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Home My WebLink AboutB16-1617 000-000-000DANIEL J. DOBBIE Professional Engineer Mail: P. O. Box 2156 Street: 15925 Renee Way Flournoy, CA 96029 (530) 833-5423 Mobile:(530) 840-4741 dandobbie(iMm-tech.com July 7, 2016 Job No. 16024 County of Butte Building Division 7 County Center Drive Oroville, CA 95965 Re: House Addition for the Parks Family, 35 New Foster Place, Chico Dear Building Official, I have reviewed the Systems Plus roof truss design submittal for this project and found it to be in conformance with the design intent of this project. Respet'tf»11V Daniel J. Dobbie, P.E. C42028 BUS COUNTY JUL 2 i 2016, I ' DEVELOPMENT SERVICES "'P�161-1 Gly Sk,' _)Cl (�-i �QROFESS/pN�\ w �P C 42028 il% � � EXP. 03/31/18 � \� CIVIC Off/ �FCA1.1F pFe3 I :J -Lcq ER►M ►lT f` - ;., I Lo V7 -b BUTTE COUNTY DE\1EI.OPMiENT SERVICES E'\f r c I I E Fj F, D ATE�J �.�.-.�;..._ BY B U"FIM 0 0 U y BUILDING DIVISIONI P I- Residential Mandatory California Green Building Code Measures Based on the 2013 California Green Building Standards Code Checldist Effective July 1, 2015 FEATURE OR MEASURE PLANNING AND DESIGN -TJ ON '11ii001 v.,ifer use -0) 1 & 1-7 41 Tb 10 --- /to /0 LEVELS APPLICANT TO SELECT ELECTIVE MEASURES Prerequisites and electives' Mandatory D N/o N� o 0 E En h' iri'ed:Dur'Abilftvl,. r � ��d��*�;I�•l�intext� t�c+c ------ -------- ------- - - -- 4.40G.1 Annular spaces around pipes, electric cables, VERIFICATIONS ENFORCING AGENCY TO SPECIFY VERIFICATION METHOD Enforcin Installer or Third g Agency Designer party ❑ ❑ ❑ Tier 1 Tier 2 All All All 1. Comply «itll a more stringent local construction and demolition waste management ordinance: or � i � •- �h t 2. A construction waste management plan. per f, PERMIT # EVELOPME' Section 4.408.2. or ` BUTTE COUNTY I REV1 VVED F0 EA' ❑ 1 ❑ ❑ 1 ❑ 1 ❑ ❑ I ok I ❑ ❑ 1 ❑ I '❑ W 701 sERvicEs 3. A waste management company, per Section 4.408.3. or I 43he waste stream reduction alternative, per Section � CODE C, MPLIANICE 4.408.4. B IT rtenON nce tid ( ieirtzon 4 DATE 5 � W C i P P Re: 1603-058 Parks Addition 119ITeft USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676-1900 Fax 9161676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: 847755129 thru R47755132 My license renewal date for the state of California is December 31, 2016. Lumber design values are in accordance with ANSMI 1 section 6.3 These truss designs rely on lumber values established by others. BUTTE COUNTY JUL 2. t 20iC""' DExrELopmWT SEITWES �� .✓lel/ ON10 ►,� cr C i 0.8 -r_ ,3 EXR ,21� IIG ! BUTTE COUNTY DMELOPMENT SERVICES I E1 Asa (j, is j -j E C;t;0[. DATE -0 Ry� July 5,2016 Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSVITI 1. COF cc wto zi 64 a�"�co� S°�` Job Truss Truss Type Qty Ply Parks Addition 30-0 g.0.0 R47755129 1603-058 A01 GABLE 2 1 L:0-3-0 Ed e Job Refe nce (optional) SYSTEMS PLUS LUMBER CO. ANDERSUN, C.A 7.b4u S Apr iu zuib Mi 1 eK inausmes, inc. i ue .luT v:P vd:as:sd zuio rage i ID:GOaAgYP2sGLe9B57d8GYenzW2Hu-30?uu86she7RgZtX5mtdiOsGhnMKAdf5GTJd7Az?9yT •2-0-0 15-0-0 30-0-0 1 324)-0 2-0-0 '15-0-0 15-0-0 2-0-0 Scale =1:56.8 0 41B 0A 3x6 = K L M N 1 O 6.00 12 H P G Q F R E S D T C AJ At AH 3x6 AE AD U AL AK ac ASAN AMAAZ Y V AP AO X 11.1. , r . 3x4 3.00 12 3x4 Pie Wiil C> LUMBER- BRACING- TOPCHORD 2x4 DF No.I&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.I&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 DF Stud/Std G 6-0-0 oc bracing: AO-AP,X Y. REACTIONS. All bearings 30-0-0. (ib) - Max Horz B=-137(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) B, V, X, Y. Z, AA, AB, AC, AD, AE, AP, AO, AN, AM, AL, AK, AJ, At Max Grav All reactions 250 ib or less at joint(s) AG, AH, AF, Y, Z, AA, AB, AC, AD, AE, AO, AN, AM, AL, AK, AJ, Al except B=292(LC 1), V=292(LC 1), X=265(LC 20), AP=265(LC 19) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vesd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical lett and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ♦ This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, V. X, Y, Z, AA, AB AC, AD, AE, AP, AO, AN, AM, AL, AK, AJ, Al. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) AG, AH, AF, X. Y, Z, AA, AB, AC, AD, AE, AP, A0, AN, AM, AL, AK, AJ, Al. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. !„�'�, WARNING - Verfty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473nes . 10/0=013 BEFORE USE Design valid for use only with MfrekO connectors. This design is based only upon porameters shown, and is for an individual buildng component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of ind'rriduai truss web and/or chord members only. Additional temporary and petmonent bracing is always required for slobTty and to prevent collapse with possible personal injury and property damage. For general guidance regarding thy+ faMcotion, storage, derivery, erection and bracing of trusses and truss systems, sec ANSifrfll Quality Criteria, DSB-89 and BCSI Building Campbnent Safety Information available from Truss Plate institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. -,4 1—co vC ` /-,.,.2 -k •!� EXP. 2.-"S11L0.� � J -c , July 5,2016 7777 Greenback Lane Suite 109 Citrus Helahts. CA 95610 5-" 30-0 g.0.0 154-0 Plate Offsets (X,Y)— L:0-3-0 Ed e LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRiP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01 W n/r 120 MT20 2201195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.02 W n/r 120 BCLL 0.0 * Rep Stress incr YES WB 0.04 Horz(TL) 0.01 V n/a n/a BCDL 10.0 Code IBC20121TP12007 (Matrix) Weight 148 Ib FT = 20% LUMBER- BRACING- TOPCHORD 2x4 DF No.I&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.I&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 DF Stud/Std G 6-0-0 oc bracing: AO-AP,X Y. REACTIONS. All bearings 30-0-0. (ib) - Max Horz B=-137(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) B, V, X, Y. Z, AA, AB, AC, AD, AE, AP, AO, AN, AM, AL, AK, AJ, At Max Grav All reactions 250 ib or less at joint(s) AG, AH, AF, Y, Z, AA, AB, AC, AD, AE, AO, AN, AM, AL, AK, AJ, Al except B=292(LC 1), V=292(LC 1), X=265(LC 20), AP=265(LC 19) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vesd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical lett and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ♦ This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, V. X, Y, Z, AA, AB AC, AD, AE, AP, AO, AN, AM, AL, AK, AJ, Al. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) AG, AH, AF, X. Y, Z, AA, AB, AC, AD, AE, AP, A0, AN, AM, AL, AK, AJ, Al. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. !„�'�, WARNING - Verfty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473nes . 10/0=013 BEFORE USE Design valid for use only with MfrekO connectors. This design is based only upon porameters shown, and is for an individual buildng component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of ind'rriduai truss web and/or chord members only. Additional temporary and petmonent bracing is always required for slobTty and to prevent collapse with possible personal injury and property damage. For general guidance regarding thy+ faMcotion, storage, derivery, erection and bracing of trusses and truss systems, sec ANSifrfll Quality Criteria, DSB-89 and BCSI Building Campbnent Safety Information available from Truss Plate institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. -,4 1—co vC ` /-,.,.2 -k •!� EXP. 2.-"S11L0.� � J -c , July 5,2016 7777 Greenback Lane Suite 109 Citrus Helahts. CA 95610 21 c Job Truss Truss Type Qty Pty Parks Addition PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.38 847755130 1603-058 A02 Scissor 19 1 BC 0.61 Vert(TL) -0.93 K -L >386 180 BCLL 0.0 * Rep Stress Incr Job Reference (optional) WB 0.91 Horz(TL) 0.60 H nla nfa BCDL 10.0 _ — w..,w .-- T..