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HomeMy WebLinkAboutB05-0016 Responses 3-24-05 � • Date: 24 March 2005 To: . Charlie Davis Town of Vait Community Development Department 4 75 Sauth Frontage Road Vail,G0'81657 (970J 479-2142 cc: Via: Fed Ex From: Steve Roberts Distributionr File 2.5 Subject Responses io buildinq department and fire dept comments Project The Arabelle at Vail Square Pages t of 1 Transmittal ' �2�� Message: Charlie� Enclosed please find 2 copies of all of the documents in support of written responses to LPZA and TOV Fire Department comments: . Written Structural Responses • Architectural Sketches • Mechanical Sketches • Electrical Sketches • Landscape Sketches • Structural Sketches • Structural Calcs . Mechanical Cut Sheets • Architectural Revised Fire Place Specs and door schedute excerpts . Architectural Plumbing Fixture Count Summary . Full size sheets:architectural,structural,landscape,mechanical THE WRITTEN RESPONSES WILL BE SENT VIA EMAIL. PLEASE CALL WITH ANY QUESTIONS,THANKS! qZqo Architecture Inc. chicago denver i6n Eighteenth Street Suite 20o Denver,Coloredo 8ozoz t 3o3 z92 3388 f 303 29z 3»3�^'424oarchitecture.com Fla.AC#0954656 r Vail, Colorado Denver, Colorado Dillon, Colorado Monroe 8� Newell Engineers, Inc. March 23, 2005 4240 Architecture 1621 Eighteenth Street, Suite 200 Denver, CO 80202 Attn: Mr. Steve Roberts Re: Arrabelle at Vail Square (M&N#6250) LP2A Building Review Comments dated 3/10/2005 Gentlemen: The following is an itemized response to the structural comments listed in the LP2A plan review dated 3/10/2005. SG3: The general notes sheet S 1.0, item 2A define the required special inspections listed in the IBC. The Owner has contracted with Independent Testing Inc. to perform the required special inspections. Monroe &Newell Engineers, Inc. will provide structural observations per the General Notes. SD 1: The precast design and details shall be per the precast manufacturer and will be submitted as a deferred submittal stamped by an engineer licensed in the state of Colorado. SD2: See item SD1 SD3: The note has been modified to refer to the core wall schedule sheet 52.1 SD4: a. All precast columns are 18"x24"per note on section 18/S110.1B. See Item SD 1. b. T.S. column schedule is on sheet S 110.2B and section 8/S 1.1 is now revised to show correct reference. SDS: See Note 16 on sheet 110.1 B for pad reinforcing. — �`���� -�����= •:;:..• � 2005 Platinum Sponsor The Colorado Chapter of The American Institute of Architects www.monroe-neweli.com 1701 Wynkoop Street • Suite 200 • Denver, Colorado 80202 (303) 623-4927 • FAX (303) 623-6602 • email: denverC�monroe-newell.com � -� � SD8: The foundation plans now show top of footing elevations at all locations. � `' Monroe�Newell FiiM�iii����r..In. SD12: The CMU walls are non-structural and reinforced per General Notes, Section 8. SD 13: Concrete reinforcing lap splices are shown in schedule sheet 52.1. SD15: See Item SD1 Veneer connection information is now shown on sheet S 1.0. SD17: Detail is now revised to show wide flange column at 16/55.1 SD18: a. Detail2/55.1 is revised to show rebar cover b. Detail reference on S 110.2A is now revised to 5/54.1 SD 19: a. Steel beams on S 110.2A are now dimensioned to grids. b. Detail reference is now revised to 17/55.1 SD20: The precast beams are located on grids and steel beams are now dimensioned. SD21: Steel beam splices are now shown on plans a. Beam and column are on grid. b. Built-up plate girders are defined in note on S 111 A. Detail 12/55.2 is now revised to show connection info. c. Hanging loads from upper level garage are shown on sheets SGD2 and SGD3. See attached summary and supplemental calcs on pages SGD 11- SGD26. d. See attached supplemental calcs SGD27-SGD30 to be used in addition to previous calcs. SD25: Precast loading is now on the plans. General notes define floor live loads. See precast notes on sheet S 110.2B for superimposed dead loads. SD26: a. Detail should be 11/S1.1 b. Hatch area is reading thru from architectural backgrounds. c. See architectural detail J/A511 d. Detail reference 17/S4.1 should be 17/55.1. e. Detail 2/54.1 cut at this location is now omitted. f. Detail reference 9/S4.1 should be 9/55.1. g. Detail reference 1/54.1 should be 1/S5.1 � -r:-=;-- � h. Detail references on sheet S 110.2B are now revised. �j ' Monroe&Newell F��,�..��.��,. i. Framing in this area is now clarified to show all precast framing. SD28: Detail reference 9/S 1.4 should be 5/S 1.4. SD32: a. See revised plan and section and Item SD26-a. b. See revised plan sheet S 111 B c. See revised plan sheet S 111 B d. See revised plan sheet S 111 B e. Section cut has been removed, as it is redundant. f. Section references now revised to 55.1 g. Section references now revised to 55.1 h. Section references now changed to 10/S 1.1 & 11/S 1.1 SD34: Camber is shown where required, such as on sheet S 114B, grid K, 4—6. SD35: Concrete haunch design is by the precaster. See item SD1. SD37: a. Framing plan S 111 D is now revised to show steel beam splices. b. See revised section 12/55.1. c. See attached new section 5/51.4 d. See Item SD37 a. e. Detail reference 18/S5.2 should be 18/55.1 SD38: All column grid lines should be dimensioned on the plans. See updated plan sheets. SD39: See revised plan sheet S112D for section reference. SD40: See revised section 12/55.1 SD41: a. Section 13/55.1 is revised to 1/55.3 at grid 22.9, J.2-L.2. � : > -,�-;-'.