• 1 &L -X' -Y` LENGTH OF X' -Y PER SCHEDULE BELOW. GAP BETWEEN I LI 1.1 I NAIL PER SOLE PLATE REQ'D BY i II SHEAR WALL SCHED. I ALLOW. MIN II I EI I I 11 11 NAIL SIZE NAIL SIZE I II I I I PER SHEAR TYPE ANCHOR BOLT SPACING AND SPACING WALL SCHED. AND SPACING ASI'D I rl 11 I 11 2X MUDSILL AB 03 1 -9 . O.C. EDGES, TYP I I I I I i COMPRESSION AT 2'-8* O.C. RBC AT 1'-8' O.C. 260 1I I I i POST AS REQ'D 12d O 5" O.C. 8d O 4' O.C. SHEAR PLY PER HOLDOWN 350 4 PER SHEAR S ULE 8d O 4" O.C. i I WALL SCHED*7-\ � FI I•I � I. 380 3 >TUD i I II II f 8d O 3' O.C. 8d O 12' Q.0 II I IPI I II II I �- -USM 3X STUD AT I I I HOLD WtH 3X MUDSILL AB O V-9" O.0 II I ABUTTING PANEL I I PER A35 AT 1'-0' O.C. RBC AT 6" O.C. i II EDGES WHERE SCHED � REO'D PER I � ll LI I I SCHEDU II NI f II II I II 11 Il i it li SILL PLATE AND AB SIZE/SPACING PER SC HED. learessee REVISIONS: GENERAL NOTES: 1.) WALL FRAMING USE 2X OR YNDf7t DF -L STUDS (PEER PLAN), SORE PLATE. TOP PLANES AND EILOCKiNG. USE PT DF -L MUDSILL PER SCHEDULE ABOVE BLOCK ALL PANEL EDGM JOB STRUCTURAL SHEAR WALL TYPE *N' FOR A MINIMUM SHEAR WALL LEGEND &L -X' -Y` LENGTH OF X' -Y PER SCHEDULE BELOW. SHEAR WALL SCHEDULE - 3/8" THICK SHEATHING AND 16" O.C. STUD SPACING (*SEE ALL NOTES BELOW*) SHEAR MUDSILL THICKNESS SOLE PLATE PANEL EDGE PANEL FIELD *SIMPSON' ALLOW. WALL AND 1/2- DU11ElER NAIL SiZE NAIL SIZE NAIL SIZE A35 AND RBC LOAD TYPE ANCHOR BOLT SPACING AND SPACING AND SPACING AND SPACING GUP SPACING (PLF) 8 2X MUDSILL AB 03 1 -9 . O.C. 12d O 7' O.C. 8d O 6' O.C. 8d O 12' O.C.35 AT 2'-8* O.C. RBC AT 1'-8' O.C. 260 M 2X MUDSILL AB O 2'-9' O.C. 12d O 5" O.C. 8d O 4' O.C. 8d O tY O.C. '� AT 1'-8' O.C. RBC AT V-2. O.C. 350 4 2X MUDSil AS O V-3" D.C.12d O 5' O.C. 8d O 4" O.C. Bd O 12' O.C. A35 AT V-8* A.0 IBC AT 1'-0" O.C. 380 3 2X MUDSILL AB O V -O" O.C. 12d O 4 O.C. 8d O 3' O.C. 8d O 12' Q.0 A35 AT V-5" O.C. RSC AT 10' O.C. SPO 2 3X MUDSILL AB O V-9" O.0 12d O 3' O.C. 8d O 2* O.C. 8d O 12' O.C. A35 AT 1'-0' O.C. RBC AT 6" O.C. 640 learessee REVISIONS: GENERAL NOTES: 1.) WALL FRAMING USE 2X OR YNDf7t DF -L STUDS (PEER PLAN), SORE PLATE. TOP PLANES AND EILOCKiNG. USE PT DF -L MUDSILL PER SCHEDULE ABOVE BLOCK ALL PANEL EDGM JOB L is root hug to 9 as mink um x m. Staples and thous o mhlnm sown .lana or 7/16 ind1. n. Fa roof Mwthng applications. tmteners epooed 4 inches on center at saga6 a inches at intrrmelate wPpatx o. Fasteners 4 Inches an center at edges. 8 inch" at Intermediate supports for sub8oa and rob sheatfary and 3 inches °6 lOd X 1 1/2'-0.148' DIA X 1 1/2' LFJVGTH 6. PROVIDE HANGERS AND FASTENERS WITH CORROSION PROTECTION 2.) SHEATHING: USE APA RAZED (32/16 SPAN RATING) SHEATHING UNLESS NOTED 01HERWM EDGE NAIL PANELS AT ALL EDGES. 