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Miscellaneous Plans 2005-6-28
),1j1:!J fh.!itJj1 Visbt UM 7A))5-Vdl<27 ..i~~~ ~' . LAND PARTITION PLAT NUMBER: 94-P05'SO '7""'C'N OF PARCEL m, PARTmON PLAT NO. 93-1'04-12 FINAL PARTITION PLAT FOR uu. L. McELHANY & DENNIS L. WARTENBEE SPRINGFIELD JOURNAL NO. 94-02-42 MAPNO.17.ro-24, TAX LOT 707 SW 1/4, SECTION 24, T. 17 S., R. 3 W., W.M. WITHIN THE "wn.LIAM SPENCER DLC NO. SO" LANE COUNTY, OREGON ZONING - LOW DENSITY RESIDENTIAlJURBAN JUNE 15, 1994 . LANE COUNTY SURVEYORS OFFtC~ c.s. ALE NO, '32..1102- FILING DATE 1-~-9'1 I c.... CIlAAt.ES W, 00IlE USSOCIATES,CO. . ~ .......... 12 c..-w "- __.OR 17>lO1 r .EGI.TI:A~D 1 "ROl'ESSIONAL LAND SURVEYOR ~_./. ~dd. (OREGON J .......1_ CHAr.\..ES VI. GUILEi .72 ek'p. t:MT.4' ..:/.;t;I~.r -"-,,<=><:>-<=0',,,8'_ ..;e'?..;e,<=>-? - ,,,--.,,S ' n~ '\ 90.= r. """'0.00 b ~ "'-54.04 ~ S',. \ ~C~T# I' /7 ~ ~~~ ~,qc.e r ~R'!! ~Q~~~ I .$T~EEr .o&D/&:A'77""" r ~~~~ II ~., I ~~~-#~~ ~l ~ ,JJ~~G./a-~ _ L __ 3/.:=~___. "-. _ __ r .,. .~Mjv~~~.;- .~" _ ' ~_ I ~~ ~l'l~ ~ ~~ \ L-'~--. .,~' iii \ ' 'I\i . ~ Ht J!, \~ _"'.' ~ 222.4-9 ,\ ~.eJO ,) ;'30.00 I /40' 1.30' j f .:!fS3.~3_ ...~. ) ..soo.~'/Gl'4G $92.-4-9 NARRATlVE. , . mE PURPOSE OF mlS SURVEY WAS TO SURVEY AND DMDE OUR CLlDml PROrERTY AS SHOWN 1IEIlE0N FER THE CONDmoNS OF AJ'PROV AL fOR A LAND PAR1TI10N BEING SPRINGFIELD'S JOURNAIj. NO. ~2. . THIS PAIl1TI10N IS OF PARCEL m OF A PIlEVIOVS PAIl1TI10N W1DCH WAS SPRINGFIELD'S JOURNAL NO. 91-09>-179 BEING LAND PAR1TI10N PLAT NUMBER '3-I'044~AND AL'lO BEING lANE COUNI'Y SUR'..,."",, nu: INDEX NO. CSF J'706. mE BASIS OF BEARINGS IS BASED: ,AS~"-. ....IIIJlEON. AIL BEARINGS AND DISTANCES SHOWN HEREON nOM THE 501TI1IWEST CORNI:R or THE FEUX SC01T, JR. DLe NO.5' TO THE INITIAL POINT AND AROUND THE BOUNDS OF THIS PARTmON sv'RVEY ARE mE SAME AS REPORTED IN THE SAID csr JI706 SURVEY MAP. , ....- 7'7'7 ~.sd.9.9"" UI7: '9zz. 95 ~~~~~~;-~.L$ W2t::::l.v~;;:;..;;.t:r'z7 '.hAw. BEE, b" w. " SURVEYORS CERTlnCATE: .. J, CIIAIlu:S W. GUILE, REGmnlEIl LAND SURVEYOR, BEING FIRST DULY SWORN ON OAm. SAYTBAT I RAVE CAUSED TO BE SURVEYl:D AND MARKED .'. wrm PROPER MONUMENTS THE rou.oWlNG PA......u.. PLAT. BEGINNING AT THE lANE COUNTY BRASS CAP IN A MONUMENJ' CASE MARKING THE 5Ol..... h'''', COIlNDl OFTHE nux SC01T JR. DONATlON LAND CLAIM NO. 51. . RlSTlNA F. McELHANY. . IN SECTION ~ TI.JWNSmr 17.sourv. ~~ 3 WEST OF THE WILLAMETTE EJ:AND,' DELORES J.. . . ,MERIDIANITBENCt::NOllP'.:O" 03'.43'0. Z89J.19,nETTOANIRONROD."'.,, 'THE LAND DESCRIBED. , .'~ ". . . WITH AN I INCH ~iNuM.cAJ', MAWD:'EASr LINJ: SPENCER:'; mENCE ;-; :,;,~ NJ:D AND PLATTED AS . ;,' ;,.- ":,i,,' ,,:! NORTH f1' JI:I 14': 'Wi' ,l1.~h:rr.TO:A 5II!NCH IRON ROD wrm A PLASTIC..;., ..:,", ':~;"~'1"""'~,.....eM'bu.D'fVC'C'C'I"'C"_'" ~_.. -- .I""~I'" WJ:ST.J'"'FEET-''' 'I.