The URL can be used to link to this page

Home My WebLink AboutPitkin.EH.273503402001 () (2) S E T B A C K 5 0 ' - 0 " 92 .0° V I E W H U N T E R C R E E K T R U E N O R T H PROPERTY LINE- SEE PLAT FOR OVERALL LOT LINE CONFIGURATION PROPOSED OWTS BUILDING ENVELOPE PROPOSED CDU FUTURE MAIN HOUSE PROPOSED DRIVE THIS PERMIT ACTIVITY ENVELOPE EXTENT OF PROPOSED DRIVEWAY THIS PERMIT WEST BUTTERMILK RD. BUTTERMILK LANE Scale Pl o t Ti m e matadesign@mac.com 970. 274. 6011. Project Address: 594 West Buttermilk Rd. Aspen, CO Pitkin County P R O J E C T T E A M: Architect: Martin Mata, Architect Mata Design Company 970-274-6011 matadesign@mac.com Mdesignmata company Owner: Linda Bedell Aspen, CO Legal Description: Lot 1 West Buttermilk Aspen, CO Surveying/ Civil Engineering: High Country Engineering 1517 Blake Avenue, Ste 101 Glenwood Springs, CO 81601 970-945-8676 Structural Engineer: Rakowski- Millard Structural Design, LLC 1175 County Rd 154, Ste 103 Glenwood Springs, CO 81601 970-963-9643 Geotechnical Engineer: HP Geotech 5020 County Rd. 154 Glenwood Springs, CO 81601 970-945-7988 General Contractor: David Lambert Construction P.O. Box 1727 Basalt, CO 81621 970-927-5393 Land Use Consultant: Davis Horn, Inc 215 S. Monarch, Ste 104 Aspen, CO 81611 970-925-6587 1" = 30'-0" 5/ 2 3 /2 0 1 6 1 2 :2 0 : 5 0 P M X: \ 2 - K - I m a c \ x B u t t e r m i l k \ z L o t 1 B u t t e r m i l k . r v t T100 Cover Sheet/ Site Plan- Overall Context 2735-034-02-001 CDU BEDELL RESIDENCE 05-23-16 BUILDING PERMIT Parcel I.D. # 1" = 30'-0"1 Site Plan- Overall Context #Revision DescriptionDate Sheet List Sht # Sheet Name T100 Cover Sheet/ Site Plan- Overall Context T101 Plat 1 of 2 T102 Plat 2 of 2 T103 Site Plan/ Activity Envelope 1 T104 Site Plan/ Activity Envelope 2 T105 Site Plan- Landscape and Exterior Lighting T106 Site Plan- Construction Management C1 Civil Survey GR1 Site Grading, Drainage & Erosion Control Plan MU1 Master Utility/ Site Plan OWTS1 Waste Water Treatment Plan OWTS2 Waste Water Treatment Details A101 Architectural Site Plan & Roof Plan A201 Floor Plan Level 1 & Floor Area Calculations A202 Crawl Space Floor Plan & Reflected Ceiling Plan A301 Exterior Elevations A401 Building Sections S1 General Notes & Specs S2 Foundation Plan S3 Main Level Floor Framing Plan S4 Roof Framing Plan S5 Sections & Details Building Department Stamps Zoning: PUD in AR-10 Subdivision: BUTTERMILK MEADOWS PUD LOT 1 Activity Envelope And Site Plan Adimistrative Determination # 037-2016 Lot Area: NA Setbacks: From West Buttermilk Rd. = 50 ft. Sides & Rear= Building Envelope per PUD Allowable Floor Area: 5,000 s.f. w/1 TDR Maximum Building Height= 28 ft./ 20 ft. ENERGY CODE COMPLIANCE: MEET REQUIREMENTS OF 2009 IECC TABLE R402.1.1 REGION 7 & 8. SEE A4-1 THIS PERMIT HAS NO SNOWMELT, NO SPA, UNDER 5,000 S.F. THEREFORE NO REMP FEES NEW PLAT OF BUTTERMILK MEADOfVS P. U.D.ISUBDIUSION CnUNTY OF, PITKIN STATE OF COL OI�ADO F.aeF" j.fJu� 'F of oedi ".t7tior, and '-1ners17 : Know all men by these presents that Buttermilk . ecdo s, _ � C aid Cahn and Company$ LLC being the sole owners of ce: tar°°r ,aids pmk�7 Count; Colorado, described as raga s: A tract of Joni situate in Sections 1- and ' i-c rshrp sC Range 85 West of the 6th PrincrpvJ er-id;a.:, bung more Darticular v described cs follows: Beginning at a point 0,-, the easterly boundary of c tract og band described in Book 262 at Wage 116 of the records of the Clerk and Recorder of Pitkin County, Colorado whence the South 114 corner of said Section 3 bears S 52`09'50" 51 ? 27 feet; thence N 05 `41 '34 " E J8.27 feet aalong said easterly boundary to the southeast corner of a tract of Jand described in Book 262 at Page 112 of said PiWnr Count' riy'c: � records; thence along said boundary described in Book 282 ct Page 112 the following four (4) courses: 111 N 05' 41 34" E 99,72 feet; thence 2) 14'59'56" W 19295 feet; thence 28'34 1 ' W 209, 66 feet; thence 4) S 39`45'19 7 27 C8 feet to the northerly line as described in Book 262 at Page 116 of said Pitkin County records; thence X 50' 19 J6' W 11781 feet along said northerly line to the west fire of Lot 13 of Section J; thence N 01'22'00" E 881 39 feet along said west line of Lot 13 and the vest line of Lot 21 of said' Section 3 to the north line* of a tract of fund described as Parcel 8 in Book 525 at Page 84 of sc=d Pitkin County records; thence along scid north line the folly -wing lour (f courses: 1) N 88'29'27" E 50 46a fee thence 2 N 89``,5 27'` E 244. CC feet; thence 3) N 88' 10 21 " E 298.14 feet; thence 4.11 S 89"41 '366' E 108.64 feet to a po,*nt on the nest line of a tract of land described in Boob 272 of Page 401 of said Pitkin County records; thence along said west line the following seven (7) courses: 1) 171.35 feet along the arc of a 2552� 64 foot radius curve to the right, having a central angle of 03`50'46" and subter ding o chord bearing S 31-2323" E 171.32 feet'; thence 2 S 29'28'00" E 124. 12 feet; thence 3 11749 feet along the ar, of a 554.99 foot radius curve to the right, having a central angle of 12'34 58" and subtending o chord bearing S 23' 1C 31 ' E 117:25 feet; thence 4;1 S 1815J,00,€ E 4 .3c feed thence 5) 214.26 feet along the arc of a 386 66a fao� radius curve to the left, having a central angle of ,gbtendjj7g a chord b6?crna S{,324.5'30- E 21 5,5j 1e6 Menoe 48 38 CC 551— - feet' the,'ce e t g 2 m. of algPr= the arr of c 47: 5 oat --Ur`le rr t o je Arraz'ovi`T_ a!� - "¢entry angie of -5 ! -27 1 < ra- " c c or ecp7-r-n S 8 2� _i 10 L '92.66 feet; th cu S 27'54'19" W 7718 feed thence S 26'4422" W 46,17 fee northerly line of a trace` of land described in Book 269 at page 599 of said Pitkin County records, thence along said northerly line the following three (3) courses.* ¢hence l,' S 4C'3629" W 3397 feet; thence 21 S 44'31 '12" W 904;53 feet; thence 3) S 2C' 17'72` W 175 C4 feet to the west lime of Lot 2 of said Section lC thence N C0`0048." 530.1,9 feet along said west line of Lot 2 and Lot 14 of scid Section 3 to a point on the south :boundary of ecords of the Clerk and Recorder of Pitkrn County, Calorodo; thence along said boundary the following six (6) courses: 1 j IV 89 * 45'23" E 182.15 feet; thence 2) IV 22' Cf3'37" W 66 41 feet; thence J) N 51'36'37" W 116:.34 feet; thence 4) N 24'04'37" W 756.62 feet; thence 5,,' N 37'32'37" W 54.75 feet, thence 6 30'32'G4" ICY 33.85 feet to the southeast comer of ra tract of fand described in Book 258 at Page 874 of said Ptkin County records; thence clang the boundary described ir? said Book 258 at Page 874 the following courses Aj 39'39'00" E 306.29 feet; thence N 48'38'GOW 78.87 feet; thence 24751 feet along the ar-: of a curve to the rfghf having a raadius of 446.66 feet, a central angle of 31'45100's and subtending ra chord beaaring JV 32'4530` 244.36 feet- to the north line of a tract` of :'and describe.` Fr Book 258 at Page 874; thence S 39'39,00" W 2553C feet along said north line; thence along the west line described in Book 258 at Page 874 S 07'3437' E 147 13 feet to the most norther v corner of a tract of land described in Boob 234 at Page 76 of said Pitkin County ,records; thence S 41 `34'37' E 15O J9 feet along the west line described in Book 234 at Page 76 to the northeast corner of a tract of land described in Bonk 25G at Page 739 of said Pitkin County Records; thence along the, boundary described in said Book 250 at Page 139 the following three (3) courses: 1) S 88'38'23' W 311.96 feet, thence 2) S 15'01 '37' E 210.47 feet, thence J S C5`31'23" W 142.76 feet to the south =ine of said Lot 13; thence S 89'45 21 " 60 54 feet along said south line to the point of beginning. Tess. containing 26.434 acres more or less• Have by these Fresenis laid out, platted, and subdivided the same into lasts as shown or this plat under the moire and style of Buttermilk ,-ado s .subdivision, provided, however that said owners and their successo, and assigns reserve the right to amend this plat in the suture, subject to County review and approval of any such amendment Executed this dad 2CC5, 8 1 R lILiC Jd !S, LLC, a Coforcdc fi'sited lidb Pity co troony may: :garr£s A: Colin$ Managing Member COMPy, LLB', sa-olorcdo link:fte liability co_mpcn �rra s A. Cohn, Alo-aging Member State of Colorado ssa ale =oregoing instrument was acknowledged before me this s: Y dray of _14_ ._:.._., 2005 by Morris A. Colin. as Managing Member her of Buttermilk Meradows, LLC. a Colorodo Amited liability company. Witness my hand and offlciaa/ seal._ T. y � 9m mrss;on expires:__ - Votary Public; 5tct. of Colorado, ss. county of P!Wn dv c 2005Man Hoc =d of County Corrnmissioners Approval: lhr`s Flat of Butterrraik MeGaOWS PUCI.l .Su divisiOn WS Deer reviewed and approved by the Pitknri County Board of County Commissioners can the drry of fl Approval of this plot is subject to the tens and conditions of SQCC Resolution No 232 Series of 2000 at Reception No. 449683 and BCCC Resolution No. 008 Series of 2004 at Reception No. 494501 recorded in the records of the Clerk and Recorder of Pitkin County, Colcr'ado. 1hrs approval by the Pitkir> County Berard of County Commissioners does not extend to utAlities, waste d{sosal systems, or ony .service _face toes: Chairperson Surveyor's Certificate: J, Kenneth R, WIsom, Professional Land Surveyor, dry hereby certify that this plot of Buttermilk Meadows f? (l.D.% Subdivision was prepared by me and under my supervision and that the location of the outside boundary, roads and rather features are cccurately shown and corrects shown hereon, that the some are based on field surreys performed under my supervision and that the platted site conforms to that staked on the ground to the best of rrny belief and knowledge. In witness then of l have set -My hoed day of --2005�e� �A _ %. 7�r7TP a e { - TT Acceptar:=ce for Recordings Dille Certificote: The undersigned, 3ao� authorized representative of Ste _4- -,., - it = ..... domes Company, a title pa, {-gulorly doing business hereby certify the- ilk Meadows, LLC, a Colorado :� zany a:mod - �,o do limited liability cor�o�- : hn- �� o: ...e Cah.: Copra. -,�. �;_.:�, -� C� ra y .� fee simple title _ -7& withirF described real property, f_ ;iP " tans a d ancumbrances wee _ those shown or described on this Bated t 2tJC5 Print6C o __ a77 5124 � L jj i o_-;C', :AU."=,• GC h' Z!i.00 D, 0.00 -.'1 DA. Tf By 8 r 0no; _ _ - - f 9 r e i IN 60' ROAD EASEVEIVT \ BOOK 245 PAGE J72 1-1 0.44' SOUNU OF N 73' W 0. 7J' PROPivy aw PAC AIAIL LS 16129 N11 A(89*54 27N880 '_2 j0E .24 4. 00 -1 3J. 65 210.35' Pcrcel 8 Book 525 Page 3 COMMON AREA 60 PA PM 3 �Inzt, 1,441 AC. +- I A �?> . . ... . ..... V 2461794 2521116 FOUND USCLO BRASS' CAP FOR 5 114 CORNER SECTION 3 TOWMSHIP 10 S-OUTH, RANGE' 85 WEST V1, / UTILITY EASEMENT XALOXI� EXISTIMG 1A ROAD MNCRAL -,Z) ON PUILDING ENVELOPE 0,932 AG. 7! N7 96-58, W4 17' X, A4 001 + LOWER + BL17TERMILK A/ 1,41 A 250-7,39 N 42' E 0 7' f 5 82' W a 6,3' TO RESeR ANO CAP LS 2376 nl 5 84' W 0.77" N 28' E 0.50' t-) 70 MEBAR AND CAP LS 2376 TO f 4 R85AR 29, r 0.50' TO PEBAR AND CAP LS 2376,1 15.7o' I . 0427 L20 4. TO 121 N6459*38* 440 L22 N67'W' V > L2J NJ6'1.f42"E N, L24 100 76.81 INr is L2 N64-44'121W... 5601 23JIJ4 2J4176 2 30'ACCESS & UnLIT�'- ENVELOPE FOR LOr N, + W 4.66* R AND 16129 + X �0' U77LITY EASEMEW Z 0& 4 - - 15,qG,00 ww ACCESS & unury irNVELOPC fOR Lor 2 PRINC18AL BtffLDING EANWWL 07355 AC.+- UNOERGROUND fACILMIES ENVELOPE" (HAMMED ARP-4) 411. (D MUND ALUMINUM PIPFAND CAP FVR SE CORIVER SECTION J TOWNSHIP 10 SOUTH, RANGE- 85 WEST 2478.88 . qV MOTES- I.BEARINGS ARE"' RE'LArIVEr rO A &EARIAIG OF' S 89'38'07" E BEWEEN THE 5114 CORNER AND SE CORIVER Or SEC77ON 3 2,EASEMENTS ARE FROM TITLE COMMITMENT ISSUED HK P17KIN COUIV7�' TITLE, INC CASE NO. PC r 11044C2 DATED 23 AUG 1995, 38EARINGS Or DESCMP-PIONS IN 2281t13, 2581874, 234176, AND 250173'9 WERE ROWED 00'0421' CLOCKWISE TO MATCH REARING BASE OF THIS SURVEY 4,BEAR11vcs of qEscmprms IN .7621716, 2621112, WERE Rowf-D ovg'w' CLOCKWISE 7-0 UArCH BEARING BASE OF 7HIS SURVEY 5.88ARINGS OF DF-SCRIPRON IN 2691599 WFRF ROTATED 00V0'48_ TO MATCH RFARING BASE OF THIS SURVEY 6 * 1ND1CA?-E-,5 SrT No 5 RERAR WITH r1C CAP LS 75710, zVot1�60.- .de,-drdinv to ealonado law yau musfComm legal &P, based upwi any 11/_/&C/ in yearg af4elryou first disnavwp, "oh: dolect /n no rvefte may any loyal ac4on based &POn any d-lvvt in 1his 5�urw& 6,, commewed r"re Man Am Year-" S c / me e—etAk-aho" AZwn ftom af elate q Hereon. CoRwav AfTreR RS / /9 Ir 61h S/ree/, suzze 200 6Yen wood S 'nq, CoiaradO 81601 64M ,r) -1004 z Y70) '94-5 4spen, Colorado 49 70 926 -6127 PLA r NOMS 10~ car 'r I W Mr. JV rVOT OCESS M �.t, r A A .. �k BUT k LAW. sw UTILITY EASE-mEjvT p4rRE*FORE To 7HE WEST AS SHOWN HEREON '7 AREAS OF JOX SLOPES ALONG EXIS)IING ROALWA YS (REFER 7-0 CONDITION 6(F) , ROCC RESOLUTION NO 232-2000) REVISION 01 A$— 0 SCALE: I - 100 GRAPHIC SCALE ( IN FEET ) I Inch = 100 ft- 4W 1. The real estate, as shown hereon, is subject to: () that certoir PUS Development Guide ("Ouide� recorded -------------- 2005 as Reception No. rand (ij) that certain Declaration of Protective Covenonts for ision ("Declarctio,-7 ") recOrded ------------------ 200 ----- cs Reception No- ------------------ Ownership of c7r7y real estate shown hereon shall be subject to the terms, provisions, conditions, reservations and restrictions .5et forth in said Guide and Declaration. 