- ,..t At nL-.t7.717 0M4C n--- 4 SYSTEMS PLUS LUMBER CO. ANDERSON. CA , VV. VIP VV.Vv.v, c.v,V . uyv . iD:GOaAgYP2sGLe9B57d8GYenzW2Hu-XCZG5U7URyFIHjSkf OsFDOOgBazvsQEV63Bgcz?9yS -2-0-0 5-6-10 10-3-5 15-0-0 19-8-11 24-5-6 30-0-0 32-0-0 2-0-0 5-6-10 4-8-11 4-8-11 4-8-11 4-8-11 5-6-10 2-0-0 Scale =1:56.8 4x5 I E N C6 JAo 3x8 7-10-15 , 5 -V -u 7-10-15 7-1-1 7-10-15 Plate Offsets (X,Y) -- [B:0-0-11,0-0-6], rH•0-0-11,0-0-6] - - - LOADING (psf} SPACING- 2-0-0 CSI. DEFL. in (loc) I/det1 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.29 K -L >999 240 MT20 2201195 TCDL 10.0 Lumber DOL 1.15 BC 0.61 Vert(TL) -0.93 K -L >386 180 BCLL 0.0 * Rep Stress Incr YES WB 0.91 Horz(TL) 0.60 H nla nfa BCDL 10.0 Code iBC20121TP12007 (Matrix -M) Weight: 1291b FT = 20% LUMBER- BRACING- TOPCHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 9-8-5 oc bracing. WEBS 2x4 DF Stud/Std G REACTIONS. (ib/size) B=132010-3-8, H=132010-3-8 Max Holz B=-137(LC 9) Max Uplift B=165(LC 8), H=-165(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (ib) or less except when shown. TOP CHORD B -C=-3944/464, C -D=-36151350, D -E=-26461187, E -F=-2646/203, F -G=-36151211, G -H =-39441329 v 0 - =-47213573 K -L=-27613073 J -K= 7313073, H -J=-208/3573` BOT CHORD B L �' �17 WEBS E -K=-9212051, F_ — 7131251, F -J= 201497, G-1--2901201, D -K -7131248, D -L=-1214971 C -L=-2901195" NOTES (9) 1) Unbalanced roof live loads have been consideredfor this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS w ; (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL --1.33 plate grip DOL=1.33:' 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at Joint(s) B, H considers parallel to grain value using ANSI/TPi 1 angle to grain formula. Building designer should verify capacity of bearing surface. SS f truss to bearin late capable of withstandin 100 Ib uplift at joints) except �t=lb) B=165,-' f ` 7) Provide mechanical connection (by others) o g p9 �t 10 H=165.oto 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9 WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. d,� •�,,,. r' C 1'642,u D.. � EX R12!3'1112-01163 i -h .00 OF Cf��-�c. July 5,2016 WARNING - Vorify design parameters and READ NOTES ON T141S AND INCLUDED WTEK REFERENCE PAGE W-7473 r0v. 10/03!2015 BEFORE USF + wn and is for on individual building component, not Design valid for use only with MiTeic� connectors. This design is based only upon parameters she 9 a truss system. Before use, the building detigner must verify the oppGcaVdity of design parameters and properly incorporate this design into the overaSl building design. Bracing indicated Is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing f n roe damage. For general guidance regarding the M is always required for stabTty and to prevent collapse with possible personal injury and property rty 9 9 fabrtcatlon, storage, delivery, erection and bracing of trusses and truss systems. see ANSIM11 Quaitty Citterta, DSB-89 and BCS! Butlding Component 777 Greentsadc Lane Suite 109 Safety Informaflon avoflable from Truss Plate Institute, 216 N. Lee Street, Suite M. Alexandria. VA 22314. Cirrus Her fits CA 05610 Job 1603-058 SYSTEMS PLUS LUMBER CO. I. 2-" Truss 801 ANDERSON,CA 5-10-15 5-10-15 Type Scissor 5-1-1 ra 1 Parks Addition R47765131 VVu ♦vw..v � 7.640 s Apr 19 2016 MTek Industries, Inc. Tue Jul 05 06:53:38 2016 Page ID:GOaAgYP2sGLe9B57d8GYenzW2Hu-?07eJg76CGNg 'lwCBv5nRxambzVeO QojmokC3z?9yR 16-1-1 22- 8-1.1 5-10-15 2-0-0 40 = Scale = 1:43.4 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 " BCDL 10.0 LUMBER - TOP CHORD BOT CHORD WEBS CB SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code iBC2012ITP12007 2x4 DF No.1 &Btr G 2x4 DF No.1 &Btr G 2x4 DF StudlStd G REACTIONS. (lb/size) B=100010-3-8, F=100010-3-8 Max Horz 8=-105(LC 9) Max UpliftB=-133(LC 8), F=-133(LC 9) -1 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-26621262, C -D=-'19331120, D -E=-19331138, E -F =-26621160 BOT CHORD B -J=-24912392, I -J=-25012402, H -i=-4912402, F -H=4812392 WEBS D -I=-25/1362, E-1=-6971239, C-1=-697/229 BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110m (3 -second gust) Vasd=87mph, TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. i1; Exp C; enclosed; MWFRS Ph (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any othera rectangle e loads. 3-6-0 tall by 1-0-0 wide will 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where9 fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. B, F considers parallel to grain value using ANSVTPl 1 angle to grain formula. Building designer should verify 6} Bearing at joint(s) (s capacity of bearing surface. 7) Provide mechanical connection (b others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (at --lb) B=13 , F=133. 8} "Semi-rigid pttchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK R �E%�� CRa PACE o f��n �al �ng comRponent, not Design valid for use only with MTek® connectors. This design is based only upon parame e (] truss system. Before use, the building designer must verify the appfcabity of design parameters and properly incorporate this design into the overall ifional and buildin design. Bracing indcated is to prevent buckling of individual truss web and/or chord members only. general gu dance r�cgord+"ng the bracing 9 ;s always required for stob7ty and to prevent collapse with possible persona! injury end property 9 rffed f&xication. storage, delivery. erection and bracing of trusses and trim SYSTCM3S, SCO 12 Ale and v A2231 C Q� pS6-89 and BCS16vilding component . . . 9 _„__ �._h�G,ts fre ev rr,,« PIMP Institute. 218 N. Lee Street. Su N Cb , N July 5,2016 7777 Greenback Lane Suite 109 CSI. DEFL. in (loc) Vdefl L/d PLATES GRiP fVIT20 2201195 TC 0.26 Vert(LL) -0.14 I -J >999 240 BC 0.40 Vert(TL) -0.44 I -J >595 180 WB 0.60 Horz(TL) 0.30 F n/a n1a Weight: 91 lb FT = 20% ( Matrix M) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-26621262, C -D=-'19331120, D -E=-19331138, E -F =-26621160 BOT CHORD B -J=-24912392, I -J=-25012402, H -i=-4912402, F -H=4812392 WEBS D -I=-25/1362, E-1=-6971239, C-1=-697/229 BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110m (3 -second gust) Vasd=87mph, TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. i1; Exp C; enclosed; MWFRS Ph (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any othera rectangle e loads. 3-6-0 tall by 1-0-0 wide will 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where9 fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. B, F considers parallel to grain value using ANSVTPl 1 angle to grain formula. Building designer should verify 6} Bearing at joint(s) (s capacity of bearing surface. 7) Provide mechanical connection (b others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (at --lb) B=13 , F=133. 8} "Semi-rigid pttchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK R �E%�� CRa PACE o f��n �al �ng comRponent, not Design valid for use only with MTek® connectors. This design is based only upon parame e (] truss system. Before use, the building designer must verify the appfcabity of design parameters and properly incorporate this design into the overall ifional and buildin design. Bracing indcated is to prevent buckling of individual truss web and/or chord members only. general gu dance r�cgord+"ng the bracing 9 ;s always required for stob7ty and to prevent collapse with possible persona! injury end property 9 rffed f&xication. storage, delivery. erection and bracing of trusses and trim SYSTCM3S, SCO 12 Ale and v A2231 C Q� pS6-89 and BCS16vilding component . . . 9 _„__ �._h�G,ts fre ev rr,,« PIMP Institute. 218 N. Lee Street. Su N Cb , N July 5,2016 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty Pty Parks Addition BCLL 0.0 BCDL 10.0 >431 R47755132 1603-058 802 GABLE 1 2 I Job Reference o ti nal J 10 1 CMJ r-LUa LUMOMM LV. "XUCKZ0UN, %,A 7.640 s Nov 10 2015 Mi -Tek Industries, Inc. Tue Jul 05 12:06:04 2016 Page 1 ID:GOaAgYP2sGLe9B57d8GYenZW2Hu-gTbgPkEiSOEFsiiXPlpx4KL4LDr8sj9dMHnh9Wi?5NX -2-0-0 1 5-10-15 11-0-0 16-1-1 22-0-0 1 24-0-0 , 2-0-0 5-10-15 5--1-1 5-1-1 5-10-15 12-0-0 ' TOP CHORD NOTCHI NG ALLOWED I N AREAS WI TH STACKED TOP CHORD ONLY; HOWEVER, NO TOP CHORD NOTCHI NG I S ALLOWED W1 THI N 3 6" OF THE HEEL J OI NTS. NO PLATE NOTCHI NG I S ALLOWED I A Scale = 1:43.8 4x4 = 2-0-0 22-0-0 24)-0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUTABER- TOP CHORD BOT CHORD WEBS OTHERS SPACING- 3-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2012ITP12007 2X4 DF No.2 G 2X4 DF No.2 G 2X4 DF No.2 G 2X4 DF No.2 G CSI. TC 0.56 BC 0.85 WB 0.22 (Matrix -M) REACTIONS. (Ib/size) B=148810-3-8 (min. 0-1-8), F=132610-3-8 (min. 0-1-8) Max Harz B=189(LC 8) Max Uprift B=-201 (LC 8). F=-133(LC 9) FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (ib) or less except when shown. TOP CHORD B -C=-47961489, C -D=-31371201, D -E=-31361228, E -F=-4701/255 BOT CHORD B -J=-49114462, I -J=-498/4421, H -I=-141/4329, F -H=-128/4359 WEBS D-1=-55/2288, E-1=-14721353, E -H=0/383, C -I=-15621413, C -J=01392 DEFL- in (roc) I/deft Ud Vert(LL) -0.19 1 >999 240 Vert(TL) -0.60 H-1 >431 180 Horz(TL) 0.38 F nla nla BRACING - TOP CHORD BOT CHORD PLATES MT20 Weight: 259 lb 2-0-0 oc purlins (5-2-9 max.) (Switched from sheeted: Spacing > 24)-0). Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (18) 1) 2 -ply truss to be connected together with 16d (0.162"x 3.5") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oe clinched. Webs connected as follows: 2x4 -1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Bearing at joint(s) S. F considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Continued on page 2 GRIP 2201195 FT = 20% N Cb N July 5,2016 WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE AIIJL7473 mv. 1010 013 BEFORE USE Design valid for use only with M700 connectors. This design is based only upon parameters shown. and is for on individual budding component, not a truss system. Before use, the building designer must verify the oppr'icab%ty of design parameters and properly incorporate thts design into the overall"r, Wding design. Bracing indicated is to prevent buckring of individual truss web and/or chord members only- Additional temporary and permanent bracing Is atwoys required for stobTty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and inns systems, see ANSIITPII Quality Crite c. DSE-99 and SCSi Building Componenf 7777 Greenback Lane safety intormatlon avaflable from TrusS Plate institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 e%**- - L-IaI-W- f`A CmAin Job Truss Truss Type Qty Ply Parks Addition 847755132 1603-058 802 GABLE b 'oval 7 aen a Nnv 1n ?