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HomeMy WebLinkAboutB18-0080_REV2 Approved Plans_1533591671.pdf li,ti OF go „,,,74014* .4;*..1:1 'PA eiii Q07 08/06/18 114" 1%1" REMOVE 2x6 FROM 12-5/8" DIA. x 2" EXISTING 4-2x6 PACK- / / / THREADED ROD REPLACE UNDER WELDED TO TS 4x4x1/4 REINFORCED BEAM — (TYPICAL BOTH ENDS) I N BOTTOM FACE OF TS 4x4x1/4 • U No •— N T -0- -0-...,,j >- - cc tLL Y O . ao O W /� > V EN 0 p J O W_ L a) EO .71_ -0 (V I T 0 0U CN ., 410 0 00 BEXISTING EYOND W 10x\ 0 0© O O PLAN o•� 0 '1 ..eon ♦.. JOISTS TOEXISTING 11 7/8" ,REMAIN i ��d�. ........... *''s/ ti EXISTING 3/4" EXISTING W 10x12 4 . �� L .1 J PLYWOOD TO REMAIN •/ TO REMAIN O0 "�� ` `�„ 4t >OJ pikkd L-J �` I O /L - 0 _ — ■ U . 0 2 LVL 1 3/4 x 7 1/4 �; lik" d•4 grli liV AS X007 08/06/18 U N" co (0co .� N r cb cO O r` 0 a) a) D EO •E N O O O 0 0 Q > 0 00 0 0 00 X i °Z ....1 , t p N g =p/t .. P�//° ••• „„„ CD . h • —N 0 z 2 ST .. - S w 1 I z 0 0_ •T �. - o w E T op I- EX. 11 7/8"BCI 450 @ 16"o.c. T x I S '' S w TO REMAIN 0 71- co co E . DBL 9 1,2"BCI 450 @ 12"o.c. EX. 2-LVL 4x11 7/8 TOREMAIN x I J I-4— J 51- I T�EMAIN 1 _1 -�\ — TOP OF PLYWOOD D EX. 11 7/8" BCI 450 @ 16"o.c. °'• I215'-0" 0 X EX. 11 7/8"BCI 450 @ 16"o.c. co TO REMAIN w ,0 iX _EXISTING 3-2x10 • TOP OF PLYWOOD TO REMAIN TO REMAIN j < 215'-0" 111 • WEI • r \ F- O Q. �o _ O1 \-- Q GD � EXISTING 3-2x10 0 TO REMAINrIt +�0 c-( - A_' $ TYPICAL +� P W p + ml_ oma + - • Q p O FIELD VERIFY THAT DOOR I O HEADER COLUMNS STACK LI FROM 3RD LEVEL FRAMING EX. 11 7/8"BCI 450© 16"o.c. PM TO 4TH LEVEL FRAMING — � 0 TO REMAIN I I 0 H H EX. DBL. 11 7/8"BCI 450 @016"o.c. — • _ TO REMAIN �/'� V J 1_\.1. LI] + ill ■ B J Q 1 I 0 0 + + + + + 0 0 N I 0 f1 Q co WALL LEGEND EXISTING WALLS nih " TO REMAIN • • 0 0 0 WALLS TO BE REMOVED I 3RD LEVEL FRAMINGPLAN II 1/4" = 1'-0" S3 of 6 0 OF„4 ..,,,l'4,,.'0...._-, hop' 08/06/18 EXIr STING 3/4” PLYWOOD TO REMAIN EXISTING FRAMING EXISTING W 10x45 TO REMAIN TO REMAIN EXISTING W 10x22 TO REMAIN / 8" PLATE MAY BE 6" C CO co co SHORTER THAN W 10x22 '— N c:L BEARING POINTS. FIELD . _ th COORDINATE SPLICE ���� 0 4 -� - - LOCATION AND FULL Tzm STRENGTH BUTT WELD 0 AS REQUIRED FOR EXISTING 3/4" 1/2"WEB STIFFNER �2" 8" �2" BOTH SIDE INSTALLATION. ft- CD PLYWOOD TO 3 SIDES\ BOTH SIDES OF 1/4" V 3"@12" OF FLANGE 7/8. 4- // 1/4" 2"@ 6" — PLATE 1/4"x 9" �8 411 7�8„ a) REMAIN TYP. 1/8 V WEB CONTINUOUS 9�� 3 1/4" /2" @ 6" / 5/4. / 205'-0" 1E N. 0 /4" 6" , DETAIL I - N cd 1/4" / 6" \B\ DETAIL B 0 S2) 1 1/2" = l'-0" 00 11/2" = 1' 0" - O ,A s 00 O 0 I EXISTING BEAM PER PLAN TO ,11/��• ,y,, �= REMAIN BEARING PLATE 1/2"x 6"x 6" 1/4" V 4 ilk N ' TS 4x4x1/4 PER PLAN b' •.�� 1'' PLAN -07• pw/,111 #4 DOWELS x 2'-0" @ 1'-4"o.c. TOP OF SLAB "'•0 DRILLED 6" INTO EXISTING 197-6 SLAB AND GLUED WITH #4 DOWELS @ 16"o.c. EPDXY. lk + O x 3'-0" DRILLED 6" INTO EXISTING AND GLUED + z Q w/EPDXY EXPANSION BOO �� wgEX. 117/8llBCI50@16llo.c.MATERIAL AROUNDEXISTING SLAB TO I 0 REMAIN E / �� I I o • � p r I . 