2. With respect to Common Area Parcel J and subject to obtaining a// applicoble County land use approvals, 8utterrnilk Uendows, LLB' and Cohn & Company, LLC ("Decldront) hereby reserve the following development rights for c period of 7 years from the date of recordation of the 0eclaration; (i) the right to vocate the common area designation and merge Common Area Parcel J into Lot I; and (fi) the right to obtain approval of Common Area Parcel J as a 'Resident -Occupied- site, all as more fully set forth in the Declaration. J. Decloront hereby reserves to itself and its successors and assigns, and its employees, contractors, subcontractors and utility companies, the right to enter inec., and perform work at recsonable times, on, over, UP,0n Ord across the real estate zalling or thc- instal r of ar�X 317OWr, here0r, for the purpose of insi subdivision improvements, as required by that certain PUD Development -','ud-- 2005 as Receptior 4. Declorant hereby reserves to itself and its successors and assigns, utility easemprtS on, over, under, above, across and through all: (i) Commor Area Parcels, (W) a// roadways or road easements shown hereon and (iii) Lots I and 2 other than build.,'Rq envelopes for purposes of using, ie7stolling, constructing, maintaining, imPrOving, repairing and replacing utility focilities of any king' or notu,-e whatsoever. Without lirnit to the foregonq utility easements, Declarant: (i) does, for the benefit of any utility company or other provider, hereby dedicate and grant perpetual non --exclusive easements on, over, under, above, across and through those areas designated on this plot as utility easements for the purpose of using, installing, constructing, mointoining, impt'Oving, repairing and replacing underground utilities, including but not limited to, water- electric, gas, telephone, cable televi5lon, fiber optic and other cornmanicction facilities, (6gether with the right of ingress and egress thereto and (ii) may substitute any One Or m`re specific easements for the use by any utility company Of other provider by the recordation of an instrument in the Pitkin county Real E-slate- Records. 5. Declarant hereby grants, dedicates and Sets GpGrl' to e/7e Buttermilk Meadows Owfie!.', Association for the perpetual non-exclusive use ard benefit of the owners, from tin,�& to time, of Lots I and 2 shown hereon, their guests and invitees' on easement fo.- vehicalor crud pedestrian ingress and egress on, aaros�,s, ove" and through Corona", Area Parcels 1 and 2 and a// roadways and rood eose(ner-ts shown hereon, includloq but not limited to Lower guttermilk Lane, to the extern tool Parcels, lar,6, ways 00"' easements benefit said lots. 6. Dec/arrant hereby reserves to itself and its successors rind assigns the right to relocate Lower Buttermilk Lane, as more fully set forth 1r- the Declaration. 7 All references herein to recorded documents are references to documents reco in Office of the Clerk and Recorder of Pitkin County, Colorado. 516024 Page: 2 of Z 10/10/2005 02:22f SILVIA DAVIS PITKIN COUNTY CO R 21.00 t) 0.00 � L � IC MON AREA LOT 1 ACTIVITY ENVELOPE PER ADMIN DECISION # 37 - 2016 r. ,son 00110=10 PROPOSED LOT 1 MAIN HOUSE Parcel I D# 2735-034-02-001 r1 111—A—S] SUBDIVISION/PUD, ACTIVITY ENVELOPE AND SITE PLAN �y , � a ./v � �/.✓,,..:+= v.�`� sus`-'✓ / � c� �� na �jy�a" �z<z � � / > /-z > ;. TF,xz �y`Ca z'riv„?"vz ✓-.-xv 3S�F � / � 1 > eK^�� v✓ .h^-,n '�' � .U.�z �s `� y . � �or r�� ✓fy .� `�>, > Si ✓ '� �� AIRPORT� �'�' e+' �� '' FEU �"3' �.,✓< ✓y " F e I 1 ,^ ✓ s 9�` ,��yy..�`' �"�� a i COY` ':. i /> >ih ^' a �u ✓ "`^ . ✓ > .,c, s > "fir"'` ✓'"'Kh✓,3'e>'�'a'�'"'3�5 � £�� a,. � 7✓ a �/' x„> �u'r ":�u �`taf�afjtY / , > >✓ _ / y �/� ? �`�.� ��'�✓, ',�'E��}'k's, / �� ✓ j /� 3 .s:T '� / / � f N is 77 QgX l�`L -✓`^ ,^N �✓ roc a cy, a ,yt > f �� > `�Yci�aA+keAr Sys ��fi f�� ,��y�ts�� U� r Z ✓ yp �s �, ��. N ,q� 1 �?�� '*�fteh%7lfkfi�j A .��Wj�a/y✓ e � ✓��w��.r, ��" }�roY�� > ✓,. ,F ✓ ,. � �» .,.�,� �t�; � BUTTERMILKS ��` � � ��;� � � �� " ,,,<, ,ti- >. .. ..,_ _. ✓;" ...„.,. .. ., y+,J fir+, ,✓;r5, i !,.� ",,.ar`',., a'#h2 FZn�ra��?�� a%s, �5) Map Owner's Acknowledgement/ Disclaimer: The Applicant/ Owner acknowledges that he/ she has been informed by Pitkin County of the existence of "environmental hazard areas" that might affect the property, any improvements, and the use and occupancy thereof. The provisions of the Pitkin County Regulations do not in any way assure or imply that areas outside of designated hazard areas will be free from hazards, or that improved mitigation measures will guarantee the safety of any property. Linda 13. Bedell, Owner Date Pitkin County Community Development Director Approval: This Activity Envelope and Site Plan has been reviewed and approved by the Community Development Director of Pitkin County this day of , 2016, subject to Administrative Decision # 3'I-7,pt (v-recoin the Pitkin ounty Clerk and Recorder's Office as Reception No. !pa 9 3 q y Comm ent Director Date Slta(t(o Ov Clerk and Recorder Acceptance For Recording: This Activity Envelope and Site Plan has been accepted for filing in the office of the Clerk & Recorder of Pitkin County, Colorado this 23 rci day of Mo-%4 , 2016 in Plat Book t tg{ at Page 75.o*? (., as Reception No � qao 5a� RECEPTION#: 629526, 05/23/2016 at 01:10:32 PM, t of 2, R $21.00 Janice K. Vos Caudill, Pitkin County, CO PLAT BK 114 PG 75 Pitkin County Clerk and Recorder "y Date SEAL Site Plan- Overall 1 " = 100'-01, This activity envelope and site plan drawing was prepared by Mata Design Company. Existing site conditions information was taken from Existing Conditions Map dated 11-11-2014 as prepared by SGM, Inc I` 1 of 2 and from Buttermilk Meadows Subdivision Plat recorded at B75 P100 on 10-10-2005 ® 114 KEEIM-mw ••!••!•• ••+••�••got ••�••iSOOT ••�••••• ®' Parcel I D# 2735-034-02-001 50 FT SETBACK PER ADMIN DECISION # S 7 — 2016 . ` �. LINDA BEDELL, LOT 1, • i �yi, PROPERTY LINE r BUTTERMILK MEADOWS SUBDIVISION/PUD, ACTIVITY • 8048 ENVELOPE AND SITE PLAN LOT 1 ACTIVITY ENVELOPE PER ADMIN DECISION # Z-7_ 2016 oil • ` 8046 \ `v`� , ' `v' ' • �, EPROPOSED DRIVEWAY A 1 1 A t j 2 8042; ` ' EXISTING TOPOGRAPHY - u 'S i ✓3 f !'u _ PROPOSED GRADING PROPOSED LOT 1 CDU •< - Qa 8040 i 1 x CONCEPTUAL OWTS LOCATION )L t 1 1 v 6 ((111 ✓ t r \ t'\ � - t C- PROPOSED COTTONWOOD RE y / e r ti 11v E PROPOSED EVERGREEN TREES IN _ < O'� 11, \ I'APPROVED `. LOT 1 PREVIOUSLY \ AND PLATTED BUILDING ENVELOPE t op \ RABBITBRUSH r ` L WESTERN SAG d ' PROPOSED LOT- 1 MAIN HOUSE p \ EXISTING VEGETATION \ \ Lh 1 \ v � ih v y 8044 r\ ri. \r \\\� \ � A\ ,7♦V�\� / y \\\\ \ IY \ 80 46 \ Tt 8048 o \ aw i `\ \ O \ \ ' " \ \ \ \ ` \ 8050� .00 \ \ \ `. `• \ -^ '"' ..• ' This activity envelope and site plan drawing was by Mata Design Company. Existing site �, prepared conditions information was taken from Existing Conditions Map dated 11-11-2014 as prepared by SGM, Inc 2 of 2 1 Site Plan- Lot 1 Detail and from Buttermilk Meadows Subdivision Plat recorded at B75 P100 on 10-10-2005 BUILDING 100= SITE 8043 5 0 F T S E T B A C K 50 48 48 48 46 4446 42 42 44 42 42 44 46 52 54 56 48 50 44 46 45 SLOPE GRADE DOWN WEST BUTTERMILK RD. WEST BUTTERMILK LANE HATCH INDICATES APPROXIMATE AREA OF DISTURBANCE AND REVEGETATION -REVEGETATE EXPOSED AREAS WITH SAGE, RABBITBRUSH AND SEED MIX DESCRIBED IN PUD GUIDE p.16 of 18 TYP PLANTING BEDS -COORDINATE FINAL EXTENT AND LAYOUT WITH OWNER. -2" MULCH AND ZONED DRIP IRRIGATION PER PITCO EFFICIENT BUILDING CODE TEMPORARY TOPSOIL AND SITE ROCK STORAGE, 415 S.F. SHOWN- SEE EFF. BLG CODE FOR EXTENT REQUIRED 3-NEW SPRUCE 10FT TO 12FT- COORDINATE FINAL LOCATION WITH OWNER NEW OWTS SYTEM- SEE CIVIL FOR LAYOUT. COORDINATE FINAL LOCATION WITH OWNER CHRYSOTHAMNUS NAUSEOSUS ARTEMISIA TRIDENTATA RABBIT BRUSH TALL WESTERN SAGEBRUSH PICEA PUNGENS OR SIMILAR EVERGREEN COLORADO BLUE SPRUCE PLANT LIST WALL SCONCE OR STEP LIGHT ENGINEERED VEGETATED SWALES EACH SIDE OF HOUSE- SEE CIVIL Scale Pl o t Ti m e matadesign@mac.com 970. 274. 6011. Project Address: 594 West Buttermilk Rd. Aspen, CO Pitkin County P R O J E C T T E A M: Architect: Martin Mata, Architect Mata Design Company 970-274-6011 matadesign@mac.com Mdesignmata company Owner: Linda Bedell Aspen, CO Legal Description: Lot 1 West Buttermilk Aspen, CO Surveying/ Civil Engineering: High Country Engineering 1517 Blake Avenue, Ste 101 Glenwood Springs, CO 81601 970-945-8676 Structural Engineer: Rakowski- Millard Structural Design, LLC 1175 County Rd 154, Ste 103 Glenwood Springs, CO 81601 970-963-9643 Geotechnical Engineer: HP Geotech 5020 County Rd. 154 Glenwood Springs, CO 81601 970-945-7988 General Contractor: David Lambert Construction P.O. Box 1727 Basalt, CO 81621 970-927-5393 Land Use Consultant: Davis Horn, Inc 215 S. Monarch, Ste 104 Aspen, CO 81611 970-925-6587 1/16" = 1'-0" 5/ 2 3 /2 0 1 6 1 2 :2 0 : 5 3 P M X: \ 2 - K - I m a c \ x B u t t e r m i l k \ z L o t 1 B u t t e r m i l k . r v t T105 Site Plan- Landscape and Exterior Lighting 2735-034-02-001 CDU BEDELL RESIDENCE 05-23-16 BUILDING PERMIT Parcel I.D. # #Revision DescriptionDate 1/16" = 1'-0"1 Site Plan- Landscape EXTERIOR LIGHT FIXTURES BUILDING 100= SITE 8043 5 0 F T S E T B A C K 50 48 48 48 46 4446 42 42 44 42 42 44 46 52 54 56 48 50 44 46 45 SLOPE GRADE DOWN WEST BUTTERMILK RD. WEST BUTTERMILK LANE HATCH INDICATES APPROXIMATE AREA OF DISTURBANCE- SEE CIVIL FOR NOTES ON EROSION CONTROL AND CONSTRUCTION FENCING. EXISTING VEGETATION IS SLOW-GROWING AND MUST BE PRESERVED AS MUCH AS POSSIBLE. DISTURBANCE TO BE KEPT TO THE MINIMUM NECESSARY FOR CONSTRUCTION. SILT/CONSTRUCTION FENCING TO BE INSTALLED AT LIMITS OF INDICATED HATCHED AREA. TEMPORARY TOPSOIL AND SITE ROCK STORAGE, 415 S.F. SHOWN- SEE EFF. BLG CODE FOR EXTENT REQUIRED NEW OWTS SYTEM- SEE CIVIL FOR LAYOUT. COORDINATE FINAL LOCATION WITH OWNER EMERGENCY VEHICLE TURN=AROUND CONSTRUCTION PARKING DUMPSTER BER-PROOF TRASH CONSTRUCTION TRAILER & PORTABLE WC MATERIAL STAGING PROJECT SIGN Scale Pl o t Ti m e matadesign@mac.com 970. 274. 6011. Project Address: 594 West Buttermilk Rd. Aspen, CO Pitkin County P R O J E C T T E A M: Architect: Martin Mata, Architect Mata Design Company 970-274-6011 matadesign@mac.com Mdesignmata company Owner: Linda Bedell Aspen, CO Legal Description: Lot 1 West Buttermilk Aspen, CO Surveying/ Civil Engineering: High Country Engineering 1517 Blake Avenue, Ste 101 Glenwood Springs, CO 81601 970-945-8676 Structural Engineer: Rakowski- Millard Structural Design, LLC 1175 County Rd 154, Ste 103 Glenwood Springs, CO 81601 970-963-9643 Geotechnical Engineer: HP Geotech 5020 County Rd. 154 Glenwood Springs, CO 81601 970-945-7988 General Contractor: David Lambert Construction P.O. Box 1727 Basalt, CO 81621 970-927-5393 Land Use Consultant: Davis Horn, Inc 215 S. Monarch, Ste 104 Aspen, CO 81611 970-925-6587 1/16" = 1'-0" 5/ 2 3 /2 0 1 6 1 2 :2 0 : 5 4 P M X: \ 2 - K - I m a c \ x B u t t e r m i l k \ z L o t 1 B u t t e r m i l k . r v t T106 Site Plan- Construction Management 2735-034-02-001 CDU BEDELL RESIDENCE 05-23-16 BUILDING PERMIT Parcel I.D. # #Revision DescriptionDate 1/16" = 1'-0"1 Site Plan- Construction Management 5/13/16 GRAPHIC SCALE 20 0 10 20 40 80 ( IN FEET ) 1 inch = 20 ft. II / i i ROAD ROW INSTALL TRACKING CONTROL PAD 7 o � > S' U,/ PCC 53.28 o OPT �tK / I lb� // / / ♦ o / / / / / / //// \ I 1 ( \\ � /�°� /%//// ♦ ♦ x0 \ J \ OLF FJStL j i /� / ♦ / / / l / l / / l / 1, l / l TRUPK // i -CrIIST..ANCE �000 I I STAIRCASE / DQWWTO MAI i i k50 / l l / / 11 11 11 l 11 2:(/SLOPES -- -LEGL ♦ / k5g _ ♦ 2 �/ ♦ 00 ENVELOPE ENvV LOPE / L / / / �° i ♦ ♦ / / / / / / / / ///, // LANDSCAPE WALL: 8048.5' �cs00 80 / / // // / / / // 4s �///// OD ENVELOPE 370LF OF SILT FENCE lb Qj P / 44.47Ca UILD _G NV OPE CP 8044- - - � / �BUILDINc I / / T / / o / / / ENVELOPE / / / / / // / / , / / / // / / / / I / / / / / / / ♦ / _--_ o �ep,/ 80 PROPOSED 8040\ ,l OWTS AREA / FUTURE FOUNDATION / 'OK / W�LL RETAINAGE / / / / � 8044 � � � � J � 8036- - l l I l I l � / / ♦ / /� ice/ �� // / // / // // // / // / // // / l -8034--- 8032- It J---8030- 0 1 0�� / / r/////////// / /\ / / \GENERAL RADING FOR FUTURE HOME SITE 94 /\ \ \1 III///// //� X} wQ o \ % \ \\ \I 11 1 \ I I I I I /// /� 8055 "Q LO \ I I I ��—_ I I I I I I I / // / 00 80\ \ BUILDING / 42 8050 \ \ / ENVELOPE / I / / I / / / / / / / / / / 8045 / \N 00 NOTES: 1.) EXISTING SURVEY AND PROPOSED BUILDING INFORMATION PROVIDED TO HIGH COUNTRY ENGINEERING BY MATA DESIGN COMPANY, MAY 2016. 2.) ALL WALLS WILL HAVE A BACK DRAIN SYSTEM THAT WILL DRAIN TO DAYLIGHT TO ADJACENT LANDSCAPE AREA AND BE PICKED UP BY STORM WATER SYSTEM DESIGN. 3.) PROVIDE SEDIMENT CONTROL FENCE PER THE ATTACHED DRAWING LOCATION TO KEEP EROSION FROM THE LOT ERODING OFFSITE. CHECK FENCING AFTER MAJOR STORM EVENTS OR ON A WEEKLY BASIS FOR STABILITY. 4.) ANY STORM/ROOF DRAIN PIPES WITHIN THE FROST DEPTH SHALL BE HEAT TAPED. 5.) PROVIDE EROSION CONTROL BLANKETS ON ALL SLOPES GREATER THAN 3:1, ESPECIALLY WITHIN SWALE LOCATIONS. ALL BLANKETS MUST BE BIODEGRADABLE. 6.) SEE HP GEOTECH SOILS REPORT JOB NUMBER 115 386A, AUGUST 28TH, 2015. CONTRACTOR TO READ AND ABIDE BY ALL DESIGN CRITERIA WITHIN THE REPORT FOR ONSITE CONSTRUCTION AND SLOPES ADJACENT TO THE HOME. 7.) ALL ROOF DRAINS AND DECK/PATIO DRAINS TO DRAIN TO DAYLIGHT WITHIN A STORM WATER SYSTEM SWALE AT MINIMUM. CONTRACTOR CAN INSTALL A 4" PVC DRAIN COLLECTION SYSTEM AND DRAIN TO DAYLIGHT WITH A RIP RAP OUTLET POINT IF OWNER DESIRES A COLLECTION SYSTEM. 8.) SEE ARCHITECTURAL AND STRUCTURAL PLANS FOR TOP OF WALL ELEVATIONS, CONTOURS TO DENOTE GENERAL OVERALL SITE GRADING PLAN AND STORM WATER CONTROL SYSTEM. 9.) ALL BMP FACILITIES MUST REMAIN IN PLACE UNTIL FINAL RE -VEGETATION HAS BEEN ACCEPTED BY THE COUNTY. 10.) UTILIZE SILT FENCE TO DELINEATE ACTIVITY/BUILIDNG ENVELOPE WHERE APPROPRIATE. WHERE SILT FENCE IS NOT CALLED OUT INSTALL ORANGE OR GREEN CONSTRICTION FENCE TO DELINEATE ENVELOPES. 11.) NO ONSITE STORM WATER SYSTEMS ARE BEING SUGGESTED FOR THIS SITE DUE TO THE GRADE OF THE SITE AND THE EXISTING STORM WATER SWALE WITHIN THE SITE. THE SITE IS NOT CONDUCIVE TO PONDS OR DRY WELLS DUE TO POSSIBLE SLOPE STABILITY ISSUES. 