(Ns Mi7ek Industries. Inc. Tue Jul 0512:06:04 2016 Page 2 SYSTEMS PLUS LUMBEK GV, ANUtKbUN9 VH ID:GOaAgYP2sGLe9B57d8GYenzW2Hu-gTbgPkEiSOEFsI1XPlpx4KL4LDr8sj9dMHnh9Wz?5NX NOTES- (18) 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 lb uplift at joint B and 133 Ib uplift at joint F. 13) This truss is designed in accordance with the 2012 international Building Code section 2306.1 and referenced standard ANSUTPI 1. 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16) No notches allowed in overhang and 20000 from left end and 20000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge wise notching, provide at least one tie plate between each notch. 17) Studding applied to ply: 1(Front) 18) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard % ;WARNING -Verify design parameters and RE Design valid for use only with MTAD NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MU -747.7 rev. 10/a312"S BEFORE USF r ekS connectors. This design is based only upon parameters shown. and is for an individual building component, not the uadin deli ner must verify the v licabI of design parameters and properly incorporate this design into the overau ,x , o truss system. Before use, b g g fY PP �l( binding design. Bracing indicated is to prevent buckling of indivrduol tens web vnd/or chord members only. Additional temporary and permanent bracing is always required for stability end to prevent collapse wish possible personol injvey and property damage. For general guidance regarding the 7777 Greenback lane fabrication. storage, der;very, erection and bracing of trusses and tans systems, see ANSiM11 Quality Criteria. D55•84 and SCSI Building Component Sulte 109 Barely tntormatton avolable from Truss Plate Institute, 218 N. L60 Street, Su�tQ 312. Alexandria, VA 22314. Citrus Heights. CA 95610 Ir L`111 la 01.1 C-1 PLATE LOCATION AND ORIENTATION 'm e of Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. Q `��16rr For 4 x 2 orientation, locate plates 0- la' from outside edge of truss. ammw� This symbol indicates the 6M,.,.0000 required direction of slots in connector plates. Plate location details available In MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards, ANSI/TPI 1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. , a :f a G, -A 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) 1 2 TOP CHORDS 3 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -1311, ESR -1352, ESR 1988 ER -3907, ESR -2362, ESR -1397, ESR -3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Q 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each Joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsiblity of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown arethe responsibility of others. --�� Cr:olotelwlbut citlT`�.16. Do not cut or alter tPUnember pno r approval of an en in r. �G DIVISION t� DI[ 17. Install and load verticajlly u I ,Ji,j .ca d� he ise�. j� tai �:,.� 18. Use of green or tre` t lumberma . ose unacce table environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. M SYSTEMS PLUS LUMBER CO. 11800 S. BARNEY ROAD /ANDERSON, CA 96007 (530)378-6800 /FAX (530)365-5903 APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-Bl SUMMARY SHEET). METAL CONNECTOR. PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL 93 (MIIISAC51 & MIIISAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-BI SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. m1 i i"' 1' tip 1iLIE(Iii''.#10 EIt 1 1i , 0 DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 PROJECT SCOPE: Q1�OFESSIpN i W � C 42028 � m �. EXP.03131t18 104, OCIVI� FCA1.�F Page: 1 Job No: 16024 Date: June 2016 35 New Foster Place 4-uj o PROVIDE STRUCTURAL ENGINEERING FOR SEPARATE STRUCTURES TO BE CONSTRUCTED ON THE SAME SITE AS AN EXISTING RESIDENCE. STRUCTURE ONE IS A NEW WOOD FRAMED ROOF OVER A BARBEQUE AREA. STRUCTURE TWO IS AN 8 FOOT ROOF EXTENSION TO ONE GABE END AT THE EXISTING RESIDENCE. STRUCTURE THREE IS A NEW METAL BUILDING TO BE USED AS A PRIVATE GARAGE. DESIGN ALL NEW WOOD FRAMING AT STRUCTURES ONE AND TWO FOR GRAVITY, WIND AND SEISMIC LOADS. DESIGN THE METAL BUILDING FOUNDATION USING THE COLUMN REACTIONS PROVIDED BY THE METAL BUILDING SUPPLIER. DESIGNTHE COLUMN ANCHORS PER ACI 318 APPENDIX D. DESIGN DATA: CALIFORNIA BUILDING CODE 2013 EDITION CONCRETE COMPRESSIVE STRENGTH ft) FOUNDATION CONCRETE (f'c) 3000 PSI CONCRETE DESIGN SHALL BE BASED ON (f)C) 2500 PSI PER 2013 CBC SECTION 1705.3 EXCEPTIONS 1 FOR ISOLATED COLUMN FOOTINGS IN BUILDINGS < 3 STORIES 2.1 FOR CONTINUOUS FOOTINGS AT LIGHT -FRAME CONSTRUCTION 3 NONSTRUCTURAL SLABS ON GRADE THEREFORE: NO SPECIAL INSPECTION OF CONCRETE IS REQUIRED REINFORCING STEEL YIELD STRENGTH (fy) 60 KSI ALLOWABLE SOIL BEARING PRESSURE 1500 PSF BUTTE c4Um JUL 7"1- DEVELOPMENT' SERVICES 916-16 17 6i6 -16/'6"- P E R1.10-11 IT E 142 F -�4 BUTTE COUNTY MrELOPMENIT S;RV10E,S rE'vA', Ft 1 � � � � I � � •,fit a DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 LATERAL LOADING DATA: SEISMIC: ' SEISMIC IMPORTANCE FACTOR MAPPED SPECTRAL RESPONSE ACCELERATION MAPPED SPECTRAL RESPONSE ACCELERATION SITE CLASS SITE COEFFICIENT (Fa) SITE COEFFICIENT (Fv) SPECTRAL RESPONSE COEFFICIENT (SDs) SPECTRAL RESPONSE COEFFICIENT (SDI) SEISMIC DESIGN CATEGORY WIND: BASIC WIND SPEED WIND IMPORTANCE FACTOR WIND EXPOSURE WOOD FRAMED ROOF LOADING: COMPOSITION SHINGLES SHEATHING FRAMING PLASTER SOFFIT MISCELLANENOUS i I I (Ss) (Si) DEAD LOAD = LIVE LOAD = Page: 2 Job No: 16024 Date: June 2016 35 New Foster Place 1.0 0.614 0.272 D 1.309 1.857 0.536 0.336 D ZZ 110 MPH 1.00 6 ' 2.5 PSF 1.7 PSF 3.5 PSF 7.0 PSF 1.3 PSF 16.0 PSF 20.0 PSF REDUCIBLE x1V ..-�a \S\01 DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 ROOF BEAMS, STRUCTURE ONE (BBQ COVER) DESIGN DATA: SPAN LENGTH (L) TRIBUTARY ROOF WIDTH (Wr) =30/2+2 TRIBUTARY AREA (Atrib) ROOF DEAD LOAD (RDL) ROOF LIVE LOAD (RLL) LIVE LOAD AREA REDUCTION (R1) = 1.2-.001 *At ROOF SLOPE (F):12 LIVE LOAD SLOPE REDUCTION (R2 =1.2 -0.05"F REDUCED LIVE LOAD (RLL')=Rl*R2*RLL UNIFORM ROOF DEAD LOAD (URDL) UNIFORM ROOF LIVE LOAD (URLL) UNIFORM BEAM DEAD LOAD (UBDL) TOTAL UNIFORM LOAD (TUL) RESULTS: MAXIMUM REACTION (Rmax) MAXIMUM BENDING MOMENT (Mmax) TRIAL SIZE: BEAM DEPTH (d) BEAM WIDTH (b) MOMENT OF INERTIA (I) MODULUS OF ELASTICITY (E) RESISTIVE SHEAR BASE VALUE (Vr) RESISTIVE MOMENT BASE VALUE (Mr) LOAD DURATION &VOLUME FACTOR ADJUSTMENT: ROOF LOAD DURATION FACTOR (Cdr) (SNO,ROOF) MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd VOLUME FACTORS (Cv) Cv = k(12/d)^.1 " (5.125/b)^.1 * (21/L)^.1 LOADING CONDITION FACTOR (k) k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw) ADJUSTED RESISTIVE MOMENT (Mr') Mr'=Mr'`Cd' DEFLECTION: DEFLECTION DUE TO TUL (Dtul) DEFLECTION/SPAN RATIO ROOF BEAM: Page: 3 Job No: 16024 Date: June 2016 35 New Foster Place 13.33 FT 17.00 FT 227 FT^2 16 PSF 20 PSF 0.973 KLF 6 0.900 IN 17.5 PSF 0.272 KLF 0.298 KLF 0.015 KLF 0.585 KLF 3.90 KIPS 13.0 KIP FT 6x12#1 11.5 IN 5.5 IN 697 IN^4 1600 KSI 7.17 KIPS 13.63 KIP FT 1.25 ROOF 3.34 KIPS 8.96 KIPS OK 1.044 NOT APPLIED 17.0 KIP FT OK 0.373 IN L/ 429 OK 6x12#1 DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 4 Job No: 16024 Date: June 2016 35 New Foster Place SAWN WOOD POST S FOOTING AT ROOF BEAM, STRUCTURE ONEUNITS Dtti1UN UH I H: 2005 NDS TABLE 4D DESIGN VALUES FOR VISUALLY GRADED TIMBERS SPECIES AND COMMERCIAL GRADE: DOUGLAS FIR -LARCH SIZE CLASSIFICATION: POSTS &TIMBERS GRADING AGENCY: WESTERN WOOD PRODUCTS ASSOCIATION (WWPA)KSI COMPRESSION PARALLEL TO GRAIN (Fc) 1.580000 PSI MODULUS OF ELASTICIN (Emin) NDS SECTION 3.7.1 SOLID -COLUMN DESIGN: F'c=Fc((1+(Fce/Fc))/2c'-(((1+(Fce/Fc))/2c')^2-(Fce/Fc)/c')^0.5) 0.8 SAWN LUMBER COEFFICIENT (c') 0.3 VISUALLY GRADED LUMBER COEFFICIENT (Kce) Fce- 0.822Emin)/(le/d)^2 COMPRESSION COEFFICIENT (Fce) -� 1.0 BUCKLING FACTOR (Ke) DESIGN DATA: 8.00 UNSUPPORTED LENGTH (I) 96 EFFECTIVE LENGTH (le) 3.5 LEAST POST DIMENSION (d) (UNSUPPPORTED 27.43 le/d RATIO 30.25 6 x 6 POST CROSS SECTIONAL AREA (A) DESIGN RESULTANTS: 633.7 COMPRESSION COEFFICIENT (Fce) 0.521 ALLOWABLE COMPRESSION PARALLEL TO GRAIN (Fc) 15.75 ALLOWABLE POST LOAD (Pa) ACTUAL POST LOAD (Pac) =3.9*2 7'$� NEW POSTS: 6x6#1 OK FOOTINGS AT POST DESIGN DATA: ALLOWABLE SOIL BEARING PRESSURE CONCRETE COMPRESSIVE STRENGTH (f C) REINFORCING STEEL YIELD STRENGTH (fy) LOADING DATA: DEAD POINT