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HomeMy WebLinkAboutDocuments & Plans - 1996 k � �oe .�LC._,1���r.1 ra��i�� c�+v 9(�c�"�—c�Z KRM CONSULTANTS, INC. SHEETNO S� oF P O Box 4572 VAIL, COLORADO 81658 CALCULATED BV ��� DATE ��3�%� ' (970) 949-9391 FAX (970) 949•1rJ77 CHECKEDBY DATE SCALE 3�4'� _ � ! U i � � l i ' � (�ASC C�, �/Z �cl C)�� ic U�—I � � � `�� �q� - ��`' t� �! o" p,,�J��� , I �-c�-TS C.�N l�� f�,l(�l"� 2�N� ( C.2ov'f � S l-�I N1. I � �_ �� ' = �l l � (lt ��` �� � I�l � _� � r-,y ,__� � _ . � _ . �-�iUF PCTZ � �G2 � " SG l-�'D J J _ � w - �GN�. �i 7r1 � � - � '�._ �...�.� . � �oe R�c,i-lo�v �tnfl�-t�oN 4c���_ UZ KRM CONSULTANTS, INC. SHEEi NO Sz- oF P.O. 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GENERAL NOTES: BIGHORN ADDITION - LOT 4 JOB # 9607-02 , DESIGN CRITERIA: Roof Live Load ----------------------------------------------80 psf Floor Live Load ----------------------------------------------40 psf Deck Live Load ----------------------------------------------100psf � Bas ic W i nd S peed ------------------------------------------80 mp h (Ex p. B) - Seismic Zone ------------------------------------------------1 U BC Ed ition --------------------------------------------------1991 FOUNDATION DESIGN: a. Design of individual and continuous footings is based on an assumed maximum allowable bearing pressure of 3000 psf (dead load plus full live load). b. Footings shall be placed on the natural undisturbed soil, or compacted structural fill, below frost depth. c. Provide continuous foundation drains around the perimeter of all basement walls and at the base of retaining walls. Contact soils engineer for details. d. Provide crawl space ventilation per UBC requirements. e. Soil conditions and types shall be verified by a representative of the soils engineer during excavation. Report any discrepancies from original findings to structural engineer for re-evaluation of foundation design. REINFORCED CONCRETE: a. Concrete design is based on the "Building Code Requirements for Reinforced Concrete" (ACI 318-95). b. Structural concrete shall have a minimum 28-day compressive strength of 3000 psi. � c. Concrete shall be proportioned using Type I or II cement. Admixtures containing chloride salts shall not be used. d. Cold weather concreting procedures shall be provided as recommended in the ACI Manual of Concrete Practice. e. Anchor bolts for beam and column bearing plates shall be placed with setting templates. f. Expansion bolts shall be located at a minimum of 6 bolt diameters from concrete edge and spaced at 10 bolt diameters unless noted otherwise. g. All exposed edges and corners shall be chamfered 3/4". _ h. Concrete coverage for reinforcing steel (ACI 318-95): Concrete cast against and permanently exposed to earth 3" - Concrete exposed to earth or weather: '- #5 bar and smaller 1-1/2" #6 through #18 bar 2" Concrete not exposed to weather or in contact with ground: • Slabs, walls, joists (#11 bar and smaller) 3/4" Beams, columns � 1-1/2" Y �._�.__ �� . REINFORCING STEEL: a. Detailing, fabrication and placement of reinforcing steel shall be in accordance . with the ACI Manual of Concrete Practice. b. Except where otherwise noted on the drawings, reinforcing bars shall conform to ASTM Specification A615-79 and shall be minimum grade 60 except ties, field bent bars where permitted by note on plan, or bars to be welded, which shall be grade 40. ' c. At splices in concrete, lap bars 36 diameters. Do not weld or use mechanical - splicing devices unless specifically approved by engineer. _ d. At corners, make horizontal bars continuous or provide corner bars. Around openings and steps in concrete, provide (2)-#5's extending 2'-0" beyond edge of opening or step. e. Extend reinforcing steel a minimum of 24" through cold joints. Unless specifically located on plan or details, coordinate cold joint