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HomeMy WebLinkAboutB16-2363 018-020-014NOS FO40C-d a0-1 CAtAFVP-N(A t� l3 Get �v� (`t t r4•- Pit It:<G t-r� �+��cr� � � a i�.�` (, c �iCj r '�. of 3 2-012, CAL % rVP t A CG c�, •� � 2-oa, c-riLI f= OP- Yi A FNr-p r r coao� Cc EC.}, • �w1^rt tar N C -t � � �`rU �,�" `— 1}tALI.- �t?Wt-p�-'t t,�✓ 1�-N GRL. SI</!�q'�`�. 311-:�.-- `i (? �-- - t'� R-- � o fit � �a✓a of c-.- �'c vnft �, r N � �' � �'Tv R.�' POLL -OU -7 '201Z CA4_%, mop*! t A iZ-5"5 c fl C -:&( i'► A -Lr CO&C-7 �c (_c) " CO MPV ' WITH SEN ATS $!Lt- YO7-Mn Q COSFC- l i D I. I PRD vcSro nNs T BUTTE COUNTY JAN 19 2017 DEVELOPMENT SERVICES 1 Q1 Kul.-t,.�y- �-rt► �Y _ � scopes o WORK � �: � 3 '�c;c� c�r-r� �c+rc H-��c:( s�� at r o•� �, F� tir,,r� - L• - Qfr IA v r N C- P-00 VN w t -r.,M-r f--PIi : o!$- oZQ --014 14 i1� rT7 o til. moo To i4 dA COU R Zow E LP -h( D v 5 COt`, : V GA Rs9Zb 5PAc OUT rL► , �P � CNtC_c7 � FLA r•rs � =_ Pf4t-P-r7 (7 .. E XtsT1 t4 U R .Sr .v rt-- N (_.F It 39q `T -b>.> 7 -P -v H tip_ti,t N z(: j GO t4 D, mz LTi to ( 00 I�i•P�"�" S -Cl D f�' ji 1" C.T; G plc C:a, e+'4 . �'�,��, f 5 L- A.I3 LA -N 0c? 1 ` DoT 512.G- c5,3'yo N'11,J v5, E x t :T'7n/6 1/ 9 NOS FO40C-d a0-1 CAtAFVP-N(A t� l3 Get �v� (`t t r4•- Pit It:<G t-r� �+��cr� � � a i�.�` (, c �iCj r '�. of 3 2-012, CAL % rVP t A CG c�, •� � 2-oa, c-riLI f= OP- Yi A FNr-p r r coao� Cc EC.}, • �w1^rt tar N C -t � � �`rU �,�" `— 1}tALI.- �t?Wt-p�-'t t,�✓ 1�-N GRL. SI</!�q'�`�. 311-:�.-- `i (? �-- - t'� R-- � o fit � �a✓a of c-.- �'c vnft �, r N � �' � �'Tv R.�' POLL -OU -7 '201Z CA4_%, mop*! t A iZ-5"5 c fl C -:&( i'► A -Lr CO&C-7 �c (_c) " CO MPV ' WITH SEN ATS $!Lt- YO7-Mn Q COSFC- l i D I. I PRD vcSro nNs T BUTTE COUNTY JAN 19 2017 DEVELOPMENT SERVICES 1 Q1 C * EXP. �F CA TgTFO THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS SKwEC�, t4 N612 w/ FOUNDATION PLAN STRUCTURAL NOTES: .. 0 of r -! G4l�tGL�.4l.f b ALAN 6,E f 3 X.14 'Ctt't CK y -6 � `!, � �' 26' q // �- 3n Z. X I $`r AUC 1. SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL SHEETS SDI-SD3 FOR ADDITIONAL INFORMATION. _ Gf,6 2.) PROVIDE ANCHOR BOLT SIZE AND SPACING PER i ♦ �J '_��.'r"" _ _. �. \ — -� SHEAR WALL SCHEDULE AND TYPICAL DETAILS.1 }�UC� _-r N�� 6.t Lf 3.) RECOMMENDED MINIMUM SLAB SECTION: 1C Z�a [� \ / / F� ^ t I T`iP ` \ \ 0� 23Jy rf P %3� TIS► Ck % \_ Q �L K 'T E �'✓AC K f� SDZ A- 4" CONCRETE SLAB WITH #3 AT 15" O.C. 1p CN)TO i'Lt c s G. / /'r f P LE� ATG SECURELY LOCATED AT MID-DEPTH OF SLAB. 5 D Z / o' fir[;' /, PEA f t)/ S Q. \ Q B WATERPROOF MEMBRANE IN COMPLIANCE WITH /2 — O y \ ASTM E 1643 (DELETE AT EXTERIOR tli t' SLABS)-SEE SOILS REPORT IF APPLICABLE. h. I�>cj / SD -r ci C- 4 FREE DRAINING MATERIAL-SEE SOILS REPORT yx/O aF_z o D IF APPLICABLE. r , I^�-3" D- PROPERLY PREPARED SUBGRADE-SEE SOILS +1� -- J� -}---- _ �l(Li�tR- z`y? 8 .fl �� 3 �� r -� 1-- �— 1-- —! In r- -1 r REPORT IF APPLICABLE. 12��.t-�,1L j�P. DJ �r Lr I i I �.��� E- CONTRACTOR TO PROVIDE CONTROL JOINTS AT X I 10'-0" O.C. EA. WAY MAX. IZ'I T14-1 Gad .I V 20 SGt X I Z S 5c,2 X >rJ ►1' M O T`(Prt L, 1Ck FTC% NOTE: CURING OF SLABS SHALL FOLLOW GUIDELINES PROVIDED BY THE AMERICAN CONCRETE INSTITUTE AND THE CALIFORNIA BUILDING CODE TO MINIMIZE SHRINKAGE CRACKING. N C) _ 3' 9'/L 13 ! 1 LYL ! 4.) TYPICAL MINIMUM BEARING WALL FRAMING U.N.O.:HUGc� ( A qzO Sg C Q f�cZ 3 S D z EXTERIOR WALLS: .gip 2X6 DF#2 AT 16" O.C. UP TO 12'-0" HEIGHT, OTHERWISE 2X6 DF#2 AT 12" O.C. WITH l RBC CLIP AT TOP AND BOTT. PLATES. _ J 14��Sc�, �• F2_ 00 F2.5 -A (Z'`T tUC 2�5 ( N 5.) SEE DETAIL 5/SDI FOR TYPICAL STUD WALL I ^ f go-t ev- �{ rf P kA ELEVATION AND TYPICAL WALL OPENING SCHEDULE. df �— — — —� �. 6 l- 0,, 61 Off �5 9'� 8 dry M or, 8 i G �. 6.) TYPICAL FLOOR JOIST AT GROUND LEVEL SHALL BE 9 1/2" BCI 5000 1.7 AT 16" O.C. WITH 1 1/4" LSL RIM, UNLESS NOTED OTHERWISE. INSTALL ALL S3 3 i, J COMPONENTS IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. v Zx 6 tviLt.S TYt? 7.) PROVIDE DOUBLE JOIST UNDER ALL HEAVY FURNITURE, FOVNpATti 0 t1 il� Ti�1ls�Y8=o" 'i"�( P, z x6 APPLIANCES, EQUIPMENT, FIREPLACES, ETCETERA. /N) //p 7•�•z- 1 /'��a� ;16'�prG. 'j"Yf? LVL RSM Tj'S T`(P •� 8.) FLOOR FRAMING HAS BEEN DESIGNED FOR A MAXIMUM ,f L G-7 GON C. Sli4 t3 DEAD LOAD OF 10 PSF (INCLUDING FRAMING). CONTACT „ 410 O SUMMIT STRUCTURAL DESIGN, PRIOR TO CONSTRUCTION, NwlpE ' , ` �/ � �I- '% l()7 G!,¢D��2 /8 ►1't lAC CLE✓,4R.ght Wcr;zP N . `� 4t, IF FLOOR BUILD-UP WILL EXCEED 10 PSF. ;7L A-SN! N Ca p pD ST$ 77P ,S O t L rO _ 0 I S T'S - SCRi ED V 9.) TYPICAL FLOOR SHEATHING (LJNO): 3/4" THICK, APA '/2�R� �� R �`'2 C�sT �SothTEl� GIRA EfLS RATED SHEATHING OR RATED STURD-I-FLOG SPAN P► NNr KG / FO�"1 t N(aS ?Y P. �I, - O 0 M O F LIEN C 2 Ac, Z 8' Nl�►d, ` FooTIN6, t2" r, R� PAR ' RATING 48/24 (24 FOR STURD-I-FLOOR), EXPOSURE � • • _ - Z 1 STRUCTURAL PANELS, APPLIED WITH LONG p ° , T`t B TY? ry . ; •- j'Yl t N E W t J . ^-'� V DIMENSION ACROSS SUPPORTS AND ADJACENT PANELS _ ' p ET f 3 (L SC LE �.. ,NOTE ro STAGGERED WITH 4 ENDS OFFSET 4'. GLUE PANELS �2 �p I L. . TO ALL FRAMING, EDGE NAIL WITH 10d COMMON RING FOO l NG (�Rw N p Li~ v L M ' � � D sTA�>z SHANK NAILS OR EQUIV. (0.148" DIA X 3") AT 6" O.C. , f 1 S F I'P I« -c? )C Z AT ALL PANEL EDGES, BOUNDARIES, BLOCKING AND ��" 18 SQ, - l2 _ WHERE INDICATED ON PLAN. FIELD NAIL AT 10" O.C. c conlr-�nrvnvs FvIUTiI�/G � srnsxry TYP, .r5014�. b F007-1N6 CON r/ P�1ztMCI r -I? F'Ucp7`/N4 PROVIDE 1/8" GAPS AT ALL PANEL EDGES U.N.O. BY � � PANEL MANUFACTURER. 10.) PLUMBING, SPRINKLER, AND MECHANICAL SUBCONTRACTORS SHALL COORDINATE ALL FLOOR AND WALL PENETRATIONS WITH FRAMING SUBCONTRACTOR. PERMIT#n� .Z�h 3 BUTTE COUNTY DEVELOPMENT SERVICES 11.) SEE TYPICAL SHEAR WALL SCHEDULE FOR LOCATIONS WHERE 3X PT SILL PLATES ARE REQUIRED. REVIEWED FOR CODE COMPLIANCE 12.) DO NOT REMOVE OR MODIFY SUPPORT MEMBERS OR DAT /--7/- BY__--- ' HARDWARE FOR EXISTING FRAMING WITHOUT THE EXPRESS WRITTEN CONSENT OF THE ENGINEER OF RECORD. 13.) ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT TO THE ENGINEER OF RECORD. 14.) ALL EXPOSED FRAMING SHALL BE PRESSURE TREATED WITH TREATMENT PROCESS AND APPLICATION APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S WRITTEN GUIDELINES. 15.) PROVIDE METAL HANGERS PER 8/SDI AS REQUIRED, _ UNLESS NOTED OTHERWISE. 16.) ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN COMPLIANCE WITH 2013 CBC FASTENING SCHEDULE, TABLE 2304.9.1, UNLESS NOTED OTHERWISE. CA0 FI001Z Xt4SULA-r11 oc I Notes: Notes: Provide blocking within walls as per 2013 CRC R602.10.8.2 Calculations: At soffits: Attic Venting Using venting at both top and bottom, minimum vent area=1/300 of vented space At soffits, provide 2" min. wide continuous fire blocking [Brandguard Vent CS2031-170] or equivalent at Vented space=16"x18'=16"x216"=3,456 sq. in. both top and bottom of eves. Within each insulated bay (see calc's). Area of each vent for each bay top and bottom =1/300 x 3,456 sq. in. = 11.52 sq. in. Min. width for continuous soffit venting = 11.52 sq. in. / 14.5 in. wide bay = 0.8 in. At blocking (between rafter bays and above walls), provide (2)1.5" min. dia. holes at blocking, or 12.5 Prescribe 2" wide cont. vent (2 x 14.8 = 29.6 in.) as this is the narrowest width available. sq. in. equivalent, both top and bottom (see calc's). At blocking (above walls and between rafters): Alternatively, no venting would be required if rigid spray -foam insulation, with an equivalent R -value, { Min. area of venting required =11.52 in. (T&B), (see above calculations) is used as a substitute for fiberglass insulation. Using two holes at each blocking (T&B),11.52 sq. in. / 2 holes = 5.76 sq. in. per hole - A = irR2 , therefore r=-%%(ir/A) and the diameter (d) = 211 R=✓(3.14/5.76 in.) = 0.738 in., and D = 2(0.738 in.) =1.48 in. Prescribe two holes per block with 1.50" diameters, with holes placed near top of blocking and 1 above fiberglass insulation PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE - — - � r7 R-( sN scat rr ott �� �1/�aT rz- CZ S d�, T v v VA�oR--P�=R �a i3L.F i3R R i E� P - 1'r p- • . cj? _c F :4 v -z ' 3 CA0 FI001Z Xt4SULA-r11 oc I Notes: Notes: Provide blocking within walls as per 2013 CRC R602.10.8.2 Calculations: At soffits: Attic Venting Using venting at both top and bottom, minimum vent area=1/300 of vented space At soffits, provide 2" min. wide continuous fire blocking [Brandguard Vent CS2031-170] or equivalent at Vented space=16"x18'=16"x216"=3,456 sq. in. both top and bottom of eves. Within each insulated bay (see calc's). Area of each vent for each bay top and bottom =1/300 x 3,456 sq. in. = 11.52 sq. in. Min. width for continuous soffit venting = 11.52 sq. in. / 14.5 in. wide bay = 0.8 in. At blocking (between rafter bays and above walls), provide (2)1.5" min. dia. holes at blocking, or 12.5 Prescribe 2" wide cont. vent (2 x 14.8 = 29.6 in.) as this is the narrowest width available. sq. in. equivalent, both top and bottom (see calc's). At blocking (above walls and between rafters): Alternatively, no venting would be required if rigid spray -foam insulation, with an equivalent R -value, { Min. area of venting required =11.52 in. (T&B), (see above calculations) is used as a substitute for fiberglass insulation. Using two holes at each blocking (T&B),11.52 sq. in. / 2 holes = 5.76 sq. in. per hole - A = irR2 , therefore r=-%%(ir/A) and the diameter (d) = 211 R=✓(3.14/5.76 in.) = 0.738 in., and D = 2(0.738 in.) =1.48 in. Prescribe two holes per block with 1.50" diameters, with holes placed near top of blocking and 1 above fiberglass insulation PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE - — Ll ! & N oRTt� �., :;AST-( ti � W�4tLLSt`4x�.A'f`k4t ptt �•� � t�t� 9•�`t��i FLOOR PLAN STRUCTURAL NOTES: \ T1 N C-+ S rfl V 1 C ty PLr4C ,t/jtiI7Pr� C��caJ%RS ,/ r -( LL oaRIn/ICY �Xt 1. I S ) SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL 3 x y Cow. Sn'IoKf= 1 GT-Ec-'r0P- S SHEETS SDI-SD3 FOR ADDITIONAL INFORMATION. L�N.Drwc� t�'� FRtwY� cE�u at-, I � �C � i.-! hI � 2.) TYPICAL MINIMUM BEARING WALL FRAMING U.N.O.: bOO R BELL SW it t' DC3t_ TRt "M Epp- I I ZOOF Lt N / , EXTERIOR WALLS. DIPe' �' 4� l N E ( _ N a 5 , ..,..._ .�. _ r 2X6 DF#2 AT 16" 0. C. UP TO 12'-0" HEIGHT, . - �► `-" ss OTHERWISE 2X6 DF#2 AT 12" O.C. WITH + l Lg ��� / `. 13 N l3cJK SttFLe-vt-S _ I 9 i3C SS 6X6 t�I D!� �zt3L 1/ \ -RBC CLIP AT TOP AND BOTT, PLATES. 6X6 POs i w c$s �ZyF V � p ` ` 6 �: ''- r ~Qoo� �� I BAY2 �mN�, f i q3 3.) SEE DETAIL 5/SD FOR TYPICAL STUD WALL ;� I3/ I 4 \�y- L_= 1y S r BELL CRAME I p00P- $E2utCE �� IES ELEVATION AND TYPICAL WALL OPENING SCHEDULE. �'3' AI3�/t pQp,R ' PANE►- �� �U . �I 4.) DO NOT REMOVE OR MODIFY SUPPORT MEMBERS / �' ` / / l� .. OR HARDWARE FOR EXISTING FRAMING WITHOUT �� � \ i l ' � O _ THE EXPRESS WRITTEN CONSENT OF THE ENGINEER I / l j OF RECORD. W P r \ I I 0 5.) ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND � ` oe FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHTP 5bt � �Q-'Lt=d J 2 TO THE ENGINEER OF RECORD. r y Z3 _ o 6.) ALL EXPOSED FRAMING SHALL BE PRESSURE TREATED WITH TREATMENT PROCESS AND p v \ Ell 1 ,,�� C (per 0 p• Q APPLICATION APPROPRIATE FOR EXPOSURE y Q`' ACCORDING TO MFR'S WRITTEN GUIDELINES. e� / 3 Q 1 4�p vl J 7.) ALL STRUCTURAL MEMBERS SHALL BE FASTENED 1N `Ssj� �2 I'tZ.N� �,-- - � COMPLIANCE WITH 2013 CBC FASTENING SCHEDULE, N. 2 '� 1 l f`( C� IE -4 TABLE 2304.9.1, UNLESS NOTED OTHERWISE. I 6� o st>( 8.) NOTE: EXISTING TRUSSES NOT CHECKED FOR NEW HVAC UNIT / "RF -F. 1 SZx q�uz�{F_V4� c -,t t �� CDS ow crnr� V it 0'�y PECK L t f t �.r G N) 20a rA 117 C0V2_ATJ Vf7 I Notes: X q Ia t_C3 Provide required smoke alarm for existing dwelling unit as per 2013 5.D� T -VP. SDI p �zLi r- v� \ )Q CRC Section R314.3.1. �� 3/ 2 Lo" �/ 3 rr J ' Provide Arc -Fault Circuit -interrupter Protection to all 120 -volt, single ---- U phase, 15 and 20 -amp branch circuits, throughout addition, as,_per. S3 n Q2013 CEC Article 210.12 (A). / 0� O U�1 i 7777 EXISTI NU W hL.L V P �4ie� , „ All 125 -volt, single phase, 15 and 20 -amp receptacles shall be listed i�1' NEVi 6 SQA WALL' M tamper-resistant receptacles. (Throughout addition or remodeled area) ' l 4 = _ t= '4'E 'p009-LUIN*/ v M 2013 CEC Art. 406.12. t4 0 JZ7"r� ii�iiiii�i ii? FI LI I N b009 -WAN All exterior outdoor lights shall be High Efficacy luminaries or Low I SU PPL-( R I(Z- bVc-T Efficacy (incandescent) FL0otz PLA,N luminaries controlled by a manual-on/off switch with a photocell and �C/� L V y "= / � On motion sensor as per MF -1R. Exterior fan / light ,fixtures must be suitable for "damp locations" per 2013 CEC Art. 410.10 (A) & (D).- W�^ �yY( Provide two or more 20 -ampere small appliance branch circuits evenly �UQ�fl (,Ut��CX�J 5C!-FEbr/L.� proportioned in the kitchen, pantry, breakfast room, dining room or similar area to severe all wall and floor receptacle outlets. Such circuits shall have no other outlets per 2013 CEC Art. 210.52 (B). Fixtures, lamp holders and receptacles outlets shall be securely supported. A fixture that weighs more than 6 pounds or exceeds 16 inches in any dimension shall not be supported by the screw shell of a lamp holder per 2013 CEC Art. 410.30 (a). Outlet boxes shall not be used as the sole support for ceiling (paddle) fans per 2013 CEC Art. 314.27 (A) & (D). (Le. Ceiling Fans) Electrical panel and sub -panel grounding shall comply with 2013 CEC Article 250-32. I Provide separate grounding wires to each panel from main electrical I.D. Width* Hieght* Left edge Right edge Type Tempered Glass Description Manufacturer Orientation D-1 36 80.00 - RH swing X Full Light, Fiberglass, Interior swing Plastpro N D-2 30 80.00 - RH swing X Full Light, Fiberglass, Interior swing I Plastpro NW . D-3 36 77.00 - LH swing X Full Light, Fiberglass, Interior swing Plastpro E W-1 36 73.00 64.50 P Low -E, U=0.3, Trapizoid Cascade-Winpro N W-2 36 77.00 SH X Low -E, U=0.3 - Cascade-Winpro N W-3 36 63.75 52.00 P Low -E, U=0.3, Trapizoid Cascade-Winpro N W-4 30 49.75 39.00 P Low -E, U=0.3, Trapizoid Cascade-Winpro NW W-5 30 18.00 - P Low -E, U=0.3 Cascade-Winpro SE W-6 30 36.00 - AWN Low -E, U=0.3 Cascade-Winpro SE W-7 30 18.00 - P Low -E, U=0.3 Cascade-Winpro SE W-8 30 77.00 - SH X Low -E, U=0.3 Cascade-Winpro E W-9 36 52.00 .63.75 P Low -E, U=0.3, Trapizoid Cascade-Winpro E W-10 36 64.50 73.00 P Low -E, U=0.3, Trapizoid Cascade-Winpro E * EXP. b See.S;4eFlo V1 P•�� foV' t l (uSfrd, (��b I , af`So�orOheH�tT�cr' �4fCA1.1F I �) THESE PLANS HAVE BEEN REV'EWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS i service entrance panel. * = Numbers shown for windows are for rough openings P Picture Window Provide safety glazing at hazardous locations such as doors & windows SH = Single Hung adjacent to and within 24" of either edge of a door in the closed RH = Right Hand swing position per 2013 CRC Sections R308.4.1 & R308.4.2. (I.e. D1, D2, W-2 LH = Left Hand swing & W-8). _ AWN = Awning /?