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HomeMy WebLinkAboutBUFFEHR CREEK LOT 29.pdf R I I 107.0 SCALE I" = 10' 106.8 243. 83 100.0 104.7 104.4 r 103.9 D W y 101.8 W m W J d p x 100.5 ti Z J m W Q 2 Cr W 15.0 k 102.0 100.8 • o 106.6 O 23 106.7 5 y 104.4 100.1 10 O t 10,E 4) ,Of 9 8.5 a O 6.0' -© I oZ z 8.5 LUo Q~ C$ Yo fa 0 y 1 104.4. 101.3 N O 4 .. �. 104.5 P .3 1 Cr 0 a Iz 26 5' 100.1 ti N 0' _ ma O C'j � 10 0 N 979 A YA + �/J O y It 11 M W M 5, g Yl5 v=i o _ _ 40, tT ,� N J N Z a J ,9 N m J 00 2 d 6 97.T 4 Q L, O 1071 L to p � a Y Cr U m Q 10 6.94 K 1 046 Q 8. W W OQ O O J J J 3 0 0 N W W W o X Cr. Z 22 CL a a W `°20. 8 ' m o rr Q M � o 0 1025 25 7 ' C✓, 0) J x 0 J 8 o p a¢ C� x � a- 1 3 �J � z 1070. 005 105 4 102.2 0_ 100.1 W 1 1 97.1 100.6 y Q 99.0 c V O O O O O O O 0 4 i�-j O o' 0 O W O Q O O O 1 10' ES MT. i �Q y o o � 218 97 '' a tos I 91 e 106.9 A, 10 7.1 99.1 i 99.4 I L EGAL THE MILLER DUPLEX , A RE BDIMSION OF LOT COUNTY OF EAGLE , STATE OF COLORADO. lop rwuv✓w.s.rir[�"rnWFMfm�/°aaY.�M•x wH^�',.•.�_ j E VA l L _DATE... -............... • !% 6075 South Quebec Street, Unit 101 Englewood. Colorado 80111 i ��. rdYYea . � f�,� ��,,• (.sat ►J a�e) �../ I U 1x4 sleebeyt I I�"OC Ix 12 II IX2 Nailed/ ` � .=xt� Pi Y' t r/ IX (, �1,t1� I�i{r{r �o4e; ed2vy r2 V G 0 vVv E D TOWN 0 AIL 41 Yh0� �N 7- "IT17?17,XX ry 4p 1".tf�t� Itc-er T:0 Zll: rg VX, —14 Aldftk low �4S 71, ..... ..... in # i'5. ,r-. 7�7� r T I- ! I I I , r 4 7 T ........ J ;r 7t7'7-' R PI 67- q! 7 '9!V w tj 4 5tAL9. -ATO,- tr4 _ATW -.TIC Q RA 4 oc,Wit ;q 00, TV. 4T" :14 0 bi V 1 kV 0 'A Poo J,-f' 4ctq F" tit 130A t 4&. 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The issuance of j THE MILLER DUPLEX , A R ESUBDIVISI 0 N 0 F-6T 29 �. r;-,'rr,it based upon plans, speci'ications and other data shall :I } r, s; prevent the building otficial frcr•, ,hereafter requiring the . OOUNTY OF EAGLE , STATE OF COLORADO. of errors in said plans, sai;tifications and othe ' j OATS' /Ito- • 5-30 -91 4 }' . Zir - ,� 6075 South Quebec Sheet, Unit 101 ��% Englewood. Colorado 80111 A ;tom •/ TdYrcd Feld Woo Shci a„d Ya�av borr�er 10 K � x4 sleepey , Z � X2 PJdile►- / E�c'I'r�m Fod ho1¢5 evevy r2 " Coveted w Yee VA E.ve avid Cold Yoo-Fvg�- 1-)e - ai 7, Az:t -tr A- A,4 �tLm A oNA 6"'5�1 .4 4,5 Vi t X/Yj# OF I 1-2 Ir Wg_ ON .7JV W -T C� =77 -0 A ST LO: V4 -0 MAI to 6 F vT Trze-Al r 16 AW W WTK 10-Z A _f4, 94:: rzgfg�c 'r \VVA *4 44 te-4 \AV 6AI r It W I y . f M 3 `j{ q n i [ .w1 .. . . , y... : • >i f '�- Phis • r I • A IOT.O 106! SCALE �" 10' 243 . 