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LIONS RIDGE FILING 2 LOT G1.pdf
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CH NO,m MIN Alf 0 p 4A 71� Ott M 17 to, 711 4, loot AW pas, FINITE ATI, A T q� anxOmmunity. qQ tv�0% OAK 1 Tow ,A -T, JU m ip 4 7 IPC H W1 LTO NO ALL V,1 K I A A M Q ik A1.1 'e, n" er 7% 1 J -d- A ti n, Amu- U,B,C eC.,; �U jC):I 9ra2 , v K "to K - oil v 4, A Q,n �v, 1 -- - ny ".05 -nyo oil- Qv���I n A P6rnilrf� 7 vz�'k"'rgt4� ,*Pof"t or- \,qAt 041L, 7 11: J, Q"C _--v "ORA�4-.1 A A -a p&r WIVOWN QI 1, A" t�or.be. m in ql: "now WAn :Q 0"SAWTA Pr "i IQ-Q 14-0 7"K!it -locIA6,6i6d, U 14,t�19F I- ) I -N, I fop sly m; 441 WISS11'a f Ation�r.,s, Toy 1 HAW folatlob" A i!��-i ;,; a' Y� . , I, Or,.'0,ahy'othet n a n c e,df�,� f v Aw"T 4 A T- prevenj KIN it!hfaffidaMpm MWer 46 Irmf FSL_in, Sal .plans 'd It, JPddf1cdhhyanf sthe ior of err -Spect ications -0 Ito Ny a- "ASt,Ina VWMMr di6atlon -,Th6 issif "Q� LINO it P Q" XT ba�sed Lrpdn. s:, and Vthor-,� ta-sham Ot Q 1 low. qo� ma7v", 1"ONK Q plan AMPS torf ebt[On pi Pica ;k , , ":, 1:, -, - -% ".� ,, -, , --I.,a� '"',L �' - ',IUMI 4C�A- SO y Q y W to may gym, At MGM 10-" p jmq� vni A 10 A 1 s, Mt S 4L, n, V-� 01k* al i, ,, , ? A V K C>), �A J", QL0njy"j VV a pool 4- �4+ "",R Qi All Kyn WO 0 ow md Mon, zoo 11M, I jt4_ l;-+--,,, Q A�k, y , , , " - `v: vj�- , % y I , 01 , -Iii, &" _ ",I*.-"+� '�L 'L;��. : 'r Am NAWARAWASKS �1 -- r A 0IJ" . 11 XQA� QL I� ___ r,I��r ,/,1 1 r no' in,VAS 'y jr�,�r�., in. 0001 W 000*0 .7� n'� A A 4 OAK, Q 4�� oy Pin "N VA t kid q Nva -IMP J no 1.0 rj4r, lot, poll 4 to - 1 >0 Qil j �n n X-J 0 NMI q Q A Qv 0 tLq oil YNK V, ASS 14, �__+ .,, . .i, x�, 17 1 J Xm ton A I--�,."'i"-.�, lot Q T-q" ",::1, �, 9 Qn, Q I y--� " '1010, owl 0 in I FRIA JQ Q L i . GENE PAL 1 . Field verify all dimensions , material , and site conditions . RJM 2 . Construction , dimensions , and materials shall be as per current edition of the Uaitorm Building Codes . 3 . Dimensions are to face of studs unless otherwise noted . job no . 4 . Owner/Builder shall be responsible for providing roof truss , system details and engineering . . drawn S . Designers liability regarding errors and/ or omissions will be ' strictly limited to the correction of the original drawings , issued O: j( o/ e revisedo/2l/P iI . FouNMTION � ' 9f7 / Aee 1 . Design and soils report by Colorado registered engineer , 2 . Design and report to be at site at time of inspection , III * FR WING 1 . All dimensional lumber shall be Ncm Fir 12 , KD , Fb = 1150 minimum . 29 All Micro- lam lumber figured with E ■ 2000000 , Fb= 2800 . 3 . All Glu- lam lumber figured with E& 1.700000 , Fb ` 2000 , DF/ DF . rv = l6S _ ___ __- -- -- -----_ �__ _ _ .. .... __ _ — . _ _ Zd I o tl I � I I► ' 4 . All structural steel shall be ASTM 1 +36 minimum . 2 L ©-•� , a S . All walls to be 2 X 4 studs at 16 " ose , unless otherwise noted . 1 411 6 . All headers ovar exterior and interior openings of bearing walls shall be 2 - 2 X 12 ' s with " - ---- -. _—__ —__ __ - - Pl . canter unle .+ s .__—_ Otherwise nOtOd - PP.ov ► OE -1x%4 ZX (o WAILtS . 7 . Allitrimars to be 2 - 2 X 4 ' s unless otherwise noted , i 8 . Double joists under parallel load bearing walls unless otherwise ! f noted. I 9 . All exterior and interior load bearing walls shall be provided 2 with solid or diagonal bracing at all corners and every 25 feet + I f Of wall maximum , t IV . MISCELLANEOUS 1 . Provide exterior combustion air to gas , wood , and fossil fuel ` & I - - - --- - iced heating equipmont . LP 4AS WR1+ in14 APO &oiANcES Mtx plot P"AM Wt6p 101 q ASiMiHT vR 4ttiA`^4L SPACES. 2 . Provide exterior venting of clothes dryer , exhaust fan , cooling , and heating equipment . � lt �^Q- (. +1 (C • �� I `_ p diHJvi �` t Y, I 3 . Roof ventilatio — 2 n2 'f tb' o ,G . ---- _' II ✓nt c� c� ' a _lL I i f t 1 n shall be provided for 1/ 150 of the square footage with half of which is in the soffit and half in uppermost part of roof . O 4 . Field verify phone and cable television jack locations . 14v� l P�1 'J � #r; r' a J I — r- j ( , �� Uc ' Ij i S . Provide roof gutters and downspouts as required with 12" X 36" � '• 2� +} 4y° � 1 splash blocks at each downspout . - - -- --_ _ _ ._ ____-----. .—__—._ � 4 ,` � - - - - - • -- - _ . . ---- - ----__ �. — _ .__ .. - .__. _._--- - - --- --_.__ _ _ ¢a _ . , I s 6 . Finish grading shall be 8 " below untreated wood , minimum , and � � lop Y try � ! slope a minimum of 6 " in 10 ' - 0 " away from structure . 4 � 4 , • I w.. � i t1 ( I k �_ f. _• o •;` i I'1 �t � \ ' `t� I ,�J I __.__ � � i � �, N II 1 + C13 it V I . { I I T. _ — t - - - ---- - - - � ' y j ,. , .. �.-...�_ _ _...._ _ -�_ y5 ° �Q ~ ` _ Its. � *`•� �' � � I� �. !'fit-Y.1[ LP+l .� cn �•�• • OF 1. 2 At4\ o'1R •G. I M ( CO O LM t -. : l .� E - - , ((1 i i H1`P � Oaf _ �? - - - -- ---- �c = 0�0 a Yo � Gttl QD vAul- r `j li.'��'� U �hP ht4GCEi I • 1 lJ1 Q) IL CINQ —� ' dT 'q cn ' --Li - ! - X11. O i ' I �' ��_ -- _ - - -- — — --- - - - -- - - - -- -- -- - --- � GG -i 2 A + t , It•��ibv2W I ` ' A p I W%1 $Ai � � A�'r `' ' � G I 1 : 3 AAM``I U F2 V4 4 MM) low it M V I Z 0 ✓ Laic" .r j.•J f I c cc < + I � i I 1 W441 1 ICA• �-- -- q sheet { of RJM job no. ' drawn issued r/I'0I'6�1 ;. revised 9/2,110 ' q17 /sq I U 3L v d 0 y1 (0. - (v- E 44 'I -b I �lo � 4- 0 I -a- a, IPy M', ¢�e• 1+,.� rlop. I 3 .Vb4 Fl°KM "� '►j44o $ YIrV ■0 v4/ 'ILQo44C F¢O! I Z 4 rum Ll Y r � n G if � e (> KIU I b filb RG , Guy NM OF It R6. DFt 2 W (eooye. n�s puG _� %GoFY. 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I E F./it I NIC I N ' _ n I ;� I r _ i� ��� 31L•LI c.z ; _ -TILL V I > 3 i F ' J I, r - 3 14 � M .l FLJSI ; IN - ' sgi caU L IVa - -- __ _ �� IN / I FD cwl• n•d w� � I � � Ce. �l . t 'w N>" r .➢, 1 I. it � ��, NO GUARP%NL _ - •_. . i ,. , . _f -Ls� :_ ,o ,r_ r 1 Z O o s � N� n — ' . „ fILF - I` o ?t2 GCKE75 B1 6C , h�AU. �f OD ur/ I /� . LsG c t. v „h , a J /II-1 r n ' CD d V r1I v j 3' d 2P GTM qI_ b � � � i � o 07 2al. Cw �t%.�rl[a L � I 3 I . ` ..., .L � -� II •— -- - _ % - s � . may_ . _. _ - - - -- 2 . 2 YNA . ` . ' �. O \. ,N o + r�u.W3' .•. � —11 _ cNI IN / 2t to LELIL - J5L7 BI. as h O _ �� li 111 __ 6� �1 n_ 0 8 1 � ` I btl (� � \ 2Y.1011AIL6�L v//�,- 5/e nQ x5�l / a4 d Z , LCI� - -- f - j ,t Q LHG Bo�1S 0 Yy�A N, IrJTo� r I - 1 IN 1 - a ir PLR JSTS ' ` � v -- gilt {P�r N 2. lal[�T 25 a f >r zyo's r ` - .z - ++ z (� bI% bbWD !-JT `�/ Cr4•�':/. � r11. - -�� I . '' �, � Z co QN j NN I` W r �IN, r t SO P;rbcpf HIJ.) coil c. PI 6.R / ( � aI 1 I she et ILI t � I ' 1 a of RJM job no. drawn issued , . - revised I I G N 0 n L O AA `` 0 W o w � U x N cc 01 C' 11 n a U • C a 0 I � Co a L � �+ a U V Z N co cc Q 1 sheet of RJM job no. ' drawn issued revised - �; . - rL LVV dc \ \ F ! / \ i 1 III \ C \ O �. OP �4ie- 1114:.. y..