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HomeMy WebLinkAboutB17-0723 068-347-003V This checklist applies to newly constructed ..buildings, additions or,alterations.of existing residential buildings where the addition or alteration increases the building's conditioned area, Vdlu' me; orsize, The requirements shall only apply to and orvirithin the specific area of the�addition oralteration. (2016 CGBSC 301.1.1 `Note 2016 CGBSC ' 30'1,1.* I.& on -and after 11112014, residential buildings undergoing permitted alterations additions or improvements shall replace noncompliant plumbing fixtures wRh water - conserving plumbing fixtures. Plumbing fixture replacement is required prior to"issuance of a certificate of final completion, certificate of occupancy or finai permit approval -by the localbuilding department. Feature or Measure Required t i i WA t .i�,L • ,: ♦ ,r IV , ; x . , +*r' -j 1,� Sf %!', }� , I- ,( V. 'rte •:ti fir < : v " fi S t y 'di 7..{! ci { •l> r. ice. �+�f It. JS Yf }r its r a i.. • •-ra rt t j% Y /x of ; L t n 't�'�•- '' y. Z,_ 5 i• w...~ -,lC..• } • 3 --YS t -• .' a ...- 1. .imi_ A plan is developed and irn lernented to manage storm water drainage during construction. CGBSC4.106.2. V , Construction plans shall indicate hover the site grading or drainage. system will manage water from enteringbuildin s CGBSC 4.106.3. all surface water flogs to keep t Provide capability for electric vehicle charging in one and two-family dwellings and in townhouses with attached private garages; and 3 percent of total parking spaces', -as ;.---- specified, for multifamily dwellings. �' R • f;tt��.� �itf T j2yi ♦ ! , rC tF is l :.o pit, w; ! , t;�ti}},," �'�mllnllv . , x � _ � ',•. "N� ,.►.. S •7z.. .,121 tji♦: T 7 e r. ,, s1 Buildinmeets or exceeds the requirements of the California Building Energy g q Standards. CGBSC 4.201.1. Vt`VX"(' Y � T'I''. { t .. }t,' ] t ?? � ,�f ;:: r`l�tj -4 S, .. .;'_ ,c ��� ..pil, :; ► tit . �' �. Y. • 1 ZFe j'at:i � t `, � � ` s� :-`�.•.r :_m::r tr. � h ~.,. � � ;: ter, :3• v� ♦ .,4• '►� ,•atY. �.�y �, L - - 3 ,� _ H t-.'�� +'-ht a t .,�`ith.,d� • • r��T�'a*jQ+ . 7 ; _ ti� .•. }, + 'iVi _ : `.. _ ..?5 _ L? { t. .-;,+�,' # t t t� 'L ' . { � ♦ + Wo'�.�Ir: {` 1 Li ♦ j' � ;` y}ter. C` ....«.. /JY ►`7^7:L+ (4 ��:tr�.3217i' t i1■;jj._. .1L ri i s "F,T!'C3..._ {,�i •.-::f':�� tJjT'.'L�T�==f'3tFL�. "riiL..`M1Z_ r Water closets. The* effective flush volume of all water closets shall not exceed 1.28 f. Tank -type water closets shall be certified to the performance criteria of the U.S. EPA WaterSense Specification for Tank --type Toilets. f Note: The effective flush -volume of dual flush toilets is',defined as the composite, average flush volume of two reduce'd'flushes and one full flush. Urinals, The effective flush volume of wail mounted urinals shall. not exceed 0.126gpf and floor mounted or other urinals shall not exceed 0.5 gpf. Single showerheads, Showerheads shall have a max. flow rate of not more than 2.0 gp m at 80 psi. Showerheads shall be certified to the performance criteria of the U.S. EPA WaterSense Specification for Showerheads. Multiple showerheads serving one shower, When a shower is'served by more than one showerhead, the combined flow.rate of. all the showerheads and/or other shower outlets controlled by a single valve -shall not exceed 2.0 gprn at 80 psi, or the shower . shall be designed to allow only one shower outlet to be in operation .at a time. Residential lavatory faucets. The max. flow rate of residential lavatory faucets shall •.. not exceed 1.2gp m • at 60 psi. The min. flow rate of residential lavatory faucets -,shall,. not be less than 0.8 gpm at 20 psi. ; Metering faucets. Metering faucets when installed in residential. buildings shall not deliver more than 0.26 gallons per cycle. Kitchen faucets. The max. flow rate of kitchen faucets shall not exceed 1.8 g'pm at 60 psi. Check ists\Green Building B17-0723 B-12/RC2 0G8-347-1103 JUNE 22,2017 G,UL1Gts-RI'sCIITCK 2 02/1012017 01 20- -1-6, CALGre 6fi Re'sidentia*I Man'dalory''Mea'su"res Che'c'kfist (6"nt'd Required '-": 1't^`!^'.•+-� ..-r-7"'f...-. ,-rvwv-... �-......r:._�---.-..•x+..w .�-: vim•••-, �-^ .x-• _ _ __ _ ,ter- •1-� ••--"•r '�•+-.•.-.-, ...»., .- .♦ � >� _...�� � _,.wt. - __ ..,.t - 1. _ P• _ •1 '- •• d ,wti,M1ti_.C. � �-•,,rt t� •i - � -1 !.S .: la }�- 1 �;' -'it .�.� �.... �y ,lam Z. _a ��.'.7� a.. '(�• {� � �.�xt:.•�. •w.s~'.`•' *:� _C �'i....i•. �'L.t':..., .I7,-..,._. %�{...>C ..- Z' ..�••. '�'p.. Y%-� ,.•,r ':i cs. . � �'c��k ��� ;,�z-�'�':.. �-r••-.r {,. �u���-;?�- •:ss,, r,� :his - S�� -�.;• L � �{=• ._,..-.-"s-,.•...� :t:. �t�-.> �}.-�� t.......- _....t. Iftt:. i.. t}t.�. I•- ei �L'I U) 41: �.� _ � � �.T� '"r �i-�1+ri�� �-'=1'-`:'.:� ;'�, t-��z`�'�+s• t��� .4 .-.� , r- li 1: t.. Y.1 �,-,7 tir-�: T• i .-:-�.`<'.Lti.• .S.M•ait k-�: S'�[.,..s.: •s' _ .♦.L� �"+ d .0 .'1. 'i73i.. ':.i:•..,s. t"•.%t:.�i...,««+'..Y�ISrr..:1.:..r.s i.iL.:r.-. rt: New residential developments. with.an aggregate landscape,.area equal to or. greater ._: = ; than 500 sq ft shall comply with one of the following options: r 1 • I. A local water.effcient landscape ordinance or the current California Department of Water Resources.M.odel Water Efficient Landscape, Ordinance (MWELO), - whichever snore stringent; or 2. Projects with aggregate landscape: areas, less than 2,500 sq :ft: may. comply. with the fVWEiLO Appendix D Prescriptive compliance Option. t ? , ~+ , 1 �` •� �.� •} `` + i� �,. > t { •: ,~ ~ r •L .fir ry " j�77r♦ It �+v ♦ ; �.• .i •` �f { O'S i t {�• J: :w T" •.}�- r �.-rr. 1... • X:..,,t .s. .5 `t ♦ .. c.t. it =i t" 1�. i%i''1 4t �f rr♦a, 3 .� .�` •2'�J�Gti�a- '"s .,`, i�Iir ;J 1. ..� � !i hi;� 'i . �?7-t. .fs 't � < (, t • �. , „r - ,. .« ...r•; ti � � c <'�i� w♦� . + T t .� tr, r f.y, r• }• 2�Y't x7 -1! c�. MIN j��'M��yY�_t j Vy�• � `[31.� k 1 -, r *x r+_.� `_Y • .Sw^C T �7� h Y . rYt�Y3 •{..�5 Rodent proofing. Annular spaces around pipes, electric cables, conduits, or other openings in sole/bottom. plates at exterior: walls, shall be. protected. against the passage ............ of rodents by closing such openings with cement mortar, concrete mason or similar method acceptable to the enforcin a ency. NZ . ti•� k`=•• x :"Trcl '' _ . �i 's:y�°Jt'� . i .. Y..� Y' "�!t'1�7►� 1 ' i . tic a . ^ri ,i- . '' ' At. -� �i .-• . ,.7JN-{. �� 1l.SS.Z'��5'.YLS1.�..�L-ai. •� •j 1 yy " Recycle and/or salvage for reuse• a minimum of 05 percent of the. nonhazardous ----� construction and demolition waste In accordance with one of the following: _--- 'I CC-omply-w*lth--a-'more-stringent local-construction-and-demolition-waste �- -- --�--------.-- .___ _._ management ordinance; or 2. A construction waste management plan, .per Section ,4.408.2; or 3. A waste management company; per Section 4.408.3; or 4. The waste stream reduction alternative, per Section 4.408.4.. ' �•-•i (j�+��t ,?/ 1`12 ' ..-�i�!1fCC=t�'C "C.Z.»r. I" `•i,� tS7� ��: _ SSM .�"r _ ?f:1�7��rx: �'' YK���� '.S�q'._i .�r�•SW �'-.r�'C7� Tri +•t •-� i ~ 1..-t ' _ y, ..,.�C O&M Manual: An operation and _maintenance manual shall be available in he-building at the time of final ins e'ction. Recycling by occupants: Where 5 or more multifamily dwelling units are constructed on a building site, provide readily. accessible area(s) that serves all buildings on the. site and is identified for the depositing, storage:and collection of non -hazardous: materials for recycling, including (at a minimum) paper, corrugated cardboard, glass, plastics, organic waste, and metals, or meet •a lawfully enacted focal -recycling ordinance, if more restrictive. See exception for rural jurisdictions. � ''7 ). v. � r. r`�=y N. Zt i r 1' )l�iF�~ .ii `�-`.' �' w.r �t rj ; lu .Yil ^`' �if .} x+41 � 1- ���j�} �.� � �' .: �i 'yw► ��:�itl ���✓t f^�• _��.�, .h..�i.-�•. '.' ��"����jn �' .i.' �YN �t � ��y 'Z � ..rc d u , 1 � r � t t"•� •� i ,.. ..�3•: w� "'. i :7� . it ♦ � S'S {L r • t��� y i"H �- t Zwi.w ti� (,7 ��.. � � jjj=I st {Rq '1 �- � •( 1' l rN ► �Y. ►.-� l'v�' �� �{}.V.'� � r ♦ l �` �': R is 2'i �:•. . �? .p� ! �`}..e ,�h� i �`' •f �11�1� � .L1�-+Z' .11~'-t•" ` �- _ �,- �i ♦ ► .a n». ' r t.+e t .� fir•.• s •-.�. �._ T�.. '#: f• »�_. _yi �•'�' i � ♦ •TyJ'-�? � � � 7 '�`1i;- '1�''3�.T�l�i '• ��'��Y21, •�`•7ia'ii�} a,4'`i r` � 1 �7t1i '�'i ,t7 �` r r� t. L'.[ Z �` tiL 1 x�. i'�• 1 tJit�s ii - !/• 1 I�. 7 1 �'¢'� �, St Tt�j{ r ' ?jR� t� �T 't �. •j—_...."'`.F �•� •'t"_..� ,•� j, , ; * qt � ���f.•' ��r`;_.c��Z1l .<- ��«7��"•`��''ri�tJ� - 3•�"�1�����;��' ��, ;S�TI`�'�" t �= r"7t- �;'� 1 _.�3`i'�_1' fit 'T7tt1c�.ism'-.-:=�{_'�--..�.."S'�•.'TL�sZ 'a. Z � � �.•� �,.iY�`3'�� .. �Lj •�:.,rll�'�tII� ���ta' s '`Y�"s"t"i1j'?F'�7(•i.?iil'C!-r �� � _�•_� 't•7�a� .� Yr .:ii�� ay x.'7:2 � 1.�Ti�'LIlt4:"_,^. {Ri--si?'�.z�� �S -� � Yt� Any installed gas fireplace shall be direct-vent sealed-combustion type.. Any installed woodstove or pellet stove shall comply .with U.S EPA New Source' Performance Standards(NSPS)emission limits as�a licabie, and shall have a permanent label indicating they are certified to meet the emission limits. Wood stoves, pellet stoves and fireplaces shall also comply with applicable local ordinances. w•j: ''^.`tS '•i - 1 1 i'. " _ Y� :t+:. �`, lZ. �T ,' - iu "�: -` •�5: i,{7"l'z , c �.ta�s:-i�i. :S7C: :i: .�t3. " �i�' :I:tt.y,'ii '� •.._,�•.- '� = = �-t - - �" - - �' i ..,�� - --+, r .� .. � ' :;;%i a• �� �f7 ; a �� "c' , • w .Y' • 2. •2i�C"'�: n -- •�� s '7 -'�: - •�,: #r.a_ s=.r_,_ ,; T,Y�;i��, _ �� ---;r �s ii• " �,r� n: y yrs.:,. ....ri - /� ,f� - .�'�N-„��T"t y. ,j ,. �� .�i.:�.•.. '-� �'a1'.� ,r; _,,__�.:�'••� � ""3y=�`�.: �,.,.,-,�.�”-»»,_.::..�,.:;. tc-..r _ »Y::-'. n.Q, _ro _'ms's=1i .,irn -:x +� �.. ts'... 3.'. �.. �,.;d _ r�C_._•— �._� ! ► w:aA,:...Y .� ! 1 + vY`u�s• :. _moi- `��t.' �'� '�'���`'�t�'-�`•�•-_r•'=S'' `-'s .4..:::._.._.�=�_.��� _<r __r•.:` �`� ;:�r:•x?-s�!s� eF�..�T�t•..-. Duct openings and other related air distribution component, openings -shall be covered during construction. ArIhPQivPQ �cQalantc nnri nni &Q.hail hp r`mmnlinnt With V(IC •and other tOXIC ............... Jhesives and sealant or caulking standards and other requirements. ipiiant with VOC limits. 4.504.2.2 Page 2 of 3 02/1012017 2016 CALGreen Residential Mandatory Measures Checklist (Cont'd) Feat -tire or Measure Required Aerosoltints and coatings shall be compliant with product weighted MIR limits for p 0 p ROC and other_tgxir,__comDound,9._._ Carpet and carpet systems shall be compliant with VOC limits. 4.504.3 p p Y At least 80% of floor area receiving resilient flooring shall comply with ._ _ specific VOC criteria. Hardwood plywood, particleboard and medium density fiberboard (MDF) used on interior or exterior of the building shall comply with formaldehyde emission standards. Documentation shall bep rovided to the City building inspector verifying that compliant materials have been used. "_X1 "R40" r%t'7� '1i� 7 tr � X7.4+!! tom. } ' t - •� "5�'`�. "tf 0 •r Piz mix.N'.='a�.c� , + a< capillary break is installed at slab - Slab Foundations; Vapor retarder and ca Concrete p p on -grade foundations. Moisture content of building materials used in wall and floor framing shall not�� exceed 19% before enclosure. Moisture content shall be verified in compliance with CGBSC 4.505.3. Indoor Air.Quality and Exhaust (4.606) Bathroom exhaust fans shall be ENERGY S"T"AR rated and ducted to terminate �--�- outside. Unless functioning as a component of a whole house ventilation system, bathroom exhaust fans must be controlled by a humidity control adjustable between a relative �..._ humidity range of 50% - 80%. .+ -� '�i �`• ••••ru �. y .. - '� a 4J�llJ'•a•SSLlyy„��`c's.'c;-i�S�i.T{.?r��ry-t•ei'��.;T��.�,It}a'te;l�-.1 �i ti�.i' .T�f„i�+�^rn��,"i.twe-I(�: ; +C �y•4vY.,`.ETVt'nI' • 1: {i =�*pi4x'y.• �1 r_i 1.� #S ._• 'i , '� a L i .e.► L � K: ♦ , 1 \, f "r'-1• �. , '�.a. G1_ �' �1'1ytlWn .�.ef_ s)��-a.•s .•. «.y� .-�i�.IL'Y �. �' ` K• :��r. .�I� L4ME— 1Ducts ♦t -r-A- d'�.. t1 ha,T e.3 q?7�".ujii1j.' m.f� i`l(\,,:•�e'��co1 llowSi� ng` using Duct sstems are sized designed, and�S.•l!7et sing methods: I. Establish heat loss and heat gain values according to ANSI/ACCA 2 Manual ------ d-2011 or equivalent. 2. Size duct systems according to ANSI/ACOA 1 Manual D-2014 or equivalent. 3. Select heating and cooling equipment according to ANSI/ACCA 3 Manuals - 2014 or equivalent. i _ • ) • t � t + K�•,// i 'moi<..`i� . ; - i• '•- � t � .� r _ ! t P � �• 7 S L ra .., C.,Jr`'j �`t�G } t Z' ! �f'?• t � r'+, y-'.L'-.`•� �, ti • . 2 � d � < L �' i _ � . t ?;1 4•;. +. i iN 3 - : l AN�� �.Y � � L J: j) ..:J' .n � j ti.i. � �♦}1`, KY `� if �t' i '�i P, '^ ,I _� �AJi•tr; S"Z'7'� :i4 3' s. t. J � t .{ }i � z` rr �. S !� i �`'. H4 t�'f.' t� f�.+al `l.��'`� )< ��y.► try �1•,� `T�f� �Jl(�Hl�nf'.4�C`:."C.� j.• ��� f � �i ��� �<�j' `". �: ?� i"-♦�� �L , a}�5�. .)L .3C1� t.� F_. . C.}if{+- {J,. Y ) T .i.. 1 F f�}�ii ;"�'t�i`��w'?_'fi, f`i- t*S .�'i?�'���+r1�'-,. i-sF� j}`.Y) . y�•}'•��1.a_ r�;+, ..�..n. \...r•.. /\vw.. a .� {..h .1-♦ 1� 1.'• i �.�{^. 1!...-.?�^T. •Y C4 C��/1/�.r; �SL•J•,-�M4{�•I�lf �' .'.�-i1;�.'• h•Z�-i..T. 1„ 1., "l-:{7 ''a..V JrO•� 'fit'':. w�--+, aj i'l�.��,,,-'t;.�:'.3; T h� z ".,'.�� t ��'��t��'.ti' � ,-"��.;��.i.��;��Y=�TY,.j y �_�S�tt"'Z:.:�Tr !:: �'` {{ V :rSN �!e �iTir ►:i.� i �rF����y� •i��"^�ij�}^ •moi? -1' .� ? w •�a.�...�. i` . tiTL:+.'CC �'� tL2�r �r����?� � f���fy .-+ �. .i� -+ _��r�r}��t ` . �_ 7 •'�T t1�`;� •, ;• "S'T• ,. gtq � Et„ •.�_�� = '►^ .7t �L`�y-.� .yam E1 =,F. �� t r. J -r• . �Y� 'tr'�itiaYS' �, iv• J f�.t�. iT� .-..�.:. x� •j[, i .. . s� �� �• :t� �LS,1 Ai .. 4 is an Vii,! i>-t-Z� . r. t ti 'F _..� _� ?rte:. rT:�-r-^-_i --�► t-»'�`�'r......_..:7L.:��.. _ ~:t�._Y-t- S , ..� _ .,Sr�i� l ... ^r L: �r.'tti�r_•.3i2ci`��• HVAC system installers are trained and certified in the proper installation of HVAC systems. Special inspectors employed by the enforcing agency must be qualified and able to demonstrate competence in the discipline they are inspecting. -� a3� i sf�=:• _ .4. • '�`Z �1 L -v' 411 t...