LOAD (Pdl) LIVE POINT LOAD (Pll) TOTAL POINT LOAD (Pti) FOOTING SIZE: AREA REQUIRED FOR BEARING (Areq) SIDE LENGTH FOR SQUARE FOOTING (L) USE SQUARE FOOTING SIZE: FOOTING THICKNESS (t) FOOTING DESIGN: REINFORCING DEPTH (d) d = t*12 - 3.5 STRENGTH REDUCTION FACTOR (phi) ULTIMATE DEAD LOAD (Pudl) Pudl = Pdl * 1.2 ULTIMATE LIVE LOAD (Pull) Pull = PII * 1.6 RESULTANT ULTIMATE SOIL PRESSURE (qu) ULTIMATE MOMENT (Mu) Q REINFORCING STEEL RATIO (p) USE: REINFORCING STEEL RATIO (p') p' = p*1.33 � AREA OF REINFORCING STEEL REQUIRED (Asreq'd) USE: 2 - #4 EACH WAY As = 0.40 IN"2 POST FOOTINGS: 2'- 4" SQUARE x 12" THK. W/ 2 - #4 EA FEET INCHES INCHES SQ IN KSI KIPS KIPS 1500 PSF 3000 PSI 60000 PSI 3.82 KIPS 3.98 KIPS 7.80 KIPS 5.20 FT^2 2.28 FT 2.33 FT 12 IN 8.5 0.9 4.6 6.4 2.017 3.2 0.00035 0.00047 0.112 WAY IN KIPS KIPS KSF KIP FT < pmin IN"2 GOOV� \0 le C':, , iox7t6\9k (l4 1 4 DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 5 Job No: 16024 Date: June 2016 35 New Foster Place HEADER AT DOOR OPENINGS (STRUCTURE ONE) DESIGN DATA: 15.33 FT SPAN LENGTH (L) .77 FT TRIBUTARY ROOF WIDTH (Wr) = 3.33^212/2 2 42 FT^2 TRIBUTARY AREA (Atrib) 16 PSF ROOF DEAD LOAD (RDL) 20 PSF ROOF LIVE LOAD (RLL) 1.000 LIVE LOAD AREA REDUCTION (R1) = 1.2-.001'`At 6 ROOF SLOPE (F):12 p.900 LIVE LOAD AREA REDUCTION (R2) =1.2 -0.05'`F 18.0 PSF REDUCED LIVE LOAD (RLL')=Rl*R2*RLL 0.044 KLF UNIFORM ROOF DEAD LOAD (URDL) 0.050 KLF UNIFORM ROOF SNOW LOAD (URSL) 0.065 KLF UNIFORM WALL DEAD LOAD (UWDL) p.159 KLF TOTAL UNIFORM LOAD (TUL) RESULTS: 1.22 KIPS MAXIMUM REACTION (Rmax) 4.68 KIP FT MAXIMUM BENDING MOMENT (Morax) 4 x 10 #1 TRIAL SIZE: 9.25 IN BEAM DEPTH (d) 3.5 IN BEAM WIDTH (b) 230.8 IN^4 MOMENT OF INERTIA (I) 1700 KSI MODULUS OF ELASTICITY (E) 629 KSI ADJUSTED MODULUS OF ELASTICITY (Emin') 1.000 KSI ALLOWABLE BENDING (Fb) 3,89 KIPS RESISTIVE SHEAR BASE VALUE (Vr) 4.15 KIP FT RESISTIVE MOMENT BASE VALUE (Mr) LOAD DURATION &VOLUME FACTOR ADJUSTMENT: 1.25 ROOF ROOF LOAD DURATION FACTOR (Cdr) (SNO,ROOF) 1.10 KIPS MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d112) 4,86 KIPS OK FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd VOLUME FACTORS(Cv)=k(12/d)^.1*(5.125/b)^.1*(21/L)^.1 1.100 NOT APPL k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw) 5.19 KIP FT OK ADJUSTED RESISTIVE MOMENT (Mr') Mr'=Mr*Cd' UNSUPPORTED COMPRESSION FLANGE: SLENDERNESS FACTOR (RB) RB = (le*d/bA2)".5 15.7 >7 FACTOR (lu / d) 199 EFFECTIVE LENGTH (le) le = 1.63 lu + 3 d 328 IN FACTOR (FBe) FBe = 1.20*Emin'/RB^2 3051 FINAL ADJUSTED RESISTIVE BENDING MOMENT (Mr") 5.07 KIP FT OK DEFLECTION: 0.504 IN DEFLECTION DUE TO TUL (Dtul) L/ 365 OK DEFLECTION/SPAN RATIO 4 x 10 #1 � HEADER BEAM: , G�1�� \ D��I1S\0 t DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 6 Job No: 16024 Date: June 2016 35 New Foster Place wnnn i iGHT-FRAME STRUCTURE (STRUCTURE ONE( encnmc nranl vCIS (SIMPLIFIED DESIGN PROCEDURE LOAD COMBINATION (D + 0.7E) DETERMINE Ss & S1 METHOD FOR DETERMINING 2009 NEHRP LAT = 39.704811, LONG = -121.80030 MCE (MAX CONSIDERED EARTHQUAKE) AT SHORT PERIODS (Ss) MCE AT 1 SECOND PERIOD (S1) DETERMINE IF EXEMPTIONS APPLY (1613.1.) 1. FAMILY DWELLING, SDC A, B, OR C, Ss<0.4? 2. CONVENTIOANL LIGHT -FRAME CONSTRUCTION (2308)? 3. AGRICULTURAL STORAGE BUILDING (NO OCCUPANCY) 4. SPECIAL RESPONSE CHARACTERISTICS NOT COVERED? 5. (OSHPD 2) SEISMIC DESIGN CATEGORY A (1613.5.6)? DETERMINE: SEISMIC DESIGN CATEGORY (1613.5.6) SITE CLASS DEFINITION: (1613.3.2 & 1613.3.5) IS SOILS OR GEOTECHNICAL REPORT AVAILABLE? USE TABLES 1613.3.5 FOR SITE CLASS SITE COEFFICIENTS (1613.3.3) SITE COEFFICIENT (Fa) T-1613.3.3(1) SITE COEFFICIENT (Fv) T-1613.3.3(2) SPECTRAL RESPONSE ACC. SHORT PERIODS (SMS) = Fa*Ss SPECTRAL RESPONSE ACC. 1 -SECOND PERIOD (Sml) = Fv*S1 DESIGN SPECTRAL RESPONSE ACCELERATION (DSRA) (1613.3.4) 5% DAMPED DSRA AT SHORT PERIODS (Sds) = 213*Sms 5% DAMPED DSRA AT 1 -SECOND PERIOD (Sdl) = 213*Sm1 nFTFRnntNF OCCUPANCY CATEGORY (T-1604.5 0.614 0.272 NO NO NO NO NO NO D 1.309 1.857 0.804 0.505 0.536 0.337 11 SEISMIC DESIGN CATEGORY (1613.3.5) ASCE 7 SEC 11.6) SEISMIC LOAD: SECT. 12.14 SIMPLIFIED DESIGN PROCEDURE (ASCE 7-10) SEISMIC LOAD EFFECT (12.14.3.1) E=Eh+Ev OR E=Eh-Ev HORIZONTAL SEISMIC LOAD EFFECT (Eh) = Qe = V = 0.2*Sds*D 0.11 D VERTICAL SEISMIC LOAD EFFECT (Ev) SEISMIC BASE SHEAR (12.14.8.1) V =-( F*Sds/R)*V1l _1.0 MODIFICATION FACTOR (F) (ONE STORY) DESIGN SPECTRAL RESPONSE ACCELERATION (DSRA) (12.14.8.1) D 5% DAMPED DSRA AT SHORT PERIODS (Sds) = 2/3*Fa*Ss 0.536 -BASED SITE COEFFICIENT (Fa) 1.309 ACCELERATION 6.5 RESPONSE MODIFICATION FACTOR (R) (T-12.14-1) BEARING WALL SYSTEM, LIGTH FRAMED, WOOD STRUCT. PANELS A. 13. SEISMIC BASE SHEAR (12.14.8.1) V = (F*Sds/R)*W 0.082W TRANSVERSE LIGHT -FRAME GARAGE MASS E[W W = 23.21 KIPS ROOF. (.016)*42.67*342.74 KIPS EXT WALLS: .012 * (9/2) * (40+2.67*4) = KIPS TOTAL 25.95 i C BASE SHEAR(V)= 0.082 * W 2.14 KIPTRANSVERSE (E/W) SEISM( IPS FOR D + 0.7E 1.50 K BASE SHEAR FACTORED ( ) LONGITUDINAL LIGHT -FRAME GARAGE MASS N/S (W): 23.21 KIPS ROOF: (.016)*42.67*34 = 2.09 KIPS EXT WALLS: (.012) * (9/2) * (24+14.67) = 30 KIPS TOTAL 25 = 0.082 * W 2.09 KIPS LONGITUDINAL (N/S) SEISMIC BASE SHEAR (V) 1.46 KIPS � BASE SHEAR FACTORED FOR (D + 0.7E) BUT V\"S'01 1p ,j r'"• 1�.y, ►. DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 7 Job No: 16024 Date: June 2016 35 New Foster Place WIND ANALYSIS (ALTERNATE ALL -HEIGHTS METHOD) (STRUCTURE ONE! 2013 CALIFORNIA BUILDING CODE SECTION 1609.1.1, ASCE 7-10 CHAPTERS 26-30 1609.6 ALTERNATIVE ALL -HEIGHTS METHOD 1609.6.1 SCOPE 1. IS BUILDING HEIGHT < 75 FEET, HEIGHT TO LEAST WIDTH RATIO < 4 YES OR FUNDAMENTAL FREQUENCY > 1 HERTZ? 2. IS THE BUILDING NOT SENSITIVE TO DYNAMIC EFFECTS? YES 3. IS THE BUILDING NOT LOCATED ON A SITE SENSITIVE TO CHANNELING YES EFFECTS OR BUFFETING IN THE WAKE OF UPWIND OBSTRUCTIONS THAT WARRANT SPECIAL CONSIDERATION? YES 4. DOES THE BUILDING HAVE A SIMPLE DIAPHRAGM? YES 5. IS THE BUILDING.NOTAN OPEN BUILDING, MULTISPAN GABLE, STEPPED ROOF, SAWTOOTH ROOF, DOMED ROOF, OR SLOPE > 45 DEGREES? 1609.6.3 DESIGN EQUATIONS MAIN -WIND -FORCE -RESISTING SYSTEM, MWFRS, AND COMPONENTS &CLADDING DESIGN WIND PRESSURE (Pnet) = 0.00256*V^2*Kz*Cnet*Kzt DESIGN WINDIPRESSURE SHALL NOT BE LESS THAN 16 PSF APPLIED TO THE VERTICAL PROJECTION OF THE BUILDNG 110 ULTIMATE WIND SPEED (Vult) (FIG 1609A) 11 RISK CATEGORY (26.5.1) 1609.6.4.1 MAIN WIND -FORCE -RESISTING SYSTEMS ARE THERE ANY TORSIONAL EFFECTS (ASCE FIG 6-9)? NO 1609.6.4.2 DETERMINATION OF Kz & Kzt VELOCITY PRESSURE EXPOSURE COEFFICIENT (Kz) B ASCE 7-10 26.7.3 EXPOSURE CATEGORY FOR AXIS 1 (TRANSVERSE) B ASCE 7-10 26.7.3 EXPOSURE CATEGORY FOR AXIS 2 (LONGITUDINAL) ASCE 710 27.3.1 VELOCTY PRESSURE EXPOSURE COEFFICIENTKz) ASCE 7-10 TABLE 27.3-1 0.60 USE: FORMULA Kz = 2.01*(zlzg)"(2/a) 17.00 MAXIMUM BUILDING HEIGHT (z) 1200 NOMINAL HEIGHT OF ATMOSHPERIC BO UNDRY LAYER (zg) 7 3-S GUST SPEED POWER LAW EXPONENT (a) 100 ASCE 7-10 26.8.2 TOPOGRAPHICAL FACTOR (Kzt) _ (1+Kl+K2+K3)112 0!00 HEIGHT OF HILL OR ESCARPMENT (H) 0.00 DISTANCE UPWIND 1/2 HEIGHT OF HILL OR ESCARPMENT (Lh) 0 H/Lh RATIO (FIG 26.8-1) 0.00 SHAPE OF TOPO &MAX SPEED-UP EFFECT FACTOR (K1) 0.00 REDUCTION IN SPEED-UP DISTANCE UPWIND FACTOR (K2) 0.00 REDUCTION IN SPEED-UP HEIGHT ABOVE TERRAIN FACTOR (K3) 1609.6.4.3 DETERMINATION OF NET PRESSURE COEFFICIENTS (Cnet) (T-1609.6.2) MAIN -WIND -FORCE -RESISTING FRAMES &SYSTEMS (Cnet) ENCLOSED 26.10 ENCLOSURE CLASSIFICATION ENCLOSED? Ao = 206 SF, Aoi = 192 SF �ot eG � qnF Rt III DING IS ENCLOSE MPH FT FT FT Au A. v - �� _ ...,,, �_._-•--- -- 0.43 WALLS: WINDWARD WALL (+ INTERNAL PRESSURE) 0.73 WALLS: WINDWARD WALL (- INTERNAL PRESSURE) _0.51 WALLS: LEEWARD WALL (+ INTERNAL PRESSURE) _0.21 WALLS: LEEWARD WALL (- INTERNAL PRESSURE) -0.66 WALLS: SIDE WALL (+ INTERNAL PRESSURE) -0.35 WALLS: SIDE WALL (-INTERNAL PRESSURE) -0.47 ROOF: WINDWARD (SLOPEDROOF: WINDWARD ) (COND. GON. 1) (-+ INTERNAL PRESSURE) -0.16 6 ROOF SLOPE (6:12) 0.45 HORIZONTAL COMPONENT FACTOR 27 ANGLE (DEGREES) OF ROOF FROM HORIZONTAL (o) -0.66 ROOF: LEEWARD (SLOPED) (+ INTERNAL PRESSURE) -0.35 ROOF: LEEWARD (SLOPED) (- INTERNAL. F'ttt5�urc�) -_- G�,�I � FB �n1NG n1\1 jsjo� DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Wntin nMnI vSIS (ALTERNATE ALL -HEIGHTS METHOD V fl ■ ■ 'm mm, w .. _ DESIGN WIND PRESSURE (Pnet) = 0.00256*V"2*Kz*Cnet*Kzt WALLS: WINDWARD WALLS (+PRESSURE) PSF WALLS: LEEWARD WALLS (+PRESSURE) -3.9 WALLS: SIDE WALLS (+PRESSURE) PSF WINDWARD ROOF (+PRESSURE) -8.7 LEEWARD ROOF (+PRESSURE) PSF WALLS: WINDWARD WALLS (-PRESSURE) -6.5 WALLS: LEEWARD WALLS (-PRESSURE) WALLS: SIDE WALLS R WINDWARD ROOF (-PRESSURE) LEEWARD ROOF (- PRESSURE) 1605.3.1 BASIC LOAD COMBINATIONS 1.) DEAD +LIVE (D + L) 2.) DEAD + 0.6'`WIND (D + 0.6"W) 3.) 0.6"DEAD + 0.6"WIND (0.6"`D + 0.6"W) 4.) DEAD + 0.7"'SEISMIC (D +0.7"E) 5.) 