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HomeMy WebLinkAboutB15-2233 038-070-02311 I= CLEWRure 12` I ('(. 1A .�� + J 1��"�i'�/���.��,°l�+i-ia`r•rb",`r1�,x._.:..^�.p�.`�,��''� �•�, .�:.�.,...,-��j t L rX ?4 /V -11w CJ �„ �.-t f` ,�• � /Jeff' ,^" f, -fir.,, .�" /t � s .�.-._ .�.y.....rr��rrrr._vn•r_•n rt v.� wnw- f NO CONSTRUCTION IN EASEMENTS ALL PORTIONS OF STRUCTURE TO BE OUT OF EASEMENT -INCLUDING FOOTINGS, FOUNDATIONS, WALLS, EAVES AND ROOF See attached- Minimum erosion control and sediment controls for projects disturbing less than one acre ..$ e. A /�- - ,/ /� p� �`¢' ^fit•' ,�`� �f ,j- � f � s ..1,....f"'`�:f....... +.dnb..Y... i tn ..�wJ.�F 1pp/♦/�z8ee 4_ JIA ! J x_r/A t ... iW Y "� t F_. �`.; ` C fa, .�!.'" r � .✓'� s ! f:7��.+'�'-' e =�f..f , sE"t IJ:'�tF�#.if Complete construction Post Debris Recovery final report documentation and V.O.C. 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Y-14 112 VO 7..ar .d .,..: ..f A ..rte 7' pf ��,� �f..w` _ ZAP A/0/Z- '7' - x dG•x Jam+: i.!�+�%'r�•l7v't;� eft �r rly. f IM •,.. � _ 671 ,�.�t` y y /v %/✓y ,�y ��, +fs�+ fy)� ,...�� ,r•� �,." i �� yob' �# 2" f �... ! ! "!'%`�,Fr'� C ''lY A ✓� !!'+.. d .ar`'j �' CJs i `moiM,,l ♦ =a*•T f { ,g E r �[ f� / 'y /j� ,{ �"" �'f .F i�,s` !s"' r fs� �✓ y,.�'� •�ti•" •'� - �! ".•f.�.--' f If r' 1 Y... j r ! it L �.5 1 r., i..��-�,.,,. �r . -� !lam �� f� .. ,��.+.�•± . �'� :,•7 �,-,,r� : _;R► + + I 11.0 .FIs �:�.: � � • � � �.. ✓lilt: r .17 ! ve i olq 7Y,4 FOUNDATION PLAN STRUCTURAL NOTES: 1.) SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL SHEETS SD1-SD3 FOR ADDITIONAL INFORMATION. 2.) PROVIDE ANCHOR BOLT SIZE AND SPACING PER SHEAR WALL SCHEDULE AND TYPICAL DETAILS. 3.) RECOMMENDED SLAB SECTION: A— 4" CONCRETE SLAB WITH #3 AT 15" O.C. SECURELY LOCATED AT MID --DEPTH OF SLAB. B— 2" SAND (DELETE AT EXTERIOR SLABS)—SEE SOILS REPORT IF APPLICABLE. C— WATERPROOF MEMBRANE (DELETE AT EXTERIOR SLABS) --SEE SOILS REPORT IF APPLICABLE. D-- 4"' FREE DRAINING MATERIAL --SEE SOILS REPORT IF APPLICABLE. E-- PROPERLY PREPARED SUBGRADE-SEE -'.SOILS REPORT IF APPLICABLE. F— CONTRACTOR TO PROVIDE CONTROL JOINTS AT 10'--0' O.C. EA. WAY MAX, 4.) TYPICAL MINIMUM BEARING WALL FRAMING U.N.O.: EXTERIOR WALL:- 2X6 DF STUD AT 16" 0_C. INTERIOR WALLS: - 2X4 DF STUD AT 16" O.C. S.) SEE DETAIL 5/SD1 FOR TYPICAL STUD WALL ELEVATION AND TYPICAL WALL OPENING SCHEDULE. 6.) PLUMBING, SPRINKLER, AND MECHANICAL SUBCONTRACTORS SHALL COORDINATE ALL WALL PENETRATIONS WITH FRAMING SUBCONTRACTOR. 7,) ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT TO THE ENGINEER OF RECORD. 8.) VERIFY ALL ELEVATIONS, STEPS, DIMENSIONS, WALL SIZES AND LOCATIONS, AND FLOOR ELEVATIONS WITH ARCHITECT, 9.) ALL EXPOSED FRAMING SHALL BE PRESSURE TREATED WITH TREATMENT PROCESS AND APPLICATION APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S WRITTEN GUIDELINES, 10.) ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN COMPLIANCE WITH 2013 CBC FASTENING SCHEDULE, TABLE 2304.9.1, UNLESS NOTED OTHERWISE. oNEDye+!ip C7 88 m' EXP. *®1l 71 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS REVISIONS BY 'y w� • h 5f� In Nli �r . ,. a� a L't`" Nki 1� Date, - 16 f° Drawn e Sheet 3 Of ,5 Sheets . '_ - - ` . A 1­_-bf,rjr1,4, ,/_ ,C1_11M1A,1,-,y . I * "_i . . . I.- ­­' . � `� . . rr .. . r�) ; � <�6t_//_."/""`­� .. I . . , I I - : �_ . 04, � . . . . . w,, - --v_'. .___1­t_­�­­" ----- � I - ___1__-_­__._� , . ./z '. .. � . ,... . . r . I * , _T______ : ,� .. � . . - - . I � . 9 � - , � - . - �__.. 1� _.- ... .... _____..__._... ____ .... . I ^"^---,"-- . 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ROOF PLAN STRUCTURAL NOTES: -1, . ...... ___:..'.-.:; �­­4 1 ... / . . 4 7 . * ' ' . . . L .. .: - .: . . . .. � . . - - ' T. -::�4�: ' ��:!Z­-`-� V_ Z.... ­­_­,­ .. . , " - " , . . . ., .. . . . . ,/7 . 4 . .. -1 , . , - - �, �, 1,o` '.. '� , 7ZZ­ - ;ei­ ` .. . . , '. . , ,, - -, , . . p . . " e7 __5 � ­. I , 4? vz A,r�,.,. . . . p! - Af '0W : ,C4-�:. ,,, ., 14,,z 1,,� w, ," -0 . I . ... - - 1.) SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL. 4-) SEE NOTE SEC 11ON 8 -SN FOR ROOF TRUSSE.ej By _!�?_ . ­... 1 _---_._-_.___-:_­,.. -.1'. ---.I . SHEETS SD1-SD3 FOR ADDITIONAL INFORMATION. OTHERS. . . . . . . . . . . . . 2.) TYPICAL ROOF SHEATHING (UNO). 1/2" THICK. APA, 5,) TYPICAL HEADER BELOW SHALL BE 012 DF -L . . . .. .. . . . . . TECO, OR PITTSBURGH RATED SHEATHING. SPAN #2 LINO. . . ��L:' . . . . .. . RATING .32/16, EXPOSURE I STRUCTURAL PANELS', . . ' .. .. APPLIED WITH LONG DIMENSION ACROSS SUPPORTS 6.) PROVIDE 4X POST MIN. AT A! L BEAM AND GIRDER 0 . ' ,4 I 1-�Ij P.. . . ,-:. .... . I . . . OFFSET 4'. EDGE MAIL WITH 8d COMMON OR FOUNDATION, ' . . . . _'T - 1� - . I. AND AOJACENT PANELS STAGGERED WTH 4' ENDS TRUSS BEARING POINTS AND CONTINUE IN WALL To . . . . * . - . . ... . EQUIVALENT (0.131- DIA X 2 1/2-) AT 6- O.C. AT ,-.-�--.--,--.-n,--------.-�%-,.'-,,%�--.-��,_.Ij , I , -, , . - - _­­�--_�, ----..-!-"�--�--��--,-,::--17-11'�-�-.,r"n-�l-, - `­_`­_,_ ------- " _. __ .. * , - . .I .. . - -�. .. . . I . (. .� ,", , .,;!.. .:. . _11� . ` - .! . . . . . . . . . - 4 f . - .. ... :I.. :.-I _�: ". - ` - - . 7 . .�, . ... �7­­- -, ,.: - t . - 1;�­_ - ­­­ ..... I .. ..... -,.-. A I .. j�,.,;:�.,_ ... �, , ­.- - ".. I ­­: . ........ .. ,;.�­ . .. - .. , 7-,. 7T .. , . I - - ­- ­-' ' ' _- - - ­ . . . .. ..,.:. ��.�:�_�_7­;.:+­'_* ... * - .. . ..... �_­_._ ' ;1 ': .. .... I- :-- , ..., �..-.-..�,.-....,�".��'�...�'�-'.-., LL PANEL EDGES. BOUNDARIES, GABLE ENDS, 7.) ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND ­­ ... �­7­­__ . _*_ . - ."'. ­.".. �. __ F.;, ....... . . . -1 .... 4%,_" - ---.-..,- .. 7* - ­ 1. . .. ., - . . .. . . . � '... .. - . . " '.. - - , BLOCKING AND WHERE INDICATED ON PLAN. FIELD I FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT ..� :' I I . . . . I I .:. . - 1. : . .. . : .."..''­ j . .. F. .." !.,:.�,:-;�.'..'.'�',�*.:'�,.,..�..�--.,', - �_ " -��--.:, -.'