>i. � [ t c< ? n co It CY) O Li 11) r C $ N 4 U MM) o - O'9to ♦J ` J , m , 1 L N I I. 0 I sheet of P' . �. III T �� � '' - ..__-. _____ .,Y,w ,� r.-._-_..,,,�.._.� _ �-'_" ��+ >��Y filv��' • p��l r� �r�,r_M � rJ t� � T�� h. N,r /s - . G� ri, -►�� �r ��r 1>>r�r�,l��c v AP11i �qe , I I rA -4- l I + � I � 1.4 . � ��i.rn✓7 f— /I.+'L{r �' `�> //// ' � t V�-- s v I. 0 f G�..S� �G' G ''�•G, f •I _ ' !( i '��IT I al U {� 1r1 � r k j� `may ` 'r,, li • (�1` Y �1-( I g2"1 1� ti./ v I +'© G t ✓� Y�-` 1 '"j 1.1� t'L' F-f�i. i t « - r I t. .A a P• R, . , ��,A�r —,ts- f ---- �c Y — IJ10 0 if n1' k. I _ I . _> 1 _ I � tj x 42�(q'�, X I Z I 14,41111>4161 1 i g. n is ba u� n .f6em ild' ode' 1 85 Ed'Lion Y I I J �- - s spa po 2 _ R I I �: of Vail design}; criteria; and re+car►�►e dat ons "ci nta ;n in "� o I Letter", 14l0 Buffeb.r ,Creek Rd., Vail, Colorado-,., prepared' by Si r i . Testiriq Engineerinq " Inc.r September 21r 19$x, tpoct Contractor shall check•, and- �rerify a11. imensions shown, on str.�ctuca drawings. 30 Contractor shall nota.. rngirieer oL. discre des. fy, Pano ' # �r wing; Contr for sha A notify the Enginee>c . i • #. In case:exist con dit�,ons, Qr dvnensions v frs those shown on so ptoper adjus o _ ___ � be, may. nta Dimensions ar�r' ta>�en from th$ ian� prepared b� Robert J. Maixner,` Job - 89-1�5 dates A iguat 2l, l $9 ; .1 Any :, t uctura�, '>`i�l iac b riQath" t1 e; fourx at on w 11 W pads must - be competed i'': iftii not to'exceii 6 i in het after tipa"� le 30n,�o'° ,c ! 2" �� ��. ) - I '-�-" p maintain iWi MA to 95t. of it hits:U= Proctor `dens :t , A5V4 ? s' t� , 1 s to be° paced at appr`oximately t.2 of arts' l aetcr r- _ ! 3o x 3 -- t k e `ocan t % e: 1 th npac o x op�k3mtun' mo�.stur den ., �.nsuc, the ity of ted frecp,fent densi� testa will �' required. , F , 7 _, I _ 1— - ,� expansi bkacec bei�i�d: e� ar in ( y v ': ve i.l +►all should b 1 nature to' the �t�`uctu+� .,$i1.1 used, be�,eat>"li the.. 400tings� � ` Le 8. T141 KetaW wall, il* to sat .s a minimum frost protection 'iter nt of 4«0 'feet. 1 1. Materi.�al ar,d workmanship shall. be in arxordaince with the �ecluirementa, �- t9 for Re nfor C.oncrete'"" (ACl 318-83). - - 2. All` capncrete`shall ha via mi:nimurn oampressiive `strength of ,t?4q`psi cc)) at the age of 28 days. F 1 3.' A t o ,.cor�c>~e e sha11 be Type 11, i 1 4. A11; cgncr e 1' hive inP" c nt� , orate t o> 7a lbs. per i M E - �Q cubic` yard ur�l.ess� to se, 'peCa.faed: Cal44iA,Chloride shall not bii ecl"to concrete: j L__ _ _- —� T� -- _ _ - -_. Ding; s Gr _ _.. ._....r.._._ � S. -�tei.[lfor bars ��1.�.1 lam-+.. ads bQ.� , d with -- -- - r c ew tact , fo Detas�l a�nfo ced' Concrete 7. Sae"�berxlSe.i�q deta�.Ia and R '� �-.- ____ --�-----,Wry--- the "M�iva�' Q� Star�3ar� p l �. uCttares" (ACT' 31.5x: ii itesk Oiti4n) a. Proud b supports `and spaii to plc all mars in ptoper jocation, arid, wire- ader�tately at intersections to ho]:d barn firxn]y in position-why a �c to � t � _..__. « Bar suppota"arid spacers �h�cl'� res�'`'on or ag t. surface e or' las ie oaa ed G I ,'► ,�Q I= shall ba hoot d +qai vaii t C �` f 1Q_. Contariuoua bars'sha l .. 7. 1 6 d' er8 lahere s�+„,1+Cede lYiut rat . " less. t1dr12M l�nles , Othetrw�,soR ' _-..-- 11. Stager. lap spliced of ,nQ�c,(zonta]. sin ccmcreta �r �• own W-M if , g , - - - - I E 1 Cl4A►116 N 43Y: . REVISIO SI E n N H, A!� ��iyi _ SO A FOUNDATIQN,, or R FZ E31 0 19 I I I_ Q OP z L Q UT , ,I e , "Mi f 4 I . PAL RJM I Field verify all dimensions , material , and site conditions . 2. Coldtruction , dimensions , and materials shall be as par current edittoa of the Dalton, Building Codes . 3. Dimensions are to face of studs unless otherwise noted. job no. drawn 4 . Ownur/Builder shall be responsible for providing roof truss system details and engineering. I issued S . Designers liability regarding errors and/or omissions will be - revised strictly limited to the correction of the original drawings . II . FOUNDATION 1 . Design and soils report by Colorado tegistorad engineer. 2. Design and report to be at site at time of inspection . III . FkANING 1 . All dimensional lumber shall be hum Fir 92 , KD, Fb•1150 minimum . ' 2 . All Micro-I" lumbar figured with E+2000000 , Fb•2800 . - CC o' All Clu-laa lumber figured with E• 1700000 , Fb•2000 , DF/DF. F„ _ I65 4 , All structural steal shall be AS711 Aft16 minimum. II I I n I 12- t1 2,! 4 5- u 4 �1 0I II - 5 . All s•alls to be 2 X 4 studs at 16" o .c . unless otherwise noted. � --- ------- , - - 6 . All headers over exterior and interior openings of bearing _ walls shall be 2-2 X 12 ' s with Y' plywood canter unless otherwise noted, Pt°vLoE 1xy IM atic INF W, •w 1x6 WAILS . 7. AllltaimaI to be 2-2 X 4 ' s unless otherwise noted. B. Doable joists wear parallel load bearing walls unless otherwise /Q noted. A I 2 9. All exterior and interior load bearing walls shall be provided 4 with solid or diagonal bracing at all comers and every 25 feet 3 90 - 3 of wall maximum. 1Y. NISCF.LLANE0115 1 . Provide exterior combustion air to gas , wood, and fossil fuel _ fired heating equipment. Lp 4AS IwaNud4 APPSN 1ACES, Aax (JOT _ P[mM RT6e IN mAS[Mi HT ok CAAwL SPAC[L Or / Ir I•� y--- -�-` - 2 . Provide exterior venting of clothes dryer, exhaust fan, cooling, ' >+a 1NR �'+ 5 I I I and heating equipment . P" e(&,1'It 'nt. k / q ` 3. Roof ventilation shall be provided for 1/ 150 of the square y.,/ 1r,SU 1. - 1 LL�� I y►1 e B„ Ia: \j footage with half of which is in the soffit and half in \ mm. F ' ✓f` i I/ iNINC, Y'a++ "!_ i - -� uppermost part of roof. LIPI O. ,/ - 'a '- 444VEJ ( 99?1 Id FN'�' R) . I Q 4 , Field verify phone and cable television jack locations . '\ � � V n Nlluok '{Pir- - - i S . Provide roof gut tan and downspouts as required with 12” X 30" I# �{ SPl ash blocks at each downspout . •` - - - -- 1^-� i `♦ p lj ;t 1- - - - - --- - � 0 6 . Finish grading shall be S" below entreated wood, minimum, and 14M �_ v' a ' .y @ 2 �� ' 't '� $ ry slop/ a minimum of 6" in 10 ' - 0" away from structure . -m. j Aj� - +t t 1 [i�' � t I LOP _71 - I , � {I y ' �Y5 Y � - � n 11 , L 4Wt LYI p1;Jn5 ...� �. r s �1✓/ G 41 V o � � � Q -a-Z!Ir IIIFN. ,14"i I-"., D' L� . Q G ..IEf� l . � n 07 00 at r; d r z \lt�(rsr � 3 CL LtHO 1 _ N E < — • c LM 3111 '- �j{� G . o IU4U I I � I 2Ii AvA w ll.; ,' 01M 41 I •� ti 'I I i `.FF'.idlwtn. �°16a j N 7/tb RW- 7Lf,klt !4 m v ° C > = J6` L I"- c`�• '-/\It __ N P' •i ICI ryJ. � / ! � p . � I I 111 'l l I 1G� LY tf 4u i plr � Q � 7.i.-. ' Z I�il� s?gEL � � • I 1Gilb L � __ cr , 1 I — �owek revel 1178 Se�M�' �f I�CS1 !�(' � I - MqN level � � 30 tl ., t C 21_b_ _ x: 11 2='11 Ili qll g oh SLR ! 5 � � �r�° L! 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A _� JI e�. , Ll/f (�,r, l Y x �Y ,/,�q4�_,(�,i ,- . , r, . V , , I � t Y i '_ _ _-- -- __.._—� __.r?