locations with engineer. f. Welded wire fabric shall conform to ASTM Specification A-185. Lap welded wire fabric a minimum of one full mesh plus two inches. Laps shall be wired together. STRUCTURAL WOOD FRAMING: a. Except where noted otherwise, all 2" nominal lumber, except studs, shall be Douglas Fir-Larch #2 and better, and all solid timber beams and posts 3" nominal and wider shall be Douglas Fir-Larch #2. b. Studs shall be Stud grade and better pouglas Fir-Larch or Hem Fir. c. Built-up posts shall consist of Douglas Fir-Larch or Hem Fir #2 or better 2x4 or 2x6 studs per plan and shall be nailed together with 2 rows of 16d nails @ 6" along each stud. d. Top and bottom plates shall be Douglas Fir-Larch or Hem Fir #2 and better. Plates placed directly on concrete walls or slabs shall be pressure-treated Hem Fir #2. e. Within floor �oist spaces beneath solid or built-up columns noted on plans, blocicing of area equivalent to column above shall be provided. Door or window trimmers consisting of a single stud do not require special blocking in the �oist space. ' f. Except as noted otherwise, minimum nailing shall be provided as specified in the "Nailing Schedule" on the drawings (UBC Table 25-Q). g. Unless noted otherwise, steel connectors such as those manufactured by the Simpson company shall be used to �oin rafters, joists or beams to other beams _ at flush-framed conditions. Use all specified nails. Connector conditions not otherwise noted shall utilize Type U or Type HU hangers of a size specifically - designed for the member supported, as shown in the manufacturer's published - tables. Contact structural engineer for details as required. h. Wood nailer plates installed on steel beams or concrete walls for top-flange hangers shall be ripped to match the width of the wall or beam flange. Nailer - plates supporting top flange hangers from one side only shall be installed flush with the face of wall or beam flange at the hanger location i. Manufactured joists shall be from an approved manuf �and sh I e � equivalent in load-carrying capacity and deflection criteri in the depths and spacings indicated on plan. Provide blocking racing, web ` r r \ stiffeners and other accessories as required by the manufacturer. ' j. Laminated veneer lumber (LVL) shall have the following properties: Flexural stress ------------------------------2600 psi Modulus of elasticity ------------------------ 1,800,000 psi Tension parallel to grain -------------------- 1850 psi Compression parallel to grain ---------------- 2460 psi Compression parallel to glue line (perpendicular to grain) --------------------- 750 psi � Horizontal shear 285 psi ----------------------------- � Where two members are required, each member shall be fastened to adjacent . members with two rows 16d nails spaced at 12" o.c. unless noted. Where three or four members are required, they shall be fastened together with two rows of 1/2" diameter thru-bolts @ 24" o.c. unless noted. k. Framing notes: 1 . Exterior Walls: A. All exterior walls are 2x6 studs @ 16" o.c. to a maximum height of 12'- 6", 2x6 studs @ 12" o.c. to a maximum height of 14'-6" and (2)-2x6 studs @ 16" to a maximum height of 17'-4" unless otherwise noted. Cap with a double top plate installed to provide overlapping at corners and at intersections with other partitions. If overlap is not possible, strap top plates with metal strap tie (Simpson ST292 or equivalentl. B. Floor or roof framing members must be aligned to bear within 5 inches of the studs beneath. C. Provide 1/2" thick APA rated sheathing (plywood or OSB) rated 24/16, exposure 1, at exterior face of exterior walls. Block all horizontal joints. D. Provide (3)-2x10 headers over all door and window openings unless otherwise indicated. E. At beam bearing locations in stud walls, provide multiple-stud posts equal to width of bearing member unless noted otherwise. 