//9 3� ? PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE _ DATE -J/ l� BY n I �Cm'lh * EXP. t —r Como, ' I�ba�t� THESE PLANS HAVE BEEN REVIFR COPLIANC ONLY WIDTHO THE APTTACHEDE Q7) STRUCTURAL CALCULATIONS . y�3DF I„ t y F— v Li) 5 /2_ X 11z Cz i3 �2YF: V) ROOF PLAN STRUCTURAL NOTES: 1 J SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL SHEETS SDI-SD3 FOR ADDITIONAL INFORMATION. ,'Y 3 , ' Q Color. 13/,y 47 1 V, $ LV L- 2.) TYPICAL ROOF SHEATHING (UNO): 1/2" THICK, APA, TECO, OR PITTSBURGH RATED SHEATHING, SPAN �(P 5D3 RATING 32/16, EXPOSURE 1 STRUCTURAL PANELS, (D jp Ldp 0 APPLIED WITH LONG DIMENSION ACROSS SUPPORTS j N AND ADJACENT PANELS STAGGERED WITH 4' ENDS / OFFSET 4'. EDGE NAIL WITH 8d COMMON OR 1 �� N r 312 i EQUIVALENT (0.131" DIA X 2 1/2") AT 6" O.C. AT ALL PANEL EDGES, BOUNDARIES, GABLE ENDS, l 17/6 LV L, BLOCKING AND WHERE INDICATED ON PLAN. FIELD f j 'v$ 13C- go '00 NAIL AT 12" O.C. PROVIDE 1/8" GAP AT ALL PANEL L LOW I 1, c ib" vt e-, Tr>? a R. AT AL BY PANEL MANUFACTURE � DU.N.O. GE U. .O. EDGES SLOPE ROOFS PROVIDE (1) PANEL CLIP MIN. BETWEEN I SUPPORTS AT ABUTTING PANEL EDGES. ` I N 3.) TYPICAL HEADER BELOW SHALL BE 6X8 DF -L SO #2 UNO. SD3 i 4.) PROVIDE POS. ATTACHMENT OF ALL POST TO BEAM, t' BEAM TO BEAM, BEAM TO POST, AND POST TO POST + y� CONN'S WITH (2) ST22 STRAPS MIN. AND A35 CLIPS, I I 5yZ%� q Vz 6i -s V U.N.O. PER PLAN AND DETAILS. Cz� F -v Lr) i 5.) DO NOT REMOVE OR MODIFY SUPPORT MEMBERS OR v HARDWARE FOR EXISTING FRAMING WITHOUT THE --- V EXPRESS WRITTEN CONSENT OF THE ENGINEER OF RECORD. 6.) ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND O FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT �) I>LACI~ jiw F P N PT-LV(–W60 T L V (-SD3 p T LV TO THE ENGINEER OF RECORD. �2 5l S fl3 7y? (PAP P.M TO WRLI._ P—'(�-- & lea DS 7.) ALL EXPOSED FRAMING SHALL BE PRESSURE S -Y2 71.9 %i G 1-3 IA/ALX-�- -�\ 1tl1 CA TREATED WITH TREATMENT PROCESS AND APPLICATION As E R �/$ i,� uAPPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S F —V y WRITTEN GUIDELINES. 8.) PROVIDE METAL HANGERS PER 8/SDI AS REQUIRED, i UNLESS NOTED OTHERWISE. 9.) ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN COMPLIANCE WITH 2013 CBC FASTENING SCHEDULE, TABLE 2304.9.1, UNLESS NOTED OTHERWISE. 10.) NOTE: EXISTING TRUSSES NOT CHECKED FOR NEW HVAC UNIT. Z 6 PERMIT # � 3 � S�/4LC BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE BY—��� DAT i I I i G ose f - .�,J, I - r I i ,5 i _PTEO ois-©aO-OlL4- ' C ihQ.fS � a l+awCPs 4tv (Q.2tevv, oveo�1 p1u b��9 ab a+��Qd. arh eat. Ro' w ia ici 01A1 he-f'S ICev t n 0.Ko( Irl tCa, K� t�e i.. !.. _..',.. r b�PuS�das a TVekerc�'Se oawy, rii s-�,n9` a! �X�ST�NC� ST1�UtG URC r r'rf�.r �rr� �-i _ S S 01'1 cti��o � RSI �' qa _ �_ _ . _ _Y _' _ _ _ , _ _ � rGG �: ear/ ve✓ n d0onway loo N V i h C'��t� I"3�o�-S 6a K�t1e :'QVf1n/ `lr Ya�'o • I r , E,� kct KQCtQ 56a-G�3 3� Y _ _ , - a rr �, J No ACTFRATIONS x s-rJNC s-r4)'uueF J`X -PT R D �`tS �N'ib ADD (At cr o a noRw N _ PERMIT # - -- •-.r... --- .,-..-MT GFFiVICES GENERAL STRUCTURAL ,NOTES oQROFEss,o�q� 6. ' FRAMING LUMBER CONTINUED 9. DESIGN LOADS 1. GENERAL 3. CONCRETE /REINFORCING CONTINUED / ct:N 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 Bo. 75688" r^ BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER 16, � 70 DIVISIONS I, 11, ill, AND IV U.N.O.: * 6/ 0/18 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 WITHJ'� CIV 11- 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: OF CA INCLUDING WATERPROOFING, FIREPROOFING, DRAINAGE, HANDICAP ACCESSIBILITY, EGRESS #S BARS AND SMALLER 176" 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 SPECIAL RESPONSE ACCELERATIONS: SS = 0.617, S1= 0.271 10/11/16 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 SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.537, SDI= 0.336, CS = 0.08 THESE PLANS HAVE BEEN REVIEWED SEISMIC DESIGN CATEGORY: D FOR COMPLIANCE ONLY WITH THE DOCUMENTS WITHOUTTHE 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: ATTACHED STRUCTURAL 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 BASIC SEISMIC -FORCE RESISTING SYSTEM: LIGHT FRAMED SHEAR WALLS CALCULATIONS 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: 5.5 KIPS - C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS 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 SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. C) WIND: MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND 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. WIND EXPOSURE: C ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, C.) MIS -PLACED D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN 6. FRAMING/LUMBER USE SIMPSON SET EPDXY WITH ANCHOR OF SAME DIAMETER WITH 7' EMBEDMENT IN D) LIVE LOADS: ROOF 20 PSF THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. 6-1 MATERIALS: ICC REPORT. FLOOR 40 PSF W. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND A,) SHEATHING: D.) CRIPPLE WALLS: CRIPPLE WALLS SHALL BE A MINIMUM OF 14" IN HEIGHT. FOR LESSER ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT 1. ROOF SHEATHING: SEE PLANS HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED). PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. 2. FLOOR SHEATHING: SEE PLANS ABBREVIATIONS 383 Rio Lindo Ave. 3. WALL SHEATHING: SEE PLANS E.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE Suite 200 F) ALL WATERPROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. Chico, CA 95926 RESPONSIBILITY OF THE CONTRACTOR OR OWNER. B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. All ANCHOR BOLT K KIPS GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. F.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY ADDT ADDITIONAL L ANGLE P. b30.592.4407 G) SHOP DRAWINGS: SHOP DRAWINGS ARE SUPERCEDED BY THE STRUCTURAL DRAWINGS UNDER GLUED LAMINATED FABRICATON SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ADJ ADJACENT LLH LONG LEG HORIZ. SummitChico.com ALL CIRCUMSTANCES. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN IN ACCORDANCE WITH CBC 2303.1.3, AITC A190.1, AND ASTM D 3737. BEAM INSPECTION ACCEPTABLE ALTERNATIVE. ALT ALTERNATE LLV LONG LEG VERT. FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. REVIEW OF SHOP DRAWINGS BY CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME ARCH ARCHITECTURAL LONG LONGITUDINAL THE ENGINEER OF RECORD DOES NOT GUARANTEE IN ANY WAY THE THE SHOP DRAWINGS ARE INSPECTION IN ACCORDANCE WITH CBG 1704.2. G.) SEE NOTE 6-1 D FOR SILL AND ANCHOR BOLT SPECIFICATIONS. BLDG BUILDING LSL LONG SLOTTED HOLE CORRECT, NOR DOES IT INFER THAT THEY SUPERCEDE THE STRUCTURAL DRAWINGS. BLKG BLOCKING LVL LAMINATED VENEER LUMBER C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI AND H.) WALL FRAMING RECEIVING NAILING AT 3" ON CENTER OR LESS SHALL BE 3X NOMINAL U.N.O. BM BEAM MAX MAXIMUM H) WALL FINISH SYSTEMS SUCH AS STUCCO SHALL BE APPLIED OVER FOAM BASE OR OTHER FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481. PER PLANS AND DETAILS. BOTT (B) BOTTOM MB MACHINE BOLTS METHOD OF ADEQUATELY ALLOWING THE FINISH TO EXPAND AND CONTRACT WITHOUT BTF BEAT TO FIT MECH MECHANICAL CRACKING. THE OWNER OR CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEFECTS IN THE D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER 6-6 CONNECTIONS: BTWN BETWEEN MFR MANUFACTURER FINISHES. ANCHOR BOLTS AND 3" X 3" X.229" PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH CB CARRIAGE BOLTS MIN MINIMUM ONE BOLT LOCATED V-0" MAXIMUM FROM EACH END OF EACH PIECE. RE -TREAT CUT ENDS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. CCJ CONTROLJOINT MISC. MISCELLANEOUS 1) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED WHERE REQUIRED. CIP CAST -IN-PLACE CONCRETE MTL METAL FOR THE FOLLOWING TYPES OF CONSTRUCTION: B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE CJ CONSTRUCTION JOINT (N) NEW E.) ' FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE WASHERS WHERE BEARING AGAINST WOOD. CLR CLEAR NS NEAR SIDE EPDXY/MECHANICAL CONCRETE ANCHORS W.W.PA. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. 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 THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING 1. STUDS SHALL BE STUD GRADE OR BETTER. BEFORE CLOSING IN OR AT COMPLETION OF JOB. CONC CONCRETE OC ON CENTER DEPARTMENT, SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE 2. ALL POSTS SHALL BE DF -L #1 U.N.O. CONN CONNECTION OD OUTSIDE DIAMETER WITH THIS TYPE OF PROJECT. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. CONSTR CONSTRUCTION OH OPPOSITE HAND 4. 2XJOISTS SHALL BE DF -L #2 U.N.O. CONT CONTINUOUS OPNG OPENING 5. CONCEALED BEAMS SHALL BE DF -L #2. - CONTR CONTRACTOR OVS OVERSIZE ROUND HOLE V 2. SITE WORK /FOUNDATIONS 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FOHC (4X6 AND LARGER). 8. ROOF FRAMING CP COMPLETE PENETRATION PDF POWDER DRIVEN FASTENER LU A) ASSUMED MAXIMUM SOIL BEARING =1500 PSF PER CBC TABLE 1806.2 (NO SOILS REPORT 7. ALL BEAMS 6X AND LARGER SHALL BE FREE OF HEART CENTER. CTR CENTER PERP PERPENDICULAR O 8-1 CUT AND STACKED ROOF FRAMING: CTSK COUNTERSINK PL PLATE PROVIDED). F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" DBL DOUBLE PLWD PLYWOODO V OF FOUNDATION, NAILS SHALL BE GALVANIZED. A.) CUT AND STACKED ROOF SYSTEMS SHALL BE BUILTTO THE CONVENTIONAL FRAMING DF DOUGLAS FIR PLCS PLACES z = B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER REQUIREMENTS OF THE CALIFORNIA BUILDING CODE (CHAPTER 23). PURLINS, BRACES, DF -L DOUGLAS FIR -LARCH PP PARTIAL PENETRATION HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND INTERMEDIATE SUPPORTS, AND CONNECTIONS SHALL BE PROVIDED BY THE CONTRACTOR THAT DIA DIAMETER PT PRESSURE TREATED �i O V MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. PROVIDED NEW AND WITHOUT EXCESSIVE RUST. ARE CAPABLE OF TRANSMITTING ALL GRAVITY AND WIND LOADS TO THE FOUNDATION. DJ DOUBLE JOIST P/C PRECAST CONCRETE L Q EA EACH P/T POST -TENSIONED 0 Q C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED B.) IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE CONVENTIONALLY FRAMED EF EACH FACE REINF REINFORCEMENT ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED ROOF SYSTEM WITH TIES AND SUPPORTS BRACING ALL ELEMENTS TO THE FOUNDATION. THE EL ELEVATION (DATUM) REQ'D REQUIRED THE CONSTRUCTION OF THE FOUNDATIONS. WITH RECOMMENDED FASTENERS. USP HARDWARE MAY BE USED IN LIEU OF SIMPSON ENGINEER HAS MADE A CURSORY REVIEW OF THE FRAMING SIZES AND SUPPORT LOCATIONS, ELEV ELEVATION (VIEW) OR ELEVATOR SC SLIP CRITICAL Q Q HARDWARE WITH WRITTEN APPROVAL FROM STRUCTURAL ENGINEER OF RECORD. ALL METAL AND HAS PROVIDED GENERAL CONNECTION DETAILS TO COVER THE MAJORITY OF CONDITIONS, EN EDGE NAILING SEOR STRUCTURAL ENGINEER OF ^/ Qz D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, HANGERS, CONNECTORS, AND FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BUT HAS NOT PROVIDED ENGINEERING DETAIL REQUIREMENTS FOR ALL CONNECTIONS EQ EQUAL RECORD Q AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION NECESSARY FOR THE ROOF TO PERFORM IN ACCORDANCE WITH THE LOADING CRITERIA. IF ANY ES EACH SIDE SHTG SHEATHING >- FROSTLINE (12" TO 24" AS PER LOCAL REQUIREMENTS). CAUSED BY THE SPECIFIC TREATMENT APPLIED TO THE WOOD AND/OR METALS. SPECIFIC ELEMENT OF THE ROOF FRAMING SYSTEM IS NOT SHOWN AND DETAILED CONNECTION (E) EXISTING SIM SIMILAR z z CRITERIA IS REQUIRED, PLEASE CONTACT THE ENGINEER FOR ADDITIONAL INFORMATION. EXP EXPANSION SOG SLAB -ON -GRADE E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. 1.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE EXT EXTERIOR STD STANDARD 0 V INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 EW EACH WAY STIFF STIFFENER �- F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL UNLESS NOTED OTHERWISE. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER FF FINISH FLOOR STL STEEL U N O FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1-3/4" LVL RIM AT ALL LOCATIONS WHERE FIN FINISH SQ SQUARE LU V LEDGERS ARE USED (SUCH AS DECK LEDGERS). FJ FLOOR JOIST SS STAINLESS STEEL G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. FUR FLOOR SWS SHEAR WALL SCHEDULE _ 6-2 GENERAL FRAMING: FNDN FOUNDATION SYM SYMMETRICAL U H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES. FOHC FREE OF HEART CENTER T&B TOP & BOTTOM A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1. FOS FACE OF STUD TO(P) TOP OF (PLYWOOD) 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE FS FAR SIDE TOC TOP -OF -CONCRETE TO DRAIN TO DAYLIGHT. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE FTG FOOTING TOF TOP -OF -FOOTING J.) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST MINIMUMS, LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTORS OPTION. GA GAUGE TOS TOP -OF -STEEL GALV GALVANIZED TOW TOP -OF -WALL APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF 2013 CBC. THIS C,) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE WHICH COULD GLB GLUE -LAM BEAM TN TOE NAIL ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED HDG HOT DIPPED GALVANIZED TYP . TYPICAL SECTION 1808 OF THE 2013 CBC. FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT HDR HEADER LINO UNLESS NOTED OTHERWISE HGR HANGER (SIMPSON) VERT VERTICAL K.) WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED, FRAMING FROM THE EFFECTS OF SHRINKAGE. HORIZ HORIZONTAL WP WORKPOINT NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING D.) ALL STRUCTURAL FRAMING MEMBER WITH EXTERIOR EXPOSURE SHALL BE PRESSURE TREATED ID INSIDE DIAMETER WWF WELDED WIRE FABRIC FOUNDATIONS. ONLY THOSE FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY A SECOND OR BE OF MATERIAL THAT IS NATURALLY RESISTANCE TO DECAY. INT INTERIOR W/ WITH STORY HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER SHALL BE ADVISED THAT EXISTING 1ST JOIST W/O WITHOUT FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND 6-3 BEAM FRAMING: JT JOINT OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER A,) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUACY OF THE EXISTING, SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. UN -MODIFIED PORTIONS OF THE FOUNDATIONS. 