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HomeMy WebLinkAboutB14-2434-- - - ...�... ... r .....' sY.. ter.. _ .,...._......._. .. ._._....... ....... ._.......3.......3.......:.....s......,3.,.-... 3.......5 _.,. 1034 MiddlehofF Lane Owner Ian Carlisle- APN 030-170-022-000 . 1 = 20' r �t . ce acic KA+� cave y . wa�k�✓ay - 16 Siwy e u BUTM couwy 0 zo (OCT 2 8 2014 f 2Sas� _ , aA N - DEVE! opmEN'j' (2, o55W° F -co i SEI vlas 55 S2 i PER �(_ 0 �'% BUTTE COUNTY DEVELOPMENT SERVICES r` REVIEWED FOR r xc DE C BY DATE ( _ BY - - . ,w.t.-.�i..+. `w. t-.e'<riw.-ar ...:.l.wre+Mwi..•'.w:.++.... .. YeAGi,G J i^v1 1 V1 FE co . West 1: 1 +i v cl %J 11 , � BUTTE COUNTY Eu-ILDINGDIVISION APPROVED East Elevation . N ��• ssl T q ib��� CNe @.. OF Crti.9��'�\ J 13U DL- v- - SION UrLI)ING IDIVI &pPROVED Roof Top Framing N } ! - ! i,' • jf� F 84 j � ; i f�.. �� ., .66FFt"� `,t •\ ' - ' d 7 I y� Cf ± 1 { 1 inn E ,!... CALit IfOp' TE OUNTY l 2?�� rpt ►� i 1 ;� IS10N lveloc- ' VES 1 fj ,�, i`�+ C•; J r� ;� Y�/'':.�-Prl � �'•.'d�� �^ Df- $ C f �pv-c.1/t. ✓�� / �� �: is �=•►'�i�.icl. 7,� 'I' ��te � •` o' 1 rpytl� tl .�af 6 y 2- �_ .. _....... ..._,_.....__. _.._._ _... ,_ . W....x�_..__... n zeering STRUCTURAL CALCULATIONS Rancho Job #14-186 for Home Re -Roof 1034 Middlehoff Ln. Oroville, CA ' Calculation Index: Page # • Project Layout 1 • Gravity Analysis G1 • Beam Analysis 61 — B3 —'i Revision Summary: Rev. 0 10/13/14 Initial Issue ® ®�—, r • PERMIT # < C:F ' L \ BUTTE COUNTY DEVELOPMENT SRVICES M 55 REVIEWED FOR La o < COD CO LIANCE J, ! a �, cr BY . z / This calculation package is valid for the prole Fo119 as listed above only and may not be used or modified for another site without the authorization of Rancho Engineering. Rancho r Engineering disclaims responsibility for any structural design not specifically addressed in this -calculation package. Calculations and plans are not valid until reviewed and approved by. appropriate governmental agencies. , Jarrod Holliday, P.E. 5550 Skyway Suite C Civil, Structural, Surveying Paradise CA 95969 (530) 877-3700 Phone/Fax 22-141 50 SHEETS 22-142 100 SHEETS AMPAD 22-144 200 SHEETS tj S � , r 1, � �•t+ 1, i. &YI?- br=1\10I o Its T h o��� Al tnn G 1 NOISIAI® ON,Glina r 10/13/2014 I Gravity Loads: Roof Dead Load Slope= 4 /12 Roof Live Load Carlisle Repair- Job 14-186. " G 5/8" Ply 2.25 psf Comp Roof 5.0 psf Framing 5.0 psf Sheetrock 2.8 psf Insulation 1.0 psf Misc. 1.0 psf Total Sloped= 17.08 psf Total Horiz.= 18.00 psf COMPANY PROJECT WoodWorks® Om13,201d1534 BI SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet WeodWarke Slzm 10.1 Loads: •n{b„ta,y wfmn 11n1 Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) td•g.d• um a.wr.d: Deas Eoo( LlreJlfi Beadrlq tp was auppona u perpenOkukHogaDr Dearhlg on lop plate. No NM design ireDtlW. I Lumber -son, D.Fir{, No.2, 2x617-i12"x5-1/2") - Suppmts: 1.l.unlMr Stud We0, D.F4-L Stud; 2 • TbnDOr-toll Beam, D.FD•L No,2: Roof foist apre0 M 24.9'0c: TOW I•nBN: td'$.d'; Pitcn: •u12: LatmN euppat: top.1u6. Oollom• It wpparle; RtpalNva facts: app6M wTma pmmNOd lMm to an9rro Mlp): Analysis vs. Allowable Stress (psi) and Deflection (in) DaInBNOS V 106. 