�..• rca • . �-...• M. r11.,,t 2vs—L3.Il"'iL�^*t"'-i': _�Y, c�.it.. `• k -Y- .rt+ �'!J:s�= "'•'ti S I L� . �-1 L 9a,-...- t �0_' W _ .. t :3i .•-_•`.c '.�`fil i_1,:.T' :aC� fl .i.. .! i•i..1t.. .....c..i-ter.. Jii... T�•�r_- `' ��.;.-.;: ..... •�:� . Verification o p y f compliance with this code may include construction documents, ' specifications builder or installer certification, inspection reports, or other plans methods acceptable to the enforcing agency, which show substantial conformance. Page 3 of 3 02/10/2017 It Butte County Department of Development Ser -vices TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT -DIRECTOR 7 County Center Drive Orovilie, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Facsimile www.buttecounty.netldds www.buttegeneralpian.net ADMINISTRATION * BUILDING * PLANNING MINIMUM i OSION AND SEDIMENT CONTROLS FOR �� ,�� � f :4 1 DISTURBING'LESS'THAN N�- it1 The BMP's (Best Management Practices) listed below must be in place during construction. The BMP's listed are minimum requirements and additional BMP's could be required based on site conditions. e Stabilized entry: Provide minimum 3" to 6" fractured rock 50' long x 15' Vide by 6" deep over construction grade fabric. All soils tracked OntoP aved roadways must be cleaned up on a daily basis. When streets are wet or during a rain event there shall be no tracking of soils onto the street. e Wattles installed properly behind curb or sidewalks. e Rock bags (minimum 2 per side) 'at all drain inlet locations within ,150' of the project site. e internal filters placed inside each drain inlet. e Trash bars across the back of ail drain inlets. e Stabilize all disturbed soils in the front yard areas within 15' of the back of curb or sidewalk. (Straw or erosion blankets may be used for this application) Stabilize all slopes where erosion could occur and cause silt run off. (Straw, visqueen or erosion blankets may be used for this application) e Allp aint, fuel, construction products etc. shall be stored in a covered location away from sidewalks and storm drain inlets. e Portable chemical toilets if provided on the site must be kept off of streets and sidewalks and at least 50' from the nearest storm drain inlet. All trash must be collected and stored properly. Do not let items such as drywall mud boxes, paint buckets cleaning material containers etc. come in contact with any rainfall or storm water runoff. e Provide a designated area for concrete washout. Hay bales lined with visqueen may be used for this application. Rollaway bins may also be used. All concrete washout systems shall be placed off of pP . y the paved streets. After installation of the above items is complete a maintenance program needs to be developed to insure the continued effectiveness of your BMP's. K.:IBUILDING1201 RApproved forms\Res Green Bldg. formsTrosion & Sediment Control Measures.doc aop•sainsuajN lo.cluo� ivawipaS 7y uoisoa3\swJOJ •aplg MOOD sa)I\swJOJ pariolddV\t CoZ1JmcirIInwN ? L -P i DNIMFRid tl 1181HX3 oL CD JQ Ir tL � o o 0i in r .sz -• `�s o ' CD cm v 1 cS O O 'Z3 tS to U £ t� £ 0 to tU d i cn 4- _ u as ca- u O ' -4� 4> � d U-�' to d £ ..J -Y dp �, totD mCIO OJ £ fJ • QDOOD[7 DQD Q� 0 i DODtit 0013013 U 4- DDDODL 13000 ... E t 00000000oo t 4>. C73 t3 ,Y O _ to r Ul Li ? L -P i DNIMFRid tl 1181HX3 oL CD JQ Ir tL ? L -P i DNIMFRid tl 1181HX3 Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT -DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Facsimile www.buttecounty.netldds www.buttegeneralplan.net ADMINISTRATION * BUILDING * PLANNING per.; • CALIFORNIA & The BMP's Best Management Practices) listed below must be .in place during construction. The BMPls listed are minimum requirements and additional BMP's could be required based on site conditions. Stabilized entry: Provide minimum 3" to 6" fractured rock.50' long. x.15' wide by 6" deep over construction grade fabric. - Ail soils tracked ontoP aved roadways must be cleaned up on a daily, basis. When streets are wet or during a rain event there shall be no tracking of soils onto the street. Wattles installed properly behind curb or sidewalks. Rock bas minimum 2 per side) at all drain inlet locations within 150' of the project site. Internal filters placed inside each drain inlet. o Trash bars across the back of all drain inlets. Mize all disturbed soils in the front and areas within 15' of the back of curb or sidewalk. (Straw Stabs Y . or erosion blankets may be used for this application) Stabile slopes all slo es where erosion could occur and cause silt run off. (Straw, visqueen or erosion blankets may be used for this application) AllP aint, fuel, construction products etc. shall be stored in a covered location away from sidewalks and storm drain inlets. Portable chemical toilets if provided on the site must be kept off of streets and sidewalks and at least 50' from the nearest storm drain inlet. • All trash must be collected and stored properly. Do not let items such as drywall mud boxes, paint buckets, cleaning material containers etc. come in contact with any rainfall or storm water runoff. Provide a designated area for concrete washout. Hay bales lined with visqueen may be used for this . application. Rollaway bins may also be used. All concrete washout systems shall be placed off of pP . Y the paved streets. After installation of the above items is complete a maintenance program needs to be developed to insure the continued effectiveness of your BMP's. K:\BUILDING120I RApproved forms\Res Green Bldg. formsTrosion & Sediment Control Measures.doc to %4 1 aop-sainsuaN IoiluoD juawipaS :y uoisoi3\scujoj -oplg uaalo sa-d\scuuoj pariotddV11 [ oz\ tglclllfl81:x ONIMVMCI t! IISIHX9 C i y i J t4- 1 ONIMVMCI t! IISIHX9 0 C i y i Z3 t4- 1 d d 0 v �f 2 • • • u a too W ef-ma 1 •► r t� #r 1 4' �X i ■ylt �_. ♦ • t • .: OL i m I ./ .00 dr • r� • •"'�-� at ^• Z 0 _.. 0 OO S.s tori r QCa o ♦ri •Ca w� y v �f 2 • • • u a too W ef-ma 1 •► r t� #r 1 4' �X i ■ylt �_. ♦ • t • .: OL i m I ./ .00 I dr • I I % BUTTE COUNTY DEPARTiVIENi OF DEVELOPMENT SERytCES-BUtLD1NG. 'CONSTRUCTION DEBRIS RECOVERY PLAN: Pre -Construction Q"Urli*n mrrn;t win not he issued "ntil completed plan submitted APN: (9 6 003 Building Permit #_ Owner*N'a'me: kl' to l/� ��j �L`�'�� Owner Mailing Address: 2� D (� 1%"Q,��� v UD l/t ���� JobsiteAd.dress: Sa m^t Gi S l.� �O 01�-� ~ 0 *-,? Z3 Jobsite, Contact: Brief description of project: 69 e tv '., a vo Company: Submit completed form in. persoin .-,0% %- mail or fax to: Butte County Development Seryi,ces- Buildina 7 County Center Drive Oroville, CA 95965 Phone: (530)538-7601 Fax: (530)538-2140 Owner Phone: 020) � 13- Pd 0 Project Sq. Ft.: 3Project Tyke; A.Construction I DDemolitionlition :, Jobsit 9 Phone: (P30) S_S5 yopGd x, By signing below, I acknowledge that I am respo I nsible for complying with the requirements of Ordinance 2006-3925 (Chapter 31, Article 111) related to recovery of construction and demolition debris and the lack of compliance may result in delays in issuance of building/demoliltion permit(s), hold on final Inspection(s) and/or penalties. Applicant: Date: (Owner/ Contractor) Signature A...& A % MATERIAL (1) In ert Material (Concrete, asphalt) Reuse Recycle- D140se FACILITIES/SERVICE PROVIDERS TO BE USED _(3) Lumber Plant/Tree De'bris �(,� �� ��. �� Dry Wall � r/'�rJ t.G ( _ �Gi.S'�`C __ Mefal. V-01) r �ii/GtS� Cardboard Other. Other: Recovery Plan approved: Date: (Building Division) Pie"ase refer r to the Butte County online Recycling Directory for local recycling service providers at,www.RecycleButte.net. Bl7-0723 B1. _ : 068-347-003 JUNE A 22,2017 X2 4 G*ARGE-RE('Hrs-k I 0 cri E o 0 ii w CD °- z ul :E "o 0 o Ei loj CL Q Q. ui uj > W .J ?3 ZLL oa 0 m W o Z UJ c� Ul > o tz CL ° W 0Co .l. 4,0 . z Z OZZ M o... � m w�0 z —' t!) , L z DOS z z (L I]0 it < o c 0 m a. . •... W 0 00) 0 M 0 U a o © roc .Q V � cl p O c Cn .�-.+ ' bA 'w to v � CD aD u � PizO C . � /fit V � • r .POR :o � a� .4-4ZMIR 4-04 w d � 0 ?� WNW • ow. �v ' ♦ A i 4-1 0 Qt` o r. U V W/ bQ .0 > V o Z �� 0 cri E o 0 ii w CD °- z ul :E "o 0 o Ei loj CL Q Q. ui uj > W .J ?3 ZLL oa 0 m W o Z UJ c� Ul > o tz CL ° W 0Co .l. 4,0 . z Z OZZ M o... � m w�0 z —' t!) , L z DOS z z (L I]0 it < o c 0 m a. . •... W 0 00) 0 M 0 U a o © roc w V � cl p Cn .�-.+ bA 'w to v � CD aD u � PizO C . � /fit V .POR :o � a� .4-4ZMIR d � 0 ?� • ow. �v a us W/ .0 V CL �° o Q .cu . m . a(D rIL '!�;. C:""0 ,,.,... CU 'M L 1- CD cv ca au cis .� .� ..... .... 0 0 m o o ami a a >1 L L CD 0 � "k.s.i 0 cru -� cn o CL •- o go c co OWAM co CD L- CD co -` 0 E cu E 0 0 Cn 0 0 lu ..... Cc) � A N y 0 0 a 0 a t U C 0 O E 0 S °. cu o © roc V � cl p Cn .�-.+ bA 'w to v � CD aD • PizO C � /fit V .POR :o � a� .4-4ZMIR 0 ?� • ow. us m o o ami a a >1 L L CD 0 � "k.s.i 0 cru -� cn o CL •- o go c co OWAM co CD L- CD co -` 0 E cu E 0 0 Cn 0 0 lu ..... Cc) � A N y 0 0 a 0 a t U C 0 O E 0 S °. cu o il V � Cn .�-.+ C .iY.z to v � CD aD il .iY.z il a . C .• cn 0 ?� • ow. us W/ .0 CL o Q rIL crowCL S. cD CD co m 0: CIL 0 j il 4 11 f7 7,0000*� BiTI'Tg COI7Itt7y A U G 10, ? *,; ,07 D&VBLOP1VIEpJT SERVICES 8); 0,7,13 1045 Twin View Blvd. Redding, CA 96003 (530) 244-6335 (530) 244-1890 fax TRUSS ENGINEERING PACKAGE ICC RESEARCH REPORT NO. ESR --1311 & ESR -1988 IN STRICT ACCORDANCE WITH U.B.C, I.B.C, I.R.C., C.B.C. ANSI NATIONAL STANDARDS, LATEST REVISION INSPECTED BY: NATIONAL INSPECTION ASSOCIATION., INC. Quality Systems Management /National Testing P.O. Box 3426 Gillette, VN 82717-3426 Office & Fax (307) 685+6331 JOB NAME . � s T i --%!"i A TTf-%XT. Hatfield Garage 171443 f*1 rr%,% A 11 0% ENGINEERED BY: M1 USA INC. 250 KLUG CIR Corona, CA 92880 (951) 245-9525 (951) 273-0040 fax PERM It'— i'0' --d- f s 21' BUTTE COUNTY D— V� Et ppN,E SERVICES REVIEWED FOR CODE CONAPLIANICP08" DATE---{--` BY����� F1 Mi'i"i ek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 171443 Hatfield Garage The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Meeks Building Center. Pages or sheets covered by this seal: K3479061 thru K3479062 My license renewal date for the state of California is June 30, 2018. p�pFESS10 RIQ 46' cmwM S6332 a:X EXP. 8130!2018. 420 July 26,2017 Baxter, David IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss 171443 Al meeks lumber, 1-0-0 redding Truss Type Common Supported Gable I r. n f% I nhyln �� r 1 1 Qty {Ply 2 1 Hatfield Garage K3479061 JOD KeiC{ 1 !%.W v 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Jul 7 iD:hsiz7XrFSf8bhmma%wHOyuuEP-DBuii9zMWpEtUHyeAwyGGggZJ0ROg2Zy5xyuAvQ 1 1-0-0 1 I .Tv -v Scale =1:51.3 4x4 9 10 11 12 13 i 4x4..= 38 37 36 35 34 -3 32 31 30 29 28 27 26 ZZ) Ica+ 4x4 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 Rr_nl 10.0 SPACING- 2-0-0 Plate Grip i?OL 1.15 Lumber DOL 1.15 Rep Stress Ina' YES Code IBC2015/TPI2014 LUMBER - TOP CHORD 2X4 DF No.1 &Btr G BOT CHORD 2X4 DF No.1 &BtrG OTHERS 2X4 DF No.1 &Btr G CSI. TC 017 BC 0.11 WB 0.03 Matrix -S 1 / 1 DEFL. in (loc) I/deft L/d PLATES Vert(1-L) 0.01 21 nlr 180 MT20 Vert(CT) 0.03 21 nlr 180 Horz(CT) 0.00 20 n/a 120 Weight: 132 lb Wind(LL) 0.00 20 nlr BRACING - TOP CHORD BOT CHORD GRIP 2201195 FT = 20% Structural wood sheathing directly applied or 6-" oc purlins. Rigid ceiling directly applied or 10-0-0 oc bra�g REACTIONS. Ail bearings 30 -0 -0 - (lb) - Max Horz 2=42(LC 8) 31 32 33 35 36 37 38 28 27 26 25, 24, 23, 22, 20 ss Max Grav All reactions 2501 Max Uplift All uplift 100 ib or or less at joints) 2, 30, 31, 32, 33, 35, 36, 37, 29, 28, 27, 26, 25, 24, 23, 20 except 38=441 (LG 21), 22=441 (LG 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (ib) or less except when shown. WEBS 3-38=-309/184,19-22=-309/184 NOTES - 1) Unbalanced roof live loads have been considered for this design. BCDL=4.8psf; h=25ft; 8=45t, L�Off; eave=2ft; Cat. d; MWFRS (directions!} and C -C Comer(3) 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDo 2-0-0, Exterior(2) 2-0-0 to 15-0-0, Comer(3) 15-0-0 to 18-0-0 II; Exp C; enclose 1-0-0 d . end vertical left and right exposed;C-C for members and forces & MWFRS for reactions zone; cantilever left and right exposeDOL-1.60 shown; Lumber DOL=1.60 plate grip 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or Consult qualified building designer as per ANSi/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 14-0 oc. ' has been designed for a 10.0 psf bottom chord live load nonconcun'ent witroha mere a rectang 7) This truss ie 346-0 tall by 2-0-0 wide 8 ~This truss has been designed for a live toad of 20.0psf on the bottom chord in a a will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. withstanding 100 Ib uplift at joint(s) 2, 31, 32, 33, 35, 10) Provide mechanical connection (by others) of truss to bearing plate capable of 36,37,38,28,27,26,25,24,23,22,20- d 6, 37, 38, 28, 27, 26, 25, 24, 23, 22, 20. '► ratr►eterz and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ulf-7473 lf -7 73 building component, BE no E USE WARNING - Verffy design Pa n parameters shown, and is f incorporate this design into the overall Design valid for use only with MTetc� connectors. This design is based of design parameters and property rary and rmanent bracing a truss system. Before use, the building designer must verity the app h► building design. Bracing indicated is to prevent bucking of individual truss injurweb y and/or p perty dam 9e. Forr general guidance regarding the o� b prevent collapse with possible pens ) rY � always required for stability and to prey Ps ems, see ANSIlrPi1 Quality Criteria, DSB-89 and B I Building P nt fabrication, storage, delivery, erection and bracing of trusses and truss systems, __.._`._ IF -__ F-_ .., *-- t)tntn imfitute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. safety inTormation avanwanv -.