~.~." n, 9U~N. 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'\ ) 68000'7 Keating Engineering LLC . 188 West B Street - Springfield - OR - 97477 Tel: (541) 725-9995 Fax: (541) 726.9998 email: KEATINGENGINEERING,COM M LUKE DESIGNS / MATHEWS HOUSE SECOND FLOOR FRAMING I B201 Prepared by: SK Date: 6/10/05 BeamChek 2,2 Choice 11-3/4x 11-7/8 2,OE TJ Parallamlll>W,S, PSL BASE Fb = 2900 ADJ Fb = 3339 Condition!! Base Values Base Adjusted Adiustments- CF Size Factor Cd_ Duration Cr Repetitive Ch Shear Stress _,__ em Wet Use BeamChek has automatically added the beam se~-weight into the calculations, Data Min Bearing Area Beam Span BeamWtperft, Beam Weight Max Moment TL Max Deft LL Max Deft Section (in') 41,13 9,16 OK 22% Attributes Actual ',<, Critical Status Ratio ~ ........, . v.:.-:'.- Values ',' .~~:.- "- R1= 2,6 in' R2= 2,6 in' DL Deft 0,01 in 6,0 ft Reaction 1 1699 # Reaction 1 Ll 6,49 #, ReactiOn 2 1699 # Reaction 2 LL 39 # Maximum V 1699 # 2549 '# Max V (Reduced) 1139 # L/240 TL Actual Deft, L/ >1000 L/ 360._ Ll Actual Deft L/ > 1 000_ Shear (in') TL Deft (in) LL Deft 20,78 0,03 0,02 5,12 0,30 0,20 OK OK OK 25% 11% 10% Fb (psi) Fv (psi) E (psi x mil) 2900 290 2,0 3339 334 2,0 1.001 1,15 F c.L (.0 650 650 1,15 Loads . Uniform TL: _ 560 = A 350 11"'\' "'h ~ .6. R1 = 1699 Uniform LL: Uniform Load A I I 6- R2 = 1699 SPAN = 6 FT ,. .. ... Uniform an," ~,rtiaL Iniform ioads~re It;; per lineal It, . . ... . ~ . . ... . . . .. .... .. . . . ... . . . . . . . . . . . . . . . . . . .. . . . . .. . . . . . . . . ... . . . .. .. . . . . . . . . . . . . . . . . . . . . . .. .. . . ... . . . . . . . . . . . . . . . . . . . . . . . . .. . . .. .. .. . 1050# 1050# . , . ..,... -, .-,.., . '-.-:-'.:':::'-_:'~I-:i:':=:~'.:,,:,:',,:,:,,:-:,:,~:-::,:,'-~-':~:,::,,:=-:::,,:,:~"- . .... .... .'.1 ...... ~----.- 680008 Keating Engineering LLC .188 West B Street - Springfield - OR - 97477 Tel: (541) 726-9995 Fax: (541) 726-9996 email: KEATINGENGINEERlNG,COM M LUKE DESIGNS I MATHEWS HOUSE SECoND FLOOR FRAMING B202 Prepared by: SK Date: 6/10/05 BeamChek 2.2 Choice I 3-1/8x 12 GLB 24F-V4 OF/OF BASE Fb = 2400 AOJ Fb = 2400 Conditions Data " Attributes Actual. Critical -Status Ratio .', Values "':-' Adiustmenfs Loads I Point LL 500 Min Bearing Area Beam Span Beal!l_\^ltP_e!_~ .. Beam Weight Max Moment TL Max Deft ~L ~ax_IJ:e!l_ __ Section (in') 75,00 40,53 OK 54% R1= 5,4 in' R2= 4,4 in' 11.0 ft Reaction 1 9,11 # Reaction 2 -- -'ioci-#-'M8ximum'V 6106 '# Max V (Reduced) L / 240 TL Actual Deft _ _ L!_ 36~_ _ LLActual_ DIlfi Shear (in') TL Deft (In) 37,50 0,23 23,63 0,55 OK OK 64% 41% Fb (psi) 2400 2400 1,000 1,00 Fv (psi) 190 190 OL Deft 0,05 in Suggested Camber 3527 # Reaction 1 LL 2873 # Reaction 2 LL . -3527-#- .._n__._u __nm._ 3016# LI 563 .LJ.7SS.. LLDeft 0,17_ 0,37 OK 46% E (psi x mil) 1,6 1,8 Fc.l (psi) 650 650 Base Values Base Adjusted Cv Volume ' Cd Duration Cr Repetitive . Ch Shear Stress Cm_w.e!!ls_~_________, _. _,..,_ ____'_._.