12.) THERE WILL BE APPROXIMATELY 28,000 SF OF DISTURBANCE TO THE SITE INCLUDING UTILITY INSTALLATION AND THE DRIVEWAY DESIGN TO THE FUTURE MAIN HOUSE LOCATION. PROPOSED GRADE LEGEND 0 --------8050------- 8050 8052 �u �u �u 1-1/2" - 3" 1 /2" - 3/4" FILTEF Py EXISTING ROADWAY I,Elf] 9ih�21 DIED] :lkyl201-114 EXISTING PROPERTY BOUNDARY EXISTING EASEMENTS EXISTING ACTIVITY ENVELOPE EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED SWALE FLOWLINE PROPOSED SILT FENCE PROPOSED SLOPE DIRECTION INLET AND PIPE PROTECTION DEFINITION A STONE STABILIZED PAD LOCATED AT THE MAIN DRIVEWAY ACCESS POINT FOR THE SITE, WITH ACCESS ROADWAY. PURPOSES TO REDUCE THE AMOUNT OF MUD TRANSPORTED ONTO PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF. VEHICLE TRACKING CONTROL N.T.S. STEEL OR 2"x4" WOOD POST (ANCHORED TO FABRIC) NOTE: EROSION CONTROL MEASURES SHALL BE MAINTAINED UNTIL 1/2H (1 LANDSCAPING IS COMPLETED, OR AS DIRECTED BY LOCAL JURISDICTION - ABRIC MATERIAL ACHORED IN TRENCH) 4"x4" TRENCH COMPACTED //BACKFILL ��FLOW SECTION -NTS- MAMUM SILT FENCE INSTALLATION -NTS- SEDIMENT CONTROL FENCE DETAIL N.T.S. SCALE: 1 " VERT = 10' 1 " HORZ = 20' PVI STA = 2+95 PVI ELEV = 8048.52 A.D. =-0.2435 K = 308.0357 75.0000' VC I DRIVEWAY N TIE INTO M `) '4- 0 00 SLOPE `n CO GRADING. o N 00 00 8055 w 0 00 N ii l M 00 II --- -2.00% m m G N ui � w wLu o_ Z -2.24% CL MIESI EXISTING rn BUTTERMILK GRADE + N M N 1.46 ROAD 0i + '`�� 00 w ao 00 cD Q Lr F� 00� N � �F0) r00 N 't 't 0 � �0000 00 'CO3 'Poo 0000 00 00 CO wo 8050 8045 Lo 0 8040 00 x uj UW 1, w Z p ZOp w '00D F-0 U� 0 O QWY� Z°Q<w E0 r- U)02M Uw2 00 N zu N z oo-2 r O . U) o ujooz Z>-L-D O r, -jZ CO 0 �wQX JW �- d QU m op0}() (VWQW U O uo < WZ r (b m o 7 C7 z Y (O w F w d z 0 in z in M Y. N 0 in O O V �• OD zU)om0 V v U ZW? z 0 LL. z LLJ ww 0 re U �., W N ODa e C) oll lo z rnrn „Z_� Ln 0 W u 0 a �x MEMO T 0 0 O r f 0 2 0- 0 zZ J 0. �Z J �. a z m Z V "Z Z " Q O a Up I—' Lid PROJECT NO. 2151075 1+00 pxT1h1 EXISTING j \PROPOSED GRADE GRADE 3+00 4+00 4+38.19 GR'I w m U L,.. w LEGEND EXISTING GRAPHIC SCALE oo Ld z- TELEPHONE PEDESTAL 20 0 10 20 40 80 d< 00 p Qmp�� 0) L)o 0 �C1LLI m / l EXISTING ROADWAY I= J J > 0� N pojw z / ( IN FEET) �0 0� o wpop / ` 1 inch = 20 ft. PROPOSED DRIVEWAY :m O o z0U,� ?z Co o D�~x WATER R16 6 UU mLl / LOCATION WL LLj m p EXISTING PROPERTY BOUNDARY — — — — — — — — — — — — — — — — EXISTING EASEMENTS 0 Q wZ U v i ROAD + R28�2 ROW 1 WATER MAIN/UTILTIY NOTES \ ` ENVELOPE 1. ALL MATERIALS AND WORKMANSHIP SHALL BE IN CONFORMANCE WITH AWWA STANDARDS AND SPECIFICATIONS, LATEST REVISIONS. EXISTING TELEPHONE " 350 LF OF 2. THERE SHALL BE A MINIMUM COVER OF 7.0 FEET OVER ALL WATER SERVICE LINES. ALL OTHER SHALL UTILITY SERVICE LINES SHALL BE AT 24 OF TELEPHONE COVER. ANY SECONDARY MAIN LINE PULLS SHALL BE 48" DEEP TO TRANSFORMER OR GAS RISER LOCATION AS PER THE UTILITY COMPANY z \ EXISTING HYDRANT / / SERVICE LINE TO NEW HOUSE / SPECIFICATIONS. 0 EXISTING VALVES AND Q ® �� P ® ,. / 3. THE CONTRACTOR SHALL NOTIFY UNCC AND DETERMINED THE LOCATION OF ALL EXISTING UNDERGROUND UTILITIES PRIOR TO PROCEEDING WITH THE EXCAVATION. ALL WORK PERFORMED IN THE AREA OF THE PUBLIC UTILITIES SHALL BE PERFORMED ACCORDING TO THE REQUIREMENTS OF THESE w \� ® 250 LF OF AGENCIES. O� MAIN LINE ��(� M ® WATER SERVICE WATER ♦ / / LINE TO HOUSE. �� 4. COMPACTION OF ALL TRENCHES MUST BE ATTAINED IN ACCORDANCE WITH THE SOILS REPORTS AND COMPACTION TEST RESULTS SUBMITTED TO THE ARCHITECT AND ENGINEER OF RECORD PRIOR TO PROBATIONARY ACCEPTANCE. � W� ®♦ / R75,3 �S� � ♦ 5. SERVICE LINE CONNECTIONS WILL BE MADE WITH PIPE SADDLES AND CORPORATION STOPS PER AWWA THE REQUIREMENTS. 6. CONTRACTOR IS RESPONSIBLE FOR OBTAINING AND CONFORMING TO ALL REQUIRED PERMITS FOR UTILITY / 15oLTRUICK / CONSTRUCTION WITHIN THE EXISTING ROADWAYS. �, w 1— / STAIRCASE DOWN TO MAIN DISTANCE i i / / �° ' / / 7. THE LOCATION OF EXISTING WATERLINES AS SHOWN IS APPROXIMATE BASED ON EXPOSED VALVE LOCATIONS AND THE BEST AVAILABLE RECORDS OF THE DISTRICT. CONTRACTOR TO USE CAUTION WHEN WORKING NEAR SHOWN LOCATION OF WATERLINES. PROPERTY LEVEL LINE ♦ / 8. THE CONTRACTOR SHALL NOT OPERATE ANY EXISTING OR NEW WATERLINE VALVES EXCEPT IN THE CASE OF AN EMERGENCY. CONTRACTOR SHALL R72 9 ♦ ENVELOPE ♦ ♦ /i � ♦ NOTIFY THE DISTRICT A MINIMUM OF 48 HOURS IN ADVANCE OF ANY VALVE OPERATION REQUIRED TO COMPLETE THE WORK. z , ♦ 9. SEPARATION BETWEEN THE SANITARY SEWER MAIN AND WATER MAINS SHALL BE MAINTAINED AT 10-FEET EXCEPT AT SPECIFIED CROSSINGS. / 10Rge. WATER SERVICE SIZING SHALL BE VERIFIED BY MECHANICAL ENGINEER. J �/ / 1 0 1 / / 11. SECONDARY ELECTRICAL PULL WILL BE REQUIRED TO NEW TRANSFORMER LOCATION ON THE LOT 1 SITE FROM BUTTERMILK LANE CONNECTION POINT. FINAL TRANSFORMER LOCATION TO BE DETERMINED ONSITE. m z o Y 7 Lo / I ENVELOPE / w F w �/� / � = Q J FL �� , 12. SECONDARY GAS LINE PULL WILL BE REQUIRED FROM TIE IN LOCATION EITHER ON WEST BUTTERMILK ROAD BELOW THE PROPOSED HOME OR FROM 0 c 0 � / ,„ , e 1 / BUTTERMILK LANE. GAS IS AVAILABLE TO SITE, FINAL PULL LOCATION WILL BE DETERMINED AFTER FINAL GAS/COUNTY DISCUSSIONS ONSITE. OFELECTRICAL ❑� d SERVICE LINE.85LF � 13. EXISTING SURVEY AND PROPOSED BUILDING INFORMATION PROVIDED TO HIGH COUNTRY ENGINEERING BY MATA DESIGN COMPANY, MAY 2016. PROPOSED y / CDU / R65 4 WATER CURB STOP. / yo PROPOSED / 3� / / Lo .,.i L BUILDING TRANSFORMER LOCATION. -BUILDING / *- N O Ln a ENVELOPE FINAL LOCATION ENVELOPE / / PLACE BOXAT AND ACCESSIBLE PAINT AT OR NEAR THE PROPERTY LINE W O t0 'I W •- d) TBD. GAS AND /�� . OD / ELECTRIC / 4" PVC LINE METERS / / LINE W W O — WITH CLEANOUT / / V 1 V V � ui _ — — — — — — — — PRESSURE LINE TO 1,000 GAL. / / � / ELEVATTDN LID 1/7' SOW FAW GRADE Z 0 �+ Z / MANIFOLD SEPTIC TANK / l AV 4 SDUD 84RE . CORPORA77ON STOP Ek7ENSION TWE CURB W Z � w La > � 350LF OF SECONDARY MAIN LINE OWTS MANIFOLD BOX / / / m / W CAPPER THAW WRE u ��' BRAZE OR CLAMP rO BOX WIARCH PATTERN CC X COMPRE55/ON Lei �4SE I" UPPER O CORP. STOP -RUN TO 1` 'Q IL (o mr W N OD • ELECTRICAL. • / � / U SECT7ON, PENTAGON z roP OFCURB BOx HEAD PLUG. 7 1120 & L4RIGER 0 -q 1-0 J 0 '� (/ � Z (SELF NW7ER �. REQU#&-S LARGER &1 SE m O 450LF GAS SERVICE LINE. / s� / / �p pYS77�?IBUTl40N • STAN04RDS $ (; 1/��. ,1 Z O h s� s� / o PLACE 112 CV Fr OFF ' Z 0) / Ej t- " l / GRAVEL AROUND BOX TYPE K COPPER �. Z J s_ s: ;s l .• nEs cE rO BUILDING • 0 a. c OWTS (2) BED / LAYOUT, SEE/ / • iiY�4 W WIIPE ' • r i� OWTS DESIGN / • CURB STOP MEMO SHEETS. l - LAY COPPER A UNIFORM MEULLER TYPE 84LL SLa*E AHS'r GOOSENECK VALVE COMPRESSIOYV TYPE / ETE SWK l l FOR ALL Am--DIIRECr TAPS ON SERme, LIMES wowpr SS L7oua E / EM"Ca47E ] SERVK7E• S40OLE (AVT 5Ni0NN) /S7FAP 1S \ l� ' TYPE WA TER SER VICE DETAIL \ / / 112" WALW bW COVER 694RXEV -WER' NOTES: 1. PAVEMENT REPLACEMENT SHALL MEET EXISTING THICKNESSES AND KIND WITH THE FOLLOWING MINIMUMS, UNLESS OHERWISE SPECIFIED ON HE PLANS. Ow LOT I/ ASPHALT SURFACING = 3" MIN., AGGREGAE BASE COURSE= / 15" MIN./ � 2. IF WATER MAIN IS NOT UNDER ROAD SURFACE, REPLACE ir J1/2- .. TRENCH MATERIAL COMPACTED TO 85% STANDARD PROCTOR, O / TOP 12" TO BE TOPSOIL, AND REVEGETAE. JTHREF F= 3. WATER MAIN OR SERVICE LINE BACKFILL PER HE CITY OF Aa ASPEN WATER DEPARTMENT DETAILS ON SHEET 4. i..i O W zr� I / / 7' MIN. 72' MAX VARIES USE SiJLR7 6' . 3' SOLHRE' NIIr' EXISTING ASPHALT TO Dp FrE ( y BE SAWCUT (TYPE) wm 12" IYP.) 1'^ } �-- ^ I BUILDING PROPERTY / 'APPAt71d4L o DEPTH OF ASPHALT & Yr z / ENVELOPE LINE / j— BASE COURSE COMBINED Q ^ O: / MOP? T SLOPE TRENCH WALLS FOR AM SAFETY PER CURRENT OSHA � O Vf d TOPSOIL &COSH REQUIREMENTS F- J o c \ /CAD / PEWSELECT MAERIAL COMPACTED TO 95% IF LOCATED IF • WS oW MACSI TT LOCA AY EDAL 0 INW N OTHER EASSEMENTS,ESEMENT.CTED LOTSTORBSPACES, 4" MAX. URSE BE \ / / 0WILL FLASS HE ENGGN ER DEERMIINESOHAT HERE ISREQNO'D jSEE cE I— SUITABLE SELECT MATERIAL ON SITE. \ \ / / 6iOE IQ:IC17G1N BLfJf* Z KILw i' . " LmL' - LvgwA&E sots omy BC NO. 12 COPPER TRACER EXTENDED TO VALVE 0 EATTACHED l� \ \ / / / • BOXES AND HYDRANTS, AND AT A POINT TYPICAL GATE VALVE- } ACCESSIBLE FROM ABOVE GROUND. (WHEN REQUIRED) } O PROJECT NO. + N.rS CLASS 6 ABC BEDDING MATERIAL COMPACTED TO 2151075 \ / / / / 95% STANDARD PROCTOR DENSITY. 1, ALL MLVES TO Er KI x MJ 44AMLER WLVES OR pgE_,µpRO" } 3/4" OR 1 1/2" SCREENED ROCK ACCEPTABLE IF EaA*CEMr ww AOWA ZkAZ z HERE ARE HIGH GROUND WATER CONDITIONS AND \ / BC + 18" AS DIRECTED BY HE ENGINEER. Z AV IO W3 N C4M WnER, Of 6ULEY PANS AMAUED MPES ff#M <r COAnK7 �i7H CO WW ARE45 Sh&L Ef REWCATM Ar 7h TYPICAL TRENCH CROSS \ / / 3 AW SECTION DETAIL MU `I \ / N.T.S. d / W z 0- z > a� � GRAPHIC SCALE Y♦ °o 00 o Qo�F 15 0 7.5 15 30 60 /// / \ O / Oh ♦ / \ N U!Y ZXaW �-� � I- cnU�m 0� N a�=w zU N z °pl-'2 ( IN FEET) 1 inch = 15 ft. / / \ / / c� ♦ p � o o w ooz ?� 0 (.0 T)��0 / z 00 . ¢v _ m mLLQw -jmUo 0 < wz m // // / // //� j / //cbO/♦' z O CID OWTS DESIGN CALCULATIONS 2016: 2-BEDROOM CDU AND 3 BEDROOM RESIDENCE: �Z� // • (75 GAL/PERSON/DAY x 2 PERSONS/BEDROOM x 3 BEDROOM) �� Uj • DESIGN FLOW = Q = 450 GALLONS O � • (75 GAL/PERSON/DAY x 2 PERSONS/BEDROOM x 2 BEDROOM) • DESIGN FLOW = Q = 300 GALLONS I / l l l l l • TOTAL DESIGN FLOW TO FIELD: 750 GALLONS PER DAY //// ♦ O / / l / l / / / TANK SIZING: I W� WV WV i 250LF OF • 2 BEDROOM CDU MINIMUM SIZE: 1,000 GALLONS \ �- WATER SERVICE • 3 BEDROOM MAIN HOUSE MINIMUM SIZE: 1,250 GALLONS JJ* ABSORPTION AREA SIZING: I \ \\�� \� II / � ' / / / ` / / / / // / // / • LTAR RATE = AL/SF PER RATE F MIN/IN 0.50 G ( C O 30 ) - // ��//� JO�P / Z 00 � / / / / O • CALCULATED ABSORPTION AREA = A=(Qd/LTAR)=(750/0.5) Qd = DESIGN FLOW = GAL/DAY .• •• ABSORPTION AREA = 1,500 SF � •• 30% REDUCTION FOR CHAMBERS IN BED CONFIGURATION / / / / / / l / I / �cj040* >- WITH PRESSURE DISTRIBUTION DOSING. / / / / / I / I / // / / / // // / / / / / _j 7 w ( TOTAL AREA REQUIRED FOR 5 BEDROOMS =1,050 SF / / / / 1 / / / / / / / / / / L o cn /� // / / / / ,� ♦' / // // / / / / / / // / // / / Q 0 HANGING PRESSURE 2" PIPE IN CHAMBERED BED SYSTEM: // / / / / / / / / / / / I / / / / 1 ' 00 8046 46 / / / / / Ld o J • ABSORPTION AREA PER DESIGN 1,050SF. • EACH INFILTRATOR CHAMBER ACCOUNTS FOR 12SF OF AREA. / / / / / / / / / / / / / / J / 0 00 •• 88 CHAMBER REQUIRED. 00 / // / / / / /// •• (3 ROWS OF 18 CHAMBERS) AND (2 ROWS OF 17 CHAMBERS) • IF CONTRACTOR WISHES TO UTILIZED ADS UNITS THE COUNT OF I // // // /' I // / / / // / / / 1 // // / // // // //// // / / / // / / / / / / / / / / / / / / / �► Lo UNITS WILL DROP TO 70 UNITS DUE TO THE 15SF OF UNIT / o / / 0 COVERAGE. SITE CONSTRAINTS: 1 / / / / / - / Wv 1 / / / / / / / / C i. 0) W 00 / - o / / / / / • STORM WATER SWALE TO SOUTH OF FIELD. W1-.01`O _ CLEAN❑UT U U• BUILDING ENVELOPE LOCATION. / / / / // / / oh // ,' W - 8044IV- /// U) �z O 0LL` . ZZ 4I / / / / / / ♦ CO / �� / / / / / / / / / / // /// / --c� W dam U W N 00 �/aCCaiA ACTIVITY / I / ENVELOPE, �/ .00 0 / / / / / / // / // / / / / / / / / / / / / / / / J O I"' O 1. ABSORPTION LATERALS SHALL NOT EXCEED 100-FEET IN LENGTH. / / Q 20LF VC �`' / / / / / / / / // / / // / / / // / / // _ / / M Z h Z h 2. THE BOTTOM OF EACH ABSORPTION TRENCH SHALL BE LEVEL. / / / / / I / / LINE TO TANK AT W OO 2,0% SLOPE. / / / / / / / / / / / / / / / / /// / / / / / // r' W 0) J 3. DRAINAGE SWALES ARE TO BE PROVIDED ABOVE AND AROUND TRENCHES, AS NECESSARY, TO PREVENT SURFACE RUNOFF FROM ENTERING ABSORPTION AREA. / / / I\ /_ / / / 042 / -- // / / / ///// / / / // // / / / / / / / / / / / / / W O Z 4. TRENCH LATERALS SHALL FOLLOW CONTOURS IF POSSIBLE. / / / / / -- �/ 1000 GALLON 5. INSTALL CHAMBER IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. / / / -/- - - s / / CO TWO COMPARTMENT / / / / / / / % / SEPTIC TANK 6. TRENCH BOTTOM AND SIDEWALLS MUST BE RAKED TO REMOVE SOIL SMEARS INCURRED DURING EXCAVATION. 7. NO EXCAVATION OF ABSORPTION FIELD IS TO BE DONE DURING WET WEATHER AND USE OF RUBBER TIRE VEHICLES OVER / - / / / / / / !� / / / BOIL / / / / ENVE 2' PRESSURE WITH HIGH HEAD NG PUMP, P � LINE, 100LF, rn ABSORPTION AREA IS PROHIBITED / / I BURY BELOW 8. BOULDERS EXISTING WITHIN THE TRENCH SHALL BE EXCAVATED AND BACKFILL SHALL CONSIST OF ONSITE SELECT OR PIT / I I / / FROST DEPTH, -RUN MATERIAL. 9. SUBMIT SHOP DRAWINGS FOR REVIEW PRIOR TO ORDERING SYSTEM PARTS. I / / / I / / /80 P2 PER i 604 10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATIONS AND DEPTHS OF ALL EXISTING BURIED UTILITIES. / / / / I / / // / / / I / � REPORT � �l �\ l / / llllllllllll%// 111 l • 11. CLEAN OUTS ARE REQUIRED WITHIN 5 FEET OF THE HOUSE FOUNDATION, AT ALL BENDS EQUALING OVER 90D DEGREES AND AT A MAXIMUM OF 100 LF SEPARATION ALONG THE SEWER LINE RUN. / lyi 12. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING ALL WATERTIGHT COMPONENTS, PRIOR TO THE ABSORPTION AREA, TO PREVENT INFILTRATION. 13. TOPSOIL COVER MAY BE VARIED (WITH 12" MINIMUM) TO ALLOW FOR NON -INTRUSIVE LANDSCAPING, MAXIMUM BURY DEPTH OF 5' IN DEPTH TO BOTTOM OF TRENCH/CHAMBERS. / 14. INSTALL RISERS AS NECESSARY TO BRING ALL ACCESS POINTS TO ONE-HALF FOOT ABOVE FINAL GRADE. / / / / / / O / / / P3 PER �K TP 15. LOCATIONS OF ALL COMPONENTS MAYBE VARIED AS NECESSARY AS LONG AS ALL MINIMUM DISTANCES AND SLOPES MEET THOSE REQUIRED. // // // / / / / / 8044 / / / ' / /' REPORT _ / / �/- 8036 - - _ �O \ _ / // / / // / / // // // // / / m W 16. THIS DRAWING DOES NOT CONSTITUTE AN OWTS PERMIT. PERMIT MUST BE OBTAINED FROM APPROPRIATE COUNTY / / / // / / O� 2' PRESSURE ` / / / / I / / / / _ - // / //// / // / / // // / // // / / / / / / / / / / / / / d ~ W OFFICIALS. ENGINEER MUST OBSERVE CONSTRUCTED SYSTEM BEFORE BACKFILL AND PROVIDE REPORT TO COUNT/AS BUILT / I LINE, HANGING FROM TOP OF CHAMBER. / / / / / / / / / / j,,-^^• DRAWING. I 1 / / I I I l l / / �O / / I /' \ l- / 17. THIS SYSTEM IS SIZED FOR TYPICAL DOMESTIC WASTES ONLY. BACKWASH OR FLUSHING FLOWS FOR REVERSE OSMOSIS UNITS OR WATER SOFTENERS OR FILTERS SHOULD NOT BE INTRODUCED INTO THIS SYSTEM. GARBAGE DISPOSAL INSTALLATION AND USE I I I I I I I / / / // I I / - - 8034 _ // / // / / / / / / / / / / / / // / / / / / / W V. IS ALSO DISCOURAGED. I I I I I / / / / / 8032 ---- / l �/ // / / / }- I- W � Z W 18. INSTALL BLUEBOARD INSULATION OVER SEWER PIPE WHEREVER DEPTH IS LESS THAN FROST DEPTH. / / / / I / BUILDING / ENVELOPE, / - 7` - J / / �/ / / / / / / / / / /� / / / / / / / / / Z W 19. DURING CONSTRUCTION OF FIELD SYSTEM THE ENGINEER MUST BE ONSITE TO REVIEW FIELD AREA SOILS TO VERIFY SOILS CONSISTENCY AND THAT NATIVE SOILS THAT WERE ANTICIPATED TO BE IN PLACE EXISTING.00/ / - - / / / / / / / / / 20. SITE PLAN INFORMATION, NUMBER OF BEDROOMS, SIZE OF HOUSE PROVIDED BY MATA DESIGN COMPANY. 