7T.)P PLATES, SOLE PLATE, MUDSILL POSTS. AND WAWVN DATE: 09/06/16 3.) COMPRESSION POSTS/STUDS. NAIL SIZES: SMt 2 1/2" X 0131- DIAMETER COMMON, OR 2 1/2' X 0,113- DIAMETER HOG BOX, 12d: 3 1/8- X 0.135' DIAMEiER SINKER, 20d: 4- X 0.192- DIAMETER COMMON. SCALE: NTS DRAWN BY: ACJ _- NUMBER' 16-290 DO NOT OVERDRIVE NAILS. STAGGER SOLE FASTENING AND PRE-DEf71 PILOT HOSES (MAX 75% NAIL DIA) 70 AVOID SPLITTING WALL ELENIE NTS. 4.) AT SHEAR WALL iYPES '4e, 3', AND e2" USE 3X NOMINAL FRAMING AT ABUTTING PANEL EDGES AND L is root hug to 9 as mink um x m. Staples and thous o mhlnm sown .lana or 7/16 ind1. n. Fa roof Mwthng applications. tmteners epooed 4 inches on center at saga6 a inches at intrrmelate wPpatx o. Fasteners 4 Inches an center at edges. 8 inch" at Intermediate supports for sub8oa and rob sheatfary and 3 inches °6 lOd X 1 1/2'-0.148' DIA X 1 1/2' LFJVGTH 6. PROVIDE HANGERS AND FASTENERS WITH CORROSION PROTECTION FOUNDATION PER PLAN MAX U.N.O. CORNER WHERE OCCURS--� STAGGER NAILING. 5. ALLOWABLE LOADS MAY BE MULTIPLIED BY 1.4 WHERE WIND LOADS GOVERN. ) SHEET: an center at edges, inch" at intermediate supports of root sheathing. p. Fasteners spaced 4 inches an center at edges. 6 inches at intermediate support,. TYPICAL FASTENING SCHEDULE 10 APPROPRIATE FOR CONNECTION APPLICATION AND ENVIRONMENT. TYPICAL SIMPSON HANGER SCHEDULE NOTE STUD SPACING - 16' O.C.. TYPICAL SHEAR WALL ELEVATION 4 TYPICAL SHEAR WALL SCHEDULE 1 SD1 NO SCALE SD1 NO SCALE SD1 NO SCALE SD1 NO SCALE SDI FOR CODE CO-1PLIANCE TRB AND p•3aS, SGIG 31ATES Q�iOFESSIU��q C. q, l Fti hc„ yin � s � � 6 1'8� � 8 THICKNESSCl V 3 � 9TFOFCA �. 1 A 1 WALL FRAMING PER PLAN Z' 6 O.C. PT DF SILL AND AB PER 3Ut TYP SHEAR PEP PLAN �" THESE PLANS N REVIEWED OCCURS FOR COMPLIANCE 3- CL.R ATTACHED STRUCTURAL. WITH NFORCE HATH #4 1/2' ISOLATION JOINT CALCULATIONS ­REIAT 6" O.C. E.W. CONCRETE SLAB—ON—GRADE FTG TYPE PER PLAN— EN PER PLAN. SLOPE PER A ARCH 8' MIN 8' MIN I� ELEV PER ARCH h A II ALL NON—SHEAR WALLS AND SLOPE GRADE AWAY FROM FNDµ NON—BEARING WALLS TO HAVE HILTI X—CP72 SHOT PINS PER ICC ESR -2378 AT 24 O.C. #4 AT 24' OC VERT. ¢4 I ! I— PT SILL PLATE AT 18" OC HORIZ. WHERE —B- STEM WALL HEIGHT > 1'-6• I 12" MIN —. FOOTING SCHEDULE ' ¢4 CONT TOP AND BOTT I I FOOTING TYPE DIMENSION A DIMENSION B. U.N.O. THICKNESS, U.N.O. I.. _... I 12' 3- \SPRFAD FOOTING PER 383 Rio Lindo Ave. F2 2'-0' 2'-0" 12- PLAN WHERE OCCURS Suite 200 F2.5 2'-6" 2'-6" 12' SLAB—ON—GRADE Chico, CA 95926 F3 3'-0' 3'-0' 12" PER PLAN P. 530.592.4407 F3.5 3'-6" 3'-6' 12• NOTE: SEE HOLDOWM SCHEDULE FOR ADDITIONAL STEM WALL WIDTH REQUIREMENTS AT CONTINUOUS SummitChico.com F4 4'-0' 4'-0" 12 FOOTINGS SUPPORTING SHEAR WADS. TYPICAL SPREAD FOOTING