__ BeamChek has automatically added the beam se~.weight into the calculations, Uniform TL: Point TL B= 800 I PI loads: [ [i3] 6 R1 = 3527 1,00 400 Uniform Load A I I 6 R2 = 2673 .. &PAIlI = 11 FT. . .. ... ... t Uniform a~" P"f1! U!li~rm lOa! ~r,,:ibs per lineal ft. 1il .. .... .. . . 500 = A Distance 1,0 Uniform LL: . ., ,. ... . . . . . . . . . . . . . . . . . . .. . . . . .. . . . . . . . . ... . . . .. .. . . . . . . . . . . . . . . . . . . . . . .. .. .. ... . . . . . . . . . . . . . . . . . . . . . . . . .. . . .. .. .. . F-0J.,j 0,06 in 2655'# 2245 # ""iIo;."::..'" _' .;".~ , "... . ~- .1- " "',- ,~ _.~ '" '" ~ ') mm 680009' Keating Engineering LLC -188 West 8 Street - Springfield - OR - 974n Tel: (541)726-9995 Fax: (541) 726-9996 email: KEATlNGENGINEERING,COM M LUKE DESIGNS I MATHEWS HOUSE SECOND FLOOR FRAMING. 8203 I Prepared by: SK Date: 6/10105 BeamChek 2,2 Choice 11-3/4x 11-7/8 2.0E TJ Parallam@W.S,PSL BASE Fb = 2900 ADJ Fb = 2903 Conditions Data Attributes . Actual Critical Status Ratio ~..~;~~-.". ~ ,~ :Values .', ."" - Adjustments Loads I Point LL 1050 R1= 1,8 in' R2= 2,7 in' DL Deft 0,01 in Min Bearing Area Beam Span Beam Wt per fI Beam Weighf Max Moment TL Max Deft LL Max Dell Section (in") 41,13 12,77 OK 31% 6,0 fI 6.49 # 39 # 3091 '# L/240 LI 360 Shear (in') 20,78 8,01 OK 39% . ,. Sese Values Base Adjusted CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically ad.de,d the beam self-weight into the calculations, Fb (psi) 2900 2903 ~OO1 1.00 Uniform TL: Point TL 8 = 1699 200 = A Distance 4,0 I PI loads: r 6 R1 = 1186 Reaction 1 1186 # Reaction 1 LL Reaction 2 1752 # Reaction 2 LL MaximumY---'- 1752#' Max Y (Reduced) 1548 # n Actuai Dell' LI > 1 000 LL Actual Deft LI > 1 000 TL Den (in) LL Deft 0,04 0,03 0,30 0,20 OK OK 14% 14% 830# 1180# Fv (psi) 290 290 E (psi x mil) 2,0 2,0 FcJ. (ps~ 650 650 1,00 Uniform LL: 160 Uniform Load A ffiI I I 6 R2 = 1752 SPAN=6FT .... ... Uniform a~Q f. artia% ulif~rm loa~ a're 2bs per lineal ft, . ... .. . . ... . . . .. .... .. . . . ... . . . . . . . . .. . . . . . . . . . .. . . . . .. . . . . . . . . ... . . . .. .. . . . . . . . . . . . ,. . . . . . . . . . .. .. .. ... . . . . . . . . . . . . . . . . . . . . . . . . .. . . .. .. .. . . Keating Engineering LLC - 188 West B Street - Springfield - OR . 97477 Tel: (541)726-9995 Fax: (541) 726-9996 email: KEATINGENGINEERING,COM M LUKE DESIGNS I MATHEWS HOUSE SECOND FLOOR FRAMING B204 Prepared by: SK Date: 6110105 Choice I (2) 2.x 12 DF-L #2. BASE Fb = 875 Conditions '91 NDS Min Bearing Area I Beam Span Beam Wt per It ., ,....,., Beam Weighl---. .