- �: � b. Section 13/S5.1 is the typical slab edge detail with metal deck parallel to Monroe&�v�e�e►1 ,_�. ,�.,�. the exterior wall. Grid Y6-Y8 is similar situation with extended slab edge. c. See revised plan sheets far missing beam sizes. d. See Item SD43-C. e. Section 26/55.1 at this location is meant to show the moment connection required for the overhang. SD42: a. Section cut is omitted at this location. b. See revised section 6/55.1. c. This section cut has been deleted at this location d. See Item SD43-C e. See Item SD43-C £ See Item SD43-C SD43: a. Detail reference is now revised to 1/55.3 to show deck. b. Detail reference 10/55.1 should be 9/S5.1 c. Detail reference 13/S5.1 shows the typical edge of slab detail where metal deck is parallel to slab edge. d. Splices are now shown on plans. e. See Item SD43-C f. See Item SD43-C g. See Item SD43-C SD44: See Item SD43-C SD45: a. Section cut location is now revised. � --�-�- � � b. See attached Section 3/55.3 �' ' Monroe&1�ewell F�.e,,,«��.��. SD48: See Item SD43-C SD53: Section 7/55.1 shown on S115-C (F-4) Section 16/55.1 shown on 5110.2A (P.3-20) Section 18/55.1 shown on S111D (F.1-21.8) SD54: See revised Sheet S 117B SD55: Details 4/56.1 and 16/S6.1 are no longer used. All other roof details are referenced on plans. SD56: See added note on S 118B SD57: See updated Sheets S 110 & S 111 SD58: See Item SD43-C SD59: See section 16/S6.3 in this location SD60: See revised detail6/S5.1 SD61: See Item SD43-C SD62: See Item SD43-C SD63: See Item SD43-C SD64: See revised sheet S 115A SD65: See Item SD43-C SD66: Detail 10/S5.2 shows the typical slab edge where the metal deck is perpendicular to the edge of slab. SD67: See Item SD43-C SC1: a. See calculations submitted b. See calculations submitted c. See calculations submitted � � r d. See calculations submitted i j Monroe 8r Ne�vell Fiikin��in.In� e. See calculations submitted f. See Item SD 1 g. See Item SD 1 h. See Item SD 1 i. See Item SD 1 j. See Item SD1 k. See supplemental base plate calculations. 1. See calculations submitted, originally sheets L 1-L 17. m. See calculations submitted, originally sheets L18-L44. Structural Calculations SC 1: a. The floor beam calculations provided are a sampling of the ram steel design output. All outputs are not provided but can be at the request of the reviewing agency. b. Beam calculation RB57 is for beam on S 114B, Grid L-M &between 7.9-9 (W12x50). c. The top number is column D.L. & bottom number is column LL. d. See roof B (west) beam #30 e. A bent beam is a beam cut and re-welded with full penetration weld to achieve a desired shape. This is now clarified in a note on sheet S 118B. f. See revised roof plan S 117B for clarification g. See revised plan S 117B h. See roof B (west) beam#36 i. Beam is referenced as RB33 on page R18 j. See attached plan reference guide. r � � -t�-y ti' �� i k. Beam labeled as such refers to W8x10 beams (see roof note 3 on sheet S117B). Monroe s�Ne�el� F�a��.�.�.�,�. l. See revised plan sheet S 114B for correct beam size. m. See revised plan sheet S 114B. n. Beams 49, 50, 51, 52, 57, and 58 are shown on key plan page R41. o. See revised sheet S 118C p. See attached roof beam key plan q. See revised plan sheet S 118A r. See revised plan sheet S 118A s. Beam callout on S 118A correctly shows W 16x31 on low beam left of grid 21.2 from M.3 to N.7. The x-bracing note slightly obscures the callout. t. Beam grid Y8.1 is actually beam type RA36. See revised sheet S118A. u. The beam referenced as RA30 is the W12x35 on grid 21.5 from grid R to Q. v. The beams are referenced on key plan sheet R106 as beams R14. w. See revised plan sheet S 118A. x. See revised plan sheet S 118A. Beam on grid N.2 is actually 2 beams (high& low) at W 12x 14. y. Roof beam grid 24.6 from grid N.2-M.6 is correctly shown as W 12x26 z. Beams located and circled on attached key plan aa. See revised beam sheet S 118D ab. The flat roof beam is RD 15. The sloping roof beam is interrupted at each floor (See section 12/56.1) and quite over-designed by inspection as a W12x26. ac. The beam in question is actually type RD 18 (W 12x26) and not RD 10 (grid F.S, 22-23.5). ad. The beam in question is actually type RD72 (W14x34) and not RD77 (grid 19, G.2—H.5). � � � ��� ae. See revised beam calculation for new beam type RD15a. � Monroe&Ne�vell t��,< «�.