.-'-',.'..', -, ., .'.' . . .� -, . -, . __1.:�_:_.,;_._' .��.�_; - - .. . . '_ . . ­.....��: ...... . �.*.'_"_ ... ..... o.-_-- - ­_. .. _�� . - __ ......... . , .. � . . . . . . . ...... _ : , ::.,. `­.: f., ... 1� ��.. * %, �,�,. , .: "" ��.­:.,..:, . . .. i . T__.: - ': ..i.... I I . . . .. NAIL AT 12* O.C. PROVIDE 1/8- GAP AT A" PANEL TO THE ENGINEER OF RECORD. . - - * " ::7.7.- .�-.'..:'.-.'-.',-..�:-'.-".�.,.7� . . - _��'. ... . ::;� :,....; ;; : . . .. ,..;,:-.�.,;��."�.*..:..,.���:.,:.�.',..,:�.......*,.,..-...,,� .. ,*-.. , : !-`�';'.'.':;:1.'T­.' .. e '. �,�' , I , . . . . . .... . . I . . ... I ... . . . . . . , ..;. .: - ... . . .. *�: , �:::.... �: . . . . . �:_ ... ::.: .1,-::�:.* ,.;:-`-,",..-:,..'.,. , I. - .. .t , . . , . . . . EDGES U.N.O. By PANEL MANUFACTURER. AT ALL LOW . .. .1'. ......,.".."..:..�.-...-..I.l�..'..� ,�-.,:,...."-."�,.",.,.��L:,* . .. �. .. � �; ­­!...:..,_.... .. ­-_ . . 1. . _;�.--l... .., I -�­­­11.'­­_ �­-.:­;-: . ... .. � ... �..­­__ . - - ­­­­- _­­ ..... .1 1-1r. ­.- . , . , . .. . . .,". _. . - . ­ . . ­­ I.. I : ... ­­.. ��! . - ;. :.... ),;., .. . , � .... " . . . " ... . z; .. ... . .. �%,`­-.:'!�­. . 1. . . :. , 4-.,..,,.��.:�: �!-..*. .­,,�. .. I . . ... . In `­,:"',.:.� . . I... - ... ... . _...:.� �:. - . SLOPE ROOFS PROVIDE (1) PANEL CLIP MIN. BETWEEN 8 %1-1.!_ .....T.. .. . .. .. . ..: , 0 . , .,.... m. 1... �..�.. �. . � . I - . - , . : , � ) ALL EXPOSED FRAMING SHALL BE PRESSURE . . : � !,..:._�.-...� *. . , , . .. . . :.. .,. .. ... I I .. ":, I . 4: " . : , . -.'�..-.. ­7�,­.' ..:..-.-1 :;,'.. , . . . . 1, ., i ` '... - .. - ..... ,.:: .:- - ." .. - I �- �:. , . . , ..:*%'-.:_.'*: - - *. ......... ;,_���. . ..... .: , . . I . . �: �.��.,.�,.;���a,..*"-,..�4;���,:,:......�,.'.'.�.:....:,�.,�.L.,.........- .. - . .. ­'."�-,.�� _��-' ;- ---,-��.--.-.,:,.�.1d."�l..-.-.�.-...--..,�,--4',-I - . � . � SUPPORTS AT ABUTTING PANEL EDGES. TREATED WITH TREATMENT PROCESS AND APPLICATION .­.�:;._ ill'.. - . .. _�: ...... :..�....t..',:,.���,�::.-�.�j.,.:,.. ..... . ��" .-.--_�­­_1_­ . . . . I �.".a .... :. . . .. I . ''. .. . . .. . ... . .,..:. - ..; .. " .,-:.,­:1:�.. . . .. :., .. ..� .. :. I, .. ... . . . . .,:., * � ... ... :�v . . m. - '!�. . .1 .. ., - .. i .. .'.1 - . .. 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I : . . . ... � . . . I . �- - ____ .... . ­ ... . - 1�­ - .. ­!�­_jr.. . � TECO. OR PITTSBURGH RATED SHEATHING OR RATED . - . - .­, .. .:... . ... .. . .. , .. - ­­- . . .1-11--__ . - ; - - - - . . '. ... .. . :- ::-�� k, , .. . .�. � - �w:.i.­'... . � .1 . ­� . . r , ; . , ..'s - - .. �_ .. . . ., . ­:..'_�_/ elj ��- , **'-,'- , t . I . �.;. - -1� . . .:.. . 7777:77�771.'177�`_ .r A ..-­��.j--.---__17zr­_-r, --- -_ `:�"�27_______ . . . *. "" " ,; .. ..... �;i,�..,��.� _;..,_r. ,.: ` - 1. .­­-- �.. w . . �; .... ......... __ ...... .. _­ ... vl ,'� �; -, - .7,;,-- ,t '.','.'_--, ­.:::::�� - ..:. 9.) ROOF TRUSS LAYOUT SHALL BE REVIEWED BY ENGIN . .. . 1: m. -..-::� � . �w : - 1:�. - . . -� . %j . - 1'... . .. -�i._ ....:........, . . :1 ... . . . r : . . . ...�.,. * I'A STURD-I-FLOOR. SPAN RATING 48/24(24 FOR I.: . .,: 1^ , . ./. " �,W� . EER . . ­­..,.__-'---�'.._' -,­... - -.1 --.__,:,.*1 .. .--- __ - .. "e �m, ,.' �1, '"" ��,�,�iz%­­ -N1 . ., .. w�, Z,t . ': , , .. .. .. . : .1 -:�- 1-",%-�,�:-M��_ .`I�z __� Z4 - 1. - . . STURD-I-FLOOR). EXPOSURE I STRUCTURAL AS 'TRUSS DESIGNS BECOME AVAfLABLE FROM TRUSS . ...... ".. - � �;- "... '�% '�­ , " , , ­ * . . . . z . ­.. . . . . : .1 - . . . . , . � . . .::� -� -_-.!-�: I.- *`..:!.`�..�l - * ** I ... . .. 'I', . I PANELS. APPLIED WITH LONG DIMENSION ACROSS MANUFACTURER. CONTRACTOR SHALL OBTAIN SIGNED . ...... . . ­.-._­�,_.-1­_­ - ..., . ....... :�:. . . " :� . . . . �:._11­17 .........., .... W. 17 -:�.-...!,.,�t--.t7,.�n.�.7.-.--..!. ,.,.,: - . . ... . __ .. _.:..,:.,�.._��,,�;, - .. .. - -NT PANELS STAGGERED WTjj TRUSS REVIEW LETTER FROM THE ENGWEER OF RECORD .. . I . - - - ;�-`-..:-...;j, .., �-;�,��:..�� ..."': - .:-,:�;_-"-..: -1. . SUPPORTS AND ADJACIE . . 1 , , . , . It -'. i 1: ..., . . . , , ­.­.'.­.'...'�..%".­ . :. - �� . . __­_�._�_­-...­___---. . :.,:�-'.-i�-4�-7t-�,�z.::�:..-.4�,:�.:.7.%. .. 4' ENDS OFFSET 4'. CLUE PANELS TO ALL FRAMING, - AND BUILDING DEPARTMENT APPROVAL PRIOR TO . . .. ... f.i .. .. . . .. -, , - . - CONSTRUCTION. . : . . . .4..'- �:.-,', �.�-:.. .,�..-..!�P`-:��:,., -� C., * . . . . . . . . 1. .:, ..:,: ,......... , , , - ,--�� �, EDGE NAIL WITH 10d COMMON RING SHANK NAILS OR . . I O., : .T.. __ . .. .-.."-..�.�.-.-,.,�'.....:�z.-.'.�: , '­�, '... . . , ,-: ­.�� .. .. ,;, � -AT,-.:- .- -�� . ,. --..-:.;-�­. �_- --- /_ _� *. 1� 011_� 4 _(.1 , .., , . . - ': .1. . .. . 1_� )e� . .... . . , 4 '. , .. ..... � _. . .. .." � Lr�� --ir''.. : _. -..,-. - . . ,-. ,__-_.­.'*­_- ,.:. . . -z ,~,z,_­.;."­.:�- i., �l-....-,.,.....,...,..;..:...-.,.........::, , ,,:' _. Z' , , . ... , 'r 'r. , ­'7=7-.,-�'. -,---,-"T.---- . ..,../ , * .;4�1 - -, . EQUIV. (0.148- DIA X 3-) AT 6- O.C. AT ALL PANEL . . . - - - ­.;., '.,---T-��, .!......, , * .. ... 1� . 4v, . � . . . I .: . . . . . ... _:;��*11�41__/. * .. . . . EDGES, BOUNDARIES, BLOCKING AND WHERE INDIaiED 10.) CONTRACTOR TO VERIFY THE LOCATION AND LOADING - " .. .1 �_ . ...... _... . .? .. 1_4;,Z.`_ - !, .1-9 , 1/_;1_1111_6_//a; - OF ALL TRUSS TO TRUSS MECHANICAL CONNECTIONS. : . .--1 .. ..... ��,..-,,L,��-.-.-.--.--...,-,;,.�1--�"...-L ....... _­,.�- .. �.­, - - I . . . .. ; � .­­­­ ­­ ­ ­ .... - -? . I ... 7 -.,--.......�l-.--.".-.--�..--.....,-,-,,-�.�,.�l--,:-�-.-r- - -------...'�,-..-...."-----.---- .. .. ­­ ­.._�­..�,�­­- - ON PLAN. FIELD NAIL AT 10- O.C. PROV,DE I/a- , ­­­ . ­_ . ­ ... . .. , . . . _-A.- . IF � . � . i .. . �. . . .. - . . .. ... . .. . � . .. I � GAPS AT ALL PANEL EDGES U.N.O. BY PANEL IMMEDIATELY NOTIFY TRUSS COMPANY OF ANY : � ­_ -..--..-,;..:....,.,-..,�-,�,.,t�.��-��'...-�-4--�.;r..---�:..:...: ... ;...