SCHEDULE 9 TYPICAL NON-BEARING WALL DETAIL 6 TYP EXTERIOR GARAGE WALL FNDN DETAIL 3 NO SCALE SDZ NO SCALE SDZ NO SCALE - SD2 WALL FRAMING PER PLAN �s POST PER PLAN PT DF SILL AND i PBS AB PER 3/SD1SH ARW7E POER CCURS N FIN. GRADE (2) #3 HOOPS CONCRETE 1/2" !SOLATION JOINT CONCRETE 12'X12' PEDASTEL SLAB—ON—GRADE /CONCRETE SLAB—ON—GRADE PER PLAN GRADE ROUGHEN SURFACE 0PER PLAN PER PLAN. SLOPE PER 1/4' AMPLITUDE °D 4) f4 VERT. ARCH WHERE REVD _ — U I— ElEV. PER ARCH B TIES I 1 1/� IN U 0 -I I AT SLA I, CLR MIN, II . AT 4!-01 OC �' .. TYP .SLOPE FINISHED :...:..; :,...GRADE AWAY � r o4 AT 24' OC VERT. f4 _U.1 r I—i _ AT 18" OC HORlZ. WHERE 1 ..1-1_. 7..1' FROM FOUNDATIOr. 0 LU I — t STEM WALT. HEIGHT > t'-6' 6" MIN- #4 CONT TOP AND BOTT 12i MIN Ld ILS a- Ld r i....._. J UJ 3 CLR DIM PER PLAN SPREAD FOOTING PER 3- CLR, TYP W 12 SPREAD FOOTING PER \� PLAN WHERE OCCURS PLAN WHERE OCCURS z NOTE: SEE HOLDOWN SCHEDULE FOR ADDITIONAL STEAM O NOTE: SEE DETAIL 2/SD2 FOR ADDITIONAL INFORMATION. WALL WIDTH REQUIREMENTS AT CONTINUOUS FOOTINGS SUPPORTING SHEAR WALLS. r Q 2 �/ m FOOTING DETAIL s TYPICAL FOUNDATION DETAIL 5 TYPICAL SLAB FOUNDATION DETAIL NO SCALE SDZ NO SCALE SD2 <, NO SCALE SDZ _ r j ' 'clihn,I i #f 3UTTE COUNTY DEVELOPMENT SERVICES p� REVIEWED FOR CODE COMPLIANCE }A i E -BY� WALL FRAMING PER [NOTE. PROVIDE 3' MINIMUM SIDE COVER FROM EACH PLAN, WHERE OCCURS EDGE OF COLUMN BASE TO EACH EDGE OF SLAB. I1 I' P.T. SILL AND A.B. PER 3/SDI . COLUMN PER PLAN I RECESS AT OVERHEAD —SHEAR PER FLAN PROVIDE 6' MIN WIDTH STEM BEYOND PER 3/SD2 WITH #4 TOP DOOR REQUIRED HOOKED AT EACH END AND #4 VERT 1/2- UP AT GARAGE CONC. SLAB— GOLUMN BASE PER 12' OC. (3) MIN PER WALL SEGMENT DOOR OPENING ON—GRADE PER PLAN E N. PLAN, CENTERED R WHERE REQUIRED REVISIONS: --- SLAB—ON—GRADE FOOTING BELOW PER PLAN = 1/2- ISOLATION JOINT 1/2' ISOLATION JOINT BEYOND II� 8' MIN. FINISHED GRADE. PAVEMENT AND E tlI 1 ELEV. PER ARCH ...0: o �_ '.�SLOPE AWAY FROM SUBGRADE BY OTHERS CRETE SLAB—ON—GRADEPER NATURALI I CIF GRADE UNE — i .. I PLAN. SLOPE PER 2 �— _ —1 DATE: 09/06/16 12' MIN 1 1/2' BUILDINGLAYERPS OF 3' CUR. - I CUR ._ — 3' CLR 3- CLR 2) #4 TOP AND 12" MIN. ¢4 TOP dt BOL SCALE: NTS III—III—I ' I BOTT. CONT THIS UNE DRAWN BY: ACJ PER PLAN2` JOB NUMBER: 16-290 REINF. PER PLAN SHEET: TYPICAL POST FOUNDATION DETAIL 7 TYP GARAGE DOOR OPENING FNDN DTL TYPICAL FOUNDATION DETAIL SD2 NO SCALE S D Z NO SCALE SDZ NO SCALE SDZ FOR CODE C� FvIPLIANCE !MR, TRil AND AS OC!A T ES NOTE: OVERFRAMING NOT SHOWN FOR CLARITY NON—BEARING WALL DRAG TRUSS BY OTHERS (E) ROOF PLY AND NAILING PER PLAN (E) ROOF TRUSSES BY r E.N. OTHERS TRUSS BY OTHERS. TYP NON—BEARING WALL2X4 BLOCK AT V-0" O.C. WITH (2) 16d EACH END WALL