--- Q�pF ESS/pyo NRIQ 16� f C?A W o S G332 rn or � XP. 613012018 , July 26,2017 l -3F a• .., 'lEe 250 King Cirde Corona, CA 92880 ft A Job Truss Truss Type Qty Ply Hatfiefd Garage (loc) I/deft L/d PLATES GRIP TCLL K3479062 171443 A2 Common 11 1 >999 240 1 MT20 2201195 TCDL 10.0 Lumber DOL 1.15 Job Reference (optional) meeks lumber, redding 7—n �W.11] 8.010 s Apr 20 2016 MTek Industries, Inc. Wed Jul 2613:32:04 2017 Page 1 ID:hsiz7 XrFSf8bhmma96wH0yuuEP-hLS4P0967px5UdsmWe9PSApWLYIMsR2AvilWeNyuAvP 22-6-0 , 30-0-0 �1-G4 7-" �+ 7-6-0 1-0-0 4x8 = 3.00F12— 4 Scale = 1:51.3 6x8 = 3x10 = 4x4 10-0-0 20-0-0 30-0-0 10-0-0 10-0-0 Plate Mets X 9:0-4-0 Ed e 3x10 = :, LOADING (psf) SPACING- 2-0-0 CSI. DBFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.54 Veit(LL) -0.25 8-9 >999 240 1 MT20 2201195 TCDL 10.0 Lumber DOL 1.15 BC 0.70 Vert(CT) -0.94 8-9 >384 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.17 6 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -AS Weight: 110 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1&BtrG BOT CHORD Rigid Ceiling directly applied. WEBS 2X4 DF No.1 &Btr G REACTIONS. (Ib/size) 2=126010-3-8, 6=126010-3-8 Max Horz 2=43(LC 8) Max Uplift 2=-187(LC 12), 6=-187(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lib) or less except when shown. TOP CHORD 2-3=-38121605,3-4=-3317/48314-5=-3317/483, 5-6=-3812/605 BOT CHORD 2-9=-53813677,8-9=-33212405, 6-8=-545/3677 WEBS 4-8=-47/974,5-8=-653/214,4-9=-47/974,3-9=-653/214 NOTES - 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1 IOmph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf,- h=25fi; B=45ff; L=30ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 154-0, Exterior(2)15-0-0 to 18-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord rive load nonconcument with any other live road$. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt --lb) 2=187,6--187. 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. Q�pF ESS/0 R IQ UJ a S 6332 m M X P. 6I 0!�/ _7TO O ' F C A1- July 26,2017 WARNING • Verify design pararnefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MY -7473 rev. 1010312015 BEFORE USE Mir., r. , Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the bui�ng designer must verify the applicability of design parameters and property incorporate this design into the overall FV5=� C building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing`', is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the rk i fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 IA/ 1 . w PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. 0',16 1 W2 For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. .,...... This symbol indicates the required direction of slots in connector plates. * Plate location details available In MITek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 X 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown Is for crushing only. Industry Standards: ANSI/TPH : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 'w 0 E1: Z U a_ O 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) 1 2 TOP CHORDS K] BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS IMES Reports: ESR -1311, ESR -1352, ESR1988 ER -3907, ESR -23621 ESR -1397, ESR -3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANS11TP1 1 section 6.3 These truss designs rely on lumber values established by others. O 2012 MiTekG All Rights Reserved MiTek Engineering Reference Sheet: M11-7473 rev. 10103/2015 f oil C r a ---A Not, Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or altemative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSIfTPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 €t. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. A AUGUST 1, 2016 WEB BRACING RECOMMENDATIONS MII-WEBBRACE MiTek USA, Inc. ymmmm A MiTek Affiliate MiTek USA, Inc. Page 1 of 1 MAXIMUM TRUSS WEB FORCE (IbS.) (See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. 12'-0" 1342 1572 1572 2358 3143 3143 4715 4715 7074 BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE GENERAL NOTES A B C D A .B C D C D 'i. VAGO"ALDRACiNGMRECAJiRMIOSRAIdSFERTNI`CUMULATrC-- AISRA1-BRACEFORCEtt3i0'T1iE YS• 'L • 14-0 150 1 1 47 1347 1 8 6 282 1 X 4 IND. 45 SP 10 1610 O 1886 A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE WEB MEM13ERS ,- 12'-0" 1342 1572 1572 2358 3143 3143 4715 4715 7074 FOR STABILIZERS: FOR A SPACING OF 24" O.C. ONLY, MITEK-STABILIZER" TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE "STABILIZER" TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) rev /0" BEFORE USE L -a-, Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quarity Criteria, DSB-t1;9 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. QQoFESS/oti *SRR IQ co W o S 6332 m EXP. 6113012018' .cS' l ��4,�• Q- // December 21,2016 metrf4v" f MAA &gSA$9SAM anti' l��f � 54�%�'iNc tJDED M/TEK REFERENCE PAGE 1K11.7473 250 Klug Circle Corona, CA 92880 GENERAL NOTES TYPE BRACING MATERIALS 'i. VAGO"ALDRACiNGMRECAJiRMIOSRAIdSFERTNI`CUMULATrC-- AISRA1-BRACEFORCEtt3i0'T1iE YS• 'L • 14-0 150 1 1 47 1347 0 1 22 PROFESSIONAL. 't. i 1 X 4 IND. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE WEB MEM13ERS MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS 1 X 4 #2 SRR (DF, HF, SPF) ATAPPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d FOR 1X4 BRACES, 2-10d (0.131"x 3") FOR 26 and 2x4 BRACES, AND 3-10d (0.131"x3") FOR 24 BRACES. 16!-0"1006 17 1 9 1179 1768 e 2358 2358 3536 2-10d (0.131"x•3") NAILS FOR 2x3 and 2x4 LATERAL BRACES, AND 3-10d (0.131"x3") FOR 2x8 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) .�,` � -•.- •i. \;: '� - ''t - =`'_ 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE 1048 1572 3143 4715 18• -0 894 1048 FOR ADDITIONAL GUIDANCE REGARDING OF -SIGN AM INSTALLATION OF BRACING, CONSULT ,,•,�.. ,,:q DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1 C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SP) GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING b BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE �. ::;.�_ 20'-0» 805 943 943 1414 • ' 7,, 2829 �� 1886 1886 "".;:.:: : � .� :: •. � 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE_ 8. TABULATED VALUES AIRE BASED ON A DOL. =1.15 *Bay size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24" O.C. ONLY, MITEK-STABILIZER" TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE "STABILIZER" TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) rev /0" BEFORE USE L -a-, Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quarity Criteria, DSB-t1;9 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. QQoFESS/oti *SRR IQ co W o S 6332 m EXP. 6113012018' .cS' l ��4,�• Q- // December 21,2016 metrf4v" f MAA &gSA$9SAM anti' l��f � 54�%�'iNc tJDED M/TEK REFERENCE PAGE 1K11.7473 250 Klug Circle Corona, CA 92880 GENERAL NOTES TYPE BRACING MATERIALS 'i. VAGO"ALDRACiNGMRECAJiRMIOSRAIdSFERTNI`CUMULATrC-- AISRA1-BRACEFORCEtt3i0'T1iE ROOF ANDJOR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE WEB MEM13ERS MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS 1 X 4 #2 SRR (DF, HF, SPF) ATAPPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d FOR 1X4 BRACES, 2-10d (0.131"x 3") FOR 26 and 2x4 BRACES, AND 3-10d (0.131"x3") FOR 24 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131'702.5") NAILS FOR 1x4 LATERAL BRACES, 2-10d (0.131"x•3") NAILS FOR 2x3 and 2x4 LATERAL BRACES, AND 3-10d (0.131"x3") FOR 2x8 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING OF -SIGN AM INSTALLATION OF BRACING, CONSULT DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1 C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SP) GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING b BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE www.sbcindustry_com and www.tpinstorg D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE_ 8. TABULATED VALUES AIRE BASED ON A DOL. =1.15 FOR STABILIZERS: FOR A SPACING OF 24" O.C. ONLY, MITEK-STABILIZER" TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE "STABILIZER" TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) rev /0" BEFORE USE L -a-, Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quarity Criteria, DSB-t1;9 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. QQoFESS/oti *SRR IQ co W o S 6332 m EXP. 6113012018' .cS' l ��4,�• Q- // December 21,2016 metrf4v" f MAA &gSA$9SAM anti' l��f � 54�%�'iNc tJDED M/TEK REFERENCE PAGE 1K11.7473 250 Klug Circle Corona, CA 92880 C AUGUST 1, 2016 MFek USA, Inc. g 0 0 T -BRACE / I -BRACE DETAIL Note: T Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T -Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T -Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T -Brace size Nail Size Nail Spacing 1x4 or 1x6 10d (0.131" X 31) 8" O.C. 2x4 or 2x6 or 2x8 116d (0.131" X 3.511) 8" O.C. Note: Nail along entire length of T -Brace / I -Brace (On Two -Ply's Nail to Both Plies) Nails Nails Web Section Detail T -Brace Web -Brace Nails SPACING T -BRACE MII - T -BRACE MTek USA, Inc. Page 1 of 1 Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 1 1 2 2x3 or 2x4 11x4 (*) T -Brace 11A (*) I -Brace 2x6 1x6 (*) T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x8 [-Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x41 -Brace 2x6 2x6 T -Brace 2x6 I -Brace 2x8 2x8 T Brace 2x8 I -Brace Q�OF ES S/p�,r �9RIQ CO 4 f� cn W o S X332 m cr_ X P. 61'112' l - BTU - .'�OF CALF% T -Brace / I -Brace must be same species and grade (or better) as web member. (*) NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. �����-race to #2 with 1X bracing For SP truss lumber grades up _ 9 material, use INRSI" ....�i vt %J1 a v�� U00 tut t tt yu ctua up tv rr t VVILI t t/ mt 04,11 Yy i t taLct �ctt, 1�J �� u .�a ;,i::r�' �'-'� a�.c� ut ttu�c. . I 1010312015 BEMRE 1 'I R rify design rarneters and READ NOTES rev. + �^� � ANING - Ve gn pa Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the appricability of design parameters and property incorporate this design into the overall ..,.eI . building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M, t l T � ti is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 QuaCrty Criteria, DSB49 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 AUGUST 1, 2016 MiTek USA, Inc. go G IN EREb BY ff 0 A ursrak Affiliate is L—BRACE DETAIL Nailing Pattern L -Brace size Nail Size Nail Spacing 1x4 or 6 10d (0.131" X 3") 8" o.c. 2x4, 6,. or 8 16d (0.131" X 3.511) 8" O.C. Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) M: Web Nails Section Detail SPACING L -BRACE MII — L—BRACE MTek USA, Inc. Note: L Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. L -Brace Size for One -Ply Truss Page 1 of 1 Specified Continuous Rows of Lateral Bracing I Web Size 1 7 1 2 1 2x3 or 2x4 1x4 *** 2x6 1x6 *** 2x8 2x8 *** DIRECT SUBSTITUTION NOT APLICABLE. 4�OFESSIp�v� �tio RIQ 1,02 m W o S 6332 m M_ X XP. 6!30!2018 L -Brace Size for Two -Ply Truss �. . Specified Continuous Rows of Lateral Bracing Web Size 'i 2 2x3 or 2x4 2x4 ** 2x6 2x6 *** 2x8 2x8 *** *** DIRECT SUBSTITUTION NOT APLICABLE. PAGE MI1-7473 rev.10 /03/2015 BEFORE USE �o Design valid for use only with MiTeW connectors. This design is based only upon parameters shown, and is for an individual building component, no a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tens systems, see ANSI TP11 Quality Criteria, DSB-89 and SCSI Building Component Safetv Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. December 21,2016 r .l.r no" rvr�n [1r, i Y e i:! 250 Kkig Circle Corona, CA 92880 0 AUGUST 1, 2016 MiTek USA, Inc. LK ° a A M1Tek Affiliate SCAB -BRACE DETAIL Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T -Brace) is impractical. Scab must cover full length of web +/- 6". *** THIS DETAIL IS NOT APLICABLE WHEN BRACING IS *** REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OFI 0d (0.131" X 311) NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. Web 2500 lbs WARN/NG��'�a��1+'�ART1� 8312015 BEFORE USE Design valid for use only with MWek® connedors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Voss systems, see ANSIlTPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MII-SCAB-BRACE MiTek USA, Inc. Page 1 of 1 Q�OFESS/0��,� RIQ "G, S� W o S 6332 m M X 30'2018 /* December 21,2016 250 10u Circle Corona, CA 32880 C AUGUST 1, 2016 MiTek USA, Inc. ENGINEERED BY A MiTelc At'fi{iatt Standard Gable End Detail Typical `x4 L -Brace Nailed To 2x Verticals W110d Nails spaced 6" o.c. 7LTE wal I I SECTION B-6 DIAGONAL BRACE TRUSS GEOMETRY AND CONDITIONS 4'-0" O.C. MAX SHOWN ARE FOR ILLUSTRATION ONLY. 12 Varies to Common Truss Diagonal Bracing; - L -Bracing Refer Refer to Section A -A to Section B -B Vertical Stud (4) -16d Nails (2) -10d Nails into 2x6 SECTION A -A SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA NOTE: 1. MINIMUM GRADE OF #2 MATERIAL iN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WiTH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DiAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS Ll240. 8. THiS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPiBIALSC. 11. NAILS DESIGNATED 10d ARE (0.131" X 7) AND NAILS DESIGNATED 16d ARE (0.131"X 3.511) 24" Me MII-GE130-SP MMek USA, inc. Page 1 of 2 DIAGONAL BRACE 16d Nails Spaced 6" o.c. `-2x6 Stud or 2x4 No.2 of better >� Typical Horizonte! Brace Nailed To 2x Verticals w/(4) -10d Nails 2x4 tud PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) -10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) -10d NAILS. (4) - 8d (0.131" X2.5") NAILS MiNIMUM,, PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK Roof Sheathing 1'-3" (2)_1z ¢� Max. NAILJ, Z/ /) K -Z <' Diag. Brace at 1/3 points-�� if needed Minimum Stud Size Species and Grade Stud Spacing Without Brace 1x4 L -Brace 2x4 L -Brace DIAGONAL BRACE 2 DIAGONAL BRACES AT 1/3 POINTS Maximum Stud Length 2x4 SP No. 3 Stu 12" O.C. 4-0-7 4-5-6 6-3-8 8-0-15 12-1-6 2x4 SP No. 3 ! Stu 16" O.C. 3-8-0 3-10-4 5-5-6 7-4-1 11-0-1 2x4 SP No. 3/ Stu 24" O.C. 3-0-10 3-1-12 4-5-6--F 6-1-5 9-1-15 Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY 11 BUILDING EXPOSURE B or C ASCE 7.98 ASCE 7-02 ASCE 7-05 130 MPH End Wall ol Jrus /,(2) -10d NAILS a@ 2411 O.C. "' Z\ / 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d / NAILS AND ATTACHED TO BLOCKING WiTH (5) -10d NAILS. .