5-WAY MANE❑LD / / / / P1 PER / / / / / / I 1 / / / / / / / / / / / / // / /// U m Z 'r ' ~ W 21. LEACH FIELD MUST BE SURVEYED AFTER INSTALLATION FOR ACCURATE LOCATION FOR FINAL FIELD INSPECTION, AS-BUILTS AND WRITE-OFF. / / / / / / BOX WITH 2" -eVC INLET PIPE AND REPORT Z 22. NO IRRIGATION DITCH FACILITIES ARE TO BE CONSTRUCTED ON THE SITE. ONSITE LANDSCAPE IRRIGATION WILL NOT BE APPLIED TO THE OWTS SYSTEM AREA EXCEPTING TEMPORARY FACILITIES TO ENCOURAGE GRASS GROWTH FOR THE FIRST YEAR. 5 - / / / 2' PVC OUTLET \ / / / / PIPES TO CHAMBER// \ / / I / / / / / /I/// // O ..1 O // RUNS. EACH MANIFOLD w 23. DOMESTIC WATER IS TO BE PROVIDED BY THE LOCAL METRO DISTRICT POTABLE WATER SYSTEM. 24. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE GARFIELD COUNTY REGULATIONS FOR ONSITE WASTEWATER / SECTI❑N TO FIELD / / / / / T❑ HAVE 2" BALL VALVE / , � TREATMENT SYSTEM DESIGNS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUCH SPECIFIC DETAILS AS REFERRED TO IN THE / / / / / ABOVE MENTIONED REGULATIONS. I \ I / O / / // / / \ l / / / / i / / // PROJECT NO. 25. CONCRETE SEPTIC TANK SHALL COMPLY WITH THE STRUCTURAL DESIGN CRITERIA OF ASTM C1227-12 (STANDARD / / / / \ \ \ / / / / / /// / / / / / / / / / SPECIFICATIONS FOR PRECAST SEPTIC TANKS). / / / / / CP / / / 2151075 26. PUMP SIZING TO BE FINALIZED UPON ORDERING OF THE TANK AND FINAL ONSITE APPROVAL OF THE FIELD LOCATION. 27. Final location of OWTS system to be field coordinated with Owner and Engineering onsite. All changes must meet Pitkin County if location guidelines any modifications are made. / / / / / / \ / \ \ I / / / / OWTS-1 4" 0 SOLID PIPE REMOVABLE PVC CAP 4" 0 SOLID PIPE II I II 11 / -IIIIII 0 III 0 , 11111 I INFILTRATOR UNIT & END CAP. 0 / 0 0 IIIIIII I 1 :7 NATIVE SOILS REMOVABLE PVC CAP INSTALL VERTICAL INSPECTION PIPE AT END CAP OF INFILTRATOR UNITS. / ei-fff�i /SIDES ROUGHENED INSPECTION WELL DETAIL N.T.S. NOTES: 1. CONCRETE TANK MUST MEET ASTM C1227-12 STANDARDS. 2. ADDITION OF A CHARCOAL FILTER VENT LINE FROM TANK CHAMBERS WILL PROLONG THE LIFE OF THE TANK CONCRETE, NOT REQUIRED. 1000 Gallon Top Seam Item S Two Compartment 1000'T-2CP-HH with High Head Pump „• - DESIGN NOTES Top ■ Design per performance test per AS7V C1227 • Tap surface area 46.25 ft' • f c 0 28 days; concrete = 8,000 PSI Min. ti . Installation: ■ Tank to be set an 5" min. sand bed or pea gravel ■ Tank to be backfilled uniformly on all sides in lifts less than 24" and mechonically compacted • Excavated material may be used for backfill, provided large stones are removed • Excavation should be dewatered and tank filled with water prior to being put in le far installation with water tableable less than 2' below grade Bed Meets C1644-06 for reelllent connectars • Inlet and Outlet identlfled above pipe ■ Delivered complete with internal piping • Secondary safety screen available with PVC riser r ALLOWABLE BURY (130sed on Water Table) WATER TABLE ALLOWABLE EARTH FILL 0'- 0" 2.-0" 1. - 0. 2'- 0" 3•-0" DRY Ruebber Win" to Pant 1 View 24- minimum hlelght ol■oonxd on Verve 73" Section View - ,118- - P=P: ■ Lamrs TW and Improves effluent quality to ftW a Easkiat pump systwn to makytain on the market • Compists Installation LAmg, pe". mounting and start-up procedures} a Complete warranty 'Swvks corfharfs syshbile fame* Digging Specs Invert Dimensions Net Capacity Net Weight N In. 11' Long x 7' Wide Inlet Outlet Length Vdth Height Inlet Side Outlet Total Lid Tank Total 56" below inlet 56" 73" 111" 60" 92" 687 gal 323 gal 1010 gal 2620 Ibe 9380 Iba 1220C Ibs Water & (719) 395-6764 2B005 Co. Rd. 317 7oQsWafst9wab9r P.O. Bari . VALLEY Prodts Fax: (T 19) 395-= Buenaibe, v00 a1211 InCa Service Webaillm www.valleyprecasLoarn a . Email: frontdesk&mIIeypmcwLcom TYPICAL 1,000 GALLON TWO COMPARTMENT SEPTIC TANK WITH HIGH HEAD DOSING PUMP 4" 0 PERFORATED PIPE ADS INFILTRATOR UNIT & END CAP. UTILIZE UPPER MANIFOLD PORTS FOR PIPE ATTACHMENTS, 2" DISTRIBUTION PIPE TO HANG FROM TOP OF CHAMBER WITH J" HOLES AT 2' SPACING DIRECTED TO TOP OF CHAMBER. ONE J" HOLE AT END OF PIPE TO DRAIN PIPE FACING DOWN, GLUED CAP AT END OF 2" RUN. / / INFILTRATOR UNIT 12" MIN. COVER 48" MAX. COVER TOP SOILS AND NATURAL BACKFILL OVER TRENCHES �II� 13 =III= I NATIVE SOILS TRENCH CROSS SECTION (TYP.) N.T.S. NOTES: • MANIFOLD BOX WILL REQUIRE RISER RINGS TO PLACE AT PROPER BURIAL DEPTH. • INTERIOR 2" PUMP LINES WILL HAVE BALL VALVES FOR EACH FIELD SUPPLY LINE WITHIN THE DISTRIBUTION BOX IN A MANIFOLD STYLE LAYOUT. • 2" DISTRIBUTION LINES WILL BE HUNG FROM THE TOP OF THE CHAMBERS WITH HOLES FACING UPWARD. ONE J" HOLE WILL FACE DOWNWARD AT THE END OF THE CAPPED CHAMBER LINES FOR DRAINING OF THE LINES. PLACE A 12" X 12" X 6" DEEP GRAVEL PAD BELOW DRAIN HOLE WITHIN CHAMBER RUN. • ADS ARC INFILTRATORS ARE RECOMMENDED, BUT OTHER INFILTRATION CHAMBERS ARE AVAILABLE. REVIEW WITH ENGINEER OF RECORDED IF CHAMBER TYPE IS REVISED. • PLACE INSPECTION PORTS AT BOTH ENDS OF THE FIELD CHAMBER RUNS. Table 10-i Soil Type 0 1. Table 6.28-1 Minimum Horizontal Distances in Feet Between Components of an On -Site Wastewater Treatment System Installed After November IS- 1973 and Water- Phvsical and Health Imnact Features Sprinq Potable Potable Dwelling Property Subsurface Lake, Dry Septic Well, Water Water Occupied Lines, Drain, Water Gulch, Tank Suction Supply Supply Building Piped or Intermittent Course, Cut Line Line Cistern Lined Irrigation Stream, Bank, Irrigatio Lateral, Wetland Fill n Ditch Drywell, Area Stormwater (from Infiltration Crest) Structure Septic Tank, Higher Level Treatment Unit, 502 102 25 10 10 1004 10 -- Dosing Tank, Vault 102 252 0 102 euiIdin Sewer or Effluent Lines 5{]2 102 1D024 102 -- STA Trench, STA Bed, Unlined Sand 'I001 252 1 0 20 10 25 1 D04 25 5 Filter, Sub -surface Dispersal System, Seepage Pit Lined Sand Filter 60 102 25 15 110 10 1004 10 5 Lined Evapotranspiration Field or Outside 60 10' 2� t: 11_I 10 1 D04 10 5 of Berm of Lined Wastewater Pond Unlined Sand Filter in Soil With a 'I001 252 25 1 `1j 110 25 1 D04 15 10 Percolation Rate Slower than 60 Minutes per Inch, Unlined or Partially Lined Evapotranspiration System, Outside of Berm of Unlined Wastewater Pond, or System Not Relying on STA for Treatment Other than Aerosol Vault Privy 50 1 D2 25 15 10 10 1 D04 10 -- System Not Relying on STA for 1003 10` -0 1'15 10 0 1004 10 10 Treatment and Utilizing Aerosol Methods 7 43.10 Design Criteria- Sail Treatment Area Soil Treatment Area Long-term Acceptance Rates by Soil Texture, Soil Structure, Percolation Rate and Treatment Level Long-term Acrepta nw Rate (LTAR); Soil Type, Texture, Structure and Percolation Rate Range Gallons per day per square foot USDA Soil USDA Soil Structure- Structure- Percolation Treatment Treatment Treatment Treatment Treatment USDA Sail Texture Shupe Grade (Rate (Illl Level 1' L.evel 2' ,Level 2N' Level 31 Level 3N'* Soil Type with rn G►d NJlnlmum3-fdot dial than Types rack mom S>Q� types 2-5 whitith mare (Single Grain} unlined Minimum 2-toot deep unlined sand Iftr mq�: t11en 50% Rack (>2mm) Sand flttf3r required Sand, Loamy Sand -- 0 5-15 0.80 1.25 1.25 1.40 1.40 PR (Prismatic) Sandy Loam, Loam, Silt Ill 2 (Moderate) 16-25 0.60 0,90 0.90 1,00 1.00 Loam (Blocky) 3 (Strong) R (Gran ular] 2A Sandy Loam, Loam, Silt PR, BK, GR 1 (Weak) -40 0.50 0.70 0.70 0.80 0.80 Laam 0 (none) Massive aanu]f t.lay L.aam, L.Ic, Loam, Silty ClayLoam r-rs, on, G R 2,3 41-60 0.35 0.50 0.50 0.60 0.60 3A Sandy '�Jyla'{��'yJ 7 Lamm, Silly Oily Loam PR Bill Model E1-T 0.30 o�40 O.4Q 0.80 1>f. Saraiy Clay, Clay, SIIgF Clay PR, S opt, 8 78.90 U.20 0.30 1).30 8.30 0.0 4A SandyClay, C iitiX 0Ar Illi�l►M1 91 �-120 0.15 0.20 0.20 0.20 0.20�p 0 S Soil 1Wft 24A Piety 1, 2, 3 121+ 0.10 0.13 0.14 0.151 0.15 NOTE: Shaded areas require system design by a professional engineer. 1 Treatment levels are defined in Table 5-3. 2 Unlined sand filters in these soil types shall provide pathogen removal. Design shall conform to section 11.C.2.c, Unlined Sand Filters Higher long -terra acceptance rates for Treatment Level 3N may be allowed for it required to have a discharge permit, if the capability of the design to achieve a higher long-term acceptance rate can be substantiated. PITKIN COUNTY SETBACK GUIDELINES REMOVABLE PVC CAP - INSTALL MARKER IF CAP IS TO BE BURIED. FINISH GRADE-\ o a�oo° C o 4" COU 4" 45• SWEEP 4" SEWER 4 11 X -r A -r PVC WYE SEWER CLEAN OUT DETAIL TER CLEAN OUT ASSEMBLY W W U ww Z�QF Z z 00 � w j00-1 pWZF U� 0)0 a yD zXaw X E.0 ,- I- 00NW U)o2m w� ZU N z Ld °0I=--2 IL - U) DO 0 o wOoz m �-wO(0 I- o - U) Q m Jw 4 �U m mO�,U NL-Qm v amWz o U J m o 7 7Ld W � z Y U w W U10 J O JIL d Z V Lo a o'.0) w W�0 I✓ O O Z to °U U V 5 'O ZW? - jz w WN0 In JQ� LLW l� ZZ O r,,Zh O �ow U = IL ,x V Z o IM W ,�AWj__, V) 1^ O J4 '� W U) O FL.. U) z > 1" > i�i W I O m j.. 'Q z � N--" Z � I-- O PROJECT NO. 2151075 LTAR CALCULATION SHEET N.T.S. OwT•S-2 T R U E N O R T H 1 A 2 5 E G BUILDING 100 = SITE 8043 9X19 SHOWN 5 0 F T S E TB A C K 50 48 48 48 46 4446 42 42 44 42 42 44 46 52 54 56 48 50 44 46 45 ACTIVITY ENVELOPE NEW DRIVEWAY- SEE CIVIL DRAWINGS FOR LAYOUT INFORMATION BUILDING ENVELOPE EXISTING GRADE PROPOSED GRADE -SEE CIVIL SLOPE GRADE DOWN LANDSCAPE WALLS AND STEPS CDU PARKING 50 FT SETBACK PROPERTY LINE- SEE PLAT FOR LOT LINE CONFIGURATION 5 0 ' - 0 " S E T B A C K WEST BUTTERMILK RD. PROPOSED CDU FACE OF BUILDING BELOW SHOWN DASHED SLOPE TO DRAIN MIN 1:48 . . . 6 0 ' - 0 " T O G R I D S A - 1 TOP OF 4 BUILDING CORNERS= 8055 BUILDING NORTH ROOF SCUPPER Scale Plot Time matadesign@mac.com 970. 274. 6011. Project Address: 594 West Buttermilk Rd. Aspen, CO Pitkin County P R O J E C T T E A M: Architect: Martin Mata, Architect Mata Design Company 970-274-6011 matadesign@mac.com Mdesignmata company Owner: Linda Bedell Aspen, CO Legal Description: Lot 1 West Buttermilk Aspen, CO Surveying/ Civil Engineering: High Country Engineering 1517 Blake Avenue, Ste 101 Glenwood Springs, CO 81601 970-945-8676 Structural Engineer: Rakowski- Millard Structural Design, LLC 1175 County Rd 154, Ste 103 Glenwood Springs, CO 81601 970-963-9643 Geotechnical Engineer: HP Geotech 5020 County Rd. 154 Glenwood Springs, CO 81601 970-945-7988 General Contractor: David Lambert Construction P.O. Box 1727 Basalt, CO 81621 970-927-5393 Land Use Consultant: Davis Horn, Inc 215 S. Monarch, Ste 104 Aspen, CO 81611 970-925-6587 1" = 10'-0" 5/23/2016 12:20:24 PM X: \ 2 - K - I m a c \ x B u t t e r m i l k \ z L o t 1 B u t t e r m i l k . r v t A101 Architectural Site Plan & Roof Plan 2735-034-02-001 CDU BEDELL RESIDENCE 05-23-16 BUILDING PERMIT Parcel I.D. # 1" = 10'-0"1 Site Plan- CDU 2 1-Entry Drive B 3 2-NE 4 3-NW 5 5-SW #Revision DescriptionDate 1 A401 2 A401 w/d 1 1 A A 2 2 3 3 4 4 5 5 47' - 8" 5' - 2"2' - 4"27' - 8"12' - 6" B B D D E E G G 31 ' - 0 " 6' - 4 " 7' - 5 3 / 4 " 9' - 2 1 / 4 " 8' - 0 " 2' - 2" 5 1/2"14' - 5 1/2"5 1/2"6' - 0"5 1/2"8' - 2"5 1/2"11' - 7"5 1/2" 2' - 10" 3"5 3/4" 4' - 6" C C 1' - 3 " 5/ 8 " 5 1 / 2 " 5' - 5 " 10 ' - 6 3 / 4 " 5 1 / 2 " 11 ' - 0 3 / 4 " EQ EQ FULL SIZE COMPACT 30X32 CS ACCESS 23 ' - 0 " 42' - 6"5' - 2" 8' - 0 " Kitchen 102 Living 101 Laundry 103 Bath 104 Office 105 Master 106 Clos 107 3 A401 8' - 0"8' - 0"EQ EQ 4' - 0 " 2' - 4 " EQ EQ EQ EQ vif 2' - 3 3/8" EQ EQ F F 104103 101 A 105 N M K J GFEDCB 106 107 108 109 PORCH COLUMN ENCLOSURE EDGE OF ROOF FASCIA ABOVE F.P. EXHAUST EQ EQ -APPLIANCES TO MEET PITCO CDU REQUIREMENTS -2BIN RECYCLING CTR PER PITCO EFF BLG CODE RETURN AIR HIGH DUAL FLUSH PER EFF BLG CODE ALT CS LOCATION 30X40 SHOWN TC 42 GAS APPLIANCE ELECT TYP WALL SCONCE TYP STEP LIGHT UP10X6" SLAB ON GRADE 964.34 s.f. exterior face of exterior walls 524.52 s.f. Covered Porch area 904 s.f. inside of exterior walls per CDU guidelines Scale Pl o t Ti m e matadesign@mac.com 970. 274. 6011. Project Address: 594 West Buttermilk Rd. Aspen, CO Pitkin County P R O J E C T T E A M: Architect: Martin Mata, Architect Mata Design Company 970-274-6011 matadesign@mac.com Mdesignmata company Owner: Linda Bedell Aspen, CO Legal Description: Lot 1 West Buttermilk Aspen, CO Surveying/ Civil Engineering: High Country Engineering 1517 Blake Avenue, Ste 101 Glenwood Springs, CO 81601 970-945-8676 Structural Engineer: Rakowski- Millard Structural Design, LLC 1175 County Rd 154, Ste 103 Glenwood Springs, CO 81601 970-963-9643 Geotechnical Engineer: HP Geotech 5020 County Rd. 154 Glenwood Springs, CO 81601 970-945-7988 General Contractor: David Lambert Construction P.O. Box 1727 Basalt, CO 81621 970-927-5393 Land Use Consultant: Davis Horn, Inc 215 S. Monarch, Ste 104 Aspen, CO 81611 970-925-6587 As indicated 5/ 2 3 /2 0 1 6 1 2 :2 0 : 2 5 P M X: \ 2 - K - I m a c \ x B u t t e r m i l k \ z L o t 1 B u t t e r m i l k . r v t A201 Floor Plan Level 1 & Floor Area Calculations 2735-034-02-001 CDU BEDELL RESIDENCE 05-23-16 BUILDING PERMIT Parcel I.D. # 1/4" = 1'-0"1 Level 1- Main Level 1/8" = 1'-0"2 Level 1- Main Level 1/8" = 1'-0"3 Level 1- Main Level Door Schedule Mark OPERATION Width Height 101 EXTERIOR SWING 2' - 8" 8' - 0" 103 EXTERIOR SLIDER 8' - 0" 8' - 0" 104 EXTERIOR SLIDER 8' - 0" 8' - 0" 105 EXTERIOR SLIDER 8' - 0" 8' - 0" 106 INTERIOR SWING 2' - 8" 8' - 0" 107 INTERIOR SWING 2' - 8" 8' - 0" 108 INTERIOR POCKET 2' - 6" 8' - 0" 109 INERIORT POCKET 2' - 6" 8' - 0" Window Schedule Mark Operation Width Height Sill Height Head Height AFIXED 1' - 6" 10' - 0"0" 10' - 0" B AWNING 3' - 0" 2' - 0" 8' - 0" 10' - 0" CFIXED 6' - 0" 2' - 0" 8' - 0" 10' - 0" D AWNING 3' - 0" 2' - 0" 8' - 0" 10' - 0" E AWNING 3' - 0" 2' - 0" 8' - 0" 10' - 0" F AWNING 3' - 0" 2' - 0" 8' - 0" 10' - 0" G AWNING 5' - 0" 2' - 0" 8' - 0" 10' - 0" J CASEMENT 2' - 4 1/4" 5' - 0" 3' - 0" 8' - 0" K CASEMENT 2' - 6" 5' - 0" 3' - 0" 8' - 0" MFIXED 5' - 6" 5' - 0" 3' - 0" 8' - 0" N CASEMENT 2' - 6" 5' - 0" 3' - 0" 8' - 0" P FIXED TRANSOM 8' - 2" 2' - 0" 8' - 0" 10' - 0" Q FIXED TRANSOM 8' - 2" 2' - 0" 8' - 0" 10' - 0" R FIXED TRANSOM 8' - 2" 2' - 0" 8' - 0" 10' - 0" S FIXED TRANSOM 2' - 8" 2' - 0" 8' - 0" 10' - 0" #Revision DescriptionDate FAR CALCULATIONS: 5,000.00 964.34 4,035.66 s.f. s.f. s.f. ALLOWABLE FLOOR AREA CDU REMAINING ALLOWABLE FLOOR AREA 750.00 0.00 750.00 s.f. s.f. s.f. ALLOWABLE DECK AREA CDU REMAINING ALLOWABLE DECK AREA 1 A 2 3 4 5 B D E G C Kitchen 102 Laundry 103 Bath 104 Office 105 Master 106 Living 101 F SMOKE/CO DETECTOR PER PitCo CODE SECTION 11.38 RETURN AIR HIGH 1 A401 2 A401 1 A 2 3 4 5 B D E G C 30X32 Conditioned Crawl Space 001 Porch Above south Porch Above west 3 A401 F ALT CS ACCESS 30x40 SHOWN RETURN AIR ABOVE TANKLESS W.H. FURNACE FORCED AIR TRUNK SECONDARY FORCED AIR DUCT SH O W N 4' - 0 " 1- MECHANICAL LOCATIONS SHOWN ARE CONCEPTUAL- FINAL LOCATIONS AND CLEARANCES ARE TO BE COORDINATED WITH MFR REQUIREMENTS AND OWNER 2- INSTAL RADON MITIGATION SYSTEM BELOW FINISH FLOOR SURFACE FOR COLLECTION POINT ALONG GRID 5. TEST FOR RADON AFTER BUILDING IS IN-PLACE Scale Pl o t Ti m e matadesign@mac.com 970. 