0.6"DEAD + 0.7"`SEISMIC (0.6*D +0.7'`E) t Page: 8 Job No: 16024 Date: June 2016 35 New Foster Place STRUCT. ONE) (CONT (NORMAL TO SURFACES) 7.9 PSF 13.5 PSF -9.4 PSF -3.9 PSF -12.2 PSF -6.5 PSF -8.7 PSF -3.4 PSF -12.2 PSF -6.5 PSF 7i� , ., a.1.rr�• w w Wig ■ ■'mv . % DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 LYS(gqX.(j'j k%) kW.3AL Page: 9 Job No: 16024 Date: June 2016 35 New Foster Place L -HEIGHTS METHOD) (STRUCT. ONE (CONT) 1605.3.1 BASIC LOAD COMBINATIONS 1.) DEAD +LIVE (D + L) 2.) DEAD + 0.6*WIND (D + 0.6"W) 3.) 0.6*DEAD + 0.6*WIND (0.6*D + 0.6"W) 4.) DEAD + 0.7*SEISMIC (D +0.7"`E) 5.) 0.6*DEAD + 0.7''SEISMIC (0.6*D +0.7"E) 1609.6.3 1609.6.3 (+ INTERNAL PRESSURE) ?I APPLY WIND LOAD TRANSVERSE (ENV) TO STRSIGN CONV�EN�TIONMN DIRECTION OF WIND 2.) DEAD +WIND (D + W) 48 FT^2 WINDWARD WALLS SURFACE AREA (1) = 2.67*4"912 7,9 PSF WIND PRESSURE TO SURFACE (1) 0.38 KIPS WIND LOAD TO SURFACE 1 180 FT^2 LEEWARD WALLS SURFACE AREA (2) = 40*912 13.5 PSF WIND PRESSURE TO SURFACE (2) 2.42 KIPS WIND LOAD TO SURFACE 2 A WINDWARD ROOF SURFACE AREA (3) = 680*((6^2+12"2)^.5)112 �3 g PSF WIND PRESSURE TO SURFACE (3) -1.7 PSF HORIZONTAL COMPONENT PRESSURE -1.32 KIPS LATERAL WIND LOAD TO SURFACE 3 760 FT^2 LEEWARD ROOF SURFACE AREA (4) _ (3) _12,2 PSF WIND PRESSURE TO SURFACE (4) -5.4 PSF HORIZONTAL COMPONENT PRESSURE 4.14 KIPS WIND LOAD TO SURFACE 4 5.63 KIPS TOTAL LATERAL WIND LOAD (TRANSVERSE) 3.38 KIPS APPLY FACTOR 0.6 TO WIND FOR ASD COMPARE TO 1.50 KIPS SEISMIC SEISMIC p = 1.0 WIND GOVERNS A AREA OF BUILDING ON VERTICAL PROJECTION =40"(9/2)+42.67*(8.5) 543 FT CHECK: (16 PSF)"0.6 MINIMUM MINIMUM PROJECTION GOVERNS 5.21 KIPS (+ INTERNAL PRESSURE) APPLY WIND LOAD LONGITUDINAL (NIS) TO STRUCTURE (LOAD COMBINATION 2.) DEAD +WIND (D + W) SIGN CONVENTION IN DIRECTIONO FW�2 D WINDWARD WALLS AREA (1) = 14.67*912 7.9 PSF WIND PRESSURE TO SURFACE (1) 0.52 KIPS WIND LOAD TO SURFACE 1 171 FT^2 LEEWARD WALLS SURFACE AREA (2) =25.33*13.5/2 13.5 PSF WIND PRESSURE TO SURFACE (2) 2.30 KIPS WIND LOAD TO SURFACE 2E 0 FT^2 WINDWARD ROOF AREA (3) -3.9 PSF WIND PRESSURE TO SURFACE (3) -1.7 PSF HORIZONTAL COMPONENT PRESSURE 0.00 KIPS LATERAL WIND LOAD TO SURFACE 3 0 FT^2 LEEWARD ROOF SURFACE AREA (4) =3 _12.2 PSF WIND PRESSURE TO SURFACE (4) -5.4 PSF HORIZONTAL COMPONENT PRESSURE 0.00 KIPS WIND LOAD TO SURFACE 4 2,83 KIPS TOTAL LATERAL WIND LOAD (LONGITUDINAL) 1.70 KIPS APPLY FACTOR 0.6 TO WIND FOR ASD COMPARE TO 1.46 KIPS SEISMIC SEISMIC p = 1.0 WIND GOVERNS 357 FT^2 AREA OF BUILDING ON VERTICAL PROJECTION =357 CHECK: (16 PSF)'`0.6 MINIMUM MINIMUM PROJECTION GOVERNS 3.43 KIPS BuT; E COUN 1UILo1NG ONISION 4. 9 DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 10 Job No: 16024 Date: June 2016 35 New Foster Place DIAPHRAGMS &CHORDS (TRANSVERSE LOADING) (STRUCTURE ONE) ROOF DIAPHRAGM: 5.21 KIPS TOTAL LOAD TO ROOF (vr) 30.00 FT DIAPHRAGM WIDTH (W): DIAPHRAGM LENGTH (L) 40.00 FT MAXIMUM DIAPHRAGM UNIT SHEAR (vmax): 0.087 KLF ALLOWABLE UNIT SHEAR (va): (CASE 1) HEAT0.240 KLF NG9 UNBLOCKED ROOF DIAPHRAGM: 15132"' APA RATED S, BOUNDARY &EDGE NAIL ='8d COMMON @ 6" o.c. FIELD NAIL = 8d COMMON @ 12" o.c. ROOF CHORD FORCES (LOADS APPLIED TRANS MAXIMUM CHORD FORCE (C=T): C = T = Vr*L!(8*W) 4.87 TOP WALL PLATE SPLICE: (TOP WALL PLATE CHORDS) TOP 2-2x4#2 CROSS SECTIONAL AREA 1- 2 x 4) 5.25 1 N^2 ALLOWABLE TENSION PARALEL TO GRAIN (Ft) 0.575 KSI LOAD DURATION FACTOR (CD) 1.6 ADJUSTED ALLOWABLE TENSION (Ft') 0.920 KSI MAXIMUM ALLOWABLE CHORD FORCE (Tallow) 4.8 KIPS TOP WALL PLATE NAILING: (USE 16d SINKER NAILS) (NDS TABLE 11 N) ALLOWABLE LOAD TO 16d SINKER NAIL (Z) 118 LBS NAILS REQUIRED U I R ED(N)- T/ (Z' * CD)---��V� 6 NAIL -S NUMBER OF = _, , /USE: 1�6-= -16d SINKER NAILS DIAPHRAGM 2 - 2 x 4 ##2 TOP WALL PLATES TYPICAL ROOF DIA i CH ORDS: 8' - 4" MIN. LAP AT SPLICES ' Wl 16 -16d SINKER NAILS BETWEEN SPLICES OK s- fir' tj GN ?V'17rjr DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 SHEAR WALL AT SOUTH WALL (STRUCTURE ONE) FOR IN -PLANE WIND OR SEISMIC SHEAR SHEAR COLLECTOR WALL LINE DATA: DOES WIND OR SEISMIC GOVERN? LOAD COMBINATION (1605.3.1) SHEAR TO WALL (V) = 3.43/2 PANEL SIZES: HEIGHT P1: 9.00 FT WIND 0.6*D + 0.6*W TOT WIDTH = Page: 11 Job No: 16024 Date: June 2016 35 New Foster Place 1.72 KIPS WIDTH 40.00 FT 40.00 FT G UNIT SHEAR AT WALL LINE (v): RESULTING 0.043 KLF ALLOWABLE UNIT SHEAR (va) _ 0.260 KLF TOR UP FOR WIND(SECTION 2306.3) 1.4 FAC LF FACTORED D ALLOWABLE UNIT SHEAR (va) 0.364 K • 318" APA RATED SHEATHING, BLOCK PANEL EDGES A SHEAR WALL. EDGE NAIL = 8d COMMON @ 61' ox. AIL 8d COMMON 12" o.c. FIELD N @ PANEL P1 DATA: 40.00 FT PANEL WIDTH (W): 9.00 FT PANEL HEIGHT (H): TOTAL SHEAR RESISTED BY PANEL (V): 1.72 KIPS UNIT DEAD LOAD TO PANEL (w): 0.380 0.00 KLF KIPS APPLIED LEFT DOWN LOAD (Pld): 0.00 KIPS APPLIED RIGHT DOWN LOAD (Prd): APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS PANEL RESULTS: LOAD COMBINATION (0.6D+0.6W) OVERTURNING MOMENT (Mo): 15.4 182.4 KIP FT KIP FT NO OT 0.6'`DEAD LOAD RESISTING MOMENT (Mr): 0.0 KIP FT NET OVERTURNING MOMENT (Mnet): 15.20 KIPS LEFT DOWN LOAD REACTION (Rd): 0.00 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) NO HOEDOWNS REQUIRED SILL PLATE ATTACHMENT: 2x SILL PL 2x OR 4x SILL PLATE? B. (NDS T-11 E) 0.65 KIPS ALLOWABLE SHEAR PER 1/2 A. BOLTS TO FOUNDATION 48 " " B O.C. USE: 48 MAXIMUM SPACING AT 112 DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 SHEAR WALL AT NORTH WALL (STRUCTURE ONE) FOR IN -PLANE WIND OR SEISMIC SHEAR SHEAR COLLECTOR WALL LINE DATA: DOES WIND OR SEISMIC GOVERN? WIND flAn f`.C)MRINATInN f1Fi(l5 3.11 0.6*D + 0.6*W SHEAR TO WALL (V) = 3.43/2 PANEL SIZES: P1: HEIGHT 9.00 FT TOT WIDTH = RESULTING UNIT SHEAR AT WALL LINE (v): ALLOWABLE UNIT SHEAR (va) = 0.260 KLF FACTOR UP FOR WIND (SECTION 2306.3) 1.4 1.0 FACTORED ALLOWABLE UNIT SHEAR (va) 0.364 KLF 0.260 A SHEAR WALL: 3/8" APA RATED SHEATHING, BLOCK PANEL EDGES EDGE NAIL = 8d COMMON @ 6" o.c. FIELD NAIL = 8d COMMON @ 12" o.c. i i Page: 12 Job No: 16024 Date: June 2016 35 New Foster Place 1.72 KIPS WIDTH 6.00 FT r 6.00 FT 0.286 KLF OR SEISMIC 1.46 0.243 PANEL P1 DATA: PANEL WIDTH (W): PANEL HEIGHT (H): TOTAL SHEAR RESISTED BY PANEL (V): 6.00 FT 9.00 FT 1.72 KIPS UNIT DEAD LOAD TO PANEL (w): 0.380 APPLIED LEFT DOWN LOAD (Pid): 0.00 APPLIED RIGHT DOWN LOAD (Prd): 0.00 APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 PANEL RESULTS: LOAD COMBINATION (0.6D+0.6W) OVERTURNING MOMENT (Mo): 15.4 0.6*DEAD LOAD RESISTING MOMENT (Mr): 4.1 NET OVERTURNING MOMENT (Mnet): 11.3 LEFT DOWN LOAD REACTION (Rd): 4.17 RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -1.89 ALLOWABLE UPLIFT SIMPSON 'HDU2' ON 2 - 2x 3.075 ALLOWABLE UPLIFT SIMPSON 'SSTB16' ANCHOR 5.355 SILL PLATE ATTACHMENT: 2x OR 4x SILL PLATE? ALLOWABLE SHEAR PER 1/2" A.B. (NDS T-11 E) MAXIMUM SPACING AT 1/2" BOLTS TO FOUNDATION 2x SILL PL KLF KIPS KIPS KIPS KIP FT KIP FT KIP FT KIPS KIPS KIPS KIPS 0.65 KIPS 48 " O.C. HD REQ'D OK OK USE: 48 DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 SHEAR WALL AT WEST WALL (STRUCTURE ONE) FOR IN -PLANE WIND OR SEISMIC SHEAR cuGeR r_ni i FrTOR WALL LINE DATA:. Page: 13 Job No: 16024 Date: June 2016 35 New Foster Place DOES WIND OR SEISMIC GOVERN? WIND COMBINATION(1605.3.1) 0.6*D + 0.6*W LOAD SHEAR TO WALL V = 5.21/2 2'61 KIPS PANEL SIZES: HEIGHT WIDTH P1: 13.50 FT 21.3 3 FT TOT WIDTH = 21.33 FT RESULTING UNIT SHEAR AT WALL LINE (v): 0.122 KLF BLE UNIT SHEAR(va)= 0.260 KLF ALLOWA FACTOR UP FOR WIND (SECTION 2306.3) 1.4 FACTORED ALLOWABLE UNIT SHEAR (va) 0.364 KLF A SHEAR WALL: 318" APA RATED SHEATHING, BLOCK PANEL EDGES EDGE NAIL = 8d COMMON @ 6" O.C. FIELD NAIL = 8d COMMON @ 12" O.C. PANEL P1 DATA: 21.33 FT PANEL WIDTH (W): 13.50 FT PANEL HEIGHT (H): 2.61 KIPS TOTAL SHEAR RESISTED BY PANEL (V): 0.206 KLF UNIT DEAD LOAD TO PANEL (w): 0.00 KIPS APPLIEDLEFT DOWN LOAD (Pld): 0.00 KIPS APPLIED RIGHT DOWN LOAD (Prd): 0.00 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) PANEL RESULTS: LOAD COMBINATION (0.6D+0.6W) ' OVERTURNING MOMENT (Mo): 35.2 KIP FT 0.6*DEAD LOAD RESISTING. MOMENT (Mr): 28.1 KIP FT NET OVERTURNING MOMENT (Mnet): 7.1 KIP FT LEFT DOWN LOAD REACTION (Rd): 4.72 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -0.33 KIPS ALLOWABLE UPLIFT SIMPSON 'HDU2' ON 2 - 2x 3.075 KIPS ALLOWABLE UPLIFT SIMPSON 'SSTB16' ANCHOR 5.355 KIPS SILL PLATE ATTACHMENT: 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE SHEAR PER 1/2" A.B. (NDS T -11E) 0.65 KIPS MAXIMUM SPACING AT 1/2" BOLTS TO FOUNDATION 48 if O.C. HD REQ'D OK OK USE: 48 N DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 cHFAR WALL AT'EAST WALL (STRUCTURE ONE) FOR IN -PLANE WIND OR SEISMIC SHEAR SHEAR COLLECTOR WALL LINE DATA: EISMIC GOVERN? WIND DOES WIND ORS 0.6*D + 0.6*W 31 Page: 14 Job No: 16024 Date: June 2016 35 New Foster Place LOAD COMBINATION (1605. ) 2.61 KIPS SHEAR TO WALL (V) = 5.2112 WIDTH PANEL SIZES: HEIGHT Pi. 12.00 FT 10.00 FT TOT WIDTH = 10.00 FT R AT WALL LINE (v): 0.261 KLF RESULTING UNIT SHEAR 260 KLF ALLOWABLE UNIT SHEAR (va) = 0' 2306.3)FACTOR UP FOR WIND (SECTION 1.4 FACTORED ALLOWABLE UNIT SHEAR (va) 0•364 KLF " APA RATED SHEATHING, A SHEAR R WALL.