1/4" VT 190'-0" _ :I- +3Dc(/) +.�� T Ir— �'� IS . S coqr �P I �� z. 44/ ��+ �P, TOP O' PLYWOOD .� X \ 'S Q�' 1 C CO ,• 205' 0" a • X.2 LVL 1 ./4 1 7/8 T.R. !�,}' �O w t� �p <+. �p O L� _-_-_-_-_- EX.o ' z W 10 x 39 TO '.MAIN • A A:a. ,..a 010.E • • --i � r 0I•� Alik U11 EX. 11 7/8" 1450 @ 16"o.c. TO Q REMAIN 00\ �P� +4! I "440*.je w I o o ,,i,j( � ® N �_ z �/ w �+. O��' I �TOPOOFOPLYWOOD -_ I� x z zz ny ` B p wli ��• o?• o�•a�•1 EXISTING FOAM EX.W 10 x 22 T.R. ~ w � � + �• •1�.�� • X EX.W 10 xI22 T.R. P . .. � Ion o �• //0 ®' u. .i EX.W 10 2 T.R. 0 •1 FILL BENEATH w ��°■ � � � �'� I�� �� Do• �•a1it04 3/4 MAXIMUM SLAB TO REMAIN D jIII v ` � � W 10 x % ��' ' 2, : 1 + COMPACTED 4N-Arr.o GROUT ' ' EX. 11 7/8" LCI 450 G� 16"o.c. NB 1) O ` z EX.W 10 x 22 T.R. TO REMAIN EX.W 10 x122 T.R. Q O GRAVEL BACKFILL IFF. .4 TO REMAI�� z O" ��� �S 4x�X114 1 1 o �s�Xgx11 - _ FULL HEIGHT .P o�� II cV(11 Ii �� ��� - ����� 3 rnLU a 12" SQUARE PIER © C AI w x x x w w/4-#5 BARS@ Q��� A rill-II" o • x 't o 3#4 COLUMN ` �� w„ 0_ O M MI a cc 4 CORNERS TIES ����� C7 ® Q O 0,___=...._,__,___„....._ _ _ z J , __ EX. 11 r" 45T @ 16”o. TO � REMAIN > O 4 4 #5 DOWELS •� •�•off �G bC� EX. DBL. 11 7/8" SCI 450 16"o.c. ) /� w WSEE COLUMN F•• 2'-6" :. 10 WGA • �• I� w cola 1 ° OBSERVATION ,o1 :j2k:;77:04:41,1:1 Oo� o• •.-� TO REMAIN z z RECOMMEND' ON iltwic � I � I o g N -� PROJECT NO. 18 9 740 XR x z S2 ~ JENGINEERING S• •NSA 4 10 w , w w w4 CO TECHNOLOGI • P. ! • ` C� Q GRAVEL BENEATH ' •O•T C9 4Z Q > •\ ,s AND ISOLATE BFR kir t `�o�• STEEL COLUM P' '4. ���• �• :�����i I �5 0�� (/) 1 QO 0 I— • 4u ■■ u co Lu w MX + + + Wop J I 1' 5 2 ,� 4� I A 4 4, o a • • . ► U . ' ► 0 O co o -7),-,,,. .--.;9_,/ ,--/ --/,.. )0.... ,•1�0�i1i��!a • •T/4o�Io�!,le�• .•Ii,/ade or o�o•.., -- a Ar'`-/ D41',�o0a�� o U FOOTING SIZE AND 11_, ,•1Iw �io0�� �•�I•M e41°•47,0• / o4 �• ,'� � •�•��� Q REINFORCEMENT / ��� A ��• PER PLAN EQUAL 1 -0 QUAL ap SQUARE WALL LEGEND 3'-0"or 2'-6" EXISTING WALLS TO REMAIN 1111111111111111: i • D E TA I L A WALLS TO BE REMOVED 0 IIII A = = WALLS TO BE ADDED FRAMING 2ND LEVELPLAN r 111111 1/4" = 1'-0" S2 OF 6 .5,41111111111111if. 4111410 11:11 I 4. X007 08/06/18 • U N' CO C CLo V _ STRUCTURAL SPECIFICATIONS ,_ o I'••• 1) Foundation design based upon Soils Report No.03-015 as prepared by C) KOECHLEIN CONSULTING ENGINEERS,INC.dated 19 August 2003. All footings are to bear upon natural undisturbed soil as approved by the soils engi- neer and have been designed for a maximum soils bearing capacity of 5000 psf. L Soils engineer to inspect basement areas for radon gas. Install radon gas system a) beneath concrete slabs when required by the soils engineer. 