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HomeMy WebLinkAbout1221 Rolling Hills Dr Technical - Building TECHNICAL Permit # 00 - "l-L{?> Address );2 Jr Rot/'hPl {hils D~I u Project description SIVL'Ilo hVVl dV\ 02esldc-VchJ ~ u Date the permit was finaled 3/13/08 Number of technical pages /'c) ~ .' t EXPIRES JUNE 5. 2007 I IF THIS SIGNATURE IS NOT IN COLOR, DO NOT ACCEPT FOR PERMIT SUBMITTAL. PROJECT: Addendum to Plan 1875RJ2A 3 Car Side Load Garage Option \ J 1Jeceffi&;;28,2005 2003 INTERNATIONAL BUILDING CODE 100 MPH WIND, EXPOSURE B SOIL SITE CLASS D SEISMIC DESIGN CATEGORY DI/D~ 102 S. 26th St. Phone 253.284-3170 Tacoma, W A 98402 Fax 253.284-3183 A r r ~ r #-PA-""'O~~ ..... '::.-', ~---- ----I, I I H PM+Pt1..- 2 CAR GARAGE \ ~ 1"--'" '" /' I . >. I ":-'.::.::'~ :; _ '7 ~ ,..^, ~>v_, / I > ~ , "<', '- ., !.. . , y<< ~ / <,...(:;t.... w Y . 'I" ~~ A,,,,, /'" ~ , ,~~ ^ ^" ^ / ~E/ ~ <~ H~, y~ '<.~y _ <, .... '( <, ~ , . , 1\ I~ r========f <' 1( v '~ ...,.' , /~ ~ "> ' ': ,y....h 1 " ~ ,~^ 1 ,_ ^~ 'l/" ( h ~ c:;;rll-P 14 ,srttDl4 MAIN FL~ PLAN 6CALE : ~". \'.tZ)" /~ CascadeResldential Design, Inc. 102 South 26th St Tacoma, WA 98402 Tel' (253) 284-3170 Fax (253) 284-3183 PROJECT :Plan 1875R12A (100 MPH) 1875R-2A-100MPH.med 12/28/2005 Designer: True Nguyen. WALL B wI 3rd cars sides load aaraae ootion : -1 -1 Wind loads per foot: WI = I69.991bft WIE = 213.861bft Distance between shear wall: Ll := 39.ft L2 := 38ft Wall Length: Lbw := (10.5 + 4 + 5 + 12).ft Lbw = 31.5ft Lbs := [10.5 + {%) + 5 + 12Jft Lbs = 31.06ft Max Opening Height = Oft, Therefore Co = 1.00 per IBC Table 2305.3.7.2 Percent full height sheathing: 4ft %:=- 4ft % = 1 Check Wind Force: vb = 209.92Ibft-I Check Seismic' 39 + 38 Rf := 15.psf.55.ft.-.ft 2 Wa:= lO.psf.55.ft.6.ft !'i =^ - '<, 1'<'-4'<1:<"r"::")rr .<','" ><'^''''''~^' ^ M>,'-' >""""v~" ;ZLt~!k~~~eatfiing 8d'tlail$~@'6~\PJ~?; W''''~rC'ti'\7''' 3"9" ,,'It:v . j;J { ,"~r:'{' ~ In...:..~P~. . ....P,.~;.;, ;,'...."",,:\::il':'/ Seismic;'Cciha' ':;2'42' IV ",,:r,t'., <<,' . ..." , .. p, . 'i... P ".. . , Wz:= Rf+ Wa W z = 35062.51b SeismiC Force. .7.Y.Wz Eb := Lbs Eb = 121.59Ibft-1 Overturninq Moment on 4ft Wall: Lb := 4.ft OTM := vb.Lb.Pt Shear Wall Dead Load Resistinq' Plate Height. Pt:= 9.1.ft OTM = 7641.261bft Rf := .6.(15.psf).20.ft.Lb W:= Rf+Wa ~ Lb DLRM := W.- 2 Holdown Force & Net Uplift: Wa:= .6.