• 318 BLOCK PANEL EDGES EDGE NAIL = 8d COMMON @ 6„ o.c. FIELD NAIL = 8d COMMON @ 12” O.C. PANEL P1 DATA: 10.00 FT PANEL WIDTH (W): 12.00 FT PANEL HEIGHT (H): 2.61 KIPS TOTAL SHEAR RESISTED BY PANEL (V): 0.206 KLF UNIT DEAD LOAD TO PANEL (w): 0.00 KIPS APPLIED LEFT DOWN LOAD (Pld): 0.00 KIPS APPLIED RIGHT DOWN LOAD (Prd): 0.00 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) PANEL RESULTS: LOAD COMBINATION (0.6D+0.6W) OVERTURNING MOMENT (Mo): 31.3 KIP FT 0.6*DEAD LOAD RESISTING MOMENT (Mr): 6.2 KIP FT NET OVERTURNING MOMENT (Mnet): 25.1 KIP FT LEFT DOWN LOAD REACTION (Rd): 4.57 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -2.51 KIPS ALLOWABLE UPLIFT SIMPSON 'HDU2' ON 2 - 2x 3.075 KIPS ALLOWABLE UPLIFT SIMPSON 'SSTB1 6'ANCHOR 5.355 KIPS SILL PLATE ATTACHMENT: 2x SILL PL 2x OR 4x SILL PLATE? 0.65 KIPS ALLOWABLE SHEAR PER 1/2" A.B. (NDS T -11E) MAXIMUM SPACING AT 1/2" BOLTS TO FOUNDATION 48 11 O.C. t', HD REQ'D OK OK USE: 48 DANIEL J. D OBBIE Page: 15 Professional Engineer Job NO: 16024 P.O. Box 2156 Date: June 2016 y:::. 15925 Renee Way er Place ..•:.:. a?M 029 35 New Fost urnoy CA 9 ,�.�...,: Flo 6 � -5423 833 phone (530} i} ROOF BEAMS, STRUCTURE TWO (ROOF EXTENSION) DESIGN DATA: SPAN LENGTH (L) TRIBUTARY ROOF WIDTH (Wr) =2212+2 TRIBUTARY AREA (Atrib) ROOF DEAD LOAD (RDL) ROOF LIVE LOAD (RLL) LIVE LOAD AREA REDUCTION (R1) = 1.2-.001*At ROOF SLOPE (F):12 LIVE LOAD SLOPE REDUCTION (R2 =1.2 -0.05'`F REDUCED LIVE LOAD (RLL')=Rl*R2*RLL UNIFORM ROOF DEAD LOAD (URDL) UNIFORM ROOF LIVE LOAD (URLL) UNIFORM BEAM DEAD LOAD (UBDL) TOTAL UNIFORM LOAD (TUL) RESULTS: MAXIMUM REACTION (Rmax) MAXIMUM BENDING MOMENT (Morax) 8.00 13.00 104 FT FT FT^2 16 PSF 20 PSF 1.000 6 0.900 18.0 0.208 0.234 0.015 0.457 PSF KLF KLF KLF KLF 1.83 KIPS 3.7 KIP FT 6x12#1 TRIAL SIZE: 11.5 IN BEAM DEPTH (d) 5.5 IN BEAM WIDTH (b) 697 IN^4 MOMENT OF INERTIA (I) 1600 KSI MODULUS OF ELASTICITY (E) 7,17 KIPS RESISTIVE SHEAR BASE VALUE (Vr) 13.63 KIP FT RESISTIVE MOMENT BASE VALUE (Mr) LOAD DURATION &VOLUME FACTOR ADJUSTMENT: ROOF LOAD DURATION FACTOR (Cdr) (SNO,ROOF) MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d112) FINAL RESISTIVE SHEAR (Vr") Vr' = Vr'` Cd VOLUME FACTORS (Cv) Cv = k(12/d)^.1 * (5.125/b)^.1 * (21/L)^.1 LOADING CONDITION FACTOR (k) ED k= 1'00 UNIFORMLY DISTRIBUT ADJUSTED RESISTIVE MOMENT (Mr') Mr'=Mr*Cd') DEFLECTION: DEFLECTION DUE TO TUL (Dtul) DEFLECTION/SPAN RATIO ROOF BEAM: 1.25 ROOF 1.39 KIPS 8.96 KIPS OK 1.098 NOT APPLIED 17.0 KIP FT 0.038 IN L / 2542 6x12#1 OK Is C,0\ '� ' DANIEL J. DOBBIE Page: 16 Professional Engineer Job No: 16024 P.O. Box 2156 June 2016 e WayDate: ��a ..•., .: 15925 Rene ' '` \\ Flo u rno , C A 96029 35 New Foster Place Phone(530)833-5423 SAWN WOOD POST & FOOTING AT ROOF BEAM, STRUCTURE TWOUNITS DESIGN DATA: 2005 NDS TABLE 4D DESIGN VALUES FOR VISUALLY GRADEDTIMBER LARCH SPECIES AND COMMERCIAL GRADE: POSTS &TIMBERS SIZE CLASSIFICATION: GRADING AGENCY: WESTERN WOOD PRODUCTS ASSOCIATION (�PA1.000 KSI COMPRESSION PARALLEL TO GRAIN (Fc) 580000 PSI MODULUS OF ELASTICIN (Emin) NDS SECTION 3.7.1 SOLID -COLUMN DESIGN: F'c=Fc((1+(Fce/Fc))/2c'-(((1+(Fce/Fc))/2c')^2-(Fce/Fc)/c')^0.5) 0.8 SAWN LUMBER COEFFICIENT (c') 0.3 VISUALLY GRADED LUMBER COEFFICIENT (Kce) Fce-(0.822Emin)/(le/d)^2 COMPRESSION COEFFICIENT (Fce) 1.0 BUCKLING FACTOR (Ke) DESIGN DATA: 7.50 FEET UNSUPPORTED LENGTH (I) 90 INCHES EFFECTIVE LENGTH (le) 3.5 INCHES LEAST POST DIMENSION (d) (UNSUPPPORTED) 25.71 le/d RATIO 30.25 SQ IN 6 x 6 POST CROSS SECTIONAL AREA (A) DESIGN RESULTANTS: 721.0 COMPRESSION COEFFICIENT (Fce) 0.570 KSI ALLOWABLE COMPRESSION PARALLEL TO GRAIN (Fc) 17,24 KIPS ALLOWABLE POST LOAD (Pa) 1.83 KIPS ACTUAL POST LOAD (Pac) 6x6#1 OK NEW POSTS: FOOTINGS AT POST DESIGN DATA: 1500 PSF ALLOWABLE SOIL BEARING PRESSURE 3000 PSI CONCRETE COMPRESSIVE STRENGTH (f c) 0 PSI • STRENGTH 6000 REINFORCING STEEL YIELD ST (fy) LOADING DATA: 0.90 KIPS DEAD POINT LOAD (Pdl) 0.93 KIPS LIVE POINT LOAD (Pll) 1.83 KIPS TOTAL POINT LOAD (Ptl) FOOTING SIZE: 1.22 FT^2 AREA REQUIRED FOR BEARING (Areq) 1.10 FT SIDE LENGTH FOR SQUARE FOOTING (L) 1.50 FT USE SQUARE FOOTING SIZE: 12 IN FOOTING THICKNESS (t) FOOTING DESIGN: 8.5 IN REINFORCING DEPTH (d) d = t*12 - 3.5 0.9 STRENGTH REDUCTION FACTOR (phi) 1.1 KIPS ULTIMATE DEAD LOAD (Pudl) Pudl = Pdl * 1.2 1.5 pull * 1.6 KIPS ULTIMATE LIVE LOAD (Pull) 1.141 KSF RESULTANT ULTIMATE SOIL PRESSURE (qu) 0.5 KIP FT ULTIMATE MOMENT (Mu) 0.00008 < pmin REINFORCING STEEL RATIO (p) 0.00011 STEEL RATIO(p')p' = p*1.33 � �,��► USE. REINFORCING S 0.017 IN 2 E D(Asreq'd)jl�Go (�AREA OF REINFORCING STEEL REQUIR - ^ 1 1• - ##4 EACH WAY As - 0.40 I N 2 `jCov, . USE. 2 �� - AWAY • ' - 6 SQUARE x 12 THK. WI 2 ##4 E POST FOOTINGS. 1 DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 RAME STRUCTURE (STRUCTURE TWO' SEISMIC ANALYSIS SIMPLIFIED DESIGN PROCEDURE LOAD COMBINATION (D + 0.7E) DETERMINE Ss & S1 METHOD FOR DETERMINING 2009 NEHRP LAT = 39.7048111 LONG = -121.80030 0.614 MCE (MAX CONSIDERED EARTHQUAKE) AT SHORT PERIODS (Ss) 0.272 MCE AT 1 SECOND PERIOD (S1) DETERMINE IF EXEMPTIONS APPLY (1613-1.) NO 1. FAMILY DWELLING, SDC A, B, OR C, Ss<0.4? NO 2. CONVENTIOANL LIGHT -FRAME CONSTRUCTION (2308)? NO 3. AGRICULTURAL STORAGE BUILDING (NO OCCUPANCY) NO 4. SPECIAL RESPONSE CHARACTERISTICS NOT COVERED? NO 5. (OSHPD 2) SEISMIC DESIGN CATEGORY A (1613.5.6)? DETERMINE: SEISMIC DESIGN CATEGORY (1613.5.6) SITE CLASS DEFINITION: (1613.3.2 & 1613.3.5) NO IS SOILS OR GEOTECHNICAL REPORT AVAILABLE? p USE TABLES 1613.3.5 FOR SITE CLASS SITE COEFFICIENTS (1613.3.3) 1.309 SITE COEFFICIENT (Fa) T-1613.3.3(1) 1.857 SITE COEFFICIENT (Fv) T-1613.3.3(2) 0.804 SPECTRAL RESPONSE ACC. SHORT PERIODS ms = Fa*Ss 0.505 SPECTRAL RESPONSE ACC. 1 -SECOND PERIOD (Smi) = Fv*S1 DESIGN SPECTRAL RESPONSE ACCELERATION (DSRA) (1613.3.4) 5% DAMPED DSRA AT SHORT PERIODS (Sds) = 213*Sms 0.536 0.337 5% DAMPED DSRA AT 1 -SECOND PERIOD (Sdl) = 2J3*Sm1 11 DETERMINE OCCUPANCY CATEGORY T-1604.5 p SEISMIC DESIGN CATEGORY (1613.3.5) (ASCE 7 SEC 11.6) SEISMIC LOAD: SECT. 12.14 SIMPLIFIED DESIGN PROCEDURE (ASCE 7-10) SEISMIC LOAD EFFECT (12.14.3.1) E=Eh+Ev OR E=Eh -Ev HORIZONTAL SEISMIC LOAD EFFECT (Eh) = Qe = V 0.11 "D VERTICAL SEISMIC LOAD EFFECT (Ev) = 0.2*Sds*D SEISMIC BASE SHEAR (1214 8 1) V = (F*SdslR)*W 1.0 MODIFICATION FACTOR (F) (ONE STORY) DESIGN SPECTRAL RESPONSE ACCELERATION (DSRA) (12.14.8-1) 0.536 5% DAMPED DSRA AT SHORT PERIODS (Sds') = 2/3*Fa'`Ss 1.309 ACCELERATION -BASED SITE COEFFICIENT (Fa) 6.5 RESPONSE MODIFICATION FACTOR (R) (T-12.14-1) A. 13. BEARING WALL SYSTEM, LIGTH FRAMED, WOOD STRUCT. PANELS0.082 '`W SEISMIC BASE SHEAR (12.14.8.1) V = (F*Sds/R)*W TRANSVERSE LIGHT FRAME GARAGE MASS (EIW) (Wl: 3.74 KIPS ROOF: (.016)*26*9 = 0.07 KIPS POSTS: •00$ * (9/2) * 2 - TOTAL 3.82 KIPS TRANSVERSE (E[W) SEISMIC BASE SHEAR (V) = 0.082 * W 0.31 KIPS BASE SHEAR FACTORED FOR (D + 0.7E) 0.22 KIPS LONGITUDINAL LIGHT FRAME GARAGE MASS (NIS) (W): 3.74 KIPS � ROOF: (.016)*26*9 = 0.07 KIPS EXT WALLS: •00$ * (g/2) * 2 - TOTAL 3.82 KIPS LONGITUDINAL (NIS) SEISMIC BASE SHEAR (V) = 0.082 * W 0.31 KIPS 0.22 KIPS GOvC�� BASE SHEAR FACTORED FOR (D + 0.7E) Page: 17 Job No: 16024 Date: June 2016 35 New Foster Place xmnnn i IGHT-F DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 18 Job No: 16024 Date: June 2016 35 New Foster Place WIND ANALYSIS (GENERAL REQUIREMENTS FOR MWFRS) (STRUCTURE TWO 2013 CALIFORNIA BUILDING CODE SECTION 1609.1.1, ASCE 7-10 CHAPTERS 26-30 110 MPH 1 BASIC WIND SPEED (V) (26.5-1) (FIG 26.5-11 11 RISK CATEGORY BUILDINGS &STRUCTURES 26.5-1 BASIC WIND SPEEDS FOR OCCUPANCY CATEGORY (FIGURE) 2 WIND DIRECTIONALITY FACTOR (Kd)(26 6) (TABLE 26.6-1_) 0.85 BUILDINGS, MAIN WIND FORCE RESISTING SYSTEM 3 EXPSOURE CATEGORIES (26.71 B AXIS 1: EXPOSURE CATEGORY B AXIS 2: EXPOSURE CATEGORY 4 TOPOGRAPHICAL FACTOR (Kzt) _ (1+K1+K2+K3)^2 (26.8.2) 1.00 0.00 FT HEIGHT OF HILL OR ESCARPMENT (H) 0.00 FT DISTANCE UPWIND 1/2 HEIGHT OF HILL OR ESCARPMENT.(Lh) o H/Lh RATIO (FIG 26.8-1) 0.00 SHAPE OF TOPO &MAX SPEED-UP EFFECT FACTOR (K1) 0.00 REDUCTION IN SPEED-UP DISTANCE UPWIND FACTOR (K2) 0.00 REDUCTION IN SPEED-UP HEIGHT ABOVE TERRAIN FACTOR (K3) 5 GUST -EFFECT FACTOR (26.9) 0.85 GUST -EFFECT FACTOR (G) (26.9.1) FREQUENCY DETERMINATION (26.9.2) YES 1. IS ROOF HEIGHT < 60'? 