��, af. Roof beam RD 18 grid 23 from C.9 to E.4 is called out as a W 12x22. The beams on the sides of the dormers grid 24.8 to 25.4, H.3 & F.5 are correctly shown as a W12x16. The W8x10 is the flat beam. See revised calculation RD34a. ag. Beam RD64 is correctly shown as a W 12x 19 on sheet S 118D grid H.3-23. ah. Beam RD65 is the low beam W14x22. Beam RD91 is the high beam W12x22. ai. See item af above and beam calculation RD34a attached. aj. See revised plan sheet S118D ak. Roof dormer framing grid 22-23, G.2-H.6 is similar to grid 20-21, C.6-E.4. See attached calculation for beams on grid 23, G.2-J.2 (RD 94). al. Beams in question located and circled on attached copy of key plan—Note: Beams RD60, RD61 and RD88 are not used as noted on sheets R240 and R247 of the calculations. Beams RD89 and RD90 are located on the 6th level per attached key plan. am. Entire ram output is roughly 3000 sheets, so a sampling was submitted with the permit drawings an. Please see new lateral key plan attached sheets LK 1-LK24. Building lateral calculations are as follows: A: L48-129 B: L130-194 C: L195-215 D: L216-352 SC2: Building is not located in wind borne region SC3: See attached calculations LB1-LB15 SC4: Tunnel calculations were submitted with calculation packet for permit. SCS: See attached CMU/Concrete framing connection section 2/52.1. SC6: The precaster will provide Pilaster calculations. See item SDI. SC7: All concrete columns are precast and the precaster will provide calculations. Steel column calculations were provided with the permit. SC8: See attached diaphragm calculations D 1-D 15 ! r � -�:-�- � � F2: Concrete basement walls are precast and the precaster will provide calculations. Monroe��e��e�l ���x;�,«�.��,� F3: See General Note section 3-i on S 1.0. F4: Geotechnical engineer shall provide letter, which is in progress at this time. F5: See detail 5/51.0 for retaining wall schedule. All site walls fall within the schedule heights listed. See attached supplemental retaining wall calculation RT1-RT16. F9: The foundation calculations were submitted with the permit set. The column loads are shown at each column as well as a footing size and reinforcing chart from the CRSI manual for concrete construction. Please find attached supplemental chart for total foundation loads. F10: The tunnel reference is shown in plan and detail on sheets 58.1 & 58.2. Calculations were provided with permit set. If you have any questions or comments, please call. Very truly yours, MONROE &NEWELL ENGINEERS, INC. aig arroll, P.E. Principal ,� POT RACK � - � " (ABOVE) � � .� �. a, PAVER WALK MOUN ABLE� W� S N 0 WM E L T � ���������� ` I' � � � �` ��� �; MOUNTABL — REPLACE � � i� CURB EXISTING r 3 \ TREES AT A 3 ; ��,.� �� 2: 1 RATIO ' ` � �` �,�'`�/ � �, � , i� �� lj�,`\ , r �� � / E ! 4 \ ' � \Y � � i � � \ PEDESTRI AN � �{ \ �� p � CROSSWALK � ; � � � � � � r � � - � , � ,� a - � '' �� �� � � ! i "' \ r` 32X50 FIRE �, � �—� STAGING AREA ` � ' ' 'p � � E ( ( j � FIRE ACCESS LANE � t i 7 i� �3 l \ �� , \ r ,=- — __ _ ..__.. . :__.. _ _� � �� , ` �, �� t : \ ^5'_ / � /' ` � � / d � / ` \i �� ! ` ' �' ` MOUf��� LE � (� J :_ ��4 l,�✓� , �� � ..�� ti.� :�„��, � ' � C U_R E� ;;� l � � � � � , ,� � - � , , � ,� i � ,,� � ' �� � �l / / i � . , / ' � � '� �' ,... � � ,-i- ,f _ , ,«,,;««,,,R�.�„«, The ArraBelle �,� �; ASK—L100 424o at Vail Square Owner/Developer ���� ��� � � � Vtil Resorts D�E �f09 llcnccr,Coluradu D2FCIOpTT1eIIY COTT1�111y �E_ ' �p �Mh 9�: C�L A��on,Colorado �� 0 � 4 SIDED,MANUALLY LIT GAS FIREPLACE 42"HT GUARDRAIL �'-g" m M 0 "v � co ROUGH CUT MCGOWAN OSAGE � �—i-�-.,,��� io RETAINWG WALL —�� : ;. � ���� - I - — — -.� -- SEAT WALL ' � _ �� �. . . . . o N RINK SIDE VIEW KEY VALVE SHUT OFF BEHIND KEYED HATCH 3'-0" HEARTH ELEVATION (ICE RINK VIEW) SCALE-3/8"=1' �,r�h;««�,R��„«, The ArraBelle �„Nr,�c ,�o; ASK—I201 4��� at Vail Square O�cnec/Dcvcloper ���5 �� � � � Vail Resorts D�1E: �r/09 Dcm•er,Colorado DeVC10pC11CRT COC11�7111y �E� ���• D�M�1 8r: C�L A��on,Colorado BASIN IS OPEN TO THE GROUND/PEDESTAL FOR DOUBLE WALL STEEL VESSEL DRAINAGE II I I I j DECORATIVE FIRE SCREEN 4,�„ 6._9,� co SECURABLE TO PREVENT • • CO UNAUTHORIZED ACCESS � `" FROM BELOW ROUGH CUT, SHUT OFF BEHIND KEYED HATCH TELLURIDE GOLD STONE BASE KEY VALVE GAS FIRE PIT (2 SIZES) � SCALE-3/8"=1' i .,«h,««<,fR����� The ArraBelle � ,,b; ASK—L201 4��� at Vail Square ���: �, _ � s O�cncr�Dcvcloper 4��: ��T �� Vail Resorts D�E: OS /OS Dcnacr,Cobrado �e�'elOpiTleIIi�.OID�7flIIy ��� � ��� OMM1 8�: Gl Acoq Colorado 0 c� MANUALLY LIT S FIREPLACE =� GRAND STAIRCASE(BEYOND) 42"RAIL � ' 1'-9" � �. .. . . . �:� -- - --� ° � _ .:. 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W must be at least 20 ft and W/30 shall not exceed 1.0. "Where the value of W varies along the perimeter of the building, the calculation. . .shall be based on the weighted average of each portion of exterior wall and open space where the value of W is between 20 and 30 feet.'<(= 22.8)� � ��� ���J 0 C W=100• [(631x .2) + (241 x .3)/872] � � =100• L(126.2+72.3)/872]= 22.8 0 � If= 100• [872 / 1355 - .25] • 22.8 / 30 � =100• [.39 • .76]= 29.9 ` Aa = At + [At•If/ 100] + [At•Is / 100] � �����.������`--����-�'����--��/ Where: Aa= Allowable area per floor _ � At - Table 503 tabular area per floor (-48,000 s� ��� ' If= Area increase due to frontage (per form ula above� 29.9)� Is = Area increase due to sprinkler protection (=200%���x�ut'tistory buildings) � ����������✓��������� �-.��` � Aa = 48,000 + [48,000• 29.9/ 100] + [48,000 • 200/100] _ < = 48,000 + 14,352 + 96,000 = 158,352 sf allowable area per flOOY' �,����/�����������.�����.��, The maximum area for 3-story or higher bldgs� 3 • Aa = 3 • 158,352 sf ��= 475,056 sf total allowable bld area ' �-��-���''-''-�`-�`-'�" Basement G2: 101,590 sf- not coZCnted toward area summary pey° Basement G2: 101,590 sf— not counted toward area summary per � ,«h;�t«<>fR�«>�� The ArraBelle a�Aw�NC No: ASK-004 ; � O at Vail Square 4 4 Ouncr/De��clo cr REFERENCE A004 1 OF 2 �' ISSUE: PERMIT REV I �'ail Resorts onTE: o3/2a/os SCALE: NTS � Denccr,Colorado �I �eVC10 rileIIt COTIl 1II% � P I� ) �I DRAWN BY: AEP , Avon,Colorado , i __—i . �� � � .,� ' ,� � � �,� ;,���� � � ��,>- 1 ) ..