••.�..•.•...Mw a.1'•-J..I.J Imo.-!'•.�./� r...,.,•,I..�,i�I..I��.i.►.I��..i�•. •.l•r.��.�J•�...I�i..d.,T�+_• • DURPTV A INCREASE :1.60 1 � o BEFORE USE a.. Design valid for use only with MTelc� connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall ional temporary and permanent bracing building design. Bracing indicated is to prevent buckling of individual tnlss weband/or chord members only. Addit is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tnrsses and truss systems, see ANSWMI Quality Criteria, DSB-89 and BC51 Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. HORIZONTAL BRACE (SEE SECTION A -A) QUO FESS/o RIQ S� W o S6332 m CC X '. 6/3012018 /* �} OF C ALWF , December 21,2016 Mi Ten, I: 250 Klug Circle Corona, CA 92880 nw (AUGUST 1, 2016 MiTek USA, Inc. LK ED IVG BY A MiTek Ad7illate LATERAL TOE -NAIL DETAIL M11 -TOENAIL Mffek USA, Inc. NOTES: 1. TO5_-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CUT SIDE VIEW SIDE VIEW (2x4) (2x3) 3 NAILS 2 NAILS VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (lb/nail) X 1.15 (DOL) = 317.0 lb Maximum Capacity VIEWS SHOWN AKt r -UK 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE I\, 4 NEAR SIDE --I FAR SIDE NEAR SIDE V1' -+ FAR SIDE SIDE VIEW 44NNA1� LS NEAR SLOE ---I FAR SIDE NEAR SIDE FAR SIDE Page 1 of 1 Q�pF ESS/O� �RRIQ a`,� W o S 6332 m CC XP. 6/30/2018 `\ OPCa�� SIDE VIEW (24) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE December 21,2016 [�A..- 4VARNIN O ON THIS AND INCLUDED MnV( REFERENCE PAGE MIP7473 rev. 10 12015 BEFORE USE m i`r Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ►-Or" a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfMI Quarrty Criteria, DSB-89 and SCSI Building Component 250 /dug Circle Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (Ib/nail) DIAM. SP DF HF SPF SPF -S_ (' .131 88.1-80.6 69.9 68.4 59.7 z.135 O 93.5 85.6 74.2 72.6 63.4 ; JO .162 118.3 108.3 93.9 91.9 80.2 c*i 0 .128 84.1 65.3 57.0 JO 1 1 88.1 80.6 69.9 68.4 59.7 in .148 106.6 97.6 84.7 82.8 72.3 N M O .120 73.9 67.6 58. 57.4 50.1 O .128 84.1 76.9 66.7 65.3 57.0 J c .131 88.1 80.6 69.9 68.4 59.7 M .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (lb/nail) X 1.15 (DOL) = 317.0 lb Maximum Capacity VIEWS SHOWN AKt r -UK 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE I\, 4 NEAR SIDE --I FAR SIDE NEAR SIDE V1' -+ FAR SIDE SIDE VIEW 44NNA1� LS NEAR SLOE ---I FAR SIDE NEAR SIDE FAR SIDE Page 1 of 1 Q�pF ESS/O� �RRIQ a`,� W o S 6332 m CC XP. 6/30/2018 `\ OPCa�� SIDE VIEW (24) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE December 21,2016 [�A..- 4VARNIN O ON THIS AND INCLUDED MnV( REFERENCE PAGE MIP7473 rev. 10 12015 BEFORE USE m i`r Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ►-Or" a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfMI Quarrty Criteria, DSB-89 and SCSI Building Component 250 /dug Circle Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 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TRUSS ENGINEERING PACKAGE ICC RESEARCH REPORT NO. ESR —131.1 & ESR -1.988 IN STRICT ACCORDANCE WITH U.B.C. T.B.C. T.R.C., C.B.C. ANSI NATIONAL STANDARDS, LATEST REVISION INSPECTED BY: ENGINEERED BY: NATIONAL INSPECTION ASSOCIATION. INC. Quality Systems Management /National Testing P.O. Box 3426 Gillette, WY 82717-3426 Office & Fax (307) 685-6331 JOB NAME LOCATION: Hatfield Porch 171461 Oroville CUSTOMER: Matt WilsonREVIEZWED PERMIIT 4 - t MI K USA INC. 250 KLUG CIR Corona, CA 92880 (951) 245-9525 (951) 273-0040 fax BUTTE COUNTY DEVELOPMENT SERVICES C 0 D A'N `;w+,,•° �,.am F v� DATE � �-- BY � .�'-- _._---------- _--- a tl ! ek USA, Inc. 250 Klug Circle Corona, CA 92880 951=245=9525 - Re: 171461 Hatfield Porch The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Meeks Building Center. Pages. or sheets. covered by this. sear K3485981 thru- K3485982 My license renewal date for the state of California is September 30, 2018. July 27,2017 Zhao, Xiaoming IMPORTANT NOTE: Truss Engineer's responsibility is solely for design- of individual- trusses- based- upon- desig-n- parameters- shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. SuitabTty of truss designs for any particular buiTding is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qty Ply Hatfield Porch BCLL 0.0 BCDL 10.0 >999 K3485981 171461 B1 GABLE 1 1 180 WB 0.41 Horz(CT) 0.17 8 n/a Job Reference (optional) meeks lumber. 0 1-0-0 reddina 5-3-11 5-3-11 10-7-5 5-3-11 15-11-0 5-3-11 8x8 8.010 s Apr 20 2016 MiTek industries, Inc. Thu Jul 27 13:44:32 2017 Pave 1 D:ZngRAlLASAgib7zWDk5j6ytuth-wiXZ8C9ofzzVE—Hib8ucl QDa3RiMohBbYCs?N8ytrdj 21-2-11 , 26-0-5 , 31-10-0 32-10- 5-3-11 5-3-11 5-3-11 1-0-0 4x4 44 8x8 5 Scale = 1:56.0 4x6 = 4x6 = 44 = 5x8 = 4x4 = `r-- 7-11-8 i 15-11-023-10-8 31-10-0 7-11-8 7-11-8 7-11-8 7-11-8 Plate Offsets (X,Y)— 12:0-3-4,0-0-111, [2:0-9-8,0-1-4], [3:0-1-14,0-1-4], [5:0-6-0,0-2-12], [7:0-1-14,0-1-4], [8:0-3-4,0-0-11], [8:0-9-8,0-1-4], [11:0-4-0,0-3-0], [19:0-4-0,0-5-0], [28.0-4-0,0-5-01,138.0-4-0,0-5-01, [48.0-4-0,0-5-0] LOADING (psf j TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD BOT CHORD WEBS OTHERS SPACING- 2 -M - Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015ITP12014 2X4 DF No.1 &Btr G 2X4 DF No.1 &Btr G 2X4 DF No.1 &Btr G 2X4 DF No.1 &Btr G REACTIONS. (Ib/size) 2=1330/0-3-8,8=1330/0-M Max Horz 2=64(LC 11) Max Uplift 2=-200(LC 12), 8=-200(LC 12) CSi-. CEFL. in (iac) Ildefi- Ud- TC 0.19 Vert(LL) -0.15 11-12 >999 240 BC 0.48 Vert(CT) -0.53 11-12 >714 180 WB 0.41 Horz(CT) 0.17 8 n/a n/a Matrix -AS BRACING - TOP CHORD BOT CHORD FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3331/504, 3-4=-3022/444, 4-5=-2116/374, 5-6=-2116/374, 6-7=-3022/444, 7-8=-3331/504 BOT CHORD 2-12=-426/3155, 11-12=-339/2595, 10-11=350/2595, 8-10=-437/3155 WEBS 5-11=-104/993, 6-11=-766/177, 6-10=0/477, 7-1 0=-3731118, 4-11=-766/177, 4-12=0/477, 3-12=-373/118 PLATES MT20 Weight: 233 Ib Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf-, BCDL=4.8psf; h=25ft; B=45ft; L=32ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Extedor(2) -1-0-0 to 2-2-3, Interior(1) 2-2-3 to 15-11-0, Exterior(2) 15-11-0 to 19-1-3 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPi 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=200,8=200. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. _ o , WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M114473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTeW connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 46 46 GRIP - 220/195 FT = 20% BUTTE coutvTY auiLQiNG DIVISION Ail-,PRovED to d C2 �,n nr.in July 27, 2017 T %7 InrV FVw'"- E iii:i =♦-iii 250 Klug Circle Corona, CA 92880 i Job Truss Truss Type Qty Ply Hatfield Porch I BCLL 0.0 BCDL 10.0 Vert(CT) K3485982 171461 B2 Common 8 1 8 n/a n/a Job Reference (optional) meeks lumber, reddinq 0 012 I Me 5-3-11 5-3-11 10-7-5 5-3-11 15-11-0 5-3-11 5 011] V 5 Apr LU LU 10 MI 1 UK 111UU5111C,1 lilt:. 1 r w .Jw Li a.t�+.JJ LV 1 l rays ID:ZngRvj 1 LASAgib7zWDk5j6ytuth-OU4xMYAQQG5Ms8su9sPrZeikogc?X8FknsbZvbytrdi 21-2-11 , 26-6-5 , 31-10-0 32-10-1 5-3-11 5-3-11 5-3-11 1-0-0 Scale = 1:54.2 4x6 44 = IL 5x8 = 44 = 7-11-87-11-8 7-11-8 7-11-88 7-11-8 Plate Offsets (X.)O— 1:0 -4 -0.0 -Ml I -0 LOADING (psf) TOLL 20-.0- TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1-.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CS1. TC 0.25 BC 0.52 WB 0.42 Matrix -AS DEFL. in (loc) Ildefl Ud Vert(LL)- -0-.17 1.1 >%9- 240- Vert(CT) -0.59 11-12 >650 180 HorZ(CT) 0.16 8 n/a n/a LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &BtrG TOP CHORD BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD WEBS 2X4 DF No.1 &Btr G REACTIONS. (ibisize)- 2=i 33310=3-8, 8t--1333/0--" Max Horz 2=-66(LC 10) Max Uplift 2=-196(LC 12), 8=-196(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP- CHORD- 2-3---.3343/540-0 3-4=-30181448, 4-6=-2099/374, 6-6=-2091-1374, 6-7=-3018/4481 7-8=-3343/519 BOT CHORD 2-12=-437/3149, 11-12=-329/2544, 10-11=-339/2544, 8-10=-442/3149 WEBS 5-11=-104/986, 6-11=-750/171, 6-10=0/506, 7-10=-095/137, 4-11=-750/171, 4-12=0/506, 3-12=-095/137 PLATES MT -20 - Weight: 135 lb Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-0-0 to 2-2-3, Interior(1) 2-2-3 to 15-11-0, Extedor(2) 15-11-0 to 19-1-3 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=196,8=196. 7) This truss design requires that a minimum of 7/10" structural wood sheathing be applied directly to the top chord and "V gypsum sheetrock be applied directly to the bottom chord. WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MIJ-7473 rev. IOM312015 BEFORE USE Design valid for use Anly with Mi7rbkO connectors. This design is based only upon paramours shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal iniury and property damage. For general guidance regarding the fabrication, storage, delivery; erection; and bracing' of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 4x6 = GRIP 220/155 FT = 20% QUTi"E COUNTY BUILDING DIVISION APPROVED July 2712017 H, 250 Klug Circle Corona, CA 92880 �� __________________________�____--_-_-__-__-_'�-_--_-_-----`-------------------`�-----'r'----------~--- lit P­io PLATE -LOCATION AND ORIENTATION 3 It Center plate on joint unless x, y 14 6-4-8 dimensions shown in ft -in -sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions tire in ft -in -sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is always required. See BCSI. TOP CHORDS ID C1-2 C2-3 2. Truss bracing must be designed by an engineer. For individual lateral braces themselves 4 4 wide truss spacing, MBS may require bracing, or alternative Tor I CY 0 bracing should be considered. 0 U? 3. Never exceed the design loading shown and never *;K 3 Z5 Q stack materials an inadequately braced trusses. 0.- 4. Provide copies of this truss design to the: building For 4 x 2 ori�ntation, locate C7-8 C&7 designer, erection supervisor, property owner and plates 0- 'lid' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7' 6 5 5. Cut members to bear tightly against each other. -6. Place plates on each face of truss at each This symbol indicates tho JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direttion of slott in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regplated by ANSI/TPI 1. connector plates. T14E LEFT. 7. Design assumes: trusses will be suitably protected from. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available In MiTek 20/20 NUMBERSILETTERS., 8. Unless otherwise noted, moisture; content of lumber software or upon request. shall not exceed 19% attime offabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted.,,this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. ICC -ES Reports: The first dimension is the plate 10. Camber is a nontstructural consideration and Is: the width measured perpendicular 4 x 4 ESR -13111, ESR -1352, ESR1988 responsibility of truss fabricator. General, practice is to load deflection. to slots. Second dimension is ER -3907', ESR!, -2362,, ESR -1397, ESR -3282 camber for dead the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL, BRACING LOCATION 12. Lumber used shall be of, the species and, size, and in all respects, equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified., by text in the bracing section of the truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if in, dicated. Lumber desigp values are in accordance with, ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing,, saction 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the� responsibility ot others;I Indicates location where bearings 16. Do not cut or alter truss member or plate. without prior (supports) occur. Icons vary but 2012 MiTek(D All Rights Reserved approval of an engineer; reaction section indicates joint 17. Install and load vertically unless indicated otherwise. number where bearings bccur. Min size shoWn is for crushing only. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSUTP11: National Design Spedification for Metal 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Infortnation, 20. Design assumesi manufacture in accordance with Guide to Good Practite for Handling, 4� 11 i ANS11TPl 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet M11-7473 rev. 10103/2015 11 n AUGUST 1, 2016 WEB BRACING RECOMMENDATIONS �o BRACE ©o 24"O.C. St7� M11-WEBBRACE MiTek USA,. Inc. MAXIMUM TRUSS WEB FORCE (Ibs.) (See note 7) 48"O.C. Page- I of 1 72" O.C. L—V ..� ..... . - sAY 3143 BRACING MATERIAL TYPE 4715 BRACING MATERIAL TYPE 12'-0" BRACING MATERIAL TYPE 1572 1572 2358 2 0 21 A B C U C D.... A B C U MiTek US A Inc. :- '•'-� •:4: 1006 1179 1179 1768 2358 2358 3536 �' � � -, ,.,; ::� . ' a= 16'-0" i .=�yr I fi1fi $8fi 18852M .,4 'St • -1 TYPE ..� ..... . E3143 3143 4715 4715 A MiTek Affiliate 12'-0" 1342 1572 1572 2358 2 0 21 TYPE BRACING MATERIALS 1 X4 IND. 45 SP A -OR- 1- X 4 #7 SRS (17F, HF, SM B 12 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) C 12 X 4 #3, STD, CONST (SPF, DF, HF, OR SP) D 12 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) GENERAL NOTES 1'. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE- CUMULATNELATERAL BRACEFORCEINTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 296 OF THE WEB FORCE. 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS AT ArPRM 45 MGREES"ANN S"AUL8E NMi:ED AT EA-Ct'1-EN1:)r fl EACfi 1NTERNIFDIATE TRU 35'MTN 2=ed (0.131"4.5") FOR 1x4 BRACES, 2-10d (0.131"x 3") FOR 2x3 and 2x4 BRACES, AND 3-10d (0.131"x3") FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131"X2.5") NAILS FOR 1x4 LATERAL BRACES, 2-10d (0.131"x3") NAILS FOR 2x3 and 2x4 LATERAL BRACES, AND 3-14d (0.131"x3") FOR 2x6 LATERAL BRACES. 