274. 6011. Project Address: 594 West Buttermilk Rd. Aspen, CO Pitkin County P R O J E C T T E A M: Architect: Martin Mata, Architect Mata Design Company 970-274-6011 matadesign@mac.com Mdesignmata company Owner: Linda Bedell Aspen, CO Legal Description: Lot 1 West Buttermilk Aspen, CO Surveying/ Civil Engineering: High Country Engineering 1517 Blake Avenue, Ste 101 Glenwood Springs, CO 81601 970-945-8676 Structural Engineer: Rakowski- Millard Structural Design, LLC 1175 County Rd 154, Ste 103 Glenwood Springs, CO 81601 970-963-9643 Geotechnical Engineer: HP Geotech 5020 County Rd. 154 Glenwood Springs, CO 81601 970-945-7988 General Contractor: David Lambert Construction P.O. Box 1727 Basalt, CO 81621 970-927-5393 Land Use Consultant: Davis Horn, Inc 215 S. Monarch, Ste 104 Aspen, CO 81611 970-925-6587 1/4" = 1'-0" 5/ 2 3 /2 0 1 6 1 2 :2 0 : 2 6 P M X: \ 2 - K - I m a c \ x B u t t e r m i l k \ z L o t 1 B u t t e r m i l k . r v t A202 Crawl Space Floor Plan & Reflected Ceiling Plan 2735-034-02-001 CDU BEDELL RESIDENCE 05-23-16 BUILDING PERMIT Parcel I.D. # 1/4" = 1'-0"1 Level 1- Main Level Reflected Ceiling Plan #Revision DescriptionDate 1/4" = 1'-0"2 Level 0- Crawlspace Level 1- Main Level 100' - 0" Level 2- Plate Ht 110' - 0" 2 A401 1 2 3 4 5 3 A401 EX'G GRADE 14FT ABOVE EX'G GRADE P 105104 QR 103 1 A401 A D E GF EX'G GRADE 14FT ABOVE EX'G GRADE 101 S A 1 A401 AEGCF EX'G GRADE 14FT ABOVE EX'G GRADE R 3' - 0" MN K J COORDINATE WITH OWNER ALL FINAL LOCATIONS OF MECH EQUIPMENT EXHAUST/ INTAKE LOCATIONS PER MFR & CODE REQUIREMENTS Level 1- Main Level 100' - 0" Level 2- Plate Ht 110' - 0" 2 A401 1245 3 A401 EX'G GRADE 14FT ABOVE EX'G GRADE BCDEFG 2 A401 3 A401 BCDEFG INSULTED GLASS IN METAL CLAD WOOD FRAME U=.32 OR BETTER METAL FASCIA WOOD SIDING METAL COLUMN ENCLOSURES LANDSCAPE WALLS Scale Pl o t Ti m e matadesign@mac.com 970. 274. 6011. Project Address: 594 West Buttermilk Rd. Aspen, CO Pitkin County P R O J E C T T E A M: Architect: Martin Mata, Architect Mata Design Company 970-274-6011 matadesign@mac.com Mdesignmata company Owner: Linda Bedell Aspen, CO Legal Description: Lot 1 West Buttermilk Aspen, CO Surveying/ Civil Engineering: High Country Engineering 1517 Blake Avenue, Ste 101 Glenwood Springs, CO 81601 970-945-8676 Structural Engineer: Rakowski- Millard Structural Design, LLC 1175 County Rd 154, Ste 103 Glenwood Springs, CO 81601 970-963-9643 Geotechnical Engineer: HP Geotech 5020 County Rd. 154 Glenwood Springs, CO 81601 970-945-7988 General Contractor: David Lambert Construction P.O. Box 1727 Basalt, CO 81621 970-927-5393 Land Use Consultant: Davis Horn, Inc 215 S. Monarch, Ste 104 Aspen, CO 81611 970-925-6587 1/4" = 1'-0" 5/ 2 3 /2 0 1 6 1 2 :2 0 : 3 9 P M X: \ 2 - K - I m a c \ x B u t t e r m i l k \ z L o t 1 B u t t e r m i l k . r v t A301 Exterior Elevations 2735-034-02-001 CDU BEDELL RESIDENCE 05-23-16 BUILDING PERMIT Parcel I.D. # 1/4" = 1'-0"1 South 1/4" = 1'-0"2 West 1/4" = 1'-0"4 East 1/4" = 1'-0"3 North-2 1/4" = 1'-0"5 North #Revision DescriptionDate 6 1-Entry Drive A Level 1- Main Level 100' - 0" Level 2- Plate Ht 110' - 0" 2 A401 Level 0- Crawlspace 93' - 5" 10 ' - 0 " 6' - 7 " 1 2 3 4 5 Office 105 Bath 104 Laundry 103 Kitchen 102 Conditioned Crawl Space 001 3 A401 F1 R1 W3 F3 F2 R2 W1W2 1 A401 A B D E GC 5' - 6 " M A X C L E A R 5' - 5 5 / 8 " 11 7 / 8 " Master 106 Office 105 Conditioned Crawl Space 001 5" 1' - 0 1 / 2 " 10 ' - 0 " 1 1 / 2 " F ST E P F T G AL T 3 ' - 5 " + / - 104' - 0" RE T A I N I N G W A L L H E I G H T 7' - 4 " A L T E R N A T E PER STRUCT RET WALL PER STRUCT Level 1- Main Level 100' - 0" Level 2- Plate Ht 110' - 0" Level 0- Crawlspace 93' - 5" ABDEGCF Living 101 Conditioned Crawl Space 001 Laundry 103 TC42 SHOWN 6' - 2 1 / 4 " M I N MI N 2' - 6 " COVERED PORCH OOPEN 3 SIDES LANDSCAPE WALLS- MATERIAL TO BE DETERMINED. SUBMIT ENGINEER DRAWINGS IF GREATER THAN 4FT TALL Scale Pl o t Ti m e matadesign@mac.com 970. 274. 6011. Project Address: 594 West Buttermilk Rd. Aspen, CO Pitkin County P R O J E C T T E A M: Architect: Martin Mata, Architect Mata Design Company 970-274-6011 matadesign@mac.com Mdesignmata company Owner: Linda Bedell Aspen, CO Legal Description: Lot 1 West Buttermilk Aspen, CO Surveying/ Civil Engineering: High Country Engineering 1517 Blake Avenue, Ste 101 Glenwood Springs, CO 81601 970-945-8676 Structural Engineer: Rakowski- Millard Structural Design, LLC 1175 County Rd 154, Ste 103 Glenwood Springs, CO 81601 970-963-9643 Geotechnical Engineer: HP Geotech 5020 County Rd. 154 Glenwood Springs, CO 81601 970-945-7988 General Contractor: David Lambert Construction P.O. Box 1727 Basalt, CO 81621 970-927-5393 Land Use Consultant: Davis Horn, Inc 215 S. Monarch, Ste 104 Aspen, CO 81611 970-925-6587 1/4" = 1'-0" 5/ 2 3 /2 0 1 6 1 2 :2 0 : 4 5 P M X: \ 2 - K - I m a c \ x B u t t e r m i l k \ z L o t 1 B u t t e r m i l k . r v t A401 Building Sections 2735-034-02-001 CDU BEDELL RESIDENCE 05-23-16 BUILDING PERMIT Parcel I.D. # 1/4" = 1'-0"1 Section 1 1/4" = 1'-0"2 Section 2 1/4" = 1'-0"3 Section 3 #Revision DescriptionDate Roof Assembly Taken From The UL On-Line Certifications Directory TGFU.R9334 'Roofing Systems' : R1 Typical New Flat Roof Assembly (over living space)F1 Typical Interior Floor Assembly -interior finish system (tile, carpet, wood, etc) -3/4" t&g ply as per structural -R-30 batt Insulation in joist cavity -structural joists -conditioned crawlspace R2 Typical New Flat Roof Assembly (over exterior porch) F2 Non-Combustible Assembly As Per TGFU.R9334 above and Roof Mfr. Recommendations: -4" max decorative stone ballast -GenFlex TPO membrane -GenFlex ISO 1/4" per ft. Tapered Insulation -1/4" DensDeck -3/4" ply deck as per structural -Non-Vented R-49 closed cell spray polyurethane insulation -5/8" interior gwb on structural roof joists -interior finish -for alternate spray+batt- insulation contractor to submit dew point calc to Blg Dept. -for alternate roof mfr submit corresponding 'class A' assembly documentation Non-Combustible Assembly As Per TGFU.R9334 above and Roof Mfr. Recommendations: -Similar to R1 above -Non-insulated structural joist cavity -5/8" DensGlass Fireguard on structural roof joists -exterior finish W1 Typical Exterior Wall Assembly (wood siding) -interior finish -5/8" interior gwb (m.r. @ damp areas; cement board at wet areas) -2x studs per struct. -Vapor barrier -Min R-21 Insulation -1/2" exterior wall sheathing as per structural -Exterior wall-wrap -1x wood siding W2 Typical Interior Wall Assembly -interior finish -5/8" interior gwb -2x studs per struct -sound batt Insulation -5/8" interior gwb -interior finish (m.r. @ damp areas; cement board at wet areas) W3 & F3 Typical Exterior Slab-On-Grade Assembly (Non Heated) -4" concrete slab as per structural (coordinate color & finish texture with owner) -Soil substrate as per str & geotech recommendations Building Assembly Key Typical Crawlspace Notes -exterior damp-proofing -conditioned crawl space per R408.3 -vapor retarder per 408.3.1 -conditioned air suppy per 408.3.2.2 -insulate crawl space wall with minimum of R-10 continuous per IECC -alternate conc slab per struct THIS PROJECT REGION 7&8 STRUCTURAL GENERAL NOTES & SPECIFICATIONS   GENERAL REQUIREMENTS: Structural Design is based on drawings by Mata Design Company, dated May 17, 2016. A. DESIGN LIVE LOADS 1. Basic Roof Snow 75 PSF 4. Garages 50 PSF 2. Residential Floors 40 PSF 5. Wind, 90 mph, Exposure B 3. Covered Decks 60 PSF 6. Seismic Design — Category C B. DESIGN CODES The requirements of the International Building Code (I.B.C.), the International Residential Code (I.R.C.) and local jurisdiction code revisions shall govern the design and construction of this work. The following codes and editions were used: • International Code Council International Building Code (IBC 2009) • International Code Council International Residential Code (IRC 2009) C. CHANGES OR MODIFICATIONS 1. Any changes to the structural drawings required due to the acceptance of alternates and/or substitutions are the responsibility of the contractor and shall be submitted to the S.E.R. for approval. 2. Contractor shall notify S.E.R. before cutting or modifying any structural systems for any reason. D. SHOP DRAWINGS It is recommended that the contractor submit the following shop drawings: a. Steel shops laying out and detail all structural steel indicated on plans. It is the contractor’s responsibility to read the drawings and determine which shops are necessary and submit these to the S.E.R in a timely manner. S.E.R.'s review is intended only as an aid to the contractor in obtaining correct shop drawings. Responsibility for correctness shall rest with the contractor. 1. Shop drawings shall be submitted to the architect for all structural items in addition to items required by architectural speciﬁcations. 3. The contractor shall review all shop drawings prior to submittal. Items not in accordance with the contract documents shall be ﬂagged upon his review. 4. Verify all dimensions with the architect before submission to the S.E.R. 5. Any changes, substitutions, or deviations from original contract drawings shall be clouded by manufacturer or fabricator. Any of the aforementioned which are not clouded or ﬂagged, by submitting parties, shall not be considered approved after S.E.R.’s review, U.N.O. 6. The shop drawings do not replace the original contract drawings. It is the contractor’s responsibility to make sure items are constructed to original drawings. 7. The adequacy of engineering designs and layout performed by others rests with the designing or submitting authority. 8. The use of reproductions of these contract drawings by any contractor, sub-contractor, fabricator, erector or material supplier in lieu of preparation of shop drawings is expressly prohibited. E. GENERAL 1. All dimensions and details on structural drawings shall be veriﬁed against the architectural drawings and any discrepancies shall be brought to the attention of the architect before construction or fabrication com- mences. DO NOT SCALE DRAWINGS. 2. Coordinate all openings through ﬂoors, walls and roofs with the Mechanical and Electrical Contractors. Notify S.E.R. if any openings are to be cut in structural systems. 3. Provide all necessary temporary bracing, shoring, guying or other means to prevent excessive stresses and to hold structural elements in place during construction. 4. Details on the structural drawings are typical. Verify all dimensions and elevations with the architectural drawings. 5. The contract structural drawings and speciﬁcations represent the ﬁnished structure. They do not indicate the method of construction. The contractor shall provide all measures necessary to protect the structure during construction. Such measures shall include, but not be limited to, bracing, shoring for loads due to construction equipment, protection of existing structures. Observation visits to the site by the S.E.R. shall not include in- spection of the above items nor will the S.E.R. be responsible for the contractor’s means, methods, techniques, sequences for procedure of construction, or the safety precautions and the programs incident there to. 6. Options are for the contractor’s convenience. He shall be responsible for all changes necessary if he chooses an option and shall coordinate all details. The cost of additional design work necessitated by selection of an option shall be borne by the contractor. 7. Any engineering design provided by others and submitted for review shall bear the seal and signature of an engineer registered in Colorado. 8. Dimensions on the structural drawings are exact with the exception of masonry and sawn lumber di- mensions which are nominal. Verify all dimensions with the architectural drawings. 9. Where required construction details are not shown or noted on these plans the contractor shall notify the S.E.R. and the S.E.R. shall provide sufﬁcient details for the work to proceed. 10.Construction materials shall be spread out if placed on framed construction. Load shall not exceed the design live load per square foot. TESTING, INSPECTIONS AND OBSERVATIONS: Contractor shall provide coordination for special inspections of the construction work (paid for by owner) as out- lined in the project speciﬁcations and listed below in conformance with the provisions of Chapter 17 of the In- ternational Building Code. Special inspection shall be provided by a qualiﬁed special inspecting agency as ap- proved by the local building ofﬁcial. A. SPECIAL INSPECTOR OBSERVATIONS 1. Concrete (IBC Section 1704.4) a. The taking of test specimens to determine compressive strength. b. Placement of reinforcement special inspection need not be continuous, but must be done once placement is completed and prior to closing the forms. Items to be checked include: bar size, grade quantities, spacing, lap splice, locations and length. Bars should be clean and free of organic material and excessive rust and must have proper concrete coverage. c. Embedded anchor bolts and studs special inspection shall be done on a continuous basis. Items to be checked are proper anchor diameters, embedment lengths, spacing between anchors, edge distances and concrete consolidation around anchors. 