� :� � � ,. '' �.` I � ��;� � ; � � � _ � �, � �', � '��� �\���' 1� P \ � -�, , � �,��� � _ F � � � � _ _ _ P �� ���� �; t�; t�;, �, c�'=� �x-� ;:;? ' I '�� � �� . � . �� � � �� _ /, �. - - . , � + r__ - _ '. � .�- � , ° y '��'� � � �, � ,= � � �' � - - ' -- �� �" _ ��- _ �'� � � �� � � ���� , � , , ,� t ;, _ , �: - >. ��� � — _ __— , � , " � > � � � , � , , f y� ,�� \s� � ,t °� � � ' 7 ' t ` —���' �,�� ,, ,� , , , � �;— �,�� - �� --, � � _ � ,�, __ �\ ' 4 „ — ; , ,/ \\ / %. __ ■ _ _. ./I�� _ r; . �- � , � ;� � � y , , ,r �. � � _ '.�,�..L __ _ _ _ i �� J = �. / � ,«,,;,�.«,,,R�.�„�� The ArraB elle �,,�„� ,,�; AS K—O 11 424o at Vail Square Ouncr/Dc��cb cr �E �11 1 OF 1 � ISSUE: PERMtT REV Vail Resons OV�7E 03 24/05 SGLE: 1�6'=t'-0' Drnccr,Colorado �CVeIOpII]CI1T COrilp�lriy �� �r; $EK A�-on.Coloradn story building = 163, 104 sf > 101,590 sf actual �✓OK Basement Gl: 101,190 sf (this level included given conflicting definitions above) Level 1: 61,871 sf Level 2: 58,282 sf Level 3: 52,060 sf Level 4: 51,217 sf Leve15: 51,785 sf Level 6: 44,429 sf Leve17: 15,358 sf TOTAL: 436,192 sf The actual gross rea of the building, less the lowest basement level = 436192 s � � � .f �--� -� 436,200 actual sf�475,056)allowed sf �✓ OK Type IB Construct�'on ��. : All occupancies noted above have the same height limitation in Table 503: Height: 11 stories and 160 ft. "Where a building is equipped throughout with an automatic sprinkler system. . ., the value specified in Table 503 for ma.�mum height is increased by 20 feet and the m�imum number of stories is increased by one story. These increases are pennitted in addition to the area increase in accordance with Sections 506.2 and 506.3." The building is 7 stories and approx. 66.S ft above the grade plane: 7 stories actual <12 stories allowed �✓OK ii � , � , � s � , _ ,nn �, » � _ /�r� ,«h;««„�RY�,r� The ArraBelle �Raw�NC No: ASK-004 O at Vail Square O�rncr/Dc�cloper REFERENCE: A004 2 OF 2 , 424 ISSUE: PERMIT REV Vail Resorts DATE: 03/2a/os Dcnccr,Colorado Develo TT1eI1C COITI any SCALE: NTS i P P DRAWN BY: AEP ,�von,Colorado � ���� 0 NOTE : EVERY ROOM OR SPACE THAT IS AN ASSEMBLY OCCUPANCY SHALL HAVE THE OCCUPANT LOAD OF THE ROOM OR SPACE POSTED IN A CONSPICUOUS PLACE, NEAR THE MAIN EXIT OR EXIT ACCESS DOORWAY FROM THE ROOM OR SPACE. (IBC 1003.2:2.5) � � _ T_. _— ,-- � -- - ; ; �' MECHANICAL ' � �; �� ,3 GARAGE EXH i USE: GARAGE EXHAUST `� , , FAN RM. FAN ROOM �;�;� _ .__ �,,;�., ;,�, G229 ; �_ OCCUPANCY: INCIDENTAL USE -�� _.�_,, ' S-2 AREA SUBTOTAL: 437 SF '�r OCCUPANCY LOAD `� �' ' FACTOR: 300 SF/PERSON OCCUPANT LOAD: 2 _.._._.._....._......................._._._..................; : ; � -. I . � PARKING --- i _______ _ : USE: VALET & SELF—PARK � OCCUPANCY: S-2 " AREA SUBTOTAL: 52,484 SF OCCUPANCY LOAD FACTOR: 200 SF/PERSON ` � OCCUPANT LOAD: 263 1 li4 i ! - � MECHANICAL SNOW MELT PUMP ROOM i ic�r. ni r�n rni im��r�iT The ArraBelle— — ' �«h�««<>ia��<,�d DRAWING N0: ASK-02O.1 � 4�O at Vail Square , i Oancr/Dcvelo cr � REFERENCE: A020.1 P ISSUE: PERMIT REV Vail Resorts DA7E: o3/2a/o5 Dcnccr.Colorado SCALE: 1�16�=1�-0" � I Development Company DRAWN BY: AEP I � ����>�,coi��aa<� � � � � �� 0 � � � NOTE: . EVERY ROOM OR SPACE THAT IS AN ASSEMBLY OCCUPANCY SHALL HAVE THE OCCUPANT LOAD OF THE ROOM OR SPACE MECHANICAL POSTED IN A CONSPICUOUS USE: ICE RINK REF. & PLACE, NEAR THE MAIN EXIT OR ELEV. 9 MACHINE ROOM EXIT ACCESS DOORWAY FROM THE ROOM OR SPACE. OCCUPANCY: S-2 (IBC 1003.2.2.5) AREA SUBTOTAL: �� � � � �� � ����_ � 1,370 SF � OCCUPANCY LOAD � FACTOR: 300 SF/PERSON OCCUPANT LOAD: 5 . _.... _ _... _.._.._ _ _.. _. - _.. _ � .=M�;�HAN CA�; � "1 ; 1Z . ':3 ':A ; 1J 'fi : ; 1? : :". .. :i .,, , .. ,». .. �.� - G15� � , � ,:�. � , �. ,. . . . . I ,, . ,,. �- ' 1 �` i : � ,- ' 2 �.. r �. ,'��% _.�-., ' � r I ��.......,_ � �'"' -- -- ---i :I , , �- _ _. :._:...................:::..._.:.._�................ ......\.... ! i ` --�-,.... !� i�,�= � ; -�..,, � �� �,. � �.= ...��. � . -�....... I .-' -� / ; � �.. , _ ...�. � /' I • , _. �..- ,,...,, ..,.__ / _� • � �...__.., _... ...__.. � _TECEC�?1 i ; / ._J..---- � / / \ ' G 16 -, ' \ _ � ' � � ��'__- -- ._ , , :r ,:- / / - - - - - - - - - - - - - � �� : I / __._. � � , ,� t ` - .... _. ___ __ __... � . _.... -- _ _- �` /� - --- � � � • � �� ' ' STAIR 2 � , � - SKI SCHDOL 43 / . � STORAG� (CONDO) 12 ' / .,0'NDO STQRAGE i pARKING': AND ' --- � ; . -- J�S�E: �Q.NDO OWNER _.._ ��nRAGF � INCIDENTAL MECHANICAL 1_Q4 The ArraBelle � �r�h�«<<<>+R�«�«� DRAWING No: ASK-020.2 i 424o at Vail Square � REfERENCE: A020.2 (>uncr/Dcvcloper ISSUE: PERMIT REV Vail Resorts DATE: 03/24/OS Drnccr,Colorado �CVCIOpT11eIIY COII]�7�llly $CALE: 1�16�=1�-0" DRAWN BY: AEP Avon,Colorado �1� � �L-��,T ^ ^ � � '��,.. \���� \ 1 !J ;^''�,�� 1� � NOTE : =-�oR�r�€�- G 102.02 - -- ONLY MATERIALS AND - T LOCIC�f�5 ELEVATOR '� � DECORATIONS APPROVED BY ' �ORAG� MACHINE ROOM; ELEV � BUILDING OFFICIALS SHALL BE � 09 �� G105 EG101 LOCATED IN PEDESTRIAN � WALKWAY. (IBC 3104.4) T �j -.!F ; ': . ., '' I: l_ . . ____.. .. ... .......... ......... ....._ .. ELEV. 1 VESTIBULE , /� ACCESSORY USE ONLY T _ 2 �������� 2 0.2 u�rcH uNe TUNNEL 2 HR FIRE BARRIER WITH FIRE G1 4 DOORS I FUTURE TUNNEL � . USE: PEDESTRIAN ACCESS AND STORAGE BIN QUEUE OCCUPANCY: ACCESSORY USE AREA SUBTOTAL: 989 SF OCCUPANCY LOAD FACTOR: 300 SF/PERSON ; __ __ .