- Max Moment TL Max Defl LL Max Defl ,~ ---- n_-_-:=-~=::__-.::~.=:.::.::__=__-:=_J~:...:::..'", Data . Attributes'" Actual. Critical ..Status , Ratio .. . Section (in') . 63.28 52.66. . OK 83% 'c :' ..~ .... ~: Values Adiustments . .' - . . Loads"'. .. I I I, 6 R1 = 2491 ..... \ , .::,. 6 tP'JD 1 0 BeamChek 2,2 I ADJ Fb = 875 I R1= 4,0 in' R2= 4.4 in' DL Defl <0,01 in, 6,0 It Reaction 1 2491 # Reaction 1 LL 8,2 # Reaction 2 2758 # Reaction 2 LL . 49 # Maximum V ' 2758 # 3840 '# Max V (Reduced) 1813 # L/240 TL Actual Defl LI >1000 L/360 LL Actual Defl L/ >1000 Shear (in") TL Defl (in) LL Den 33,75 0,04 0,03 28,62 0.30 0,20 OK OK OK 85% 15% 17% Fb (psi) Fv (psi) . E (psi x mil) 875 95 1,6 875 ..- " 95 1.6 1,000 1,00 . Fc.l (psi) 625 625 1,00 H I I 6 R2 = 2758 Base Values Base Adjusted . CF srze Factor Cd Duration ci Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. " -"- " Unifonn TL.'.' 400' = A".. . Unifonn LL 320 Par Unif LL Par VnifTL Start 320 H=400 0 480 1=600 4,0 Vn~onn Load A SPAN = 6 FT .... ... Vnifonn aro:l.~artil'tu'1ifoon load~ are :bs per lineal It, ..... .. . . ... . . . .. .... .. . . . ... . . .' . . . . . . . . . . . . . . . .. . . . . .. . . . . . . . . ... . . . .. .. . . . . . . . . . . -- . . . . . . . . . . .. .. .. ... . . . . . , . . . . . . . . . . . . . . . . . . .. . . .. .. .. . 1973 # 2187 # End 4,0 6,0 Keating Engineering LlC -188 West B Street - Springfield - OR - 97477 Tel: (541) 726-9995 Fax: (541) 726-9996 email: KEATINGENGINEERlNG,COM M LUKE DESIGNS I MATHeWS HOUSE SECOND FLOOR FRAMING B205 Prepared by: SK Date: S/10105 BeamChek 2,2 Choice I 5-1/8x 12 GLB 24F-V4 DFIDF Conditions Data Attributes' Actual . Cr;'Ucal .Status , Ratio !\o''lIa;aes ,to , Ad;ustments . .:-.:..~.. Loads BASE Fb = 2400 ADJ Fb = 2400 Min Bearing Area R1= 6,9 in' R2= S,8 in' DLDefl 0,32 in Suggested Camber 0.48 in Beam Span 1S,51t Reaction 1 4495 # Reaction 1 LL 2392 # Beam WI per ft 14,94# Reaction 2 4432 # Reaction 2 LL 2373 # Beam Weight .247 #., Maximum V' u 4495#" Max Moment 18537 '# Max V (Reduced) 3952 # TL Max Defl LI 240 TL Actual Defl ' Ll290 LL Max Defl LI 360 LL Actual Defl LI 545 Section (in') Shear (in') TL Defl (in) LL Defl 123.00 61,50 0,68 0,36 92,69 31,20 0,82 0,55 OK OK OK OK 75% 51% 83% 65% Fb (psi) Fv (psi) E (psi x mil) Fcl. (psi) Base Values 2400 190 1,8 650 Base Adjusted '2400- 190 1,8 650 Cv Volume 1,000 Cd Duration 1,00 1,00 o Repetitive Ch Shear Stress em Wet Use ; .,.. '. ,BeamChek has automatically added the beam selt-weight into the calculations. UniforriiTL:' 400 ~A Uniform LL: Par Un if LL 40 250 Par UnifTL H= 50 1=80 Start o o End 16,0 16,0 I I I I ~ R1 = 4495 I H Uniform Load A I ~ 6 R2 = 4432 SPAN = 16,5 FT .... ... t Uniform a~Q %>a~ ~iferm loae:; <!re:lbs per lineal It, . . ... .. 1ll f-ow . . ... . . . .. .... .. . . . ... . . . .. . .. . . . . . . . . . . . . .. . . . . .. . . . . . . . . ... . . . .. 2.tl, 1~)2.- - 130S .. . . . . . . . . . . . . . . . . . . . . . .. .. .. ... . . . . . . . . . . . . . . . . . . . . . . . . .. . . .. .. .. . ,1-\ ~ '" '" H C! '" :0 iO ':::l ':'r \1 ~ 0 u w w w a ~ ". . ~ Ii <'i If '" , , 0 z 0 <( -' ~ w en Ii: ~ '" w ;; ~ :I: n: i n. n: en , 0 <( "- en I- -' Z Ul w en '" '" ;; 0 Q z 0 iil 0 ::E 0 ~ w z w -' 0 <( n: ~ '" w n: w '" ~ w- '" Ul > :J '" :J w. -' ~ 0 ~ I- ::E '" :I: '" Ul ~ " w '" U " i'; w w W 2 a ~ u " " ~ '" ., ~ 0 U 9.-'~ <0 E ... w v a> & ... 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IUi{EiMAfHEWS~n -. 2573 GRAND VISTA SPRINGFIELD , Key Number:j PIER AT BAY Location: Input parameters: applied load deptb of e.xc_ to. native feeling thickness column dimensions depth to steel Fc Fv INDIVIDUAL SQUARE FOOTINGS Cast-in-place reinforced concrete 680Ul~ I Date: I 6/9/20051' Proj no:1 WIDTHl 281 REINFORCING #1 4jBARS LENGTH 28 SPACING I 9 OCEW 7300 LBS soil allewable bearina 1 1500 I PSF 1FT footing unit weight!_ J25.PSF 10 IN net soil allewablel 13751PSF 4 IN surcharge load I 0 I PSF 3 IN above base minimum feeting area: I 5,31 ISO FT 2500 PSI footing dimensiens (inCheS)/ 281EA SIDE 60 KSI actual bearina oressure 1465,821 PSF System D!!.sign depth to steel I " actual d/2 allowable Vc , reinforcing bar size # development length available develapment Ker 711N 5,5 IN 200 PSI 4 14.40 iN 9.25 IN reinforcement lacatian factor ~,' , reinforcement coating factor 1,00 reinforcement size factor 0,80 lightweight concrete factor 1,00 transverse reinforcment index, 0,00 ,ACI min CHECK EFFECTIVE REINFORCEMENT RATIO 1.55676 to account for reduced deve!c;:;:":":~:-;~ :c:Ii~~:..::' flJer design .;"" two-way shead 6678.99 LBS = .~', ' ene-way shear I 7097,22 LBS = bending moment14258,33 LB FT , bar spacing I 9 IN oc reinforcing bar size #14 " .rho, 10,00312 rho. bail 0,0508657 I rho max r, moment caoacitvl Hl384,2 La FT I Ker 7,89 PSI allowable I 200lPSl 36,21 PSI allowable I 100 PSI required design moment 1 7239,1{ i LB Fl I 0,038151 ". , Noles: Place reinfercing steel on supports 3" above base of footing unless noted provide 2" clearance from formed sides to ends af bars at'sides If earth-formed sides, allow one additianal inch of reinforcing bar clearance (increase pier size 2" in length and width) use 2500 psi concrete for design, 3000 psi concrete far durability , use arade 60 deformed metal reinforcina bars . . . . . . . . . . . . . . . .. .. . . . . . . . . . . . . . . . . . . .. .. .. . . . . . ... . . . . . . . . . . . . . . . . . . .. . . . . .. . . . . . . . . ... . . . .. .. . .. . -.. ....... ... . .. . .. .. .. ... . .. ......... . .. ......... 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