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6: FOtq ADDITIONAL GUIDANC-RECARDINGDE C;N AND INSTALLATION Or -GRACING CONSULT DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. www.sbeindustry.com and www.tpinstorg 7, REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8. TAB'JLATFD.V! LUES.AJRE BASED.C.4-A.DCL = 1.15. FOR STABILIZERS: FOR A SPACING OF 24" O.C. ONLY, MITEK "STABILIZER" TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE "STABILIZER" TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) metMo7� C1 � aFQi � 's a � p8M!8MTAWH W9UDED MITER REFERENCE PAGE ?0-7473 rev. 1010312D1 S BEFORE USE. Design valid for use ,only with M7&ID connectors. This design is based ,only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery; erection and bracing of trusses and truss systems, see AN51(TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 777 + e e c t tr + f •. � �f December 21,2016 RUE _• it i L i� ii 250 Klug Circle Corona, CA 92880 ..� ..... . E3143 3143 4715 4715 7074 BRACING MATERIALS 1 X4 IND. 45 SP A -OR- 1- X 4 #7 SRS (17F, HF, SM B 12 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) C 12 X 4 #3, STD, CONST (SPF, DF, HF, OR SP) D 12 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) GENERAL NOTES 1'. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE- CUMULATNELATERAL BRACEFORCEINTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 296 OF THE WEB FORCE. 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS AT ArPRM 45 MGREES"ANN S"AUL8E NMi:ED AT EA-Ct'1-EN1:)r fl EACfi 1NTERNIFDIATE TRU 35'MTN 2=ed (0.131"4.5") FOR 1x4 BRACES, 2-10d (0.131"x 3") FOR 2x3 and 2x4 BRACES, AND 3-10d (0.131"x3") FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131"X2.5") NAILS FOR 1x4 LATERAL BRACES, 2-10d (0.131"x3") NAILS FOR 2x3 and 2x4 LATERAL BRACES, AND 3-14d (0.131"x3") FOR 2x6 LATERAL BRACES. 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6: FOtq ADDITIONAL GUIDANC-RECARDINGDE C;N AND INSTALLATION Or -GRACING CONSULT DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. www.sbeindustry.com and www.tpinstorg 7, REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8. TAB'JLATFD.V! LUES.AJRE BASED.C.4-A.DCL = 1.15. FOR STABILIZERS: FOR A SPACING OF 24" O.C. ONLY, MITEK "STABILIZER" TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE "STABILIZER" TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) metMo7� C1 � aFQi � 's a � p8M!8MTAWH W9UDED MITER REFERENCE PAGE ?0-7473 rev. 1010312D1 S BEFORE USE. Design valid for use ,only with M7&ID connectors. This design is based ,only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery; erection and bracing of trusses and truss systems, see AN51(TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 777 + e e c t tr + f •. � �f December 21,2016 RUE _• it i L i� ii 250 Klug Circle Corona, CA 92880 1 4 11 5 1 47 134 7 2 0 21 - - _ :- '•'-� •:4: 1006 1179 1179 1768 2358 2358 3536 �' � � -, ,.,; ::� . ' a= 16'-0" - _ 3143 4715 18 -0" 894 1048 1048 1572 �.• 805 943 94B 1414 =.;, 1886 1886 ZSZ9 . , ZO.�Q.. .,.. , *Bay size shall be measured in between the centers of pairs of diagonals. BRACING MATERIALS 1 X4 IND. 45 SP A -OR- 1- X 4 #7 SRS (17F, HF, SM B 12 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) C 12 X 4 #3, STD, CONST (SPF, DF, HF, OR SP) D 12 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) GENERAL NOTES 1'. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE- CUMULATNELATERAL BRACEFORCEINTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 296 OF THE WEB FORCE. 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS AT ArPRM 45 MGREES"ANN S"AUL8E NMi:ED AT EA-Ct'1-EN1:)r fl EACfi 1NTERNIFDIATE TRU 35'MTN 2=ed (0.131"4.5") FOR 1x4 BRACES, 2-10d (0.131"x 3") FOR 2x3 and 2x4 BRACES, AND 3-10d (0.131"x3") FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131"X2.5") NAILS FOR 1x4 LATERAL BRACES, 2-10d (0.131"x3") NAILS FOR 2x3 and 2x4 LATERAL BRACES, AND 3-14d (0.131"x3") FOR 2x6 LATERAL BRACES. 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6: FOtq ADDITIONAL GUIDANC-RECARDINGDE C;N AND INSTALLATION Or -GRACING CONSULT DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. www.sbeindustry.com and www.tpinstorg 7, REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8. TAB'JLATFD.V! LUES.AJRE BASED.C.4-A.DCL = 1.15. FOR STABILIZERS: FOR A SPACING OF 24" O.C. ONLY, MITEK "STABILIZER" TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE "STABILIZER" TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) metMo7� C1 � aFQi � 's a � p8M!8MTAWH W9UDED MITER REFERENCE PAGE ?0-7473 rev. 1010312D1 S BEFORE USE. Design valid for use ,only with M7&ID connectors. This design is based ,only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery; erection and bracing of trusses and truss systems, see AN51(TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 777 + e e c t tr + f •. � �f December 21,2016 RUE _• it i L i� ii 250 Klug Circle Corona, CA 92880 AUGUST 1, 2016 FV_ I�Q �a MiTek USA, Inc. 1 1101 "1 ii N&T, lil"11 � WrIffiffili'l h. I a W IN i T -Brace size 1x4 or 1x6 (ED Nailing Pattern T -BRACE / 1 -BRACE DETAIL Note: T -Bracing / I -Bracing to be used when continuous lateral bracing is impractical, T -Brace I I -Brace must cover 90% of web length, Note: This detail NOT to be used to convert T -Brace / I -Brace webs to continuous lateral braced webs. Nail Size 10d (0.131 " X 311) Nail Spacing 8" O.C. 2x4 or 2x6 or 2x8 16d (0.131" X 3.5") 8" o.c. Note: Nail along entire length of T -Brace / I -Brace (On Two-Pl)(s Nail to Both Plies) WEB 1 Nails Nails Wet Nails Section Detail T -Brace Web SPACING T -BRACE M I I - T -BRACE MTek USA, Inc. Page 1 of 1 Web Size 2x3 or 2x4 2x6 2x8 Brace Size for Two, -Ply Truss. Specified Continuous Rows of Lateral bracing ::1:==2 2x4 T -Brace 2x41 -Brace 2x6 T -Brace - 2x8 T -Brace 2x6 1 --Brace 2x.8 I -Brace T Brace / I -Brace must be same species and grade (or better) as web member. C * NOTE: if SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web I -Brace design values.rrace For SP truss lumber grades up to #2 with 1X_ bracing material, use IND 4�� :- - - ,-- - - �. V1 �� ---u.0 u�a qui u iucr yu auc� u w rr u vvuu i v� vu ati.u� ry i r uaucu uuu, uoc it v a.� �:..' `vu car u✓r ave: 1! 11111 11 rev.IU70 011 11- - r= WNING - Verify design parameters and READ NOTES o rameters shown, and is for an individual building component, not Design valid for use only with MiTslcfl,connsciors. This design is bas of design parameters and property incorporate this design into the overall a truss system. Before use, the building designer must verify the appy members only. Additional and building design. Bracing cability indicated is to prevent buckling of individual friss web and/orchord h ore property damage For general guidance regarding the bracing is ahyays required for stability and to prevent collapse with possible personal injury pr pe _ fabrication, storage, delivery; erection and bracing of trusses and truss systems, o see Alexandria,ANSIIT 122314. Quality Criteria, pSB-89 and SCSI Building Component cftfa+w Infnrmation available from Truss Plate Institute, 218 N. Lee Street, 250 Klug Circle Corona, CA 92880 J i i T Brace / I -Brace must be same species and grade (or better) as web member. C * NOTE: if SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web I -Brace design values.rrace For SP truss lumber grades up to #2 with 1X_ bracing material, use IND 4�� :- - - ,-- - - �. V1 �� ---u.0 u�a qui u iucr yu auc� u w rr u vvuu i v� vu ati.u� ry i r uaucu uuu, uoc it v a.� �:..' `vu car u✓r ave: 1! 11111 11 rev.IU70 011 11- - r= WNING - Verify design parameters and READ NOTES o rameters shown, and is for an individual building component, not Design valid for use only with MiTslcfl,connsciors. This design is bas of design parameters and property incorporate this design into the overall a truss system. Before use, the building designer must verify the appy members only. Additional and building design. Bracing cability indicated is to prevent buckling of individual friss web and/orchord h ore property damage For general guidance regarding the bracing is ahyays required for stability and to prevent collapse with possible personal injury pr pe _ fabrication, storage, delivery; erection and bracing of trusses and truss systems, o see Alexandria,ANSIIT 122314. Quality Criteria, pSB-89 and SCSI Building Component cftfa+w Infnrmation available from Truss Plate Institute, 218 N. Lee Street, 250 Klug Circle Corona, CA 92880 AUGUST 1 2016 L -BRACE DETAIL MII - L -BRACE �a MiTek USA, Inc. ENt3rN RED BY _ a D A MiTek Affiliate Nailing Pattern L -Brace size Nail Size Nail Spacing 1x4 or 6 10d (0.131" X 311) 8" O.C. 2x4,.8, or 8 '18d (0,13'1")( 3:61) 8" 0? C? Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) Nails Section Detail Web SPACING L -BRACE MiTek USA, Inc. Note:_ L -Bracing- to be used. when. continuous lateral bracing is impractical. L -brace must cover 90% of web length. L -Brace Size for One -Ply Truss Page 1 of 1 Specified Continuous Rows of Lateral Bracing Web Size ! 1. 1. 2. 2x3 or 2x4 I 1x4 I *** 2x6 I 1x6 I *** 2x8 % 2x8 1 *** *** DIRECT SUBSTITUTION NOT APLICABLE. L -Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 *** 2x6 2x6 *** 2x8 2x8 *** *** DIRECT SUBSTITUTION NOT APLICABLE. - December 21,2016 3-�}.�T��`NC ��I�IRPAI�PAGE M1�i473 ►ev. 1010312015 BEFORE USE Design valid for use Drily with MiTeM connectors. This design is based only upon pammotors shown, and is for an individual building component, not lY d a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing _ _ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery; erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 r - , 07 f 1 �� is `• ;' ,'� �-.: i �► L -Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 *** 2x6 2x6 *** 2x8 2x8 *** *** DIRECT SUBSTITUTION NOT APLICABLE. - December 21,2016 3-�}.�T��`NC ��I�IRPAI�PAGE M1�i473 ►ev. 1010312015 BEFORE USE Design valid for use Drily with MiTeM connectors. This design is based only upon pammotors shown, and is for an individual building component, not lY d a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing _ _ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery; erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 AUGUST 1, 2016 SCAB -BRACE DETAIL MII-SCAB-BRACE FVflQ � Ul I MiTek USA, Inc. Dote: Scab -Bracing W by used when conflnu©Us lateral bracing at midpoint (or T -Brace) is impractical. Scab must cover full length of web +/- 6". * THIS DETAIL IS NOT APLICABLE WHEN BRACING IS *** REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 1 Od (0.131" X 311) NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. Web 2500 lbs MiTek USA, Inc. Page 1 of 1 i i• i• J .. � I 1 -i � ,� L i December 21,2016 WaR1y,'►vG`aerar��dd�+siglb3r1015 BEFORE USE. Design valid for use,nnly with MiTeW connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery', erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Informafion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 0 • AUGUST 1, 2016 FVflQ (!�D MiTek USA, Inc. ELYL Mr-,-� Loi A MiTek Affiliate Standard Gable End Detail Typical x4 L -Brace Nailed To 2x Verticals W/10d Nails spaced 6"O.C. Vertical Stud SECTION B -B DIAGONAL BRACE I TRUSS GEOMETRY AND CONDITIONS 4'-0" O.C. MAX SHOWN ARE FOR ILLUSTRATION' ONLY. Diagonal Bracing* - L -Bracing Refer Refer to Section A -A to Section B -B Varies to Common Truss Vertical Stud (4) -16d Nails (2) -10d Nails into 2x6 SECTION A -A SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA NOTE: 1. M1NTMUM GRADE OF #2 MATERIAL IN' THE TOP AND BOTTOM' CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OP ROOP SYSTEM. 4. "U BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONS1•RUCT- HORIZONTAL BRACE CONNECTING- A 2x6- STUD- AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7, GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. 11. NAILS DESIGNATED 10d ARE (0.131" X 3-) AND NAILS DESIGNATED 16d ARE (0.131" X 3.5") 24" Ma I M I I -G E 130-S P MTek USA, Inc. Page 1' of -2 DIAGONAL 16d Nails Spaced 6"- o.c. ----2x6 Stud or 2x4 No.2 of better Typical Horizontal Brace Nailed To 2x Verticals 2x%4tudw/(4)-10d Nails 2x4 tud PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) -10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) -10d NAILS. (4) - 8d (0.131" X2.5") NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK Roof Sheathing Max. NAIL X 2) -10d NAILS --, / /Trus s @ 24If o.c. Diag. Brace 2x6 DIAGONAL BRACE SPACED 48" O.C. / ATTACHED TO VERTICAL WITH (4) -16d at 1/3 pointsNAILS AND ATTACHED if rleeded TO BLOCKING WITH (5) -10d AILS. ' J Minimum Stud- Size Species and Grade Stud Spacing Without Brace 1x4 L -Brace 2x4 L -Brace DIAGONAL BA 2 DIAGONAL BRACES AT 113 POINTS Maximum Stud Length 2x4 SP No. 3 I Stu 12" O.C. 4-0-7 4-5-6 6-3-8 8-0-15 12-1-6 2x4 SP No. 3 / Stu 16" O.C. 3-8-0 3-10-4 5-5-6 7-4-1 11-0-1 2x4 SP No. 3! Stu_ 24" O.C. 1 3-0-10 3-1-12 4-5-6 1 6-1-5 9-/1-15 Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. End Wall HORIZONTAL BRACE 6(SEE SECTION A -A) MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 130 MPH .Ni?I'��_3_Itl�.I1�Q-!)TS1J_ _i•..�.�—•_��r.._wu�w�►.www...—w.i�.w.��,w......._..rw_.a�.w..i+.��-.�.a_.r+�_ ___---___..---'__—-_-....__. `o �rif�esEg EAD N` OcT N I BEFORE USEDURPT�F QDdNCREASE:1.60 Design valid for use only with WekO connectors. This design is basad only upon parameters shown, and is for an individual building component, not a truss system. Before use, the buikling designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery-, erection and bracing of trusses and truss systems, see ANSIlTPI1 Quality Criteria, DSB49 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 December 21 2016 250 Klug Circle Corona, CA 92880 t (AUGUST 1, 2016 V -.