2. Structural Welding (IBC Section 1704.3) a. All welding shall receive continuous special inspection except welding done in an approved fabricators shop in accordance with Chapter 17, Section 1704.3 and Table 1704.3 of the IBC. b. The special inspector need not be continuously present during welding of the following items, provided the material's qualiﬁcations of welding procedures and welders are veriﬁed prior to the start of work. Periodic inspections are made of work in progress, and a visual inspection of all welds is made prior to completion or prior to shipment of shop welding. 1) Single pass ﬁllet welds not exceeding 5/16" in size. c. Items to be checked are, the certiﬁcation of the welders, welding procedures, materials, visual inspection of weld size, length, quality, quantity and spacing. 3. Epoxy Bolts Epoxy bolts used in vertical application (i.e.-top of wall), with no uplift loading, the inspection may be periodic. Epoxy bolts used in a horizontal application (i.e.-face of wall) shall have continuous inspection throughout the installation process. B. STRUCTURAL OBSERVATIONS Structural engineer may make periodic observations of the construction. Such observations shall not replace required inspections by the governing authorities or serve as special inspections as may be required by Chap- ter 17 of the International Building Code. FOUNDATION: A. EXCAVATION 1. Contractor shall provide all necessary sheeting, shoring and bracing where required to properly and safely complete the work. 2. Avoid excessive wetting or drying of the foundation excavation during construction, keep excavations reasonably free of water at all times and completely free of water during placement of the concrete. B. DESIGN 1. Foundation design is based on the soils report prepared by HP Geotech, project no. 115 386A, dated Au- gust 28, 2016 for Lot 1, Buttermilk Meadows PUD, intersection of West Buttermilk road and Buttermilk Lane in Pitkin County, Colorado. It is required by the S.E.R. that a geotechnical engineer licensed in the State of Colorado, verify the aforemen- tioned soils report and the results contained therein by inspecting and testing the bearing soils after excava- tion. The S.E.R. shall be given a copy of this on site soils report. The S.E.R. shall be given an opportunity to review the soils report, and adjust the structural design and drawings per the revised soils report prior to the placement of the footings. 2. Footings shall bear on natural undisturbed soil or adequately compacted structural ﬁll per geotechnical en - gineer, below the frost depth required by the applicable building code. Any discrepancies with the footing ele- vations shown on the plans shall be brought to the attention of the S.E.R. Footing are designed with the fol- lowing allowable bearing pressures: Maximum 2000 psf (DL + LL) Minimum 0 psf (DL) 3. Basement and retaining walls are designed based on the following: Active pressure 40 pcf Passive pressure 375 pcf At-rest pressure 50 pcf Coefﬁcient of friction 0.5 C. GENERAL REQUIREMENTS 1. Center foundations under columns and walls unless noted otherwise. 2. Provide foundation ventilation in crawl space areas as required by section 2303.3 of the I.B.C. 3. Backﬁll on walls with ﬁll on both sides shall be compacted in equal lifts each side of wall. Walls backﬁlled on one side only shall have all supporting slabs, permanent framing or temporary bracing in place prior to placement of the backﬁll (unless noted otherwise on plans). 4. Site retaining walls not shown on foundation plan shall not be attached to the foundation (unless noted other- wise on plans). CONCRETE: A. CONCRETE REQUIREMENTS Concrete shall be constructed in accordance with the latest edition of the American Concrete Institute Building Code, ACI 318 and Speciﬁcations for Structural Concrete for Buildings, ACI 301. Provide hot or cold weather protection per ACI 305 & 306. 1. Concrete shall develop a minimum compressive strength at 28 days of: Walls & footings 3000 psi Slabs 3000 psi 2. Provide Type II cement with 4%-8% air entrainment and a 4” slump. Concrete aggregate shall be ¾” normal weight stone except were lightweight concrete is speciﬁed. No admixtures shall be used without approval by the S.E.R. 3. Concrete shall be placed in a manner to prevent voids by using mechanical vibration and/or other approved method. Do not place pipes, ducts, or chases in the structural concrete without approval of the S.E.R. Thoroughly clean all keyways and construction joints prior to placing concrete in adjacent area. Concrete shall not be in per- manent contact with aluminum. B. REINFORCING Detailing, fabrication, and erection of reinforcing steel bars shall comply with the ACI Manual of Standard Practice for Detailing Reinforced Concrete Structures ACI 315. 1. Reinforcing steel shall be high strength deformed bars conforming to ASTM A615 grade 60. except weldable reinforcement which shall be ASTM A706, Grade 60. 2. Concrete protection for reinforcement: Cast against and permanently exposed to earth ................................ 3 in. Exposed to earth or weather ………………………… #3–#5 bar 1 1/2 in. Not exposed to earth or weather ..............................… slabs & walls 3/4 in. beams & cols 1 1/2 in. 3. Re-bar lap splices shall be a minimum of 36 bar diameters, unless noted otherwise. Splices shall be staggered a minimum of 24" O.C. 4. Discontinue 1/2 of horizontal steel across construction/control joints. 5. Provide corner bars of equal size and spacing around all corners and intersections. 6. Provide 2–#5 bars with a minimum of 2'–0" projection beyond the sides of all openings in walls, beams and slabs. Provide 1–#5 x 4'–0" diagonally at all re-entrant corners of slabs. 7. Provide accessories necessary to properly support reinforcing at the positions shown on the plans. 8. Reinforcing spacings are maximum on center and all reinforcing is continuous, unless noted otherwise. 9. Splices in horizontal beams and walls shall occur at mid span for top bars and over supports for bottom bars. C. SLABS-ON-GRADE 1. All slabs-on-ground shall be 4" thick and reinforced with #4 @ 18" on center each way, unless noted otherwise. Reinforcement to be placed in center of slab and placed on manufactured chair supports. 2. Thicken all free slab edges to 8" x 8" with #5 continuous (top and bottom) unless noted otherwise on plans. 3. Provide construction/control joints in slabs-on-ground not to exceed 12’-0” on center or as shown on the plans. Isolate all slabs on grade from structural elements with expansion joint material equal to QUIKRETE’s Expansion Joint Strips (ASTM D 1751) 1/2" x 4" x 5". STEEL: A. STRUCTURAL STEEL Structural steel shall be detailed, fabricated and erected in accordance with latest provisions of the AISC Manual of Steel Construction and AISC Code of Standard Practice. 1. Steel shapes and their properties shall be as follows, U.N.O.: a. All wide ﬂange W shapes shall conform to ASTM A992 b. Channels, angles, plates shall conform to ASTM A36 c. Hollow structural shapes, HSS shall conform to ASTM A500 (Gr. B) d. Anchor rods shall conform to ASTM F1554 Grade 36, and anchor bolts ASTM A307 2. Bolts shall conform to ASTM A325 type 1, U.N.O. on plans. Bolt size shall be ¾”ø, U.N.O. The joint type shall be snug-tightened, U.N.O. The bolts shall be installed in accordance with section 8.1 of AISC’s Speciﬁca- tion for Structural Joints Using ASTM A325 or A490 Bolts. When required on plans, installation of high strength bolts shall be in accordance with the aforementioned speciﬁcation. 3. All welds shall be made with E70XX electrodes. All welding shall Comply with AWS D1.1 Structural Welding Code and shall be performed by AWS certiﬁed welders. 4. Provide shop applied paint in accordance with the Steel Structures Painting Council speciﬁcations as for all exterior members, architecturally exposed members, any members exposed to weather for an excessive period of time during construction, and where indicated on construction documents. Omit shop paint on surfaces to be welded, surfaces to receive welded stud, and contact surfaces of bolted connections. Provide ﬁeld primer paint for painted members at welds, bolted connections, and areas of abraded shop paint. B. NON-SHRINK GROUT AND ANCHOR BOLTS 1. Anchor bolts used with steel shapes shall be ¾”ø with minimum of 7" embedment and shall conform to ASTM A307 U.N.O. Anchor bolts embedded in concrete shall be placed with setting templates. Location and coordination of anchor bolt placement shall be the responsibility of the steel fabricator. Steel fabricator shall supply anchor bolt setting plan. 2. All column base plates shall have ¾” min to 2” max grout pack. Grout pack shall be non-shrink, non corrosive, nonmetallic, nonstaining product containing selected silica sands, portland cement, and water-reducing agents. The product shall require only the addition of water and shall comply with the requirements of ASTM C- 827. A minimum compressive strength of 3,000 psi after one day and 7,000 psi after 28 days shall be developed. 3. Expansion anchor shall be Simpson Strong Tie WEDGE-ALL anchors, installed in accordance with the manufacturer’s requirements. Anchor diameter and embedment per drawing. Equivalent expansion anchor maybe used with approval by the S.E.R. 4. Epoxy anchor shall be installed with Simpson Strong Tie SET. installed in accordance with the manufac- turer’s requirements. Anchor type, diameter, and embedment per drawing. Equivalent epoxy adhesive maybe used with approval by the S.E.R. C. STEEL CONNECTIONS 1. Provide bolted connections for steel beams per the latest A.I.S.C. Manual of Steel Construction. Except where otherwise shown, provide connections to support loads equal to one-half the total uniform load capacity of the member, U.N.O. 2. A minimum of two bolts shall be used for all connections. Size and grade of bolts shall be determined by the fabricator, U.N.O. STRUCTURAL WOOD FRAMING: A. DIMENSIONAL LUMBER All timber construction light and heavy shall conform to the latest edition of the National Design Speciﬁcations for Wood Construction. The following grading agencies are used for grading the structural wood framing: Na- tional Forest Products the Western Wood Products Association (WWPAW), the National Lumber Grades Author- ity (NLGA), and the Redwood Inspection Service (RIS). 1. Structural framing lumber shall be kiln dried Douglas Fir/Larch, U.N.O. The following design values were used for Douglas Fir/Larch (all applicable stress factors apply per I.B.C. section 2306): Structural Joists, built-up columns and studs (≥ 2x4), No. 2 or better Fb = 900 psi Fv = 180 psi Fc | = 625 psi E = 1 600 000 psi Beams and Stringers, No. 1 Fb = 1350 psi Fv = 170 psi Fc | = 625 psi E = 1 600 000 psi 2. All pressure treated lumber shall be Southern Yellow Pine #2 or better, U.N.O. All wood attached to con - crete or masonry shall be pressure treated lumber. Pressure treated lumber may require heavier galvanizing treatments for fasteners and framing hardware. The contractor is to consult with the supplier, manufacturer, and local building ofﬁcial for current treatment requirements. The following design values were used for Southern Yellow Pine: Structural Joists, built-up columns and studs (≥ 2x4), No. 2 or better Fb = 1500 psi Fv = 175 psi Fc | = 565 psi E = 1 600 000 psi 3. Sizes shown for structural wood framing are nominal sizes. 4. Attach sill plates with ½”ø hooked anchor bolts (7" minimum embedment) at 48" on center U.N.O. 5. Install all joists and beams with camber, if any, to top U.N.O. 6. Beams are not a substitute for joist in layout. If beam falls in joist layout space, place joist next to beam. 7. Provide built-up wood columns of 2-2x6 (or 2-2x4 at 2x4 stud wall) or a minimum number of studs to equal supported beam width U.N.O. 8. All multiple stud columns shown at the ends of headers indicate the number of trimmers. King studs are addi- tional to the number of column studs shown. B. FASTENERS AND CONNECTORS Alternate fasteners and connectors to those listed below, which have I.C.C. approval, may be used with approval by the S.E.R. 1. All timber and wood framing nailing shall conform to the I.B.C., reference I.B.C. Table No. 2304.9.1 Fasten- ing Schedule, U.N.O.. Reference drawings for locations were additional nailing is required. 2. Nails shall meet the requirement of ASTM F 1667. Nail diameter and length used with these drawings are to be as follows, U.N.O.: Designation Length and Diameter 8d .131 x 2 ½” 10d .148 x 3” 16d .162 x 3 ½” 3. All connectors for wood framing shown on the plans such as joist hangers, beam hangers, truss hangers, framing clips, hold-down anchors, etc., shall be manufactured by the Simpson Strong-Tie Company Inc, U.N.O. Install per manufacturer’s speciﬁcations. 4. Bolts for wood member connections shall be ¾”ø, ASTM A307 with a minimum 1 ½” washer each end U.N.O. Do not countersink bolts unless noted otherwise on structural drawings. 5. Lag screws shall meeting the requirements of ANSI/ASME standard B18.2.1 and they shall be installed per the latest NDS code. Each lag screw shall be installed with a washer. 6. Powder Actuated Fasteners (P.A.F.’s) for attaching wood framing to structural steel shall be Remington low velocity fasteners, length and diameter per plans. Install per manufacturer. 