�__-________ _. __. , ----�. _ _� _- ,i ,C . �I -� - - - t, . - � ,�•- -- � I �, I . � I I <<I !� . I 0) I I I I . . I I --- ---- - -- -------_.____-_----_-_-- �y I . . _ _, - Y - I - __ _ '11 0 2, 1� �> 111 �-- - � o �, I I E I ©M ,Tr r *� /, �_ ______ __----- - -______ - ----___- —. --_----- ___----�._______.____.__ _ _ . . N I _+ _—.____ -- ____----.-_____._______-.--_-_---- ---"--____-_-._--_- -- *-----_-___ . .�.__ - . ._._._._._.._ -_F__ . h` ' _ �-I,P-LL, �'��-�i ICS�°4 f_._ _ �_� _� 1 i - - I i / . - _I _ _ 11 • e it iii= f�=iii =rf1 - --- _ __ t, I - - � � z I . . I � I r ,i _�I I g : :;� . -: 0 I �1 ".,Z Ifs !I�, — 'ICS ,1 �__-_,1 t ,fC X K (� 'f ii �v x I(/ I � . . � I I I I - . --l"' , - . f - I . . _ . __ / dAL - f ,. - 7_ �, ra- 1, . - I . I r- '' --.__ { _____ - ( Q upon The Uniform Building .Coati 1985 Hanlon, ,� ___----� � t/., c 1 Design .xs'based " � � ' __._{ f J { -` q of Vail design criteria and fecotYmerydatioriis contained in " 11s _fie_ i - -! °, ..4, .n '�� - .0 r% 6,20p rJ, I, ter", 1410 of fehr Creek Rd., Vail,, Colorado, prepdrod 1)y Soi] ,10 } _,_ - __ � _ _ ,, I � § �. ..: 4 � fisting arks '� irieer 4 rtcl Inc.y � pt&ber '21, 19$9, S� 'Report No.' '. i j I i I 4 �' Y` • ' . j�' 16689. . j 111) . ' i �` Kl _ , 2. Contractor ahall ck' andrfy ell aimensions e}iov,m bn strtrctuta�l 11 1 i L' , /' drawings. , . s s __� _ I .�' 3. Contractor shall ,rbt fy ,V giheer of Arty discre anc�es. _ N II . ' I rig sriz�ll '; ' if the �Ehginddf so.�rbper j6stments ® 4. In use exigtng Condition car d3mi�sions vary frari those" shown on { j �i- _ drawl t�ontractor 11 I M �; I 1 .X- can be made. 4 5. Dimensions are taken .from ,the 'Marys,pr'e_pared by Robert y14 Maixrser, ._ 1(0'� - Job No. 8�-135, dated -Aug st 21., x.9$9, - _ ---------.__...._.. .._..-!_. _�. ., j I 11 a 1 I t r, YY . r�q-'x x I��, �� x �G x IZ" . f fir_ _—__ �: 6. Any structuraliil pl , bentiath .the fouridatQn iWSlldss rrtust I � __ _ _ _ be c t I ►II ftt,no 'to exge, . . ., �rC s ,f Or 40,,41 0n mad e _ �, ! •n .df t`' i�r► pi` for' ., £ STIK ___. 4 ,F LF- -P o may tai"r[inc 8i rl,tttu 0 95 fiax um X.__f_� -- , -_ �,o ',x�c, x !t - -- I Q 0-698. �1 s tb bs la et s _ . Tom` f 5. bed ► c}�t mately � ,f its rtsat �r - _ r j0. r / YX i 2'` opt rtum tao%stu�re cxsn et 11 �'� e 1i "the __ -�• y_— ,Acted f . O ' . uisurr the bf .' r _ oil fr >�t i�st __ _ �- � - V .� -- - -- - - V , FF jI tests rill be rcc u r`ed,. ti� , . Y L _, ,�' !-` i { 1 a filar in ,� r { - - ; ? <� �ir�G? v p 7. tarr �ve3cii .. .piaceS? behztrd _the wall l be I 1-- _- , { >A` - t=�'- i � nature':to'tho 'Oteuatural fill u ben�atfi the foots nibs. "I i 5 �_ _ . I _ _L�__ _ _... __ .r L_ -E L }�/f{�/_ 8. Thesretaini wall. is to.sit�sfy a #1initfilm,frost totect on .. : I 1 �{.�/yt.`���� : _n.-p7I.. f V I ; �f� f men r - .1.,� 4 Lt�- (-�' -.� cur t t •Q� �.o feet. I .. I - - �i z ,1 1e ��a Br18Y 1.YLRIta M7hip T�[Wl iJG in �^ h he �:.$"'r ll - ,�,` -�� <� �� �I-� ' - �> of `Sidi di w Yt`,841) ;�' 1 Cl i r cments fo niEoic pr N I ! I rig r r i f t7on ete" I I ' l8-�$ . All corrcr'ete t a l hate a minimum cx�nlpressiv treri t ' Pf'-I 000 s. __ �.._ - 2 . ,. t 1 _._.._ -. T 11 _ __._- ._ ��:�. 3. All . t urea in c rte ?mill l+pe f } I a1i $�� t7o b6. r * , I r;, i 4. All creteiir�irnum tfiEnt contn 1 ` i �,� r `� t iic yard "ass ', be""J.f q ? ��' - ' 3 to un` or'.� al t''bo to concrete. I c 5. Ca .. �� I ( ; 6, Reinforc hilt sha 1. t s _- -- --_ ____ - _. �_ ing r5 1 Grade 60. -, -- 7. Bar bending Ydeta l , 1 p.0cing drawings ,shall be . acccir4a e,With _ -.. _.__.. _e _ _ - .__ - - -----_ - . , M C to �___.___ ..._._.___ ,_...._ _ _v_1 _ -_ the1i� O :i al�dc1 �f0 1r1�J . --"mot''' — _ _. _--. , ____ -1 „ rd pract r "Detail Reirifarc>ed tl Q structures" ,, Adi 315, latest':editxoh) ; $, Provide bat supports and' pacers tolaoe .�ll bars Sn proper . t ,� ► t� Y+ I ,� location, wire adec*uately at ,ntersecti.c' to i,ol. pars I I _� y in 1. 2 7''L' (� I .�y� i31e `cohcret is p1�C_,. ? ,: • rfaJ �.,___ v-,-_.._.._._-..__.-._......._.-... __._.- _._.._--__....._-.. :., space exposes A� � ....._._ _ �r�� �__. _ 9. BaT s its 'aria 'rs 1�ihiCh rest on tir against su uppo . � 4r �---� �---� , , ,Y shall be hot di, d gaf�ar��zed oC plas�t�.0 c�tea• ` `t / \-J Gontinuaus bars` haf lap 3G diameters where spliced. bait not )tide __.. se shown. . �' 1 a of�narisontal bade in concrete wails.11. _._.._____ ...-__---_-__..-_--._____._.._ _____._---__ ______.__.-._____ , than 1 unle- the 11 Stagger 1ap 'sp ices . . , ., . :`I . 1,.; . rt .11. ' . vWLUrrK ,i"i r )d : . p1�113 fi,f An I ��0' ,-I 1K v V: 9ce I O , I . I I I � . 1 . 1 I � 11 - I 2- O,/a1TM - 9 p .I 4 'I r X 0/22/,S.A ,+. a . . ; ., - O% ` c,, c . L 11 .1 ` Q' I I I I . "�13 IL 0�....... fi ice! i _. 1� I � a JO .� . - . C ��,. mmtr v a f I ( 9:11 n . . o _ 1P - - � . .. 2z' I1 ,. 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I r � I .: . .r � . 7 7-",0— �7 .7� .7 7�1 77� < 0 -7 -A tkme 'A; A kto,p.c r ------- V�A C101= 6- QQ3) 47B47 Rk Q'ON 476-1612,- J� r T ....... ....... Z. IV— 1J.-I J I L4"-'s b 4 A: 02 `T 1-1 F1,0-114 7- �-I"o'l k I is b ifs _7 4 4 L T 100 t I' g3 A- Rpgh t'/0 p�h raft,/Schu Tz. TO t-le--o ArCrVe --- ------ Ag eserved Rights -4 ts document;,and the ideas and do,3In1n'c'o, t orated 17 th This do herel f lessl 'o ')e p _rty of Owqtlhrh� /Prati/:- K-hp Architects, J1, '9nd Is not at to be used, In whole,or In part,for any other projP.C6".il,�'t` �� with dwT c 31 rhdo a too 31wo t0huml te)y J r. of E Henry,R. Praft or Sidney Sc It Date: Revised: --------)0. Z�l L IIA ti r �-44szp -np /4k T -7 t tv 1Z I t-1 AN. tz It, APPROVED BY THE TOWN OF VAIL Sheet NUmb DESIGN REVIEW BOARD DATE: II jm PLANNER: • I--_t-t f I G'athmey Pratt Schultz 1 Architects.pc. I. 1000•S Frontme Rd West f Vck Colorado 81657 Te! (303!476-1447 - Foc.0031 476=1612 i i 4 E I t 1 i 1 I - 1 I j I i I jr I I; I. j 'r • i -- ! r 1 } j yi I I / ©Copyright +• i I' I i ! Architects P Cott/Schultz, i id { I \ i �\ All Rights Reserved This document, and t and designs Incorporated ideas — - _ --- herein, as an Instrument of pprofessional service, isythe Scro ltzYArch ectshP.C./and Is , . � not to be used, in whole or ki ' i I t �--- -- ,: --j + - ---1 - ----+ part, for any other protect 1 without the written authorization-- / of Edward M, Gwathmey dr., Henry R. Prbtt or Sidney.Schultz 1 I I f • • I + � � �'l ,. ---- Date: - — - - Revised.