1S0 • Total ]]0 166 0e,rf no: F'tnct, nfi9 fi69 r,,pe,,;l t1' 1091 auppot is ;53a 10l el Anel/VvO O. 1. • JJI-t s-upp.,co .U9 .Ax i 0.11 I, 4„J � ^Sn• • J.50• Lerulrn 1.I1 Cn tro min 1.00 l.uo Ln support 1..5 1..6 Additional Data: , FAt�OFS: F/C 1paf lCA W L'L CF Cfu Cr C:ct r:l U:1 N' Ia0 3.^5 {.011 3. VU 1.00 1.11D Irm, A••• 1..'.5 I.nu I.uU l.•iUrr 1.3x10 1 VO 1 1.5 1.u0 1.00 - 1D'- JnO I.U0 1.15 1.00 I.UU Fcp• 6''.S I.UU 1.Un U - - - I.Un 1.00 - l.On S.o0 Ervin• U. S9. million I.IIU I.Ju - - - l.UU 1.00 m ,U1l all or. lat'to, for Hind ]cad -•1. JJ } CRITICAL LOAD COMBINATIONS: Snear Lr: 1^ D•Lc. 'J J]I, 'J d:sf.ln .95 11.: Dent lu0l •1: Lr 1. D•Lr, N 5In lbs -[c D.,wlnl l•1: L^. 1. D•Lr, N lin lbs -ft � Ootleet ion: 4: 1 D•I.r Ilfvcl Lf: 1' D•Lr Itotall ` D-deatl L•1lry fi•tlnmv w-vI1W I•Impact 11-f Ileo Lc-c,.nc•ne r,tad Ever tnqu,k• - AI3In no Anal YalO Ln,d combina lona: 1CC-I Bc CALCUUnONS: a - • 0atluct ion: EI Jia Od In•In. 'L:v<' Ue(lact ion . Dv[Iae[lmn [[ mall non -acne loads Illva, vLW, a v_1 }mUl Uel lcc[lon A - -d! 4atlo0ativetlunl • L!va Lo,tl Da[teeel on. ne ' , Beu unn' All. -II! Mearina ,t ,n ngly F'[no[a cu lcul n[ee Irv' auen uvpl•vrt . .a per nas 1.30.3 Design Notes: 1. WaodWadn analysis erM Oeei2n ars in eccorderxe wpn tin ICC InlmnedonM BWMup Cade (IBC 20121. U,e Natbinl Dozl0n Spedfration (NDS 2012). erM NDS Design Supyemem. , 2. Pbax vmlfr Del W defau0 aDetlian Grlias we appropiate for your app9Fatian. J. Caeinuoue U CaM9wmed Baama: NDS Clause d.26.6 re0ueet Nal name) gredug provisions Da extmkad to tin mMdlo 7!J 012 span Oearru end to Ule f1O IUpDI al Oantilaver• er10 aDtm spare. d. hewn 4enDm Drsrd'v!P membmt aDaa be Doma0y atlpporletl aceorOlnp to Ina pravlabns of NOS Gauss 4.4A. BEAMS: kvm Deming is reowred for a0 amped Daame. 6. TM metol deDedlm veDle has been determined ueNp madmum Oack•6pan de0eUvt CarOaever de0ee6ona dD not Bwem design. r zoaz: Additional Data: , FAt�OFS: F/C 1paf lCA W L'L CF Cfu Cr C:ct r:l U:1 N' Ia0 3.^5 {.011 3. VU 1.00 1.11D Irm, A••• 1..'.5 I.nu I.uU l.•iUrr 1.3x10 1 VO 1 1.5 1.u0 1.00 - 1D'- JnO I.U0 1.15 1.00 I.UU Fcp• 6''.S I.UU 1.Un U - - - I.Un 1.00 - l.On S.o0 Ervin• U. S9. million I.IIU I.Ju - - - l.UU 1.00 m ,U1l all or. lat'to, for Hind ]cad -•1. JJ } CRITICAL LOAD COMBINATIONS: Snear Lr: 1^ D•Lc. 'J J]I, 'J d:sf.ln .95 11.: Dent lu0l •1: Lr 1. D•Lr, N 5In lbs -[c D.,wlnl l•1: L^. 1. D•Lr, N lin lbs -ft � Ootleet ion: 4: 1 D•I.r Ilfvcl Lf: 1' D•Lr Itotall ` D-deatl L•1lry fi•tlnmv w-vI1W I•Impact 11-f Ileo Lc-c,.nc•ne r,tad Ever tnqu,k• - AI3In no Anal YalO Ln,d combina lona: 1CC-I Bc CALCUUnONS: a - • 0atluct ion: EI Jia Od In•In. 