-.1 . ....... _--.��_.,., r-ul.... ...­:. %­....; . ... . . . ....... 11.1'.."u; .... . . . .... "i .... 1._­.­-�:_..,_:­:...zz ­�­.:___­ ...... - . .,. . .. I. .. . . . � . . . - ­ - -- __1 __ --.--.- --- . I I , - h . . , � - a � .. , lzi.... _. . , ... 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Date .2-116-1 5 Scale/4/ , , , ,4,;�_/:.�--,, -:�,� ., , - , � ;�,� " � ��,.,, I ­­ A-1-1 Dr!!L,-,,. . lf.,: "-i I.- 11 " , I , �y - - -��:,��­�- I Job ,/(O/V`-�,­/�![`/ Shoot , ,4_4"�,._ p Of -5 Sheets ...... . ........ . ...... . ...... .... .. .... . .... .... ........ ........... .. ....................................................... 7 ,` � _ _..�, �1�L © �-•-�- s} 4 ; �f �'°�;� v.�r�f.�-� � a i � .. f f p ":, 111}}}�� 1:1 r: j -in i 41 . . . .... .......... . ... 1F 5Z . .. . ...... ..... .... .. . . S-CALE .30 -IN:�5Z12,477,01V"�) AZ -Z Ai7Y4 Are V/ "I —T— Z\ 6 -roP irjA rZ" I -A 7.. el"ll"IX f— D R -od) W-KAIOR- 'Ole 717--k-A. Z ir, Y,z ZI) . .. ......... -4 AZ V .ZAO Z�l TC • Z_ Ll A N ............. :7. 1 I.T ax 6X36 CLZAPJIUUU 72— Y � '7 400 -D, .... Fl...119� i -,o 4�e, "A" -7 e ..... .. .... . . .. ... ....... .... SY REVISIONS m ti Date Seats ifs Job Sheat kal j Of Sheets GENERAL STRUCTURAL NOTES 1. GENERAL 3. CONCRETE / REINFORCING CONTINUED 6. FRAMING / LUMBER CONTINUED 9. DESIGN LOADS A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES. 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: 6-4 POSTS/TRIMMERS: A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER 16, ROOF 20 PSF REDUCIBLE PDF DIVISIONS I, II, III, AND IV U.N.O.: B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) HAS PROVIDED AND IS RESPONSIBLE FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH 40 PSF SPECIFIC STRUCTURAL ITEMS ONLY. ALL OTHER REQUIREMENTS OF THE BUILDING CODE CONCRETE WITH SOIL OR WEATHER EXPOSURE: EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B) SEISMIC: INCLUDING WATERPROOFING, FIREPROOFING, DRAINAGE, HANDICAP ACCESSIBILITY, EGRESS #5 BARS AND SMALLER 1 %" PLWD SEISMIC IMPORTANCE FACTOR: 1 REQUIREMENTS, PARKING, AND ALL OTHER DESIGN REQUIREMENTS NOT SPECIFICALLY SHOWN #6 BARS AND LARGER 2" B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE MAPPED SPECTAL RESPONSE ACCELERATIONS: Ss = 0.612, S1= 0.272 IN THE STRUCTURAL DESIGN CALCULATIONS, ARE THE RESPONSIBILITY OF THE CONTRACTOR OR CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 3/4" TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. SEISMIC SITE CLASS: D OWNER. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE ABBREVIATIONS PT SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.535, SD1= 0.337, Cs = 0.08 DOCUMENTS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM REINFORCING (60) 6-5 WALL FRAMING: SEISMIC DESIGN CATEGORY: D WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. BAR DIAMETERS U.N.O. AND LAP TOP REINFORCING, PLACED ABOVE 12" OF CONCRETE OR NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. BASIC SEISMIC -FORCE -RESISTING SYSTEM: LIGHT FRAMED SHEAR WALLS EF MORE, (80) BAR DIAMETERS U.N.O. A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING SEISMIC BASE SHEAR: 9.5 KIPS C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS ELEVATION (DATUM) WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD RESPONSE MODIFICATION FACTOR: R = 6.5 SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE ANALYSIS PROCEDURE USED: EQUIVALENT STATIC FORCE PROCEDURE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL ADDT SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. L MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN C) WIND: STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0". WIND SPEED: 110 MPH BRACING, SCAFFOLDING, ETCETERA. ALT ALTERNATE WIND EXPOSURE: C LONG LEG VERT. EXPANSION C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, ARCH D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. F) ALL WATERPROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. G) SHOP DRAWINGS: SHOP DRAWINGS ARE SUPERCEDED BY THE STRUCTURAL DRAWINGS UNDER ALL CIRCUMSTANCES. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. REVIEW OF SHOP DRAWINGS BY THE ENGINEER OF RECORD DOES NOT GUARANTEE IN ANY WAY THE THE SHOP DRAWINGS ARE CORRECT, NOR DOES IT INFER THAT THEY SUPERCEDE THE STRUCTURAL DRAWINGS. H) WALL FINISH SYSTEMS SUCH AS STUCCO SHALL BE APPLIED OVER FOAM BASE OR OTHER METHOD OF ADEQUATELY ALLOWING THE FINISH TO EXPAND AND CONTRACT WITHOUT CRACKING. THE OWNER OR CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEFECTS IN THE FINISHES. 1) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED FOR THE FOLLOWING TYPES OF CONSTRUCTION: EPDXY/MECHANICAL CONCRETE ANCHORS (IF APPLICABLE) THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING DEPARTMENT, SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE WITH THIS TYPE OF PROJECT. 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1500 PSF PER CBC TABLE 1806.2 (NO SOILS REPORT PROVIDED). B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE (12" TO 24" AS PER LOCAL REQUIREMENTS). E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES. 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. J.) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF 2013 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2013 CBC. 3. CONCRETE / REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI. D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227,289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF THE ACI 318. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A MINIMUM SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB WITH #3 AT 15 E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. G) SAW -CUT TOP 3/4" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 10'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: SEE PLANS 2. FLOOR SHEATHING: SEE PLANS 3. WALL SHEATHING: SEE PLANS B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. GLUED LAMINATED FABRICATON SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP IN ACCORDANCE WITH CBC 2303.1.3, AITC A190.1, AND ASTM D 3737. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI AND FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481. D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS AND 3" X 3" X.229" PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH ONE BOLT LOCATED 1'-0" MAXIMUM FROM EACH END OF EACH PIECE. RE -TREAT CUT ENDS WHERE REQUIRED. E.) FRAMING LUMBER: ALL FRAMING 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%, U. N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. 5. CONCEALED BEAMS SHALL BE DF -L #2. 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FOHC (4X6 AND LARGER). 7. ALL BEAMS 6X AND LARGER SHALL BE FREE OF HEART CENTER. F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE GALVANIZED. G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS. USP HARDWARE MAY BE USED IN LIEU OF SIMPSON HARDWARE WITH WRITTEN APPROVAL FROM STRUCTURAL ENGINEER OF RECORD. ALL METAL HANGERS, CONNECTORS, AND FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO THE WOOD AND/OR METALS. 1.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 UNLESS NOTED OTHERWISE. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1-3/4" LVL RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS). 6-2 GENERAL FRAMING: A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS, LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTORS OPTION. C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE WHICH COULD CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. D.) ALL STRUCTURAL FRAMING MEMBER WITH EXTERIOR EXPOSURE SHALL BE PRESSURE TREATED OR BE OF MATERIAL THAT IS NATURALLY RESISTANCE TO DECAY. 6-3 BEAM FRAMING: A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETCETERA. C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS 8. ROOF FRAMING 8-1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AND CBC 2303.4. B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF CALIFORNIA, SHALL BE REVIEWED BY THE ENGINEER OF RECORD PRIOR TO TRUSS FABRICATION. C) TRUSS DESIGN LOADS: TOP CHORD LIVE LOAD: 20 PSF REDUCIBLE TOP CHORD DEAD LOAD: 12 PSF BOTTOM CHORD DEAD LOAD 8 PSF TOTAL LOAD 40 PSF UPLIFT LOAD AS REQUIRED BY THE 2013 CBC D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES INVOLVED IN GOVERNING CONSTRUCTION. F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 8-2 CUT AND STACKED ROOF FRAMING: A.) CUT AND STACKED ROOF SYSTEMS SHALL BE BUILT TO THE CONVENTIONAL FRAMING REQUIREMENTS OF THE CALIFORNIA BUILDING CODE (CHAPTER 23). PURLINS, BRACES, INTERMEDIATE SUPPORTS, AND CONNECTIONS SHALL BE PROVIDED BY THE CONTRACTOR THAT ARE CAPABLE OF TRANSMITTING ALL GRAVITY AND WIND LOADS TO THE FOUNDATION. THE FOLLOWING ADDITIONAL LIMITATIONS SHALL APPLY: 1. RAFTER MAXIMUM SPANS A. 2X6 DF -L #2: 9'-0" B. 2X8 DF -L #2: 12'-0" C. 2X10 DF -L #2: 16'-6" 2. MINIMUM BRACE SIZE = 2X6 3. MAXIMUM BRACE SPACING = 4'-0" O.C. 4. PURLIN SIZE SHALL MATCH THE SUPPORTED RAFTER SIZE U.N.O. B.) IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE CONVENTIONALLY FRAMED ROOF SYSTEM WITH TIES AND SUPPORTS BRACING ALL ELEMENTS TO THE FOUNDATION. THE ENGINEER HAS MADE A CURSORY REVIEW OF THE FRAMING SIZES AND SUPPORT LOCATIONS, AND HAS PROVIDED GENERAL CONNECTION DETAILS TO COVER THE MAJORITY OF CONDITIONS, BUT HAS NOT PROVIDED ENGINEERING DETAIL REQUIREMENTS FOR ALL CONNECTIONS NECESSARY FOR THE ROOF TO PERFORM IN ACCORDANCE WITH THE LOADING CRITERIA. IF ANY SPECIFIC ELEMENT OF THE ROOF FRAMING SYSTEM IS NOT SHOWN AND DETAILED CONNECTION CRITERIA IS REQUIRED, PLEASE CONTACT THE ENGINEER FOR ADDITIONAL INFORMATION. CONT USE SIMPSON SET EPDXY WITH ANCHOR OF SAME DIAMETER WITH 7" EMBEDMENT IN D) LIVE LOADS: OPENING CONTR CONTRACTOR OVS CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ROOF 20 PSF REDUCIBLE PDF POWDER DRIVEN FASTENER CTR ICC REPORT. FLOOR 40 PSF CTSK COUNTERSINK D.) CRIPPLE WALLS: CRIPPLE WALLS SHALL BE A MINIMUM OF 14" IN HEIGHT. FOR LESSER DBL DOUBLE PLWD PLYWOOD DF HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED). PLCS PLACES DF -L DOUGLAS FIR - LARCH PP PARTIAL PENETRATION DIA ABBREVIATIONS PT E.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE DOUBLE JOIST P/C PRECAST CONCRETE EA EACH NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. POST -TENSIONED EF EACH FACE REINF REINFORCEMENT EL ELEVATION (DATUM) REQ'D AB ANCHOR BOLT K KIPS F.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY ADDT ADDITIONAL L ANGLE EQUAL WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ADJ ADJACENT LLH LONG LEG HORIZ. SHEATHING ACCEPTABLE ALTERNATIVE. ALT ALTERNATE LLV LONG LEG VERT. EXPANSION SOG ARCH ARCHITECTURAL LONG LONGITUDINAL G.) SEE NOTE 6-1 D FOR SILL AND ANCHOR BOLT SPECIFICATIONS. BLDG BUILDING LSL LONG SLOTTED HOLE FINISH FLOOR STL BLKG BLOCKING LVL LAMINATED VENEER LUMBER H.) WALL FRAMING RECEIVING NAILING AT 3" ON CENTER OR LESS SHALL BE 3X NOMINAL U.N.O. BM BEAM MAX MAXIMUM FLOOR PER PLANS AND DETAILS. BOTT (B) BOTTOM MB MACHINE BOLTS SYMMETRICAL FOHC BTF BEAT TO FIT MECH MECHANICAL 6-6 CONNECTIONS: TO(P) BTWN BETWEEN MFR MANUFACTURER TOP -OF -CONCRETE FTG CB CARRIAGE BOLTS MIN MINIMUM A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. CCJ CONTROL JOINT MISC. MISCELLANEOUS TOP -OF -WALL GLB CIP CAST -IN-PLACE CONCRETE MTL METAL B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE CJ CONSTRUCTION JOINT (N) NEW UNLESS NOTED OTHERWISE WASHERS WHERE BEARING AGAINST WOOD. CLR CLEAR NS NEAR SIDE HORIZONTAL WP CMU CONCRETE MASONRY UNITS NSA NELSON STUD ANCHOR C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED COL COLUMN NTS NOT TO SCALE JOIST BEFORE CLOSING IN OR AT COMPLETION OF JOB. CONC CONCRETE OC ON CENTER CONN CONNECTION OD OUTSIDE DIAMETER D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. CONSTR CONSTRUCTION OH OPPOSITE HAND 8. ROOF FRAMING 