2) All foundation around perimeter of structure shall have minimum frost protection of 48"to bottom of footing. All foundation walls and columns to be centered on D concrete footings unless shown otherwise on plans. 3) All cast in place concrete must be made with Portland cement and attain mini- mum compressive strength of 3000 psi after 28 days(minimum compressive N O strength of 4000 psi after 28 days for concrete used in slabs). Design based upon -0 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE(ACI .—§ N CO 3I8),1999. Concrete placement to conform with"Construction Requirements"as E O defined in ACI 318. All concrete slabs on grade must be provided control(scored OO or cut)in accordance with soils report. All exposed edges of concrete shall have U 1/2"chamfer. Concrete work shall not have any horizontal cold joints unless au- thorized by the engineer. Field coordinate all vertical cold joints with structural Q to eIN ngineer,use continuous vertical water stop at all cold joints. 4) Reinforcing steel is ASTM Grade 40. All welded wire fabric must conform to O© O ASTM A185. Reinforcement placement shall conform to MANUAL OF STAA N DARD PRACTICE,2001 as prepared by CRSI. All lap splices to be minimum 36 bar diameters,all horizontal reinforcement to be continuous around corners and at wall intersections. Minimum reinforcement protection- /0 -concrete pouredagainst earth �i���� -concrete poured in fonns 2" /// ' ��� -concrete slabs 1" t// S• _ ,), 5) All lumber shall be Doug-Fir#2 S45 or better,all wolmanized lumber shall be \ 44/ /' �•R •., /`%1 Hem-Fir#2 S45 or better(all lumber within 18"of finish grade or in contact with 44 \, y concrete must be wolmanized). All timbers are Doug-Fir 41 or better. Provide q %J44/ coo :. J solid blocking at 8'-0"on center in all diaphragms. All columns to be continuous bearing to foundation. Window columns specified on plans are trimmers,provide 0 a t one king stud for openings to 6'-O"and 2 king studs for openings over 6'-0". 4, ��p _ 6) Glulam materials,manufacture and quality control shall conform to STANDARD 1 �,, SPECIFICATIONS FOR STRUCTURAL GLUED LAMINATED TIMBER OF ��it p9P SOFTWOOD SPECIES,AITC 117-2004 and TIMBER CONSTRUCTION ��i♦♦. •.0•00// MANUAL(5th edition)as prepared by AITC. Simple span beams shall be Com- bination Symbol 24F-V4 with no camber. Continuous or cantilevered beams shall be Combination symbol 24F-V8 with no camber. GIulam columns shall be Com- bination Symbol 3. Adhesives shall conform to the requirements for wet condi- tions of service. Exterior-unprotected use Ghdams to be Alaska Yellow Cedar. 