- ti APPROVED BY THE Sheet Number ,- j TOWN OF VAIL DESIGN REVIEW BOARD l DATE: TOPOGRAPHIC S UR VE Y CAPPED REBAR PLS#5933 CAPPED REDAR 190.00' PLS/ 16844 N 8817"49" 15 UTIlJ1Y EASEMENT - / —7 //� _� __/_ Cb SCALE 1" = 20' /' / /�o /' /' ,' // / ' , / �' /' CONTOUR INTERVAL = 2' WOOD /RETAINING /RETAINING , WALL / WOOD FINISHED FLOOR — / / / /;°/ / / February 1, 1994 1410 Buffehr Creek Road / / RETAINING LEVEL ONE = 8399.2' (�� y WALL / / `� LEGAL DESCRIPTION Lot G-1 in Lion's Ridge Subdivision Filing No. 2, County of Eagle, State of Colorado. Ai FLOOR .9/ / / /� O � // GARAGE EL 8396.3' w00D RETAINING N ' / / / ,BRICK RETAINING WALL LEGEND: PREPARED FOR: CONCRETE existing contours Leroy Schmidt / DRIVE/ / CAPPED REBAR 1410 Buffehr Creek Road PLS/5933 Vail, Colorado / / (b /X/ ' '��'� •;' l� 1111 NOTES: 1) The contours are based on an assumed elevation of 8388.16' on the control station nail in asphalt located in Buffehr Creek I ' I / / / I / / 1 / �'/ / /'/ /',' \ ` shown hereon. 2) Easements are per filing Plat. if 1 l I I I I I I EDGE OF ASPHALT \ �����u �"!I - I � / I � / / � � / 1 1 1 1 1 / III � � 1 / 1 � � ,,, o•• s� / � � ,�. �,� • .fig , � � � � l / 1 1 / � l � / II � 111 � � w � ' •. I � 1 1 l I / I / l l / � 1 1 1 ' 1 /� I 1 / 1 1 \ � �'��••, ,z//B1 q,�:,.'J`��, 1 / l l / / l / � l 1 1 I 1 / l � / I I l "'�,`��%i.;•°•••;•••c'SJQ°��' I l l l / l / l / � 1 I / j � I / ,� / / I � I \ ��''��ia�11►1i1Ai�N,�l���,r,` / w Control Station Nail in Asphalt p i, // / / / / Elevation = 8388.16' (assumed) DAVID L GOERTZEN ��, � / � / / � Professional Land Surveyor Q) /j o°/l/ /l PLS# 22096 UTILITY EA SEMENT// CAPPED REBAR / I CAPPED REBAR N 88'17 36 E 137,91 pLSj 16836 i m o n s o n Surveying 0 n c PLS' 16836 , �.� Notice: According to Colorado Law you must commence any legal action based upon any defect J-� WOOD RETAINING in this survey within three years after you first discover such defect. In no event, may / any action based upon any defect in this survey be commenced more than ten years from the COLORADO SPRINGS, COLORADO date of the certificate shown herein. / DRAWING NO. R-9117 TOPOGRAPHIC S UR V Y CAPPED REBAR PLS/5933 CAPPED REBAR 190.00' PLSJ 16844 N 8877 49 E LITIUYEASEMENT 9' Cb SCALE 1 — 20 CONTOUR INTERVAL = 2' / / / / / C?3 / / / /' / , / / WOOD / 1 /RETAINING / / / / /cJ, co WALL FINISHED FLOOR -ma ck� / / / / / WOOD LEVEL ONE = 8399.2' / / �� February 11, 1994 1410 Buffehr Creek Road WALL Q) LEGAL DESCRIPTION /'//// / Lot G-1 in Lion's Ridge Subdivision Filing No. 2, County of Eagle, State of Colorado. FINIS14ED FLOOR AT / / / o / / / , GARAGE EL= 8396.3' LOT G 1 // ,/ / / / / / ' - -- CtD WOOD RETAINING N / / / ��BRICK RETAINING WALL WALL L E—GE—ND:- PREPARED FOR: CONCRETE existing contours Leroy DRIVE VLSI AR 1410 Buffehr Cr eek Road CAPPED Vail, Colorad o w 839 0 NOTES: 1) The contours are based on an assumed elevation of 8388.16' on the control station nail In asphalt located in Buffehr Creek Road as shown 2) Eas mentsa e per r filing plot. l � l � l l l 1 / l l / 1 / 1 1 I I ► I � \ \ ,,,,«,trulrtrr,fq, EDGE OF ASPHALT \ ol"o�P�o y • � r'-sz �.,,. I l / l l l � / 1 1 1 1 1 / � � / � l I \ ,���`�A�J!��qt••I /.NC �� ` / // �°' �/ / Control Station Nail in Asphalt 00 / / p / / /1 / / �� Elevation = 8388.16' (assumed) DAVID L GOERTZEN / / / / / / / / / / / , Professional Land Surveyor l/ /l PLS# 22096 / l 10'U 11LIY EA SEMENT// 00 137.91 CAPPED REBAR CAPPED REBAR N 8817 36 E PLS, 16836 i m o n s o n Surveying I n c Notice: According to Colorado Law you must commence any legal action based upon any defect PLS/ 16836 WOOD RETAINING in this survey within three years after you first discover such defect. In no event, may I 0-f 1 WALL any action based upon any defect in this survey be commenced more than ten years from the COLORADO SPRINGS, COLORADO / date of the certificate shown herein. / DRAWING NO. R-9117 IMPROVEMENT LOCATION C LOT G-1, LION'S RIDGE" SUBDIVISION, F No, TOWN OF VAIL EAGLE COUNTY, COL ORADO P/N AND CAP BRASS CAP LS 5933 N. 114 COR. SEC. 12 P/N AND CAP T5S, R81W, OF THE 6TH-PM, LS(6844 1Y88• ' L9QJp 4 8.76' (TIE) - f — — - 1 h DRAINAGE AND UTILITY EASEMENT FWISHED FLOOR AT REAR OF GARAGE EL - 8395.8 PQPCEL FINISHED FLOOR Lk VEL ONE EL = 8398.5 C, 0 `� 1.5 OVERHANG p�• 8R/CK RETAINING ! (TYPICAL) / \ WALL 1 / 4 0.'i ! .0. LOT G-1 0.88 acres f / WOOD / RETAINING WALL ! 3 LOT G-2 .ate'v 2y gq. 0 10 20 40 h 4 SCALE 1" = 20' L S AND CA LS 5933 A=148'0470" R=70.00' L-180.90' CHD BR-S4/'22'08"W / I CHD-134.60' / I EDGE OF f-ASPHAL T i ! / 0-02'27'00" R=1403.31' L=60.00' ' CHD BRG ^ 526 906'56"W CHD = 60.00' / 0 ! � 0 N88'l7'36'E 137.9/ PIN AND CAP PIN AND CAP LS 16836 J IMPROVEMENT LOCATION CERTIFICATE / LS 16836 / I hereby certify that this Improvement Location Certificate was prepared for f Leroy Schmidt, that it is not a land survey plat or improvement survey plat, and LOTG-8 WOOD RETAINING that it is not to be relied upon for the establishment of fence, building, or WALL other future improvement lines. I further certify that the improvements on the above described parcel on this date, December 13, 1989, except utility connections, are entirely within the GENERAL NOTES boundaries of the parcel, except as shown, that there are no encroachments upon the described premises by improvements on any adjoining premises, except as 1. Date of Survey: December 13, 1989 indicated, and that there is no apparent evidence or sign of any easement crossing or burdening any part of said parcel, except as noted. 2. Basis of Bearing: The west line of Lot G-1 being S23°40'00"W between monuments found. R EG/Sl%,y 3. This propoerty is subject to applicable protective covenants. ���`p o�ERI S,lF�. O% By• _ Robert ee, S f23048 4. This property may be subject to a Holy Cross Electric Association easement --9i 23043 4= recorded in Book 211 at Page 143. =of ;>- Date: Lz % 5. B�=hmark: Lionsridge Subdivision, Briar Patch sewer asbuilts - MH 6 '�/�,Vj'••..••..••'SJ;���\ rim - .8395.42' 6. Due to snow cover on the date of survey some improvements may not have been LP.Oak W visible and are not a part of this survey. AraF. 7. The building was under construction on the date of survey. Exterior dimensions and ties may change due to the application of exterior finish = materials. The roof ridge elevations are to plywood sheathing. SHEET 8. NOTICE: According to Colorado law must commence an legal action based j�� upon any defect in this survey withiani three years after you first discover ENOGANEERING INC � OF ' such defect.: In no event may any action based upon any defect in this Edwards Business Center•P.O.Box 97 survey be commeac*d more tU" tea years fray the date of the certification shown Uerean. �Edwards,Colorado 87632• 303/94 9-4640 303/926-3373 y. IMPROVEMENT LOCATION C LOT G-1. LION'S RIDGE SUBDIVISION, FILING NO. I TOWN OF VAIL EAGLE COUNTY, COLORADO P/N AND CAP BRASS CAP LS 5933 t� N. I14 COR. SEC. 12 PIN AND CAP L�6844 — — T5S, R8 1W, OF THE 6TH•P.11� N88'17'49"E J.90-...00-' 408.7 m � DRAINAGE AND UTILITY EASEMENT FIIW&ED FLOOR AT REAR ' / OF GARAGE EL - 8395.8 eo PARCEL A / FINISHED FLOOR / LEVEL ONE EL = 8398.5 �� 20' CO s3' 15 OVERNANG / p� BRICK RETAINING (TYPICAL) / \ WALL 4.p• / LOT G-1 0.88 acres / WOOD / / RETAINING WALL / 3 LOT G-2 Q O 10 20 40 SCALE 1" = 20' �~ / !V PIN AND CA \ �� �Qh / � LS 5933 A=148'04'/0" R=70.00' L x/80.90' ' l CHD 8R=S41'22'08"W CHD-134.60' / I / I / I EDGE OF / I !