2. Interior Load-Bearing Walls: A. Interior load-bearing walls are minimum 2x4 studs @ 16" o.c. with 1/2" gypsum wallboard both sides unless noted otherwise. Cap with a double top plate installed to provide overlapping at corners and at intersections with other partitions. !f overlap is not possible, strap top plates with metal strap tie (Simpson ST292 or equivalentl. B. Floor or roof framing members must be aligned to bear within 5 inches of the studs beneath. C. Provide (2)-2x10 headers over all openings in wall unless noted otherwise. D. At beam bearing locations in stud walls, provide multiple-stud posts _ equal to width of bearing member unless noted otherwise. 3. Floor Construction: ' A. Provide 3/4" thick APA rated Sturdifloor rated at 20" o.c., tongue and - groove, exposure 1 . Glue and nail panels to all supports. Install sheathing with long dimension perpendicular to joists and end joints staggered. � B. Provide solid blocking between floor joists at all aring locations. Blocking material shall match the floor joist materi � 4. Roof Construction: A. Provide 5/8" thick APA plywood sheathing rated 32/1 exposure . Install sheathing with long dimension perpendicular to rafters or trusses and end joints staggered. ' B. Provide wind/seismic anchor at supports for all roof joists and trussed rafters. See nailing schedule. - C. Provide solid blocking between roof rafters, trusses and lookouts at all bearing locations. Blocking material shall match rafter, truss chord, or lookout material. 5. Wind Bracing: A. Walls over 6 feet long which are sheathed with gypsum wallboard on - both faces have been designed to resist wind forces in accordance with = Table 47-I of the UBC. _ B. At shear walls, screw 1/2" gypsum wailboard to all studs and to top and bottom plates with #8 x 1-1/8" drywall screws at 7" maximum spacing. C. Exterior plywood or OSB wall sheathing is required unless specifically deleted by engineer. STRUCTURAL STEEL: a. Structural steel shall be detailed, fabricated and erected in accordance with the most current editions of AISC Specifications and Code of Standard Practice. b. Structural steel rolled shapes, including plates and angles, shall be ASTM A36. Tube shapes shall be ASTM A500 grade B. Pipes shall be ASTM A53 grade B or ASTM A501 . c. Tube shapes are actual size as specified on plan. Pipe sizes indicated on plan are nominal (approximate inside diameter) and refer to AISC pipe schedule dimensions. d. All bolts used in steel framing shall conform to ASTM Specification A325. Anchor bolts and bolts used in timber connections may be ASTM A307. Bolt sizes shall be 3/4" diameter unless noted otherwise. e. Typical framed beam connections shall consist of pairs of 1/4" angles using the maximum number of bolts called for in Table II-A of the AISC Manual (ASD Ninth Edition). f. Expansion bolts shall be wedge type "Hilti", "Rawl", or "Red Head" or approved equivalent with the following minimum embedments: 1/2" diameter ---- 2-�/2" 5/8" diameter ---- 3" 3/4" diameter ---- 4" g. Adhesive anchors called for on the drawings shall be glass capsule type such as "Molly Parabond" or "Hilti HVA" anchor systems. Minimum embedments, if not specifically indicated on the drawings, shall be according to the manufacturer's specifications. _ h. All welding shall be done by an AWS certified welder. i. Delay painting within 3" of field welds until welds are completed. - BACKFILLING: a. Do not backfill against retaining walls until supporting elements are in place and • securely anchored, or adequate shoring is installed. Concurrent backfilling of each side of a retaining wall to final grades as indicated on pl or sections is � required unless temporary shoring is installed. b. Verify type of fill with soils engineer and structural engme o i .