__ __...... _. ._ ._.._.. _.. ._ ...— -- — .._._.., ,— .\ OCCUPANT LOAD: 4 �/ � , / ,� � i i The ArraBelle � � ,��h;«��,�rk���.�.<� oRawir,c No: ASK-020.2A ; 424o at Vail Square O�incr/Dc�clo�cr REFERENCE: A020.2A � ISSUE: PERAAIT REV � Vail Resorts Dn7E: 03/2a/OS Dcnvec,Colorado �eVelO TT1eIlY C011l 1ri $CALE: 1�16"=1�-0" P P` Y DRAWN BY: AEP A��on,Coloraclo —T- �.: �,v i v vv �.i �+�== - RE:1 A170 �� 201 : � ,_ ._ 2986/200=15 ,. ,,, r-:.. _;�°..., . � � "�J `;;`x'::r'�;i = :-� . � 1 - `"�-� r .� �: 1 �� ��. X � ���. �l !'ti L �Y. I r .' � /� �,�.)} � ..,�-� � t � 9. �:, � ATRIUM ENCLOSURE � �- , � 41 `\ I � � � � r�`�� � --T�,�—� � �!'_ ;,.-';� >: 5 ``;t. � . ��-� � -- - � � ' � �� ,� \ '� �,'",` Z�'�r . � ; � � � — 5 ' 102 \ � � , , „ , , `'",`- � � � �� lq t t � �,� �l_, � , . ' ` ., ',. ,l ._...:::...��__s.� _ ' � ""' .,'a.r 32 "�� 02 y � . �: � � . � � � L%� , �. '�, GREAT ROOM .. , � �, i -- � , _ P201 . , * , ,`�;` .`t x�� ,�` 'i, ,,` � � 32 �� � -H AT � � : 33.5" ACTUAL ," �. � � �H AT �ti : 44" ACTUAL ��` 52 "� 49 �.\ .�\ �' " �R �� = �`� � . �, 101 � NCY: �� y JBTOTAL: � � ' '� ��� � � NCY LOAD — ' � � ` 200 SF/PERSON NT LOAD: 2 R STAIR 34 � � �OOM/BAR: 49 _. 52 `r �- : LOAD AT VEL: 101 )ORWAY WIDTH AT :C. = 15.5" < 33.5" ACTUAL -AIRWAY WIDTH AT �n — nn n" � e e" nnTi ini ,r�h;««<,�R��„�� The ArraBelle oRa,w�NC No: ASK-022 4�O at Vail Square REfERENCE: A022 1 OF 3 O�cncr/Dc�•eloPcr ISSUE: PERMIT REV Vail Resores DAiE: 03/24/OS Dcm�cr,Colorado Development Company SCALE: 1/i6"=1'-0' DRAWN BY: AEP t\��oq Colorado �� ��0 NOTE : EVERY ROOM OR SPACE THAT IS Iv�. AN ASSEMBLY OCCUPANCY OCCUPA�. SHALL HAVE THE OCCUPANT LOAD OF THE ROOM OR SPACE POSTED IN A CONSPICUOUS PLACE, NEAR THE MAIN EXIT OR EXIT ACCESS DOORWAY FROM THE ROOM OR SPACE. (IBC 1003.2.2.5) �; I � �� . { r° . �i \\ I � �� ; _ : � l � T � T � ., — �1,, � ������ 39 ���� 23 � ��-� 23 � � ��: :::::::.� RETAIL RETAIL —� P215 P216 RETAIL: CORE/Sn_ �; NO—BUILD OUT ��, USE: FUTURE RETAIL TENA ' OCCUPANCY: M OR A-2 I; AREA SUBTOTAL: 1356 SF , _. i ����, � � � OCCUPANCY LOAO FACTOR -� ,� I�' LOCK—OFF � M: 30 `_= [ �� �; RE: ��O 164 � ^, ; OCCUPANT LOAD: 46 � I ; � �� ; F-3 508/200 3 _, ! �' _ � �� , _� '_.�. '� �. _� _,;,. CONDO/CONDO T�� � _ �7 --� f LOCK—OFFS (SOUTHEAST) �-- CONDQ 2C I USE: 2 GUEST SUITES � � I ._ RE: 1/A1 64 ' OR RESIDENCE BEDROOM� ,�,✓_�A✓ � � �I 2�2 3 RESIDENCES 1274/200=7 K—OFF I �" ' OCCUPANCY: R-1 or R—� 2 A164 � � � � , AREA SUBTOTAL: ._ � 261 � f � ', � �,,�` �° '' 6,027 SF �200=3 �g � ' r i. OCCUPANCY LOAD I, .� �', _ ; ?, ; ; FACTOR: 200 SF/PERSON , - " `. ^5 ' ; � ��—`�—rr �� ���=��� ,I OCCUPANT LOAD: 33 �.� , � ` ._/` _ i o { =_�: r x;� L� _::: �, ' _. _ ��..... > � - c�:r _ — �f�r,�«�«<�rx«<,�d Tile ArraBelle DRAWING N0: ASK—O22 2�O at Vail Square 4 REFERENCE: A022 2 OF 3 i Ouncr/Dcvdoper ISSUE: PERMIT REV Vail Resorts DnTE: 03/24/OS Dcnvcr,Colorado DeV(.�OpTT1ef1Y COTTlpally SCALE: 1�16�=1�-0' ORAWN BY: AEP Acoq Colorado � ��� � � AUTOMATIC SPRINKLER PROTECTION PROVIDED AT THE CEILING ABOVE THE NORTH STAIR EXIT � ,___ � .. . _ _.. , _ ,. . . .. ._. _ k� �� . . .. ::.: " ., k.; - : : >..\_\ qj' *'�� ;- , }i�..-\ ...� �j ,. . . ..� : ' _' ... .���,\�.. .� � i . � ,- " »:.... . ..... :'. -�. !�V�r�':. .... ..- - - �\y.%�-'-. ... ':� ~ �� '. <. �K.., .. .:... ... .. '�'__ . `:�C.� .;. �._........ .... ... �__ _ ___ _.. . . . ._..__O . .!_ O � \ 7` � ' � .,.... \ �.- �lJ�l-J� .. � ,I > j.� A . � � rJ2�� I /'�� '" � J _ ! ,� , � \ \\.,s � I . . , � � � ,:� �. , , �� � ; _. , � ` I � .. ��. o ;;' '. — �� � � �_ � ;� �� � � ��� � .� ; � �� �_ t w" r � -�'i . a� ° 4 �� � .. �i , _ ._..... _.._.. .._ ..... . _.. ..._ _ .... - -- - - .. ; + ��,.. �i .. ' _ _ � i� �� _ ;, : i� � :i � � , __ � ; E a� a� - _ _ _ _ --. ___.. _.__. _. __ -__ _ _. __ 'i _- I `�.. � ,«,,;,��,,,�x�«,«, The ArraBelle i oRAw�rvc No: ASK-022 ! ��O at Vail Square ;, REFERENCE: A022 3 OF 3 Ou�ner/Dcveloper �, ISSUE: PERMIT REV Vail Resorts ; DnTE: 03/2a/OS Dcnccr,Colorado Development Company SCALE: 7�16"=1'-0" DRAWN BY: AEP A��on,Colorado HOTE 3H �� i �,: r �� ' "� �--.. .. .. �-- RE: 1 A155 � �� � , � � L , E `_c 3�$ 1� �r-:!\'/ �\ �a._ � � � I 1 \ Q�:i , ` 510/200=3 3�� N — �� _ ; . ,- �� ; ., _ � -� ; e �. ,... ; _ —_. - _, — _ _ _ , '�' HOTEL, 3G ._._. �� � I � RE: 1/A155 , � � ,,�. r ' ' � 316 � , � ;� ; 435/200=3 � , � --- � ., I �. I; , I . 1—..��.,..—.�.r,..�� � [ �_�—� !j _� � _��` �._. __ — . , — .� , � � �,� ��3 ��. ! Gl�J \ � ,, _ �-� � LOCK—OFF � � _ , � ;�-��� �� ', �..� RE: A169 �� ' � � HOTE 3E S� / 309 RE 1�A155 ��' �� ,�; 314 %�� �� �'� � 636�200=4 ��, ,:. � 962�200=5 � "��� � � �� � ; ; : �,}a y � . ��/�� ___.. ���/� ^� �, �. � , � �: ' ,;, , _ � '��`� ` �� ; _� ,�� , �. , , ; � % / �� ' /` , � .-, �_ . , , � _ � , ���� � 3� / � , — I ` � � � �. � , : � %` i . � �� � �, I / �� � � � 37��,�� � � - . /HOTE 3D �% ��-' r i ,/ ���,�� / RE: 1/LA154 � � � � � / / � ; ��_� � - F � � 481 2 0�3 /� ��� , � . • 41 < ��� /'' ;�; � � � �� / ct.