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 3. CONCRETE / REINFORCING SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH REVISIONS: MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETCETERA C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE 11 OR TYPE III LOW ALKALI. C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS 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 .2,74 /? DATE: 10/11/16 MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE REVIEWED FOR LATEST EDITION OF THE ACI 318. SCALE: NTS CODE COMPLIANCE DRAWN BY: RKB F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS L THE FOLLOWING AS A MINIMUM SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. DATE BY10B NUMBER: 16-277 WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB, OVER MOISTURE BARRIER IN COMPLIANCE WITH ASTM E 1643, OVER 4" AGGREGATE BASE. USE 3-1/2" SHEET: 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. SIN 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 NOTTO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. FASTENING SCHEDULE ABLE 2304.0.1 CONNECTION FASTDW4(r LOCA) 1. JOIST TO SILL OR aRDEIt 3 - 3d COMMON (2 1/2' X 0.1317 tOd tOd 3 - r x 0.131' NALS TOE NAL 16d 3 - r 14 GA. STAPLES 4X8/4X1012 L DRINKING To JOIST 2 - ed COMMON (2 1/3' X 0.131' 2 - r X 0.131' NALS TOE NAL EACH DO - 2 - r 14 GA. STAPLES 16d 3. 1' x 6' SUBFLOOR OR LESS TO EACH JOIST 2 - 6d COMMON (2 1/r X 0.1317 FACE NAL 4, IDER THAN 1' X M YJWLOOR TO EACH JOIST 3 - ed COMMON (2 1/r X 0.1317 FACE NAL 5. 2' SUBFLOOR TO JOIST OR GPM 2- Zed emoo N (3 1/3' X 0.1627 BLIND AND FACE MNL 6. SOLE PLATE TO JOIST OR BLOCKING 16d (3 1/2- X 0.1337 AT 113' 0.Q 16d - r X 0.131' NALS AT r C.C. TYPICAL FACE NAL 8' r 14 GA. STAPLES AT 1r 0.Q 8X8 SUE PLATE 70 JOIST OR M.00ONG AT 3 - 16d (3 10 X 0.1357 AT 16. D.C. 4 - r 0.131' NMS AT 16' (XC.4 BRACED MALL PANELS BRACED MALL PANEL - 3' 14 TMA. STAPLES PER 16' 8X8 7. TOP PLATE 70 STUD 2 - 16d COMMON (3 1/r X 0.1627 (5) 1 • 8' 3 - r X 0.131' NAILS END NAL TYPICAL HOLDOWN SCHEDULE 3 - 3' 14 GA. STAPLES STUD I I I I I I 1 5 S7110 TO SOLE PLATE 4 - SOI COMMON (2 1/3' % Q1311 DBL 2X IrI i l I ~-USEI 3X STUID AT 4 - r X Q131' CAIS AT r O.C. TOE MAIL 8' 3 - r 14 GA. STAPLES AT 1r Ol DBL 2X ® 2 - t6d CO M (3 f/3' X 0.1627 END NAL 8' 3 - r % 0.131' NAL.S ® 3 - r 14 GA. STAPLES WIDTH) LONG ABOVE AND BELOW 9. DOUBLE SKIDS led (3 1/r X 0.1367 AT 24- O.C. I Id II r X 0.131' MAL AT W 0.Q FACE NAL � PLATE r 14 GA. STAPLE AT e' 0.Q _ 10. DOUBLE TOP PLATES led (3 1/r X 0.1357 AT 16' D.C. I1 II r X 0.131' NAL AT tr QG TYPICAL FACE NAL O.C. CENTERED ON OPENING. WRAP r 14 G.A. STAPLE AT 113' OQ I'I DOUBLE TOP PLATES 8 - Ted COMMON (3 1/r X 0.1627 LAP SPDCE 12-3'X0.131'NALS AT CORNERS WHERE THEY OCCUR.+ I 12 - r 14 GA. STAPLES 11. BLOGIONG BETWEEN JOISTS OR RAFTERS TO TOP PLATE 3 - ed COMON (2 1/r X 0.1317 PER PLAN 3 - 3' X 06131' NAILS TOE NAL 3 - r 14 OA. STARES 12. RM JOIST TO TOP III ed(2 //r' X 0.1317 AT W QQ MULTIP WINDOWS S. IT 0.131NAL AT r 0.Q TOE NAL II r 14 Gin STAPLE AT 6' 04, IH 13 TOP RATE; LAPS AND NTEIt5EC11ONS 2 - Zed COMMON (3 1/r X Will • 3 - 3' % 0.131' NALS FACE NAL 3 - r 14 GA. STARES _ _ 14. CONTINUOUS HEADER. TWO PIECES Idd COMMON (3 t/r IT 0.1627 16. O.C. AMC EDGE 15. COLNG JOISTS TO PLATE 3 - ed COMMON (2 1/r X 0.1317 - -1T - 5 - . x 0.131• NALS ME MAIL - - -1'� 8 - r 14 GA. STARES 16. CONTINUOUS HEADER TO SIM 4 - ed COMMON (2 1/r X 0.1317 TGE NAL 17. Cal JOISTS. LAPS OVER PAROTIONS 3 - Zed COMMON (3 1/r X 0.1027 M. i•I LI TABLE 23011.10.4.1 4-r X0.131' NABS FACE NAL - 4 - r 14 GA. STAPLES IL CELNG JOISTS TO PARALLEL RAFTERS 3 - ted COAMON (3 f1r X 0.1627 MN. LI I I 11. IVIII TABLE 230510.4.1 4-rx0.131"NALS FACE NAL i.l 4 - r 14 GA. STAPLES 19. RAFTER TO PLATE 3 - ed COMMON (2 1/r X 0.1317 II a: 3' X 0.131' NALS TOE MAL Jl J 5 - r 14 GA. STAPLES 20. 1' GUOONAL BRACE TO EACH STUD AND PLATE 2 - Slid CM MOM (2 1/2- X 0.1317 2 - r X 0.131' NALS FACE NAL 3 - r 14 GA. STAPLES 2t. 1' x r SHEATHIHG TO EACH BEARING 3 - 6d COMMON (2 1/r X 0.1317 FACE NAL 22. 11DER THAN 1' X e• SHEATHING TO EACH BEARING 3 - ed COMMON (2 1/r X 0.1317 FACE NAL 23. BULT-UP DOPER III LIDS 16d COMMON (3 1/2- X 0.162) 24' D.C. r X 0.131' MALS f6' C.C. - r 14 0A. STAPLES 1r D.C. 24. BULT-�IP GIRDER AND BEAMS 20d CMA M (4' X 0.1627 AT 3r D.C. FACE NAL AT TOP AND r X 0.131' NALS AT 24' O.C. EIOTIOMSTAOOERED ON r 14 GA. STARES AT 24' D.C. - OPPOSITE ENDS 2 - 20d COMMON (4- X 0.1927 FACE NAL AT ENDS AND 3 - r X 0.131' NMS AT EACH SPLICE 3 - r 14 GA. STAPLES 25. r PLANKS 16d COMMON (3 1/1' X 0.1627 AT EACH BEARING 25 COLLAR TIE 70 RAFTER 3 - f0d COMMON (3'X 0./467 4 - . X 0.,3,' NALs FACE NAL 4 - r 14 GA. STARES 27. JACK RAFTER TO HP 3 - IOd COMMON (r X 0.1467 4-3'x GLM NA, TOE NAL 4 - r 14 GA. STAPLES 2 - ted COAIOH (3 1/2' X 0.1627 FACE NAL 3-r%0.131'NALs 3 - r 14 GA. STARES 25 ROOF RAFTER TO 2x RIDGE BEAM 2 - Zed COMMON (3 1/1' X 0.11327 3-r X0.1311 NALS TOE NAIL 3 - r 14 GA. STAPLES - - 2 - Zed COMMON (3 1/7' X 0.1027 FACE NAL 3-r IT Q131* NALS - 3 - r 14 GA. STAPLES - ..20. JOIST To BAND JOIST _. 3 - Zed COMMON (3 1/r X 0.163') _. 4 -3'X0.131 -MALS �, NAL 4 - r 14 0A. STAPLES 30. LEDGER STRIP 3 - file COMMON (3 1/r X 0.11327 4-r NALSx0.131' N5 FACE NAL 4 - r 14 GA. STAPLES 31. WOOD STRUCTURAL PANELS AND PARTICLE BOARD? d- 1/r AND LESS Id" SUBF1AOR. ROOF AND WILL SHEATHING (TO FTAMNG) SUBFLOI 2 3/13' x 0.11r NAL 19/31' TO 3/4' SOI OR 13d' 2 31C X 0.113' NAIL' 1- BC SINGLE BOOR (COMBINATION WWU)OR-UMERLAYMENT ill OR 70 FRAMING) FRAMING)7lr 3 AND LESS � 70 1' 6d' 1 1/13' TO 1 1/4' Rod, OR w 32. PANEL SIDING (10 FRAMNG) IAND LESS � 33. FIBERBOARD SHEAIMNO' 1/2' Na 11 GAGE MMM NAL- . ed COMMON NAL (2' X 0.113') Ms 16 GAGE STAPLE' 25/32' Na 11 GAGE ROOFING III Old COMMONNAIL (2 1/2' x 0.1317 No. 16 GAGE STAPLE' 34. NIEWOR PANELING 3/13' 4d' - „-.....-...- - - -;W _..__ b. Nala epaaed at a Indhw w oestr atodqea 12 Inclines K htamedbte engparte oMmeP, 13 IhaAes 0.L wghab .hen s 4a III or mon. For nailing of wood sbucbxd p -d and WUdobead dMphr= 0.W diner hMle, nfr to Swoon 2305. Nds for wag sheathing we p.rmNt-d to be oarsman, box or coming. a Common 0.r deformed all (64 - r x 0.113'; 6d - 2 1/r x 0.131'; Tod - r x 0.1467 d. comi (6d - r x 0.113'; Bd - 2 1/r x 0.131'1 10d - r x 0.14x) a Dofoni -hank (134 - r x 0.Ifr. ed - 2 1/2' x 0.1311 Tod - r x 0.1467 f.aCmillar-rwxbteet di (ed - 1 7/0' x 0.1061 Bd - 2 3/6- x 0.1267 e3' coming (ed - r x .099•: ed - 2 1/2' x 0.ltr) g. Fwtaion epaoed 3 Inches an omtr at oxlrlor ridges and a Inches an coni at Intermediate lupi wbw used as drhnaWM ohwthYq. Sparing shot be 6 Inches an sentw on the edges and 12 Inches on owl at Inum"dlate wgprb for - h. CaTodon-rosirtant will sale left 7/16 Inch Aomtw head and 1 1/8 Inch Nngfh for 1/2 ban sheathing -d 1 3/4 Inch length for 25/32 alwathIng. L oaroslm-redNmL ataplw all nanbal 7/16 Inch crown and 1 1/6 Inch length for 1/2 Inch sheathing and 1 1/2 Inch length for dnwlM'p. Pahl supports at 16 Inches (20 _ , N etresgth ads In the Il lineation of the pond, undoes eehrww (, xppal at 24 kKtln m Codling finish (I 1« II nagsspecialo�paoal e�Inchese own vans •p 0 a i iI : at Fi Mam.dlals supportIntermediate s. L For roof dheothIng aPPoolition , ed nale (2 111 x O.ttr) an the mbnMxn rill for weed ebuebxd panels m. Staples d dl have a mtnbnum sown width of 7/16 Inch. n. For reef daaMlp aadiwtlae, fastenao spaced 4 Indies en center at edges. 8 Inches of Intamedlate supports, a Faelrne @placed 4 Inches an ow*w at edge, 8 1 " at Intrmedlate, supports for alb6or and was shwthbp and 3 Inches m orHr at edges. 