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VAIL VILLAGE WEST FILING 1 LOT 15.pdf
(DK12 TI � aE � �^I� LLS 200� SPIKE � ��' � g � kING� fANEL � 2 � �� � �': -- - - GONT , TK�ATED 2 K � �- W/ �� �; 4� � ��Z�� � X � o� A . $ . � 4 = 0 �� , ::� 2XIZ�S L' I ���� I n 2x 12 BLOCKII.! � C' IC� I !�! FI�ST JDI .�.T SP/, � E T'fP • , n # • - VF2T • � I� �, n ¢ 4 � i N # 5s co �!7 . HoRIZ . � C � ��� � o . � 5 DWLSx 19 `a 4 �o J N �' _� (2) - # 55 coNT. [nl - p Tor s' So7. _ . —_, . • . .,c � .a ; • oaq• oQ• � � d � o� � � 111�= 111 � � p��.,� ipE �oJNpATio�� PERIMETER " a'� 4'' D �All.l PE � S� i � `, EtiCaINEEtz � i 51 2IlK� STUDS G° l� k� %2 �� bLYW � c�k '�7AFE �hOARD CANt. '�EkTGb 2X(a f�. W� ��z ° � X lo " q , e •'S G' ' 4 � D Col �o Y M , I � q : \� . , J � ♦ I� � ,' I p �: � a�� l � � ! - li � l 1 _ � _ ; 111= 1111 � - � �� ' +� � cDUT. 9 1:{ '�. p • HT � r S bkl !� +c � � 7 .� �_ � ' l� �� '? � � -`�� ��� �' D11T . 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" `. —^ � o �GK T2USS GENERAL NOTES : JORCK RESIDENCE JOB #9307-09 DESIGN CRITERIA : Roof Live Load ---------------------------------------------- 80 psf Floor Live Load ----------------------------------------------40 psf Deck Live Load ---------------------------------------------- 100 psf Basic Wind Speed ------------------------------------------ 80 mph ( Exp . B) Seismic Zone ------------------------------------------------ 1 UBC Edition -------------------------------------------------- 1991 FOUNDATION DESIGN : a . Design of individual and continuous footings is based on a maximum allowable bearing pressure of 2400 psf (dead load plus full live loadl . b . Footings shall be placed on the natural undisturbed soil , or compacted structural fill , below frost depth . c . Refer to report 93255s by Engineering Designworks, Inc . for additional requirements regarding soils . d . Provide continuous foundation drains around the perimeter of all basement walls and at the base of retaining walls . Contact soils engineer for details . e . Soil conditions and types shall be verified by a representative of the soils engineer during excavation . � REINFORCED CONCRETE : a . Concrete design is based on the " Building Code Requirements for Reinforced Concrete" (ACI 318-89 ► . b . Structural concrete shall have a minimum 28-day compressive strength of 3000 psi . c . Provide continuous shear keys at vertical cold joints and where shown on drawings . d . Concrete shall be proportioned using Type I cement . Admixtures containing chloride salts shall not be used . e . Cold weather concreting procedures shall be provided as recommended in the ACI Manual of Concrete Practice . f. Anchor bolts for beam and column bearing plates shall be placed with setting templates . g . Expansion bolts shall be located at a minimum of 6 bolt diameters from concrete edge and spaced at 10 bolt diameters unless noted otherwise. h . Concrete coverage for reinforcing steel (ACI 318 ► : Concrete cast against and permanently exposed to earth 3" Concrete exposed to earth or weather : #5 bar and smaller 1 %2 " Jt6 through # 18 bar 2 " Concrete not exposed to weather or in contact with ground : Slabs, walis , joists ( # 11 bar and smaller) 3/. " Beams, columns 1 %z " REINFORCING STEEL : a . Detailing, fabrication and placement of reinforcing steel shall be in accordance with the ACI Manual of Concret Practic . 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 . 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 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 . c . Top and bottom plates shall be Douglas Fir-Larch #2 and better. Plates placed directly on concrete walls or slabs shall be pressure-treated Hem Fir # 1 . d . Provide solid blocking at supports for wood joists and rafters . Within floor joist spaces beneath solid or built-up columns noted on plans, blocking of area equivalent to column above shall be provided . e . Built- up columns shall consist of Douglas Fir- Larch 2x4 or 2x6 studs and shall be nailed together with 2 rows of 16d nails @ 6 " along each stud . f. Except as noted otherwise, minimum nailing shall be provided as specified in the " Nailing Schedule " on the