���``�' o__� � ��; ,; � � . ' �1 �.. _ , . � ,.�;� , ti/HOTE 3C � � /,\ -4�, ., � � � �" .� I"� 4� , , _� . 310 � � 41 I':583/200=3 �� ��� � � ;- ,< � �` �5"T< 33.5" ACTUAL � ,� t �'RE�T1 A154 /' ��� - � ,�,,,r_ � ��� NIDTH AT � �.,r\:��_�r�, ���� 308 �I� ?" < 44" ACTUAL � '`�\' �� � 'i ,,,, / 637�200=4 �/ �; ' f�;'' I�� H OTE� 3A � / � ��� �/ RE: 1 A154 ��� ��" ' �� 306 �°������� 626�200=4 i ' .. ,�' \ �Y 1 �� �� J � :� � , ;, ; ,«,,;«�,,,�R�«>«, The ArraBelle DRAWING rvo: ASK-023 � 424o at Vail Square i Ouncr/Dc�clo r REFERENCE: A023 1 OF 2 � ISSUE: PERMIT REV Vail Resorts DnTE: 03/2a/OS Dcnccr,Colurado �eVelOpTTleIIt COTT)�J3riy SCALE: NT$ DRAWN BY: AEP :icon,Colorado ? ������ 0 NOTE: ONLY MATERIALS AND DECORATIONS APPROVED BY BUILDING OFFICIALS SHAL� BE LOCATED IN PEDESTRIAN WALKWAY. (IBC 3104.4) _: 59 � Y WIDTH AT 8.85" < 33.5" ACTUAL ��-� Y WIDTH AT 11.8" < 44" ACTUAL I��-�,. ' `°o __ . , _ -�: ' _ _ I � :,::: ....: r '. ; � ..__ �. I ` . �,- ` I 1 z_ , / y � o y ;�-. � �,;:_'.--�� � _—� ,. CON D 3B � � =:� �-__ � �1� � ° �o RE: 1�A1 66 � � ' I - 368 a 'A157 I:R OT2�A�57�R OCK OF66 � 4 - 1568/200=8 � - � I' 362 I' 364 �. ; 00=3 �424/200=31379/�00=2�'',.--, �N � � , I . Jf� � � � Q ; 'i � � � �� � � � ��` � � ��'�.. . / ��) j"'� �:� � � r°' �, � ', 3 �� ' �1•� 3 { . : :� ..� � , ; �� � � ���� ���� �g �� � � �� ,� ,�_ � ,� _ , _ k�' _"� �_L--��� _ � .: ' ti��- � �. ,,��� , « .. � - J � � � �� � �j --�.,T �T:� . � ��f�' 4.' ',`"',S j '� � , I �. ��. . �� :I i� I� .., . ,. '... �} I `,, l ` . r� � � �a� � � �-:_:._�..�_� � �� ��� ` � �= I , � `, � ��� I � � � �-•, ;,, ' N ���-6 r\ � _-_ � �-----? .... _ ,,. H OT�L �......, �RE: 1/A157 `�- - � �R.� �' � �� - � ,«,,;,�.<<„�R��,,«, The ArraBelle oRAw�NC No: ASK-023 424o at Vail Square i Ouncr/Dc�-clo cr REFERENCE: A023 2 OF 2 �' ISSUE: PER�AIT REV Va�l Resorts DATE: 03/24/05 �, Drnccr,Colorado DCVelOI7lTleIIY COITlp817y SCALE: NTS DRAWN BY: AEP Acon,Colorado 1 �� ' � • DECK ;:� N j_� � USE: � � � � � ' ;� �, OCCUPANCY: R-2 ___.� j � x:.',� � _._._ --:: '' i, -_... ACCESSORY ° � � � i; AREA SUBTOTAL: , � 1911 SF �) �: L ._. ,:_; ; �~�:r�iy� �� ; � {;� OCCUPANCY LOAD \ � ; FACTOR: 15 SF/PERSON __ ;-" �� ,_- ! OCCUPANT LOAD: 128 :.,, a,; r.:.. -i . .._.....j . ___ :_._' .:_.: -...... - � ...... -, , ' � ` � � � i��� � � � - _�. � . _.. __-- �. __ _ _ _ -- -� \ __. ___. _. — — — — ; , �' - LOCK—OFF �` �' � �'t!= RE: 1/A177B / � 3 409 � '�\ '�' S76/200=3 -= 3� ' ,, \ " yi � ��,� ` ,. ' � �°i' � . � � :� _. - -- - --- � , _.-------- -..... . � � � ._ � . �., _ >� J � �%�l l�� � i l .�. , — '� , � . � , � , . ` /k .., /� � � \ .. � . .:. .� . .. . = a zn \ . y � 1 / / . � , `. % / ��. i %� � � ♦ � � , �,' TOTAL `'f�J /' � \ ., t _�,� _.... ........__ � � �•, _ � � __-, - � -- - --- `, , �� ��� / � � I �, �" �` �, � '� �n � � — . \ 2 .. �\- � � _ _ ___ -- ��� , � � � � � , - � - . � � � ° � - - , �` � �,�` ` � � � _- -_ ti j ,� � � � �,.�, � ' _ � 10' � � �: �� -��� � a � � `C "' � � ��'' � _::� �70 ��l \ - --- , �" ��� - � � � : -- �, �;- _....... � ...._ _. . _ �__ . � _ _..: � C,�� ;;' � ' _ _ ' �.�, v°e � JD A 4� �\ -: �� 408 :% 200=10 � f�� � ' i' POOL & HOT TUBS �.�!�< ''. USE: ,«,,;,�«„�R<�«���, The ArraBelle oRa,w�NC No: ASK-024 at Vail Square II�� � 4��� �� REFERENCE A024 Ouner/Dcccloper ISSUE: PERMIT REV � ' � ' DA7E: 03 24 OS I `ail Resorts / / Denccr,Coluradu �eVelO II]CI1T COTTl AIl SCALE: NTS �, P P Y DRAWN BY: AEP I Acon,Colorado �- �g3J _ q� �� � � � , � �.� ' � i �1�.1,; '. / >"� ``��� 1623 200=9 . � �" - " .�{,� ; ; � g� � � , , ..... �: ��; __ _ = _ :: ' --_ _----- r _. _.. Id°��" COND ST�'�_ �-r� �>v RE: 19A 187 � ; �"�'"`°' I , 522 �` � � � � - ��� ; � � , - � � � = Q . - _........ Y� `' 1 :� � \ r�� ., .� �.. .... �..�� _, _ ,�, � , i� . � _ _ � _ _ � A � .. � f ` I :� /1 �` . 1 ` ; 4 � � .. � . 1� I I-..� i: CI :: �....... 1 — \ _ 6� _ � -, . _: �-... i �;� , ; ��7 ,� _._ , �, , , _. -. _ ;} � � _..._ _.. � , �. ' � i '`�__.� � ``,. ( � �� _ _:> � � ..� , � � '"� � �. � ,;a-� :� M f '- -� , , � � , ; _..... a f —; --- — —_— — - , . . _ ; �. _ _ .__. � � �- � � �' LOCK OFF �� � � 5 / a . RE: 1/A182B _ _ ' CONDQ 5S , `:y,`� �3 509 - RE: 2/A185 L; 576/200=3 -� ` S 14 �; �: S � �_ a 2016/200=1 1 � ' � � _ ,._. � , < _ _. __ __ � � _%%�. \. �'1 ,�> - - - - ���.� ` �� � - � � , a �t�'� .. ` !�3: i �� 'y/ � �. , / �� . ; , � ���� ,' r , \ .j .�: �! �'� �.� �� . 3�.�� � ♦ �\- I r -�;� l I �� ` �`, , /., �_ � . � > -- . - � I�� � �� `�� � % ,,�" \ y � . � ., � � ' � � � � /�'�R OC1��85 t� ,� ,� , / , ��� �, : � 51 ,, ; /` 512 � 4. ,� A, � ;� � � '. 2 200=3 ' ��'� � �•. .� , , , ,� / �/ �� , _ � �� s �. � /�� �, �� ����� � � !� �� �� . � ,_ il;4 / t � � \ \ y . � .... .... �^ �'� , .. . % '' /� 1 \ �t \\� �l - . `� - ��\ �`� \ , ! � AL , �'' ,\ ' �a;�`-' `." ��, \\ �,. COND 5R � . � \� ,'� �f RE: 19A185 �, / ��K� 508 � �t �. � 1966/200=10 ✓ � ��^ ,�� l ,«,,;,�.«„�x�.«,r,, The ArraBelle DRAwING No: ASK-025 � at Vail Square 424o REFERENCE: A025 Owner/De��cloper ISSUE: PERMIT REV Vail Resorts DATE: 03/24/OS � Drn�-cr,Colorado �CVeIOpTTICl]TCOIl]�7fllly � SCALE: 1�16"=1'-0" �, DRAWN BY: AEP 1�-on,Colorado � h I � : 0 � � 0 Q_ 0 � � � I 1 I !