2, IS ROOF HEIGHT < LEAST HORIZONTAL DIMENSION? YES BUILDING IS LOW-RISE (G = 0.85) 6. ENCLOSURE CLASSIFICATION 126.10 OPEN 7 INTERNAL PRESSURE COEFFICIENT (GCpi) (26.11) 0,00 INTERNAL PRESSURE COEFFICIENTS (GCpi) (TABLE 26.11-11 wimn W W ■ ■ 'm =- LOADS ON BUILDINGS MWFRS (DIRECTIONAL PROCEDURES ASCE 7-10 CHAPTER 27 1. VELOCITY PRESSURE (qz) (27.3.1) VELOCITY PRESSURE (qz) _ (qh) = 0.00256*Kz*Kzt*Kd*V"2 WIND DIRECTIONALITY FACTOR (Kd) (26.6) (TABLE 26.6-1) 2. WIND PRESSURE EQ. 27.4-3 OPEN BUILDING' p = qh*G*CN VELOCITY PRESSURE EXPOSURE COEFFICIENT (Kz) (TABLE 27.3-1) TOPOGRAPHICAL FACTOR (Kzt) _ (1+Kl+K2+K3)A 2 (6.5.7) BASIC WIND SPEED (V) (26.5.1) (.FIG 26.5-1) NET PRESSURE COEFFICIENT (CN) (FIG. 27.4-5) ROOF ANGLE LOAD CASE A, CLEAR WIND FLOW NET PRESSURE COEFFICIENT (CNW) NET PRESSURE COEFFICIENT (CNL) DESIGN WIND PRESSURE (PW) DESIGN WIND PRESSURE (pL) 15.0 PSF 0.85 0.57 1.00 110 MPH 26.5 DEGREES 1.2 0.2 15.3PS_ ., 2.6 PSP DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 19 Job No: 16024 Date: June 2016 35 New Foster Place WIND ANALYSIS (GENERAL) (STRUCTURE TWO) (CONT) 3. WIND LOADS: (TRANSVERSE) HORIZONTAL COMPONENT FACTOR (HC) = V/(V^2+H^2)^.5 � 20 FT^2 WINDWARD HORIZONTAL PROJECTION AREA (AW) � WINDWARD TRUE AREA (AWt) = AW"(6^2+12^2)^.5/12 134 FT0.92 KIPS WINDWARD HORIZONTAL WIND LOAD (VW) = pW'`AWt*'`HC 120 FT^2 LEEWARD HORIZONTAL PROJECTION AREA (AL) 134 FT A LEEWARD TRUE AREA (ALt) = AW"(6^2+12^2)^.5/12 0.15 KIPS LEEWARD HORIZONTAL WIND LOAD (VL) = pL'`Alt"HC 1.07 KIPS TOTAL HORIZONTAL WIND LOAD WIND ASD DESIGN .6'`VT 0.64 KIPS WIND GOVERNS COMPARE 0.7*SEISMIC 0.22 KIPS AREA*OF BUILDING ON VERTICAL PROJECTION =60 60 FT^2 1609.6.3 CHECK: (16 PSF)*0.6 MINIMUM 0.58 KIPS STANDARD WIND GOVERNS i I DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 20 Job No: 16024 Date: June 2016 35 New Foster Place DIAPHRAGMS & CHORDS (TRANSVERSE LOADING) (STRUCTURE TWO) ROOF DIAPHRAGM: 0.64 KIPS TOTAL LOAD TO ROOF (Vr) 22.00 FT DIAPHRAGM WIDTH (W): 8.00 FT DIAPHRAGM LENGTH (L) 0.029 KLF UM DIAPHRAGM UNIT SHEAR (vmax): MAXIM 240 KLF 0 1 . WABLE UNIT SHEAR (va): (CASE) UNBLOCKED ROOF DIAPHRAGM: ALLO 2"" APA RATED SHE1513 ATHING, UNBLO6" O.C. BOUNDARY & EDGE NAIL = 8d COMMON @ FIELD NAIL = 8d COMMON @ 12" O.C. CES LOADS APPLIED ROTATIONAL CHORD FOR D TRANS DIM: 0.12 KIPS C = T = Vr*L/2/W CHORD FORCE (C=T): MAXIMUM = .22l2 0.11 KIPS COMPARE SEISMIC PULL AWAY FORCE OP WALL PLATE SPLICE TO NEW BEAM: S OK T 1.235 KIP ALLOWABLE LOAD SIMPSON 'LSTA24' STRAP SPLICE NEW BEAMS TO SIMPSON 'LSTA24' STRAP EXISTING WALL PLATES I i i f v GENERAL NOTES I. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS BEFORE STARTING WORK. THE ENGINEER SHALL BE NOTIFIED IN WRITING OF ANY DISCREPANCIES. 2. THE CONTRACTOR AGREE5 THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFEND,INDEMNIFI' AND HOLD DANIEL J. DOBBIE HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, EXCEPT FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DANIEL J. DOBBIE. 3. THE CONTRACTOR A6REE5 THAT HE/5HE SHALL NOT DEVIATE FROM THESE DRAWIN65 WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE ENGINEER. 4. ALL OMISSIONS AND/OR CONFLICTS BETWEEN VARIOUS ELEMENTS OF THE WORKING DRAWIN65 AND SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ENG I NEER. 5. IF CERTAIN FEATURES OF CONSTRUCTION ARE NOT FULLY SHOWN ON THE DRAWIN65 OR GALLED OUT IN THE NOTES OR SPECIFICATIONS, THEN THEIR CONSTRUCTION SHALL BE THE SAME A5 FOR 51MILAR CONDITIONS WHICH ARE 5HOWN OR GALLED OUT ON THE DRAWINGS OR SPECIFICATIONS OR AS DIRECTED BY THE ENGINEER. 6. ALL CONSTRUCTION, INCLUDING MATERIALS AND WORKMANSHIP, SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE 2012 EDITION AS ADOPTED AND MODIFIED BY THE STATE OF CALIFORNIA IN REFERENCE TO THE 2013 CALIFORNIA BUILDING CODE (GBG). 7. IN AREAS OF EXCAVATION THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL EXISTING UNDERGROUND UTILITIES BEFORE STARING EXCAVATION. 8. THE CONTRACTOR SHALL NOT SCALE THE WORKING DRAWINGS. SPECIAL INSPECTION 1. SPECIAL INSPECTION 15 REQUIRED FOR THE FOLLOWING TYPES OF WORK IN CONFORMANCE WITH SECTION 1701 OF THE 2013 EDITION OF THE "CALIFORNIA BUILDING CODE" (GBG): INSTALLATION OF HIGH STRENGTH BOLTS 2. THE FOLLOWING REQUIREMENT SHALL BE MET FOR SPECIAL INSPECTION: A. THE SPECIAL INSPECTOR SHALL BE UNDER THE SUPERVISION OF A REGISTERED PROFESSIONAL ENGINEER. B. THE SPECIAL INSPECTOR SHALL 055ERVE THE WORK A5516NED FOR CONFORMANCE WITH THE APPROVED DE516N DRAWING5 AND SPECIFICATIONS. G. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, THE ENGINEER, THE ARCHITECT, AND OTHER DESIGNATED PERSONS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION; THEN, IF UNCORRECTED, TO THE PROPER DESIGN AUTHORITY AND THE BUILDING OFFICIAL. D. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT SIGNED BY THE RE615TERED PROFE55IONAL 5TATIN6 WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE G.B.G. 3. SPECIAL INSPECTION APPLICATIONS MUST BE REVIEWED AND APPROVED BY THE BUILDING DIVISION PRIOR TO THE ISSUANCE OF A PERMIT. ALL INSPECTION REPORTS SHALL NOTE ANY DISCREPANCIES AND BE FILED WITH THE BUILDING DIVIVION WEEKLY DURING CONSTRUCTION, WHETHER CORRECTED OR NOT. INSPECTOR SHALL MAINTAIN INSPECTION LOGS AT THE JOB 51TE FOR REVIEW BY THE BUILDING OFFICIAL OR HI5 REPRESENTATIVE. 4. INSPECTION PROGRAM: SPECIAL INSPECTION OF THE HIGH STRENGTH BOLTS SHALL OCCUR DURING BOLT INSTALLATION AT THE ERECTION OF THE STEEL FRAMING. FOUNDATION I. SOIL DESIGN INFORMATION: SOIL DESIGN PRESSURE: PAD FOOT I NGS 1500 PSF 2. BOTTOM OF FOOTINGS SHALL BE AT LEAST 12 INCHES BELOW LOWEST ADJACENT FINISH GRADE. 3. THE FINISH EXCAVATION FOR FOUNDATIONS SHALL BE NEAT d TRUE TO LINE WITH ALL LOOSE MATERIAL AND STANDING WATER REMOVED BEFORWNGRETE 15 PLACED. 4. THE TESTING LAB SHALL SUBMIT COMPACTION REPORTS FOR ALL FILL TOTHE ENGINEER PRIOR TO REQUESTING FOUNDATION INSPECTION. ALL LOOSE SOIL AND FILL DIRT, INCLUDING BACKFILL BEHIND RETAININ&WALL5, SHALL BEGOMPAGTED TO AT LEAST X1096 OF MAXIMUM DENSITY. REINFORCING STEEL I. BAR REINFORCING SHALL CONFORM TO A5TM A615, INCLUDING SUPPLEMENT 51: ALL REINFORCING SHALL BE GRADE 60. 2. DETAILS FOR REINFORCING SHALL CONFORM WITH CHAPTER 7 OF THE AMERICAN CONCRETE INSTITUTE PUBLICATION 318-11, UNLE55 OTHERWISE NOTED. 3. LAPS AT BAR SPLICES IN CONCRETE CONSTRUCTION SHALL CONFORM TO CHAPTER 12 OF THE LATEST EDITION OF THE AMERICAN CONCRETE INSTITUTE 316. 4. VERTICAL BARS IN CONCRETE CONSTRUCTION SHALL BE ACCURATELY POSITIONED AT THE CENTER OF THE WALL, UNLESS OTHERWISE NOTED. 5. BAR SUPPORTS SHALL BE PROVIDED A5 5PEGIFIED IN THE "MANUAL OF STANDARD PRACTICE" ISSUED BY THE CONCRETE REINFORCING STEEL INSTITUTE. 6. ALL REIFORGING SHALL SECURELY TIED IN PLACE PRIOR TO PLACING CONCRETE OR GROUT. T WELDING OF GROSSING BARS AND TACK WELDING OF REINFORCING SHALL NOT BE PERMITTED. REINFORCED CONCRETE I. A. THE MINIMUM 28 DAY CONCRETE COMPRESSIVE STRENGTH SHALL BE: FOUNDATIONS/ FOOTINGS 3000 PSI SLABS 3000 PSI NO SPECIAL INSPECTION OF CONCRETE 15 REQUIRED AS NOTED BELOW PER 2013 GBG SECTION 1705.3 EXCEPTION I. ISOLATED FOOTINGS < 3 STORIES AND EXCEPTION 2.1 FOR CONTINUOUS FOOTINGS SUPPORTING LIGHT -FRAME WALLS AND EXCEPTION 3. FOR NONSTRUCTURAL SLABS ON &RADE THEREFORENO SPECIAL INSPECTION OF CONCRETE SHALL BE REQUIRED. B. THE MAXI LUMP SHALL BE 4 INCHES. G. MIX DESIGNS SHALL BE SUBMITTED FOR ALL CONCRETE WITH REQUIRED STRENGTHS GREATER THAN 3000 PSI. MIX DESIGNS SHALL BE PREPARED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF CALIFORNIA AND SUBMITTED TO THE PROJECT DESIGN PROFESSIONAL FOR REVIEW. 2. PORTLAND GEMENT SHALL CONFORM TO ASTM C150, TYPE I OR 11. 3. A66RE6ATE5 FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO A5TM C33. 4. ADMIXTURES USED TO INCREASE THE WORKABILITY OF THE CONCRETE SHALL NOT BE CONSIDERED TO REDUCE THE SPECIFIED MINIMUM GEMENT CONTENT, 5. READY -MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH ASTM CcI4. 6. MINIMUM CONCRETE COVER (IN INCHES) FOR REINFORCING STEEL FOR NON - PRESTRESSED CONCRETE; A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" B. FORMED SURFACES EXPOSED TO EARTH OR WEATHER #(o AND LARGER 2" #5 AND SMALLER 1 1/2" 7. SLEEVES, PIPES, AND CONDUITS SHALL NOT BE PLACED THROUGH CONTINUOUS OR SPREAD FOOTINGS, GRADE BEAMS, OR TIE BEAMS. 8. CONSTRUCTION JOINTS SHALL BE ADEQUATELY KEYED. THEIR LOCATIONS AND DETAILS, WHEN NOT SHOWN ON THE DRAWIN65, SHALL BE SUBJECT TO THE APPROVAL OF THE ENGINEER. Q. CONCRETE PLACEMENTS SHALL BE CONTINUOUS BETWEEN CONSTRUCTION JOINTS. 10. UNLESS OTHERWISE SHOWN ON THE DRAWINGS, SLABS ON GRADE SHALL BE CAST IN SQUARE OR RECTANGULAR PATTERNS NOT EXCEEDING 400 SOUARE FEET, WITH A MAXIIMUM DIMENSION OF 20 FEET BETWEEN CONSTRUCTION, WEAKENED PLANE, OR CONSTRUCTION JOINTS. -'FOS 3D NEW ER PLA E WOOD NOTES I. SAWN WOOD MEMBERS SHALL BE DOUGLAS FIR OR LARCH, 545, AND SHALL BE GRADE MARKED BY A GRADING A&ENGY RECOGNIZED BY THE INTERNATIONAL CODE COUNCIL (IGC); UNLE55 OTHERWISE NOTED ON DRAWIN65. 2. WOOD GRADES, UNLESS NOTED, SHALL BE A5 FOLLOWS: LIGHT FRAMING (2" TO 4" THICK d 2" TO 4" WIDE) NO.2 JOISTS d HEADERS (2" TO 4" THICK, 6" d WIDER) NO.2 BEAMS d STRINGERS ((oX d LARGER) NO.I POST d TIMBERS ((oX d LARGER) NO.I 3. BOLTS SHALL CONFORM TO ASTM A307. NUTS SHALL CONFORM TO ASTM A563, HEX GRADE A. 4. ALL BOLT HEADS, NUTS, AND LAG SCREWS BEARING ON WOOD SHALL HAVE STANDARD GUT WASHERS UNLE55 NOTED. 5. BOLT HOLES DRILLED IN WOOD SHALL BE DRILLED 1/32" LARGER THAN THE NOMINAL BOLT DIAMETER EXCEPT FOR PILOT HOLES TO RECEIVE LA& BOLT THREADS. 