'L:v<' Ue(lact ion . Dv[Iae[lmn [[ mall non -acne loads Illva, vLW, a v_1 }mUl Uel lcc[lon A - -d! 4atlo0ativetlunl • L!va Lo,tl Da[teeel on. ne ' , Beu unn' All. -II! Mearina ,t ,n ngly F'[no[a cu lcul n[ee Irv' auen uvpl•vrt . .a per nas 1.30.3 Design Notes: 1. WaodWadn analysis erM Oeei2n ars in eccorderxe wpn tin ICC InlmnedonM BWMup Cade (IBC 20121. U,e Natbinl Dozl0n Spedfration (NDS 2012). erM NDS Design Supyemem. , 2. Pbax vmlfr Del W defau0 aDetlian Grlias we appropiate for your app9Fatian. J. Caeinuoue U CaM9wmed Baama: NDS Clause d.26.6 re0ueet Nal name) gredug provisions Da extmkad to tin mMdlo 7!J 012 span Oearru end to Ule f1O IUpDI al Oantilaver• er10 aDtm spare. d. hewn 4enDm Drsrd'v!P membmt aDaa be Doma0y atlpporletl aceorOlnp to Ina pravlabns of NOS Gauss 4.4A. BEAMS: kvm Deming is reowred for a0 amped Daame. 6. TM metol deDedlm veDle has been determined ueNp madmum Oack•6pan de0eUvt CarOaever de0ee6ona dD not Bwem design. r COMPANY PROJECT WoodWorks® SOFYWARE FOR WOOD DEWCN Oct. 13, 201415:34 B2 Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Load Type Distribution Pat- Location tftl Magnitude Unit Fv' = 212 f; Fv' = 0.36 Capacity fb 1982 tern Start End Start End 12031 Supports Loadl Dead Full Area ' 0.75 = L/248 20.00(11.501 psf Load2 Roof constr. Full Area 0.29 Load comb 20.00(11.50)' psf Length Self -weight Dead Full UDL 3.50' 3.50' 14.1 if 1.00 -Tributary Width (ft) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 15'-10" Unfactored: Dead Roof Live 1901 1787 1901 1787 Factored: Total 3689 3689 Bearing: Fv' = 212 f; Fv' = 0.36 Capacity fb 1982 Fb' - 1652 Beam 12031 - 12031 Supports 12851 12851 Anal/Des ' 0.75 = L/248 Beam 0.31 - 0.31 Support 0.29 0.29 Load comb 02 #2 Length 3.50+ _ 3.50+ Min req'd 3.50' 3.50' Cb. 00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 6251 625 'Minimum bearing length setting used: 3-1/2" for end supports Timber -soft, D.Fir-L, No. 1, 6x12 (5-112"x11-1/4") Supports: All - Lumber Stud Wall, D.Fir-L Stud Total length: 16-10.0"; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012 Criterion Analysis Value Desion Value Anal sis/Desion ' Shear fv 77 Fv' = 212 f; Fv' = 0.36 Bending(+) fb 1982 Fb' - 1652 fb/Fb' = 0.90 Live Defl'n 0.29 = L/644 0.52 - L/360 0.56 ' Total Defl'n 0.75 = L/248 0.78 = L/240 0.97 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1350 1.25 1.00 .1.00 0.979 1.000 1.00 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for wind load = 1.33 CRITICAL LOAD COMBINATIONS: Shear : LC 02 = D+Lr, V = 3689, V design = 3175 lbs Bending(+): LC #2 - D+Lr, M = 14332 lbs -ft Deflection: LC #2 = D+Lr (live) LC #2 = D+Lr (total) D=deadL=live S=snow W=wind I -impact Lr -roof live Lc -concentrated E -earthquake All LC's are listed in the Analysis output Load combinations: ICC -IBC , CALCULATIONS: Deflection: EI = 3044e06 lb -int "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design.are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limit'sare appropriate for your application. N v 3. Sawn lumber bending members shalfbry e laterally"suppoRed according to the provisions of NDS Clause 4.4.1. _ 0 0 ` C COMPANYPROJECT WoodWorks Od. 13.20,4 15:a 83 SOFTWAREFOR WOOO DESIGN