8 Yhcheo at bhtenmedob eWPa,w of root sheathInq. P_ Faelahax epaaod 4 Indhw es Oaltf et edges, 8 Indhee at Intrnhedkte supports. r Ill -A I II A f` rf-kIIIIIl l rd-"rr%I iI C NO SCALE CONTINUES WHERE i ;�_000URS PER PLAN 5 •; • • AT EXISTING FOUNDATIONS AND AT MISSED AB PROVIDE 1/1' I O 1� '• • • w No. 75688' m • • MINIMUM EDGE DISTANCE, 8' MINIMUMENDDISTANCE, AND HBe 3/4- * s/ o/is MINIMUM SPACING. LOCATE AND AVOID ALL REINFORCING PRIOR TO JLgT C 1 V 1 \ DRILLING. INSTALL PER MANUFACTURER'S RECOMMENDATIONS FOFCAL\E� PARTIAL PLAN AT TOP PLATE CORNER AND TEE DBL 2X TOP PLATE ST126 STRAP,' -0' MAX AT (3) STORY AND TALLER 10/11/16 U.N.O.U.N.O.. SOLE PLgTH NAL 11' MAX 8'-0' MAX AT 1 AND 2 STORY THESE PLANS HAVE BEEN REVIEWED PER DETAIL BELOW CENTERED ON DISCONTINUITY 5' MI TDF -L FOR COMPLIANCE ONLY WITH THE SPACING PER SHEAR SEE SHEAR WALL SCHED. SILL ATTACHED STRUCTURAL WALL SCHEDU CALCULATIONS OTHERWISE 18d AT 8 SOLE PLATE NAIL O.C., TYP PER SHEAR WALL SCHEDULE, TYP (I I I r.{ P PLATE WASHER I I - U 7' MIN V ( 3' X 3' X .229'. TYP STUD DIRECTLY UNDER SPLICE. TYP. 1 /2. I18NN - -_ - -_ - - -_ - - - - -- - -• ° �J 1/2 MINT__ - - - - - _/ �MASA/MASAP ANCHOR OPTION PER NOTE 4 TYPICAL TOP PLATE DISCONTINUITY #- / BOTTOM 1/2' DIA AB WITH (5) 18d AT CORNER OR INTERSECTING WALL RIM q / PLATE PEER Y HOOK. TYP DN PER PLAN 16d SINKERS AT 8' O.C. 4'-0' MIN. LAP LENGTH TYP 16d SINKERS AT 18' O.0PLAN (12) MIN. BETWEEN SPLICES 16d SINKERS AT 16. O.C. (12) MIN. BETWEEN SPLICES ( I GENERAL NOTES (12) MIN. BETWEEN SPLICES 1.) SILL PLATE SHALL BE 2X PT DF -L UNLESS NOTED OTHERWISE IN SHEAR WALL SCHEDULE. 2.) PROVIDE (2) BOLTS MIN PER SILL PLATE. ° I 3.) DIAGONALLY SLOTTED PLATE WASHERS WITH A MAXIMUM SLOT LENGTH OF 1 3/4' MAY BE 383 Rio Linde Ave. USED WHEN A STANDARD CUT WASHER IS ADDED BETWEEN THE PLATE WASHER AND NUT. Suite 200 D DIRECTLY DBL 2X PLY AND NAILING Chico, CA 95926 UNDER SPLICE, TYP. II TOP PLATE FFR.AMIN� PER PLAN 4.) CONTACT SUMMIT STRUCTURAL DESIGN FOR MASA/MASAP ANCHOR OPTION IN LIEU OF P. 530.592.4407 INTERSECTING WALL OR CORNER WHERE OCCURS --I OCCURS ANCHOR BOLTS SummitChico.com TYPICAL TOP PLATE SPLICE 5.) F SHEAR GF WALLS,SHEATHIPLATE WASHER MUST BE LOCATED 1/2. OR LESS FROM THE INSIDE TYPICAL TOP PLATE SPLICE DETAIL 9 TYPICAL RIM BLOCK NAILING DETAIL F6 TYPICAL FNDN ANCHOR BOLT DETAIL 3 NO SCALE SDI NO SCALE SDI NO SCALE SDI TOP PLATE PER 9/SD1 TYPICAL HANGER SCHEDULE MEMBER SIZE SIMPSON HANGER TYPE FASTENER TYPE AT SUPPORTING AT SUPPORTED MEMBER MEMBER // // 2X10/&2X8/ //L�U( LU 243210 26 S210 8/ tOd tOd DBL 2X8/DBL 2X-8/ DBL 2X10/DBL 2X12 HUS26-2TF/HUS28-2 HUS210-2TF/HUS212-27 16d 16d 4X8/4X1012 HU48TF/HU41OTF/HU412TF 16d 10d 6X8/6X10/8X12 HU68TF/HU61OTF/HU612TF 16d 16d TI/BCI ITS 10d NOT REQ'D LVL/V% HGLTV 16d 16d GLU-LAM HGLTV 16d 16d I� '��• II II V / A /--,\ IMI 11 - © II © II ILII:,•«� •««-a NOTES © KING STUD PER SCHEDULE HOLDOWN SCHEDULE (*SEE ALL NOTES BELOW ) 1 2 I HOLDOWN MODEL NUMBER MINIMUM POST S1 DISTANCELDOWN CENTER OF CONCRETE ANCHOR TO FA OF CONCRETE ANCHOR TYPE SINGLE POUR TWO POUR CONDITION CONDITION HOLDOWN FASTENERS MINS IH Um WALL WIDTH HDI DBL 2X 1 5/18' SSTB16 SST920 6 SCREWS 8' HOU4 DBL 2X 1 5 8 SSM20 SST824 10 SCREWS 6' HDUB 8X8 1 3/8' SSTB28 SSTB34 20 SCREWS 8' HDU11 8X8 1 3/8- 1"l NOTE 2 30 SCREWS 8' HOU14 8X8 1 9/18- 1'1►, NOTE 2 36 SCREWS e' ND19 8X8 2 1 8' 1-11,11i NOTE 2 (5) 1 • 8' STHDB/RJ DBI. 2X TYPICAL HOLDOWN SCHEDULE PER 8/SDI STUD I I I I I I 1 A35 AT V-5' D.C.as I= RBC AT 10' 01 STMD10/tRJ DBL 2X IrI i l I ~-USEI 3X STUID AT STUD WALL ELEVATION KEY (28) 18d 8' STHD14/RJ DBL 2X ® HEADER PER PLAN (38) 18d 8' NOTES © KING STUD PER SCHEDULE UP TO 3'-0' 1 2 I 1/1' THICK X 3• SQUARE PLATE WASHER AT BOTTOM OF EMBEDDED END. MULTIPLE ® A35 CUP AT EACH SIDE OF POSTS AND MULTIPLE KING STUDS. USE A34 AT 4X WALLS UP TO 7'-0' 2 3 3) AT 3X MUDSILL USE SSTBL VERSION OF ANCHOR LISTED ABOVE. WALL SCHED. V3'Q' 3. SEE PLANS AND DETAILS FOR HANGER AT SPECIAL CONDITION. A B. PER OR I I I. A38 AND RBC 4.) STUDS TO FNDN 4. PROVIDE APPROPRIATE FASTENER AT ALL FASTENER HOLES U.N.O. 10'-0' MAX UNBRACED STUD LENGTH 0v AS f I I I 11 11 (PLF) 5. FASTENER SIZES: 16d-0.182* DIA. X 3 1/2' LENGTH NAIL MULTIPLE TRIMMERS/KING STUDS SELL PLATE LL SEE 8/S03 FOR 5.) MINIMUM FOUNDATION END DISTANCE FOR STRAP HOLDOWNS IS 1 1/2'. NAIL SIZE FOR EOd-0.148' DIA. X 3' LENGTH. 10d X 1 1/1'-0.148' DIA. X 1 1/1' LENGTH TOGETHER WITH 16d AT tr O.C. STAGGERED TYP. TYPICAL STUD PENETRATIONS. AND SEE PER HD SCHED. STRAP HOIDOWNS IS 16d SINKER (3 1/4 X 0.148' DIAMETER). 6. PROVIDE HANGERS AND FASTENERS WITH CORROSION PROTECTION ® STUD PER PLAN DF AT 18. O.C. U.N.O. BLK'G/HDR 9/SD3 FOR TYPICAL TOP PLATE NOTCHES. NAILING SEE 9/SD2 FOR THICKENED FOOTING AT SSTB ANCHOR, WHERE REQUIRED. APPROPRIATE FOR CONNECTION APPLICATION AND ENVIRONMENT. TYPICAL SIMPSON HANGER SCHEDULE s ® POST PER PLAN WHERE OCCURS TYPICAL STUD WALL ELEVATION 5 mi TYPICAL HOLDOWN SCHEDULE PER 8/SDI STUD I I I I I I 1 A35 AT V-5' D.C.as I= RBC AT 10' 01 GENERAL NOTES: IrI i l I ~-USEI 3X STUID AT STUD WALL ELEVATION KEY 8d O Y at 2X WALL OPENING SCHEDULE (U.N.O. ON PLAN) 1.) HOLDOWNS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS AP X( ® HEADER PER PLAN I EDGES SCHED. 1.1 (110 MPH, EXPOSURE C) ® •TRIMMER PER SCHEDULE WIDTH) LONG ABOVE AND BELOW OPENING WIDTH TRIMMER KING STUD 2.) PROVIDE A36 THREADED ROD WITH 2'-4' EMBED IN CONCRETE AND DOUBLE NUT WITH I Id NOTES © KING STUD PER SCHEDULE UP TO 3'-0' 1 2 I 1/1' THICK X 3• SQUARE PLATE WASHER AT BOTTOM OF EMBEDDED END. 1. PROVIDE SKEWED AND SLOPED HANGER WHERE REQUIRED. 2. PROVIDE HANGER WITH ONE OR BOTH FLANGES CONCEALED WHERE REQUIRED. ® A35 CUP AT EACH SIDE OF POSTS AND MULTIPLE KING STUDS. USE A34 AT 4X WALLS UP TO 7'-0' 2 3 3) AT 3X MUDSILL USE SSTBL VERSION OF ANCHOR LISTED ABOVE. WALL SCHED. V3'Q' 3. SEE PLANS AND DETAILS FOR HANGER AT SPECIAL CONDITION. ® BLOCK AT ALL SHEATHING SPLICES. AND AT I I I. A38 AND RBC 4.) DOUBLE STUDS SHALL BE NAILED TOGETHER WITH 12d (DIA. -0.135 AT 8' O.0 STAGGERED. 4. PROVIDE APPROPRIATE FASTENER AT ALL FASTENER HOLES U.N.O. 10'-0' MAX UNBRACED STUD LENGTH 0v AS f I I I 11 11 (PLF) 5. FASTENER SIZES: 16d-0.182* DIA. X 3 1/2' LENGTH NAIL MULTIPLE TRIMMERS/KING STUDS NOTE: SEE 8/S03 FOR 5.) MINIMUM FOUNDATION END DISTANCE FOR STRAP HOLDOWNS IS 1 1/2'. NAIL SIZE FOR EOd-0.148' DIA. X 3' LENGTH. 10d X 1 1/1'-0.148' DIA. X 1 1/1' LENGTH TOGETHER WITH 16d AT tr O.C. STAGGERED TYP. TYPICAL STUD PENETRATIONS. AND SEE PER HD SCHED. STRAP HOIDOWNS IS 16d SINKER (3 1/4 X 0.148' DIAMETER). 6. PROVIDE HANGERS AND FASTENERS WITH CORROSION PROTECTION ® STUD PER PLAN DF AT 18. O.C. U.N.O. BLK'G/HDR 9/SD3 FOR TYPICAL TOP PLATE NOTCHES. 8.) SEE 9/SD2 FOR THICKENED FOOTING AT SSTB ANCHOR, WHERE REQUIRED. APPROPRIATE FOR CONNECTION APPLICATION AND ENVIRONMENT. TYPICAL SIMPSON HANGER SCHEDULE s ® POST PER PLAN WHERE OCCURS TYPICAL STUD WALL ELEVATION 5 mi TYPICAL HOLDOWN SCHEDULE 2 NO SCALE SDI NO SCALE SDI NO SCALE CORNER WHERE OCCURS STRAP (5) 16d NAILS AT SHEAR PLY AND 2X4 BLK'G TOP PLATE PER 9 1 LAPPED CORNERS, TYP NAILING PER PLAN E N. PROVIDE q PANELS TOP PLATE MFR., 1/8 PER 9/SDIKING STUDS PER � / MAY VARY =='--n-'- _r3' GAP AS ALL ALL SHEAR WALL TYPE 'N' FOR A MON" SHEAR WALL LEGENDSTRUCTURAL lrX'-Y' LENGTH OF x-1'' PER SCHEDULE BROW. I SHEAR lase-' BETWEEN I LI I.I N. PER SHEAR W "SIMPSON" BLOCK WALL SCHED. V3'Q' NAL SIZE ' �• N II I I I. A38 AND RBC LOAD I I I I i I L. PER SHEAR WALL SCHED. Q 0v AS f I I I 11 11 (PLF) 6 EDGES, TYP.