--•�— NAILING SCHEDULE 2x floor�oist to girder, sill or wail plate (toenad) 3 - 8d � I-�oist to girder, sill or wall plate (down thru bottom chord) 2 - 10d Sole plate to �oist or blocking (face nad) 16d @ 16" Top plate to stud (end na�l) 2 - 16d � Stud to sole plate 4 - 8d (toenad) or ; 2 - 16d (end nail) Double studs (face nad) 16d @ 24" Doubled top plates (face nad) 16d @ 16" Top plates, laps and mtersections (face nad) 2 - 16d Continuous header, two pieces 16d @ 16" along each edge Continuous header to king stud (toena�l) 4 - 8d Ceding/floor �oists, laps over partitions (face nail) 3 - 16d Ceding/floor �oists to parallel rafters (face nad) 3 - 16d Solid-sawn rafter to plate 3 - 8d toenads ' or Simpson H5 I-�oist rafter to plate (down thru bottom chord) 2 - 12d Bwlt-up corner studs 16d @ 24" Bwlt-up beams (each member to ad�acent) 16d @ 12" along each edge Plywood or OSB roof/wall/floor sheathing 8d @ 6" along edges 8d @ 12" intermediate supports NOTES 1. The nads in this schedule are common wire or box nails If cooler, sinker, or other types of nails are used, contact engineer for reqwred spacing and sizes 2 If staples are used, contact eng�neer for reqwred spacing and sizes 3 This schedule indicates mirnmum reqwrements for nailing Where special conditions exist, use the specified nailing indicated on the plans and details. 1 T � GROUT: a. All grout beneath column base plates and steel beams at bearing shall be non- shrink, non-metallic type grout. Grout shall have a minimum compressive strength of 2500 psi. GENERAL REQUIREMENTS: � a. Structural erection and bracing: The structural drawings illustrate the = completed structure with all elements in their final positions, properly supported - and braced. The contractor, in the proper sequence, shall provide shoring and bracing as may be required during construction to achieve the final completed structure. Contact structural engineer for consultation (not in contractl as required. b. Dimensions: Check all dimensions against architectural drawings prior to construction. Do not scale drawings. c. Construction practices: General contractor is responsible for means, methods, techniques, sequences and procedures for construction of this project. Notify structural engineer of omissions or conflicts between the working drawings and existingconditions. Coordinaterequirementsformechanical/electrical/plumbing penetrations through structural elements with structural engineer. Jobsite safety is the sole responsibility of the contractor. All methods used for construction shall be in accordance with the latest edition of the UBC. d. Observation visits to the jobsite by the engineer shall not be construed as inspection or approval of construction. e. Though every effort is made to provide a complete and clear set of construction documents, discrepancies or omissions may occur. Release of these drawings anticipates cooperation and continued communication between contractor, architect and engineer to provide the best possible structure. , � �� r�UND A PL41N \ � . No 5 REBAR NGTICE ELEV 8524 2' � Accord�ng to Cotorodo law you must commence any fegal oction bcsed l `— �O� � upon ony defect in th�s survey w�+h�n three yecrs af!er you first cLECTRIE 'JAULT � disco�er such defect In no event, may cny act�on Gased upon any defect m this survey be commenced more thon ten years from the R 0 \N EASEMENT / dote of the cert�f�cat�on shown hereon C„� � � I 262 �i� / \� � ,o o C� � 1 5�2 c � � o � . ���OQ� ';� 2a; � I=Z9�OZ�OO�� RiOTE SURVEYOR NAS h4ADE NO INVESTIGATION OR INDEPENDENT SEARCH FOR ; 6 � `5i'1 C1 R=�Z� S. � � EASEMENTS �JF RECORD, ENCUMBRANCES, RESTR'CTiVE COVEN�NTS, OwNERSNIP N �� 24 1 �s � � �_ � � 0.