Design Check Calculation Sheet WOMWmlm Shm 10.1 Loads* Maximum Reactions (lbs), Bearing Capacities (lbs) and acing, Length (in) : ,nf,ew,uJ: deal F—1 Live Fxcaur ad: n3 397 vela. nal nin/M•n lnn MFv �Y7 S2_ Total Baal inn: GUU Brand ,II.1 861 !"tnar,a r, lX - I_I:' n. )r: _ L/anP 461 CaPa.ItY Bvam {USa] 1./'aU :,'If lln'IJ .'rpW l!a InGr;a 1pGGa Mal/Uas Baum a. NIL nG u Wnd c•r �u .na 1_ Langan suo 3. Sri• XI el'U J. SU• l.Orr ]. Mr• Cbnmin I.Urr l.11 r1 suppa rc I.Oa 1.11 Fco a un,x,x"., roadun lwv" ..w^r......e• v,T,.,. Yw...W". _". + ,..• .� ._.�_. _.___�_ I:OB _ 5 Lumber nply, D.Fir-L, No.2, W,3 -ply (4.1/2"Its-1/2") SUPPmb; I - Lumber Stud Waa, D.Fb-L Stud; 2 - Tinot -soft Beam. D.Fb-L Na.2: Total k^gk I0.10.B-: POU,: -6x12: Lateral wPPW: top- tun. bo fora at auppmts: Repeal a faUm: applied vmme pornifted (refer to onerla hWpy Analysis vs. Allowable Stress (psi) and Deflection (in) USIng No52012 "..tun Fnnl .+ V:rlce vela. nal nin/M•n lnn MFv onto (v Iv/Fv' Brand ,II.1 fb • Fn' 1•: lbi lU' � B•:ndinnl•1 Llv., 0etl'u lX - I_I:' n. )r: _ L/anP N' Ir;x' ([�/!b' .nF .al Lr 3r.rr Total Ue0'Ir L/_•_} 1./'aU :,'If Additional Data: !'A(TnFB; F/E(P11ICO q.l .l •:I. �!' Clu :r ( L'lla -I .n V:I N' IMu l.:S I.Un Ir.On I.VU lr.'In I.UrI n+•• 1.,5 I.rru I.uU I.u•nr I Uu 1 IS I.CU ,.Orr _ - Fb'- FCP' 1.6 E' l.G mll lion I.nu l.mr _ _ _ 1.Un 1.•'v - • m Jur ar.lnn !actor too Xl n•f Iou•1 1.:1 CRnICAL LOAD COMBINATIONS: shear u 1: 0•�.r, V , t' dva/.3n - 5a0 IL:: Bendi nUf•1: V: IJ - U•:.I, I�+_' Iba-IL Mlmlf-I: V: 1 - 0•L,, X a:• IXn-lc Oul lee. ton: LC 1^ •• rJ•I.I hive) - LC I_ - U•Lr Irq[nll L^:Iva s-onor X trod At' !•tepee[. L 1 Ilv: Lc•cvncena rated E^ear elvluaaa All LC'a a . Ifatad In the Ma]Yaia w[Putu I •: as (ono: ICC -IB[' CALCULATION Ite[Ieat run: CI - J]e0G ID-In:/PIY ^Live• def lnctinn Oul:er[tor. from au r r -dead loads Iliva, rl no, III—) _ Tout pa u.ctlorr . Lnnlnann Waa u"n.c[lom fat" Waa Pou•:<Lluu. Baanna: Al ltwblo n.:ar low at ,n note rureaa tactlatee :o. eaen aupwrt a Par rIUS 'J.Iu.3 Design Notes: 1. WaodWerks aroryYs end design me m acdcsdarXe nfm Ula ICC Imarnaemul B ld4g Coda (IBC 2012J. Ina Natimrel DeaiOn Spatifimtw, (ND5 7.12), and NOS Daalyn Suppamer0. 2. Please vmry tlIM Ina drawl de0tian OmOs ata ePpaprlare fm yma eppecatbn. 3. CWimwa m eenUNvmad Seams: Nos Cbins x,2.5.5 reyu.3 that normal grading provisions be .den led to Uro middle 713 of 2 span beams and to the We length of ranalevms mltl Ulan spans. s, Sawn k I lar, OeMing mvMera aM0 be btxW suppan avardmg b Uro prarbcns of ND$ CI.— 4.1.1. 5. BUILT -DP BEAMS: q b asa,lrnad UW mrll pry b s augb canttrnnun member (md b, no bun A" No Prem) faUura togeUwr sxarery Id hRervds nU —ding a Innes the dean ab that each Pry is e0lmey IopJoadod. Whso basins aro 91do4oaded, spatial faUUdrg details may W rpuead, B. SLOPED BEAMS: Wel bearg b eregaled for of sloped beams, T, The mNimt deg tics, VAW has oven determbrd Using modnaen back-ayan denadion. Carails- daBed4ma do not govam design. I 4� • C