-LQ Ella MiTek USA, Inc. ymgmi A MiTek AM late LATERAL TOE -NAIL DETAIL M I I -TO ENAI L MiTek USA, Inc. NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD, INCREASES- MAY BE APPLIED'. EXAMPLE: (3),16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration_ increasL_ of 1-15,_ 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) SQUARE eu-r SIDE VIEW SIDE VIEW (2x4) (213) 3 NAILS 2 NAILS NEAR SIDE -----� FAR SIDE NEAR SIDE [YI I NEAR SIDE ----� FAR SIDE SIDE VIEW (W) 4 NAILS -� NIR SIDE -� FAR SIDE -i NEAR SIDE -� FAR SIDE Page 1 of 1 TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (Ib/nail) DIAM. SP DF HF SPF SPF -S �. :131 88-.1. 4.6 69:9 6$.4 59.7 z O .135 93.5 1 85.6 74.2 72.6 63.4 J i`n .162 118.3 108.3 93.9 91.9 80.2 Cn C9 .128 84.1 65.3 57.0 OJ .13 88.1 80.6 69.9 68.4 59.7 in .148 106.6 97.6 84.7 82.8 72.3 N 0 .120 73.9 67,6 58.7 57.4 50.1 p .128 84.1 76.9 66.7 65.3 57.0 J o .131 88.1 80.6 69.9 68.4 59.7 M .148 106.6 97.6 84.7 8 2. 8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD, INCREASES- MAY BE APPLIED'. EXAMPLE: (3),16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration_ increasL_ of 1-15,_ 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) SQUARE eu-r SIDE VIEW SIDE VIEW (2x4) (213) 3 NAILS 2 NAILS NEAR SIDE -----� FAR SIDE NEAR SIDE [YI I NEAR SIDE ----� FAR SIDE SIDE VIEW (W) 4 NAILS -� NIR SIDE -� FAR SIDE -i NEAR SIDE -� FAR SIDE Page 1 of 1 "411*4 a CIO IW W-047fbas *='4A *%P—.V - t A 013 i) 'W Sit glas 144 .ftpvw 1, wal aw-'A..q mo alnuiski alvid v, W;o UW* 44+4 06* AAW- N? 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A­_fj it Lit ifl'X'j 4 ,, X 14 ia4q ;)6 W :w* sow A� - li'� q f,4 f %e rj.r I;j fycit� UL -1 p Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT -DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Facsimile www.buttecounty.net/dds www.buttegeneralplan.net ADMINISTRATION * BUILDING * PLANNING MINIMUM EROSION AND SEDIMENT CONTROLS FOR PROJECTS DISTURBING LESS THAN ONE ACRE The BMP's (Best Management Practices) listed below must be in place during construction. The BMP's listed are minimum requirements and additional BMP's could be required based on site conditions. • Stabilized entry: Provide minimum 3" to 6" fractured rock 50' long x 15' wide by 6" deep over construction grade fabric. • All soils tracked onto paved roadways must be cleaned up on a daily basis. When streets are wet or during a rain event there shall be no tracking of soils onto the street. • Wattles installed properly behind curb or sidewalks. • Rock bags (minimum 2 per side) at all drain inlet locations within 150' of the project site. • Internal filters placed inside each drain inlet. • Trash bars across the back of all drain inlets. Stabilize all disturbed soils in the front yard areas within 15' of the back of curb or sidewalk. (Straw or erosion blankets may be used for this application) • Stabilize all slopes where erosion could occur and cause silt run off. (Straw, visqueen or erosion blankets may be used for this application) • All paint, fuel, construction products etc. shall be stored in a covered location away from sidewalks and storm drain inlets. • Portable chemical toilets if provided on the site must be kept off of streets and sidewalks and at least 50' from the nearest storm drain inlet. • All trash must be collected and stored properly. Do not let items such as drywall mud boxes, paint buckets, cleaning material containers etc. come in contact with any rainfall or storm water runoff. • Provide a designated area for concrete washout. Hay bales lined with visqueen may be used for this application. Rollaway bins may also be used. All concrete washout systems shall be placed off of the paved streets. • After installation of the above items is complete a maintenance program needs to be developed to insure the continued effectiveness of your BMP's. K:\BUILDING\201 ]\Approved forms\Res Green Bldg. forms\Erosion & Sediment Control Measures.doc EXHIBIT A DRAWING 1 i t f i }I i t !f i i f 000,P000000 i O 3 w Cl 3 S Q Z5' ro n eD 1 = Q M 0 fill X. 0 -�, Q Q Q (D Q -� O n m '� p EXHIBIT A DRAWING 1 t f }I i t !f 1 f 000,P000000 i O � 3 0 Z5' ro n eD 1 = Q � 1 < O rf- t O '� Z O 3 9 Q M in ro 3 m � O 0 3 z 0 �-f- Q -s� S <+ ro i s —n 1-3 ut 0 13 I (n p i0 i 3 s J I Q i l i ; t i! f I l i i EXHIBIT A DRAWING 0 M f- CD f�� 0 Ln 0 m v N c-f- Q S � A S M O 0 < ZE C+ c+ 1- c+ n � ro Ln KABUILDING\201 1\Approved forms\Res Green Bldg. formsTrosion & Sediment Control Measures.doc G f 000,P000000 mC4- � 3 0 Z5' ro n eD 1 = Q � 1 < O t O in n n Q M M m � _ ........ . n S ro 0 0 M f- CD f�� 0 Ln 0 m v N c-f- Q S � A S M O 0 < ZE C+ c+ 1- c+ n � ro Ln KABUILDING\201 1\Approved forms\Res Green Bldg. formsTrosion & Sediment Control Measures.doc G .0 mC4- 0 = 1 < O in CD _ ........ . 0 M f- CD f�� 0 Ln 0 m v N c-f- Q S � A S M O 0 < ZE C+ c+ 1- c+ n � ro Ln KABUILDING\201 1\Approved forms\Res Green Bldg. formsTrosion & Sediment Control Measures.doc G March 29, 2017 State of California Dept. of Housing and Community Development 9342 Tech Center Drive, Suite 550 Sacramento, CA 95825 Attention: Geoff McCain Re: Plan Check Response #1 Application Number 17076 DTN Number. 9622583 Date 2/25/17 Applicant: Ronald Scott and Tanya Hatfield Address: 286 Melrose Dr., Oroville, CA 95965 Streamline Job No.: 2604 Dear Mr. McCain.- We cCain: We have reviewed your plan check letter dated 2/25/ 17 and respond as follows: 1. Please see notes added to pians indicating that there is no structural ucttural connection between the home and the accessory structures. 2. The original home is designed for a roof live load of 30 psf, but the ura required load is only 20 psf. The new loading from the California g is less than 10 psf,, therefore the existing roof will be adequate to support the California framing. See roof plan prepared by others for location of marriage lines and location of California Framing. 3. The California framing does not cross over the existing ridge. See plans prepared by others. 4. Structural calculations are not required. See response in item #2. Please contact ane if you have any questions at 530-892-1100. Sincerely, Jeff Richelieu, PE President Streamline Engineering, Inc. 06k.31-34 Page 1 of 1 pit 7 60 Independence Cir., Ste. 20116 Chico, CA 95973 '0 (530) 892-1100 ° Fam 892-1115 a THE GRADE SHALL DRO MINIMUM OF 6" IN THE F FROM STRUCTURE C.R.C. SECTION R 401.3 s w m FOUNDATION PLAN 2' 8" MIN. ALT BRACE WALL PANEL Q 0 NOTE: ATTIC VEP 1/150 NET 660 SQ.FT SCALE. 1/411_ _01, GENERAL, NOTES EXISTING MODULAR HOME OCCUPANCY TYPE: (DWELLING R-3, GARAGE U) ON PERMANANT FOUNDATION CONSTRUTION TYPE V -B 1. ALL LUMBER TO BE DOUG FIR OR HEM "" A 2 FIR #2 AND BETTER, STUDS TO BE STUDgP`' R ETT UN ESS OTHERWISE NOTED GRADE 0 B ER, L 2. ALL HEADERS TO BE 4X12 UNLESS OTHERWISE NOTED J 3. ALL CEILINGS TO BE 8'-0" UNLESS OTHERWISE NOTED ! 4. WINDOW OPENINGS ARE PER CALL -OUT. 1" GAP BETWEEN STRUCTURES DOOR OPENINGS ARE CALL -OUT PLUS 2". ~ Q BP 5. TOP PLATE SPLICE=8 16d NAILS MIN. AT EACH SIDE. C.R.C. SEC. R602.1.8.1 O L,J Q w (� � Z O ~ 0 H 6. CARBON MONOXIDE DETECTORS WILL BE INSTALLED AT ALL REQUIRED LOCATIONS Q U LLI J 7. FIRE SPRINKLERS= NO 00 N O w O 8. PROJECT COMPLIES WITH W.U.I. C.R.C. SEC. R337 r 9. ALL HARDWARE TO SIMPSON BRAND, HOT DIPPED GALVANIZED, ZINC COATED GALVANIZED, STAINLESS STEEL, OR OTH R EBE� 1 ...fid .. .. .o' WIRE MESH W/ MIN 1/16" OPENING CODE REFERENCES: C.R.C. SEC R337.6.2-3 A. 2016 CALIFORNIA RESIDENTIAL BIULDING CODE B. 2016 CALIFORNIA BUILDING CODE. (STRUCTURAL ONLY) C. 2016 CALIFORNIA MECHANICAL CODE ONE TEMPERED PAIN D. 2016 CALIFORNIA PLUMBING CODE ALL WINDOWS E. 2016 CALIFORNIA ELECTRICAL CODE C.R.C. SEC 337.8 F. 2016 CALIFORNIA ENERGY CODE.(2016 BUILDING ENERGY EFFICIENCY STANDARDS) G. 2016 CALIFORNIA GREEN BUILDING STANDARDS CODE. ELCTRICAL NOTES: �}11�tt,,4�-b���,I e c�,courvTy_ 141Cf! ALT BRACE WALL PANEL Q 0 NOTE: ATTIC VEP 1/150 NET 660 SQ.FT SCALE. 1/411_ _01, GENERAL, NOTES EXISTING MODULAR HOME OCCUPANCY TYPE: (DWELLING R-3, GARAGE U) ON PERMANANT FOUNDATION CONSTRUTION TYPE V -B 1. ALL LUMBER TO BE DOUG FIR OR HEM "" A 2 FIR #2 AND BETTER, STUDS TO BE STUDgP`' R ETT UN ESS OTHERWISE NOTED GRADE 0 B ER, L 2. ALL HEADERS TO BE 4X12 UNLESS OTHERWISE NOTED J 3. ALL CEILINGS TO BE 8'-0" UNLESS OTHERWISE NOTED ! 4. WINDOW OPENINGS ARE PER CALL -OUT. 1" GAP BETWEEN STRUCTURES DOOR OPENINGS ARE CALL -OUT PLUS 2". ~ Q BP 5. TOP PLATE SPLICE=8 16d NAILS MIN. AT EACH SIDE. C.R.C. SEC. R602.1.8.1 O L,J Q w (� � Z O ~ 0 H 6. CARBON MONOXIDE DETECTORS WILL BE INSTALLED AT ALL REQUIRED LOCATIONS Q U LLI J 7. FIRE SPRINKLERS= NO 00 N O w O 8. PROJECT COMPLIES WITH W.U.I. C.R.C. SEC. R337 r 9. ALL HARDWARE TO SIMPSON BRAND, HOT DIPPED GALVANIZED, ZINC COATED GALVANIZED, STAINLESS STEEL, OR OTH R EBE� 1 10. ALLROOFNSHALL'PBE COVERED3 WITH WIRE MESH W/ MIN 1/16" OPENING CODE REFERENCES: C.R.C. SEC R337.6.2-3 A. 2016 CALIFORNIA RESIDENTIAL BIULDING CODE B. 2016 CALIFORNIA BUILDING CODE. (STRUCTURAL ONLY) C. 2016 CALIFORNIA MECHANICAL CODE ONE TEMPERED PAIN D. 2016 CALIFORNIA PLUMBING CODE ALL WINDOWS E. 2016 CALIFORNIA ELECTRICAL CODE C.R.C. SEC 337.8 F. 2016 CALIFORNIA ENERGY CODE.(2016 BUILDING ENERGY EFFICIENCY STANDARDS) G. 2016 CALIFORNIA GREEN BUILDING STANDARDS CODE. ELCTRICAL NOTES: �}11�tt,,4�-b���,I e c�,courvTy_ 141Cf! ALL LUMINARIES SHALL COMP YL4� o� Vu-canc,/ WITH TABLE 150.0-A OF THEl�`'�kf �-+I1� p 1 CALIFORNIA ENERGY CODE, DEVELOPMENj' SECTION 150.0(K) SERWCES ALL OUTDOOR LIGHTING SHAL BE: A. HIGH EFFICIENCY 9)7-07RS B: CONTROLLED BY AN ON/OFF SWITCH AND- 1.PHOTO CELL AND MOTION SENSOR 23IME CLOCK J Yf- 3.ENERGY MANAGEMENT CONTROL SYSTEM (EMCS) BRACED WALL LEGEND MINIMUM 3/8" APA RATED PLYWOOD APPLIED OVER 2X FRAMING AT 16" O.C. WITH 8d CENTER EDGE NAILED, 12" "CT BPi ON CENTER FIELD AILED OVERING3 STUN D UD SPACES i ` A ..T;til. SE. _R -.0 ._.. '' ; ENTRANCE TO LAUNDRY ROOM I% STEEL EXTERIOR DOOR SELF CLOSING/SELF LATCHING 20MIN. FIRE RATED DOOR BZ7" 4 „ _� FLOOR PLATE NAILED WITH 16d NAILS AT 12" ON CENTER. r7!1 G PERMIT # I •€ BUTTE COUNTY DEVELOPMENT SERVICES P` MINIMUM 3/8" APA RATED PLYWOOD APPLIED OVER 2X FRAMING AT 16" O.C. WITH EVI�%�'D FOR SQ.FOOTAGE: (E)MODULAR HOME=2190 ON CENTER FIELD NAILED, COVERINGNAILS T36STUD SPACE- ON CENTER S. NAILED, 12 CODE COMPLIANCE FLOOR PLAN ",Q.FOOTAGE: (N)GARAGE=720 TWO 1/2" DIA. ANCHOR BOLTS SHALL BE INSTALLED IN ACCORDANCE WITH C.R.C. 2016 DATE tJ�•` j '7 BY J: ANCHOR BOLTS SHALL BE PLACED AT PANEL QURTER POINTS. -t}{ EACH PANEL END STUD SHALL HAVE A HOLDDOWN CAPABLE OF PROVIDING AN UPLIFT CAPACITY OF 1800 LBS..? _; 1 t>"-•1 " DRAWN BY; M. WILSON CHECKED DATE; SCALE; 1/4 - 1' JOB: GARAGE SCOPE OF WORK: BUILD GARAGE AND FRONT PORCH SHEET # 1 OF 5 J Ld ~ Q Lj U LID � o') Ln O L,J Q w (� � Z O ~ 0 H w N O L,I Q U LLI J F— O U co 00 N O w O DRAWN BY; M. WILSON CHECKED DATE; SCALE; 1/4 - 1' JOB: GARAGE SCOPE OF WORK: BUILD GARAGE AND FRONT PORCH SHEET # 1 OF 5 SECTION A Rmcc 2X6 RArTFRS . . . .. ........... SIDE VIEW ( ING DETAIL A-1 CAL-FRAM 1) 2X PT SILL PLATE U.O.N. 2 I- 0 LL. La 0 cy- < < IIs < >- z 0 CL LLJ (f) o x Ld 4 1 2 1 2) SHEAR WALL WHERE OCCURS 1 0 Co 00 N TOP PLATE SPLICE: 8 16d NAILS 6* 1 STORY 8' 2 STORY _tI - ........ A @ EACH SIDE OF SPLICE, SECTION A Rmcc 2X6 RArTFRS . . . .. ........... SIDE VIEW ( ING DETAIL A-1 CAL-FRAM FRONT VIEW RIDGE 2A6 AAM.Rs BEVELED CUT FOR BAS@ PLATE A-5 STANDARD FRAMING C.R.C. SEC R602.10,8.1 ELEVATIONS FIBER -CEMENT LAP SIDING 0/ 3/8 SHEER PLY PERMIT BUTTE COUNTY DEVELOPMENT SERVICES REVIEWIE-D FOR CODE CMOMPAIN LUCE DATLl E By 1) 2X PT SILL PLATE U.O.N. 2 I- 0 LL. La 0 cy- < < IIs < >- z 0 CL LLJ (f) o x Ld 4 1 2 1 2) SHEAR WALL WHERE OCCURS 1 0 Co 00 N REFER TO PLAN 6* 1 STORY 8' 2 STORY _tI - ........ 3) CONCRETE SLAB PER PLAN E. N. 6" MIN 4) 2X STUDS @ 16" O.C. U.O.N. IN SHEAR I GRADE WALL SCHEDULE OM PLAN lIFINISHED ILI , allf , �. :-j-it El 5) #4 REBAR TOP AND BOTTOM A 6) 12'18* 4 A 7) ANCHOR BOLTS MIN. T INTO 1ST 3" LR. POUR. 6'0.C. SPACING AND WITHIN 1 STORY ' 12"FROM EACH END, W1 2X2X3/1 6 PLATE WASHERS @ ALL BOLTS ,, 2 S,-. 12* U.O.N.- --I STORY 8) 1/2" EXPANSION STRAP AS REQUIRED -+15* U.O.N. 4-2 STORY " 9) #4 REBAR CONTINUOUS A-2 PERIMETER GARAGE FOOTING FRONT VIEW RIDGE 2A6 AAM.Rs BEVELED CUT FOR BAS@ PLATE A-5 STANDARD FRAMING C.R.C. SEC R602.10,8.1 ELEVATIONS FIBER -CEMENT LAP SIDING 0/ 3/8 SHEER PLY PERMIT BUTTE COUNTY DEVELOPMENT SERVICES REVIEWIE-D FOR CODE CMOMPAIN LUCE DATLl E By DRAWN BY: M. WILSON CHECKED: DATE: SCALE, 114, JD131 HATFIELD SHEET # 2 OF 5 0 LL. La 0 cy- < < IIs < >- z 0 CL LLJ (f) o x Ld (D to Lo cy) Lj 0 Co 00 N 0 x 0 DRAWN BY: M. WILSON CHECKED: DATE: SCALE, 114, JD131 HATFIELD SHEET # 2 OF 5 FOUNDATION PLAIN' DECK FRAMING PLAN SCALE: 1/4"=V-0" E w s 4x8 PT DF #2 GIRDERS 18" MIN. CLEARANCE FROM GRADE P.T. DF #2 JOIST @2'O.C, :-TS W.U.I. NOTE: ATTIC VENTILATION SHALL BE NO LESS THAN 1/300 NET FREE AREA AS PER C.R.C. R806.1 576 SQ.FT. = 1.92' OF VENTED AREA 32' OF CONTINUOS EAVE VENT @9" NET FREE AREA PER FT.= 2' NET AREA @ EAVE 16' CONTINUOUS RIDGE VENT @19" NET FREE AREA PER FT.=2.1 1'NET AREA @ RIDGE 2'+ 2.11' = 4.11' OF NET FREE VENTING A— IT- 2X4 TRUSSES @ 2'O.C. 3 1/2"X12" 24F -V GLUE LAM A ROOF FRAMING PLAN SCALE! 