�� TiTLE EVIDENCE, OR aNY OTHER rACTS THAT AN arr�,R4TE AND CURRENT � � � — TIT�E ScARCH MAY DISCLrSE _ � � � �_ ��-�p ,� 2� � �, � �J � � / 24 , � E�E T-56.47 / 'D 26 PEAK ��Z%� F�owED \ / CANT �� , 85 3 9 ��G °R'vE,\ „ LC'— � 09.34 B V�I EL�EV E8451 (7AJ SEtivER p�ANHO�E 8-66 � 2��°�- �. %� a, ��� �� CB=S 35°38'00" E 20 � A �� t 8 r' 2 0 �� � � � �� � r ,n \ �O A / \ 2 Z �� � i 165 ' '!b VPATI� cE�K �� �� '/ � c�,� �� � � CANT \ � 31 6����� . as a j dl�- �, �,5 9 0� i 68��� 61 (,� ' (�� g� '��� � BUILDING �� � Q± �t C' � �A�R� / OU i UNE 8' �� E �, � � � 15� p � � ARCEL A '�' � 0 4 ,� � ,�, � `6� ,3� �� ; \ , K 35J� 2 �, �� L O T 5 �33 S�R���t v�A� , \A"-, 3 0 ,'� Soo o � � 0230? �� �� 2 sr,Rr �° `' DECK 20 �3�, O ti C 1 0 5�o w000 FRA�AE B�ILDING 5 �vER . G � 26� Op., �.� `Spo \ i = 16°16'19>' ��• / � 9533 � 6 �J, R = 218 10 � � p 1G., ,�D� � `�p� 0�,, L = 61 94 � 2�� g T = 31 18 — / � 9s � ��-C, � 1 LC = 61 73 � �9 � � LOT 4 �p `. CB = S 29°15'10" E ,, � ,� � _ � WEST h �, � � � a LOT 4 � , ,n�� t 1��� p� G oa�6 FC y> �ST FC�rvD P K ^�ai� C2 12°45'41" �'� � / �� ,op �O o �595 AC �c�TH waS�,ER� R = 218 10 o q � p � _ No t o8� L = 48 58 �� ,�2 � o,� � T = 24 39 � ~ �� S 50°31'00" E �� LC = 48 48 , S` 3 00 4� CB = S 43°46'10" E SDa�,' �9 � �i 0�,, 86, o � F �.�0�o' o��' � �� �� UTILIT`r COMMON AREA fs�c� � � LOT 3 1hiPROVEME�JT LOCa'�ON CERTIriCATE EASEMENT 9 / 0 4707 aC �� p� I hPreb� cert�fy that th�s Imp�ovement Locat�on Certif�cate was prepared ' �Q � fOr MIKE LAUTERBACH ��' that �t �s not a land survey ptat or �mpravement survey piat, and that �; �s �, � � n�t tc d? rel�?d upon for the estabiishment or `ence, bu�iding cr other future �mp��vement I�nes / � \ � ' fur,hA- certify th�t tne improvements on the above aescr�bed parcel on th�s do*e 2/S/37 except ut�l�;y connect�ons, c�� en±�rely �e�th�n the O bcundar�es o` the p�rcel, except as s'r�ofrn, +hot there are no encroachments \ O �.�pa�� the a?s:,r�bed prem�ses by �mprovements on ory ad�c�nmg prem�ses, � except as ��d�c�tea, and that there �s r�o apporent ev�de�ce or s�gn o' any !r� easemer± r;-�ss�ng or b�rdenmg ony port of so�d parcel, except as noted . \ �� ' , 'V (.� Da'.e __z�l?��7�-- �r��-°� f ---- `- --- s ^y '- r ��, \ — _ � Stan-Ho¢f�)dt o ^ Colnr"'od�: P t`.. ;��r-�*9g ' = �y 'j f �,� � �o,, _ . . .� - � �,�o y0 � \ � -� r• � . �,� ,Q �� • , ,`� ' �y� °•��o.e° �� � � t t, I. .i�rx's �y � �S �/� �, �C S 9 „ _ , �� �66 �6 � SCALE 1 20 .� (� . ti% � � o n��/ ti�y� Q,9 o DATE OF SURVEY. ,5/9/96 �� (� / �1�� r�y, � `� UPDATE OF SURVEY: 2 5 97 a�, \ 1�1� � w � � '� • 6J o � IMPROVEMENT LOCATION CERTIFICATE PARCEL A BIGHORN FALLS T�WNHOMES - TOWN OF VAI L . 41199 HIGHWAY 6 & 24, EAGLE–V�IL p_a aoX 123o UPDATE �.� Pos� 2�5��� EAGLE COUNTY, COLORADO � EDWARDS, CO 81632 ' . __ (970)949-1406 PATRICK FILLIETTAZ 5!�%/96 �, _ JOB No. 15098 ,� ;�._ . ` 1 ^ J F:.a;y "'},r.':�}ry pr��.. /[/ {Rl� S+L' �/a XrS��i.YY(;; �'o ' . 1 i n Y'4�I'tf.'I��tl'���i yK�j'�i fr���i w'-0,.t�r {j '# i �iq� 1 '�� ` �-. i - , ' �'��Z�w:.��s��'i�il.t� ���� 1.A�J x � �� � � r r � �< <, � ' ��,� �� �� ���� � ' �.�°' • 1r�� 3 � �, fr i� � JY J f ` J �.h� ��J,„ +h ' , __ " , � � C Z �� ����� `� �� ' � . . � .� . : i �}� ,_�' ���� ���* Y`�y, ���'i��. - , ' - ' � � .�� �u-r� t�=,�!", .. � . , �� 1 ^$� .��e�ry�����a�� _ ,,,, � `�-y A.u�;�^ - �''� " `� - ' ` � _ `,a'ryg�"�+���'��'�'���w� s�.a - ' ' ��� ,.�4� g2�+1`��4,7' P . � � " � ' ' � � � � �,�e d4'Y�i�w�'�'��0l��i��.�+: ' `� LOT� 5 � � . � _ . . � �:��r. ; �;�,.���.�,� � . : �. � r , � 6'P►NE - i y �'4a��x,,��'�,� �.� ^ 'um''�H'�#S��..5.A+ar!(!Ej^1a1.�'«�;�.T.Z����t1� �4 � 0 _ _L / ` ����� y��,+t^�+rr�.,�='�`S.'��iti^�� .� � FNO PLAIN �tEBAR � O � �• > i `". iq 4:�`=t�r�2>����`.��.,�. � � P wER PO E � ` � �,,{ �,� ��'"�"" $r � � ? � ; N30°58�W , t 5� � � � \ /_' � , � ` � 7�PiNE - '��,��,�,a�"s�'` a"`��°'� fi � . � .� I C � .'�i��'r��"''X�rW-i �,. � \ \ � �J � � SET PIN � � -f ��m , � � , , � \ �� � � � � � \ � POWER POLE 'Pi �AP �;� ` ,�+�,,�`"�'��k`��j��; ��` � �� i ` � 1 \ \ , , , r �,»� "° r,_•_:c;l�' �� 1 ` L S. 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