PARALLEL TO TRUSS TYPICAL NON-BEARING WALL DETAIL NO SCALE PROVIDE GAP BETWEEN 16d AT 6. O.C. E.N., DBL TOP PV PER 6/SDI— SHEAR PER PLA DRAG TRUSS DETAIL RBC CUP PER SHEAR WALL SCHEDULE. OTHERWISE 4'-0. O.C., TYP. -CE) WALL. FRAMING PER PLAN NO SCALE SD3 PANELS AS REO D. BY MFR., 1/8" Mw. ROOF PLY AND NAILING PER PLAN i-� NOTE. WATERPROOFING, FLASHING, VENTING, AND DRAINAGE BY OTHERS. Ujt 20 OVERFRAMING % I NAOOF aLNGL D NAILING i.i AT 24' D.C. PER RBC CLP PER SHEAR WALL SCHED., PLAN. TYP (3) 16d it i -t ROOF PLY i-' OTHERWISE 4'-0' O.C., TYP. TAILS, iI E AND NAILING i ti E.N. E.N. U t -s PER PLAN 2X4 WITH ROOF � W O s 18d NAILS ROOF PLY AND ; z� f,. 1 E.N. PLY AT.' i'i AT 12' NAILING PER PLAN SOLD BLOCKING • SOLD 9LOCKING W cx� SLEEPER, i i ; O.C., TYP • . LLJ t -y W "r r 6) 12d RAFTER TO TRUSS * * RAFTER PER PLAN E.N. H2.5T AT EA. TRUSS �°"" LL CL RAFTER PER PLAN E N. AND AT EA. RAFTER BEAM PER PLAN N 2X SLEEPER WHERE OCCURS W WITH (3) 16d RAFTER OR RSC CUP AT 4'-0. O.C. OP PLATE PER 6/SD1 Q NAILS AT EA TRUSS PER SHEAR PER PLAN RAFTER OR TRUSS PLAN, TW FASCIA BY OTHERS ~ ALL FRAMING PER PLAN 20 VERT. AT 24 H2.5T EA. RAFTER O.C. WITH (4) 16d _ TOP AND (2) 16d BEAM PER PLAN TOENAILS BOTT., TW co TYPICAL O VERFRAMING DETAIL 8 EAVE DETAIL 5 EAVE DETAIL ____G NOSCALE SD3 NO SCALE SD3 NO SCALE SD3' 10 'r* "EHMIT BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CE CODE COMPLIANCE . � may AT r WIDE STRAP DAT / /� BY_ -------- 1M AND SINGLE—PLY DRAG TRUSS, OR AT OFFSET DRAG ROOF FLY AND TRUSS ADD 2X4 DRAG TRUSS RSC CUP PER SHEAR NAILING PER PLANlkw DF#2 X 10' LENGTH. PER PLAN OR 2X4 DF#2 PERP. TRUSS WALL SCHEDULE. ROOF TRUSSES BLOCKS FOR 10' BY OTHERS, TYP MSTA24 STRAP AT SPLICES U.N.O BEAM SPLICE AS OCCURS OTHERWISE 4'-0" O.C., TYP. BY OTHERS LENGTH TO BOTTOM CHORD OF DRAG TRUSS WITH (2) 16d ^` ~ ` EAVE TypN. PER E.N REVISIONS: AT 12" O.C.. 4 SOLID BLOCKIN \ — MIN PER BLOCK) • \` • H2.5T EA. TRUSS �— �,� AND (2) AT ° j ° MULTI—PLY TRUSSES STRAP PER ° o E N. PLAN I FASCIA BY OTHER TOP PLATE PER 6/SD1 TOP PLATE PER, SIMPSON COLUMN ° BEAM PER PLAN -- 6/SD1 OR BEAMCAP PER PLAN o SHEAR PERPLAN— PER PLAN WHERE DATE: 09/06/16 OCCURS POST PER PLAN SCALE: NTS 1 2 STRAP LENGTH WALL FRAMING ALL FRAMING PER PLAN DRAWN BY: ACJ POST PER PLAN PER PLAN, TYP WHERE OCCURS JOB NUMBER: 16-290 WALL FRAMING SHEET: PER PLAN. TYP TYPICAL DRAG TRUSS DETAIL TYPICAL BEAM DETAIL 4 TYPICAL EAVE DETAIL 1® S3 NO SCALE SD3 NO SCALE SD3 NO SCALE SD3 FOF COD I;. C��vTLIANG T i"s.A�7 �.:Av C6r g ,�gIvEsSIow C•%yl`c �iP L CD aCJ. 61 88z ' SO t8 *�T CIV1V £OF CA THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL - CALCULATIONS 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SurnmiYChico.com