83 ' k 104.7 ;104 4 "lost VD 14 W m W �r p o0.ts Ld Q a _ 8 1 a V61 p " oe l0 P j.S 40 t .y Ar 4 I N b d '1D •s.T i o F N N vw ti 4v ! 7. I4r, II „ •�t' n o I a twa a X p4; / a •boo Au f q_. 07.7 Q 0 1021 L 0 ` a s ,n 4 ID - v m Q ot.tr '° Lis 0 � ,-o •o I 4 a. 102 3 O r OTA, .105 4 +` i 1001 DA.t 47? 1 F fi } in 0 ID O 0 0 r IV o - 218 97 s s e at c 4 • 119 4 LEGAL THE MILLER DUPLEX , A RESUBDIMSION OFADT 29 t COUNTY OF EAGLE , STATE OF COLORADO. ; r S 1 ;� a • 9l y r X5075 South �?uebOC�N�et Uhit�� o lngaewood .Co l+odo 80111: % Opp .4m BUNDLE BARS.* TYP. �k Z) CA 2-#5 TOP & BOT. 71-00 CONTINUOUS. 0 C14 29-0'* ZO 01 5 �!,Po 06 GRADE AT CRAWL- SPACE. Ld, 0 1 X LO z N 0 0 It 2-#5 DOWELS EACH PIER. < EXTEND FULL DEPTH PIER j 5, ix MIN 180. INTO GRADE BEAM. cr_ POLYETHYLENE M Q! EXISTING STRUCTURE ti 0 % IN% CONCRETE PIER DRILLED.. :3 - A MINIMUM 2'-6" DEEP. OZ ' SEE PLAN FOR PIER CNNI a 0 W DIAMETERS. C-4 /FLOOR 2X10 0 16-_O.0 - 1 SECTION 1 01 z ' CANTILEVER BEAM ±2-6 C-4 2-2X10 10 38po ADJUSTABLE STEEL INDICATES PLATE 8,0 PI LOCATION.. TYPICAL. .1 IN PE COLUMN. (0 0 L FLOOR FLOOR_ FLOOR 2X10 0 16" O.C. Rio 0 18, O.C. WOOD POST 2X10 0 18".G. 12 GA. POST BASE WITH 0 PAD L PAD LU x 1/2" DIA. ANCHOR BOLT. cl 0 38* X 3Ef X 12 THICK' 32 X 37 X I Or THICK-- - I W/4-#5 EA. WAY BOT. W/3-#5 EA. WAY BOT. 'C 4 0 #4) 70 MASONRY, SEE 4* CONC. SLAB PLANS.ARCH. P AT PORCH. LU 0 V-1 LL. CRAWL SPACE PROVIDE ACCESS THRU F10M LEDGE FOR FLOOR 101 LU FRAMING; TYPICAL 0 Town of Vail Community ev pmpy # (ID 0 I WE S PfL*hDM_S. Fire # (L _j PIER I t EXTEND F DEPTH PIER 44 NDproved CI& BEND 19TO CAP AS SHOWN.171 to to LU PROVIDE 1'-8* X 1'-8* X 12" Demad 0 THICK PIER CAP. SEE DETAIL 1. 1 _j DETAIL 1 ty- U c zl c) TYPICAL PIER CAP FOR BRICK COLUMN proval ct plans an the i,.*Lja: oa or gr&qt;i*jg of,a pprff:;t n shwl not. be construed 10 tie a pnrnit tor, or a vitu STOOP NOT N.&I of, any vioialion of any of ,2 prcv:6-Ms of this cOd M., Pr �1, E SHOWN. 1800 CONCRETE PIER or Of any oth�,,r ordinance of the jvisclftalion. The icesuance MINIMUM V-0* DEEP a pevnit based upon plans, specifications and othor data sha & INTO SOLID BEARING. 