6. NAILING OF SAWN WOOD MEMBERS, UNLE55 OTHERWISE NOTED, SHALL BE DONE WITH COMMON WIRE NAILS AND CONFORM TO TABLE 2304.x.1 OF THE GBG. 7. GUTTING, DRILLING, OR NOTCHING OF BEAMS/JOI5TS/P05TS SHALL BE PERMITTED ONLY A5 SHOWN ON THE DRAWINGS OR AS INDICATED IN WRITING BY THE ENGINEER. 8. ALL SILLS OR PLATES RESTING ON CONCRETE OR MASONRY, WHICH IS IN CONTACT WITH THE EARTH, SHALL BE PRESSURE TREATED DOUGLAS FIR. q. PROVIDE BLOCKING OR 5RID61N6 PER SEG 2308.8.2 OF THE GBG AND SEG 4.4.12 OF THE NATIONAL DESIGN SPECIFICATION. 10. MOISTURE CONTENT OF WOOD AT THE TIME OF PLACING SHALL NOT EXCEED IQ PERCENT. BVM COUNTY JUL 2 7 20C4 it W_N=� _ ' B16-]Gl�5 APPLICABLE CODES: 2013 CALIFORNIA BUILDING CODE 2013 CALIFORNIA MECHANICAL CODE 2015 CALIFORNIA FIRE CODE 2013 CALIFORNIA ELECTRICAL GORE 2013 CALIFORNIA BUILDING ENERGY EFFICIENCY STANDARDS 20��1" GSL 2� I �, GYL SECTION 1603 C0N5TRUGTI0N DOCUM_NTS WIND DESIGN DATA BASIC WIND SPEED 110 MPH WIND IMPORTANCE FACTOR ( 1) 1.0 WIND EXPOSURE B EARTHQUAKE DESIGN DATA - 4=t:�0 SEISMIC IMPORTANCE FACTOR ( 1) 1.0 MAPPED SPECTRAL RESPONSE ACCELERATION (Ss) 0.614 MAPPED SPECTRAL RESPONSE ACCELERATION (51) 0.272 SITE GLASS D SPECTRAL RESPONSE COEFFICIENT (Sds) 0.536 SPECTRAL RESPONSE COEFFICIENT (Shc) 0.336 SEISMIC DESIGN CATEGORY D EXISTING RESIDENCE EXISTING SEPTIC TANK d LEACH LINES G"It � STRUCTURE THREE METAL BUILDING c 16SUC71�' IS l UT TNr_wbrf L9ISDE816lbla.8'-0" WRG-WK PUMIT Ic �I -fHE u, ACE1✓D U UT -0 CODs%�TS PrT l">✓ tilts T NEW STRUCTURE TWO ROOF EXTENSION \ rsy [u�"ft✓ 'f'A-I� EXISTING / GARAGE I. I I EXI5TIN6 WELL +a 26q.70' 51 TE PLAN LOT AREA 44,015 SF LOT COVERAGE 18.15% I NEW STRUCTURE ONE BARBEOUE COVER (HATCHED) I I I I I I I I I 40' tl2' I I � I I I I PERMIT#��- BUTTE COUNTY DEVEL PMENT SERVICES REVIEWED FOR CODE COMPLIANCE BY -l- Q?,OFESS/p�,�// J. ppb Fy uj C 42028 *. 03/31/18 ��EXP CIVIL �PF CALIL&,' JUL 1 12016 Rte wp y i REVISIONS I BY e*l m$ j *5��l gww0 Z j ..1 0 � 0 W R Lo im 0 0 C 0 L a UJ ix 0 U"W g c �Og�?2 Llj U3 >QJ�U� WWOO�n FZ Lu Cly UI cv) 6/21/2016 SCALE I'm 10' DRAWN did JOB 16024 SHEET OF SHEETS EXISTING BUILDING AREA 4,230 5F NEW 5TRUGTURE ONE 1,200 SF NEW STRUCTURE TWO - 160 5F TOTAL = - 4=t:�0 S -S`1 v S F LOT AREA 44,015 SF LOT COVERAGE 18.15% I NEW STRUCTURE ONE BARBEOUE COVER (HATCHED) I I I I I I I I I 40' tl2' I I � I I I I PERMIT#��- BUTTE COUNTY DEVEL PMENT SERVICES REVIEWED FOR CODE COMPLIANCE BY -l- Q?,OFESS/p�,�// J. ppb Fy uj C 42028 *. 03/31/18 ��EXP CIVIL �PF CALIL&,' JUL 1 12016 Rte wp y i REVISIONS I BY e*l m$ j *5��l gww0 Z j ..1 0 � 0 W R Lo im 0 0 C 0 L a UJ ix 0 U"W g c �Og�?2 Llj U3 >QJ�U� WWOO�n FZ Lu Cly UI cv) 6/21/2016 SCALE I'm 10' DRAWN did JOB 16024 SHEET OF SHEETS A ,e' f WEST ELEVATION 1/4" = 1'-0" i nr,.fvna I T I nU STUCCO SOUTH ELEVATION EXTERIOR 1/4" = 1'-0" i w ri r r_ir EAST ELEVATION vvvv OVER NORTH ELEVATION PANEL 1/4" = I' -O" AUX TONE EFFENCINCY LIGHTING (perm luminaries} Section 150 OUTDOOR LIGHTING ATTACI - High efficacy OR controlled by mi w/manual- on/automatic off switch IbO.t"p S06. U)JO ufc-jf- fWA Q FLOOR PLAN (STRUCTURE ONE BARBEGQUE COVER) -tD p wA L L p LATZ s'r LI MI N Lt4-�'e 0 I 0 Aw Si�L /'eG /'�/loT�a7f� �j2arrt 7�i'6 ll�e�� CA) PERMIT` 1-516' 4(,,I I 51L�:, BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE --@"6 I'C-:- BY 151- 19 FESS/ON J. Dpi �Fti Uj C42 2 * EXP.03131/18 * srgTFOF CAl1F0�a\P JUL 1 120% c� LM L N �CQ� S C36 WW W —7 C LU J p(If O LJJ LoQ� d ^O C 6/21/2016 3/8"s 1'-O" DRAWN did .loe 16024 SHEET 6 OF SHEETS Go 8! LO a Q U }. J 0 �U 0 � t— D D Q to � U C/) < D CL O � z ��f - z L9 6/21/2016 3/8"s 1'-O" DRAWN did .loe 16024 SHEET 6 OF SHEETS 2x BLK'S BETWEEN TRUSSES W/ 'RBC' CLIP ® 24"o.c. CONTINUOUS ROW EDGE NAIL onnr- 1-12.5' TIES ® 24"o.c. (EA. TRUSS) 2x4 @ 16"o.c. 5TUD WALL 0�� 1112- �=r_�o- Ibd SINKERS ® 61.o.c 2x4 (FLAT) - OUTRISSERS ® 24"o.c. SHEAR WALL- 5HEATHING PER PLAN d 5CHED. CONTINUOUS A 2x4 ® 16"o.c. STUD WALL RAKE TOP WALL PLATES FOR BALLOON FRAME STUDS 2x4 @ 16"o.c. — STUD WALL SHEAR WALL- 5HEATHIN& PER PLAN d 50HED. 2x P.T. SILL PLATE W/ V2"xl0" ANCHOR BOLTS ® 48"o.c. UNLESS OTHERWISE NOTED PER SHEAR WALL 5CHED. W/ SIMPSON 'BPI/2-5' WA5HER5 SLAB PER PLAN #5 CONT. TOP d BOTTOM s -1 FOR ITEMS NOT NOTED SEE PTL 1/51 'HL53' ANGLE ONE SIDE W/ 1/2" M.B. THRU TRUSS d 1/2"x 6" LAG SCREW INTO BEAM ® 24"o..c. BEAM PER PLAN C�_ P05T d FOOTING BC' HALF BASE AT (ox POST W/ IOd x IV:2" NAILS TO SILL fE 2x P.T. SILL PLATE W/ 2- V2X10" A.B. MIN. PER SILL IL " PER PLAN HOLDONN TO P05T PER PLAN #5 CONT. THROUGH FROM FOOTING BEYOND REINF. PER PLAN I ROOF FRAMING PLAN (STRUCTURE ONE, BARBECUE COVER) 51 1/4" = I' -O" PERMIT #—�=1 ��1 �� BUTTE COUNTY DEVELOPMENT SERVICES 40,_0„ REVIEWED FOR l0'-8° 2'-0" lo' -a' 2'-0" l0'-8" 2'-0" DATECOD �COMPL_IAIl�CE 20-011 By 24" 5P SI � ct11•t I I SHEATHINS: EDGE NAILING SILL PLATE ANOCRA5E SPECIAL CONSTRUCTION OA I I NONE bx 2 #1 6x12 #1 ril Lu IIQ bxI2 #1 IIS i + o 6 S,• A + . �° P�� ►�'� co DK I II i ,y+ , e P I II IIS II I �I I I II � '11 I I i I II II I II q 51 4" GONG SLAB W/ #5 ® 18"o.c. I I Ln I I i I II I I ( I I I I 40 Iia � `' III I I I w _ lu O 21'4" I" DEEP SAWCU7 CONTROL N I I JOILT5 A5 SOON A5 POSSIBLE- OSSIBLEAFTER `} II AFTERPOUR WITHOUT 51 � 51"ALLIN6 OCCURRING TYP II III I I III III I 0 lo' cv Ii I I 4 I II I o 10 to it 'vi — — . ...... — . — II II it — ...... —.—.—. 4 SI O INDICATES SHEAR WALL TYPE d LENGTH (SEE SCHEDULE) I I ROOF FRAMING PLAN (STRUCTURE ONE, BARBECUE COVER) 51 1/4" = I' -O" PERMIT #—�=1 ��1 �� BUTTE COUNTY DEVELOPMENT SERVICES 40,_0„ REVIEWED FOR l0'-8° 2'-0" lo' -a' 2'-0" l0'-8" 2'-0" DATECOD �COMPL_IAIl�CE 20-011 By 24" 5P SI � ct11•t I I FOUNDATION PLAN (STRUCTURE ONE BARBECUE COVER) 1/4" = 1'-0" SHEAR WALL SCHEDULE: QROFESS/0�, MARK SHEATHINS: EDGE NAILING SILL PLATE ANOCRA5E SPECIAL CONSTRUCTION OA 3/8" APA RATED SHEATHING 8d COMMON ® 6" o.c. 1/2" x 10" AB ® 48" o.c. I NONE ril � III i + o 6 S,• A + . �° P�� ►�'� co DK ,y+ , e P I I I I �I I I II '11 I i I I II q 51 4" GONG SLAB W/ #5 ® 18"o.c. I I Ln I I I EACH WAY TYP I II I I ( I I I 40 Iia � `' III I I I I ry,�gJ��,e P O 21'4" I" DEEP SAWCU7 CONTROL I I JOILT5 A5 SOON A5 POSSIBLE- OSSIBLEAFTER `} AFTERPOUR WITHOUT 51 51"ALLIN6 OCCURRING TYP III I I III III I 0 lo' Ii I I 4 II I o 10 to 'vi — — . ...... — . — . —.. ........ — ... — ...... —.—.—. 4 SI O INDICATES SHEAR WALL TYPE d LENGTH (SEE SCHEDULE) FOUNDATION PLAN (STRUCTURE ONE BARBECUE COVER) 1/4" = 1'-0" SHEAR WALL SCHEDULE: QROFESS/0�, MARK SHEATHINS: EDGE NAILING SILL PLATE ANOCRA5E SPECIAL CONSTRUCTION OA 3/8" APA RATED SHEATHING 8d COMMON ® 6" o.c. 1/2" x 10" AB ® 48" o.c. I NONE NOTES: 1. ALL UNSUPPORTED PANEL EDGES SHALL BE BLOCKED W✓ MIN 2x4 FLAT. 2. ALL SHEATHING NAILING SHALL BE DONE WITH COMMON WIRE NAILS OR A GUN NAIL EQUIVALENT. 3. ALL MUDSILL ANCHOR BOL75 SHALL HAVE 'BP5/8-3' PLATE WASHERS. J. p�� Fy ui C 42028 * EXP. 03/31/18 CIVII. �P 9TFOFCAIW JUL 1 12016 UJ q 0 U"W g oL u j u3 Q�pU� W 0 to � Lu Coro" 6/21/201 b SCALE DRAVM did .los 16024 's I OF SHEETS '., ..... i ..- _......�......L.. J..��.............:..u...�..�.L�.u.....�.—........uL,...W..Li...Y..........�_��e..L.....La.�au... 2x SLK'G BETWEEN TRUSSES W/ 'RBC' CLIP 6 24"o.c. GONTI NUOU5 ROW EDGE NAIL EXPOSE EXISTING TOP WALL PLATES FOR NEW STRAP ROOF TRU55 'HL55' ANGLE ONE SIDE W/ 1/2" M.B. THRU TRUSS d 1/2"x 6" LAG SGREW INTO BEAM ® 24"o..c. BEAM PER PLAN 11/2" = I' -O" 'L5TA24' STRAP TO SIDE OF BEAM d TOP WALL PLATES NEW BEAM PER PLAN NEW 'L5O' CLIP EXP05E EXISTING CORNER 1 STUD ARRANGEMENT d GUT TO I� PROVIDE lam" MIN. BEARING SURFACE 5" MIN. IN LENGTH FOR NEW BEAM le -A alkIL-Moa A u11- rnNTIN! JnlJS POST d FOOTING P057 d 5A5E PER PLAN SAWCUT d REMOVE EXISTING SLAB FOR 1/2" x 8" SMOOTH STEEL DOWELS NEW FOOTING DRIVEN 4" INTO 1/2" DRILLED HOLES IN EXISTING SLAB, 2 ® EACH OF 4 51DE5 8 TOTAL AT EACH FOOTING I �z wQ v0D-. REINF. PER PLAN = w PER PLAN I� II � NEW ROOF 5HEATHIN6: 15/16" APA RATED SHEATHING (52/16) UNBLOCKED W/ I BOUNDARY d EDGE NAIL: 6d COMMON ® 6"o.c. I FIELD NAIL: 8d COMMON ® 12"o.c. CAREFULLY REMOVE ALL PARTIAL SHEATHING PANELS REMAINING AFTER REMOVAL OF GABLE OVERHANG d REPLACE WITH FULL NEW SHEATHING PANELS 6 x112 #1 Lu O N n04 o O EXISTING SHEATHIN I O PANEL TO REMAIN �'0 ti P b;Q�e 2 ----- cv I ---- —I 6x12#1 52 GUT d REMOVE EXISTING ROOF 52 OVERHANG FLUSH TO WALL ROOF FRAMING PLAN (STRUCTURE TWO ROOF EXTENSION) FOUNDATION PLAN (STRUCTURE TWO ROOF EXTENSION) 1/4" = PERMIT #_gyp BUTTE COUNTY DEVELO ®NT SERVICES REVIEW iANCE CODE COMPL DATE g � i ----- BY OQ�OFESS/p^, C 42028 *"EXP"""' CIVIL 18 �. \TFOFCAL 0��\P JUL 1 12016 REVISIONS I BY x, Qa 03� . Ww 01 OZ} o�0 W Z Lo ix a Qc of 0- 'A' LJJ �o VFW �og00,� W U w r. J � 0ouj � 6/21/2016 SCALE 5/8 w s 1 l -0a DR A" djd .roe 16024 2 OF SHEETS A co R 1 Lo o, U J Z �5;O 0 QU D t'1' <Ne Lij co <g Oui � 17 z 6/21/2016 SCALE 5/8 w s 1 l -0a DR A" djd .roe 16024 2 OF SHEETS A