drawings . g . Uniess noted otherwise, steel connectors such as those manufactured by the Simpson company shall be used to join rafters , joists or beams to other beams at ftush-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 . Micro-Lam ( M . L. ) laminated veneer lumber headers and beams shall have the following properties : Flexural stress --------------------------------- 2g00 psi Modulus of elasticity ------------------------ 2 , 0 x 108 psi Tension parallel to grain -------------------- 1850 psi Compression parallel to grain ------------- 2700 psi Compression parallel to glue line (perpendicular to grain) --------------------- 500 psi Horizontal shear ------------------------------- 285 psi Where more than one member is required, each member shall be fastened to c' � adjacent members with two rows 16d nails spaced at 12 " o .c . i . Floor sheathing is 3/4" thick APA rated Sturdifloor rated at 20 " o . c . , tongue and groove, exposure 1 . Giue and nail panels to all supports . Install sheathing with long dimension perpendicular to joists and end joints staggered . j . Roof sheathing is 5/8" thick APA rated plywood sheathing rated 24/ 16, exposure 1 . Install sheathing with long dimension perpendicular to rafters or trusses and end joints staggered . k. Provide wind/seismic anchor at supports for all roof joists and trussed rafters . Unless noted otherwise, use " Simpson H5 " metal connectors . STRUCTURAL LOG FRAMING : a . Logs have been designed using Spruce-Pine-Fir design values . This category includes Alpine Fir, Balsam Fir, Black Spruce, Engelmann Spruce, Jack Pine, Lodgepole Pine, Red Spruce and White Spruce . If logs of a different species are obtained , contact structural engineer for suitability of inember sizes indicated on plan . b . Logs shall be dried to a maximum moisture content of 19 % prior to construction . c . Construction details for log walis and other non-structural log elements are the responsibility of the contractor and/or log supplier . BACKFILLING : a . Do not backfill against retaining walls until supporting elements are in place and securely anchored , or adequate shoring is installed . b . Verify type of fill with soils engineer and structural engineer prior to backfilling . 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 consuitation 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 existing conditions . Jobsite safety is the sote responsibility of the contractor . All methods used for construction shall be in accordance with the latest edition of the UBC . C���\ _ NAILING SCHEDULE 2x tloor joist to girder, sill or wall plate Itoenaip 3 - 8d I-joist to girder, sill or wall plate (down thru bottom chord) 2 - 10d Sole plate to joist or blocking (face nail) 16d @ 16" Top plate to stud (end nail) 2 - 16d Stud to sole plate 4 - Sd (toenail) or 2 - 16d (end naiq Double studs (face nail) t 6d @ 24' Doubled top plates (face nai1) 16d @ 16" Top plates, laps and intersections (face nail) 2 - 16d Continuous header, two pieces 76d @ i6' a�ong each edge Continuous header to king stud (toenail) 4 - Sd Ceilinglfloor joists, laps over partitions (face nail) 3 - i6d Ceiling/floor joists to parallel rafters (tace nail) 3 - 16d Rafter to plate Itoenail) 3 - 8d plus • Simpson H5 Built-up corner studs 16d @ 24" Built-uD beams (each member to adjacent) t 6d @ 12 " along each edge Plywood or OSB roof/wall/floor sheathing Sd @ 6 " alonq edges 8d @ 12 " intermediate supports NOTES: 1 . The nails in this schedule are common wire or box nails. If cooier, sinker, or other types of nails are used, contact engineer for required spacing and sizes. 2. If staples are used, contact engineer for required spacing and sizes. 3. This schedule indicates minimum requirements for nailing. Where special conditions exist, use the specified nailing indicated on the plans and details. ��/\ , . � �2il�il 14� ' ou . i '�'�. op � ��� . � �� � - - - - - - - -- - - - �-- - - - --�--- - -- -- - __ _ _ �. _. . _ _ . _ . __ _ _,�-. ---- . ,._ _. -.. .__ _ - .r- -- i i i - � � i ii it i �� • i n i u � i u � i � I 10 - 0 � �F - O `f". "�� ,�„ �i- D � 3 - O � - � " ? a. 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