5- 5'-3 S-10 1/2- 4-fO" 9'-1 1/2- -on 54 requiring 20296 0 e. 30-6m 5s not prevent the building official from thereafter A q K T FIELD LOCATE PIER UNDER ROOF q correction of errors in said plans, speCifications and oth ar 6,-3 1/2x 11'-6 1/2- SUPPORT POST. PROVIDE POST 01 data. q BASE WITH 1/2-0 ANCHOR BOLT a$ 01. a k %IR 5#—,3x 17'-1 On v FOR POST. ......; 31'-7n 10 ili L I G ENERAL . NOT ES ,,������ q 1 LIVE LOADS USED IN DESIGN: A. ROOF (SNOW)-------------------------------75 PSF B. FLOORS------------------------------------40 PSF 2. CONCRETE: DATE 11 -16-92 D RILLEDP I E R FOUNDATION PLAN 1/411 V-011 A. ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301 & 318, LATEST EDITIONS. BY GB/LM SEE ARCH. PLANS FOR DETAILS. B. ALL CONCRETE SHALL DEVELOP 3000 PSI MINIMUM COMPRESSIVE STRENGTH IN 28 DAYS. C. REINFORCING SHALL CONFORM TO ASTM A615 GRADE 40. LAP BARS CHECKED GB/WC 18" MINIMUM AT SPLICES. MAKE ALL BARS CONTINUOUS AROUND CORNERS AND ACROSS STEPDOWNS. SPLICE TOP BARS AT MIDSPAN BETWEEN SUPPORTS AND BOTTOM BARS AT SUPPORTS. JOB NO. 9223501 D. REINFORCING ALTERNATE: 1-#5 GRADE 40 MAY BE REPLACED WITH 1-#4 GRADE 60. 3. STEEL:- A. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 EXCEPT SHEET N0. PIPE COLUMNS SHALL CONFORM TO ASTM A53 (GRADE 8) OR A501. TYPICAL PORCH, PATIO & STOOP CONSTRUCTION: B. ADJUSTABLE PIPE COLUMNS TO BE 11 GA. MINIMUM AND BE LOAD TURN DOWN SLAB EDGE 12n BELOW FINISH NOTE: RATED FOR 14,600 LB. MINIMUM AT 7'-0" HEIGHT. ADJUSTABLE COLUMNS TO CONFORM TO "USE MATERIALS BULLETIN UM-24-B". GRADE BY 8- WIDE. REINF. W/1-#5 CONT. 1. FOUNDATION WALLS TO BE 10" THICK UNLESS 4. FOUNDATION SOILS CRITERIA: TOP & BOTTOM. SUPPORT EDGE ON 80 OR NOTED OTHERWISE. DESIGN BASED ON ASSUMED SOIL CONDITIONS. 10n0 PIERS DRILLED MIN. S-0" DEEP & TO SOLID BEARING (OR CONCRETE HAUNCH 2. GROUT BEAM POCKETS SOLID AFTER BEAMS ARE SET. MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF AS SHOWN). PROVIDE f4 DOWELS 0 24 5. VERIFY ALL DIMENSIONS BEFORE STARTING CONSTRUCTION. F 2 FROM WALLS TO SLAB. SLOPE SLAB AWAY 6. THE SOILS ENGINEER SHOULD BE CALLED TO INSPECT FOUNDATION EXCAVATION FROM BUILDING. TO VERIFY FOUNDATION TYPE BEFORE STARTING CONSTRUCTION. 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