(10.psf)Pt.Lb W = 938.41b DLRM = 1876.81bft HDFb := OTM - DLRM Lb HDFb = 1441.l2lb ZN := 122.lb CD := 1.33 Z'N:= ZN,CD Z'N = 162.261b Z'N Per Nail Bp := ~ Bp = 0.77ft Shear Wall Summary' Anchor Bolt Soacina (2001 NOS Table 11 E) 5/8" Oia. Bolt & 1 1/2" Plate Thickness. As := 830.lb CD := 1.33 ZB'= As'CD ZB = 1103 91b As := ZB As = 5.26ft Per Bolt vb Base Plate Nailina Soacina (2001 NOS Table 11 N) 16d Common Nails, 11/2" Plate Thickness. Wind force: Seismic Force' B.P Nallinq Spacinq A.B. Spaclnq Bp = O.77ft As = 5.26ft Holdown Force Holdown Types' STHD8RJ vb = 209921bft-1 Eb = 121.59Ibft-1 HDFb = I441.l21b 16d @ 8" O.c. 5/8" A.B. @ 60" O.c. Page: /1 Cascade Residential Design, Inc. 102 South 26th St Tacoma, WA 98402 Tel: (253) 284-3170 Fax. (253) 284-3183 PROJECT :Plan 1875R12A (100 MPH) 1875R-2A-100MPH.med 12/28/2005 Designer: True Nguyen. WALL E - 3rd cars Sides load Garaae ootion: Wind loads per foot: WI = 169.99Ibft-1 Distance between shear wall: Ll:= 20.ft -I WlE = 213.86Ibft Wall Length: Le := (8)-ft Percent full height sheathing: 8ft %:=- 8ft % = I Max Opening Height = Oft, Therefore Co = 1.00 per IBC Table 2305.37.2 Check Wind Force: LI-a ~1-2~ WlE.2a.- + W}"(Ll- 2a). Ll 2L 1 -I ve = 256.221bft CONTROL ve := Le Check Seismic. 20 Rf := 15.psf.39.ft.-.ft Wa := lO.psf.39.ft.5.ft 2 <""{t,,~~ _,)~~"l)\"T"" /~<;''-.m''''''~~V j.. ~ "Ai ~''lc',,"AC l~'9,,""'" 7/16', H'eatlling w/,Sdriails @ 6'~"O:C; ';': ~ {.....~ 0i/'). ,<A\~~>~ffi;.. <f <( v,r>:{, j <{fyi,<~y > ::';,.'f\> Win", ,ap~C;:ltY~T' '~~g"plff,"'< ";'\I~ 'I," ,';:,~;~;\ .JJ:[':i/'H"' ~ " > ....^J "i'~"'''' .:\"~W >' ,',/~ ,< {(1l:: '^~, ^..; ~ S.~!Smt<;:i~gRag.ty;=f4~~;plf ",' ~i::J}./;;V -:'i1" '::':':1;; Wz:=Rf+Wa Wz = 7800lb Seismic Force: .7'Y'Wz Ee :== Le Overturnina Moment on Wall' -I Ee == 1051bft Le :== 8.ft OTM :== ve.Le.Pt Shear Wall Dead Load ResistlnQ: Rf := .6.(l5.psf).1 l.5.ft.Le Wa:= .6.(10.psf)Pt.Le W := Rf + Wa W = 1216.81b Plate Height. Pt:= 8.1.ft OTM == 16602.891bft Le DLRM := W.- 2 Holdown Force & Net Uplift DLRM = 4867.21bft arM - DLRM HDFe :== Le HDFe == 1466.961b Base Plate Nailina Spacina (2001 NOS Table 11N) 16d Common Nails, 11/2" Plate Thickness. Anchor Bolt Soacina (2001 NOS Table 11 E) 5/S" Oia. Bolt & 1 1/2" Plate Thickness. ZN == 122.lb CD .= 1.33 Z'N:= ZN,CD Z'N B '==- p' ve Bp = 0.63ft Shear Wall Summary Z'N == 162.261b Per Nail As :== 830.lb CD :== 1.33 ZB:== As'CD ZB As := - As = 4.3 I ft ve ZB == l103.91b Per Bolt -I Ee = 1051bft B P Nallino Spaclno Bp = 0.63 ft 16d @S" a.c. A.B. SoacinQ As = 4.31 ft 5/S" A.B. @ 48" o.C. Holdown Force' Holdown Tvpes: HPAH022 Wind force: Seismic Force' -1 ve = 256.221bft HDFe == 1466.961b Page: Cascc1de ~e~idential Design, Inc. 102 South 26th St Tacoma, WA 98402 Tel. (253) 284-3170 Fax: (253) 284-3183 PROJECT :Plan 1875R12A (100 MPH) 1875R-2A-100MPH.med 12/28/2005 Designer: True Nguyen. WALL F - 3rd cars Side Load Garaae Option: Wind loads per foot: WI = 169.991bft-1 Distance between shear wall: 11:= 39.ft -I WlE = 213.861bft Wall Length' Lf := (20).ft Percent full height sheathmg: 20ft %:=- 20ft %= 1 Max Opening Height = Oft, Therefore Co = 1 00 per IBe Table 2305.3 7 2 L1-a (Ll-2~ WlE.2a.