1/4'=l'—O' HARDI—,' Wl CON 22'X30' ATTIC ACSESS HARDI SOFFET/FIRE RATED CEILING 3 1/2"X12" 24F -V4 GLUE LAM 25YR. COMP ROOF 0130LBS FELT 011/2" O.S.B. ROOF PLY. CONTINUOUS RIDGE VENT .00R ACSESS V ON SOUTH VT SERVICES F- 0 R IANC15BY—V. (Z - C cr W U zz 77,iS DRAWN BY= M. WILSON CHECKED: DATE; SCALE= 1/4 JIIB! FRONT PORCH OCCUPANCY CLASS: U CONSTRUCTION TYPE: V-13 SHEET # 3 OF 5 ILO ILO Lr) C) 0) I LLI Ld 0 0 LL- 0 U F— ry < I Lu Li Qf F- 0 0- 0 00 0 0 cq � cn 0 DRAWN BY= M. WILSON CHECKED: DATE; SCALE= 1/4 JIIB! FRONT PORCH OCCUPANCY CLASS: U CONSTRUCTION TYPE: V-13 SHEET # 3 OF 5 DRAWN BY; M. WILSON CHECKED; DATE; SCALE; JDB; HATFIELD SHEET # 4 OF 5 QoA W NN• I� 0 r) Lo ^^1\\ I1� -� W • W � O O U t- ry = W W U ~O >O 0- 00 0N ry O DRAWN BY; M. WILSON CHECKED; DATE; SCALE; JDB; HATFIELD SHEET # 4 OF 5 CHAPTER 6 WALL. CONSTRUCTION SECTION R601 of a grade mark, a certification of inspection issued by a GENERAL lumber grading or inspection agency meeting the require - R601.1 Application. The provisions of this chapter shall ments of this section shall be accepted. control the design and construction of walls and partitions for Note. See Section R301.L1.1 for limited -density owner - buildings. built ntral dwellings. R601.2 Requirements. Wall construction shall be capable of R602.1.2 End jointed lumber. Approved end jointed accommodating all loads imposed in accordance with Section lumber identified by a grade mark conforming to Section R301 and of transmitting the resulting loads to the supporting R602.1 shall be permitted to be used interchangeably with structural elements. solid -sawn members of the same species and grade. End - R601.2.1 Compressible floor -covering materials. Com- jointed lumber used in an assembly required elsewhere in pressible floor -covering materials that compress more than this code to have a fire -resistance rating shall have the des- %, inch (0.8 mm) when subjected to 50 pounds (23 kg) ignation "Heat Resistant Adhesive" or "HRA" included in applied over I inch square (645 mm) of material and are its grade mark. greater than V. inch (3.2 mm) in thickness in the uncom- R60213 Structural glued -laminated timbers. Glued - pressed state shall not extend beneath walls, partitions or laminated timbers shall be manufactured and identified as columns, which are fastened to the floor. required in ANSUAITC A190.1 and ASTM D3737. R602.1.4 Structural log members. Structural log mem- SECTiON R602 bars shall comply with the provisions of ICC 400. WOOD WALL FRAMING R602.1.5 Structural composite lumber. Structural R6011 General. Wood and wood -based products used for capacities for structural composite lumber shall be estab- load-supporting purposes shall conform to the applicable pro- lished and monitored in accordance with ASTM D5456. visions of this section. R602.1.6 Cross -laminated timber, Cross -laminated tim- R602.1.1 Sawn lumber. Sawn lumber shall be identified ber shall be manufactured and identified as required by by a grade mark of an accredited lumber grading or ANSI/APA PRG 320. inspection agency and have design values certified by an R602.1.7 Engineered wood rim board Engineered wood accreditation body that complies with DOC PS 20, In lieu rim boards shall conform to ANSUAPA PRR 410 or shall 2016 CALIFORNIA RESIDENTIAL CODE JANUARY t, 2017 ERRATA 2 07 atm 4.0 WALL CONSTRUCTION be evaluated in accordance with ASTM D7672. Structural capacities shall be in accordance with either ANSUAPA PRR 410 or established in accordance with ASTM D7672. Rim boards conforming to ANSI/APA PRR 410 shall be marked in accordance with that standard. R602.1.8 Wood structural panels. Wood structural panel sheathing shall conform to DOC PS 1, DOC PS 2 or, when manufactured in Canada, CSA 0437 or CSA 0325. Panels shall be identified for grade, bond classification, and per- formance category by a grade mark or certificate of inspection issued by an approved agency. R602.1.9 Particleboard. Particleboard shall conform to ANSI A208.1. Particleboard shall be identified by the grade mark or certificate of inspection issued by an approved agency - R602.1.10 Fiberboard. Fiberboard shall conform to ASTM 0208. Fiberboard sheathing, where used structur- ally, shall be identified by an approved agency as con- forming to ASTM C208. R602.2 Grade. Studs shall be a minimum Aro. 3, standard or stud grade lumber. Exception: Bearing studs not supporting floors and non- bearing studs shat l be permitted to be utility grade lumber, provided the studs are spaced in accordance with Table R6023(5). R602.3 Design and construction. Exterior walls of wood - frame construction shall be designed and constructed in accordance with the provisions of this chapter and Figures R602.3(1) and R602.3(2), or in accordance with AWC NDS. Components of exterior walls shall be fastened in accordance with Tables R602.3(1) through R602.3(4). Wall sheathing shall be fastened directly to framing members and, where placed on the exterior side of an exterior wall, shall be capa- ble of resisting the wind pressures listed in Table R301.2(2) adjusted for height and exposure using Table R301.2(3) and shall conform to the requirements of Table R602.3(3). Wall sheathing used only for exterior wall covering purposes shall comply with Section R703. Studs shall be continuous from support at the sole plate to a support at the top plate to resist loads perpendicular to the wall. The support shalt be a foundation or floor, ceiling or roof diaphragm or shall be designed in accordance with accepted engineering practice. Exception: Jack studs, trimmer studs and cripple studs at openings in walls that comply with Tables R602.7(1) and R602.7(2). R602.3.1 Stud size, height and spacing. The size, height and spacing of studs shall be in accordance with Table R602.3.(5). Exceptions: 1. Utility grade studs shall not be spaced more than 16 inches (406 mm) on center, shall not support more than a roof and ceiling, and shall not exceed 8 feet (2438 mm) in height for exterior walls and load-bearing walls or 10 feet (3048 mm) for inte- rior nonload-bearing walls. 2. Where snow loads are less than or equal to 25 pounds per square foot (1.2 kPa), and the ultimate design wind speed is less than or equal to 130 mph (58.1 m/s), 2 -inch by 6 -inch (38 mm by 14 mm) studs supporting a roof load with not more than 6 feet (1829 mm) of tributary length shall have a maximum height of 18 feet (5486 mm) where spaced at 16 inches (406 mm) on center, or 20 feet (6096 mm) where spaced at 12 inches (304.8 mm) on center. Studs shall be minimum No. 2 grade lumber. R6023.2 Top plate. Wood stud walls shall be capped with a double top plate installed to provide overlapping at cor- ners and intersections with bearing partitions, End joints in top plates shall be offset not less than 24 inches (610 mm). Joints in plates need not occur over studs. Plates shall be not less than 2 -inches (51 mm) nominal thickness and have a width not less than the width of the studs. Exception: A single top plate used as an alternative to a double top plate shall comply with the following: 1. The single top plate shall be tied at corners, inter- secting walls, and at in-line splices in straight wall lines in accordance with Table R602.3.2. 2. The rafters or joists shall be centered over the studs with a tolerance of not more than I inch (25 mm). 3. Omission of the top plate is permitted over headers where the headers are adequately tied to adjacent wall sections in accordance with Table R602.3.2. R602.33 Bearing studs. Where joists, trusses or rafters are spaced more than 16 inches (406 mm) on center and the bearing studs below are spaced 24 inches (610 mm) on center, such members shall bear within 5 inches (127 mm) of the studs beneath. Exceptions: 1. The top plates are two 2 -inch by 6 -inch (38 mm by 140 mm) or two 3 -inch by 4 -inch (64 mm by 89 mm) members. 2. A third top plate is installed. 3. Solid blocking equal in size to the studs is installed to reinforce the double top plate. R602.3.4 Bottom (sole) plate. Studs shall have full bear- ing on a nominal 2 -by (51 mm) or larger plate or sill hav- ing a width not less than to the width of the studs. R602.3.4.1 Rodent proofing. Annular spaces around pipes, electric cables, conduits or other openings in bottom/sole plates at exterior walls shall be protected against the passage of rodents by closing such open- ings in accordance with the California Green Building Standards Code, Chapter 4, Division 4.4. 208 JANUARY 1,,220117 ERRATA 2016 CALIFORNIA RESIDENTIAL CODE WALL CONSTRUCTION TABLE R602.10.3(3) --continued BRACING REQUIREMENTS BASED ON SEISMIC DESIGN CATEGORY • SOIL CLASS • WALL HEIGHT= 10 FEET • 10 PSF FLOOR DEAD LO MINIMUM TOTAL LENGTH (FEEi) OF BRACED WALL PANELS • 15 PSF ROOFICEiLiNG DEAD LOAD REQUIRED ALONG EACH 6PACE0 WALL LINE' • BRACED WALL LINE SPACING:5 25 FEET 0) LO _l'7J. LJ ~ Q FACTOR'' Qi U ITEM Methods STORY CONDITION Selcat arritc Design Story Location Braced Wall Line Length Method uW Memod GO DWS, SFB, PBS, PCP, Method Methods C 0061)* R6M10.3(3) by this HPS, CS- WSP WSP S C • fsctorl I SFB' Any story S 10 feet 1.0 10 NP 3.0 3.0 2.0 1.7 Braced wall line 20 NP 6.0 6.0 4.0 3.4 SDC C > 35 feet and:5 50 feet 1.43 30 NP 9.0 9.0 6.0 5.1 Any story 30 feet and 5 35 feet 40 NP 12.0 12.0 8.0 6.8 1.0 4 50 NP 15.0 15.0 1 10.0 8.5 10 NP 6,0 6.0 4,5 3.8 :5,15 psf 1.0 20 NP I2.0 12.0 9.0 7.7 Dt 30 NP 18.0 I8.0 13.5 11.5 g g 1.0 40 NP 24.0 24.0 18.0 15.3 6 or masonry veneer, 50 NP 30.0 30.0 22.5 1 19.1 10 NP 8.5 8.5 6.0 5.1 1.5 20 NP 17.0 I7.0 12.0 10.2 30 NP 25.5 25.5 18.0 15.3 Any story See Table R602.10.6.5 40 NP. 34.0 34,0 24.0 20.4 in SDC Da -Der 50 NP 42.5 42,5 30.0 25.5 Omitted from 10 NP 4.0 4,0 2.5 2.1 SFB, PBS, PCP, 20 NP 8.0 8.0 5.0 4.3 CS -G, CS-SFB 30 NP 12.0 12.0 7.5 6.4 40 NP 16.0 16.0 10.0 8.5 50 NP 20.0 20.0 12.5 10.6 t0 NP 7.5 7.5 5.5 4.7 20 30 NP NP 15.0 22.5 15.0 22.5 11.0 16.5 9A 14.0 40 NP 30.0 30.0 22.0 18.7 50 NP 37.5 37.5 27.5 23.4 Dx 10 NP NP NP NP NP 20 NP NP NP NP NP 30 NP NP NP NP NP 40 NP NP NP NP NP - 50 NP NP NP NP NP 10 NP NP NP 7.5 6A 20 NP NP NP 15.0 12.8 Cripple wall below 30 NP NP NP 22.5 19.1 one- or two-story dwelling 40 NP NP NP 30.0 25.5 50 NP NP NP 37.5 31.9 For Si: I inch = 25A mm, l foot - 304.8 mm, l pound per square foot = 0.0479 kPa. a. Linear interpolation shall be permitted. b. Wall bracing lengths are based on a soil site class "D." Interpolation of bracing length between the Sm values associated with the seismic design categories shall be permitted when a site-specific S, value Is determined in accordance with Section 1613.3 of the Califomia Building Code. c. Where the braced wall line length is greater than 50 feet, braced wall lines shall be permitted to be divided into shorter segments having lengths of 50 feet or less, and the amount of bracing within each segment shall be in accordance with this table. d. Method LIB shall have gypsum board fastened to not less than one side with nails or screws in accordance with Table R602.3(1) for exterior sheathing or Table R702.3.5 for interior gypsum board. Spacing of fasteners at panel edges shall not exceed 8 inches. e. Method CS-SFB docs not apply in Seismic Design Categories Da, D, and D2. 2016 CALIFORNIA RESIDENTIAL CODE JANUARY 1, 2017 ERRATA 235 4X8 ( (2) 1/2" BOLTS W/ WASHERS BASE ROCK WALL CONSTRUCTION TABLE R602.10.3(4) SEISMIC ADJUSTMENT FACTORS TO THE REQUIRED LENGTH OF WALL BRACING For SI: 1 foot = 304.8 mm, I pound per square foot = 0.0479 kPa. a Linear interpolation shall be permitted. b. The total length of bracing required for a given wall line is the product of all applicable adjustment factors. c. The length -to -width ratio for the floor/roof diaphragm shall not exceed 3:1. The top plate lap splice nailing shall be in accordance with Table R602.3(1), Item 13. d. Applies to stone or masonry veneer exceeding the first story height. c. The adjustment factor for stone or masonry veneer shall be applied to all exterior braced wall lines and all braced wall lines on the interior of the building, backing or perpendicular to and laterally supported veneered walls. f. See Section R602.10.6.5 for requirements where stone or masonry veneer does not exceed the first -story height. 236 3 HSS) A-3 1 1 J 1 •- CU ADJUSTMENT LL' Q 0) LO _l'7J. LJ ~ Q FACTOR'' Qi U ITEM ADJUSTMENT STORY CONDITION [Multiplylength APPLICABLE NUMBER BASED ON: e T R6M10.3(3) by this fsctorl I Story height Any story S 10 feet 1.0 (Section 3013) > 10 feet and 512 feet 1.2 Braced wall line 5 35 feet 1.0 2 spacing, townhouses in Any story SDC C > 35 feet and:5 50 feet 1.43 Braced wail line > 25 feet and:5 30 feet 1.2 3 Dspacing, in SDC Dc ,> x Any story 30 feet and 5 35 feet 1,4 All methods >8psf and <I5psf 1.0 4 Wall dead load Any story < 8 psf 0.85 t-,2•ar3-storybuilding :5,15 psf 1.0 5 fRoof/ceilingwallsp dead load for wall supporting 2- or 3 -story building > 15 psf and:5 25 psf LI 1 -story building > 15 psf and:5 25 psf 1.2 g g 1.0 Walls with stone 6 or masonry veneer, ._ 1.5 All methods townhouses in SDC C°•° 1.5 Walls with stone or masonry veneer, 7 detached one- and Any story See Table R602.10.6.5 BV-WSP two-family dwellings in SDC Da -Der Omitted from DWB, WSP, 8 Interior gypsum board Any story inside face of braced !.5 SFB, PBS, PCP, finish (or equivalent) wall panels HPS, CS-WSP, CS -G, CS-SFB For SI: 1 foot = 304.8 mm, I pound per square foot = 0.0479 kPa. a Linear interpolation shall be permitted. b. The total length of bracing required for a given wall line is the product of all applicable adjustment factors. c. The length -to -width ratio for the floor/roof diaphragm shall not exceed 3:1. The top plate lap splice nailing shall be in accordance with Table R602.3(1), Item 13. d. Applies to stone or masonry veneer exceeding the first story height. c. The adjustment factor for stone or masonry veneer shall be applied to all exterior braced wall lines and all braced wall lines on the interior of the building, backing or perpendicular to and laterally supported veneered walls. f. See Section R602.10.6.5 for requirements where stone or masonry veneer does not exceed the first -story height. 236 3 HSS) A-3 1 1 J 1 •- CU LL_� LL' Q 0) LO _l'7J. LJ ~ Q LLJ J Qi U Note: LOT SHALL BE GRADED TO DRAIN SURFACE WATER AWAY FROM FOUNDATION AT 5% GRADE AS PER C.R.C. R401,3 A - SECTION B 0 2X6 REDWOOD DECKING 06 PT. DF.#2 JOiST @2'0,C. 4X8 PT. DF.#2 GIRDER' 4X4 POST 18" MiN. CLEARANCE FROM GRADE TO GIRDER r A 4 ? -i' 112"X 12"24F -V4 GLUE -LAM PERMIT # BUTTE -COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE-_- (mss �_ BY DRAWN BY* M. WILSON CHECKED* DATE-, SCALEt 1/4 JOB* HATFIELD ShiEET # 5 of 5 CU LL_� LL' Q 0) LO _l'7J. LJ ~ Q LLJ J Qi U � U m s F- 0 U (/1 w 00 N .w J Ce 0 DRAWN BY* M. WILSON CHECKED* DATE-, SCALEt 1/4 JOB* HATFIELD ShiEET # 5 of 5 SHEATHING PER PLAN BY OTHERS UNDER SEPARATE PERMIT NO STRUCTURAL TIE TO ADJACENT STRUCTURE (FLASHING ONLY) CONT. 2x4 BEARING PLATE @ 24" O.C., ALONG RAFTERS. NAIL W/ 2-16d, TO EA. HOUSE RAFTER. 2x4 RIDGE SUPPORT POSTS @48" O.C. MAXIMUM (BEYOND) OVER FRAMING SECTION 1rS 1 4'Z- 1� t t % 3 r _ n f' 7 OVER FRAMING ELEVATION GENERAL CONDITIONS: 1-1 All work shall be in conformance with the 2016 CBC and applicable Municipal, State, Federal, and OSHA Safety regulations. 1-2 The drawings represent the finished structure. The Builder is responsible for the methods of construction including forming, shoring, bracing, etc. The Builder shall provide all measures necessary to protect people and property during construction. 1-3 The Builder is responsible for obtaining all necessary approvals and permits from all governing agencies. All work is subject to Building Department field inspector's approval. If a certificate of occupancy is not obtained by the owner for this project, then the engineer assumes no liability for this structure. 1-4 The Builder shall verify all dimensions, details and job site conditions prior to commencing work and notify the Engineer in writing of any discrepancies before purchasing materials or scheduling labor. 1-5 Should any changes be made from the design as specified in these drawings without written approval from the Engineer, then the Engineer will assume no responsibility for any element of the structure. 1-6 Additional plans that may be included with this plan sheet (patio, garage, site plan, electrical, plumbing, HVAC) are by others. The builder is responsible for coordinating and ensuring accuracy of plans by others. 1-7 The Builder is responsible for preventing water infiltration into the building through the roof, walls, or floor. The owner is responsible for maintaining all systems designed to prevent moisture from entering the building. The Builder is also responsible for preventing water condensation inside the building cavities including but not limited to the roof, walls, and floors. 1-8 If certain features of the structure are not fully shown or detailed on the plans, their construction shall be of similar character to conditions shown on the plans 1-9 All sheets that contain engineering requirements included in this plan set must be wet signed and stamped by the engineer to be valid. 1-10 Any conditions noted as existing must be field verified by the contractor and any discrepancies must be brought to the attention of the engineer prior to continuing with construction. GENERAL CONDITIONS ­­ --- -- . ­­ - - N�. 24" O.C., ALONG RAFTERS. NAIL W/ 2-16d, TO EA. HOUSE RAFTER. FRAMING/LUMBER: 6-1 All framing anchors, clips, straps, hangers etc., shall be manufactured by Simpson Strong -Tie Company U.O.N. and installed per manufacturer's recommendations. 6-2 U.O.N. framing shall be connected per nailing schedule per Table 2304.9.1 of the 2016 CBC. 6-3 Where exposed to weather, nails shall be galvanized. 6-4 All structural lumber shall be Douglas Fir Larch as graded by the W.W.P.A. or W.C.L.I.B. and shall have a moisture content less than 19% and be of the following grades unless otherwise noted: 2 x 4 studs . . . . . . . . . . . . . . . .. . . . . . . . Standard and Better 2x & 4x Structural Light Framing . . . . . . . . . . . #2 Grade 2x & 4x Joists and Rafters . . . . . . . . . . . . . . #2 Grade 4x & 6x Beams and Posts . . . . . . . . . #1 Grade Roof Sheathing (over supports spaced at 24" o.c. maximum): *Supporting composition roofing: Use 1/2" APA rated exterior 32/16 •AII sheathing with face grain perpendicular to framing, stagger panels and nail with 8d at 6"/12" o.c. U.O.N. 6-5 The builder shall take all measures necessary to protect framing from the effects of shrinkage. The Engineer shall not be responsible for damage to framing members or finishes due to the effects of shrinkage. All new framing lumber shall have 19% maximum moisture content at time of installation. 6-6 Plywood sheathing shall conform to PS 1-95. U.O.N. roof sheathing shall be CDX APA rated or OSB equivalent. Apply face grain perpendicular to framing and stagger panels u.o.n. Edge nail at all supported edges. 6-7 Provide 1-3/4" minimum bearing at end supports and 3-1/2" minimum bearing at intermediate supports for ceiling joists and rafters, unless otherwise noted on plans. R 17_I172,i 151 V,8-347-(110 (;al. (F6ttl Ci;l r1'_16� 4 1tt'2t 17 1't 1 N.T.S. 1 6 1 CONSTRUCTION! NOTES AND SPECIFICATIONS ,RING PLATE FOR RAFTERS, FULL WIDTH OF SEAT CUT, ALONG VALLEYS. NAIL W/ 3-16d, TO EA. HOUSE RAFTER. APPROVED Approval of these plans does not authorise or approve anyomission or deviation from requirements of State Law of local ordinances. One set of approved plans shall be available on the project site at all times. State of California Department of (lousing and Community Development Div* : n f Codes wd Sian o s� No. �1 _ Date " i3y 1 "=1'-0" THE SCOPE OF WORK INCLUDES THE FOLLOWING: 1. THE CONSTRUCTION OF A 17'x 32' PATIO COVER DESIGNED BY OTHERS WITH OVER FRAMING BUILT ONTO THE EXISTING MANUFACTURED HOME. 2. THE CONSTRUCTION OF A 24'x 28' PATIO COVER DESIGNED BY OTHERS WITH OVER FRAMING BUILT ONTO THE EXISTING MANUFACTURED HOME. 3. THE CONSTRUCTION OF A 22'x 30' GARAGE DESIGNED BY OTHERS WITH OVER FRAMING BUILT ONTO THE EXISTING MANUFACTURED HOME. 4. THE ADJACENT STRUCTURES ARE DESIGNED BY OTHERS AND MUST BE BE DESIGNED AND CONSTRUCTED TO 2 ;.:r'".. da T..,. t7+:H. .. .777-77 .., .:zd SUBMIT rAL SST x%,�727 717 771 c: ,=' O STRUCTURAL 2x6 DF#2 RIDGE 2x4 RAFTERS @ 24" O.C. ROOFING MATERIALS AND IE TO ADJACENT (BEYOND) SHEATHING TO MATCH 2 TRUCTURE $ ZooWNO 2x4 RAFTER SUPPORT ADJACENT STRUCTURE. SEE 0 W E FLASHING ONLY) FAQ J 55 POSTS @ 48" O.C. ELEVATIONS, SECTION AND d LVIZ Z� MAXIMUM (BEYOND). DETAILS BY OTHERS. ZM W 49 1111111110- F d!SN OWFZO V0: W UJ .t V LUS26 -------------------�------ `w I I I ------- -TTT---- I ----- -------T-TTT- ____________---------------------- TT?--------------T-�---- ---------------------------- ---------- T�--------�---- ----------------------- - y ------------- ----------- -- -- __ -- I MFR'G HOME ROOF LINE it TRUSS BY OTHERS TRUSS BY OTHERS UNDER SEPARATE UNDER SEPARATE PERMIT PERMIT I I I I I _ CONT. 2x BEARING PLATE FOR RAFTERS, FULL WIDTH OF SEAT CUT, ALONG VALLEYS. NAIL W/ 3-16d, TO _ EA. HOUSE RAFTER. SHEATHING PER PLAN BY OTHERS UNDER SEPARATE PERMIT NO STRUCTURAL TIE TO ADJACENT STRUCTURE (FLASHING ONLY) CONT. 2x4 BEARING PLATE @ 24" O.C., ALONG RAFTERS. NAIL W/ 2-16d, TO EA. HOUSE RAFTER. 2x4 RIDGE SUPPORT POSTS @48" O.C. MAXIMUM (BEYOND) OVER FRAMING SECTION 1rS 1 4'Z- 1� t t % 3 r _ n f' 7 OVER FRAMING ELEVATION GENERAL CONDITIONS: 1-1 All work shall be in conformance with the 2016 CBC and applicable Municipal, State, Federal, and OSHA Safety regulations. 1-2 The drawings represent the finished structure. The Builder is responsible for the methods of construction including forming, shoring, bracing, etc. The Builder shall provide all measures necessary to protect people and property during construction. 1-3 The Builder is responsible for obtaining all necessary approvals and permits from all governing agencies. All work is subject to Building Department field inspector's approval. If a certificate of occupancy is not obtained by the owner for this project, then the engineer assumes no liability for this structure. 1-4 The Builder shall verify all dimensions, details and job site conditions prior to commencing work and notify the Engineer in writing of any discrepancies before purchasing materials or scheduling labor. 1-5 Should any changes be made from the design as specified in these drawings without written approval from the Engineer, then the Engineer will assume no responsibility for any element of the structure. 1-6 Additional plans that may be included with this plan sheet (patio, garage, site plan, electrical, plumbing, HVAC) are by others. The builder is responsible for coordinating and ensuring accuracy of plans by others. 1-7 The Builder is responsible for preventing water infiltration into the building through the roof, walls, or floor. The owner is responsible for maintaining all systems designed to prevent moisture from entering the building. The Builder is also responsible for preventing water condensation inside the building cavities including but not limited to the roof, walls, and floors. 1-8 If certain features of the structure are not fully shown or detailed on the plans, their construction shall be of similar character to conditions shown on the plans 1-9 All sheets that contain engineering requirements included in this plan set must be wet signed and stamped by the engineer to be valid. 1-10 Any conditions noted as existing must be field verified by the contractor and any discrepancies must be brought to the attention of the engineer prior to continuing with construction. GENERAL CONDITIONS ­­ --- -- . ­­ - - N�. 24" O.C., ALONG RAFTERS. NAIL W/ 2-16d, TO EA. HOUSE RAFTER. FRAMING/LUMBER: 6-1 All framing anchors, clips, straps, hangers etc., shall be manufactured by Simpson Strong -Tie Company U.O.N. and installed per manufacturer's recommendations. 6-2 U.O.N. framing shall be connected per nailing schedule per Table 2304.9.1 of the 2016 CBC. 6-3 Where exposed to weather, nails shall be galvanized. 6-4 All structural lumber shall be Douglas Fir Larch as graded by the W.W.P.A. or W.C.L.I.B. and shall have a moisture content less than 19% and be of the following grades unless otherwise noted: 2 x 4 studs . . . . . . . . . . . . . . . .. . . . . . . . Standard and Better 2x & 4x Structural Light Framing . . . . . . . . . . . #2 Grade 2x & 4x Joists and Rafters . . . . . . . . . . . . . . #2 Grade 4x & 6x Beams and Posts . . . . . . . . . #1 Grade Roof Sheathing (over supports spaced at 24" o.c. maximum): *Supporting composition roofing: Use 1/2" APA rated exterior 32/16 •AII sheathing with face grain perpendicular to framing, stagger panels and nail with 8d at 6"/12" o.c. U.O.N. 6-5 The builder shall take all measures necessary to protect framing from the effects of shrinkage. The Engineer shall not be responsible for damage to framing members or finishes due to the effects of shrinkage. All new framing lumber shall have 19% maximum moisture content at time of installation. 6-6 Plywood sheathing shall conform to PS 1-95. U.O.N. roof sheathing shall be CDX APA rated or OSB equivalent. Apply face grain perpendicular to framing and stagger panels u.o.n. Edge nail at all supported edges. 6-7 Provide 1-3/4" minimum bearing at end supports and 3-1/2" minimum bearing at intermediate supports for ceiling joists and rafters, unless otherwise noted on plans. R 17_I172,i 151 V,8-347-(110 (;al. (F6ttl Ci;l r1'_16� 4 1tt'2t 17 1't 1 N.T.S. 1 6 1 CONSTRUCTION! NOTES AND SPECIFICATIONS ,RING PLATE FOR RAFTERS, FULL WIDTH OF SEAT CUT, ALONG VALLEYS. NAIL W/ 3-16d, TO EA. HOUSE RAFTER. APPROVED Approval of these plans does not authorise or approve anyomission or deviation from requirements of State Law of local ordinances. One set of approved plans shall be available on the project site at all times. State of California Department of (lousing and Community Development Div* : n f Codes wd Sian o s� No. �1 _ Date " i3y 1 "=1'-0" THE SCOPE OF WORK INCLUDES THE FOLLOWING: 1. THE CONSTRUCTION OF A 17'x 32' PATIO COVER DESIGNED BY OTHERS WITH OVER FRAMING BUILT ONTO THE EXISTING MANUFACTURED HOME. 2. THE CONSTRUCTION OF A 24'x 28' PATIO COVER DESIGNED BY OTHERS WITH OVER FRAMING BUILT ONTO THE EXISTING MANUFACTURED HOME. 3. THE CONSTRUCTION OF A 22'x 30' GARAGE DESIGNED BY OTHERS WITH OVER FRAMING BUILT ONTO THE EXISTING MANUFACTURED HOME. 4. THE ADJACENT STRUCTURES ARE DESIGNED BY OTHERS AND MUST BE BE DESIGNED AND CONSTRUCTED TO 2 ;.:r'".. da T..,. t7+:H. .. .777-77 .., .:zd SUBMIT rAL SST x%,�727 717 771 c: ,=' BE INDEPENDENTLY SUPPORTED FROM MANUFACTURED HOME (FREE STANDING ). 5. THE ADJACENT STRUCTURES ARE SUBJECT TO THE APPROVAL OF THE LOCAL ENFORCEMENT AGENCY. 6. THE PLANS PREPARED BY STREAMLINE ENGINEERING ARE TO BE USED FOR THE OVER FRAMING ONTO THE "tl A -7,177 EXISTING MANUFACTURED HOME ONLY. EXCLUSIVE PROPERTY OF STREAMLINE ENGINEERING. 7. ALL WATER PROOFING AND ROOF DRAINAGE IS DESIGNED BY OTHERS. THIS SHEET SHALL NOT BE REPRODUCED WITHOUT WRITTEN PERMISSION. NOTE: THE ORIGINAL MANUFACTURED HOME WAS DESIGNED FOR A LIVE LOAD ON THE ROOF OF 30 PSF. THE CODE , ., 777,7717"', MINIMUM ROOF LIVE LOAD FOR THIS AREA IS 20 PSF. THE PROPOSED ADDITIONAL ROOF LOADING FROM THE- REVISIONS CALIFORNIA FRAMING IS LESS THAN 10 PSF. THEREFORE THE EXISTING ROOF IS ADEQUATE TO SUPPORT THE NEW FRAMING. - 5 � w IfH, J l �' �- �� .—` l e �f� ✓'e,-� - ,— jail ` < <'' e1 -t D+�tG: �'6-� ` JMR CHECKED: JMR DATE: 03/29/17 s=• SCALE: SHOWN N.T.S. 1 4 1 SCOPE OF WORK 0) V W Q 2 V $ ZooWNO Z Z 0 W E C W r Z FAQ J 55 WF -a 19Z N J d �yUJ Z� UJ sonZv C Z tJ ZM W 49 00 F d!SN OWFZO V0: W UJ .t V BE INDEPENDENTLY SUPPORTED FROM MANUFACTURED HOME (FREE STANDING ). 5. THE ADJACENT STRUCTURES ARE SUBJECT TO THE APPROVAL OF THE LOCAL ENFORCEMENT AGENCY. 6. THE PLANS PREPARED BY STREAMLINE ENGINEERING ARE TO BE USED FOR THE OVER FRAMING ONTO THE "tl A -7,177 EXISTING MANUFACTURED HOME ONLY. EXCLUSIVE PROPERTY OF STREAMLINE ENGINEERING. 7. ALL WATER PROOFING AND ROOF DRAINAGE IS DESIGNED BY OTHERS. THIS SHEET SHALL NOT BE REPRODUCED WITHOUT WRITTEN PERMISSION. NOTE: THE ORIGINAL MANUFACTURED HOME WAS DESIGNED FOR A LIVE LOAD ON THE ROOF OF 30 PSF. THE CODE , ., 777,7717"', MINIMUM ROOF LIVE LOAD FOR THIS AREA IS 20 PSF. THE PROPOSED ADDITIONAL ROOF LOADING FROM THE- REVISIONS CALIFORNIA FRAMING IS LESS THAN 10 PSF. THEREFORE THE EXISTING ROOF IS ADEQUATE TO SUPPORT THE NEW FRAMING. - 5 � w IfH, J l �' �- �� .—` l e �f� ✓'e,-� - ,— jail ` < <'' e1 -t D+�tG: �'6-� ` JMR CHECKED: JMR DATE: 03/29/17 s=• SCALE: SHOWN N.T.S. 1 4 1 SCOPE OF WORK