� I � � � � i � ' ( 1 ( 1 � i ��� ��� � i 00 .j. ii � � � i �� � � � � ' � � � i � i ' � ''� � o �o� o00 1 _��� ��x � ( - 1 , � I I ' � �� J� ,� � �J � � ' E ( , � � �� / j ��i� - , � ) � �� ��� ! � _ �j 1 II!!! . ) �'�� � � � �� � � � I i f � I IIIII • , / � �� ) � � s� �// o / � �, � . � �� � ` � � / / � � � � � � � � � � � � � � � � �, � � o0 --, ❑ . � _ � E" , , _ ,, . � ,� ,«,,,,�.�,�,rR���«, The ArraBelle ows,w�NC No• ASK-051 424o at Vail Square � Ouncr j Dc�doper REFERENCE: A051 1 OF 2 ISSUE: PERMiT REV Vail Resorts DA7E: 0�24/05 Dcm�cr,Colorado DeVelO�Jri]ef1Y COCTlp111y $�E: � �s����—�� DRAWN BY: M :��'on,Colorado ACCESSIBLE ELEVATOR ACCESS: P ACCESS: PUBLIC ACCESSIBL 2ND LEVEL GARAGE ACCESSIBL 1ST LEVEL GARAGE 2ND LEVEL RETAIL ACCESSIBL HOTEL CONDOS EMERGENCY ACCESSIBLE EGRESS ELEVATOR ;`.�� � - � _ t' I �� t , i i �� � � / _- — - . /i ------- -- � �i r —�-fi � /Y ��� �� ��r� � � ��� - � � �. ;r, � - � , 1 ,, � ���`� � „ � � , � i �, _ ;.. -- - ,- - - ' � �; -- �� � - �� � � o ���� � ,�„ � ���� J � I ,�� , �� 1 , �� � x� � � � � =% �- � � � � o / � ( �; ��� /� �� ( ��,;� ,�,^�-'-' ( i � � /� J J_.--� � / � J -, ,�� �;:� ,� � � / �� ' � � � � ( � �' �1 RAM P � / ACCESS: PUBLIC � J PLAZA LEVEL TO I ��_ � �� ICE RINK OVERLOOK � �i� � - �� � I� � ) � i�; � �� I c I I �� ! � � ,�-- � ,� ��� �- � � � > � � � � �� � _ � >> � � �' . �s������,��� .. �� � O � I� \ q ' �� �� A ;; ,r�,,;««„rR�«,«, The ArraBelle o,�,s,w�r,c No� ASK-051 424o at Vail Square � Ow�ner/De��eloptr REFERENCE: A051 2 OF 2 ISSUE: PERMff REV Vail Kesorts DATE: 0�24/05 Dcn�cr,Culorado Development Company �E: � 16�=1�-0" DRAWN BY: M i\con,Colorado r - � ♦ ♦ . � , � � •. 42'-8�/4,. 2 6�_�, ♦ ` I ♦ ■ � ■ ■ � aa - ■ ■ � ■ � ` ' �', ♦ �K R • � �` � CO R & 180.01 � ��I � � _ i ` P 180.02 � � ATE � � � ♦ � � g i � / I A2 ■ � ■ ■ ■ ' MEN MENI I I P182 83 0 � \ - --- - — 3 I \� � `� � - ORRIDOR � , �. �. ' P181 ■ ■ ; A223 O--O_ — -- — � � I ■ ■ � ■ ■ ■ ■ � - — — -- -- —I r l _ _ P184 � I I I I — - — BIER GARTEN I P171 2 p -- ------ - - �— - � �— — � i M 0 — —� - °- — — � STAIR 3 I i S103 ! � - I � LJ -_1�- � EL . — —� --- �, - - - -- � RETAIL LJ P�1 7� �i �� R ,«h;«.�„��r��.«��� The ArraBelle oRAw�N� No: ASK- 101 � 4z4o at Vail Square Ow�ner/Developer REFERENCE: A101 ISSUE: PERMIT REV Vail Resorts �arE: o3/z4/os Drnccr,Colorado �CVCIOpIT1eIItCOT11p8IIy SCALE 1/16"=1'-0" DRAWN BY� AEP iA��on.Colorado � I � � �s' �095'�0" � F ��,, / %,, G I CHILLERS � G213 / � . � 8095'-0" �.� � 9�� / G212.B � . �- —– —�— � �O �' ro ,�`�' F � � �� G213.A � � �� ,� � � 8094'– � FLOOR ,���0 G2i3.B p�� }NLET � . � / � '' . ,, F � ,��` - - �- �. ,, � \ . �� `ro�� � .� ; ; � � � 8095'-00° , 'G213.0 ' o��O� �� \`I� `9� O`�'P \ , ��'\' � � \�L � � \ '` ,,`' r��� �` . �� ! ��o� r �ti �q� � C' �j�� ti�� F \ -��� �� ti Arcku�cuofRcconl The Ar.raBelle aw,wiNC No:ASK—A110.1B ���0 at Vail Square o.�n«/DN�iop« R�tSSUE ^PERMRB� OF 3 Vail Resorts WQE: 03/24/05 Dcnvcr,Colorado Development Company �E' � B �•—� art�wN er: cse Avon,Color.�do I I I I I I � I � � � i'-0" I� � .,/9„ Z � �i �l I � �� N- 12'—p» , � � /= �, • N /� i r � I�---� '`,� I Q B � � I�� v ./ I �_ _� � � `f' GARAGE EXHAU� �1/ � ` � �--—— N ROOM SW � (L � ('S� � �p' I U- 1 G214 � �1�1 �� /� ` ,��i � � `J �^�. � ; f=✓ 1 �/ {�� �c'' `i � / ` \ � � �' � � �, I ELEV 16 �� '?•-,�� �� EG216 � p� '\/ - �\ - - r ���, - — � �$.-O,i-- \ � , `�p ;� �O � TELECOM� � 2 I '�� .�� .,.\ G228.01 ': \ A738 �� � . �. ! • � 3/4„ PLYWOOD . �� : - �I � �� �1' TO 9' AFF. � �, � � 8�55'=6� �, � 095'-0" �,� / �� � ��., � G 12.A � � \ �� '' � � ,i� � � .' � � � �� 5'i DIA. PI �. \ �� I i BOLLARDS � \ � 93' G212.6 i �� '�� '�� o REF._ / �. � o _ � _ _ � � — --.— .� .,� � �.6 �"��� � 2 o� agov I FOR BOILER�� �'�a G213.A PIPING I ,• �� ,�«h;,�«afK��, The ArraBelle pRq�ytNG N0:ASK—A110.1B ���� at Vail Square o,�,�Yi����o��� REFFRENCE: A116.�e 2 oF s iSStJE: PERMIT REV Vail Resorts RATE: 03/24/05 ���rr,cotoraa� Development Company p�SC�E.�,,,' 1�8�t'-0' nvon,co�or.ato �r_Q�r � 31'-11" . � I ' 1 10.1 MATCH INE A� C � � I 04 A462 I — •L'J- — -�� o ` I � o � \ IN • '`�: / I �3 �� � 4'-.11 .1 2 , ��,, . . � . � . . � _ 03/A46__ �� _ � -� �I \ Q � � / F �s��., ( CHILLERS G213 / � \ �. 8095'-0'• / ,,r�,,;,��,�,�K«�i�, The ArraBelle DRAWING N0:ASK—A110.1B �Z��-y at Vail Square �J Owncr/I�:vclo cr REFEREN(%E: A114.1 B 3 OF 3 �' ISSUE PER#1fT REY Vail Resorts D�4TE: 03/24/05 Drnvcr,Color�do Development Compiny S��' � 8 �,—Q• DRAWN BY: GSB ,�von,Co�or�ao %���g';!� (3 �Q. W1DTH SPACES) � � (3 EQ. WfDTH 5P �� � , �: ; � � � j � ,�''j/r� 41 � 42 � 43 � 44 � 45 STRIPE ����. f ` � � t � � � � � � f� � " � e � �.� A462 � f/� ��2,_O„ � 2� i�2„ �r / �� 50 51 � 52 - 53 5\ ,,�3f'=--0'a 4'-6 1/2" 6,� � �,/ �j� 3�_ " 6,� 7'� 1�,_4'� 21'-6 1/2" / � H � H � // ��� M LLJ '� � , '_ D � � � _"�,��� 2�A N � u � � A736 ` � _�� N � EL.EV: 12 • . . -�-- G MACHINE RM: SKI CL.UB - G220 ELEV. LOBBY G21 ELEV 12 , G219' N EG212 ' f � . . � . STA1 R 7 , c� VESTfBULE � � G221 : � . . A462 � G22 .A I ELECTRICAL ! SG207.A G218 � �r-- — �8100'-0" G2i8.A Q ` � I �I � OOM � `�G223 , k�M� �. — - �-� � � � � � � � F I ; F � 36'—�10 1/2" ' ,, t ; . 5 � � � A121 �A R 7 � -- V �STIBUL �~�STAIR 7 •. 