7) Structural steel shall be ASTM A36 or better except Wide flanges shall be A992 0 —+ + + + + + I 0 or better,pipe columns(noted on plans as pipe,in manual as HSS round)which shall conform to ASTM A500,Grade B(Fy=42 ksi)or better,tube steel columnsLi— (noted on plans as TS,in manual as HSS rectangular or square)which shall be / A500 Grade B(Fy=46 ksi)or better,anchor bolts and bolts shall be A325 or bet- 2'-4" ter. All structural steel is to be detailed,fabricated,painted and erected in accor- ?zrf dance with AISC STEEL CONSTRUCTION MANUAL,2005 and CODE OF 0 7 I g\' r�� -, STANDARD PRACTICE. All welding to be performed by a certified welder and } ' +�+ P }`b+ �P 0 conform to AISC and AWS STRUCTURAL WELDING CODE,2000,all elec- •Sc° Q- •c° Q�� j �coQ� / T trades to be EE-70XX. Grout beneath all base plates and beam bearing plates _ k• ,�O .�. �O V//////////7 . �O shall be non-shrink epoxy with minimum 28 day compressive strength of 5000 � � J� � J�' T psi. �O O O 8) Versalams(2.OE)are as manufactured by BOISE CASCADE CORPORATION; F P P see shop drawings and manufacturers standard details. All built-up Versalam /j��j/ beams must be glued with PL400 and nailed with 2 rows of 168 spikes @ 9"oc. Versalams deeper than 11 718"must be bolted together with 2 rows of 518"di- D D r j e�-7 I ameter bolts spaced®a 48"oc staggered. All alternates to be reviewed and ap- 0 TOP OF SLAB jj/ proved by the engineer. L _J- 9) Sheath floors with'/d'T and G plywood with minimum span rating of 48/24 or 189'-6" / better and glue with PL400. Screw plywood with self-tapping screws e®6"oc to 2'-4" r j all steel members or joists,beams and ledgers,use regular screws @ 6"on center ���� for ail wood members. NEW FOOTING PAD 10)Sheath all exterior walls and interior shear walls with'/"plywood with minimum A 2'-6"x 2'-6"x 12" \ span rating of 24/0 or better. Nail with 8d @ 6"oc to all studs. — A i' w/3 #5 BARS / 11)Live loads used for design- 0 © c (— Roof 80 psf snow.-Floor-50 psf OS2EACH WAY /// ] -Deck-100 psf.residential. j TOP OF PLYWOOD O -Wind-115 mph(3 second gust),Occupancy Category II,Exposure B. *Ns I t ��t �/ 192'4" w -Earthquake-Zone C-IBC. ^ U Mi 12)All construction must comply with the 2015 International Building Code as at r Q adopted by the Town of Vail Building Department and the"General Conditions of Qthe Contract for Construction"(AIA Document A201). All construction must be o ^� ' prf y O ml_ cc completed within the tolerances described in the"Residential Construction Per- +p+ +pi /� 400 Romance Guidelines"as prepared by the NATIONAL ASSOCIATION OF g J� co J� A HOME BUILDERS. �O '� �O ® J 13)Construct walls as follows- P NEW FOOTING PADor. Li P O -Exterior-2x6 @ 16"oc. 3'-0"x 3'-0"x 12" -Interior-2x4 @ 16"oc,unless noted otherwise. w/4-#5 BARS00 M 1 / , 14)All beams,joists,and rafters are to bear upon walls or beams,or be hung with EACH WAY 0 TOP OF SLAB `J SIMPSON Strong-Tie hangers or approved equals. Coordinate all hanger types O 190'-0" H .