� 1 i I f I COMPRESSION O 6' O.C. i- Tt'AT --E.N. PLY AT POST AS REQ') BLOCK TYP. SHEAR PLY PER HD SCHED. �o WZ AT 1'-8' D.C. RBC AT 1'-2. D.C. - PER SHEAR BLK'G/HDR 2X AB O I'-3' as 12d O s' O.C. I WALL SCHED. OPENING WIDTH FI 11 mi O 4' O.C. 8d O 3' 0.0 STUD I I I I I I 1 A35 AT V-5' D.C.as I= RBC AT 10' 01 I�(�(p FMAY VARY MID -POST IrI i l I ~-USEI 3X STUID AT 12d a 3' 0.C. 8d O Y at 16" MAX SPACING CS18 AP X( -0' + OPENING j WHERE G OCCURS I EDGES SCHED. 1.1 I SCI IED REQ'D PER SHEAR I S WIDTH) LONG ABOVE AND BELOW .II I Id II I I IF II it II II � PLATE OPENING WITH 10d NAILS AT 2 1/18' _ II LL li I1 II -AND SHEAR FASTENING O.C. CENTERED ON OPENING. WRAP I'I I•i I SHEAR W AT CORNERS WHERE THEY OCCUR.+ I Il I I II PER PLAN PROVIDE CONTINUOUS STRAP OVER MULTIP WINDOWS WHERE OCCURS i II IH I•I - _ _ - -1T - I•I-' �'C- - - -1'� � � E.N. PLY AT •I II I'I i•I LI II i l II BLK'G/SILL 1'I DM PLATE II LI I I 11. IVIII A LI Li i.l II LL Jl J L =='--n-'- _r3' GAP AS ALL ALL SHEAR WALL TYPE 'N' FOR A MON" SHEAR WALL LEGENDSTRUCTURAL lrX'-Y' LENGTH OF x-1'' PER SCHEDULE BROW. I SHEAR lase-' BETWEEN I LI I.I N. PER SHEAR W "SIMPSON" REQ'D. BY I I I i WALL SCHED. V3'Q' NAL SIZE ' �• N II I I I. A38 AND RBC LOAD I I I I i I L. PER SHEAR WALL SCHED. Q 0v AS f I I I 11 11 (PLF) 6 EDGES, TYP.� 1 i I f I COMPRESSION O 6' O.C. i- I I I I I POST AS REQ') U Q z SHEAR PLY PER HD SCHED. �o WZ AT 1'-8' D.C. RBC AT 1'-2. D.C. - PER SHEAR I� siV 2X AB O I'-3' as 12d O s' O.C. I WALL SCHED. I A35 AT 1'-6' O.C. G AT 1'-0' Or - FI 11 2X80 2X AB o 1'-0' O.C. O 4' O.C. 8d O 3' 0.0 STUD I I I I I I 1 A35 AT V-5' D.C.as I= RBC AT 10' 01 490 IrI i l I ~-USEI 3X STUID AT 12d a 3' 0.C. 8d O Y at 8d o Ir 0.C. I I ABUTTINGPANELEL I PER I I I H.D. I PER I EDGES SCHED. 1.1 I SCI IED REQ'D PER SHEAR I S IL I I MMAµ scHEo4LE I Id IF II it II II II I 11 . _-I -.y_I-.-.1=5 LL li SILL PLATE AND A.B. COUPLER NUT SIZE/SPACING PER SCHED. AS REQUIRED 11' J SHEAR WALL TYPE 'N' FOR A MON" SHEAR WALL LEGENDSTRUCTURAL lrX'-Y' LENGTH OF x-1'' PER SCHEDULE BROW. SHEAR WALL SCHEDULE - 3/8" THICK SHEATHING AND 16' O.C. STUD SPACING (*SEE ALL NOTES BELOW`) SHEAR lase-' SOLE PLATE PANEL EDGE W "SIMPSON" ALLOW. WALL V3'Q' NAL SIZE NAL SIZE O A38 AND RBC LOAD TYPE ANCHOR BOLT SPACING Q 0v AND SPACING CLIP SPACING (PLF) 6 2X MUDSILLA35 AB o 3'-9' O.C. a< Ed O 6' O.C. i- QIMM 2130 U Q z 12d O S' D.C. 1313 O 4' D.C.8d �o WZ AT 1'-8' D.C. RBC AT 1'-2. D.C. 350 I� siV 2X AB O I'-3' as 12d O s' O.C. � O O 12* D.C.ROC LL.1 Vill SHEAR WALL TYPE 'N' FOR A MON" SHEAR WALL LEGENDSTRUCTURAL lrX'-Y' LENGTH OF x-1'' PER SCHEDULE BROW. SHEAR WALL SCHEDULE - 3/8" THICK SHEATHING AND 16' O.C. STUD SPACING (*SEE ALL NOTES BELOW`) SHEAR MUDSILL TH 004ESS SOLE PLATE PANEL EDGE PANEL FIELD "SIMPSON" ALLOW. WALL AND 1/2' DIAMETER NAL SIZE NAL SIZE NAL SIZE A38 AND RBC LOAD TYPE ANCHOR BOLT SPACING AND SPACING AND SPACING AND SPACING CLIP SPACING (PLF) 6 2X MUDSILLA35 AB o 3'-9' O.C. e T C.C.ed O 6' O.C. 8d O 12' D.C.RBC AT 2'-8- O.C. RBC AT 1'-e- 0.C. 2130 40. 2X MtDISILLA35 AB a 2'-9' 0.0 12d O S' D.C. 1313 O 4' D.C.8d O 11' 0.0 AT 1'-8' D.C. RBC AT 1'-2. D.C. 350 4 2X AB O I'-3' as 12d O s' O.C. 8d O 4' O.C.1313 O 12* D.C.ROC A35 AT 1'-6' O.C. G AT 1'-0' Or - 3 12 2X80 2X AB o 1'-0' O.C. O 4' O.C. 8d O 3' 0.0 8d O t2* 0.0 A35 AT V-5' D.C.as I= RBC AT 10' 01 490 3X MUDSIU- AS a 1'l 0.0 12d a 3' 0.C. 8d O Y at 8d o Ir 0.C. A35 AT 1'-0' D.C. RBC AT 8. O.C. 640 LL.1 Vill J Cn III d mrn U_ 2.) GENERAL NOTES 1.) WALL FRAmmm um 2x OR WIDER Di STUDS (PER PUN). SOLE PLATE, TOP PLATES, AND BLOC G. USE PT DF -L MIDSILL. PER SCHEDULE ABOVE. BLOC( ALL PANEL EDGES 2.) SHEATHING: USE APA RATED (32,A6 SPAN RATING) SHEATHING UNLESS NOW OTHERWISE. EDGE NAL PANELS AT ALL EDGES, TOP PLATES, SOLE PLATE: MUDSILI. POSTS, AND HOLDOWN DATE: 10/11/16 COMPRESSION POSTSrMUDS. NAL SIZES 80. 2 1/1' X 0.131 DIAMETER COMMON. OR 2 111 X 0.113• DIAMETER HDG BOX SCALE: NTS 3) 12d: 3 1/8' X a136' DIAMETER SINKER, 20d: 4' X 0.199 DIAMETER COMMON. DO NOT OVERDRIVE NAILS. STAGGER SOLE FASTDMO AND PRE -DRILL PLOT HOLES (MAX DRAWN BY: RKB 75X Ni DIA) TO AVOID SPLITTING WALL EEMDNTS SE= DETAIL 6/5D1 FOR MORE INFO. 4.) AT SHEAR WALL TYPES '4•. 3'. AND '2* USE 3X NOMINAL FRAMING AT ABUTTING PANEL EDGES AND NOB NUMBER: 16-277 PANELS FOUNDATION PER PLAN MAX. 5)STAG= NAILING. ALLOWABLE LOADS MAY BE MULTIPLIED BY 1.4 WHERE WIND LOADS GOVERN. E.N. PLY AT KING STUD AS REQ'D. BY MFR., 1/8' MIN. NOTE: STUD SPACING as 18' O.C., U.N.O. CORNER WHERE OCCURS SHEET: TYPICAL OPENING STRAPPING DETAIL F -71 TYP SHEAR WALL ELEVATION 4 TYPICAL SHEAR WALL SCHEDULE I l D 1 NO SCALE III NO SCALE SDI NO SCALE SDI PERMIT # 13/6 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE 1-7/-/? BY-FYG.L it or _ oQROFESSIpyq� K B CkfNo. 75688'" 6/ 0/18 1 STRAP LENGTH NOTE: PROVIDE 3' MINIMUM SIDE COVER FROM EACH *SRT C/v1\- EDGE OF COLUMN BASE TO EACH EDGE OF SLAB. gTtoFCAUFO� 46/tDI LL FRAMING PER PLAN lOP PLATE PER 9/5D1 10/11/16 PER ARCH SOLE NAILI TYP 1� ISWHERE OLATION POST PER PLAN EAR PER PLAN THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE RAKED PLATE WHERE -' I+� --- /SSTB PER PLAN.' OCCLIRS\ POST BASE PER PLAN WITH DECKING 2"�EEWSBY OAERS A�aCCAHLCULAASTRUCTURAL I NS RAL OCCURS, TYP ` SEE 2/SDt FOR MORE INFO PLYWOOD ANN.. TYP EACH DECK JOIST 1 1 REINFORCING PER PLAN / WH GRADE OR SOG #3 HOOPS a AT 8' O.0 NAILING PER WHERE OCCURS FLOOR JPER ARCH ti 6 X 2X BLOCK (+I \ 12'X1Y PEDASTEL PER PLA I i-0' FLAT. TYP I I P.T. DECK JOIST PER PLAN LENGTH) --- 4) #4 VERT: ADD'L�NFO FWITH LUS HGR (USE SKEWEDHU HGR WHERE REQD OR --TE.N 2X BLOCK AT PAR/13) 1 JOIST COND. WITH (3) 18dTOP PLATE 3' CLR FOUNDATION. EACH END PER 9/5D1 ( II AT 6' O.0 • • • ANCHORS PER 2X CONT. PT LEDGER E.W.. TOP AND BOTT. %o WITH CR WS DIA. SDS AT 12• WALL FRAMING I+I I+I 1 • , O.C. WITH 1 3/4' PER PLAN. TYPM NOTES: EMBED IN RIM 383 Rio Undo Ave. 'IV3' MIN COVERj:: 3• CIR Suite 200 SHEAR PLY PER PLAN, OTHERWISE DIM PER PLAN ED. 1.) WATERPROOFING, FLASHING, AND DRAINAGE BY OTHERS. Chico, CA 95926 P. 530.592.4407 PROVIDE 3/8' MIN APA RATED SummitChico co � PLY WITH 8d NAILS AT 6' O.C. 2.) WEATHER TREATMENT AND CORROSION PROTECTION BY OTHERS. CORNER WHERE OCCURS--jEDGES AND 12" O.C. FIELD SummitChico.com 18' MIN NOTE: WEATHER TREATMENT AND CORROSION PROTECTION BY OTHERS. 3.) SEE 1/5D2 AND 10/502 FOR ADDITIONAL INFORMATION. TYPICAL OFFSET TOP PLATE DETAIL 12 TYPICAL THICKENED FOOTING AT SSTB 9 FOOTING DETAIL 6 DECK LEDGER DETAIL 3 SCALE NO SCALE SD2 NO SCALE SD2 NO SD2 _ NO SCALE NOTE: SPECIAL INSPEC11ON REQUIRED FOR EPDXY ANCHORS • • • THICKNESS NAILINFLOOR PLY AND FLOOR PER AND CONT. FLOOR JOISTS J 3" CLRR PER PLAN SOLID BLOCK —\ (3) E 4D 3' SI DOWELS ET WITH 3' CI.R—� 6' O.C.. TYP ALL TAPS (60) BAR CORNER WHERE OCCURS EPDXY, LOCATE AND AVOID ALL DIAMETERS. U.N.O 3" CLR U �) (E) RENF. PRIOR TO DRILLING (� ONFORCEEw �4 FOUNDATION AT 61 Q PCZ POST CAPTA POSTS O % OCCURS N) FTG PER PLAN FTG TYPE PER PLAN 3 8d TOENAILS PER FJ 0 t ��!l J U A 4X8 POST WITH (4) z = . 