—ASPHAL T / 0=02'2700" ' R=1403.31' ' L=60.00' a / CHD BRG = S26'0656"W CHD = 60.00' / d o / / f �O N88'I7'36"E /37.91' PIN AND CAP-' P AND CAP LS 16836 S/6836 / IMPROVEMENT LOCATION CERTIFICATE / L S / I hereby certify that this Improvement Location Certificate was prepared for Leroy Schmidt, that it is not a land survey plat or improvement survey plat, and LOT G-8 WOOD R TA/N/NG that it is not to be relied- upon for the establishment of fence, building, or WALL other future improvement lines. I further certify, that the improvements on the above described parcel on this date, December 13, 1989, except utility connections, are entirely within the GENERAL NOTES boundaries of the parcel, except as shown, that there are no encroachments upon the described premises by improvements on any adjoining premises, except as 1. Date of Survey: December 13, 1989 indicated, and that there is no apparent evidence or sign of any easement crossing or burdening any part of said parcel, except as noted. 2. Basis of Bearing: The west line of Lot G-I being S23°40'00"W between monuments found. XS�,,°�� p �q�o�=o6•E Ri S� ;j�C9F�'' By:3. This P ro oert Y is subject to applicable P rotective covenants. Robert S. Lee, is #23048 4. This property may be subject to a holy Gross- lectric Association easement �= 23443 ;Q Date: recorded in Book 211 at Page 1.03. . =o; ;a- �, \f 5, Benchmark: Lionsridge Subdivision Briar Patch surer asbuilts - Mii 6 `Pd'�'••. ••'gJ��:'` rims 8395.42' b. Due to snow cover on the date of survey some improvements may not have been visible and are not a part of this survey- ALPINIE 7. The building was under construction on the date ,. -of survey. Exterior dimensions and ties may Change due to the applicaltion of exterior finish r: materials. The roof ridge elevations are to plywood sheathing. _ SHEET 8. NOTICE: Accordlag to Cololcado law you must commence any legal action based j��'�"` w��I'� � OF upon any defect its this sa� vey within three years after you first .discover ENVEERINai`�lti✓ such- -defect. In no event may any action based upon any defect in this Edwards Business CeriLer•P.O.Box 97 survey be co "ed more than toe ye*pa from the date of the eartitica►tion show hereon. •Edwards,Co4orado 81632• t _ 303/949,44.303/926,3373 i 7/3/95 Front Range Engineering Simply Supported Uniformly Loaded Steel Beam Client: Schmidt Job#: 95171 Beam ID: Living Room Ceiling Beam Beam Data: L :=24 Beam Length,ft F b 2400 Allowable Bending Stress, psi w :=60 Uniform live Load, psf E :=1.4.106 Modulus of Elasticity, psi t 8.25 Tributary Width,ft Proposed Beam Section: M :=w t L2.12 Max Moment, in lb M=4.277.105 in lb 8 Sr:=M Section Modulus Required,in3 s r=178.2 in3 F I I S P :=364.5 Section Modulus Provided,in3 (6.75x18, 24F-V4 Glulam) f b 14 Actual Bending Stress, psi f b =1.173.103 psi P f n b Ratio of actual to allowable bending stress n =0.489 F Check Deflection: 1:=3280 Moment of Inertia of selected beam, in4 I=3.28-10 in4 x :=5-w-t-L4 123 Mid-span deflection, inches x =0.805 inches 384•E•I X a 360 Allowable mid-span deflection,inches x a=0.8 inches a 29932 TU --r s v cr ell Use 6.75x18,24F-V4 Glulam; live load deflection controls � _., _ ._ _ ..9ML D.'Bk�S?ffiYP'.'�'"3^'_}�.2"E'fy��1127YF^116EpN1L"#'3.'R°f' �.':F•.a!8L'R�!lie!1�++'^+aT:. �"OL�VI�N"'?m1:.'Knv.aer.,^.�i,yL1f•BI1War!SNTiLIT.18.E1r sa.••Mryn- Front Range Simply Supported Uniformly m !ngineering 7/3/95 y Loaded Steel Beam Client:Schmidt Job#: 95171 Beam ID: Bed 2 Ridge Beam 1 Beam Data: L :=12 Beam Length,ft F b =2990 Allowable Bendin w :=00 Uniform live Load,psf (115% 9 Stress, 6 snow load) psi E "-I.8.10 Modulus of Elasticity, psi t :l T5 Tributary Width, ft Proposed Beam Section: g 12 Max Moment,in lb M M=9.72-104 in-lb eCt1011 3 r � S F b Modulus Required,jn3 S r=32.508 in3 Sp 79 Section Modulus Provided,in3 (3_9.5"M=L f� :=M ) S Actual Bending Stress, psi f P f b =1.23.103 psi u := b F Ratio of actual to allowable bending stress b r1=0.411 Check Deflection: I:=375 Moment of Inertia of selected beam,1114 I=375 .jn4 X :=5-w-t-L4 3 3$ E4 12 Mid-span deflection,inches X _L•12 a 300 Allowable mid-span deflection,inches x =0.311 inches x a —0.4 inches I p`e . . �.��m •Y_ Use 3-9.5'• �s *,.`` M=L beams; live&total load deflection controls 2 G�;I`' F , r :�t', x .. :'kr_�la.r,'i ur"•4�''P.Yr,� Ct vy�t� ���fri r 4 t,+t a �+:.a .�.�,i l' }.t-�•... 1^.!t S.i Yom-.1"u 7/3/95 Front Range Engineering Simply Supported Uniformly Loaded Steel Beam j Client: Schmidt Job#: 95171 Beam ID: Sitting Room Ridge Beam Beam Data: L :=11.5 Beam Length,ft F b :=2990 Allowable Bending Stress, psi (115%snow load) w :=85 Uniform live Load, psf E :=1.8-106 Modulus of Elasticity, psi t :=5 Tributary Width,ft Proposed Beam Section: w t LZ 12 Max Moment, in-lb M=8.431-104 in-lb 8 Sr:= M Section Modulus Required,in3 s r=28.197 in3 F S P :=52.6 Section Modulus Provided,in3 (2-9.5'M=L) f b :=M Actual Bending Stress, psi f b =1.603.103 psi S fb n :_— Ratio of actual to allowable bending stress n=0.536 Fb Check Deflection: L=250 250 Moment of Inertia of selected beam,in4 I=250 in4 X :=5 w t 384.E. 123 Mid-span deflection,inches x =0.372 inches I X a L.12 Allowable mid-span deflection,inches x a=0.575 inches 240 !"iEG/ Use 2-9.5" M=L beams; total stress controls - 269 93 2 k 17V t- S y��" 4f�"1 , T� 4?S �'E `` - 111• 1 )h d •,.�+ a �, i� rti_£ 3 7-a art 1.., - i!:, ,�+ &.� :: l ea�T"_w. �, h R 4«.'@ 'l-,�s �". '� A.i4�.r �'F `��(i ,.�-:r. �r i� ✓� e- d.. w 4. ;-� d �,A.�'"p�s .S Y 4 � W�nrM� r a..t�"[7 ar.'.o +„ .r 6_ ���r ',a: .., v txCv (..