+ and sizes with engineer. CV J 15)A ll structural members are shown in their final positions properly braced and sup- 'x\ • ./ H cb+ P 2'-4" PW ported;during construction it may be necessary to temporarily shore portions of g+ • i U EXISTING FOOTING g ��� D the structure while other portions are being constructed. Contact the engineer for TO REMAIN O� consultation as required. TYPICAL �� Q,� > 16)General Contractor is responsible for all non-specified connections,contact engi- '�- J / Q neer for details as required. The engineer is to approve all structural substitutions. QUO < r/'� 17)General sewers, is)ohr coordinate o allswdialls, om penetrations(i.e.,chimneys,with \ p �� Q �/�� plumbing,sewers,etc.)through floors,walls,roofs and foundation walls with ap- propriate sub-contractors. General Contractor is responsible for the means,meth- 0 ods,techniques,sequences,procedures,workmanship,seasonal scheduling and 0 /'//A1 C _ U) LIJ job-site safety associated with this project. The General Contractor is to verify all B 5 L dimensions and elevations with the architectural drawings. Notify engineer of all LLJ conflicts and omissions between various elements of the working drawings and lY the existing conditions prior to commencing with that portion of the project. General Contractor is to inspect remodel projects and verify prior use and proper a disposal of existing materials(i.e.,asbestos,etc.)as required by code. Identity of r , all existing hidden structural members based upon structural plans,details and v specifications as prepared by MONROE&NEWELL ENGINEERS,INC.dated 0 _ t 41:1 05-15-06_ coco 18)All materials exposed to exterior and or moisture conditions shall be treated for N these conditions(i.e.,chemical treatment,staining,painting,damproofing,mem- i branes,flashing,etc.)as required by code. All materials to be treated or protected 0 for fire resistance as required by code. f 19)Furnish one set of shop and erection drawings for reinforcing steel and structural Q steel to the engineer for review and approval, prior to fabrication, when shop drawings are prepared by the appropriate subcontractor. CO 20) Special inspection to be completed by building official approved inspection 1 2" 4" 4" 2" WALL LEGEND agency for structural steel construction,soils information,chemical grouting and 1/4" , BASE PLATE epoxy anchors. Inspection reports to be prepared in accordance with IBC Chapter 1/2"x 5"x 1,-0" EXISTING FOUNDATION 17 on approved forms,verifying compliance with construction documents and be III w/2 - 1/2" DIA. WALLS TO REMAIN submitted to the building official for review and approval, copying the owner, 2�2" ANCHOR BOLTS IIII1IUIH 1I1I general contractor and engineer. Coordinate inspections with general contractor is AIlle I ill 1 so that special inspections can be periodic rather than continuous. 5.. �' 0 0 0 0 0 lb 2�2" TS 4x4x1/4 PER 1'-0" PLAN FOUNDATION PLAN BASE PLATE 1 CO S 1 �� II 3/4" = 1'-0" • SHADED AREA DENOTES NEW OVER-FRAMING. 1/4" = I-0" NORTH S1 OF 6