- + WI.(11- 2a). L1 2L1 Check Wind Force: vf:= Lf vf = 186.461bft-1 CONTROL 39 Rf .= 15.psf.20.ft.-.ft Wa := 10.psf.20.ft.5.ft 2 ''Z/:I6!!JsllKeatWri'r'';wiSd.nalis'.@' ~6:'j(fC~ ri /v> ~'::-'" ~,~,,. ~"i>'~ ",9"W '& > ~~ " (ci' , ~ +' ~V' ~ Wind;:0aga6it~s*;339 'plf :;~;:.)\. +Ir,,;>.:' ~;;;: Is~;~#ii;~dil'p':-a't~ty\ 'c~~242'p"'lf'4i~'~~} 0~~: ~ .A?,", N r:>;",,,, ^ ? '<. ^ , Check Seismic Wz:= Rf+Wa Wz = 68501b .7.Y.Wz Ef := Lf Overturninq Moment on Wall: Ef = 36.881bft-1 Seismic Force. Lf '= 20.ft OTM := vf.Lf.Pt Shear Wall Dead Load Resistinq: Rf := .6.(15.psf)-2.ft.Lf Wa:= .6.(IO.psf)Pt.Lf Plate Height Pt '= 8.ft OTM = 29834.291bft W := Rf + Wa W = 13201b Lf DLRM:= W.- DLRM = 132001bft 2 Holdown Force & Net Uplift: HDFf := OTM - DLRM Lf HDFf = 831.711b Base Plate Nailina Spacina (2001 NOS Table 11 N) 16d Common Nails, 1 1/2" Plate Thickness. ZN := 122.lb Co := 1.33 Z'N.= ZN'CO Z'N = 162.261b Z'N Per Nail B :=- p vf Bp = 0.87ft Shear Wall Summary' Anchor Bolt Spacinq (2001 NOS Table 11 E) 5/8" Oia. Bolt & 1 1/2" Plate Thickness. As:= 830.1b Co.= 1.33 ZB:= As CD ZB = 1103 91b As := ZB As = 5.92ft Per Bolt vf Wmd force: Seismic Force: B P. Nallinq Spacmq A.B Spacinq Holdown Force vf = 186.461bft-1 Ef = 36.881bft-1 Bp = 0.87 ft 16d @ 8" O.c. As = 5.92 ft 5/8" A.B. @ 60" o.c. HDFf = 831.711b Holdown Types' No Holdown Req'd Page: I EXPIRES' JUNE 5. 2007 I IF THIS SIGNATURE IS NOT IN COLOR, DO NOT ACCEPT FOR PERMIT SUBMITTAL. PROJECT: Addendum to Plan 1875R/2A 3 Car Side Load Garage Option December 28, 2005 2003 INTERNATIONAL BUILDING CODE 100 MPH WIND, EXPOSURE B SOIL SITE CLASS D SEISMIC DESIGN CATEGORY D1/D2 102 S. 26th St. Phone 253.284-3170 Tacoma, W A 98402 Fax 253.284-3183 ,>~, , ", , > , " , , , , ~ ~ . . .' -", -" . ' '~I ~ t " 1 "',' ". r r ~ r \ ~ r-------- i 2 CAR GARAGE i . N _ _ ! JI , !,"" >,."'1, I; ,_~":~.j ~======== b :'<':?:':r II !..:t:.:.~ ""1 · JI ; ~ = = = === = = lr i J'" I I', i I ~ ~-------- MAIN FLOOR PLA.N 6CALE : '4". 1'."" II-PA-lf-OZ-l.- HPA#Pt1" <;rH-P 14 Sl]tDl4 Cascade'Residential Design, Inc. 102 South 26th St Tacoma, WA 98402 Tel. (253) 284-3170 Fax. (253) 284-3183 PROJECT :Plan 1875R12A (100 MPH) 1875R-2A-100MPH.mcd 12/28/2005 Designer: True Nguyen. WALL B wI 3rd cars sides load aaraae ootion : -I -I Wind loads per foot: WI = 169.991bft WIE = 213.861bft Distance between shear wall: Ll := 39.ft L2 := 38ft Wall Length: Lbw := (10.5 + 4 + 5 + 12).ft Lbw = 31.5ft 4ft %:=- 4ft Percent full height sheathing: Lbs := [10.5 + {~) + 5 + 12}ft Lbs = 31.06ft Max Opening Height = Oft, Therefore Co = 1.00 per IBC Table 2305.3.7.2 % = 1 Check Wind Force: vb = 209.921bft-1 Check Seismic: 39 + 38 Rf := 15.psf.55.ft.