7. Screws called out as SDS are as manufactured by Simpson Strong-Tie Company Inc. Screws called out as OLYLOG, TLOK, LOG, LHOG or LL are as manufactured by FastenMaster Agawam, MA. 8. Screws called as #8 thru #12 wood screws shall meet ANSI/ASME standard 18.6.1. C. WALL FRAMING AND SHEATHING 1. All exterior walls designated as bearing walls shall constructed with 2x6’s @ 16”.O.C. - U.N.O. All interior walls designated as bearing walls shall be constructed with 2x6’s @ 16”.O.C. - U.N.O. 2. All exterior walls shall be sheathed with wood structural panels certiﬁed by the APA for use as wall sheath- ing labeled, “EXTERIOR" OR "EXPOSURE 1", rated sheathing, 24/0, ½” thick attached to studs with 8d common (0.131 ø) or galvanized box nails (1” stud penetration) @ 6” O.C. at panel edges and 12” O.C. at in- termediate supports. Drive nails ﬂush with outer sheathing layer, Do not over drive nails. Use special care when using pneumatic nail guns. 3. All openings in bearing walls (interior or exterior) shall have a minimum of one full height king stud and one trimmer, with a 2-2x8 header - U.N.O. 4. Openings over 6’-0” in width shall have a minimum of 2-King studs. Number of trimmers as indicated on plan. Review wall opening schedule and typical wall framing detail. 5. Nail or screw at 12" O.C. all built-up wood columns called out on plans to the sheathing or drywall. D. FLOOR FRAMING AND SHEATHING 1. Floor sheathing shall be APA rated Sturd-I-Floor, 24” o.c. 23/32” thick, T&G. Place with 8'–0" dimension perpendicular to the joist span. End joints shall be staggered. Attach sheathing to framing with APA glue and nails; at edges with 8d common (0.131 ø) nails at 6" O.C. and at intermediate supports with 8d common nails at 12" O.C. 2. Provide 1 ¼” LSL rim boards typical at exterior ends of all ﬂoor joists and beams. 3. Block continuous at all interior joist bearings per manufacturer. 4. Provide solid wood blocking (squash blocks) within ﬂoor system for all posts and trimmers in the ﬂoor above. Blocking shall be of like material & shall match the dimensions of the columns or trimmers above. E. ROOF FRAMING AND SHEATHING 1. Roof sheathing shall be wood structural panels certiﬁed by the APA for use as roof sheathing, labeled, “EX- TERIOR" OR "EXPOSURE 1", rated sheathing, 40/20, ⅝” thick, provide plyclips midway between rafters at unsupported sheet edges (plyclips not required for rafter spacing less than 18” O.C.). Attach sheathing to fram- ing with 8d common (0.131 ø) nails at 6" O.C. and at intermediate supports with 8d common nails at 12" O.C. unless noted otherwise. F. STRUCTURAL COMPOSITE LUMBER AND PREFABRICATED WOOD I-JOIST Install members in accordance with the manufacturer’s recommendation. Holes, cuts, or notches not previously approved by the S.E.R. or the manufacturer shall not be made. Members by other manufacturers may be used if the depth, cross section and allowable unit stress are equal to that of the member speciﬁed for the particular span. 1. LAMINATED VENEER LUMBER (LVL) LVL members called for on the drawings are as manufactured by iLEVEL by Weyerhaeuser. Members marked on the drawings as ‘LVL’ and shall be 1 3/4" wide, U.N.O. Allowable unit stresses for dry conditions shall be as follows: Fb = 2,600 psi Fv = 285 psi Fc | = 750 psi E= 1,900,000 psi 2. PARALLAM LUMBER (PSL) PSL members called for on the drawings are as manufactured by iLEVEL by Weyerhaeuser. Allowable unit stresses for dry conditions shall be as follows: Fb = 2,900 psi Fv = 290 psi Fc | = 750 psi E= 2,000,000 psi Allowable unit stresses for dry conditions for PSL columns shall be as follows: Fb = 2,400 psi Fc// = 2,900 psi E= 1,800,000 psi 3. PREFABRICATED WOOD I JOISTS Prefabricated wood I-joist called for on the drawings (TJI 210, TJI 360, TJI 560 etc.) are as manufactured by iLEVEL by Weyerhaeuser. Supply all plates, blocking, bridging, bracing, stiffeners and other related items as recommended by the manufacturer. 4. LAMINATED STRAND LUMBER (LSL) LSL members called for on the drawings are as manufactured by iLEVEL by Weyerhaeuser. Allowable unit stresses for dry conditions shall be as follows: Fb = 1,300 psi Fv = 400 psi Fc | = 750 psi E= 1,300,000 psi 5. LAMINATED STRAND LUMBER RIM BOARD (LSL) LSL members called for on the drawings are as manufactured by iLEVEL by Weyerhaeuser. Allowable unit stresses for dry conditions shall be as follows: Fb = 1,700 psi Fv = 400 psi Fc | = 750 psi E= 1,300,000 psi WALL BRACING: Wall bracing is provided per the prescriptive method of the 2009 IRC 602.10. Structure is to be continuously sheathed with structural panel sheathing on all sheathable areas of exterior walls. && STANDARD ABBREVIATIONS ABV - ABOVE ADJ - ADJUSTABLE ALT - ALTERNATE A.C.I. - AMERICAN CONCRETE INSTITUTE A.P.A. AMERICAN PLYWOOD ASSOC. A.B. - ANCHOR BOLT ARCH - ARCHITECT BM - BEAM BLW - BELOW BRG - BEARING B/W - BETWEEN BLKG - BLOCKING BLDG - BUILDING CNTR - CENTER C.L. - CENTERLINE CLR - CLEAR COL - COLUMN CONN - CONNECTION CONC - CONCRETE CONST - CONSTRUCTION CONT - CONTINUOUS CONTR - CONTRACTOR C.J. - CONTROL JOINT DL - DEAD LOAD EA - EACH EL - ELEVATION EMB - EMBED OR EMBEDMENT EQ - EQUAL EXP - EXPANSION EXT - EXTERIOR FLG - FLANGE FTG - FOOTING FND - FOUNDATION GA - GAUGE/GAGE GALV - GALVANIZED GEN - GENERAL GL - GLUE-LAMINATED MEMBER HT - HEIGHT HORIZ - HORIZONTAL HSS - HOLLOW STRUCTURAL STEEL IBC - INTN'L BUILDING CODE IRC - INTN'L RESIDENTIAL CODE INT - INTERIOR JST - JOIST K.S.I. - KIPS PER SQUARE INCH K - KING LL - LIVE LOAD LONGIT - LONGITUDINAL LVL - LAMINATED VENEER LUMBER MFR - MANUFACTURER MAX - MAXIMUM MISC - MISCELLANEOUS MIN - MINIMUM N.T.S - NOT TO SCALE O.C. - ON-CENTER OSB - ORIENTED STRAND BOARD P.A.F. - POWDER-ACTUATED FASTENER PERP - PERPENDICULAR PL - PLATE PLWD - PLYWOOD RE: - REFER TO REINF - REINFORCING RQD - REQUIRED S.E.R. - STRUCTURAL ENGINEER OF RECORD SHTG - SHEATHING SIM - SIMILAR SP - SPACE (ING) SPECS - SPECIFICATIONS STD - STANDARD STL - STEEL STRUCT - STRUCTURAL SYM - SYMMETRICAL T - TOP T.P. - TOP PLATE T&B - TOP AND BOTTOM T&G - TONGUE AND GROOVE TRANS - TRANSVERSE TYP - TYPICAL U.N.O. - UNLESS NOTED OTHERWISE VERT - VERTICAL V.I.F. - VERIFY IN FIELD WT - WEIGHT W/ - WITH WD - WOOD BUILDING PERMIT SET BE D E L L R E S I D E N C E C D U A.J.R./S.E.M. S.E.M./A.J.R. S.E.M. BEDELL CDU 5 S•1 05-19-16 LO T 1 - W E S T B U T T E R M I L K PI T K I N CO U N T Y , C O L O R A D O Dw n By: Ds gn By: Ck d By: Apprv d: Dra wing Tit le: Projec t Num ber Re vis ion Da te I ss ue Maggert & Associates , Inc. S T R U C T U R A L E N G I N E E R S 580 Main Stre et, Suit e 300 Carbonda le, Col orado 81623-2065 (970) 963-9643 (970) 963-0135 F AX www.Maggert Engine ers .com Sh eet of Da te 1 G ene ral No te s & Speci fi cation s Rakowski-Millard STRUCTURAL DESIGN, LLC 1175 County Road 154, Suite 103 Glenwood Springs, CO 81601 Phone (970) 963-9643 COLUMN FROM ABOVE TERMINATING ON BEAM 6 3/4 x 16 1/2" GL Structural Symbols Reference For Framing Plans 2 x 12 @ 16" O.C. W8 x 1 0 BEAM CONTINUOUS OVER COLUMN ROOF SLOPE JOIST SIZE & SPACING BUILDING ELEVATION MARK JOIST HANGING (FLUSH FRAME W/ HANGER TYPE) BEAM OR HEADER COLUMN BETWEEN BEAM ABV & BLW BEAM BEARING ON BEAM JOIST BEARING LOCATION T. SUBFLR XXX'-X" FLOOR ELEVATION STEP UP/ DOWN EDGE PLYWOOD COLUMN FROM ABOVE & BELOW REVISION CLOUD INDICATING A REVISED ITEM FOOTING PAD MARK Structural Symbols Reference For Foundation Plans DETAIL VIEW (DTL # / SHT #) SECTION CUT (DTL # / SHT #)FOUNDATION WALL STEP BUILDING ELEVATION MARK COLUMN ABOVE T. SLAB XXX'-X" 9 S5 A T. WALL = XXX'-X" T. FOOTING = XXX'-X" 5 S6 T. FOOTING STEP JOIST EXTENT LIMITS LINE 1 1 Sheet of BEDELL CDU A.J.R./S.E.M. S.E.M./A.J.R. Dwn By: Dsgn By: Ckd By: Drawing Title: Project Number Revision Date Issue S.E.M. BE D E L L R E S I D E N C E C D U PI T K I N C O U N T Y , C O L O R A D O 5 Date BUILDING PERMIT SET05-19-16 LO T 1 - W E S T B U T T E R M I L K Foundation Plan 1/4" = 1'-0" Foundation Plan S•22 8" CONC WALL TYPICAL U.N.O. 18" CONC FTG TYPICAL U.N.O. T. WALL = 99'-9 3/4" T. FOOTING = 93'-5 3/8" 7 S2 521 E A E A 5321 6 1 / 2 " 8 1 / 4 " FOOTING PAD SCHEDULE Mark Size Depth Reinforcing A B C D E 2'-0" x 2'-0" 2'-6" x 2'-6" 3'-0" x 3'-0" 3'-6" x 3'-6" 4'-0" x 4'-0" 12" 12" 12" 12" 12" F 4'-6" x 4'-6"12" 3 - #4 E.W. 4 - #4 E.W. 3 - #5 E.W. 4 - #5 E.W. 4 - #5 E.W. 5 - #5 E.W. 6 S2 BA S E P L A T E 'A' R E : 6/ S 3 F BASE PLA T E 'A' RE: 6/S 3 T. WALL = 99'-9 3/4" T. FOOTING = 93'-5 3/8" T. WALL = 99'-9 3/4" T. FOOTING = 93'-5 3/8" T. WALL = 99'-9 3/4" T. FOOTING = 93'-5 3/8" T. SLAB 93'-5 3/8" 4" CONC SLAB W/ #4 @ 18" EA WAY OVER 4" COMPACTED GRAVEL. SEE GENERAL NOTES. T. SLAB VERIFY W/ ARCH 4" CONC SLAB W/ #4 @ 18" EA WAY OVER 4" COMPACTED GRAVEL. SEE GENERAL NOTES. T. SLAB VERIFY W/ ARCH C 5 S2 3 S3 3 S2 3 S3 3 S2 B . BM PKT = 98'-9 7/8 " B . BM PKT = 98'-9 7/8 " 47'-6" 47'-8" 17'-4" 9'-10" 23 ' - 0 " 8' - 0 " 6" 7' - 6 " 9' - 2 1 / 4 " 13 ' - 9 3 / 4 " 2' - 6 3 / 4 " 11 ' - 3 " 1'-9"12'-7 3/4" 5'-0"16'-8 3/4"13'-6"12'-3 1/4" 23 ' - 0 " 11 ' - 9 " 11 ' - 3 " 6'-7 1/2"23'-8 1/2" 3'-2 3/4"3'-4 3/4"11'-5 1/4"12'-0 1/2"2 3/4" T. WALL = 104'-0" T. FOOTING = 93'-5 3/8" T. WALL = 104'-0" T. FOOTING = 93'-5 3/8" 2'-5"8"2'-6" 2' - 5 " 8" 2' - 6 " 4 S2 4 S2 5'-2" T. FTG = 93'-5 3/8" T. FTG = 93'-5 3/8" T. FTG = 93'-5 3/8" PLAN NOTES: 1. ALL DIMENSIONS AND ELEVATIONS SHALL BE VERIFIED AGAINST THE ARCHITECTURAL DRAWINGS AND ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER. 2. ALL EXTERIOR BOTTOM OF FOOTINGS AND PADS SHALL BE 42" BELOW FINISH GRADE OR TO UNDISTURBED NATURAL SOIL, WHICHEVER IS LOWER, U.N.O. 3. REFER TO SOILS REPORT BY HP GEOTECH, INC. JOB NUMBER 115 386A, DATED AUGUST 28, 2015, FOR SOIL CONDITIONS AND RECOMMENDATIONS. CONSULT WITH SOILS ENGINEER FOR BACKFILL AND COMPACTION AS REQUIRED. 4. SEE S•1 FOR STRUCTURAL GENERAL NOTES AND SPECIFICATIONS. 7' - 6 " 6" 8' - 0 " 6 S2 4 S3 5 S3 7' - 6 " 5' - 1 3 / 4 " 6' - 1 1 / 4 " LEGEND: COLUMN ABOVE 5 56BASE PLATE'B' RE: 8/S42 3 / 4 " 2'-0 3/4" COLUMN SCHEDULE MARK SIZE NONE 6 5 4 3 2 - 2 x 6 D.F. #2 3 - 2 x 6 D.F. #2 4 - 2 x 6 D.F. #2 HSS4x4x3/16 6 x 6 H.T. 5 HD1 HD1 24 " 24"24" BACKFILLED SOIL BELOW EXT STAIR AND CONC PORCH AREA TO BE COMPACTED TO 100% OF MAX STANDARD PROCTOR DENSITY. CONTACT SOILS ENGINEER FOR GUIDANCE HD1 HD1 HD1HD1 F 13 ' - 4 1 / 4 " 9' - 5 " 5 S5 T. FOOTING = 93'-5 3/8" T. FOOTING = 93'-5 3/8" HD1 HDU4-SDS2.5 (RE: SECTION 4/S5) T. PIER = T.O.S. -1'-0" TYP @ EXT G F G F B T. FTG = 96'-4" TYP U.N.O. 5 B T . PIE R = T .O .S . -1'-0 " VE R I F Y 14"Ø MIN CO N C PIER TY P @ EX T 1 S3 TYP @ EXT PADS U.N.O. 5 B B 2 3 / 4 " 2'-4" B B T. FTG = 96'-4" TYP U.N.O.55 5 5 BASE PLA T E 'A' RE : 6/S3 TYP @ EXT BASE PLA T E 'A' RE : 6/S3 TYP @ EXT HD1 HD1 T. WALL SEE PLAN 2 - #5 CONT TOP & BOT T.O. WALL CONDITION VARIES 2" 3/4" = 1'-0" 1 36 BAR Ø LAP 36 B A R Ø L A P NOTE: 1. CORNER BAR SIZE TO MATCH PRIMARY HORIZ REINF 36 B A R Ø L A P 36 BAR Ø LAP ALT HOOK DIRECTION AS SHOWN Typical Corner & Intersection Reinforcing 6" MI N SEE PLAN Typical Low Foundation Wall 3/4" = 1'-0" 10 " T. FTG SEE PLAN SEE PLAN 3" CLR. MI N I M U M 4 2 " F R O S T D E P T H OR N A T I V E S O I L T. WALL SEE PLAN 2 - #5 CONT TOP & BOT T.O. WALL CONDITION VARIES #4 DWLS @ 18" O.C. ALT HOOK DIR 3 - #4 LONGIT CONT FTG SHALL BEAR ON UNDISTURBED NATURAL SOIL PER SOILS ENGINEER #5 HORIZ @ 18" O.C. 30" 6" 2 2" 2" #5 VERT @ 18" O.C. (VERT BARS MAY BE SUBSTITUTED W/ FULL HT DWLS IF DWLS ARE CHANGED TO #5 @ 18" O.C. FND DRAIN IF RQD BY SOILS ENGINEER SEE GENERAL NOTES FOR SLAB & REINF 2x TREATED SILL PL (RIP TO WALL WIDTH) W/ 5/8 "Ø A.B. @ 2'-0" O.C. DO NOT COUNTERSINK INTO SILL FLR SHTG SEE GEN NOTES WALL DRAINAGE DEPICTED IS SCHEMATIC. CONSULT WITH THE PROJECT GEOTECHNICAL ENGINEER FOR SPECIFIC WALL DRAINAGE GUIDANCE MIN 12" OF DRAINAGE ROCK BEHIND WALL TYP COMPACTED FILL PER GEOTECHNICAL ENG TYP 4"Ø PERFORATED PVC PIPE ALONG LENGTH OF WALL. EXIT NON-PERFORATED TO DAYLIGHT. WRAP DRAINAGE ROCK AND PIPE WITH FILTER FABRIC. 3/4" = 1'-0" 1Typical Corner & Intersection Reinforcing 3/4" = 1'-0" 2 #4 DOWEL @ 18" O.C. FLR SHTG SEE GEN NOTES 2x TREATED SILL PL (RIP TO WALL WIDTH) W/ 5/8 "Ø A.B. @ 3'-0" O.C. DO NOT COUNTERSINK INTO SILL Floor Framing Hanging @ Ext Fnd Wall 3/4" = 1'-0" T. SUBFLR SEE PLAN FLOOR JST & HANGER - SEE PLAN 3 SEE GENERAL NOTES FOR SLAB & REINF T. SLAB SEE PLAN 2'-0" 2" CL R 8" 4" #4 DOWEL @ 18" O.C. 2x TREATED SILL PL (RIP TO WALL WIDTH) W/ 5/8 "Ø A.B. @ 2'-0" O.C. DO NOT COUNTERSINK INTO SILL MOISTURE PROTECT WD IN CONTACT W/ CONC FLR SHTG SEE GEN NOTES T. FTG/ SLAB SEE PLAN SEE GENERAL NOTES FOR SLAB & REINF FTG SHALL BEAR ON UNDISTURBED NATURAL SOIL PER SOILS ENGINEER FOR FTG, WALL & REINF SEE DETAIL 2/S2 BOND BREAK MIN 12" OF DRAINAGE ROCK BEHIND WALL TYP 4"Ø PERFORATED PVC PIPE ALONG LENGTH OF WALL. EXIT NON-PERFORATED TO DAYLIGHT. WRAP DRAINAGE ROCK AND PIPE WITH FILTER FABRIC. #5 @ 12" O.C. TRANS #5 @ 18" O.C. LONGIT SEE GENERAL NOTES FOR SLAB & REINF T. SLAB SEE PLAN 4 3/4"= 1'-0" #4 DOWEL @ 18" O.C. 2'-0" 2" CL R 8" 4" Slab Pinned @ Foundation Wall T. SUBFLR SEE PLAN FLR SHTG SEE GEN NOTES 4" EMB W/ SIMPSON "SET" EPOXY TYP MOISTURE PROTECT WD IN CONTACT W/ CONC 2x TREATED SILL PL (RIP TO WALL WIDTH) W/ 5/8 "Ø A.B. @ 3'-0" O.C. DO NOT COUNTERSINK INTO SILL BLKG BTWN JSTS @ 24" O.C. FOR 3 BAYS Floor Framing Hanging @ Ext Fnd Wall 3/4" = 1'-0" 3 T. SUBFLR SEE PLAN FLR SHTG SEE GEN NOTESBM SEE PLAN 4 3/4"= 1'-0" Slab Pinned @ Foundation Wall 4" EMB W/ SIMPSON "SET" EPOXY TYP 3/4"= 1'-0" SEE PLAN FLR JST SEE PLAN 5 COL SEE PLAN FOR SIZE ABU BASE SEE PLAN W/ 5/8"Ø EPOXY ANCHOR MIN EMB = 6" GROUT SOLID UNDER STANDOFF BEFORE INSTALLATION SEE FTG SCHEDULE ON PLAN FOR FTG SIZE & REINF LPCZ OR AC POST CAP SEE PLAN OR SCAB 2 x 6 EA SIDE OF COL T. SUBFLR SEE PLAN FLR SHTG SEE GEN NOTES Wood Beam/ Wood Column @ Conc Pad BM SEE PLAN T. FTG/ SLAB SEE PLAN SEE GENERAL NOTES FOR SLAB & REINF SE E PL A N 3" CL R BOND BREAK Steel Column @ Concrete Pad & Slab 3/4" = 1'-0" 3" CL R SEE PLAN FOR FTG & REINF 1" N O N - S H R I N K GR O U T M I N 6 SEE GENERAL NOTES FOR SLAB & REINF T. FTG/ SLAB SEE PLAN FTG SHALL BEAR ON UNDISTURBED NATURAL SOIL PER SOILS ENGINEER BASE PLATE SEE 6/S3 STL COL SEE PLAN BOND BREAK 2x TREATED SILL PL (RIP TO WALL WIDTH) W/ 1/2"Ø A.B. @ 4'-0" O.C. 2x TREATED SILL PL (RIP TO WALL WIDTH) W/ 5/8 "Ø A.B. @ 3'-0" O.C. DO NOT COUNTERSINK INTO SILL 3 Steel Column @ Concrete Pad & Slab 3/4" = 1'-0" 6 T. FTG SEE PLAN 4' - 0 " 1'-0" Foundation Retaining Wall 3/4"= 1'-0" 7 T. WALL SEE PLAN T. GRADE WALL DRAINAGE DEPICTED IS SCHEMATIC. CONSULT WITH THE PROJECT GEOTECHNICAL ENGINEER FOR SPECIFIC WALL DRAINAGE GUIDANCE #5 HORIZ @ 16" O.C. #5 DOWELS @ 6" O.C. #5 VERT @ 12" O.C. 2 - #5 CONT @ TOP #5 @ 12" O.C. TRANS #5 @ 18" O.C. LONGIT MIN 12" OF DRAINAGE ROCK BEHIND WALL TYP COMPACTED FILL PER GEOTECHNICAL ENG TYP 4"Ø PERFORATED PVC PIPE ALONG LENGTH OF WALL. EXIT NON-PERFORATED TO DAYLIGHT. WRAP DRAINAGE ROCK AND PIPE WITH FILTER FABRIC. FILTER FABRIC TYP FTG SHALL BEAR ON UNDISTURBED NATURAL SOIL PER SOILS ENGINEER 1' - 1 " 3" CL R 1'-0" MIN SEE PLAN 2" 2" 8" 2" CL R #5 @ 12" O.C. TRANS #5 @ 18" O.C. LONGIT 2x TREATED SILL PL (RIP TO WALL WIDTH) W/ 1/2"Ø A.B. @ 4'-0" O.C. 6" MI N 2 3/4" CLR SEE GENERAL NOTES FOR SLAB & REINF HSS4x4x1/4 PROVIDE 1/2" EXP JOINT AROUND COL. BASE PL 'A' SEE 6/S3 HD1 HD1 HD1HD1 5 S5 HD1 HD1 5 S2 321 E D C B A E D C B A 53241 54 F GG F 11 7 / 8 " T J I / 2 1 0 @ 1 6 " O .C . 