16d TOENAILS TO PIER z z Q O U A .. EQ I AST L � *Cq m Q Q ' CONC. PIER to 0 O _j j �. I II -- MIN TYPICAL U.N.O I (2) #3 TIES -1II-III FOOTING SCHEDULE AL CONCRETE STEM FTG REBAR PLAN 8 TYPIC STEM/FTG FOOTING TYPE DIMENSION A DIMENSION B. U.N.O. THICKNESS, U.N.O. F1.5 1'-6' 1'-8' 12' F2 2'-0' 2'-0" 12" F2.5 2'-6" 2'-6' 12" F3 3'-0' 3'-0" 12- F3.5 3'-6' 1 3'-6' 12" F4 4'-0- 4'-0' 12' -1II-III 11 AL CONCRETE STEM FTG REBAR PLAN 8 TYPIC STEM/FTG _ i l l: 5 V -� =III -I I I N TYPICAL NEW FTG TO EXISTING FTG DETAIL � 0 3"Cm D z SCALE W Q Q �U RE1NF PER PLAN W 0 NO SCALE SD2 NO SCALE 11 AL CONCRETE STEM FTG REBAR PLAN 8 TYPIC STEM/FTG TYPICAL SPREAD FOOTING SCHEDULE 5 TYPICAL INTERIOR FOUNDATION 2 -� m TYPICAL NEW FTG TO EXISTING FTG DETAIL SCALE SD2 Q Cf) NO SCALE SD2 NO SCALE NO SCALE SD2 • �i ALL FRAMING PER PLAN PT DF SILL AND 2X8 CEDAR OR REDWOOD AB PER 3/5D1 EAR PER PLAN j NOTE: WATERPROOFING. FLASHING. DRAINAGE, AND CORROSION PROTECTION BY OTHERS. DECKING WITH (2) SCREWS FLOOR JOISTS PER PLAN /PT AT EACH DECK JOIST LAP 6" ON CENTERLINE OF GIRDER WITH (4) 16d CLINCHED PLYWOOD AND NAILING PER NAILING PER 6/SDt 1 PT SOLID BLOCK N. RIM JOIST + FLOOR JOIST PER PLAN EITHER DIRECTION. SOLID BLOCK AT 2'-0" CONT. 1 3/4' LVL RIM AT DECK, + 1 + I O.C. AT PARALLEL CONDITION w� I' OTHERWISE CONT. 1 1/4' LSL l BLOCK SOLD AT POSTS I DBL DECK JOIST 2X BLOCK AT HD PT dRDER PER PLAN WITH BC POST CAP AT POSTS 3) 8d TOENAILS PER FJ 1/2' LVL AT OPENING WITH JOIST HGR PER SCHED. 24' X 18' __ N. MULTIPLE STUDS AND HOLDOWNS REVISIONS: UNDER FLOOR ACCESS FJ PER PLAN 8' IN. I 11E—BACK JOIST 4X8 PT POST WITH (4) 16d TOENAILS 1O PIER 18' MIN. __ L 1 i�SLLOPE FINISHED ----'�...-•- GRADE AWAY ( FROM FOUNDATION HDU2 HORIZ. TV AT 6' MIN. AT (1) STORY 2x LEDGER 11E—BACK JOIST WITH I 5/8' DIA. THREADED ROD as PER " #4 AT 24' O.C. VERT — '- . CONC. P!.� PLANT LAP 2'-8'. AT 18' O.C. HOR. —I I ! _ I WHERE STEMWALL HEIGHT > 1'-6' j DATE: 10/11/16 DECK JOIST PER PLAN OOR JOIST I� I I M, 1I,- I I Z m 3' ClR ms's f J SCALE: NTS I I PER PIAN. '� I,I 3• C.R. OFFSET BENZ TYP. 12' 1 STORY CONT. TOP AND BOTT. DRAWN BY: RKB BARS TO MATCH CONT. RE1NF. SPREAD FOOTING PER JOB NUMBER: 16-277 DNF PER PLAN 1'-8' 5'-0" 1'-8' PLAN WHERE OCCURS SHEET: TYPICAL UNDER FLOOR ACCESS DETAIL 4 TYPICAL FOUNDATION DETAIL 1 SD2 - CK DETAIL TYPICAL DECK TIE BA 10 DECK FOUNDATION DETAIL NO SCALE SD2 SD2 NO SCALE SD2 NO SCALE SD2 NO SCALE PERMIT # ,g16- X363 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE BY I Q�pFESS/ O,y9 2 1/2' MAX. DEPTH FOR 2X4 PLATE �O K. B �� O l� 3 1/2' MAX. DEPTH FOR 2X6 PLATE a a 2 (rNo. 75688'" 6/ 0/18 1/2' MAX Clv x A CS16 WRAP OVER BEAM FOFCAO ,. AT END OF WALL AND AT INTERMEDIATE WALL 10/11/16 SEGMENTS A /BEAM PER PLAN - FOR COMPLIANHESE PLANS CE ONLY WITH THE BEEN SHEAR PER PLAN. TYPE N MSTA2 06' MIN. PER SHEAR ATTACHED STRUCTURAL DBL TOP PLATE WALL SCHEDULE. U.N.O. CALCULATIONS PROVIDE SIMPSON RPS22 WATERPROOFING AND STRAP AT EACH PLATE, TOP PLATE DRAINAGE BY (2) MIN PER NOTCH PER 9/5D1 OTHERS WHERE REQ'D 2X SOLID BLOCKS WITH 16d EACH END E.N. LSTA18 STRAP ES. TYP EN. PLY AT BLOCKS'�"LSTA`15 STRAP AT 4W H O.C. BLOCK TO BLOCK N 1/2' WALL FRAMING MA)I, TYP. PER PLAN. TYP 2X BLOCK AT A35 CUP PER SHEAR WALL 12' EA. SIDE 48' O.C. TYP. SCHEDULE. OTHERWISE 4'-0' O.C.. TYP. I END OF WALL OR (E) TRUSS INTERMEDIATE DBL 2X STUDS MIN.383 Rio WALL SEGMENT WALL FRAMING PER PLAN Suite 200ndo Ave. IPE AS OCCURS LEAVE EXISTING SHEATING Chico, CA 95926 NOTE: DO NOT BORE HOLES OR CUT NOTCHES IN STRUCTURAL WALL IN SCE' WHERE OCCURS P. 530.592.4407 PLATES GREATER THAN 1 THE PLATE WIDTH WITHOUT WRITTEN SummitChico.com CONSENT FROM THE ENGINEER OF RECORD. NOTE: STRAP ACROSS LEDGER DISCONTINUITIES WITH ST8224 STRAP. TYPICAL TOP PLATE NOTCH DETAIL 9 TYPICAL CANTILEVERED BEAM DETAIL 6 TYPICAL LEDGER DETAIL 3 NO SCALE SD3 NO SCALE SD3 NO SCALE SD3 8' 2NOTES:STIFFENER MATERIAL v ' JOIST PER PLAN �.--- NOTCHING AND BORING t.) RATED 32/16 SHEATHING ORBBETTER `J 7PERMITTED IN THIS REGION GAP 1/8' MIN.. U.N.O. 4 2' MIN., 4' MAX PER NOTE 4 U.N.O. 2) WT ALWAYS REQUIRED Le ITS HANGERS AND FOR Ir AAND Q 3 20' BCI JOISTS AT ALL BEARING LOCATION 3.) (� WEB STIFFENERS ARE ALWAYS REQUIRED r IN HANGERS THAT DO NOT EXTEND UP 1 � 1 Q TO SUPPORT THE TOP FLANGE OF BCI liJ _BOX NAILS PER JOISTS. WEB STIFFENERS MAY BE Q U SCHEDULE, REQUIRED WITH CERTAIN SLOPED OR STRUCTURAL WALL STUD NON-STRUCTURAL WALL STUD �pim WHERE SKEWED HANGERS OR M ACHIEVE 0 REQUIRED UPLIFT REQUIREMENTS. REFER TO V HANGER MANUFACTURER'S INSTALLATION J STUD WIDTH NOTCHING BORING NOMINAL ACTUAL 25% 4OX 4OX ea— r 31/2- 7/8' 1 3/8' 1 3/8' 2 1/18' 8' 5 1/2' 1 3/8' 2 3/16' 2 3/16- 3 1/4' 2'MIN.. 4' MAX REQUIREMENTS. Z = WEB STIFFENER 4.) WEB STIFFENERS ARE ALWAYS REQUIRED < 0 U / PER SCHEDULE, UNDER CONCENTRATED LOADS THAT w� Q TIGHT FIT TYP EACH SIDE EXCEED 1000 POUNDS. INSTALL THE WEB (� 0 o STIFFENERS SNUG TO THE TOP OF THE Q Q o c FLANGE IN THIS SITUATION. FOLLOW 0 NAILING SCHEDULE FOR INTERMEDIATE NOTES N u BEARINGS J 1.STRUCTURAL WALL STUDS SHALL NOT BE NOTCHED GREATER THAN 25% SIAIPSON COLUM BEAM PER PLAN 2. NON–STRUCTURAL WALL STUDS SHALL NOT BE NOTCHED GREATER THAN 40% CAP PER PLAN 3.STRUC7UAL WALL STUDS SHALL NOT BE BORED GREATER THAN 40% 4. NON–STRUCTURAL WALLS MAY BE BORED UP TO 60% WHERE STUDS ARE DOUBLED AND NOT MORE THAN (2) SUCH SUCCESSIVE DOUBLED STUDS ARE POST PER PLAN SO BORED. 5.) BORED HOLES SHALL BE AT CENTERLINE OF STUD WITH GREATER THAN 5/8' OF MATERIAL FROM STUD EDGE TO HOLE EDGE 6.) NOTCHES AND BORED HOLES SHALL NOT OCCUR AT THE SAME SECTION. TYPICAL WALL FRAMING PENETRATIONS WEB STIFFENER SIZE AND NAILING SCHEDULE U <fr- 0 O B��WEB STIFFEN WIDTH STIFFENER THICKNESS BEARING LOCATION IN HANGER NO HANGER END INTERMEDIATE 50001.7 2 5/18- 31e S 2 8d 5 8d 60001.8 7/8' 3/4" 2 8d 8 8d 6500 1.8 1' or 1 1/8" 3/4" 2 8d 8 8d 602.0 7 8' 3 4' 2 8d 6 8d 902.0 1 3 1127 1 1 2' 8 18d 8 16d TYPICAL WALL FRAMING PENETRATIONS g U <fr- 0 O TYPICAL WEB STIFFENER DETAIL 2 J � w z 0Q V Ln 0 LU NO SCALE SD3 NO SCALE TYPICAL WALL FRAMING PENETRATIONS g TYPICAL BEAM DETAIL 5 TYPICAL WEB STIFFENER DETAIL 2 J NO SCALE SD3 NO SCALE SD3 NO SCALE SD3 Q M NOTE: WATERPROOFING, FLASHING, DRAINAGE. AND VENTING BY OTHERS. NOTE: WATERPROOFING, FLASHING, DRAINAGE, AND VENTING BY OTHERS 1 3/4' LVL BLOCK WITH A35 CUP PER SHEAR WALL DBL E.N. AT 3 MSTC40 STRAP AT PARALLEL TOP PLATE, LINO (4) 8d TOENAILS TO JOIST AT EACH END SCHEDULE, 1/2' WIDE BEAM. OTHERWISE 4'–O- OTHERWISE EN - 1/2 TOP PLATE ROOF PLY AND O.C., TYP. ROOF PLY AND NAILING PER PLAN STRAP LENGTH PER 9/5D1 NAILING PER P A35 CUP PER SHEAR WALL E.N. REVISIONS: E.N. PLY SCHEDULE. OTHERWISE AT BLOCKS NOTCH BEAM AT 4'-0. O.C., TYP. PERPENDICULAR BEAM PER PLAN PLATES. WHERE BLOCK AT 24' O.C. WITH (3) Bd TOENAILS EAM PER PLAN OCCURS WEB STIFFENER PER 2/SD3 TO TOP PLATE (2) 16d NAILS, TYP WALL FRAMING ROOF JOIST PER PIAN H2 5T EA. JOIST PER PLAN i i\ DATE: 10/11/16 DBL TOP PLATE PER 9/SDt N., TYP MSTA24 ES.. UN DBL TOP PLATE PER 9/'SDI/ EN., T. SOUR SHIM WITH (2) SCALE: NTS 1 YP 16d AT 16' O.C. WALL FRAMING WALL FRAMING PER PLAN PER PLAN EAM PER PLAN, WHERE OCCURS RKB SHEAR PER PLAN TRIMMERS POST PER PLAN WHERE EAR POCRCURS SHEAR PER PLAN. WHERE OCCURS DRAWN BY: JOB NUMBER: 16-277 SHEET: TYPICAL RAKED EAVE DETAIL 7 TYPICAL TOP PLATE -BEAM DETAIL 4 TYPICAL ROOF FRAMING DETAIL 1 SD3 NO SCALE SD3 NO SCALE SD3NO SCALE SD3 - 17/6 - 2- 3