-.ft 2 Wa := 1O.psf.55.ft.6.ft ~jif6I'r$he~ii1in"~if . ;rJ~n~~@r6 :';C~ \(k]A, ,< J.~ I "-" 't ~.}-;.. "oF-~~',,~ 1>,,,~^ ~'"';".'" 'c",' .,Wind!C3apacity,\:i;(33 :~'-!i:<i./;: :\11 < H ~~'> V ,~'P"; -.;.}' '" ~ li'-'~;". ~ ~v, ,J.' ~ ?3't :,)-0 $'1>:< .s~iS.l}lj~::j:~~p.aRity,~24 _.plf,! ~:;~!::::!:;l';:. ;,'; Wz:=Rf+Wa Wz = 35062.51b Seismic Force: .7'V'Wz Eb := Lbs Eb = 121.591bft-1 Overturnina Moment on 4ft Wall: Lb := 4.ft aTM := vb.Lb'Pt Shear Wall Dead Load Resistina: Plate Height' Pt.= 9.l.ft aTM = 7641.261b ft Rf := .6.(15'psf)-20.ft.Lb W := Rf + Wa 'f!J Lb DLRM := W.- 2 Wa := .6'(10.psf)Pt.Lb W = 938.41b DLRM = 1876.81bft Holdown Force & Net Uplift: HDFb := aTM - DLRM Lb HDFb = 1441.121b Base Plate Nailina Spacina (2001 NOS Table 11N) 16d Common Nails, 11/2" Plate Thickness. Anchor Bolt Spacina (2001 NOS Table 11 E) 5/S" Oia. Bolt & 1 1/2" Plate Thickness. ZN := 122.1b Z'N B '=- P' vb CD := 1.33 Z'N:= ZN,CD Z'N = 162.261b Per Nail As := 830.1b CD := 1.33 ZB:= As,CD ZB As := - As = 5.26ft vb ZB = 1103,91b Per Bolt Bp = O.77ft Shear Wall Summary: Wind force: Seismic Force: B P. Nailina Spaclnq A.B. Spacinq Bp = O.77ft As = 5.26ft Holdown Force' Holdown Types: STHOSRJ vb = 209.921bft-1 Eb = 121.591bft-1 HDFb = 1441.121b 16d @8" O.c. 5/8" A.B. @ 60" a.c. Page: Cascade'Residential Design, Inc. 102 South 26th St Tacoma, WA 98402 Tel (253) 284-3170 Fax. (253) 284-3183 PROJECT :Plan 1875R12A (100 MPH) 1875R-2A-100MPH.med 12/28/2005 Designer: True Nguyen. WALL E - 3rd cars Sides load GaraQe option: -1 Wind loads perfoot: WI = 169.991bft Distance between shear wall: Ll:= 20.ft -I WlE = 213.861bft Wall Length: Le := (8).ft Percent full height sheathing: 8ft %:=- 8ft % = 1 Max Opening Height = Oft, Therefore Co = 1.00 per IBe Table 2305.3.7.2 Check Wind Force: LI-a (LI-2~ WIE.2a.-+WI.(Ll-2a). Ll 2LI -I ve = 256.221bft CONTROL ve := Le Check Seismic: 20 Rf:= 15.psf.39.ft.-.ft Wa:= 1O.psf.39 ft'5.ft 2 :1H6:~Sh{~:athin~g"')~wii8d~haHs~@' ,,, 6'~;:6ic;'~~~ >A;,"'~h^'"'~P >"';.~/;V:A~i""<'>}';'~> 1/f:""..\>~<~i'4"<<'>',*\'~''',t'-,,)s <<.,}.~>ft'f{ L./>i>~","l~~'4 ~!n\h,9ppaqiD''1,#j;j~9.;pJf' ::;:J ".,: ~<."" ''..,':.,~t;, ,., 'S"f";' "")).". "C'" ~,''i\ ''k':t'f.'*M;2''4'''2~'lf' 1.,.,',,;f!\1 ~': <~ '. . ~ls'!JlJG:, ,qR'!CI. Y'c7:L, __. ~p" .':",.i ;r,:,;d " . :;'1,> ~ Wz:= Rf+Wa Wz = 78001b .7.Y.Wz Ee := Le Overturnlnq Moment on Wall' -1 Ee = 1051bft SeismiC Force: Le := 8. ft OTM := ve. Le' Pt Shear Wall Dead Load Resistinq: Rf := .6.(15 psf)-11.5.ft.Le Wa:= .6.