8-1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AND CBC 2303.4. B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF CALIFORNIA, SHALL BE REVIEWED BY THE ENGINEER OF RECORD PRIOR TO TRUSS FABRICATION. C) TRUSS DESIGN LOADS: TOP CHORD LIVE LOAD: 20 PSF REDUCIBLE TOP CHORD DEAD LOAD: 12 PSF BOTTOM CHORD DEAD LOAD 8 PSF TOTAL LOAD 40 PSF UPLIFT LOAD AS REQUIRED BY THE 2013 CBC D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES INVOLVED IN GOVERNING CONSTRUCTION. F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 8-2 CUT AND STACKED ROOF FRAMING: A.) CUT AND STACKED ROOF SYSTEMS SHALL BE BUILT TO THE CONVENTIONAL FRAMING REQUIREMENTS OF THE CALIFORNIA BUILDING CODE (CHAPTER 23). PURLINS, BRACES, INTERMEDIATE SUPPORTS, AND CONNECTIONS SHALL BE PROVIDED BY THE CONTRACTOR THAT ARE CAPABLE OF TRANSMITTING ALL GRAVITY AND WIND LOADS TO THE FOUNDATION. THE FOLLOWING ADDITIONAL LIMITATIONS SHALL APPLY: 1. RAFTER MAXIMUM SPANS A. 2X6 DF -L #2: 9'-0" B. 2X8 DF -L #2: 12'-0" C. 2X10 DF -L #2: 16'-6" 2. MINIMUM BRACE SIZE = 2X6 3. MAXIMUM BRACE SPACING = 4'-0" O.C. 4. PURLIN SIZE SHALL MATCH THE SUPPORTED RAFTER SIZE U.N.O. B.) IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE CONVENTIONALLY FRAMED ROOF SYSTEM WITH TIES AND SUPPORTS BRACING ALL ELEMENTS TO THE FOUNDATION. THE ENGINEER HAS MADE A CURSORY REVIEW OF THE FRAMING SIZES AND SUPPORT LOCATIONS, AND HAS PROVIDED GENERAL CONNECTION DETAILS TO COVER THE MAJORITY OF CONDITIONS, BUT HAS NOT PROVIDED ENGINEERING DETAIL REQUIREMENTS FOR ALL CONNECTIONS NECESSARY FOR THE ROOF TO PERFORM IN ACCORDANCE WITH THE LOADING CRITERIA. IF ANY SPECIFIC ELEMENT OF THE ROOF FRAMING SYSTEM IS NOT SHOWN AND DETAILED CONNECTION CRITERIA IS REQUIRED, PLEASE CONTACT THE ENGINEER FOR ADDITIONAL INFORMATION. CONT CONTINUOUS OPNG OPENING CONTR CONTRACTOR OVS OVERSIZE ROUND HOLE CP COMPLETE PENETRATION PDF POWDER DRIVEN FASTENER CTR CENTER PERP PERPENDICULAR CTSK COUNTERSINK PL PLATE DBL DOUBLE PLWD PLYWOOD DF DOUGLAS FIR PLCS PLACES DF -L DOUGLAS FIR - LARCH PP PARTIAL PENETRATION DIA DIAMETER PT PRESSURE TREATED DJ DOUBLE JOIST P/C PRECAST CONCRETE EA EACH P/T POST -TENSIONED EF EACH FACE REINF REINFORCEMENT EL ELEVATION (DATUM) REQ'D REQUIRED ELEV ELEVATION (VIEW) OR ELEVATOR SC SLIP CRITICAL EN EDGE NAILING SEOR STRUCTURAL ENGINEER OF EQ EQUAL RECORD ES EACH SIDE SHTG SHEATHING (E) EXISTING SIM SIMILAR EXP EXPANSION SOG SLAB -ON -GRADE EXT EXTERIOR STD STANDARD EW EACH WAY STIFF STIFFENER FF FINISH FLOOR STL STEEL FIN FINISH SQ SQUARE FJ FLOOR JOIST SS STAINLESS STEEL FLR FLOOR SWS SHEAR WALL SCHEDULE FNDN FOUNDATION SYM SYMMETRICAL FOHC FREE OF HEART CENTER T&B TOP & BOTTOM FOS FACE OF STUD TO(P) TOP OF (PLYWOOD) FS FAR SIDE TOC TOP -OF -CONCRETE FTG FOOTING TOF TOP -OF -FOOTING GA GAUGE TOS TOP -OF -STEEL GALV GALVANIZED TOW TOP -OF -WALL GLB GLUE -LAM BEAM TN TOE NAIL HDG HOT DIPPED GALVANIZED TYP TYPICAL HDR HEADER UNO UNLESS NOTED OTHERWISE HGR HANGER (SIMPSON) VERT VERTICAL HORIZ HORIZONTAL WP WORKPOINT ID INSIDE DIAMETER WWF WELDED WIRE FABRIC INT INTERIOR W/ WITH JST JOIST W/O WITHOUT JT JOINT oQ�OFESS/pN9 U Z - �No. 75688' * E 6/ 0/16 C/V0_ �P qTF OF CALIF 10/13/15 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS Noe 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com Uj Q o C zW G LU Z 0 � D Q c./) 0 LU ry D zQ � O z oC OZ U o J z Q V) REVISIONS: Q1 PC#1 10/13/15 DATE: 7/16/15 SCALE: NTS DRAWN BY: RKB JOB NUMBER: 15-221 SHEET: SIN MSTA24 STRAP AT SPLICES, U.N. 0 0 0 0 SIMPSON PCZ COLUMN 0 CAP PER PLAN o TYPICAL BEAM DETAIL NO SCALE ALL NON -SHEAR WALLS AND NON-BEARING WALLS TO HAVE HILTI X-CP72 SHOT PINS PER ICC ESR -2379 AT 24" O.C. EAM SPLICE AS OCCURS BEAM PER PLAN POST PER PLAN T SILL PLATE CONCRETE SLAB -ON -GRADE PER PLAN TYPICAL NON-BEARING WALL DETAIL NO SCALE 11 SDI 10 SDI WALL CONTINUES WHERE OCCURS PER PLAN (5) 16d +++ + + I +L PARTIAL PLAN AT TOP PLATE CORNER AND TEE PER DETAIL BELOW ­,CENTERED ON DISCONTINUITY i 11 1 1 11 6-- MAX • —1 SOLE PLATE NAIL —1- �i� © 'oil (D) SPACING PER SHEAR 14D BLOCK AT ALL SHEATHING SPLICES, AND AT 10'-0" MAX UNBRACED STUD LENGTH Q NAIL MULTIPLE TRIMMERS/KING STUDS TOGETHER WITH 16d AT 12" O.C. STAGGERED © WALL SCHEDULE, ® O SSTB24 10 SCREWS TYP 0.111-- OPENING OTHERWISE 16d AT 8" SOLE PLATE NAIL O.C., TYP PER SHEAR WALL SCHEDULE, TYP 1/2" MIN _ _ _ _ _ _ STUD DIRECTLY UNDER SPLICE, TYP. TYPICAL TOP PLATE DISCONTINUITY 1/2" MIN - - - �_ _- _ _� - - —♦ I- T � (5) 16d AT CORNER OR INTERSECTING WALL RIM BELOW PER PLAN 16d SINKERS AT 16" O.C. 4'-0" MIN. LAP LENGTH TYP 16d SINKERS AT 16" O.C. _ (12) MIN. BETWEEN SPLICES 16d SINKERS AT 16" O.C. (12) MIN. BETWEEN SPLICES (12) MIN. BETWEEN SPLICES ---STUD DIRECTLY ��"� DBL 2X UNDER SPLICE, TYP. i TOP PLATE INTERSECTING WALL OR CORNER WHERE OCCURS---]I TYPICAL TOP PLATE SPLICE TYPICAL TOP PLATE SPLICE DETAIL 9 NO SCALE �IDL1 2 1/2- MAX. DEPTH FOR 2X4 PLATE 3 1/2" MAX. DEPTH FOR 2X6 PLATE O 5 1/2- MAX A N A N PROVIDE SIMPSON RPS22 STRAP AT EACH PLATE, TOP PLATE (2) MIN PER NOTCH-­,,,.,ri PER 9/SD1 I I I I 1 1/2" WALL FRAMING I I MAX, TYP. PER PLAN, TYP —PIPE AS OCCURS NOTE: DO NOT BORE HOLES OR CUT NOTCHES IN STRUCTURAL WALL PLATES GREATER THAN 1/3 THE PLATE WIDTH WITHOUT WRITTEN CONSENT FROM THE ENGINEER OF RECORD. TYPICAL TOP PLATE NOTCH D ETA I L NO SCALE SHEAR PLY AND NAILING PER PLS HOLDOWN AND PER SCHEDULE CONTINUOUS WA WHERE OCCURS - PLY AND wrul-nvG PER PLAN TYPICAL CORNER HOLDOWN DETAIL NO SCALE 0 SDI 0 I I PLY AND NAILING \--FRAMING PER PER PLAN PLAN WHERE OCCURS TYPICAL RIM/BLOCK NAILING DETAIL NO SCALE TOP PLATE PER 9/SD1 BOTTOM PLATE PER PLAN - i 11 1 1 11 6-- MAX • —1 ® —1- �i� © 'oil (D) A35 CLIP AT EACH SIDE OF POSTS AND MULTIPLE KING STUDS. USE A34 AT 4X WALLS 14D BLOCK AT ALL SHEATHING SPLICES, AND AT 10'-0" MAX UNBRACED STUD LENGTH Q NAIL MULTIPLE TRIMMERS/KING STUDS TOGETHER WITH 16d AT 12" O.C. STAGGERED © B. T B, ® O SSTB24 10 SCREWS TYP 0.111-- OPENING D A STUD WALL ELEVATION KEY ® HEADER PER PLAN ® TRIMMER/S PER SCHEDULE © KING STUDS PER SCHEDULE (D) A35 CLIP AT EACH SIDE OF POSTS AND MULTIPLE KING STUDS. USE A34 AT 4X WALLS ® BLOCK AT ALL SHEATHING SPLICES, AND AT 10'-0" MAX UNBRACED STUD LENGTH Q NAIL MULTIPLE TRIMMERS/KING STUDS TOGETHER WITH 16d AT 12" O.C. STAGGERED © STUD PER PLAN DF#2 AT 16" O.C. U.N.O. ® I POST PER PLAN WHERE OCCURS 2X6 WALL OPENING SCHEDULE (110 MPH, EXPOSURE C) SIMPSON HOLDOWN MODEL NUMBER OPENING WIDTH TRIMMER/S KING STUD/S UP TO 4'-0" (1) 2X6 (1) 2X6 UP TO 8'-0" (2) 2X6 (2) 2X6 UP TO 16'-0" (2) 2X6 (3) 2X6 AT EXISTING FOUNDATIONS AND AT MISSED AB PROVIDE 1/2" DIAMETER 11TEN HD AT REQUIRED SPACING WITH 4" EMBED, 1 3/4" MINIMUM EDGE DISTANCE, 8" MINIMUM END DISTANCE, AND 8" MINIMUM SPACING. LOCATE AND AVOID ALL REINFORCING PRIOR TO )RILLING. INSTALL PER MANUFACTURER'S RECOMMENDATIONS Z" MAX 4'-0" MAX AT (3) STORY AND TALLER " MIN 6'-0" MAX AT 1 AND 2 STORY -PT DF -L (SEE SHEAR WALL SCHED) SILL " PLATE WASHER U 7 MIN 3" X 3" X .229", TYP-/ MASA/MASAP ANCHOR OPTION PER NOTE 4 1 /2" DIA AB WITH 2" HOOK, TYP FNDN PER PLAN GENERAL NOTES: 1.) SILL PLATE SHALL BE 2X PT DF -L UNLESS NOTED OTHERWISE IN SHEAR WALL SCHEDULE. 2.) PROVIDE (2) BOLTS MIN PER SILL PLATE. 3.) DIAGONALLY SLOTTED PLATE WASHERS WITH A MAXIMUM SLOT LENGTH OF 1 3/4" MAY BE USED WHEN A STANDARD CUT WASHER IS ADDED BETWEEN THE PLATE WASHER AND NUT. 4.) CONTACT SUMMIT STRUCTURAL DESIGN FOR MASA/MASAP ANCHOR OPTION IN LIEU OF ANCHOR BOLTS. 5.) AT SHEAR WALLS, PLATE WASHER MUST BE LOCATED 1/2" OR LESS FROM THE INSIDE FACE OF SHEATHING. TYPICAL FNDN ANCHOR BOLT DETAIL r 3 NO SCALE SD1 HOLDOWN SCHEDULE (*SEE ALL NOTES BELOW*) SIMPSON HOLDOWN MODEL NUMBER MINIMUM DISTANCE FROM HOLDOWN CENTER OF POST CONCRETE ANCHOR SIZE TO FACE OF POST CONCRETE ANCHOR TYPE HOLDOWN FASTENERS AT POST MINIMUM STEM WALL WIDTH SINGLE POUR CONDITION TWO POUR CONDITION HDU2 DBL 2X 1 5/16" 1 SSTB16 SST820 6 SCREWS 6" HDU4 I DBL 2X 1 5/16" 1 SST820 SSTB24 10 SCREWS 6" GENERAL NOTES: 1.) HOLDOWNS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. 2.) AT 3X MUDSILL USE SSTBL VERSION OF ANCHOR LISTED ABOVE. 3.) DOUBLE STUDS SHALL BE NAILED TOGETHER WITH 12d (DIA.=0.135") AT 6" O.C. STAGGERED. TYPICAL STUD WALL ELEVATION 15 TYPICAL HOLDOWN SCHEDULE 2 NO SCALE TOP PLATE PER 9/SD1 -1-,, PROVIDE PANELS AS MFR, 1/8- BLOCK AT AL 16" MAX SPACING - SDI NO SCALE1-233 SDI CORNER WHERE OCCURS (5) 16d NAILS AT LAPPED CORNERS, TYP L REQ'D BY I°I FIELD NAIL PER GAP BETWEEN I I I I) SHEAR WALL SCHED. I I I II I " MIN I I°I I I II SHE(I II II I EN PER AR I I I I I WALL SCHED. AS REQ'D I I°I I I I 11 11 EDGES, TYP ( I I I I I COMPRESSION II SHEAR PLY I POST OL OWN PER HOEDOWN - PER SHEAR SCHEDULE WALL SCHED.---, I STUD I°I II II II I I II II I I I I°I I°I I II II II II I I HOLDOWN PER II II I°I I,I I I SCHEDULE \j I.I I II II II II I II II I I°I II II bl I°I I II I°I II II II I II II I II II I I°I -----I SILL PLATE AND AB SIZE/SPACING PER SCHED. FOUNDATION PER PLAN---'- NOTE: LAN-�NOTE: STUD SPACING = 16" O.C., U.N.O. CORNER WHERE OCCURS TYPICAL SHEAR WALL ELEVATION NO SCALE 4 SDI SHEAR WALL LEGENDSTRUCTURAL SHEAR WALL TYPE "N" FOR A MINIMUM N L=X' -Y" LENGTH OF X' -Y" PER SCHEDULE BELOW. SHEAR WALL SCHEDULE - 3/8" THICK SHEATHING AND 16 O.C. STUD SPACING (*SEE ALL NOTES BELOW*) SHEAR MUDSILL THICKNESS SOLE PLATE PANEL EDGE PANEL FIELD "SIMPSON" ALLOW. WALL AND 1/2" DIAMETER NAIL SIZE NAIL SIZE NAIL SIZE A35 AND RBC LOAD TYPE ANCHOR BOLT SPACING AND SPACING AND SPACING AND SPACING CUP SPACING (PLF) Q2X MUDSILL 12d 0 7" O.C. 8d ® 6" O.C. 8d ® 12" O.C. A35 AT 2'-8M O.C. 260 6 AB ®3 -9 O.C. RBC AT l' -8m O.C. 4*2X MUDSILL 12d O 5" O.C. 8d ® 4" O.C. 8d ®12" O.C. A35 AT 1'-8" O.C. 350 AB 0 2'-g* O.C. RBC AT l' -2m O.C. GENERAL NOTES: 1.) WALL FRAMING: USE 2X OR WIDER DF -L STUDS (PER PLAN), SOLE PLATE, TOP PLATES, AND BLOCKING. USE PT DF -L MUDSILL PER SCHEDULE ABOVE. BLOCK ALL PANEL EDGES. 2.) SHEATHING: USE APA RATED (32/16 SPAN RATING) SHEATHING UNLESS NOTED OTHERWISE. EDGE NAIL PANELS AT ALL EDGES, TOP PLATES, SOLE PLATE, MUDSILL, POSTS, AND HOLDOWN COMPRESSION POSTS STUDS. 3.) NAIL SIZES: 8d: 2 1/2" X 0.131" DIAMETER COMMON, OR 2 1/2" X 0.113" DIAMETER HDG BOX, 12d: 3 1/8" X 0.135" DIAMETER SINKER, 20d: 4" X 0.192" DIAMETER COMMON. DO NOT OVERDRIVE NAILS. STAGGER SOLE FASTENING AND PRE -DRILL PILOT HOLES (MAX 75% NAIL DIA) TO AVOID SPUTTING WALL ELEMENTS. SEE DETAIL 6/SD1 FOR MORE INFO. 4.) ALLOWABLE LOADS MAY BE MULTIPUED BY 1.4 WHERE WIND LOADS GOVERN. TYPICAL SHEAR WALL SCHEDULE NO SCALE VDVESS/AN9 K. E `F�c� a �--A z rNo. 75688'11 * .6 0/16 CIV1� gTFOF CALF 10/13/15 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHEDSTRUCTURAL CALCULATIONS 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com C� J Uj Q J U cc.. Q W G ryo U= W � 0 W U 0 Z Q �O z Oz _2 0 � z Q Q U REVISIONS: z PC#1 10/13/15 DATE: 7/16/15 SCALE: NTS DRAWN BY: RKB JOB NUMBER: 15-221 SHEET: SD1 FOUNDATION PER PLAN---'- NOTE: LAN-�NOTE: STUD SPACING = 16" O.C., U.N.O. CORNER WHERE OCCURS TYPICAL SHEAR WALL ELEVATION NO SCALE 4 SDI SHEAR WALL LEGENDSTRUCTURAL SHEAR WALL TYPE "N" FOR A MINIMUM N L=X' -Y" LENGTH OF X' -Y" PER SCHEDULE BELOW. SHEAR WALL SCHEDULE - 3/8" THICK SHEATHING AND 16 O.C. STUD SPACING (*SEE ALL NOTES BELOW*) SHEAR MUDSILL THICKNESS SOLE PLATE PANEL EDGE PANEL FIELD "SIMPSON" ALLOW. WALL AND 1/2" DIAMETER NAIL SIZE NAIL SIZE NAIL SIZE A35 AND RBC LOAD TYPE ANCHOR BOLT SPACING AND SPACING AND SPACING AND SPACING CUP SPACING (PLF) Q2X MUDSILL 12d 0 7" O.C. 8d ® 6" O.C. 8d ® 12" O.C. A35 AT 2'-8M O.C. 260 6 AB ®3 -9 O.C. RBC AT l' -8m O.C. 4*2X MUDSILL 12d O 5" O.C. 8d ® 4" O.C. 8d ®12" O.C. A35 AT 1'-8" O.C. 350 AB 0 2'-g* O.C. RBC AT l' -2m O.C. GENERAL NOTES: 1.) WALL FRAMING: USE 2X OR WIDER DF -L STUDS (PER PLAN), SOLE PLATE, TOP PLATES, AND BLOCKING. USE PT DF -L MUDSILL PER SCHEDULE ABOVE. BLOCK ALL PANEL EDGES. 