�",`-,r�•,�•'' '' Y Front Range Engineering 7/3/95 Simply Supported Uniformly Loaded Steel Bearn Client: Schmidt Job#: 95171 Beam ID: Bed 2 Flush Glulam Beam Data: L •-15 Beam Length, ft F b :=2400 Allowable Sendin g Stress ti'' =85 Uniform live Load , psi psf E :=1.4.106 Modulus of Elasticity, psi t =14 Tributary Width, ft Proposed Beam Section: M _w•t•L2 8 12 Max Moment,in lb M=4.016.105 in lb M i S r = Section Modulus Required,lns b S r=167.344 jn3 i` Sp =253 Section Modulus Provided,in3 (5.125x10.5, 24F-V4 Glulam) M f b =s Actual Bending Stress, psi fv Ratio of actual to allowable bending stress n =0.661 FU Check Deflection: I•-1898 Moment of Inertia of selected beam,in4 I=1.898.1 OA4 5•w•t•L4 3 x 12 Mid-span deflection,inches 384&I x =0.51 pE f' inches �' ` x a Allowable mid-span deflection,inches � �$ Inches 240 x a 0.75 rc t 1 { C h'uG,Wb Use 6.75x15 24F-V4 Glulam; combine this sheet with the oint w; calculation for this location. P load ° •ti"�'�� JII 1 Front Range Engineering 7/3/95 Simply Supported Point Loaded Steel Beam Client: Schmidt Job#: 95171 Beam ID: Bed 2 Flush Glulam Beam Data: L =15 Beam Length, ft F b =2400 Allowable Bending Stress, psi P:=3825 Point Load,lb (Tributary roof load) Modulus=1.4 I06 Modulus of Elasticity,a :=7.5 psi Dist from short end, ft b L- a Dist from long end, ft Fr Proposed Beam Section: M :=P'a'b L •12 Max Moment,in lb 117=1.721.105 in lb M S r = Section Modulus Required, in3 b Sr 71.719 in3 Sp =253 Section Modulus Provided,in3 75x15(6. Glulam ) M fb s Actual Bending Stress, psi P f b =680.336 psi f n i bend Ratio of actual to allowable F b (does stress u=does not include allowance for load duration) 0.283 Check Deflection: L-1898 Moment of Inertia of beam,in4 I=1.898.1(Jj4 Ra.b'(a+2.b) 3..a a+ Ib )•123 mi 27-E-LL d-s pan deflection,inches x =0.175 inches L•12 x a 240 Allowable mid-span deflection,inches x a=0.75 inches ;A Use 6.75x15 24F-V4 Glulam; combine this calculations distributed load calculations heet with the - y, �"^e...+......_._,„I.�x'�'r�,�'..'bt.]+ .� ,!E :-%+- id '''4.' �'✓[l�-'.:..`. Y ...It<lt.k.,r R'ce.` JFk:"Y. Front Range Engineering 7/3/95 Simply Supported Point Loaded Steel Beam Client:Schmidt ,lob#: 95171 Beam ID: Existing Dining Room Glulam Beam Data: (Thought to be 5.125x10.5) L :=16 Beam Length, ft b 2400 Allowable Bending Stress, psi I' 8415 Paint Load, lb a :-8 (Tributary roof load) E 1.4.106 Modulus of Elasficity Dist from short end ft , psi b "-L a Dist from long end, ft Proposed Beam Section: L 12 Max Moment, in lb M=4.039.105 in lb S ,_ M Section Modulus r F Re 3 b Required,in S r=168.3 in3 Sp =192 Section Modulus Provided,in3 (5.125x95 Glulam) f ;= b L4 Actual Bending Stress,psi S ' f b t'b =2.104.103 psi n -- Ratio of actual to allowable bending stress Eb _ (does not include allowance for load duration) —0.877 Check Deflection: I:=1441 Moment of Inertia of beam,in4 _�_ 1=1.441.114 x .=Ra•b'(a+2.b) 3•a(a+2•b) s 27,E"1 L 12 mid-span deflection,inches x =0.615 inches x -L.12 a 240 Allowable mid-span deflection,inches x a =0.8 inches IUse 5.125x15 24F-V4 Glulam; this beam carries only the oin the new living room ride g (ceiling)beam p t load from 713195 ineering Front Range F Simply Supported Uniformly Loaded Steel Beam 95171 Beam ID: Dining Room Ceiling Beam Job#: ( i ing carries roof distributed Glen goad and Client: Schmidt point load from new LR Ceiling beam) Beam Data: F b 2400 Allowable Bending Stress, psi Beam Length ft L '=16 E;-1.4.106 Modulus of Elasticity, psi W 85 Uniform live Load,psf t�=15 Tributary Width,It proposed Beam Section: M=4.896.10 in lb WA-0 12 Max Moment,in'lb $ in3 S —204 3 M Section Modulus Required,in r F b 4F V4 GluVam) 3 5125x10.5,2 ' Section Modulus Provided,+n s p 94 f b=5.209*103 psi M Actual Bending Stress,psi fb _ s n=2.17 P stress f b Ratio of actual to at n lowable bending F check Deflection- 4 f selected beam,i inertia of 1=494.2 in Moment of lr F I t4 Ct� � 1:=494.2 x=2.717 inches a ction,inches 5•w-��L 1 23 Mid-span defle x 394-E-1 YQY on, x =0.8 inches � t,Q inches a do �� L 12 Allowable mid-span deflect 240 �i not including point load total stress from dsitributed load, Beam fails in ��-� arravtgew�*� ryai lVA ex carried. - 1naw AAL Qtti 9 IKeer+ �,�tV► ll,15�o,Ier�! . l5 , AW 7/3/95 Front Range Engineering Simply Supported Uniformly Loaded Steel Beam Client: Schmidt Job#: 95171 Beam ID: Existing Dining Room Beam Beam Data: L :=16 Beam Length,ft F b :=21600 Allowable Bending Stress, psi w :=85 Uniform Load, psf E :=29.0.106 Modulus of Elasticity, psi t :=15 Tributary Width,ft Proposed Beam Section: w•t•L2 M := •12 Max Moment,in lb M=4.896.105 in lb 8 Sr:=M Section Modulus Required,in s r=22.667 in F S P 38.6 Section Modulus Provided, in3 W10x19 f b :=M Actual Bending Stress, psi f b=1.268.104 psi S f a := b Ratio of actual to allowable bending stress u=0.587 F Check Deflection: I:=238 Moment of Inertia of selected beam, in4 I=238 in4 4 X 5•w•t•L .123 Mid-span deflection,inches x =0.272 inches 384-E-1 X a L 12 Allowable mid-span deflection, inches x =0.8 inches 240 a f)FBI; /S Use WI WO Beam; combine this sheet with point load calculation for this location '(p Cs jf 7/3/95 Front Range Engineering Simply Supported Uniformly Loaded Steel Beam Client: Schmidt Job#: 95171 Beam ID: Living Room Sidewall Beam Beam Data: L :=14 Beam Length,ft F b .=2990 Allowable Bending Stress, psi (115%snow load) W 60 Uniform live Load, psf E :=1.8-1 06 Modulus of Elasticity, psi t :=10 Tributary Width,ft Proposed Beam Section: w•t•LZ M := 8 12 Max Moment,in lb A4=1.764-10' in lb Sr:= M Section Modulus Required,in3 s r=58.997 in3 b S P :=123.4 Section Modulus Provided,in3 (3-11.875'M=L) fb :=M Actual Bending Stress, psi fb=1.429.103 psi sp f :i b Fb Ratio of actual to allowable bending stress n=0.478 Check Deflection: I 732.6 Moment of Inertia of selected beam, in 1=732.6 in4 X :=-5 w t L4 123 Mid-span deflection, inches x =0.393 inches 384•E•1 X a L12 Allowable mid-span deflection,inches x =0.467 inches 360 a Use 3-11.875" M=L beams; total and live load deflection controls c'A)NA 'a q 3• r'3" n ,r •�. - ! t m, - '. h, t.;r. S,J, r, .,,._ ._. ..m,.. .... n..x•- — ,� __.�*x-���mra. :%� tr�oia--- ...._.,..�-...e,s-Jw.�:,r. - .,:E-^r.+2•r^-c�ra:� •znemaec�-rx�:.sr^.�:r„cM.,, 7/3/95 Front Range Eng"Meering Simply Supported Point Loaded Steel Beam Client: Schmidt Job#: 95171 Ream ID: Existing Dining Room Beam Beam Data: ° L 16 Beam Length,ft F b 21600 Allowable Bending Stress, psi P :-8415 Point Load, lb E =29.106 Modulus of Elasticity, psi a 78 Dist from short end,ft b :-L- a Dist from long end,ft i Proposed Beam Section: M P a bb•12 Max Mornent,in lb M=4.039-10' in lb L S r:=M Section Modulus Required,in3 S r=18.7 in3 F S p :=38.6 Section Modulus Provided,in3 W1 WO f b = M Actual Bending Stress, psi f b=1.046.104 psi Sp , f b Ratio of actual to allowable bending stress u=0.48:: F Check Deflection: 1:=238 Moment of Inertia of beam,tn4 1=238 in4 Town of Vail X P•a.b•(a+2-b)_3•a•(a+ 2-b)•123 mid-span deflection,inches x RMCOPY 27•E I.L x L•12 Allowable mid-span deflection,inches x a=0.8 inches a 240 � .e•e M �5% Glulam• combine this sheet Use W1 WO Beam,replaces existing .> a with calculation for distributed load for this location e'.•,z � 0•t� 4 I, '`- {, .,5^w .,.",ri.g n.rh ss aq1 d � r .y E zr �{ r r ?r .- : tat � i_ Y�.: , .:�. # F ,..c N.,...�E.�$'ir 1��73?t�''3.: �„4m 1)�1t.;:i3;W¢i t `..,._t,�1�:io�ip Yiz yk' 'ik�'�'krf7r4z •(t�§;ii��} �,z1�lt,:'�y19y;'. '�� .:�?ai�y ap yy��'"'+ t'�4 �''��•'44�1Y•�.��lriEi :�-+/ sJ��5.11 .:�st'.^tz•,°ln,..�w". e .r�.:. .t. . .a.� r Y '�: y(e.+�IF ;*F f. �� x '1µ( �� z rF." �.l'a4�ivr, ;.��'y,'4 ' .r,Ss�a•a�ftP.1�3 R��d. d yas� y,�,�,¢%JN,h17n '1IH1116�`'17�ffilw�`8�'''�YrlSi�Yl�t�NSe`�'4S!