(10 psf)Pt.Le W := Rf + Wa W = 1216.81b Plate Height: Pt:= 8.1.ft OTM = 16602.891b ft Le DLRM := W.- 2 Holdown Force & Net Uplift: DLRM = 4867.21bft I aTM - DLRM -IDFe := Le HDFe = 1466.961b Base Plate Nailina Spacina (2001 NOS Table 11 N) 16d Common Nails, 11/2" Plate Thickness. Anchor Bolt Spacina (2001 NOS Table 11 E) 5/8" Oia. Bolt & 1 1/2" Plate Thickness. ZN := 122.1b CD := 1.33 Z'N:= ZN,CD Z'N B '=- P' ve Bp = O.63ft Shear Wall Summary' Z'N = 162.261b Per Nail As := 830.lb CD := 1.33 ZB:= As CD ZB As := - As = 4.31 ft ve ZB = 1103.91b Per Bolt -I Ee = 1051bft B P Nallinq Spacinq Bp = 0.63 ft 16d @8" a.c. A.B. Spacinq As = 4.31 ft 5/8" A.B. @ 48" a.c. Holdown Force' Holdown Types: HPAH022 Wind force: Seismic Force: -I ve = 256.221b ft HDFe = 1466.961b Page: . Cascade'Residential Design, Inc. 102 South 26th St Tacoma, WA 98402 Tel' (253) 284-3170 Fax: (253) 284-3183 PROJECT :Plan 1875R/2A (100 MPH) 1875R-2A-100MPH.mcd 12/28/2005 Designer: True Nguyen. WALL F - 3rd cars Side Load Garaae Ootion: -I Wind loads per foot: WI == 169.991bft Distance between shear wall: L1:== 39.ft -I WlE == 213.861bft Wall Length: Lf :== (20).ft Percent full height sheathing' 20ft %:==- 20ft %== 1 Max Opening Height = Oft, Therefore Co = 1 00 per IBC Table 2305 3.7 2 Ll-a (LI-2~ WlE.2a.- + WI.(Ll- 2a). LI 2LI Check Wmd Force: vf:== Lf vf == 186.461bft-1 CONTROL 39 Rf .== I5.psf.20.ft.-.ft Wa :== 10.psf.20.ft 5.ft 2 If:h6~~SHeattlrn-g~:wj(8a;naTls~'' ,. !6:~0~Cl ~"."-\^4'1<'>l:>>~ .... ",i<1-~> ^"^'V;1'<'- 4~ '~" ',/0" , < ^' " " WinctlEianaciR';=:33 ".' . .j,:;!:";.;' } ~.,;fi,.^ .j;~.!f)...,.-.'<-.rrr!l<,r'""t.:~'~,{ X~ )1', '{ ~~ '$.~isoo ipj~_~p~1;;itY'v, .;r;~\\' ?;~ Check SeismIc: Wz:= Rf + Wa Wz == 68501b Seismic Force. .7.Y.Wz Ef :== Lf Overturnlnq Moment on Wall: Ef == 36.881bft-1 Lr := 20.ft OTM := vf. Lf" Pt Plate Height. Pt :== 8.ft OTM = 29834.291bft Shear Wall Dead Load Reslstmq: Rf := .6.(l5.psf).2.ft.Lr Wa:== .6.(10.psf)Pt.Lf W :== Rf + Wa W == 13201b Lf DLRM :== w.- DLRM = 132001bft 2 Holdown Force & Net Uplift: HDFf := OTM - DLRM Lr HDFf == 831.711b Base Plate Nailina Soacina (2001 NOS Table 11 N) 16d Common Nails, 11/2" Plate Thickness. ZN := 122 Ib CD := 1.33 Z'N.== ZN,CD Z'N == 162.261b Z'N Per Nail B '==- p. vf Bp == 0.87ft Shear Wall Summarv Anchor Bolt Soacina (2001 NOS Table 11 E) 5/8" Oia. Bolt & 1 1/2" Plate Thickness. As := 830.lb CD :== 1.33 ZB:= As'CD ZB == 1l03.91b As := ZB As == 5.92ft Per Bolt vf vf == 186.461bft-1 Ef == 36.881bft-1 Bp == 0.87 ft 16d @ 8" o.C. As == 5.92 ft 5/8" A.B. @ 60" o.c. HDFf == 831.711b Holdown Types: No Holdown Req'd Wind force. Seismic Force: B P. Nalhnq Spacinq A.B Spacinq Holdown Force: Page: