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HomeMy WebLinkAboutMiscellaneous Plans 2003-11-13 ,,;::10 ~J ,~~ . /7'i?l/c, / .~ "'"" ~."~~~ ,,~~~~- , 9~21' M~!, p1\ r "I g FdX '/)(II'~) 7~T' )1 T-()" , " '52 ~,,-, \ :c 0- '" o CJ ',~ ~. -- / , . ,y' "' ! ./ r , "7 ~ ('0. 0J .,.--1 ~ 1/5:'1'3 ...~! I Q'- p">i '7!>: 9 / ./ ..:y I ~._'v 3C: / 30q/~ - /' A.j ,< P /.!f /' -1. -', I'" 1,od /07 <:I " ',if- : '2:1 / ,,52 J' \ ,/ ~l " /' CD cQ C'0 .,-; / ~ / ,/ / /' / f/ / ~ ~ ~ ~ -< ~ 0,-5 C/J;u.3 on~ UJO:~5ovi ~ ~"E~~ r-oCl ~o.l:; ~ W "'0 <U c_ ~ ~ IJ.) 1-. "0 ilJ ~..........c: c: .... ?J ~ ~ ~ 9 (;3 +a L.g~uc(!J .........., V <:IJ- Ul1 ~ .9 en 8 ~ W 1-0 d.J cl) ~ ,,^~<E] ~..2 "1< ~uo..~ 'I Y ...-:' ,'; n' ~ '. / C ~ " I ~ ) ,/ v / / / / ,/// .-_// " ./!./~ c:-) "'/ /,/ ./ j/ / / ~/ /' ' --= ---=== / ./ r / - 92J.00'~b:;~<~IA~ Uti f/ - .,.. - ..1' I: __l:: 16 ;; ~ ,: . 1'" h . 'f<6'"t.1~!Jf"~ffj;J 'LOT 147 Amblestd~t)~\k~r~ws~~ t('~J 3433 A bl . d ~~~~t-l.- u c: - r>~'" m _ e S 1 e ~k=1-k,~~: ::-r ~C . i"""E~5,':l:,~~~"\, ~~~ __ MINIMUM SETBACKS - INTERIOR LOTS '::':'~'':;::;L~ -._-~'- All measurements are from Property Lines .....,..[" cni.-I-::";'';'"..... . I -Front yard to House 10 feet -Front yard to Garage 18 froet -Side yard to House or Garage -Rear yard to House or Garage 5 feet 10 feet ;.. ,.-,-) ',vITL.! :,1.: -::~_ .,- C"",'-: ,'_ '_ _'--1 \ 1"1;';: t::.'ES {)~. "."'-_c:'\'~'01"': 'I) ,:, I \ 11-;.-; OR F.:; -,.J'_:' t c\F'I~;::; -.:.::;' '2:0 8"1 T:'IE ::~~~I:)~~~ ~~~'l '(~:' "0' .::', ().-,:::G'J:~ ~ ,~.'.P'l."'Ic:.'?.!'!.'L . / D'Tr:/~ .. ,. ,/- ~ P.U.E MAY CHANGE SETBACKS geotechnicaVrivil engineering Eugene, OR 97440 541 6849399 5416849358 fax , k-a en gin e e r i n g Oroject: 3433 Ambleside Dr. Client River Vallev Builders. Inc. Job No: 149.03 Date: 11-10-03 Sheet: 1 of 3 , /-FLOORJOISTS SECURE EACH JOIST TO TR. 2X8 SILL PLATE USING 2 . SIMPSON A35 FRAMING ANGLES 1/2' X 10' J-BOLTS .. / SPACE 24' O.C. .1,- L 11:.'.'III:,.:lll,I.,.III~II<IIII,IIII....~fll. 12' NATIVE SOILS OVER SELECT ALL SLOPE AWAY FROM WALL #5 @ 8' O.C. NITH 12" HOOK INTO TOE OFFOOTlNG \ . 18' MIN. LAP #4@9"0.C. . 15'MIN.LAP~ \, , . ORIGINAL GROUND I~i'> '" ~ 3'- :":-:":,',, :::::-::,',: :,::: -::: :::.: II #4@24'0.C.--.8'- , ..,..' ':., " " ::, ::', . I r ____ :,:.',,:', ::, "': ': ':: _ SELECTGRANUlARBACKALL -~ .... ......... .. .... J':, ::: ':' '::::' ..:: =- CRUSHED QUARRY STONE, CRUSHED AGGREGATE :::. ::: ': :,:: '.,: I OR COMBINATION THEREOF . :".,..:..,:'," , ': HAND TAMP - DO NOT USE MECHANICAL COMPACTION ':', :::,:, ,,:'.': II EQUIPMENT CLOSER THAN HEETFRDM WALL - 1'-2" - ~ .', :': ": ':':-::::: I r 4' PERFORATED DRAIN ~5'~;0~ ~ "" : ',:-: ::,::::-:>:::::::<,: 'V COVER wrrn 12' CLEAN DRAJN ROCK ~ll" 'TTT.!-!-!.~i .~ ~.- ; ft'1'~':- I i1-11iilillml.l.1JmlLT I a: !S!.-,. 8:;' ~ ~ I ~ 8 ~~C;!_~JN 12-FT. RESTRAINED WALL k-a ~ en gin e er J n g geotechnicaVrhtil engineering Eugene, OR 97440 541 6849399 5416849358 fax \ 'lroJect 3433 Ambleside Dr. Client River Vallev Builders. Inc. Job No: 149.03 Dale: 11-10-03 Sheet: 2 of 3 ~ c' #5 @ 8" o.c. WITH 12' HOOK IIITO TOE OF fOOTING \ ,,< . ORI INAl GROUND 18" MIN. LAI' #4@24'0.C.--...... " ": :'..:: :,:: ::':. : :: '.. :::::'::: ,- --.... '- ::...:..:.::... ::::.::::' I . <. . :: '" . ':-:-:':-:-:-:-".:':'::: II' . ,: ,'::-:::.:<.:-":::-..::-:':<-:'::..,::-, :1=-11- .! :::: \:.' :--:. -::-.::.:::: '.::: ::::J- 4'PERFORAlEDDRAlN COVER WITH 12' ClEAN DRAIN ROCK ._ -31 12' NATIVE SOILS OVER SELECT All SLOPE AWAY FROM WALL - SI- SELECT GRANULAR BACKAll CRUSHED QUARRY STONE, CRUSHED AGGREGAlE OR COMBINATION THEREOF HAND TAMP - DO NOT USE MECHANICAl COMPAC 11 EQUIPMEIIT CLOSER THAN 2-fEEl FROM WALl :;; => :;; ~ To - 11-3" 3. #4 COIIT. 15' MIN.l.AP" \........... ,.... .. ..' .. I' .. ..' ,.. . ..,. :: :::" -II I "" ....... I'" IT "ffi-'-'--'--II . . ~ 'lj' I II - m.!.l.!m.!.l.!m -1m- I a: ~[ ~ . . ........ .. -. 31-31 (0 ~~C;!_~,N - CANTILEVERED WALL , ka en gin e er I n 9 geotechnical/ri\fil engineering Eugene, OR 97440 5416849399 5416849358 fax , 'lroject 3433 Ambleside Dr. Client River Vallev Builders. Inc. Job No: 149.03 Date: 11-10-03 Sheet 3 3 , , CONTINOUS BLOCKING AND CS16 STRAPPING NAIL SlRAPPING OVER BLOCKING AND PLAlES AT OPENINGS EXTEND ALL LENGTH OF SHEARWALL I ~~ /rU :~ -j' \ I I' I' / '~[CI ~~ --- "- '" SHEATH WALL AS '- SPECIAED ON SHEARWALL SCHEDUU END STUDS WITH EDGE THICKNESS SPECIAED \ ON SHEARWALL SCHEDULE \ HOLDOWNS AND ANCHORS SPECIFIED ON '; . _ SHEARWALL SCHEDULE I - \ SILL PLAlEATTACHEO TO FLOOR OR FOUNDATION AS SPECIAED ON SHEARWALL SCHEDULE 8 ~;R~~~ATED SHEARWALL FRAMING DETAIL JOO Iruss I russ I ype Uty ~IY 2 1 (optional) o.wus Nav l~ LULL Mllel)naustnes,lnc. Wed Apr 10 lL:L:f:Ul LUU;:S page 1 138700 EJ6E ROOF TRUSS I ne I russ L;O., eugene, UK :::If4UL -1-Q..O 1-0-0 6-Q.O 6-0-0 9.1l)..15 3-10-15 ~ A I~ SUI,-1:2B,; .,. '\,' , " , t.' " I ~ 3K4= LOAOING (pst) TCll 25,0 TCDl 8,0 BCLL 0,0 BCDl 7,0 6-0-0 6-Q.O SPACING 2-0-0 CSI DEFL in (Io~ IIdefl PLATES GRIP Plates Increase 1,15 TC 0,53 Vert(ll) .0,06 B. >999 MII20 185/148 Lumber Increase 1,15 8C 0,29 Vert(Tl) 0,13 A >114 Rep Stress Incr YES WB 0,00 Horz(TL) ,0,00 D nla Code U8C97/ANSI95 (Matrix) 1st lC II Min IIdefl = 360 Weight: 221b LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No,2 BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 ac purlins. Rigid ceiling directly applied or 10-0-0 ac bracing. REACTIONS (Ib/size) D=129/Mechanical, B=312/0-5-8, E=3g/Mechanical, C=303/Mechanical Max Horz B=133(load case 5) Max UpliftD=-25(load case 3), B=-10(load case 5), E=-13(load case 3), C=-63(load case 3) Max GravD=129(1oad case 1), B=312(load case 1), E=96(load case 2), C=303(load case 1) '" r fORCES (Ib) , First load Case Only '>>TOP CHORD A,B=33 B.C=72 C-D=52 BOT CHORD B-E=O' , NOTES .. 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 7.0 psftop chord dead load and 7.0 pst bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASeE 7-93 per UBC97/ANSI95If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No, 16-B, UBC.97, 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25lb uplift at joint D, 10 Ib uplift at joint B, 13 Ib uplift at joint E and 63 Ib uplift at joint C, LOAD eASElS) Standard . JOO I russ I russ I ype <.1ly t-'IY 6 1 (optional) o.wus NO\ 1::1 LULL Miler Inausmes, Inc. wee Apr lb lL:Zl:S:Lf LW;j t-'age 1 138700 SE ROOF TRUSS I ne I russ 1.;0., t:.ugene, VI"< ::II4UL ~'.().QI '.().Q 5-0-5 5-0-5 9.6-2 4-5-14 14-0-0 4-5-14 18-5-14 4-5-14 22-11-11 4.5-14 28-0-0 5-D-5 ScaIfl.l:~_5 ,h:511 - l W3 W3 "',) ~, " "'= '"", ,..= l J ,.. t " 13M-=::: ii. "'~ HIOI12 "xli::;:' "dl":: 7-3-3 14.0.0 7.3-3 6-8-13 ....Iate UTTSetS (^, Y J: Lts:U-.o:::-b.U-l-UJ.IH:U-L-b,U-l-U~_ 20-8-13 6-8-'3 28-0-0 7-3-3 LOADING TCLL TCDL 8CLL 8CDL (psI) 25,0 8,0 0,0 7,0 SPACING 2.0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.44 BC 0,85 WB 0.41 (Matrix) DEFL in (lac) Vert(LL) -0.43 L Vert(TL) -0,66 L-M Horz(TL) 0,57 H 1st LC LL Min I/defl = 360 IIdefl >765 >499 nla PLATES MII20 GRIP 185/148 Weight: 1081b LUMBER TOP CHORD 2 X 4 HF No,2 BOT CHORD 2 X 4 HF No,2 WEBS 2 X 4 HFSPF Stud/STD "Except" W2 2 X4 HF No,2 BRACING TOP CHORD BOT CHORD JOINTS Sheathed or 2-9-1 oc purl ins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): K . . IREACTlONS (Ib/size) H=1065/0-5.8, B=11501O-5-8 Max Horz B=105(load case 4) Max UpliftH=-136(load case 5), B=-164(load case 5) ... FORCES (Ib) - First Load Case Only TOP CHORD A,B=29 B,C=-3494 C,D=-3203 D-E=-2322 E-F=-2322 F-G=-3223 G-H=-3521 BOT CHORD B-M=3052 L-M=2656 K-L=2474 J-K=2481 'I.J=2663 H-I=3081 ' WEBS C-M=-180: D-M=327, b-K=-593, E-K=1966, 'F-K=-601: F-I=343, G-I=-191, J-L=193 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 7.0 psftop chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSl95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No, 16-B, UBC-97, 4) Bearing at joint(s) H, B considers parallel to grain value using ANSlfTP11-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) 01 truss to bearing plate capable 01 withstanding 1361b uplift at joint H and 1641b uplift at joint B. LOAD CASEIS) Standard ~\ JOO Iruss 'fUSS Iype Uty I-'IY 7 138700 SC ROOF TRUSS I ne I russ \';0., eugene, UK ~/4UL (optional) o.uoo 5 Nav 1::::1 LUl L Mil e' . Inaustnes, Inc. wea Apr 10 1 L:Lt:S:l L LUU:;S I-'age 1 ;.1-0-01 1-0-0 5-0-5 5-0-5 9-6-2 4-5-14 14-0-0 4-5-14 17-8-4 3-8-4 ""= Scal._I:".'; c ! " \' l , ~ b · . 4.00[12 3x$':;:;; 7.3-3 7-3-3 14-0-0 ~13 17.8-4 3-8-4 /""Iate urrsets (^. y): 1l:S:V-l-b,lJ-LH:Sj. LI.,,;:u-u-u,u-U-UJdu:u-u-u,u-u-uj, Lt:.:U-U-U,u-u-ul, It-:U-U-U,u-U-UJ lOADING TCll TCOl BCll BCDl (psI) 25,0 8,0 0,0 7,0 SPACING 2.0-0 Plates 1 ncrease 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0,26 8C 0,52 WB 0,33 (Matrix) DEFl in (lac) Vert(ll) 0,13 B-K Vert(Tl) -0,18 B-K Horz(Tl) 0,09 G 1 st lC II Min I/defl = 360 I/defl >999 >999 n/a PLATES MII20 GRIP 185/148 Weight: 771b LUMBER TOP CHORD 2 X 4 HF No,2 BOT CHORD 2 X 4 HF No,2 WEBS 2 X 4 HFSPF Stud/STD "Except" W22X4HFNo.2 BRACING TOP CHORD BOT CHORD JOINTS Sheathed or 3-9-15 DC purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 DC bracing. 1 Brace at Jt(s): I 'REACTIONS (Ib/size) B=76210-5-8, G=634IO-5-8 Max Horz B=247(load case 5) Max UpliftB=-91 (load case 4), G=-114(load case 5) '", FORCES (Ib). First load Case Only TOP CHORD A-B=29 B,C=,2013 C,D=-1650 D-E=-666 E-F=-639 F-G=-621 BOT CHORD B.K=1739 J,K=1197 I.J=1166 'H-I=-16 G:H=16 ' WEBS C-K=.281:D-K=402, '0-1=-642, 'E-I=315,'H-J=34, F-I=542 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 7.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No, 15-B, UBC,97, 4) Bearing at joint(s) B, G considers parallel to grain value using ANSlfTPI1-1995 angle to grain formula, Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 Ib uplift at joint B and 1141b uplifl at joint G, lOAD CASEIS) Standard JOO I russ I russ I ype Uty "'y 138700 SB ROOF TRUSS 1 1 (optional) o.wus NOV l::tLUl..! Mller,inausmes, Inc. wea Apr 10 lL:Lf::)u LUW t"age 1 I ne I russ 1.,;0., eugene, UK \:ff4UL ~1.().{)1 1-0-<) 5-<}.5 5.().5 9-<>2 4-5-14 14-0-<) 4-5-14 18-5-14 4-5-14 22-11-11 4-5-14 28-0-0 5.().5 SClI'--l:"\U .b511 ,,' W3 13M~ i ~ , '" " "''' ...00[12 ~, 'hll:::' 7-3-3 7.3.3 ~ate UTTsets (^, Y J: ID:U-L-b,U-'I-UI.ln:U-L-b,U-'I-UI 14-0-0 6.8.13 20-6-13 6-8-13 28-0-0 7-3-3 LOADING TCll TeDl BCll BCDl (psI) 25,0 8,0 0,0 7,0 SPACING 2-0.0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.44 BC 0,85 WB 0.41 (Matrix) DEFL in (Ioc) Vert(ll) -0.43 l Vert(Tl) -0,66 l.M Horz(Tl) 0,57 H 1st lC II Min I/defl = 360 I/defl >766 >500 nla PLATES MII20 GRIP 185/148 Weight: 1081b LUMBER TOP CHORD 2 X 4 HF No,2 BOT CHORD 2 X 4 HF No,2 WEBS 2 X 4 HFSPF Stud/STD "Except" W22X4 HF No.2 BRACING TOP CHORD BOT CHORD JOINTS Sheathed or 2-9-2 ac purl ins. Rigid ceiling directly applied or 10-0-0 ac bracing. 1 Brace at Jt(s): K , . REACTIONS (Ib/size) H=1065/o.5-8, B=11501O-5-8 Max HorzB=105(load case 4) Max UpliftH=-136(load case 5), B=-164(load case 5) '" FORCES (Ib) . First load Case Only TOP CHORD A-B=29 B-C=-3493 C-D=-3202 D.E=-2322 E.F=-2322 F-G=,3221 G-H=-3519 BOT CHORD B-M=3050 l-M=2655 K-l=2474 J.K=2481 'I-J=2662 H-I=3079 ' WEBS C.M=-180: D-M=327, b-K=-593, E-K=1965, 'F-K=-600: F-I=342, G-I=,190, J,l=193 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 7.0 psftop chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No, 16-B, UBC-97. 4) Bearing at joint(s) H, B considers parallel to grain value using ANSlfTPI1.1995 angle to grain formula, Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 Ib uplift at joint H and 164 Ib uplift at joint B, LOAD eASElS) Standard JOO I fUSS Iruss Iype C\lY t'IY 9 138700 SA ROOF TRUSS I ne IfUSS L;O" eugene, UK :::Jf4UL (optional) :J.wus NOV l~ LUl LMllek Inaustnes, Inc. wea Apr lb lz:L.f:z!::IzW;:S I-'age 1 :'.o-~ H).() 5-0-5 5.0-5 9-6-2 4-5-14 14-0-0 4-5-14 18-5-14 4.5-14 22-11-11 4-5-14 28-0.0 6-0-5 p.D-O, 1-0-0 ~at..l:511,~ 41611 E y 3x4y , . W3 W3 t ~ I Ih1l= ~ M "'= K "'= N 3114~ ".00[12 J 3,,,, 4xt1~ 7-3-3 7-3-3 t-'late unsets (^, Y J: ltj:U-L-tl,U-l~UI, IH:U-L-tl,U~'I-Ul 14-0-0 6-8-13 2Q..8-13 6-8-13 28-0-0 7.3.3 LOADING TCll TCDl BCll BCDl (pst) 25,0 8,0 0,0 7,0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.41 BC 0,82 WB 0.41 (Matrix) PEFL in (lac) Vert(ll) -0.43 K Vert(Tl) -0,66 J-K Horz(Tl) 0,57 H 1st lC II Min IIdefi = 360 I/defi >772 >503 nla PLATES MII20 GRIP 185/148 Weight: 110 Ib LUMBER TOP CHORD 2 X 4 HF No,2 BOT CHORD 2 X 4 HF No,2 WEBS 2 X 4 HFSPF Stud/STD 'Except' W2 2 X4 HF No,2 BRACING TOP CHORD BOT CHORD JOINTS Sheathed or 2-9-9 oc purl ins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): l REACTIONS (Ib/size) B=1148/0-5-8, H=11481O-5-8 Max Harz B=93(load case 4) Max UpliftB=-163(load case 5), H=-163(load case 5) '" FORCES (I b) , First load Case Only TOP CHORD A-B=29 B,C=,3485 C-D=-3194 0-E=-2315 E-F=-2315 F-G=-3194 G-H=-3485 H-I=29 BOT CHORD B-N=3044 M,N=2649 l,M=2472 K,l=2472' J-K=2649 'H.J=3044 ' , WEBS C,N=-180:0-N=326, D-l=-593, E~l=1959, F~l=-593, F:J=326, G-J=-180, K-M=187 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 7.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for" a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No, 16-B, UBC-97, 4) Bearing at joint(s) B, H considers parallel to grain value using ANSlfTP11.1995 angle to grain formula, Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1631b uplift at joint B and 1631b uplift at joint H, LOAD CASE(S) Standard JOO Iruss I russ I ype Uty I-'IY 1 1 ( oetional) :I.WUS NO.... I~ .lUll MJ lek)nausmes, Inc. wee Apr olb lL:L:J:,jL L\JU,j t-'age 1 138700 HD28 CAL HIP SCISSDR I ne I russ t,;o., l::.ugene, UK ':;J/4UL ~'",,\ 1'()'{) 4-11-12 4.11.12 0-8-3 4-8-7 12-1-12 11.1()"15 II 15-1D-4 2-2-120-2-13 J.8..8 16:-1-118-3.13 0-2-132-2-12 2344 4-8-7 2B-()'() 4-11.12 ~~I..1:5U 1'()'{) , , ~~II ~~" ":/i~;~T~_. c ~ .' _--::' 0 N ~_ ~ J llx12= 8xlI= ~ ,,' p ~~ . ~'" ..oofi2 ~ ~ .txll~ ..xtI~ 9-8-3 12'()'{) 16-0-0 18-3-13 2B-()'() 9-8-3 2-3-13 4.().{) 2-3-13 9-8-3 t-'18te UTTsets (A. Y ): llj:U-L-b,U-'I-UJ. LI\:U-L-b,U-'I-Uj LOADING (pst) SPACING 2-0-0 CSI DEFL in (Ioc) IIdefi PLATES GRIP TCll 25,0 Plates Increase 1,15 TC 0,87 Vert~ll\ -0.53 0 >629 MU20 185/148 TCDl 8,0 Lumber Increase 1,15 BC 0,99 Vert Tl -0,89 N-O >372 BCLL 0,0 Rep Stress Incr YES WB 0,45 Horz(TL) 0,76 K nla BCDL 7,0 Code UBC97/ANSI95 1st LC lL Min IIdefi = 360 Weight: 110lb LUMBER TOP CHORD 2 X 4 HF No,2 BOT CHORD 2 X 4 HF No,2 WEBS 2 X 4 HFSPF Stud/STD 'Except' W3 2 X 4 HF No,2, W3 2X 4 HF No.2 BRACING TOP CHORD BOT CHORD Sheathed or 2-6-0 DC purlins. Except: 3 Rows at 1/4 pts D-H Rigid ceiling directly applied or 8-2-11 DC bracing. , REACTIONS (Ib/size) B=1207/0,5,8, K=1207/0-5-8 Max Horz B=80(load case 4) Max UpliftB=-221 (load case 5), K=-221 (load case 5) '"' FORCES (Ib) - First Load Case Only TOP CHORD A-B=15 B-C=-3547 C-D=-3134 D-E=-37 D-F=-4392 F-G=-4386 G-H=-4368 H-I=-37 H-J=-3134 J-K=-3547 K-L=15 ' , , , , , BOT CHORD B-P=3150' 0-P=2834 'N-0=4393 M-N=2852 K-M=3150 WEBS C-P=-282:D-P=221, 0-0=2102, F-0=-381, G-0=-8, G-N=-377, H-N=2117, H-M=162, J-M=-282 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 7.0 psftop chord dead load and 7.0 pst bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads per Table No, 16-B, UBC-97, 5) Bearing at joint(s) B, K considers parallel to grain value using ANSlfrPI1 ~ 1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 221 Ib uplift at joint B and 221 Ib uplift at joint K, 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-10d nails. LOAD eASElS) Standard JOD I russ I russ I ype \oilY ~IY 138700 HC28 CAl HIP SCISSOR I ne I russ 1.".;0., ~ugene, VI"( ~(4UO::: (optional) :>>.uuu S NOV "1::1 LUl " Mil eK Incusmes, inC. vvee Apr lb 1 L::"::b:UL LUU.j t-'age 1 12.1.12 :'-O-~ '-0-0 4.11.12 4-11-12 9.8-3 4.8-7 9-'Pi15 0-2-122-2-13 15-10-4 3-8-8 18-1-118"f3113 2-2-130-2.12 23-0-4 4-8.7 7:R-O-O 4-11-12 29-Q"{) r SQ~I.. 1:5',~ 1-<)-0 ..." "'= '~\~~1 . .< ~'. ,~. B:d2= 1IxB= K3x.t:::- "'" 5><101/ ,,' ~ N "'~ .~ . ...oo['i2 "'9';;;' 9-8-3 12-0-0 16-0-0 18-3-13 28-0-0 9-8-3 2-3-13 4-0-0 2-3-13 9-8,3 t-'Iate unselS t^. Y ): 1t:S:U-L-b,U-l-Ul. IU:l1-4-U,U-L-' VI, jl:U-L-b,U-l-UI LOADING (psI) SPACING 2-0-0 CSI DEFL in (lac) I/defl PLATES GRIP TCll 25,0 Plates Increase 1.15 TC 0,84 Vert(LL) -0,55 M >604 MII20 185/148 TCDL 8,0 Lum ber Increase 1.15 BC 0,97 Vert(TL) -0,87 L-M >379 BCll 0,0 Rep Stress Incr YES WB 0,46 Horz(Tl) 0,74 I nta BCDl 7,0 Code UBC97/ANSI95 1st LC LL Min I/defl = 360 Wei9ht: 105 Ib LUMBER TOP CHORD 2 X 4 HF No,2 BOT CHORD 2 X 4 HF No,2 WEBS 2 X 4 HFSPF StudlSTD "Except" W3 2 X 4 HF No,2, W3 2 X 4 HF No.2 BRACING TOP CHORD BOT CHORD Sheathed or 2-6-8 oc purlins. Except: 3 Rows at 1/4 pts D-G Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) B=1 183/0-5-8, 1=1183/0-5-8 Max Horz B=67(load case 4) Max UpliftB=,115(load case 5), 1=,175(load case 5) ... FORCES (Ib) - First Load Case Only TOP CHORD A,B=15 B-C=-3454 C-D=-3030 D-E=-4353 E-F=-4342 F-G=-4317 G-H=-3030 H-I=,3454 I,J=15 ' , , , , , , , BOT CHORD B-N=3068 M-N=2734 L-M=4350 K-l=2752 I-K=3068 WEBS C-N=-294:D-N=224, D-M=2204, E-M=-510, F-M=-8, F,l=-506, G-L=2209, G-K=167, H-K=-294 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 7.0 psftop chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No, 16-B, UBC-97, 5) Bearing at joint(s) B, I considers parallel to grain value using ANSlfTPI1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint B and 1751b uplift at joint I. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-1 Od nails. LOAD CASE(S) Standard JOO Iruss I russ I ype UIY t'IY 1 1 (optional) o.UUU 5 Nav l::f LUl t. Mil el lnausmes, inC. wee Apr 1 b 1 L:L.:s:L4 LUU,j t-'age 1 138700 HA28 ROOF TRUSS I ne I russ \",;0., t:.ugene, VI"( l;!f4UL ~'",,\ 1.0-0 5-8-3 5-a.3 5-'ft15 0-2-12 9-10-1 3-11-2 14.0-0 4-1-15 18-1-15 4-1-15 22-1-1 3-11-2 22J'r13 0-2-12 28.Q-O 5-<\,3 29.Q-O ,.0-0 ~..1:50.4 "", ~ :b4 II :b!I= 2M It C P<;7l 0 """" ""'" E "Y' '9'F "V" ::~~<~,';/,'/:, " .:;:...> nn nn ~nnn nn qn nn '-'nn nn ...-m,-. Ilnh n~ Ii'~ nn ~ "'" i Naled Nllled ",'od o "'" ....., ",'od tt1led Nailed Nded , M L K .~10= "'" 4xlG= 5x7= N:aled Nded Nlhd "'"' Nd,d , II 5x7'::;' J "'" tho,.d 5x7':::- 5-a.3 9-10-1 14-0-0 18-'-15 22-3-13 28.Q-O 5-8-3 4-1-15 4-1-15 4.'-15 4.1.15 5-8-3 t-'Iate urrsets l^. Y J:_ltj:U-"j-10,U-L-oI. 1L.;:v-4-U,lJ-L-1UJ.lb:u-4-U,lJ-L-1UJ,lH:U-"j-l:.l,lJ-L-tSJ lOADING ~st) SPACING 2-0-0 CSI DEFl in (IDe) I/defl PLATES GRIP TCll 5,0 Plates Increase 1.15 TC 0,88 Vert!ll) -0.26 M >999 MII20 185/148 TCOl 8,0 lumber Increase 1.15 BC 0,78 Vert Tl) ,0.41 M >805 BCLL 0,0 Rep Stress Incr NO WB 0,66 Horz(TL) 0,10 H n/a BCDL 7,0 Code UBC97/ANSI95 1st LC LL Min I/defl ; 360 Weight: 1281b LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1,5E TOP CHORD BOT CHORD 2 X 6 HF No,2 WEBS 2 X 4 HFSPF Stud/STD 'Except' BOT CHORD W22X4 HF Stud, W2 2X4 HF Stud, W22 X4 HF Stud W2 2 X 4 HF Stud Sheathed or 2-11-4 oc purlins. Except: 2-4-0 DC bracin9: C-G Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/si2e) B;2058/0-5-8, H;20581O-5-8 Max Horz B;42(load case 4) Max UpliftB;-168(load case 5), H;-168(load case 5) ... FORCES (Ib) - First Load Case Only TOP CHORD A-B;18 B-C;-3351 C-D;-4206 D-E;-4202 E-F;-4202 F-G;-4206 G-H;-3351 H-I;18 BOT CHORD B-0;2873 N-0;2870 M-N;4603 l-M;4603 K-L;2870' J-K;2870 H-J;2873 ' WEBS C-0;123, C-N;1715, b-N;-671, E,N;-503, E-M;106, E:L;-503, F-L;-671, G-L;1715, G-J;123 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by BO mph winds at 25 ft above ground level, using 7.0 psftop chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No, 15-B, UBC-97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168lb uplift at joint B and 168lb uplift at joint H. G) Girder carries hip end with 5-9"() end setback 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-10d nails. 8) "Nailed" indicates 3-10d or 3-12d common wire toe-nails. 9) Special hanger(s) or connection(s) required to support concentrated load(s) 2GB.Blb down and 65.Glb up at 22-3-0, and 2GB.Blb down and 65.61b up at 5-9-0 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase::1.15, Plate Increase::1.15 Uniform loads (pit) Vert' A-C;-66 0 C-G;-120 3 G-I;-660 B,H;-25 5 Concentrate.d Loads (ib) . , . , . Vert: C;-268,8 G;,268,8 JOD I fUSS I fUSS I ype lollY t-'IY 13870Q AG E ROOF TRUSS 1 1 (optional) O.WU 5 Nav l~ LUll Mil el )nausmes, inC. vvea Apr lb lL:U:41 LW.:J ....age 1 I ne I russ L.a., t:.ugene, UN: ::ff4UL :'""'\ 1-0-0 14-l>-O 14-(}.() 28-0-0 14-l>-O f"~ '-0-0 Sc.I._1:4g,8 "'= K M l , :11 ~. '---"'::: 0 , ,~-p '~ Q " :11 R 7.00112 ,P' c .,;/' G~' " ,T '... E ;/- , '-;/" 'f' " j. ./" : 2-:-f " T " s T T, T :11 " '~ T ,C , o , v w~ "'= ;,. '" "" '" '" '" Ai ~ ,c_ t 3 ,., -, , " , -- ~ ." ",. '" ~ '" ~ AA ; "'= T i "'= ~ 28-Q-O 28-0-0 LOADING TCLL TCDL BCll BCDL (pst) 25,0 8,0 0,0 7,0 SPACING 2-0-0 Plates Increase 1.15 Lum ber Increase 1.15 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 0,09 BC 0,05 WB 0,10 (Malrix) DEFl in (Ioc) Vert(LL) nla ' Vert(TL) 0,00 W Horz(Tl) 0,00 V 1st LC LL Min I/deft = 360 IIdeft n/a >999 n/a PLATES MII20 GRIP 185/148 Weight: 1681b LUMBER TOP CHORD 2 X 4 HF No,2 BOT CHORD 2 X 4 HF No,2 OTHERS 2 X 4 HF Stud BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 ac purl ins. Rigid ceiling directly applied or 10-0-0 ac bracing. ... (Ib/size) B=178128-Q,0, AP=189128-0,O, AO=75/28-0,O, AN=113128-Q,0, AM=105128-(),Q, AL=107128-Q,0, AK=1 07128-Q,0, AJ=107128-Q,0, AI=108128-Q,0, AH=97/28-Q,0, AG=97128-Q,0, AF=108128-0,O, AE=104128-Q,0, AC=104/28-0,O, AB=107/28,O,O, AA=1 05128-(),Q, Z=113/28-0-0, Y=75128,Q,0, X=189/28,(J-0, V=178128-Q,0 Max Horz B=128(load case 4) Max UpliftAO=,6(load case 4), AI=-3(load case 5), AF=,2(load case 3), AE=,2(load case 5), AC=.1(load case 3), Y=.6(load case 3) Max GravB=178(load case 1), AP=189(load case 6), AO=75(load case 6), AN=113(load case 1), AM=105(load case 1), AL=107(load case 6), AK=107(load case 1), AJ=107(load case 1), AI=110(load case 6), AH=97(load case 1), AG=97(load case 1), AF=110(load case 7), AE=104(load case 1), AC=104(load case 1), AB=107(load case 7), AA=105(load case 1), Z=113(load case 1), Y=75(load case 7), X=189(load case 7), V=178(1oad case 1) FORCES (Ib). First Load Case Only TOP CHORD A-B=31 B.C=28 C-D=-48 O-E=.37 E-F=.39 F-G=.39 G-H=-39 H.I=.39 I,J=-39 J-K=-39 K.L=.34 L-M=.34 M-N=.39 N.O=.39 O.P=.39 P.Q=.39 Q.R=.39 R-S=:39 S.T~,37 T.U~-48 U.V=-63 V-W=31, , , , , , , , , BOT CHORD B-AP=,(J' AO-AP=,(J AN.AO=,(J AM-AN=-Q AL-AM=,(J AK-AL=.Q AJ-AK=,O AI-AJ=-O AH.AI=,(J AG,AH=:O, AF-AG=:O, AE-AF=-O, AD-AE=O: AC-AD=14, AB.AC=1'4, AA-AB=14, Z.AA='14, Y.Z=14 X-Y=14 V-X=14 WEBS C-AP=.148 D.AO=-66 E.AN=.92 F.AM=-87 G-AL=-88 H.AK=.88 I.AJ=.88 J.AI=,89 K-AH=.79 M,AG=-79,'N-AF=.89, O-AE=-88, 'P.AC=,88, Q-AB=.88, 'R-AA=.87,'S'Z=-92, T-Y=-66, U.X=.148 ' REACTIONS NOTES 1l Unbalanced roof live loads have been considered for this design. 2 Truss designed for wind loads in the plane of the truss only" For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3" All plates are 2x4 M1I20 unless otherwise indicated. 4 Gable requires continuous bottom chord bearing. 5 Gable studs spaced al 1-4-0 oc, 6 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No, 16-8, UBC-97, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61b uplift at joint AD, 3 Ib uplift at joint AI, 2 Ib uplift al JOint AF, 21b uplift at joint AE, 1 Ib uplift at joint AC and 6 Ib uplift at joint y, LOAD CASEIS) Standard .. I \... .. r '" rl rl L L --' (N o )> rl rl rl rl L L L L --' (J1 '-J ill --' )> )> )> )> (j) (j) rTJ (T1 II I \ "} II ]" I I -<Y1> ;? "'I " " ~ EJ1CL-- EJ3A 1 EJ5A 1- EJ7 A 1-- EJ9A ____ I EJ11Ar- ."J i _n_\J ~ " ,] / -0j I yo 1 , -'11-- - ~~- . I/J , II Il I-IT 1-1-\ SB I L~- I I 1 H D281-1- HC28 U HB2811 HA28 --- ----r I I -I II I I SE~S , ~: ~I I I (\'1 ,1111111 1 l I -I --r1- E J 1 B === I EJ 1 A J1 0-?- ..d ~---I "~l IN I rl rTJ rl rl rTJ rTJ rTJ rl rTJ rTJ rl rl rTJ LLLLLLLLLLLLL m m m m m m m m m m m m m )> ill 0 0 rl ~ 0 ~ rl 0 0 ill )> l ., 4f SA"s SA SA SA EJ 1 B EJ 1 A .. , -<Y1> "'I ". .j .. \" )> o rl /j , . . ~ .'...."... ,-:-,'. ' l: ~ , ,_ .-..J CLIENT SlAUetX. I M> OF J4 . ' ... CALCULATIONS SHEET NO. CAlCULATED BY DATE Il./'LGID'" ' , I STRUCTURAL I BUILDING DESIGN ' FIRE PROTECTION , CODE CONSULTANT' PLAN CHECKING CONSTRUCTION INSPECTION CHECKED BY /1i/\-6 OATE W.O. # . - Lateral! Vertical Client: Matt.Stauber 45446 Goodpasture Rd Vida, OR 97488 Ambleside / Lot 124 Lane County Oregon 1998 OSSC Seismic Zone 3 Wind Speed = 80 mph Wind Exposure 8 Snow Load = 25 pst. Floor Live Load = 40 pst. Root Dead Load = 15 pst. Floor Dead Load = 10 pst, Wall Dead Load = 8 pst. " Allowable Soil Pressure = 1000 pst. Wall Plate Height(s) =8' Minimum Shearwall Nailing and Sheathing = 6' o,c, Panel Edges (P.E.), 12' o,c. Field, Y:i' CD Plywood or 7/16' OS8, 8d Nails Minimum Root and Floor Diaphragm Nailing and Sheathing = 6" o,c, @ Supported Edges Y:i' CD Plywood or 7/16' OS8, 8d Nails Minimum Double Top Plate Splice = (8) 16d Nails , ' , . ,""\ 't:;.~. ! I I _ 1245 PEARL ST. . EUGENE, OREGON 97401 ',RHONE: (541) 484-9080 . ' ' . l'\~~ ,~Ic):l c. -~., !1;~,,:~t ~ , '1,.,..,~k'.';'I.!:::r ~'~~~~ "I~J'-l"" ..,,", 'j ,', -'-1--, -. =7 (,/NEI',\\.' CLIENT St.QiI~rt ~6 . SHEET NO <- OF CALCULATIONS PO ,..../1.(, /0'- CALCULATED BY DATE 0 STRUCTURAL BUILDING DESIGN. FIRE PROTECTION CHECKED BY DATE CODE CONSULTANT. PlAN CHECKING ICI "'- CONSTRUCTION INSPECTION w.o.. .' ,. /, N ,Vs ..-: LAr.:R/'l~ L 0/:/0 /J1/./&M/'>1 .v.1, '8' II) I~~ UI' ,-,,' ,I{, 1'"1 1.8' v, 1,-/' 14 ' '----./ ,'f \( ~ W IvO Li:>Aj)r,' 5<;15/>71 (.. (<l"lDS: GPOSUIU<S '-"~b J'f'~I<.{) 80"'-'''4 WWLv: ,&,' prr- L""",: '1,! I)J, "-'lv~ ' 3, 'I"f L'-' rL' 7./p,. 2..0rvl;: S v~ ,{'7( w 1245 PEARL ST, . EUGENE, OREGON 97401 TEL: (541) 484-9080 ., -'"'- CLIENT ,\~ SHEET Nf' ? OF 36- CALCULATIONS CALCULATED BY /YO /1./1.6 /~ 1- DATE , STRUCTURAl BUILDING DESIGN. FIRE PROTECTION CHECKED BY DATE CODE CONSULTANT. PLAN CHECKING 1/;/1...6 CONSTRUCTION INSPECTION W.O.N ~ /' ~'1' '" -~~:;*~~~[ ~ . ,- I"; I ~ ~)I.IOJ""-L,:..I~(; ~ .' p-vD l.-04D\" (Vpm:VrLl) ,;. v,.P : lvlvO Awv,,: ,'('-1,'1): 11..(,'- 4......"', 1'1'(.....'1) 4 14'(8'j(.tj)'/I'jl7~ A...~'l..: 6'(ii)U): 2..:,6' AL"v"" 0 .Of,'- Vo 3V1 L( 8,/) ('}, I) + I/?(ij,/ ) (it, I) 'I l.cl(r4{.3./PJe) ~ ~7. J) : "728(6) C"l, .) (1, i) : I'-MI(6~:" C,OA.o>"7"Lo lJ" SCUJ>olc. - -1,I,i'C,.L.1 c,.181.~ - V1.VP k.-LVt>', -'I",,,,,,,,: (7' -1/1 X 4, GJ ~ (08(;'- 4"'''''1t.' "7' (2.'1) ~"2. 'l. 5 fr' v' /D~H( fI, 1 fJF) (5' .r) + HE'(.,L~'J,1i>!0 (7/) · 1'i7L l ~J 'Z-/'18L6J ~ ~"'T~~I llZ;lS"'I~; "-'~ ?o'( IlPJ~JC te'} "lop~(q')(l8'f '70lUl.(, (/, 7""",\.~J (,/qc), l]1b/Js 1245 PEARL 8T. . EUGENE. OREGON 97401 TEL: (541\ 484-QOAO II' -'~;1 '~'j~~i;li"~~::r c. '.'. 'I'~''''. I'~- i." ''':'':1 I! :";;f,,~.... " ~I ~1;;J:Jh(; \I~~~\, 01"'1:10\ '.' S--r"\AJ-"?1-' CLIENT SHEET Nfl '-/ OF s& CALCULATIONS h> Ilh..Vol. CALCULATED BY DATE ~ STRUCTURAL BUILDING OESIGN . FIRE PROTECTION CHECKED BY DATE CODE CONSULTANT. PLAN CHECKlNG /C:;A6 CONSTRUCTION INSPECTION W.O.N .. ''" . \{ "p l.vl..vl> \ A ' k(q.~') .. /2.Cr' W~~ AV/.w'-'V" /0 l1 ')L.0) f L' (",/ I); &'6(;' A"......., /0'( '-f.q') : <t'irr'- 1\.'''--' 8'L"i)C0) = <..of;- Vo 7~>-(fI, ({"f) ('i,' ) + a(fi ,( ),/JJI{-) (..1) + 4'7(;'"( -?, IMI) + (g,l) S'e1.Jf~lC.' Lv: (I!/>lF)t:IiJ')(" J -I ItJ/lSF(I1'i( () J (2) ~ lo/no LbJ v~ ID;J'o C1'\6): uq1..U' ..!. CO~.,n.Q '-J V '-t v,", L-vIAJO II r; \7 I-l...~_: V.4'(4)}-fL8'(lV1')(,0)J AIl.'-'''': /1 '{ ~ '} --;. 'j '1 iT'" , /0/(4') " /'77-/'r< v' 1'1-"(j~ C8.1) -I ~,I) UJ(, '(7""'1)' 1'2.1./111 \1. I) : l'IO'l4t.J q"r(r"(J.I) ... /'138(41 ~<'O~"1-'U\~ tld) : 1'17 eo ,st:w',,( -A../....&llcr/lllE~ 1?4fi PFARI !':T . FL Jr.FNF nRFr.nN Q74n1 TFI' (1;41\ 4R4.QnRn ) It '1', /.. -'~i1 '~?"l~~"h c. fhi2. '~':;'~",~~j}"~,," ~ , .- \";! ~~ ".~.,,"J.I,:o.c.; "1 , . ";',vEI'S CLIENT S1btAefL CALCULATIONS SHEET W' i; OF Jr, tli:> CALCULATED BY DATE STRUCTURAL BUILDING DESIGN. FIRE PROTECTION CHECKED BY DATE CODE CONSULTANT. PLAN CHECKING / l;tz_6 CONSTRUCTION INSPECTION W.O.II .. II 6 vI' iv'....c) , La '(, ') //, : ~~~ /-I,-~~: IJ '(I') l'tofr' 't I (i l ~ A,-~"l..' 14'(4') ~ 6(.(;'..- Ll~.....>2.' 11)'('1')(11) I II 'O'i,) 0 /0((;-'- v~ I'-/o(f.( 8.1) ('5,1) ~ "11(, l( 5.1) (g,~ , '1((;.(1.1) (7.1) I /t:>!r;~( 7. In.) .. l. <]2. '"Il& 4s.- ('1', I) = 2/7'1(6, St:IS"" <: 'V rv.: &L IG-Ij)I.E'V ~V(l ev'A.>\'>! Aw...~' ('1.7).. 0;"'1) "'//'-('r"- A <.-w,,"' /0'(1-1) :l..I6{;.... , v~ 1'2..{,'( 6.1) (0.1) + '1.-1 ,;,r,~( J. II)J~) Ci,~ , /1j7i~L's o LO(;2.L6J c:a...-~ ' 5 (ISm/(. , /7 '(/")(I'im~ 'f/~( /f}{8;' <7"o1.JjL{.J V< IH( qQl..q{(j):, 19ifUJ 1245 PEARL ST. . EUGENE. OREGON 97401 TEL: 11;41\ 4A4-QnAn , /,' ''b:=.'1' .".'~. ;~i.l':s:?k~ c.. ;. l.r , ~'g~"I! ~~~. :._,"-:... ",."ID.J;~I.i..:I~::.c "'/~,. "NI'\'.' .' '. CLIENT SHEET Nf"'l b OF J!, CALCULATIONS M> CALCULATED BY DATE STRUCTURAL BUILDING DESIGN. FIRE PROTECTION CHECKED BY DATE COOE CONSULTANT. PLAN CHECKING !fit2..6 CONSTRUCTION INSPECTION W,Q.* V. 7 _p "",,.,v: ~: '1' (7) : 2f1fi' A . 1','('1'): J}6(r' '-"".... A 8'/'1') -:: 7', /' t< '-''''n. : \. *",t A(.,wf!.; /f" ( '1) , Il?f'r L V' 28fr<((J./} + (1),/) 7l.{, '(,J, I) 1:1./) l)ifrLi'j,/) ~ (~10 " /Jij(r 1 (7.1) : /(r~ ((, (1,1) ::/f'l.6(!! < ~",",l~S JBJ/"ll" w.- (I/f,;lt)(7'){tf) ? IfrJf(/?/J(/~) 'Y7'lSL61 V, ./"16{'111."il\<.)= '12{,(~ Vs"p "'-'1"""1,,) : A....,'V .' ItI'(..?~ + 7N) "-Ioljfr'- Jt"'J{: "'/(1..1) : Ift!'r' v= lO'ifr'-( ft./P)?) ( '7.lj ~ /8"11'< (s.l) (< ,) CO......r~Lr <: III 36 Lt, =187Jl6J - SEI I",,,,,: t.-'(/I1f'I~){I" 'j(IL/'} 21'(O(t>r v; '-"I~IO(../;J (.1"1'): ij'16U, 1245 PEARL ST. . EUGENE, OREGON 97401 TEL: (541\ 4R4-!'lnRn ,~~~ ""'~,r::.L\?;;~h a.: Ik!:t~..~ L! ~,:"..- \,":I'~ -<CW.li:.o.U;o.(; \-/.-" "'i,ffi,\'- , . '. CLIENT SHEET Nf"' 7 OF J" CALCULATIONS CALCULATED BY /11? DATE STRUCTURAL BUILDING DESIGN. FIRE PROTECTION CHECKED BY DATE COOE CONSULTANT. PLAN CHECKING f~7'1.6 CONSTRUCTION INSPECTION W.O.1f l="tuC> L<Y-\~ (/)oWNST"'''~ II, p,\/ IN '<.>D; Av,~w" ,fa, (7(,)~ 70(;' ALL..-'" ,(41ljf4)(/Lffl) ~ //1(,-" V: 7u(r~(8,1) f 11'1f1'(7.I)~ 1174[b1 ('i.I) (6),)) : /12..1 (6\ - Go.A/1ft.O<s Sl!Irm/l_ l.v.- /OyIr- (1'-/ ') (,;'"- ') =1)fi'801lr v' '1880,1>1(..116)' /1'1?-L,; I4.tl~ \,..JI^,V: It"",,,,: lo'h'J ' /0' (17') ; 2.4Urr~ 4, ,- ~",. v' Uj&r,"( a.') = 1,/4':1 l6} ... Lo~Lf 5EJ fn-1l c. . c..,: 17' [ICI')(lOpI':;) = Z-J8OUs V.. .1"tf.(LHOl.":) :. 46.6((" 1:l45 PFARr ~T . F=IJr,FNF, nRFr,nN ~74n1 TFI . (~1\ 4R4_QnRn '~'1- c. -~~~Ta~~ '\ ,. \', 1 :-~ ~i,ID,I","I~1(:-~ (~ ", 0" ~ . CLIENT SHEET NC"' e OF '1..& CALCULATIONS CALCULATED BY /YO DATE STRUCTURAl BUILDING DESIGN. FIRE PROTECTION CHECKED BY DATE CODE CONSULTANT. PLAN CHECKING /~/~6 , CONSTRUCTION INSPECTION W.O.. t{ 0'-' : WI",;:,: A.........."': fOr, ( /1(,)~nOrrl. AL.'-~: IO(,{ 1<>6): /00(,1 v~ /10(,'( g,/) (5, J) . 100"' ( if. I) l f(},/) ~lr!>\I'-' "/fl8IL.... 4--C.o.....7"Uc.r c /6771..6s w: 1();Jdl7')(14~ J/Q-W(lo')(ll.Jj: 37y0L6) V: n80L~$ (.1'1'): ILflll.l \/" p", t...,....,a>: .13__ : '/.If '(ill ') to e.Ij(l;;;) \/: '/...18(,"(8.1) ::: nUfT-' ,. Srl'if'1/(": /ol'5r (1'1)('2-8) ~ :1"'~UJ V~ '~\'(JlbJ (./~O: i68U\ 1245 PEARL 8T. . EUGENE. OREGON 97401 .. 2./86-" Co JV7"-cJ Lf TEL: (541) 484,90flO o 1/.- -~'~~? . :'~"--'"-"~~~:::J: 0. "I,,-~..7f;,'I;;' , ~_i~t:~~ ~-J'-I"'II(;, .....1 ti;;..- J... -;-/: .., '. y. )IN !' 1'_\ . ' ~ CLIENT '1 " CALCULATIONS SHEET W' OF U /11:> CALCULATED BY DATE STRUCTURAL BUILDING DESIGN. FIRE PROTECTION CHECKED BY DATE CODE CONSULTANT. PLAN CHECKING /!ih-, CONSTRUCTION INSPEcnON W.O.tI ." ... , If j)JU WIVP-, A.. : 10' (It') , ;fO.fr> ~....w /-l.w_: lo~(n') -./10";' 1/" 1'10(,'( a,l) (5"./) + lJo(t"-(Ij/) ; 2.2.0'1.LIi ::_ (fI,/) ~ '2.Jol...L6; eo..--7"Lt> \.f 56'151'1-1' '- - A./ "'-C:r<..1 G I r;'l.E - ~l>'" l.vlNO; A~",,: /0'(14) ~ ~'f(I'} ,z.o::Jfr~ /-I""",,",,: v' 4..OC\(,'(e,/). /6/((.(r ~ CO-vT~L.I S(:;'(S/>1t'- : ~ .vEC:>-LI c?1 ~ - 1245 PEARL ST. . EUGENE, OREGON 97401 ' ,TEL: (541) 484-9080 -~'~1' Q.:, _'I;:;;J""!'OL.,~::J: ~:~~~~ '~I' I- I' 'I' ' /., I: D. L..~~..,(; ',I............" r;l,m.\'- " . ; CLIENT . - . SHEET NO. 10 OF ]r; CALCULATIONS fvo CALCULATED BY DATE STRUCTURAL BUILDING DESIGN. FIRE PROTECTION CHECKED BY DATE CODE CONSULTANT. PLAN CHECKING /;/"4; CONSlRUCTlON INSPECTION W.O.II v; 0'" WIN!>: A....~'--" 1~(8.n~ t{O{r'- /.I"",,,,, /'1'C'2~): II<ffj.... v"< 60(f'(!l.I/,Jr) (5'. I) 51::/\f>'llc; ~ ^-'t:&L1&-IGLJE .,.. (!g Dy L...n-vv 4f.-.J~~ ' 21.~("') I lI"'{fl"( '-7.1) ~ /O'j1L~1 (e, I) '/2. 7dL(,5 CON1"-"W' " //'1,," V' /l9fr"(e, I) , /OILl,! ,.; SEW''''I(, - ,vl;(.rLI(:yI~ur - ", Go-v1nc~f 1245 PEARL ST, . EUGENE, OREGON 97401 TEL: (541\484-9080 CLIENT :ns . CALCULATIONS SHEET N" II OF po CALCULATED BY DATE STRUCTURAL BUILDING DESIGN. FIRE PROTECTlON CHECK,ED BY. DATE CODE CONSULTANT. PLAN CHECKING / Iii 2..( CONSTRUCTION INSPECTION w.o.. .' !tf:SoLvE J:cln..l!;.S (VPHr.vn.l) .. \ S"'--"' I Vi> L-D/.1 D' /2-6'11..6) V_IT, r;.lcK/Yl.,' /J.6"{ /'2e, = I.t'i j>U- , $tNL vI" Woo: L'''/8L.bl VNIT SHClll'l.' 1..'"18LIs / , / (c/. ti') t.St PIEh..D~(.-^, : 471PU' f7//6 "oJ8 1 eo{ -v1<1/LS I 1"0<. (;~ r~." CJ <.. r: 'cL J:> ...:. e/.(J'1c.~f) - .--' PIER DESIGN UNIT SHEAR LENGTH OF WINDOW LENGTH OF ADJ. WALL HEADER DISTANCE WINDOW HEIGHT 477 #/FT. 4 FT, 2 FT. 1 FT, 5 FT. (VSt U 16 .If'iv:lI<>S j /'-I-8qj t::/4<.r1 f/(~e 1'-1" C- Nt> (J"", C?tH -.. ' SEE: Y'I t: ('1.. DeSI G--v D/2TAII... Jt.{~r /L , LOAD [ 1673l# ' ()T"'" ?"IY91.bl (M) ~ /1, l~l\LbJ h-~S /-,,001'\ : I<>PIL (0') (8."f'J(lj.l.~) = z...~oU)-f' /'iPI{. (1.-') (8,CjI) (Llil>)) jeJ'i/4U.-t7 3'T7l.tL/.-l- 'r- Ii, HI~ll< - "h (::?<r1LILb-/I) - ~ /7/ol...6J 6'. c; , /0ff<. CSt 6 , rTkAl'5 FU.",,,- TO r-'-ouI'L 1'-1 - 80L s !;A'-I-/Jlotr /4" G.rv f> <-€"'- Crr/.f '--- 1245 PEARL ST. . EUGENE, OREGON 97401 TEL: (541) 484.9080 /~.) \t 'J;";-", ~::.....' ~~:!:S2-~I:' '. (u:~B't~:i;:}~':I') ,"','II 'j I'~ I '1' . I 'g1;....:. ::;:=--J.,(X ,...Ci;;:'!h"j,fi'Jf'Y' :-"~.!~,~il::~~/' , ", 'I Cl../ENT CALCULATIONS SHEET N^ IL- OF :V: CALCULATED BY I'D DATE STRUCTURAL BUILDING DESIGN' FIRE PROTECTION CHECKED BY DATE CODE CONSULTANT. PLAN CHECKING I !,/2..' ' cONSTRUcnON INSPEcnON w.o., . WALL NUMBER(S) TYPE OF STRAP STRAP END LENGTH TOTAL AND TYPE OF NAILS EACH END OF STRAP - S t..J 1. ut'I fl"'6 c..... ____:..1_______ _C'jj6________ .J.4..::._________ _:l'-l=-8ri<.'!.-_____ fRAP END ~1 11 Ii' II ~ III f/ 1-'. _ i .- I STRAP ACROSS OPENINGS, NAIL TO BLOCKING A~ " r 'I "k" ". ~ II " I~ I' I I I II I I - -,,- - - '-..- J ' \. L. HOLDOWNS IF SPECIFIED ON PLANS NOTES ,DOUBLE KING STUDS ON EACH SIDE OF OPENINGS USE SPECIFIED SHEATHING AND EDGE NAILING THE LENGTH OF THE WALL, "INCLUDING ABOVE AND BELOW OPENINGS USE EDGE NAILING AT BLOCKING , , I , i i PIER DES IG N (TY~ leAL) N.T.S, 1245 PEARL 8T. .' EUGENE, OREGON 97401 TEL: (541) 484-9080 CLIENT n ~6 . - . SHEET NC" OF CALCULATIONS 1"1> CALCULATED BY DATE STRUCTURAL BUILDING DESIGN. FIRE PROTECTION CHECKED BY DATE CODE CONSULTANT. PLAN CHECKING ;'ffj''I.~ CONSTRUCTION INSPECTION w.o., - SL..J) "VI lJlaD: 'Ul3LU.S V.Nlt f/.j"'><I~: "t.03'\.L'fA , I ]Clf <...8(, SWq vI' LC)~D; 11?3SLk 1I......1 T H'-/E.VL: ''iHUl/rl.' ~ / Lr,JfJlJ Sw- l:l v\'J LOf.lD: V^,IT "-Sl.L1llu 1/-j1;J<l>t: 1-'PCI L(./ , IN fl.'l ; 11,) ~ '<-6'PL{. Or'" , 10' ( P (, 1>1.. ) ( '1 ') : 6"0 Ll " L. - (~ R.~ rhOY-\.: 1()1>\~ (10')('1')(\') < 8'DOl6-/1 ~ Il?pfl- (If')(4'){.:1.'J .. 1&00 u,-f',- -z.{, 00 u, - r;. l:jOl.{b U-f,- - '-/3(1..4 ooU-4) T~ _, 8""LIL6J "1' 1245 PEARL 8T. . EUGENE, OREGON 97401 TEL: (541) 484-9080 ~) \>:'r/"J.~ -'-~,:1 " :' ~ t~.l~~~.~:' ::r "".".'.'-'-~~ " ~';:;'L,~' ,;'i~ "I'n 1'-/"1' (; ~,'lju_.i.:,:;..~J." ','f~, "'t,\Ti''\<'' CLIENT /'1 36 . - . CALCULATIONS SHEET Nf"' OF J17> CALCULATED BY DATE STRUCTURAL BUILDING DESIGN. FIRE PROTECTION CHECKED BY DATE CODE CONSULTANT. PLAN CHECKING fti;l.~ CONSTRUCTION INSPECTION W.O.tI .- SWb vlO - '" '.. lot:) 0,' 'L-U E,1...L\.\ L/,vIT ~J-I';;nvL l l.~n,lo.-bJ / , 1..'1'1 pt(. ,(1i'11J , ~6" Q)~ eo<.: """IL! 1.(" () C (;:DCr€ n" 0"- ~1rz:LO -1i.J>~ --- Of"'t (~H<l't.1El7 .fEQIIW) 01"''' "l..'1C)nIJ: (1')( "I'J -: 1'1~qll,-fr I~J<J MlJf", : {OPff ('I') (J ')(/,1)) ~ 4oCJU-(, l13prF (/'1')(1')(1,"1) = /O/J((-f, IlInL6-4 -t: 7'160 -46(/1./11) 3 ~ l.JlIolA,- N. C>-. , v~ PI""\. />1:., G-AJ - UNIT SHEAR LENGTH OF WINDOW LENGTH OF ADJ, WALL HEADER DISTANCE WINDOW HEIGHT 295 #/FT., 6 FT, 3 FT. 1 FT, 5 FT, CS If, JTftAP ~ /1.-/- 1M. ~'-H rlor; 14" c:.vvo LE.NV-r....' c.a~11.j1'- J'f./Efi'r /1. - 'PIER DESIGN LOAD' ' 15541# OTI"'1' 1...Cl6'\. Ur C'l'): ('i!J '5 C)B U--h ""'1"1",,-,\: I()l'r~ (11')(1')((; 0'): /GO')L1r...r f1ir\~ (1~')Ur)( 6,~') ~ /1 Or~Lb-fr - Ulo/fJ U -(; T-:: /'t.6,B -"l../3tl-i,,(/fHH;) -= _ 6'2.Los 13' 1245 PEARL ST. . EUGENE, OREGON 97401 TEL: (541) 484-9080 , 'I' 'J=-.'1' "'~"'''''':!': ~"'"'.'~~"~"-r Q. '.l:r~~~3ik'c::"-. --"~ ~,.-~- - ; '; r . ~ "',[I~a,.LI'I,(; '-I , 't'1\1I:\:'\ . CLIENT /'5 J{, . - . CALCULATIONS SHEET Nt"' OF rv CALCULATED BY DATE STRUCTURAL BUILDING DESIGN. FIRE PROTECTION CHECKED BY DATE CODE CONSULTANT. PLAN CHECKING /(j/'l(, CONSTRUCTION INSPECTION w.o.. sw( VI' . Lul:\() '6'1yL(J iH~Iqit: /6 "14 L'l / /('Sf/IIJ) '1'(Cj')(/()O/lLt:)' l{lf"'~lb-f, #~ /OOpv:- VNlf OT"" {<.<.S/"1^",,: IOI'S~ CQ')(0'j('1,.,') T~ 4~~o- ~3(1J'-'i'lb-~L ~ -, 'J ; /I '-5 U-I, 7&[0 Ur Sw 8 UP loAD' V^',T IS"ChI fI-16/31'1-; 1911L.) (, _ _ /f:l~ IQ,'1) -: 1...0'3 plF ljLOCk SL/] VSE' pl'2~ WJICr^, UNIT SHEAR LENGTH OF WINDOW LENGTH OF ADJ, WALL HEADER DISTANCE WINDOW HEIGHT 208 #/FT. 5 FT. 4,5 FT. 1 FT. ,4 FT, (5c:/O plAA C>lW"''''j' Lft::r1>/1. r/-la:T 1'1.. PIER DESIGN LOAD' 5621# or"", /ei)I."" (1') , /~ 8'iJU,I 1l~\' f>10t"l: IOfS? (")(1"11)(7'): 8'~z.oll>J T" /6, 5'1R/.>! - 7] (88<-oUJJ -a/< , ? "?87L~ /'7' 1245 PEARL ST, . EUGENE, OREGON 97401 TEL: (541) 484-9080 ....1'1~'.I'.1'. ';~/"'::"''''';~(; r;7,vEI''\ CLIENT /6 . - . SHEET NC OF 56 CALCULATIONS fro CALCULATED BY DATE STRUCTURAL BUILDING DESIGN,e FIRE PROTECTION CHECKED BY DATE CODE CONSULTANT e PLAN CHECKING / 5'11<> CONSTRUCTION INSPECTION W.O.. ..., " . I ~~ ,=-" - --.- l' ~ ~.1~"~~~ . . . Jw / D^" UlQO: I'-b~~'i -+ /31..1 LbJ , z..~o (6r V.... IT S'H~I'M..' 2.1"'0 l~ /(1"(' ~tj ') = Idep/..f D1"/>O: 108 pr..r.. Ui')L '1,): '186Cl"-'f t~ 1.{\l€oUJ CJ = q-,'l.l..~s )W 1.. 1:>'" LO.<lD: L.'L/flLLJ' /'il./4LbJ : LI0"1U,i,5 V.... '1' SH~(l,; 4~"1'1.().f;(z:''1t&j) '" LI'l plf (..ISlE" P(~{\ P~l (rN 111& ,. ()j/J I ~.o-<... /\.I"l t t.r L-J" O.t. ~oc,.t; Lit" (;,... F/('-O ~ -/}Luc.t<.e:O - PIER DESIGN UNIT SHEAR LENGTH OF WINDOW LENGTH OF ADJ. WALL HEADER DISTANCE WINDOW I:lEIGHT . 279 #/FT. 2 FT. 2 FT. ~1 FT, 4 FT.' (?e:~ fJ/i:/~ peStCr->> l L!t=t*J1L SIrlf$/q '~ , LOAD' 2811# D1"W\: LII:>'t\.HI c..",,)~ JG, \?<.\lL\>) ~H...",,",: !(),OJf' (<-<J')(<a,C;)CLPi") -=7,2.<.S'l~-r:;. 7-: 3., e l.~L4r - '1./5 (7, l..'\.!iLLJ-(') , ~ 37.H,&J 'i?- , ,") rl...-1J: L!..vlTH 111"1"/6 fJ t'B/6 HOI-\)OV-'N 7 ~-Vc.MI..J~ 1245 PEARL ST. . EUGENE, OREGON 97401 TEL: (541) 484-9080 ) I' '~'1' ,,"~';-O,;&~'!J a. '. I i~:.' ..~.;.~~t] 1:'''':1'.~_''~~ ,~ ~~I'I"I'I'(: ~;~HD .1~L:.J1.,'( ,I. , ",vE\'.\ CLIENT n . - . CALCULATIONS SHEET N" OF 16 CALCULATED BY nO DATE STRUCTURAL BUILDING DESIGN. FIRE PROTECTION CHECKED BY DATE CODE CONSULTANT. PLAN CHECKING Ir/"..6 CONSTRUCTION INSPECTION w.o.. . . '- S'W7 {)N \.-M!>: ,-<J1LU,~< Iff'if1lbr" Jq,'rUS V"'IT SHe-v\. -,0 1'1I"1Li>;{"L' -: /7tJfJ(.f: f&LOC.KJED-:] S"'- L/ pl\l l.-OHlll: 1'1,?'<d..bl f "6b(,b.J' :nOl/l.-bJ V""IT !HEI4I'l.: 130Ul~ / ::nOfl.P /' (,/, P'H) r- 7A6 " ar6> 8u[ Nr.JI("f I 't"O,<..fa)Cre' /"L" o. c, Fit::'-/) BLo<-l<E:{> ---- uS'€' pieR t:€S"1\irN ~ UNIT SHEAR LENGTH Of WINDOW LENGTH Of ADJ. WALL HEADER DISTANCE WINDOW HEIGHT 330 #fF'T. 'ffT. 'f.5IT. 1 IT. , 'fIT. fe~ PlcIL P~f,:Jll. rl-/8:-T ') 'LOAD' 6131# ,) OtVVl: '1 J oYC'1 ("I ,)~ '-"1736 l6J Rei ....""". IOpJd:\.\l')(Jl.j')(,') : 1"1, tOOLhr,.. I'iPSe. (l'1)(lLI')(7') , <.~O'1'O u-rr Lfl (,>oLi, -f.. , r. /VE' 6-'.1r/V~ 1245 PEARL ST. . EUGENE, OREGON 97401 TEL: (541) 484,9080 I ' , . CLIENT . - , SHEET NO. /e OF 36 CALCULATIONS CALCULATED BY j?"~ DATE STRUClURAL BUILDING DESIGN. FIRE PROTECTlON CHECKED BY DATE CODE CONSULTANT' PLAN CHECKING ;6/'1.{; CONSTRUCTION INSPECTION w.o.. sw S DN LO"\D; 't.'f l.y C6r I- 1..-L<\LlC,l" ~n1. 6 UJ lIAJ/"t (1-1 G"/(l >'2.' Y7'-6 LIJff"}, if Ii)::' 5"L6!U ~ 'It 6 I, of (J fleA Afl<ll U' Lf "() c.. G.oc,.g f\," . c... ~llnO .t)L.Ot.K~ OT/h : J~('lj:; ('1')(,1)7 2.~q3lil~-fi. R.t:s rO""': ' fOpj<("LO')( ,'}(J,i\') . '1~lJo(6-f.. I 'ips,.: U~') C-"}(',o? ') : IilJl3Lb -t, 10;..< (ILt')(1'ltJ.'i) : 'J'1JOL(,-{r /!,$IfJL-l -(, T' 'l.,<>J 'iJ~ . 1.-/) (/1, e.IlLH'.j) : j' /6/f] (6J . 7 'Jec-T'c,,", 7' orm: '\.6 C~')(1,l)')~ t...1..,CJo~U-t1 R.~$ Me"'" , IOI'I~ (:,..u'}( ',I)Ju, 7~) 0 ~f:.'-rJU,-(; l'j'I'I~(I'l') (,.,JLI,i"i) . ~]-"'fJLt-1i- )\)pJl: {(LI) (;,I'll( 'J,1,) : 3"f18U-f) /5; gtf/ 4.{; <'1.-, ODo) (t...[i - Y3 rJj", fief') T= If ~ -:: lliu (~J - 7. 'i' Jet 1/1", I,' USt; : ~JE LTTI J:1. L; / JJ7l71o h GL()O,,",""'S 7 t4r'- CI-i ~ ...--J 1245 PEARL ST. . EUGENE, OREGON 97401 TEL: (541) 484-9080 -,~I:1- ~,: 1,~~~~1~~:~ 0.., il%~-':--:O:1;-\.,::r """'1.':..,.,;...'1::. ",,~~- "['01'- ,. --I' ' "",[,,",-b':P': ..,~-r, IN!:\'.\ CLIENT ](, . - . CALCULATIONS SHEET NO. ,-'1 OF 111'0 CALCULATED BY DATE STRUCTURAL BUILDING DESIGN. FIRE Pnv ,.::...., ION CHECKED BY DATE CODE CONSULTANT. PU\N CHECKING ' 611..-6 CONSTRUcnON INSPEcnON W.O,;, ..... .' ' SIN 6 PN LO<iD' '1-06L("&1 + /6/61...61 ~ ;J67'tl L--OJ VN'l SH~"": 3678l-'J;',:: (flplk- (r)t PIE''. />bS11)-,v l:'ll:.I<' ~ UNIT SHEAR LENGTH OFWINDOW LENGTH OF ADJ. WALL HEADER DISTANCE , WINDOW HEIGt-rr 613 #(fT. 6fT. 3 fT. 1 fT. 5 fT. LOAD' 322IfW OTf'1: 'Hl~Hl,r (G'):: 55, 1\l1l~-{'7 (t E'~ i""''''' 0,U(Jff7 7 80<. "viall..! '1" '" ,c.. I<:D~ n..hO'- 1=/t:L.t:> BL.oI<!:.'"O o,,:TH fl':.fr \ 4 X Fb.:/".,,/-<I" '-- ---- jicl:PIDl.. DEJICrN] ~t:'rhlL. fl-l!;'l:7' 'l..() IOJ~I' tW)l/l-)l~) = Ilf,ltcolb';; I-;r~' (6\ll'\.)U) . !r;<..oou-f.. 'Op~,," (/1.\)(j"'l.)u,) ~ 10/09CJL':..-J'r '-I96S0L6-f.' 1___ -n,/5I3" "t.IJC'-i oJ 6 80) ~ '700 Le:,!' t.... 1245 PEARL ST. . EUGENE, OREGON 97401 TEL: (541) 484-9080 /'\tT!<:, -t'l ~:!;".J'/.. r/~~'~~~~-~'~~:~0' \ I t:\"l'~....--,>...:.._..J~t (~f0~f , "'1'1'11 Ji~U,,(X -::';'''--c" ..,-., ~\' r. i':--~1'F~~~J~l\"" '{/NJI,I '.' '1 CLIENT SHEET N.... '2.0 36 CALCULATIONS, OF M . C~LCU'LATED BY DATE STRUCTURAl ' BUILDING DESIGN. FIRE PROTECTION CHECKED BY DATE CODE CONSULTANT. PlAN CHECKING 1511.6 ' CONSTRUCTION INSPECTION W,O.. WALL NUMBER(S) - TYPE OF STRAP - ~/AJ~'1.S STRAP END LENGTH- TOTAL AND TYPE OF .~!,IL::;- EACH END OF STRAP'- ~<P , Sw AI' __ 12_______ CPl,r;rL .L~_____ ..e1" ' ------------ 3'2- -16..t Sf'Vf<-EJQJ ------------ o . STRAP ACROSS OPENINGS, NAIL TO BLOCKING A~' r "~ j"'T11lj , . I i I r END LENtm ~ " r " J- f ,\ - r-~( - ~t "~~ HOLDOWNS IF SPECIFIED ON PLANS NOTES " , ,DOUBLE KING STUDS ON EACH SIDE OF OPENINGS USE SPECIFIED SHEATHING AND EDGE, NAILING THE LENGTH OF THE WALL, ,INCLUDING ABOVE' AND BELOW OpENINGS USE EDGE NAILING AT BLOCKING PIER DESIGN 1245 PEARLS! . eUGeNE, OReGON 97401 (TY~ICAL) N.T.S. TeL: (541) 484-9080 CLIENT "l.... J6 . - . CALCULATIONS SHEET N" OF I>n CALCULATED BY DATE STRUCTURAL BUILDING DESIGN. FIRE PROTECTION CHECKED BY DATE CODE CONSULTANT. PLAN CHECKING / 1i11..6 CONSTRUCTION INSPECTION W.O.II ." reu 7 /)iV Lo~D: (E,'l4l~J / j'l'7c>UJ' 1....,"'l 0tLbJ UAJt1 H:1~J::lvl 0 ~'16Y LbS~I:' S?-'iPU OTWlo. 5L1(>LF ('1/)(1')0 &)6e'lLb, P-fS )n Or>1 : J(JiJS': ( 7..0')( 1 XI,'i) to,O)F. (7'}U){ I,i)) '-' T OC;L6 -,tr -= 1 Ie; u,. -;:; /26Lo -;; T' ~ e'ilJ- '-6 (11../';; L'-I) -, = <..6 ''II LV- '3' SGu 'B p,,-, LoV-lj): 1817 t.6f -Ilo/"l"J ~ L, 1:lt,~lDJ U-vIT SHE:/LIVl. 2.'t€"1l65 /( I _ / / I ,e - 0 / pu , 1245 PEARL ST. . EUGENE, OREGON 97401 , 01i, "osIY I 4" (). c.. ~lre h-" o. c. (:lrcLO eG't ..v4/1..J' L -OU;c...I~:=f)' J:h- hli/6 l-!uLDo../-v 7 ~I sr~t6 IQ-vu-,>cn-. j !1LOc...I'-~~ TEL: (541) 484-9080 ,~"/. -~..;,~S:"',~~l n ....K ,I,...._,;1.,~~.:1::::r ~FA~__~ 'I" /--1' "1", ~i.u..L:.i:.':-J:.::..\": t~' , . CLIENT 2-1- 16 . - .. CALCULATIONS SHEET N(, OF, CALCULATED ax ~ DATE STRUCTURAL BUILDING DESIGN. FIRE PROTEGnON CHECKED BY DATE CODE CONSULTANT. PLAN CHECKING /tiJ7..J.. CONSTRUCTION INSPEGnON w.o.. 6' PI"- PlrV, I2Ji:r I:JI.NING- W41.1. '"'-'I V-<J?K1"'" ri..I/'u..HI1I'U7G: 6 I I l g' T <,,<ll<\().l p.l<.n,.......,., /VJC;pq (:2_' )( 911-..) = ZOOL-EoJ t--llll, /'1~/'<+ l 6'){ 1///,1.)' COOC(f SelL: Ilopv: c.<!;) ("l..n < 16'iO L's ~ v, "J.{i4€t... {)Ell b.- I \ljOrc ( <..C>' ) :: -"'''0 Lbf "t6ljO ll.rfr,: SOIL- f:"<>/l..<:"''' ,t"'4()Q \' '-.It :SUf1..'-HfI""-G-1< :'1-'( 1 S)(7.~V =- 1C.l.8 L4r mho>. ~ 7 ( &''l8lbJ) (.f1.Rl) : 771l/, -j;. 1'- ''1 (] 'i){ i> ) ~S', SLI (>l.fJ c,. /o\..'O(Cl (VI): 6'8'>l l;r ~S''' (.If) /' / b8'f :: /.fl) -<:J/(.. - 1245 PEARL 5T. . EUGENE, OREGON 97401 TEL: (541) 484.9080 'II' '1::=-:.-;- nk~~h :~~'~I~~'r~j~,~ -"/, IN::\:,\ CLIENT 2-> it,; 0 - . CALCULATIONS SHEET NC OF CALCULATED BY /'>7) DATE STRUCTURAL BUILDING DESIGN. FIRE PROTECTION CHECKED BY DATE CODE CONSULTANT. PLAN CHECKING I ;/2,{. CONSTRUCTION INSPECTION w.o.~ 51€ta 1'1"'>4" 77IL6-!f ,rY!1/: i7/Lb-fr (1./) ~ /J/il~-h r ' 810('"1.0;00) (1- J /- Lfl,),oao 1-(1111)["") ) ..6'.;-' (1.o1QO)(h-)(4; fo< .OO"}. o ~ .<>,uI6 r~,.v VJ[ 114'S G> f1-"O'-, two r)6w€. \.. \,..10 c.-Af7.A(r-t JI.."1 t1 AUoc-t4~lE' Ji-fI;J4Jt.. .f77LEJJ I=v' ,tlL'10000}: 11,1.<XJI'II 11, 'l,..o() /" SI t . I , '1''1 \, ), t..'I"1 Y 16J --- c.o"-'p-LoLJ ALlO'-"AIlL<:~ TE.'V~I("~ I7~H I=v" ,ll,(I./O<.\Qo)' l'GOoOpJI I'Ol.>o(Jpsi (.l'i'i"'~) ... 30/<:>ft:BJ (.n.QO @ TOP Of L..At..L : 1 01..!lL... (" 3'13l~r C>()W~LL ~ 'L"l7'1! . '''0 .. 7' o. <. 1245 PEARL ST. . EUGENE, OREGON 97401 TEL: (541) 484-9080 -'~/. "'1~~[ ~~OI~I:ID; ~ ---- CLIENT L~ 16 . - . , CALCULATIONS SHEET NC" OF IlP CALCULATED BY DATE STRUCTURAL BUILDING DESIGN. FIRE PROTECTioN CHECKED BY DATE CODE CONSULTANT. PlAN CHECKING /t?/l.{,. CONSTRUCTION INSPECTION w.o.. . . ,,E r Cr4Mf..e n.fE"Tn.,,,,t<Yer ""'~~l.. JI 'i DO\,J..~J @ --1 6" 0.1.., 16) IJ~,~ ,~, "l-"\.r t.. ",~ ~P/ . l -:::. ~ " ' , p 16 " ." l . #'f~@"'''O.c.. "2."--,' '--- r;:,qCH (..JAy /,/ ,/J 6, __-,.-./, ..;r, ~-- :t: ~ .'y: ~ .2) e'~' . . J) #'1 ~ 6) 1j' C'J.c.. J,.... .~Io.T 6l..Af ." L I ...,....... 8" 1..,1- J" _-v ~~AA""\"V. '-'5 , /6" --;' L" L -" " '1 ~, I " !! i, . . " 4 --. A 6 . . ~ ' pe.l~ PIAN \ 1" . D.. . -.....-. . " \1 A/-OTE""S - VSe: 3000 P j I c."...c;.,.E1'tr NO rf'&;,., :t ^,Tf', fl<::q ~1'/C.iEl> G-fUql/cL 'FIL.t.) - WALL TO ge/M. 0.... (.I-V IllfTvlti*"" >vA {I vi&' SUtL Oft.. ~1.f\J6-/.;v_l!n.ftO c:".f..t.. ':P .. "',..:;"'7~~'''':' ~... '., , " 8" l' g l ' ~ 6' -vre: GrRAl>G' '-/0 R/:fJJ:>.t>. -lAP rn:el, "., OAJ ALL. (.ufV..;GIU , Ji'/-IC6:S , STEPs ~ 11'1'$ @ 1"1.." o.:t., ~I'l(}l "-'''I'f A ' "', .. , ,- 'J! - 'T- ." 'I' " SOU t , 1245 PEARL ST. . EUGENE, OREGON 97401 TEL: (541) 484-9080 ItT!/.- ~,/., , - - ~, -'~"""""''';' ..'j~;:::~;\::r Co, ";:]'.":""""""': ~ 'In - "! " ;,. ,.'''. '" ' ('/NEI:,\ . . CLIENT 2.q- 16 . - . CALCULATIONS SHEET N("'I OF "'l:> CALCULATED BY DATE STRUCTURAL BUILDING DESIGN. FIRE PROTEC1l0N CHECKED BY DATE CODE CONSULTANT. PLAN CHECKING 16/1.(, CONSTRUC1l0N INSPEC1l0N W.O.tI O-JEC.K (:OOTWCr f nO'" f'1f.l X UH'1:> I{)pr~ ('-0')' '" 2..00 p4" - ...../Illl 40PSf(l1') ; 6bOf'Lf - /1J;>b{: if""l!' ( 7') = :?'501'"{ - r-l."n.. /11f()(JI+ II q<JN /f. n' :: 8'~ PIF C~. I'" CO<'>1....(){' 010 rtvD J'l1l.lk fpAN ron. 7-~/~,:r '5)~'i"o.<:. '-<.lAD < 'fOf'sr- c.1.,)~ 1001"'+ V (l) , A~ /6, Be"."' = ilL;) 'IS (I,/fj) ~''''''''' = /1..1-"1 ll, f-: ii, 64 ,/\3 . ""''-l/rj1'f(;'/iJ} M4u.bW" 'Z.651Lb; loUp,-" ( L) tn..,l~s :. <. , c= <-"/, 4 ' Z-45'W-h' ~ 'oJ" (Lf{ L." /LJ,6tl- {'lUX 0 .7" ''''(/'''')J/ /l{O ~ .47" t:::. 5(/06)(1'1'10...1 o , .JO"-Ole J~4U6~/6~l.n81") .. .z..Y"-~ A:: /{ ( 80PiF') (Ill 1(/1. V.., 38l((l.6'/0')(/78) L2x./'-'. @ <..~'o-c 0/<. F~n- l/.,f' 'Pt4] 1245 PEARL ST, . EUGENE, OREGON 97401 TEL: (541) 484-9080 OllT/;. -'~:1 Q. 'ij.:\ jr.~#~iJ ~ . .'.'..'" "".'" '!'!'..:.,,"~...., ;-1'1~"~"'0 ....;, 1 . - ~ ". "/- \'" ('IN 101',\ . ' CLIENT "4 3~ . - , CALCULATIONS SHEET NC OF rv CALCULATED BY DATe STRUCTURAL BUILDING DESIGN. FIRE PROTECTION CHECKED BY DATE CODE CONSULTANT. PlAN CHECKING (Iii '-' CONSTRUCTION INSPECTION W.O.# GJ:",Wot g/ZYl,," Pi.Arv 1 ~ ' - ] ., , -I G-<</4A&Ir I)Oo{l. JJOIl. 1)1'9 'I ttL'" &~ 12.' Cr~ - -~I...-- - 7" }<14" prL 8' C.r~ _ -s- ~ .. )< /'1" /,)1... -I 8' 1245 PEARL 8T. . EUGENE, OREGON 97401 TEL: (541) 484-9080 . . ,~Ic' 0. -Q' . ~,r~~?, lh....,,.......~~.:r v.::~ ['1 " ,',I '. /.. '..". "1, ('IN !' 1',\ I CLIENT 2-1 16 . - . CALCULATIONS SHEET NO. Of nv CALCULATED BY DATE STRUCTURAL BUILDING DESIGN. FIRE PROTECTION CHECKED BY DATE CODE CONSULTANT. PLAN CHECKING /ifl...'- CONSTRUCTION INSPECTION w.o.. r re.I;: GAVlJ4c.-1! CXlort. HDitL S f>1),-v L-o.\() Ie' .1" ~ IbplC (/0') ti()pj~ (i') = IOGl.jl,+ " '5'iOPi+ '60p<..r 4'f_oLle'J'1\ , ) 1../IOl>ll.<; "l.. I ~~: '-1'10 Cle ' J') ~ /M",., , _ &" = IEt7J'I (6-(, C1lot.lbs OJ/ ~ :1'2.,L'I-" '- A,..;<<' /1.( ,,,.) S ru-"l : I IlJ 134 ( 1''-) / /1.>100 ::; q),""".... t/l."~" I a ,1.0; t "'-) / .. " /"",6' .ct, , ~~o' Ie...., (I~)!7GO' .61 ,. -r -= 11 ( Lt'1o) ( I~, ~0") U 1.~) ....~Q _, ' ::686//\'1 n'1 (I. <tXII>V C'II) !"'Clh - '5 ('-SoJ(/'P"i") _(p,j _ ~... 6J6,~~ 3B'l-{ (I.eX/v 6 JC6/) &sf 'f '/ e" II /1-" tr{] 1245 PEARL ST. . EUGENE, OREGON 97401 TEL: (541) 484,9080 "It T 1/, -~:~~t c. 'j;'if.~",.~~::r ~~~~'~ ""I,~J, n 1.:.1,,-1;..(; .,.~- r.'INI~\;,\\.." CLIENT CALCULATIONS SHEET NO 28 CALCULATED BY /h'J STRUCTURAL BUILDING DESIGN. FIRE PROTECTlON CODE CONSULTANT. PLAN CHECKING CONSTRUCTlON INSPECTlON CHECKED BY W.o.~ Ni/lJ;. S I v= f)D<I"" & 1. rplW: '2""1' W(ll): /0' (IOHIOPSt:): GjOOp'-r v.: = Ii 001'4' (1..-' '1 ' pt:() l' ""'. '~ . ',', ~) f/'1fY'1<,' ::OP~('Z.:1'j: qt;;fjl1- L 6-ii 67fOlbj U)/ ~ ""n ,^'" /:1.(1"10) \ - 4l},rj'''U-fC;(n..)/ =Z7.7,'" ,,_I nEq . j-U 00 u.. /-IflE'ol' PI -...,'(.'-)L ", 135" -f../: "1."(J:~)1 , c," ..,~. '/Uj" /3:lQ '/](0 .. I ..7~~ ~(50<;) C....;.')(~l.J) -= 1..Y601^~ 'll;'ll (I. el(06) (n:;) ~Q ~ c; (400)(..,1')(1"'~ - . 2.J:i CJ'L//\ ' :Jft~ 081/0')( . '1 ) IJ ~ " X 1'1'1." C:rL8 o!:,t 6~" X Ie" &I.B E!!- 6'X" x 16 '4 ,. 6-Le o 'i % ,. It /(" ffL E!:!: 7" ^ 'll" 'pH 1245 PEARL 5T. . EUGENE, OREGON 97401 TEL: (541) 484-9080 OF J6' - .. DATE DATE .....: \.~ .,,~'~"/., 0. ,~7:"!;iS~J ;........--,.---- ,~."."'...""C\,:::r ~ ~.ll ,- \.. ' "'It, '" "'," INE\:,\ ' CLIENT '-'l 16 . - . CALCULATIONS SI-jEET NC OF CALCULATED BY /'11) DATE STRUCTURAL BUILDING DESIGN. FIRE PROTECTION CHECKED BY DATE , CODE CONSULTANT. PLAN CHECKING I !ill.< CONSTRUCTION INSPECTION W.O.II Sl~~ 8E:1<l"" (7'2.. SpfJAi' ~,I Will> '" 8'( t)oP!f-) = 'faol'LI' ",..",: '1j4"uLbJ 1'>1"",: 16;~lifoL'.1r A~<ll': (,P...61".... rf'lZ~. 18~,JI~i 5(:,0 < I, 1Cj I' -<-~(O: -"l J, 1M''''"' q-(400)l1. 7~ H"',' '~'" .. /e;~'iJ'^Y :?O'I( U. a\/o') tp~) I "-~I,/ '1 (J'--" )(21") (I....J) ,-'2...3 6<-,,,'J SeLl (/,B1/b6) (.';) rv~';; 11'/-0".) I 8" 6rl..t3} ~ b'V,,': )( 16 'A." G.-U> 2,11. g'%," x It) II &lB' o~ 1i14"xI4"PSc:. <2!t 7" l( l\1/t P~t '-- ----- , 1245 PEARL ST. . EUGENE, OREGON 97401 TEL: (541) 484-9080 -~'~s~ c,. ',' J; :':';'-+,;~~;h ~E:~~ ~'DI"I\"j>", .,.-;,. ~~.,.:"-' "~I, ,,' - INE\',\ I , CLIENT 10 J6 . - . CALCULATIONS SHEET NO. OF I'P CALCULATED BY DATE STRUCTURAL BUILDING OESIGN . FIRE PROTECTION CHECKED BY DATE CODE CONSULTANT. PLAN CHECKING /1)/1..(, CONSTRUCTION INSPECTION W.O.N J' {O" BeY-I>'Y> SPI1.A,.1 :5' CO",!:> pOI,...r LOAP <a a~-( j?t 7' (')..1 ) ('-10Pft=). ?(Ol-~ v,;"".' '760/..: VOot~ '/>1""", \ tJ t 0 CJl':< '-1'2.0l\,J , <'Se(3)/ : it,,,);../...,'- A....; h(~q) lll-O(l') / . r~~~: fg~~ - 6-8,-'\~ !Exe 0/9, Ill' C<lNTtlW:;VE"r1.ftP 8E:Y.1fl"\ ~ 1 J, ,~ w 4J= 8.~'(Lj~!SF)~J'tDpl..f. " ~ ., 1 I ,'l'e>L\, /'- ''L.' 1'!;.,n<>u, V,.,..' <..u'l"q\ M""",: 'JI el\~Lb-# AI1...q ., 1.../)90 LOI L lX< I~u) '5l:l\/OUl.)/" : l",~(,j ~ -lOb - /1' - '" - o,Lj l^ <...i, "'~'" rol.E.c.T1o.-v LI . /,(....)/ , -6" '-'10 .. I...." ~ 'if?...,,\{ t'-~)(I1..:J AM,,!' -:,L.I. : /Ifl""~ J8"(I,&~I'~ ( . ,) [] 1@); IO~" 'L,1,,, = '~(M-)h(a' , ,-/" Il'tc~': S"r-VJ)( ,,-')(,-,,\) , J" ' ::- /181-" 1 O~U~l/04)(.~) G-L8 /l-e~ 1245 PEARL ST. . EUGENE, OREGON 97401 TEL: (541) 484-9080 1-' '~''l ""~!~r:!!';'::r D.. lifl...-'=-4.~-t..,! ~, ,",'LI~,..";, -"/.. \ (;IN Ie \'.\ CLIENT JI .16" - . CALCULATIONS SHEET N0 OF CALCULATED BY ~ DATE SlRUCTURAL BUILDING DESIGN. FIRE PROTECTION CHECKED BY DATE CODE CONSULTANT. PLAN CHECKING It;/l-€ CONSlRUCTION INSPECTION w.o.~ OJ' '-'''''>>Ow flt:>(L (v10J7llJ/IW) {,oA./V .,' LO"'/:>" '7"'l'r~ ( Pff '3) =: fU) plf. Vh<lJr ':. 3,40 lbJ P"1",,.' 71..''1cJl~-<T fl,l.€o.' 3'l.>ioLI.j (1KO,o) : '2.6'. b'''''- ( l~oLI~)/ ",'?Ie 1 ..Jp(.€~"J /'l...\l0-0 ~ tI;')'O'J ,.... .e,{". > "1 U>.J/'l'1U' 'LfCj" &J (7'LV) l"l 'I) (J l..~ :r ~ - : ltf:Q, 3 ~" ({, 8)() 0 ,)(....y'7) I-LE~~ GJ("''joP'''Xq'~(Jl..~ J&'I-I(I.ax,09(.1) G-~ I( 6Ya ?je., '1/J'-J,;{,,, ~ ,J" /3/1"" ~ /1-3,,, 'I G-llJ 0.1:] , l' """-'DC'" HDh.. (()O""~.f1i'lIn.r) 9'Afl." .,' LO-iJ D' 14.;,~ z..'2..'joUJ 'i OfS,( 7 + 3) ; ,60/L{: />1",,,,.1: f'Ob]C' -,4 [1'18 II 6'18 G-U1 01<.] , 1245 PEARL ST. . EUGENE, OREGON 97401 TEL: (541) 484..9080 . . CLIENT SHEET NO '?'-- 36 . - . CALCULATIONS OF )'YO CALCULATED BY DATE STRUCTURAL BUILDING DESIGN. FIRE PROTECTlON CHECKED BY DATE CODE CONSULTANT. PlAN CHECKING /;1'1.(; CONSTRUCTION INSPECTION W.O. If 1..1)( P.f, f)&'-K fEAm (f()V7H JI(JO.) 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'? ]8~ (I, '1>11:/06) (. b)'') G 5rll ~ ICi'/g G-LB I !!l. 6%"x 1?1f~" &L~ _ Irt;7'''' 'I ",,/LcPI/Cc" by IO.,,'!. - 'J '/ -tJ1(.(,;-J:1 ,Il.E/)I...;c..1IQJ1.I .7~~ ; 141'11-" 1 "or<. 1245 PEARL ST. . EUGENE, OREGON 97401 TEL: (541) 484-9080 t. .l,' I--- II' '*=--'1- ";-~I ~-;-~-~~~~r ."-r:"~-":.-r:i..,,~ Q. '~",j"''C...-l~,~"' "~ ""'~'I''''"I'-'''-l'(; .... B~~., ':j' , 1,v I: 1',\ CLIENT SHEET w' ]4 36 . - " CALCULATIONS OF frO . CALCULATED BY DATE STRUCTURAL BUILDING DESIGN. FIRE PROTECTION CHECKED 8'1' DATE CODE CONSULTANT. PLAN CHECKING jI;P-6 CONSTRUCTION INSPECTION w.o.. f)EC/( j;>G:f/I7NJi;i) 1=-u/'l- 1-fJJT' rV$ :Sa ISfS" ' (PH!::> '-I6/"!F ~ 4uf'SC-L<.. + 61..,'ifC.{.( ~'): /88 psr" /1';T 1lI8 Lo<:ID v.lt:'" 1.. 'I\..'r A= /6.se,A-'" \loK'!!)) ~ ~,-" /M'rLr. /'VI (1'>'-)1 , ~ '" 3/,1>4 IAJ : 'ff:J7'1Ct./q) :;/rJill/.OL-;' 2.6t;3L6-f; l' c,. 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PLAN CHECKING /6/1-6 CONSTRUCTION INSPECTION W.O.tI I?Er..rr1 (:"1lJ4~1^,G- OPTIONS AT J3t1.tAK..FASf Nf)~f~ ~ n ~ '\ n n' r~ P/W'?I'\J&, ABove;: IT 11 nn n r I,.. !: Y 'fOP ?/JCIr€ ~5 :&'~ 6"'1.9 /, G-('~ "CJS! -v- ot~ ,( f~'-- - 1rV!J /<Ia)q 'SfU)) 0DTff S/btf CTy/Jj OPTIoN ..1 N'-1_5 \ n ~ \ n~n , /'1srr.j 10 \11 - 10c{. 's EI4CJ-1 fiDb: n' '11/ \" 1-/VC\WlINer , " y Aeave" ~TClf' pl..~=. ~ ~_~ - foSlS , -- "-.... ' ,- ---- eY>TION L /VTS 1245 PEARL ST. . EUGENE, OREGON 97401 TEL: (541) 484-9080 "" May'-09-03 12:12P Mortier Eng & Building 0 P.02 AL"",,"#I~ lunOt (541)484-6859 CLIENT C.ALCULATIONS SHEET NO. n o. "?6 CALCULATED BY /")'? DATE STRUCTURAl BUILDING DESIGN . FIRE PAOTEC'nON CHECKED BY DATE CODE CClNSUt.TANT. PlAN CHECl<JNO j6r"L6 CONSTRUCTION INSPECTION w.o.. - - OEel( ~f/f;rN/>.I:) r u,,- HPr r"fj 1ClIH, LOj,.t> c; ~ p S(- : 4~/,~ - '-'- + 6L':iN (~ '): 168:):, . HOT We CtY-If) , vIr; 1..\1'-\ rpl4A1...1) A= /6,te,^'J VOKq"i) :;> ~: /O'"UI ;'.. ;'';.l:;1 .A ~ : j" .''' I.) t i"I( ',-V &,7'1(/'''1) "J/YJII'/JM.,; 2..6.rJLo-f. t c,. lo(,'jU-. ... "i -... c-' '1.E.q) . ~ -) 6' , ~ t,..., :.rqfLF .....: ~",pIF - PiAc.e 2.>11-" @ 2.'1"0, ~. ~ ~r.j~ ~OOTI{'V"'J L..'-'I4(:>\ 'l!>~/(.( &j )(t,')= ~1,wU.1 47ooU) . :' 1,.,<jjJlr '1 r;. .. ., 1.(.I " s Q r=O()11~\("\ l( 10 C>~Ep ........Ii...) #4J ~.W. 1245 PEARL 51: . EUGENE, OREGON 97401 TEL: (541)484-9080 May-09-03 12:12P Mortier Eng & Building 0 ,'\\ III /;, ~:~.:.;: :. .' " \ /\ I \ \'- . (541)484-6859 P.03 CLIENT CALCULATIONS SHt:ET NO. "lA OF ~, CAlCULATED By DATI! STRUCIlJRAL BUIlDING DESIGN . FtRE .. ........ .:.:..., ....., CHECKED 8Y DATE CODE CONSULTANT' PlAN OiECMlN/l /,\/2.' CONSTRuCTION INSPECTION w.o., Roo~ ~ p w ... lev l , .. cJ 1.' --,' 0.. I p~, NUl ........ 6hlLIl -, : 1/) PLf' "' + S;~(! C,-vl€1L p/l/fllrovy + rt.~ "l.-(oolC,\ n.~-:/80olW o 'Ie). lo~ (;{B c~ o 1245 PEARL ST. . EUGENE, OREGON 97401 TEL: (541) 484-9080 May-09-03 12:12P Mortier Eng & Building 0 (541)484-6859 P.04 VisualAnalysis 4.00 Repoxt ~: NorUer 1ln9i....r1nq Inq1n..r: Brad My.n File: C:\Documents and Settings\Hike\Oesktop\Untitled.vap NOS Wood Design Dea19" Group: 0."19" Group 1. Group Report, ee.19"ed As: 1"'f1J, I J; 11(. SUI CllIISftAIln'S: Depth constrained to: 10.00 - 6.33) ft Width constrained to: (0.00 - 8.33) ft BRACDfG __~..:. ....,....A.TIOH: Lateral bracing at top flange (+y): Pattern = Unbraced Lateral bracing at bottom flanqe (-y): Pattern = Onbraced Strong axis bracing (parallel to y): Pattern = Unbraced Inflection points are not used as brace points. DZn.scrICIII LIMITS: No absolute deflection limit. Span ratio deflection limited to L/360.00. Weak deflections not checked. WOOD p_ftIl8: Member Type = Softwood Glued Laminated Timber Species . Visually Graded Western Species Combination Symbol a 24F-V4 Beam Type - Continuous Temperature conditions: T < 100 F Cross Section - Rectanqular Loading Pattern = Unspecified loading pattern Moisture conditions: Dry Not eligible for incising factor Weak buckling length coefficient - 1.00 Strong buckling length coefficient ~ 1.00 Manually specified adjustment factors: CD = 1. 150 CILS.12Sx10.S ,~"..I ..;I."j rl'CD1: b - 0.260 !t d - 0.875 ft A - 32.6130 in^2 Ix = 301.~65 in^~ Iy = 26.7030 in^~ Sx ~ 57.4220 in~3 Sy - 17.0900 in^3 Flexure Check (8tronq Ilend1ng) : _r Lo..s o~r..t Ib 11_ Cu.. ~t p.i CD ex HI 1 2 1200 1.15 1.00 M2 1 6.2~ 2~00 1.15 1.00 Shear Checlt (8l:rong Az18) : . I., I . Load. O.ffaet I'Y lIl_ cue. ~t p.i CD aI HI 1 0 190 1.15 1,00 H2 1 0 190 1.15 1.00 ~l.ct1on Check (8tronq Axi'" : _r "Lo..s orr..t dy Lilnit t1nity 11_ Ca..' ~t: ira 1JI Check HI 1 1.15 0.00 0.07 0.02 M2 1 6.24 -0.27 o.~o 0.66 -In deflection checks, load case .'s refer to serviceability cases. Ib' tb t1nity Ct CL r:v ~ ".i I'd Check 1. 00 1.00 >=CL 1.00 1375 -265.0 0.19 1.00 0.91 >-CL 1.00 2519 1063 0.~2 J'v' ~v t1n1ty Ct 1'.1 ".i Check 1.00 216.5 28.98 0.13 1.00 216.5 91. 76 0.~2 ...Note: Some or all of the member~ in this report and within this design group do not meet the NOS slenderness criteria for solid columns (le/d > 50) Max le/d - 57.60 ......Note: check Al Bl Some or all of the members in this group do not have unity results. This is because: their shape is not a valid choice for this group's member type. or their shape does not satisfy the group's dimension constraints May-09-03 12:12P Mortier Eng & Building D . . (S41)484-68S9 P.OS CLIENT SHEET NO. tic) o. lE; CALCULATIONS CALCULATED BY CATE STRUCTURAL BUII.lltNG DESIGN . FIRE PAOTECTION CHECKED BY OAn CODE CONSULTANT' PLAN CHECl<JNG ''Ill, CONSTRUC'TlOH'...:../ .:.........J W.O., >f' .. " ~ lOCI'- vft..."" .... ~ L 1 l- v. L. ~ '3<> i {) 3C)l"'~1 <--<.f Il..' 1 .,' '...., Cl<>'>E/l Lv,' YOOp"" W.. -; L/ '<.IjOhr,:: ) '" 2.. c>opl.(" R, ~ 3 o'c.l"~) It,- -; "i"kJ\.(, I 1 '1.\1 ., "6-L& -t ,feE: P;u flTov7 ~ 0. I/t. kq"6-LB J 1245 PEARL 81. . EUGENE. OREGON 97401 CJil.)... "l....: W,~'1l>.Pl( Lv't. ~ Lt I (,D,on;): Lj Q'~ Ill, ~ 1..,110 LbJ ~~: -lUU.~ "3/9 "It.," C>L8 TEL: (541) 484,9080 May-09-03 12:13P Mortier Eng & Building 0 VisualAnalysis 4.00 Beport c:aq>any: Mortier Engineering Engineer: Brad Myers rile: C:\Document. and Settin~'\Mike\De.ktop\Ontitled.vap NOS Wood Design Desivn Group: DeailP' Group 1, Group Report, Designed As: _ (541)484-6859 'flh, 1~I1.bo P,06 1 SIll OONSTRAIHTS: Depth'con.trained to: (0.00 - 8.33) tt Width constrained to: (0.00 - 8.33) ft BRACINQ ,...1. ..d. j _!IClII: Lateral bracin~ at top flan~e (+y): Latersl bracin~ at bottom flan~e (-y): Strong axis bracing (parallel to y): Inflection points are not used as brace DKFLIC'fICII 1.DlI~8: No absolute deflection limit. Span ratio deflection limited to L/360.00. Weak deflections not checked. WOOD P_'l'llRS: Member Type . Softwood Glued Laminated Timber Species - Visually Graded Western Species Combination Symbol = 24r-V4 Beam Type a Continuous Temperature conditions: T < 100 F Cross Section . Rectanqular Loading Pattern D Unspecified loading pattern Moisture conditions: Dry Not eligible tor incising factor Weak buckling length coefricient = 1.00 Strong buckling length coefficient - 1.00 Manually specified adjustment factors: CD ~ 1.000 GL3.125sS. '''',1 ..,. ~ tXc.: b = 0.260 ft d ~ 0.750 ft A = 28.1250 in^2 Ix . 189.844 in^4 Iy . 22.8880 in^4 Sx . 42.1880 in^3 Sy . 14.6480 in^3 1'1........ Check (Strong -119) : _r Load Of'f'..t Hams ease' f't HI 1 4 H2 1 0 SMar Cb8c:t (Strong Ax.s' : _r Load Of'f's.t Ram. Ca... ~t M1 1 4 H2 1 0 Def'leation Check (Strong Axis,: _.. .Load OU..t dy lIIams ease' f't 1.. M1 1 2.48 0.01 M2 1 6.72 -0.15 aIn deflection checks, load case #'s Pattern c Unbraced Pattern - Unbraced Pattern = Unbraced points. . . lib ,..1 1200 1200 CD 1.00 1. 00 CH 1.00 1.00 lib' fb lInity Ct c:r. CV Cf' ,..1 ,..1 Cb8c:t 1.00 0.99 >=CL 1.00 1193 -910.2 0,76 1. 00 0,98 >=CL 1.00 1179 -910.2 o.n IV' f'v unity Ct ~1 ~1 Check 1.00 190 85.33 0.45 1.00 190 78.22 0.41 . IV 1'_1 190 190 CD 1. 00 1.00 CH 1.00 1. 00 Limit 1.. 0.13 0.40 refer to unity Check 0.09 0.37 serviceability cases. ...Note: Some or all of the members in this report and within this design group do not meet the NOS slenderness criteria for solid columns (le/d > 50) Max Ie/d. 57.60 .ft*Note: check A) B) Some or all of the members in this group do not have unity results. 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