2.) SHEATHING: USE APA RATED (32/16 SPAN RATING) SHEATHING UNLESS NOTED OTHERWISE. EDGE NAIL PANELS AT ALL EDGES, TOP PLATES, SOLE PLATE, MUDSILL, POSTS, AND HOLDOWN COMPRESSION POSTS STUDS. 3.) NAIL SIZES: 8d: 2 1/2" X 0.131" DIAMETER COMMON, OR 2 1/2" X 0.113" DIAMETER HDG BOX, 12d: 3 1/8" X 0.135" DIAMETER SINKER, 20d: 4" X 0.192" DIAMETER COMMON. DO NOT OVERDRIVE NAILS. STAGGER SOLE FASTENING AND PRE -DRILL PILOT HOLES (MAX 75% NAIL DIA) TO AVOID SPUTTING WALL ELEMENTS. SEE DETAIL 6/SD1 FOR MORE INFO. 4.) ALLOWABLE LOADS MAY BE MULTIPUED BY 1.4 WHERE WIND LOADS GOVERN. TYPICAL SHEAR WALL SCHEDULE NO SCALE VDVESS/AN9 K. E `F�c� a �--A z rNo. 75688'11 * .6 0/16 CIV1� gTFOF CALF 10/13/15 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHEDSTRUCTURAL CALCULATIONS 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com C� J Uj Q J U cc.. Q W G ryo U= W � 0 W U 0 Z Q �O z Oz _2 0 � z Q Q U REVISIONS: z PC#1 10/13/15 DATE: 7/16/15 SCALE: NTS DRAWN BY: RKB JOB NUMBER: 15-221 SHEET: SD1 GENERAL NOTES: 1.) WALL FRAMING: USE 2X OR WIDER DF -L STUDS (PER PLAN), SOLE PLATE, TOP PLATES, AND BLOCKING. USE PT DF -L MUDSILL PER SCHEDULE ABOVE. BLOCK ALL PANEL EDGES. 2.) SHEATHING: USE APA RATED (32/16 SPAN RATING) SHEATHING UNLESS NOTED OTHERWISE. EDGE NAIL PANELS AT ALL EDGES, TOP PLATES, SOLE PLATE, MUDSILL, POSTS, AND HOLDOWN COMPRESSION POSTS STUDS. 3.) NAIL SIZES: 8d: 2 1/2" X 0.131" DIAMETER COMMON, OR 2 1/2" X 0.113" DIAMETER HDG BOX, 12d: 3 1/8" X 0.135" DIAMETER SINKER, 20d: 4" X 0.192" DIAMETER COMMON. DO NOT OVERDRIVE NAILS. STAGGER SOLE FASTENING AND PRE -DRILL PILOT HOLES (MAX 75% NAIL DIA) TO AVOID SPUTTING WALL ELEMENTS. SEE DETAIL 6/SD1 FOR MORE INFO. 4.) ALLOWABLE LOADS MAY BE MULTIPUED BY 1.4 WHERE WIND LOADS GOVERN. TYPICAL SHEAR WALL SCHEDULE NO SCALE VDVESS/AN9 K. E `F�c� a �--A z rNo. 75688'11 * .6 0/16 CIV1� gTFOF CALF 10/13/15 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHEDSTRUCTURAL CALCULATIONS 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com C� J Uj Q J U cc.. Q W G ryo U= W � 0 W U 0 Z Q �O z Oz _2 0 � z Q Q U REVISIONS: z PC#1 10/13/15 DATE: 7/16/15 SCALE: NTS DRAWN BY: RKB JOB NUMBER: 15-221 SHEET: SD1 WALL FRAMING PER PLAN (3) 16d EA STUD FLOOR PLY AND E.N. NAILING PER PLAN A35 CLIP PER SHEAR E.N. PLY AT BLOCKS WALL SCHEDULE, OTHERWISE 4'-0" O.C.--,OTT. CHORD OF DBL TOP PLATE TRUSS BY PER 9/SD1 OTHERS, TYP .N. \2X BLOCKING AT 2'-0" O.C. WALL FRAMING WITH (2) 12d EA. END PER PLAN \LSTA15 AT 4'-0" O.C. SHEAR PER PLAN TRUSS DETAIL7C-8 NO SCALE SD2 NOTE: PROVIDE 3" MINIMUM SIDE COVER FROM EACH EDGE OF COLUMN BASE TO EACH EDGE OF SLAB. COLUMN PER PLAN SLAB -ON -GRADE PER PLAN--\ ..QU .0 U 0..00 .o. #4 CONT. TOP AND BOTT. IIIIII 12" MIN. POST BASE PER PLAN, CENTERED ON FOOTING BELOW SLOPE FINISHED GRADE, OR CONCRETE BY OTHERS, AWAY FROM FOUNDATION III II' FOOTING SCHEDULE FOOTING TYPE DIMENSION A DIMENSION B, U.N.O. THICKNESS, U.N.O. F1.5 1'-6" 1'-6" N F2 2'-0" 2'-0" NOTE: WEATHER TREATMENT AND CORROSION PROTECTION BY OTHERS. TYPICAL POST FOUNDATION DETAIL NO SCALE I= 3" C 3" 3" FTG TYPE PER F THICKNESS LR A N WI TH #4 E.W. TYPICAL SPREAD FOOTING SCHEDULE NO SCALE PROVIDE 6" MIN WIDTH STEM BEYOND PER 4/SD2 WITH #4 TOP HOOKED AT EACH END AND #4 VERT 1/2" LIP AT GARAGE 12" OC, (3) MIN PER WALL SEGMENT DOOR OPENING WHERE REQUIRED 1/2- ISOLATION JOINT1 /2" ISOLATION PAVEMENT AND SLOPE ri JOINT BEYOND SUBGRADE BY OTHERS ONCRETE SLAB -ON -GRADE NATURAL � a �� ��,� �PER PLAN GRADE LINE 12" MIN 1 1/2" (2) LAYERS OF CLR BUILDING PAPER 3" CLR (2) #4 TOP AND BOTT, CONT THIS LINE 12' TYP TYP GARAGE DOOR OPENING FNDN DTL NO SCALE SHEAR PER PLAN WHERE OCCURS - FOOTING SCHEDULE FOOTING TYPE DIMENSION A DIMENSION B, U.N.O. THICKNESS, U.N.O. F1.5 1'-6" 1'-6" 12" F2 2'-0" 2'-0" 12" F2.5 2'-6" 2'-6" 12" F3 3'-0" 3'-0" 12" F3.5 3'-6" 3'-6" 12" F4 4'-0" 4'-0" 12" TYPICAL SPREAD FOOTING SCHEDULE NO SCALE PROVIDE 6" MIN WIDTH STEM BEYOND PER 4/SD2 WITH #4 TOP HOOKED AT EACH END AND #4 VERT 1/2" LIP AT GARAGE 12" OC, (3) MIN PER WALL SEGMENT DOOR OPENING WHERE REQUIRED 1/2- ISOLATION JOINT1 /2" ISOLATION PAVEMENT AND SLOPE ri JOINT BEYOND SUBGRADE BY OTHERS ONCRETE SLAB -ON -GRADE NATURAL � a �� ��,� �PER PLAN GRADE LINE 12" MIN 1 1/2" (2) LAYERS OF CLR BUILDING PAPER 3" CLR (2) #4 TOP AND BOTT, CONT THIS LINE 12' TYP TYP GARAGE DOOR OPENING FNDN DTL NO SCALE SHEAR PER PLAN WHERE OCCURS - EN 6" MIN SLOPE GRADE 8" MIN II II AWAY FROM FNDN #4 AT 24" OC VERT, #4 r� iri AT 18" OC HORIZ, WHERE STEM WALL HEIGHT > V-6" #4 CONT TOP AND BOTT :� /ALL FRAMING PER PLAN T DF SILL AND AB PER 3/01 1/2- ISOLATION JOINT CONCRETE SLAB -ON -GRADE PER PLAN mld 12" MIN 8" 3" CLR, TYP 12" SPREAD FOOTING PER PLAN WHERE OCCURS us w 5 SD2 TYP EXTERIOR GARAGE WALL FNDN DETAIL 4 NO SCALE SD2 FRAMING PER PLAN P.T. DF SILL AND A.B. PER 3/SD1 SLAB PER PLAN I I 2) #4 T&B TYPICAL INTERIOR FOUNDATION DETAIL NO SCALE 3 SD2 WALL FRAMING PER PLAN --SHEAR PER PLAN WHERE OCCURS CONCRETE 1/2" ISOLATION JOINT SLAB -ON -GRADE CONCRETE SLAB -ON -GRADE PER PLAN PER PLAN. SLOPE PER ARCH • .II ELEV. PER ARCHQ o o0 0 o _... SPREAD FOOTING PER PLAN WHERE OCCURS NOTE: SEE DETAIL 1/SD2 FOR ADDITIONAL INFORMATION. TYPICAL FOUNDATION DETAIL 2 NO SCALE �D2 V) AT E WALL FRAMING PER PLAN PT DF SILL AND AB PER 3/SD1 - SHEAR PER PLAN WHERE OCCURS CONCRETE SLAB -ON -GRADE EN PER PLAN ROUGHEN SURFACE 1/4- AMPLITUDE #4 SLAB TIESCLR MIN, 8" MIN AT 4'-0" OC O o TYP.SLOPE FINISHED _.._... #4 AT 24" OC VERT, #4 GRADE AWAY ° ---1 I FROM FOUNDA11ON AT 18 OC HORIZ, WHERE " STEM WALL HEIGHT > 1'-6" -6 MIN #4 CONT TOP AND BOTT 12" MIN 8" i 3" CLR, TYP ,-1 2" SPREAD FOOTING PER PLAN WHERE OCCURS TYPICAL SLAB FOUNDATION DETAIL NO SCALE 1 SD2 QUO ESS/04q K rl a � LLJ No. 75688' * .6 0/16 J> O 1 V 1 \' q�FOF CALF�� 10/13/15 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com Ln Uj Q J U cc W G ry U= W Z) 0 W zQ z Oz Y 0 Ln z Q Q U CL REVISIONS: Q1 PC#1 10/13/15 DATE: 7/16/15 SCALE: NTS DRAWN BY: RKB JOB NUMBER: 15-221 SHEET: SD2 ROOF PLY. AND NAILING PER PLAN 