$F5'�W.4`.eYaR�1'pn i1d[0'�QMRII `�i'!Sdtg k�'f.Y�t��.. sari fldd00iie+m FRONT RANGE ENGINEERING Similarly, do not allow the concrete to freeze during the first seven days. The water within the SPECIFICATIONS AND GENERAL NOTES FOR concrete freezes and becomes unavailable for the chemical reaction, possibly causing a detriment RESIDENTIAL AND LIGHT COMMERCIAL FOUNDATIONS to the concrete's strength and appearance. Except in very massive structures, the heat of hydration of concrete is generally not sufficient to prevent freezing during a typical Colorado Soils Report: The soils report is part of this foundation plan;read it carefully. Ask the engineer winter night. about any part you do not understand. Call the attention of the engineer to any changes in soil conditions from that which are discussed in the soils report. Do not let the concrete drop farther than six feet when placing it. Do not allow the concrete components to segregate. Avoid dropping concrete on reinforcing steel as much as possible, as Site Development: Rough grade to leave good drainage during and after construction. Final this will tend to displace the steel. After placement, rod or vibrate the concrete to eliminate joints grade after construction shall be six inches of drop away from building in the first ten feet. and air pockets, but do not cause the ingredients to separate or water to pool at the top. DO Remove topsoil and organic material from where components of your foundation and slabs will NOT place stress against concrete for at least seven days after placement. Use forms which are go. If you discover ground water, notify the engineer. DO NOT build on frozen soil properly oiled and braced. Leave them in place until the concrete has cured to the point where it can support its own weight. Remove forms carefully so as not to damage the concrete;patch any Soils: Soils are a construction material;however, without proper use, they can behave in voids with a grout using the same mixture as the original concrete but without the coarse unpredictable fashion Her ' aggregate. Put control joints in slabs at no more than s. Here's what we consider proper use: J an about 12 feet each direction. - Fill and compact soft spots to the density required for that area of the foundation. Steel: Reinforcing steel is Grade 60, unless otherwise called out on the plans. Steel shall be free - Soil under load bearing components of the structure, such as walls and pads, should be of rust, dirt, oil, scale, or anything else which will impair its ability to adhere to concrete. All compacted to 95%Modified Proctor density. Backfill against foundation walls should be reinforcing steel shall be securely tied at all intersections and supported to prevent displacement compacted to 80% Modified Proctor capacity. durin concrete placing operations. Steel must not be an closer than three inches to surfaces P g P g P Y - Backfill should be made in 6" layers, tailed lifts, with each lift properly compacted to the which will be exposed to earth and 2 inches from other surfaces. See the reinforcement details required density, using the proper compacting equipment. Generally,use of a "Jumping Jack"for sheet for additional placement requirements. Overlap and tie splices 18 inches. Bend and tie cohesive soils i.e., clayey or silty) or a vibrato late compactor for granular soils i.e. sand comers 24 inches. � Y Y h') -vibratory P nP � � � Y) Rill provide good results. The soil should be at the light moisture content: if it seems wet or P � dry, notify the soils engineer for advice. CAUTION: Using boom mounted compacting equipment, such as a "stinger", or pounding the soil with a backhoe bucket exerts a tremendous force and will likely cause wall failure. Likewise, trucks and front end loaders are not compacting equipment, and if they are driven over uncompacted soil close to a foundation wall, it is likely the wall will bow and crack. " - Compaction shall be accomplished so as to form a berm of dense soil against the side of the structure to provide adequate lateral support. Each lift in the process shall be finished along the entire length of the wall before starting on the next lift. Do not compact too tightly or in such a fashion that wedging occurs against the foundation wall. - Do not allow the backfill to become saturated with water at any time, during or after construction. This places excessive pressure against the wall and can cause cracking and bowing. row Of VAU Concrete: Concrete shall be minimum 3000 psi with a maximum slump of 4 inches for wall, ads P mP �P and shallow piers and minimum of 3500 psi with a maximum 4 in sl for deep drilled piers �. P P �P P P � u OFFICE- 44 unless otherwise specified on the drawings. Slump may be increased to 6 inches with ozzolan sP g � Y P additives if no additional water is used in the mix. Beware of concrete truck operators who wish to add water to the concrete at the site to make it more workable. Additional water will decrease the strength of the concrete. The concrete must stay in the forms for a minimum of 72 hours to cure or be covered with curing sheets or sprayed with a curing compound. The water in the 341 Front Street Monument. CO 80132 concrete is required to complete the chemical reaction, and if the concrete is left uncovered too 719-488-2145 soon after placement, it will dry out to the detriment of the concrete's strength and appearance. PROJECT: Balm►o1— JL11D BOFFEHIL MEM 20 SHEET: 1 OF: CIRCULATED BY: DATE: CHECKED $Y: DATE: ? j2"A 5 TIE NEW WALL TO EXISTING WALL W/(3 -#4/60 DOWELS 4' DEEP T-0" 14'-8' 4'-10' (1-3� FROM BOTTOM, 1-3" FROM 1 I p ° TOP AND ONE CENTERED) AND j z ¢ LEROY S . SCHMIDT TIE TO HORIZ STEEL IN NEW WALL 11 � 14�10 UFFEHR CREEK ROAD ----- + _J 3 p o 18' SQ 18" SQ ,------------- w o VAQI9 COLORADO o �1637 wM PAD PAD i i zoo>>>1 rb " Foundation Design I � EXISTING HOUSE ________ 1 a p I -------- 15'-6" °' �w°o v I I 11 ( w z °' q SCALE: I/8" = P-O" �--- ------------� I 30" SQ PAD + z i ° °z N JOB NO: 95171 WITH DOUBLE J o ti �, DATE: July 05, 1995 26" SQ PAD W/DOUBLE ADDITION 8"x8"x16" CONC to CL 8"x8"x16" CONCRETE °o FILLED CMU BLOCK -1 FILLED CMU BLOCK + NOTES: 1. THE SPECIFICATIONS AND SOILS REPORT co + -—-—-—- + j (- -- -- — — -� I ARE PART OF THIS DESIGN. 10 2. PLACE AND COMPACT BACKFILL IN LIFTS ALONG ENTIRE LENGTH OF WALL. SEE SPECIFICATIONS. 3. WALL THICKNESSES SHOWN ARE NOMINAL. 4. REFER TO DETAIL SHEETS FOR REINFORCEMENT 11'-6' T-9' 7'-9" 26' SQ PAD WITH 17' SQ AND ADDITIONAL INFORMATION. CONCRETE PIER (TYP-3) (O DOUBLE 8"x8'x16" 5. LOAD BEARING COMPONENTS SUSCEPTIBLE TO 16' WIDE x 7.5' THK UNREINFORCED CONCRETE CONC FILLED CMU BLOCK) WEATHER SHALL N FINISHED TO A HE D GRADE. FOOTER CENTERED UNDER AN 8" REINFORCED OF 48" BELOW AND 6" ABOVE FINISHED GRADE. CONCRETE OR CMU FROST WALL 6. IF UNFORESEEN CONDITIONS ARISE, CONTACT ENGINEER. 12" SQ CONCRETE PIER 7. PADS 18" SQ THRU 22" SQ ARE 7.5" THICK, (4)-#4/60 REBAR OR 16" SQ - DOUBLE PADS 24" SQ THRU 34' SQ ARE 9.5" THICK AND 3" FROM EDGES CONC FILLED CMU BLOCK PADS 36" SQ THRU 54' SQ ARE 11.5" THICK. SEE DETAIL SHEET FOR ADDITIONAL INFORMATION. (4)-#4/60 REBAR FINISHED GRADE 8. VERIFY ALL DIMENSIONS. \�\\1 DESIGN: 2,500 PSF (STE) f{ CONC OR CMU PIER CONC PAD (SIZE J , PER FND PLAN) CONCRETE PAD I 3" 10 ;ti'2 [—TYP SIZE PER 0- °' Monument,nCOt80132 FND PLAN 719-488-2145 ' SIZE PER PROJECT: FLAN N o r FND PLAN SHEET:PAD/PIER DETAILS ELEVATION DRAWN z DA NITS DRAWN BY: DATE: � CHECKED BY: 3 DATE: -7 9 5 GRADEED GRADEED _ STANDARD 8 w O w �1 4 SLAB _.� 4 SLAB REINFORCEMENT DETAILS Z FOR WALLS TO 10' HIGH #4/60 CONTINUOUS H R60 CONTINUOUS Not to Scale LO Ae I ORIZONTAL �--SIZE PER 16" FND PLAN PIPE COLUMN -- SIZE PER (IF REQUIRED) ENGINEER. 3" MIN DIA. MIN 1 24" BEND OVERLAP AROUND CORNERS n FND WALL AND 18r OVERLAP FOR SPLICES FTNDST WALL DETAIL i+) Al r.. ... y Y\ EXPANSION EMIN E OR BASE PLATE WITH I L-------......._.,_... - - - - - - - /j WO 1/4" ST UDS 4" INTO ___`---- .------_-_. --.._..._-_r..___- , MATERIAL ETE TO ANCHOR. -�-- 3 TOP VIEW ------- \ --- WALL HEIGHTS AND STEPDOWNS �%/\\r'�/� \- PER ARCHITECT DRAWINGS GOLUMN PAD -- SIZE PER . BLOCKOUTS HAVE AS ADDED REINFORCEMENT: ALTERNATE POSITION FOUNDATION PLAN. PADS - 2-#5/40 BARS 3" FROM BLOCKOUT, EXTENDING OF SLAB 36" SQ OR LARGER SHALL 24 PAST BLOCKOUT, ALL SIDES OF BLOCKOUT; BE REINFORCED WITH #4/60 - NORMAL WALL REINFORCEMENT DOES NOT HORIZONTAL STEEL FOR WALL HEIGHTS: AT 10' ON CENTER EACH WAY. COUNT TOWARD THESE REQUIREMENTS. 3' OR LESS -- TWO #4/60 3'-1" TO 4' -- THREE 4 60 FINISHED 4'-1" TO 8' -- FOUR 4 60 I=DOTER, SLAB AND PAD DETAILS GRADE 8'-1" TO 10' -- FIVE ##4/60 PLACE ONE BAR 3" FROM THE TOP OF CONCRETE, ONE BAR 3" FROM BOTTOM OF CONCRETE. VERTICAL REINFORCEMENT AND THE REMAINDER APPROXIMATELY EQUALLY ` FOR WALL HEIGHTS: SPACED IN BETWEEN TOP AND BOTTOM BARS. 4' OR LESS -- NONE REQ'D z / - - 4'-1" 70 6' -- 48" POST 4x4 MIN;ON CENTER � 6'-1" TO 8' -- 36" ON CENTER CONNECT TO PIER ADDED #4 BAR 36" LONG AT CORNERS 8'-1" TO 10' -- 24" ON CENTER iO W SIMPSON BASE BLOCKOUT OR COLUMN ANCHOR TO PIER W/ TWO 5/16° j�/j\\ µ— ,• r - ��� Z °: �:. \�� BOLTS MIN 4" INTO CONCRETE OR EQUIVALENT c 0.4 I 7 Ids ,•\j\\ 1 ; 1 1 \I I I SIZE PER y° �// FND PLAN ., 29932 \ F i DECK PIER DETAILS , _. ; (IF REQUIRED) \\\\ \ FOOTER -- SIZE AS SHOWN ON FOUNDATION PLAN. t ,i�.r3J�j ,,,��,� �l.3l,►1t3��1 VERTICAL STEEL STUBBED UP FROM FOOTER A MINIMUM ,\ 12 AND TIED TO VERTICAL STEEL IN WALL TO PROVIDE \/ _ _ _ _ _ _ _ _ 341 Front Street Monument. CO 80132 LATERAL RESISTANCE OR PROVIDE 1 1/2" WIDE BY 1" DEEP KEYWAY A7 CENTER OF FOOTER CONTINUOUS AROUND r 719-488--2145 EY FOUNDTION. KEYWAY FOR WALLS OVER 8 FT SHALL BE / / // PROJECT: ScA+-, wr I4ED 8o FFE-K c fLe7e-g, tiO 3" WIDE BY 1" DEEP. 18" � . SHEET: OF: LA MAX FOR FOOTER CALCULATED BY: DATE: STEPDOWN CHECKED BY: 3 DATE: 7 5 5 (2)-#4/60 HORIZONTAL 8" OR 12" 2x6 PLATE BOLTED TO WALL NOTES CONTINUOUS IN CMU (SEE CHART "A FOR BOLT SIZE TIE ALL STEEL AT LAPS AND INTERSECTIONS. BOND BEAM FILLED WITH AND SPACING) STANDARD CONCRETE---------- OVERLAP SPLICES A MINIMUM OF 18 INCHES. CMU BOND BEAM AT TOP REINFORCEMENT CHART "A" PER UBC TABLE � �AND AT MID-HEIGHT FOR CARRY BOND BEAM REBAR 24 INCHES AROUND DETAILS NO. A-24-2 WALLS OVER 4 FT TO 8 FT CORNERS CONTINUOUS. WALL DEPTH BOLT AND /� / / / HIGH AND AT TOP, 1/3 & 2/3 FOR CMU WALLS TO 10' HIGH BELOW GRADE SPACING \�%\\%/\%\\�\\\\j HEIGHT FOR WALLS OVER 8 FT CMU WALL SHALL BE REINFORCED WITH 3/16" FEET `/l\\ �/ /�` TO 10 FT LADDER JOINT REINFORCING AT 16" ON Not to Scale CENTER VERTICAL 8" OR 12" CMU WALL - 4 1/2" ® 60" f HEIGHT AS REQUIRED 3,000 PSI CONCRETE - 1/2" MAX AGGREGATE 5 1/2" ® 40" J FILL ALL CELLS SIZE AND 4 TO 5 INCH SLUMP. PIPE COLUMN -- SIZE PER 6 5/8" 4 32" U_ i #4/60 ® 24" O.C. VERTICAL ENGINEER. 3" MIN D1A. 7 5/8" ® 24" a z FOOTER - UNREINFORCED FOR WALLS 4 FT TO 8 FT AND CONCRETE WITH VERTICAL #4/60 16" O.C. VERTICAL CMU FND WALL 8 3/4" 0 20" m STEEL EXTENDED FROM - FOR WALLS 8 FT TO 10 FT IN 9 7 8" ® 18" M WALL INTO FOOTER CONCRETE FILLED CELLS / a (SEE FND PLAN FOR SIZE) 10 1" 0 16" °J 4" SLAB SLEEVE OR BASE PLATE WITH MATER IA MIN MIN TWO 1/r STUDS C INTO \ CONCRETE TO ANCHOR. (V CMU WALL SECTION `\/�\\��\��\ COLUMN PAD -- SIZE PER BLOCKOUTS HAVE AS ADDED REINFORCEMENT: 16" MIN ALTERNATE POSITION FOUNDATION PLAN. PADS - 2-#5/40 BARS 3" FROM BLOCKOUT, EXTENDING WALL HEIGHTS AND STEPDOWNS OF SLAB 36" SQ OR LARGER SHALL 24' PAST BLOCKOUT, ALL SIDES OF BLOCKOUT; PER ARCHITECT DRAWINGS. BE REINFORCED WITH #4/60 - NORMAL WALL REINFORCEMENT DOES NOT AT 10" ON CENTER EACH WAY. COUNT TOWARD THESE REQUIREMENTS. HORIZONTAL STEEL FOR WALL HEIGHTS: .r 3'-4" OR LESS -- NONE REQ'D FOOTER, SLAB AND PAD FINISHED GRADE 8'1-TO 10' (Z) #(246 MID-HEIGHT #4/60 0 TOP, 0 1/3 & 2/3 HEIGHT 7 VERTICAL REINFORCEMENT Z I FOR WALL HEIGHTS: _ t 3�-4" OR LESS n- NONE REQ'D CONNECT 4f0 PIER —t- `t—`t t t 1 4 TO 8 -- 24 ON CENTER EXTEND #4 BAR 36" PAST CORNERS 8'-1" TO 10' -- 16" ON CENTER tO W COLUMN SiMPSON BASE PLATE BLOCKOUT ``'"`E-+°� ANCHOR TO EQUIVALENT; / I #4/60 FULL HEIGHT 0 STEP DOWNS W TWO 5/16" \\ I t z ``\ a :°• \`�\.�� BOLTS MIN _ 7-1-7 7-1-7 INTO CONCRETE F 4� 7 T T _ OR EQUIVALENT t t t t t t \, U �}������� ,r.G acrd, sm��.Fr., s-� \\ 11 I I I I I I I I I I I e - \�/\ t t t t t t t t t t t t t t- FND PLANE 7 44 V�9 � DECK PIER DETAILS Q "";()N�FOOTER -- SIZE AS SHOWN ON FOUNDATION PLAN. 341 Front Street VERTICAL STEEL STUBBED UP FROM FOOTER A MINIMUM \/ /> \ \ Monument. CO 80132 12" AND TIED TO VERTICAL STEEL IN WALL TO PROVIDE \�/ /\\ , 719-488-21 4.5 LATERAL RESISTANCE OR PROVIDE 1 1/2" WIDE BY 1" / - DEEP KEYWAY AT CENTER OF FOOTER CONTINUOUS AROUND \\�� PROJECT: Sc_H - 1410 BLIFFE� L2tM QD 3� WIDEOBY 1KEYWAY FOR WALLS OVER 8 FT SHALL BE \ \//�//�\ \ �/ /� ��/�\/// 1 s" �`i,\\/�\ \y SHEET: `i OF. H FRONT VIEW MAX CALCULATED BY: DATE: FOR FOOTER STEPOOWN �„9 5 CHECKED BY: Q DATE: 1 - - - - '. /`i - ` - . -- e . M .... - - - -: ._ 7 11,,. - - 1 - _- ,. i . -. - - - - - - - ( , I . , � . �r� r a _.,.. I , _'I -, ;�r','. ,- ,\' , ' � I I", , I I � � I I I � ' 'I � : I I TOPOGRAPH1,1C M AP OF .� I — I . ,� � ! � . I I I � - -' I " A ! '' I . / * ' I I I I .1. � I � � .- �.f I , - � � % ': '' 1 , I , �' I � . '- I — I �. � I I � — : � .� , � I � , I, eaw 11 t —! .1 0" 10GE SOB— . VISION,, FIL'IN% '. .}I . �rr - - " - _I � I .1 11 � `. . I I I 11 I I . � . - ., V_ AIL _ - n; . i � �' I��t,. �.y/{■ � ''. I 11 : . 1 ' �'. 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