11 7/8" LVL LEDGER SEE NOTE 3 11 7 / 8 " T J I / 2 1 0 @ 1 6 " O .C . T. SUBFLR 100'-0" T. SUBFLR 100'-0" PLAN NOTES: 1. ALL MULTI-PLY LVL'S ARE TO BE JOINED WITH 2 - SDS 1/4x3 1/2 WOOD SCREWS @ 24" O.C. EACH SIDE, EDGE DISTANCE = 2", END DISTANCE = 6". STAGGER FASTENING ON OPPOSITE SIDE BY 12". TYP U.N.O. 2. FLOOR DESIGN IS BASED ON STANDARD UNIFORM LOADING AND A 1 1/2" CONCRETE DEAD LOAD TOPPING FOR A RADIANT HEAT SYSTEM. 3. FASTEN LVL LEDGER TO CONCRETE WALL WITH 1 - 3/4"Ø EXPANSION BOLT @ 16" O.C. MIN EMB = 5"; MIN EDGE DIST = 3" AT TOP EDGE & 1 1/2" AT BOTTOM EDGE; MIN END DIST = 3". MOISTURE PROTECT LVL IN CONTACT WITH CONCRETE AS REQUIRED. RE: 2/S3. 4. WALLS SHOULD BE FRAMED WITH DOUBLE BOTTOM PLATES TO ACCOMMODATE A NAILER ABOVE THE CONCRETE TOPPING. 5. SOME MATERIALS AS SPECIFIED ON THESE PLANS MAY REQUIRE "SPECIAL ORDER". IT IS THE CONTRACTOR'S RESPONSIBILITY TO IDENTIFY THESE ITEMS AND TAKE APPROPRIATE ACTIONS. 6. SEE S•1 FOR STRUCTURAL GENERAL NOTES AND SPECIFICATIONS. 3 - 11 7/8" LVL CONT 2 - SPAN 2 - 11 7/8" LVL 6 S4 AC 6 P O S T CA P FASTENERS ONE SIDE ONLY RE: NOTE 13 S3 3 S2 3 S3 3 S2 4 S2 4 S2 LEGEND: HANGING CONDITION BEARING CONDITION COLUMN BELOW COLUMN ABOVE COLUMN ABOVE & BELOW 55 5 5 5 5 COLUMN SCHEDULE MARK SIZE NONE 6 5 4 3 2 - 2 x 6 D.F. #2 3 - 2 x 6 D.F. #2 4 - 2 x 6 D.F. #2 HSS4x4x3/16 6 x 6 H.T. 6 5 4 4 11 7 / 8 " L V L 11 7 / 8 " L V L PROVIDE BLKG BTWN JSTS @ 24" O.C. FOR 3 BAYS TYP 4 S2 11 7/8" LVL 2 - 1 1 7 / 8 " TJ I / 2 1 0 LSTA24 STRAP COL TO BM RE: 3/S5 LSTA24 STRAP COL TO BM RE: 3/S5 LSTA24 STRAP COL TO BM RE: 3/S5 5 5 1 2 JOIST/ BEAM HANGER TABLE FRAMING MEMBER 11 7/8" TJI/210 FACE MOUNT - TOP FLANGE SLOPED/SKEWED COMMENTSMK 1 2 3 2 - 11 7/8" TJI/210 - - -ITS2.06/11.88 MIT4.28/11.88 ITS1.81/11.88- - - - - HANGERS TO BE INSTALLED PER MANUFACTURER SPECIFICATIONS 11 7/8" LVL 2 1 3 1 1 4 S3 5 S3 3 33 33 3 33 3 SIM 3 4 T. SLAB VERIFY W/ ARCH T. SLAB VERIFY W/ ARCH HD1 HD1 Sheet of BEDELL CDU A.J.R./S.E.M. S.E.M./A.J.R. Dwn By: Dsgn By: Ckd By: Drawing Title: Project Number Revision Date Issue S.E.M. BE D E L L R E S I D E N C E C D U PI T K I N C O U N T Y , C O L O R A D O 5 Date BUILDING PERMIT SET05-19-16 LO T 1 - W E S T B U T T E R M I L K 1/4" = 1'-0" Main Level Floor Framing Plan Main Level Floor Framing Plan S•33 4 2x TREATED SILL PL (RIP TO WALL WIDTH) W/ 5/8 "Ø A.B. @ 3'-0" O.C. DO NOT COUNTERSINK INTO SILL 3 Foundation Retaining Wall 3/4"= 1'-0" 7 SEE GENERAL NOTES FOR SLAB & REINF 3/4" = 1'-0" Conc Pier @ Column, Slab & Footing Pad 8"1 1/2" CLR 3" CL R T. FTG SEE PLAN 1 5 - #5 DOWELS x FULL HT W/ #3 TIES @ 10" O.C. 2 - #3 TIES @ TOP SEE PLAN FOR FTG & REINF T. PIER SEE PLAN FOR CONC PIER SIZE SEE GENERAL NOTES FOR SLAB & REINF HSS4x4x1/4 PROVIDE 1/2" EXP JOINT AROUND COL. T. SLAB VERIFY W/ ARCH MI N I M U M 4 2 " F R O S T D E P T H OR N A T I V E S O I L BASE PL 'A' SEE 6/S3 FTG SHALL BEAR ON UNDISTURBED NATURAL SOIL OR STRUCTURAL COMPACTED FILL PER SOILS ENGINEER 16d NAIL @ 24" O.C. SEE PLAN T. WALL SEE PLAN FLR SHEATHING SEE GEN NOTES T. SUBFLR SEE PLAN CONT LEDGER SEE PLAN FOR SIZE & BOLTS. MOISTURE PROTECT WD IN CONTACT W/ CONC FLOOR JST & HANGER - SEE PLAN 3/4"= 1'-0" 2 FOR FTG & REINF RE: 7/S2 Exterior Foundation Tall Wall @ Joists 2x TREATED SILL PL (RIP TO WALL WIDTH) W/ 1/2"Ø A.B. @ 4'-0" O.C. SEE GENERAL NOTES FOR SLAB & REINF SEE ARCH Wood Beam @ Concrete Wall Pocket 1 1/2" = 1'-0" 3 2x TREATED PL W/ 2 - CONC NAILS & CONST ADHESIVE CONC WALL SEE PLAN 4" MIN BRG 2 - #5, EXTEND 18" MIN BEYOND EACH SIDE OF BM POCKET 5" #5 x 24" @ C.L. OF BM POCKET WIDTH BM PKT WIDTH = BM WIDTH + 3" BUILDER TO PROVIDE TEMP BRACING OF BM UNTIL FLR SHTG IS IN PLACE TOE-NAIL W/ 2 - 16d NAILS & BLK SOLID EA SIDE T. CONC SEE PLANNOTES: 1. WD PLATES TO BE DOUG-FIR #1 FREE OF TWIST OF WARP. RIP PLATES TO MATCH FLG U.N.O. 2. COORDINATE SHTG ATTACHMENT WITH SHTG NOTES. TYP 6'–0" MIN FROM SUPPORT 5" Ø MAX PIPE OPENING 1 1/2"= 1'-0" 2" WIDE STIFFENER PL (MATCH THICKNESS OF STL BM FLANGES) E.S. OF BM 3 1/4" PL SADDLE W/ 1/2"Ø THRU BOLTS Base Plate Detail 'A' 1 1/2" = 1'-0" 4 1/2"4 1/2" 3"3" PLATE 'A' @ 3/4" x 9" x 0'-9" 3" 3" 4 1 / 2 " 4 1 / 2 " 1/4 TYP CL CL 6 HSS COL SEE PLAN FOR SIZE 5/8"Ø A307 THREADED ROD FASTEN W/ SET EPOXY 6" MIN EMB PL: 1/4" W/ 1/2"Ø THRU BOLTS TYP CONT LEDGER SEE PLAN FOR SIZE & BOLTS. MOISTURE PROTECT WD IN CONTACT W/ CONC 3/4"= 1'-0" 2Exterior Foundation Tall Wall @ Joists 3" TRANSV REINF THRU STAIR SLAB RE: 4/S3 Stair Reinf @ Exterior Concrete Wall 3/4" = 1'-0" 5 #4 BAR FASTEN W/SIMPSON "SET" EPOXY. MIN EMB = 4" WALL REINF RE: 7/S2 SEE ARCH HSS COL SEE PLAN 4 ABU BASE SEE PLAN W/ 5/8"Ø EPOXY ANCHOR MIN EMB = 6" GROUT SOLID UNDER STANDOFF BEFORE INSTALLATION Exterior On-Grade Concrete Stairs 3/4" = 1'-0" 3 " C L R 6 " 4 #5 TRANS @ 12" O.C. 1 1 / 2 " 1 1/2" TYP TY P T. LANDING SEE PLAN SEE ARCH DRAWINGS FOR TREAD & RISER DIMENSIONS 24" MIN B. LANDING SEE PLAN #4 @ EA NOSE #5 @ 18" O.C. LONGIT SEE GENERAL NOTES FOR SLAB & REINF COMPACTED FILL PER SOILS ENGINEER 3/4" = 1'-0" 1 Wd Plate To Stl Beam Flange Attachment 1 1/2"= 1'-0" 1 1/4"1 1/4" 1 1/2" U.N.O. FLANGE WIDTHS 5 3/4" OR LESS FLANGE WIDTHS 6" & GREATER 1 1/2" U.N.O. 1 1/4"1 1/4" NOTES: 1. WD PLATES TO BE DOUG-FIR #1 FREE OF TWIST OF WARP. RIP PLATES TO MATCH FLG U.N.O. 2. COORDINATE SHTG ATTACHMENT WITH SHTG NOTES. 7 9/64"ø LOW VELOCITY POWDER DRIVEN NAILS @ 6" O.C. OR 1/2"Ø THRU-BOLTS @ 24" O.C. (STAGGER SIDE-TO-SIDE) CONT PL x FLANGE WIDTH RE: 7/S3 FOR ATTACTHMENT TO STL BM FLR SHTG SEE GEN NOTES Wd Plate To Stl Beam Flange Attachment 1 1/2"= 1'-0" 7 Floor Joist (Top Bearing) @ Steel Beam 1 1/2" = 1'-0" STL BM SEE PLAN 8 CONT PL x FLANGE WIDTH RE: 7/S3 FOR ATTACTHMENT TO STL BM JSTS & HANGER SEE PLAN FLR SHTG SEE GEN NOTES T. SUB FLR SEE PLAN STIFFENER PL EA SIDE, MATCH BM WEB THICKNESS MIN WD PL RE: 7/S3 5 32 4 1 E D C B A E D C B A 53241 F GG F 2 - 11 7/8" LVL x 3'-6" KITCHEN LIVING LAUNDRY BATH OFFICE MASTER CL O S 11 7/8" TJI/210 @ 16" O.C. 11 7/8" TJI/210 @ 16" O.C. 11 7/8" TJI/360 @ 12" O.C. 11 7/8" TJI/360 @ 12" O.C. 11 7/8" TJI/210 @ 16" O.C. 11 7/8" TJI/210 @ 16" O.C. 11 7/8" TJI/210 @ 16" O.C. 2 - 1 1 7 / 8 " L V L 11 7/8" TJI/360 @ 16" O.C. 11 7/8" TJI/210 @ 16" O.C. 2 - 1 1 7 / 8 " LV L 2 - 1 1 7 / 8 " L V L W8 x 3 5 W / 1 1 / 2 " W D P L [1 1 0 ' - 1 0 3 / 8 " ] 7" x 1 1 7 / 8 " P S L 2 - 5 1 / 2 " LV L 3 - 1 1 7 / 8 L V L C O N T 3 - S P A N W8x35 W/ 1 1/2" WD PL 2 - 11 7/8" LVL 3 - 9 1 / 4 " L V L 2 - 7 1 / 4 " L V L 2 - 7 1/4" LVL 2 - 11 7/8" LVL LEGEND: HANGING CONDITION BEARING CONDITION COLUMN BELOW PLAN NOTES: 1. ALL MULTI-PLY LVL'S ARE TO BE JOINED WITH 2 - SDS 1/4x3 1/2 WOOD SCREWS @ 24" O.C. EACH SIDE, EDGE DISTANCE = 2", END DISTANCE = 6". STAGGER FASTENING ON OPPOSITE SIDE BY 12". TYP U.N.O. 2. SOME MATERIALS AS SPECIFIED ON THESE PLANS MAY REQUIRE "SPECIAL ORDER". IT IS THE CONTRACTOR'S RESPONSIBILITY TO IDENTIFY THESE ITEMS AND TAKE APPROPRIATE ACTIONS. 3. SEE S•1 FOR STRUCTURAL GENERAL NOTES AND SPECIFICATIONS. COLUMN SCHEDULE MARK SIZE NONE 5 4 3 2 - 2 x 6 D.F. #2 3 - 2 x 6 D.F. #2 4 - 2 x 6 D.F. #2 HSS4x4x3/16 [110'- 10 3/8"] 11 7/8" TJI/210 @ 16" O.C. CUT JSTS @ TOP FLG & 1/3 WEB OVER CENTERLINE OF WALL AFTER INSTALLATION CONT 2 - SPAN 3 S4 3 S4 ST R U C T FA S C I A 5 S4 8 S3 1 S4 2'-0" 1 1 2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 5 6 6 5 S4 T. SHTG 111'-0 5/8" T. SHTG 111'-0 5/8" 555 1 S4 5 5 5 5 4 4 5 4" STONE BALLAST @ ROOF AREA = 36 PSF MAX 3/4" T&G SHTG @ ROOF SEE GENERAL NOTES FOR NAILING BWP, SEE WALL BRACING NOTES SHEET S-1, RE: 4/S5 1/2" SHTG BOTH FACES AS ABOVE 1/2" SHTG THIS FACE BLK ALL EDGES, FASTEN W/ 8D NAILS @ 4" O.C. @ PANEL EDGES, 8" O.C. IN FIELD. WALL EXTENDS TO ROOF SHEATHING SHEAR WALL LEGEND: 5 S4 5 S4 5 S4 5 1/4" BM BLK BTWN RAFTERS 2 S5 4 S4 3 S4 4 4 5 RAFTER/JOIST/ BEAM HANGER TABLE FRAMING MEMBER 11 7/8" TJI/210 FACE MOUNT - TOP FLANGE SLOPED/SKEWED COMMENTSMK 1 2 3 4 5 6 11 7/8" TJI/210 - 11 7/8" TJI/360 - 2 - 11 7/8" LVL HUC412 - - -MIT2.1/11.88 ITS2.06/11.88 ITS2.37/11.88 MIT3511.88 HWU3.56/11.88 - - - - - - - - HANGERS TO BE INSTALLED PER MANUFACTURER SPECIFICATIONS - 11 7/8" TJI/360 - 2 - 11 7/8" LVL - - BWP, SEE WALL BRACING NOTES SHEET S-1, RE: 4/S5 BWP, SEE WALL BRACING NOTES SHEET S-1, RE: 3/S5 CO N T 2 - S P A N BWP, SEE WALL BRACING NOTES SHEET S-1, RE: 4/S5 8 S3 1 S5 4 2 S5 3 S4 2 S5 2 S4 3 3 4" STONE BALLAST @ ROOF AREA = 36 PSF MAX 5 S4 2 - 5 1 / 2 " LV L 2 - 5 1/2" LVL 2 - 5 1/2" LVL 2 - 5 1/2" LVL 2 - 7 1/4" LVL 2 - 9 1/4" LVL 7 S4 Sheet of BEDELL CDU A.J.R./S.E.M. S.E.M./A.J.R. Dwn By: Dsgn By: Ckd By: Drawing Title: Project Number Revision Date Issue S.E.M. BE D E L L R E S I D E N C E C D U PI T K I N C O U N T Y , C O L O R A D O 5 Date BUILDING PERMIT SET05-19-16 LO T 1 - W E S T B U T T E R M I L K 1/4" = 1'-0" Roof Framing Plan Roof Framing Plan S•44 1 1/2" = 1'-0" 8 Steel Beam Bearing On Steel Column 1 1/2" = 1'-0" STL BM SEE PLAN HSS STL COL SEE PLAN PL: 1/2" x 10" x FLG WIDTH W/ 4 - 3/4"Ø BOLTS 1 1/2" T. BM SEE PLAN STIFFENER PL EA SIDE, MATCH BM WEB THICKNESS MIN 3 WD PL RE: 7/S31/4" 1/4" SPAN CONT WD PL RE: 7/S3 2'-0" 1/4" PL SADDLE W/ 1/2"Ø THRU BOLTS 1/4" PL SADDLE W/ 1/2"Ø THRU BOLTS Base Plate Detail 'A' 1 1/2" = 1'-0" 6 1 1/2" = 1'-0" 5 3/16 7 1 / 2 " 1 1 / 2 " 3" 3" 11" 1 1/4" T. BM SEE PLAN Cont Wood Beam Bearing On Steel Col 7 1/8" PSL 3 5/8" 2-PLY LVL HSS COL SEE PLAN PL: 1/4" W/ 1/2"Ø THRU BOLTS TYP 3/16 RECESS BM FLUSH W/ BOTTOM OF PL 5 3/8" 3-PLY LVL CL 5 1/2"4 1/4" L: 3 1/2" x 3 1/2" x 1/4" W/ 2 - 3/4"Ø A325 BOLTS Steel Bucket @ End Of Steel Beam 1" = 1'-0" 7 STL BM SEE PLAN FOR SIZE Bucket Connection @ Steel Column 1" = 1'-0" 6 3/16 ELEVATION WD BM SEE PLAN 1/2"Ø THRU BOLTS TYP HSS STL COL SEE PLAN 3" 8" 1 1/2" 3" 2 1/2" 3" 8" 1/4 3" PL 1/4" UNOPL 1/4" UNO 3/16 PLAN 5 3/8" @ SADDLE 3 9/16" @ SADDLE WD BM SEE PLAN 1/4 1 1/2" = 1'-0" 3 1 1/2" = 1'-0" 1/4" SPAN T. BM CONT WD PL RE: 7/S3 PL: 1/2" x 10" x FLANGE WIDTH W/ 4 - 3/4"Ø BOLTS HSS COL SEE PLAN FOR SIZE STIFFENER PL EA SIDE, MATCH BM WEB THICKNESS 3/16" Steel Beam Cantilever 2'-0" 4 3" 3" 3" 1/4" PL SADDLE W/ 1/2"Ø THRU BOLTS 2 1/2"1 1/2" 3/16" RECESS BM FLUSH W/ BOTTOM OF PL RE: 7/S4 SHTG SEE GEN NOTES 1" = 1'-0" 1 Steel Bucket @ End Of Steel Beam 1" = 1'-0" 7 3 9/16" 2 - PLY LVL 3/16 PLAN 3/16 ELEVATION STL BM SEE PLAN T. STL STL BM SEE PLAN 3" 3" 3" WD PL RE: 7/S3 1/4" PL SADDLE W/ 1/2"Ø THRU BOLTS. RECESS BM FLUSH W/ BOTTOM OF PL 2 1/2"1 1/2" WD BM SEE PLAN FOR SIZE 5 3/8" 3 - PLY LVL 2 x 6 MIN STUD WALL U.N.O. SEE GEN NOTES CONC WALL SEE PLAN TREATED SILL PL SEE GEN NOTES STL BM SEE PLAN FOR SIZE 1" RETURN T & B 3/16 3" 3" 3" 2 1/2"1 1/2" 1/4 1/4" STIFFENER PL @ CL OF WD BM WD PL RE: 7/S3 ELEVATION WD BM SEE PLAN 3/16 PLAN 1/2"Ø THRU BOLTS Bucket Connection @ Steel Beam 1" = 1'-0" 1 PL 1/4" U.N.O. 5 3/8" 3 - PLY LVL 7 1/4" 4 - PLY LVL Bucket Connection @ Steel Column 1" = 1'-0" 6 8Base Plate Detail 'B' 1 1/2" = 1'-0" 1 1/2"1 1/2"3 1/2" 2 3 / 4 " PLATE 'B' 3/4" x 5 1/2" x 10" 3 1/2" 2 3 / 4 " 1/4 BUILDER TO PROVIDE TEMPORARY COL SUPPORT DURING CONST 5/8"Ø A307 THREADED ROD FASTEN W/ SET EPOXY 6" MIN EMB HSS STL COL SEE PLAN FOR SIZE CL CL 1 1/2" = 1'-0" 5 1 1/2" = 1'-0" Steel Beam-To-Beam Connection 2 1/2" CLR STL BM SEE PLAN STL BM SEE PLAN L: 3 1/2" x 3 1/2" x 1/4" W/ 2 - 3/4"Ø A325 BOLTS 1/4" MAX 1/2" CLR 1 1 / 2 " 1 1 / 2 " MI N Sections and Details S•5 Sheet of BEDELL CDU A.J.R./S.E.M. S.E.M./A.J.R. Dwn By: Dsgn By: Ckd By: Drawing Title: Project Number Revision Date Issue S.E.M. BE D E L L R E S I D E N C E C D U PI T K I N C O U N T Y , C O L O R A D O 5 Date BUILDING PERMIT SET05-19-16 LO T 1 - W E S T B U T T E R M I L K STIFFENER PL EA SIDE, MATCH BM WEB THICKNESS MIN Steel Beam @ Wood Column Bearing SEE PLAN FOR COL CENTERED UNDER STL BM 1" = 1'-0" 1 2 3/4"2 1/2" WD PL SEE 7/S3 3/4" 3/16"TYP 1/2"Ø LAG SCREWS EA SIDE, CENTERED ON TOP PL MIN 3'' EMBED INTO TOP PL STL BM SEE PLAN FOR SIZE 1/4" END PL BUILT-UP COL SEE PLAN FOR SIZE WALL SHEATHING SEE GEN NOTES W/8d NAILS @ 4" O.C. @ PANEL EDGES, 8" O.C. IN FIELD 1 1/2" = 1'-0" PL: 1/2" x 10" x FLANGE WIDTH W/ 4 - 3/4"Ø BOLTS HSS COL SEE PLAN FOR SIZE Steel Beam Cantilever 4 Typ HSS Column In Stud Wall (Plan View) 1 1/2" = 1'-0" SHTG SEE GEN NOTES HSS COL SEE PLAN GYPSUM BOARD PROVIDE 9/64"ø x 2" LOW VELOCITY POWDER DRIVEN NAIL @ 12" O.C. EA SIDE 2x's EA SIDE OF HSS COL 2 5 Steel Beam @ Wood Column Bearing 1" = 1'-0" 1 BUILT-UP COL SEE PLAN FOR SIZE SIMPSON HDU4-SDS2.5 HOLDOWN TYP WALL SHEATHING SEE GEN NOTES W/8d NAILS @ 4" O.C. @ PANEL EDGES, 8" O.C. IN FIELD 2 x 6 MIN STUD WALL U.N.O. SEE GEN NOTES SEE PLAN Holdown HD1 @ Braced Wall Panel 1" = 1'-0" 4 CONC WALL SEE PLAN TREATED SILL PL SEE GEN NOTES T. WALL SEE PLAN FASTEN 5/8" Ø BOLT W/ SIMPSON SET EPOXY 7 1 / 2 " EM B 2 - 2x COL @ STRAP TIE Holdown HD1 @ Braced Wall Panel 1" = 1'-0" 4 Strap Tie @ Shear Wall & Beam 1 1/2" = 1'-0" 3 FLR SHTG SEE GEN NOTES 2 - 2x COL @ STRAP TIE LSTA24 STRAP TIE WALL SHEATHING SEE GEN NOTES W/8d NAILS @ 4" O.C. @ PANEL EDGES, 8" O.C. IN FIELD FLR BM SEE PLAN TRANSV REINF THRUSTAIR SLAB RE: 4/S3 3/4" = 1'-0" 5 T. WALL SEE PLAN HSS Column @ Foundation Wall 3/4" = 1'-0" SEE PLAN FOR BASE PL CALLOUT 5 HSS COL SEE PLAN 1" - 2" NON-SHRINK GROUT FOR FTG, WALL & REINF SEE DETAIL 2/S2 STUD WALL FRAMING SEE PLAN FOR DIM HSS3 1/2x3 1/2x1/4 x 1'-0" SLEEVE