16d AT 7" O.C. (2) 16d EA. TRUSS TRUSS BY OTHERS E.N. \'A35 CLIP AT 2'-0" O.C. TOP PLATE PER 9/SD1 H2.5T EA. TRUSS WALL FRAMING PER PLAN, TYP NOTE: OVERFRAMING PER 2/SD3 NOT SHOWN FOR CLARITY. EAVE DETAIL NO SCALE ROOF PLY. AND NAILING PER PLAN TRUSS BY OTHERS HGR BY 12 SD3 2'-0" MAX 2'-0" E.N. FASCIA BY [ -_\ OTHERS --,(3) 16d TOENAILS ROOF PLY AND NAILING PER PLAN DBL RAFTER 2X6 FLAT OUTLOOKER AT 24" RAFTER PER PLAN O.C., NOTCH DBL RAFTER TO SEAT OUTLOOKER RAFTER CONDITION ROOF PLY AND NAILING PER PLAN-\, 2'-0" MAX k 2'-0" E.N. FASCIA BY OTHERS— 16d TOENAILS •N• 2X6 FLAT OUTLOOKER AT GIRDER DRAG TRUSS NOTE: 24" O.C., NOTCH GIRDER—/DRAG SHALL VERIFY NOTCH TOP CHORD AND BY OTHERS DEPTH AND LOCATION WITH TRUSS PLY TO SEATr�Dq� MFR. PRIOR TO CUTTING. OUTLOOKERPL ABLE END DRAGTRUSS BY OTHERS TO BRACES LONGER THAN 6'-0" WITH 2X BLOCKING WITH (4) 16d TO GIRDER/DRAG TRUSS NOTES: 1. BRACE FRAMING AS REQUIRED DURING CONSTRUCTION. 2. OVERFRAMING PER 2/SD3 NOT SHOWN FOR CLARITY. GIRDER TRUSS DETAIL 11 NO SCALE SD3 ROOF PLY AND NAILING PER PLAN 2'-0" MAX 2'-0" .N. FASCIA BY OTHERS - , 3) 16d TOENAILS E.N. 2X6 FLAT TRUSS BY OTHERS, TYP 3 8d TOENAILS OUTLOOKER AT O NOTE: 24" O.C., NOTCH PLY AND CONTRACTOR SHALL VERIFY NOTCH TO SEAT TOP CHORD D AND KER DEPTH AND LOCATION WITH TRUSS MFR. PRIOR TO CUTTING. 2X BLOCKING AT 2'-0" O.C. WITH (3) 12d T.N. EA. END SHEAR ENTIRE WALL CONT 2X PLATE WITH 16d AT PER SWS TYPE "6" 7" O.C. AND AT EACH BLOCK WALL FRAMING PER PLAN SOLE NAILING FLOOR PLY AND PER 6/SD1 NAILING PER PLAN E.N. PROVIDE GAP BETWEEN PANELS �(3) 8d TOENAILS AS REQ'D. BY MFR., 1/8- MIN. T E.N. 2X BLOCKING AT 2'-0" O.C. WITH (3) 12d T.N. EA. END DBL TOP PLATE \A35 CLIP PER SHEAR WALL PER 9/SD1 SCHEDULE, OTHERWISE 4'-0" O.C., TYP. SHEAR PER PLAN - WALL FRAMING PER PLAN TYPICAL GABLE END TRUSS DETAIL l 10 SD3 NO SCALE SHEAR PER ARCH 16d AT 12" O.C. A35 CLIP PER SHEAR WALL 2X6 BRACE AT 4'-0" O.C. WITH SCHEDULE, OTHERWISE 4'-0" O.C., TYP. EACH NAILS E EACH END PROVIDE GAP BETWEEN PANELS er ASREQ'D. BY MFR., 1/8" MIN. E.N., TYP 2X BLOCKING AT 4'-0" O.C., DBL TOP PLATE T& B, (3) 12d T.N. EA. END PER 9/SD1 (3) 16d T.N. EA BLOCK WALL FRAMING PER PLAN SHEAR PER PLAN _ TYPICAL GABLE END DETAILS NO SCALE C� AT 3" WIDE STRAP AND SINGLE -PLY ROOF PLY AND DRAG TRUSS, OR AT OFFSET DRAG ROOF PLY AND NAILING PER PLAN TRUSS ADD 2X4 DF#2 X 10' LENGTH, NAILING PER RBC CLIP PER SHEAR DRAG TRUSS OR 2X4 DF#2 ROOF PLY AND PER PLAN PERP. TRUSS WALL SCHEDULE," ROOF TRUSSES BLOCKS FOR 10' NAILING PER PLAN OTHERWISE 4'-0" O.C., TYP. BY OTHERS, TYP OTHERWISE 4 -0 O.C., TYP. BY OTHERS LENGTH TO BOTTOM E.N. E.N. E.N. CHORD OF DRAG EAVE CONN. PER ROOF TRUSSES BY OTHERS SOLID BLOCKING TRUSS WITH (2) 16d PLAN E N 1 /SD3, TYP SOLID BLOCKING H2.5T EA. TRUSS AT 12" O.C., (4) •�. AND (2) AT MIN PER BLOCK , MULTI -PLY TRUSSES RBC CLIP AT 4'-0" O.C. (6) 12d RAFTER TO TRUSS E.N. RAFTER PER PLAN E.N. FASCIA BY OTHERS TOP PLATE PER 9/SD1 STRAP PER H2.5T AT EA. TRUSS PLAN FASCIA BY OTHERS SHEAR PER PLAN TOP PLATE PER H2.5T EA. RAFTER TOP PLATE PER 9/SD1 9/SD1 OR BEAM SHEAR PER PLAN "ALL ZL3 3 BEAM PER PLAN PER PLAN WHERE FRAMING `PER' PLAN OCCURS ,1/2 STRAP LENGTH WALL FRAMING POST PER PLAN PER PLAN, TYP WHERE OCCURS WALL FRAMING PER PLAN, TYP DETAIL TYPICAL DRAG TRUSS DETAIL 6 NO SCALE SD3 ROOF PLY. AND NAILING PER PLAN E.N 2X BLOCK RAFTER PER PLAN RBC CLIP AT 2'-0" O.0 E.N.-'H2.5T EA. RAFTER ROOF PLY. AND NAILING PER 16d AT 7" O.C. PLAN, TYP TOP PLATE (2) 16d EA. PER 9/SD1 TRUSS E.N. SHEAR PER SWS TYPE "6", TRUSS BY OTHERS TYP ENTIRE UPPER WALL 2X BLOCK PROVIDE GAP BETWEEN PANELS AS REQ'D. BY MFR., 1/8" MIN. \A35 CLIP AT 2'-0" O.C. E.N., TYP H2.5T EA. TRUSS TOP PLATE PER 9/SD1 SHEAR PER PLAN WALL FRAMING PER PLAN, TYP NOTES: 1.) OVERFRAMING PER 2/SD3 NOT SHOWN FOR CLARITY. 2.) WATERPROOFING, FLASHING, AND VENTING BY OTHERS. TYPICAL ROOF DETAIL 5 BOTTOM CHORD OFSIMPSON STC CLIP TRUSS BY OTHERS AT EACH TRUSS /2" GAP NON-BEARING WALL PERPENDICULAR TO TRUSS SIMPSON DTC CLIP AT EACH TRUSS -7 1/2n GAPS \TRUSS BY OTHERS, TYP NON-BEARING WALL 2X4 BLOCK AT 4'-0" O.C. WITH (2) 16d EACH END WALL PARALLEL TO TRUSS TYPICAL NON-BEARING WALL DETAIL 2X SLEEPER WITH (3) 16d NAILS AT EA RAFTER OR TRUSS -2X4 VERT. AT 24" O.C. WITH (4) 16d TOP AND (2) 16d TOENAILS BOTT., TYP TYPICAL OVERFRAMING DETAIL NO SCALE SD3 NO SCALE NOTE: WATERPROOFING, FLASHING, VENTING, AND DRAINAGE BY OTHERS. SD3 2X4 WITH 16d NAILS AT 12" f O.C., TYP RAFTER OR TRUSS PER PLAN, TYP A 2 SD3 Q�(3FESS/ONq LLJ rNo. 75688' * .6 0/16 J� CIV1\- gTFOF CAO 10/13/15 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 383 Rio Lindo Ave. . Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com V) UJI Q J U c1 W G U= W � 0 W U 0 zQ � O z Oz 0 Z Q Q U r REVISIONS: a1 PC#1 10/13/15 DATE: 7/16/15 SCALE: NTS DRAWN BY: RKB - JOB NUMBER: 15-221 SHEET: SD3 ROOF PLY AND ROOF PLY AND NAILING PER PLAN NAILING PER RBC CLIP PER SHEAR ROOF PLY AND RBC CLIP PER SHEAR WALL SCHED., PLAN, TYP WALL SCHEDULE," ROOF TRUSSES NAILING PER PLAN OTHERWISE 4'-0" O.C., TYP. OTHERWISE 4 -0 O.C., TYP. BY OTHERS E.N. E.N. E.N. ROOF TRUSSES BY OTHERS SOLID BLOCKING RAFTER PER PLAN E N SOLID BLOCKING SOLID BLOCKING H2.5T EA. TRUSS •�. AND (2) AT MULTI -PLY TRUSSES RBC CLIP AT 4'-0" O.C. (6) 12d RAFTER TO TRUSS E.N. RAFTER PER PLAN E.N. FASCIA BY OTHERS TOP PLATE PER 9/SD1 H2.5T AT EA. TRUSS FASCIA BY OTHERS SHEAR PER PLAN H2.5T EA. RAFTER TOP PLATE PER 9/SD1 SHEAR PER PLAN "ALL ZL3 3 BEAM PER PLAN FRAMING `PER' PLAN WALL FRAMING PER PLAN EAVE DETAIL 7 EAVE DETAIL 4 TYPICAL EAVE DETAIL 1 NO SCALE SD3 NO SCALE SD3 NO SCALE SD3 Q�(3FESS/ONq LLJ rNo. 75688' * .6 0/16 J� CIV1\- gTFOF CAO 10/13/15 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 383 Rio Lindo Ave. . Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com V) UJI Q J U c1 W G U= W � 0 W U 0 zQ � O z Oz 0 Z Q Q U r REVISIONS: a1 PC#1 10/13/15 DATE: 7/16/15 SCALE: NTS DRAWN BY: RKB - JOB NUMBER: 15-221 SHEET: SD3 1