8195'-0" � d2�2'a� SG207 4' PAIN � STRIPE i� SG2 7.6 BOILERS yATCH Architect of Rccorcl The A�raB elle DRAWING N0:ASK—A 110.1 C �r��O at Vail Square L Owncr/!h�•do •r ���� A11Q.1C l OF 2 �" �SUE PERfAR REV Vtil Resorts DATE o�24/OS D�,��T,c�i�f�a� Development Company SCALE: 1 8'-1'-0' A�•oq Colorado p�� �� �B i MP 255 a- I �t- AMP � P {6.2 �) � RAMP UP (i 2.5�) 8,101'-2" FL OR DRAIN TNL� 8101'- " � $�_4�� �g'-7�� 9,_$.� � � � . .�. � •• . - -� • � • 8101'-4" STAI R F1 _ ' -SG�QS F - D , a, ��`�':, � � � i (3 � MP�CHIN � '� � i , � f�00M � , i �� � � _ � - , � �225 ELEV. 10 ' ��_ �.. • � } _. � '` � ELEV 1 . ' LOBBY COM r' ' G�25.A EG210 G252 ; , , �. � F1� �, S 20 .A � 'a, j�^ . . , . � � `-' � 7'T 11" � `�/ „ 2 � 810d'-0"// 2 � � �,G252.A A705 4,_ ,� 3�_6�� A73� 14'-4" 6'-8" 7'-6" , �, i 2 -7 ,,«ti;,C�,o�,t�Y„r� 'I'he ArraBelle DRAWING N0:ASK—A110.IC �rs q O at Vail Square L.,��. o���/�����T REFERENC� At 10.1 C 2 �F 2 �,e �+R r�.v V:ul Resores DWTE 03/24/65 Dcnvec,Colorado DevelopmentCompany p�� �8 �•—� Avon,Coloado i i i i � �i i i i� 106'-0" / � � � . � �p,t1�� / ,' � a �� .. � } � FJ� Q�i � � 1 / Q / �' � �� � 8108'— ' �� � + � � �� i � '% i %� i i � � t` $d�—��� / / , ��i __.--—�.—`r'�� 1 i i � ,� �/ � t � � % t { ti � � �` l % � % t � � /� � / � i � CONCR ; ;� �� WALLS R � � � � , REFERENCE FIRE PROTECTION ; � �, _ DRAWINGS FOR WATER CURTAIN � � ' : . . . � , , . . • � i • ;. � , � ,� . LINE OF ROADWAY ABOVE ; � '�� '.- �' ' " � ' � , � . . � , � �; � � 'CONCRET � / � i � � �� TRAFFIC � � ARMATUR . , ,� i . i � � ��' � i — , 8, � �.� � 112 0 / � . � � � � , � � / �� '`— � .' . .' . . ,. .� �-', , Archi�cctofRc�corJ The ArraBelle p�,wiNC r�o:A5K--A110.1 ���0 at Vail Square Owncr/llc�clo REFERETICE: A110.1H 1 OF 2 P" �Si/E: PERMfT REY V�ul Resorts QATE: 03/24/OS Drnvcr,coio�,� DevelopmentCompany S�-E � 8�°��—fl� Avon,Colorado Df?A� B�: a8 � i � � � � � � � , ��� i i ;• t i i � ` �. A i t i i i � � \ i' i � � i / i � �,j a � tc E , / %, ,cyGtiF N � � i � � I I / I � � � LINE OF ROADWAY ABOVE i � g� 6�_a» � � i � � 1 i l � / / � � 8098'—Of i � � i i � / i 100�-0�� � �`Q � � !—�v�� / — — — — 0 �� �� $102�-0�� ( . � / : . - . ' 104'-0" � ' . �' � . '. ., . � E , . • � � , . . ; . ,'� 106'-0" � . / /' — ��._._ P . / ,� � — — — N�� ' 108'— " , • � / � � � , �� � � . i i � i i i S i i i j/ ' / � % / i � � / . i � � CONCRETE RETAINING � WALLS REF. S7RUCTURA� .\rchiicciofRccurd The ArraBelle DRAWING N0:ASK--A110.1 ���0 at Vail Square Owncr/Dc�cloper REFERENCE A110.1 H 2 OF 2 ISSUE PERMfT REV V:ul Resorts DATf: 8�24/05 SGLLE 1 8'�1'-0` Dcnvcr,Colon� Development Company D�� �� �B Avon,Colorado B V MEN ' � i u�.u�.ts 0'-6" G102.07 G102.07.A � � N � I N ' " '� ;RIDOR 6 -0 D D' � �2.02 I G i 05.A rn B i� I . . � D I Q - - -�,-- - ELEV. 1 ELEVATOR 1 � VESTIBULE ' MACHINE ROOM E�� � G103 � � G105 EG101 � B Q Q D N , G 104. `— • _ " - ' ,- ' _�_. • - )'-10" � 10'-2 1� g' p, —�II '' •— i �� � 1'-10" 9 0� 2'-8 I�i ��� �) = G104.B ;; : l) . li • . �UTURE VESTIBULE � '�� . � ' TO BE BUI�T W/_ - ��_. ., ' . • if VESTIBULE � , TUNNEL PACKAGE - • . _ k '' G104.01 � _ j . FUTURE TUNiVEL �� ' �j PACKAGE � (f i� TO GONDOLA � '' i� BUILDING i TUNNEL �� �; � G104 �� � � ;t i I� � � � ! � i TS OR � v1ANUAL ,,«w,tt,ofa�„�� The ArraBelle DRAWING No: ASK—A]. 10.2A ���^ at Vail Square � REFERENCE: At10.2A 7 OF 4 O�vncr/Dcvdoper ISSUE: PERMIT REV Vail ResOrts DATE: 0�24/OS D�,��7,co���d� Development Company sea�E: t s"=t'-o" �RnwN er: cse i\von,Colondo !�� �� /� '�-t�.�,�i I � i ���4�\�a�, �" -- �; 1�T � , :I y ���° ��25 �I I :� �I :� � � !� ;1 %; � � � , �" ; ; � � � �--Y-- � -% � �� : - , 5 �� -�; ��; ���,��, , << -- � -� , � . ; � � .� � - .;- I,l � ;� , B a � G 1 17.02.A , 1701 .A 0 � B � SOUTH • PUMP ROOM N � � � G 1 17.02 � 30 �= � PR �. B � 8 � � � � ' 0 ` .. � PR I I 17�01 .B � � ,,«h;��,of,��YO�� The ArraBelle DRAWING No: ASK—A110.2A 4z4o at Vail Square o.vncr/ucvclop:r REFERENCE: At 10.2A 2 OF 4 ISSUE: PERMIT REV V1il Resores DATE: O�2a/os Drnv�Y,c�io�d� Development Company SCALE: 1 e"=t'—o" DRAWN BY: GSB Avon,Colorado / 8' -8" 3'-7" 5' -9 1 2" �_ �, ,_ „ >_ „ / 6 2 5 5 5 5 � � � B H � o � � co _ _ 0 � � - B � C� � � OYS' T�I L G I R LS' T01 L o� � o � G 106.02 G 106.01 • N I � O � � C� . STAFF OF IC G106.�� � C �e � g H _ � Ho � .... _ > „ H � TORAG - — - -��� � � � �5 � � G102. 12 H o0 ' � 2,_3,> � 17'-4 1 /2"� 5,_�„ I � H � G102. 12. B G102. 12.A � G10�. 1 1 .A B � � G 102. 10.A � - B I 30 PR 0 I � ' I Archiu�ctofltttrorcl The ArraBelle ��w�r,c r,o: ASK—A110.2A �24o at Vail Square Owncr/Dcvcic�cr REFERENCE: A1 10.2A 3 OF M1 ISSUE: PERMR REV Vtil Resorts DATE: 0�24/os SCALE: 1 a"=i'-o" Dcac�7,Colorado Development Company DfZ4WN BY: GSB Aron,Colorado N�t W ii u u � ELEV 3 � p � EG 103 p �I 48 BDS ���) 48 0 48I BDS 48 �- � � �� D \ •- STA R 1 �°°� � �,-� - SG 0 � �- ��-„� ` � .-t.�- - , , � � C 04. SG 101.A I _ �I D B RIDOR 1'-6' 00 )2.01 �.��.4'-10" . � n � ,,T�,,;,tt�of,z�ro�� The ArraBelle o,�,w�r,c No: ASK—A110.2A ���0 at Vail Square Owna/Dcvc)a�r REFEREr10E: A770.ZA 4 OF 4 ISSUE: PERMIT REV V;al Resorts OATE: 0�2a/OS Development Company SC,a�E: i s"=t'-o" Dcnva,Coloredo DRAWN SY: GSB Avon,Colorecb - - �I I� - - --�' �I� �I 1I�o �i � �..���` � _ � : if II Ii (I I' �! � �li �!. .,'% ND 1� I� I� +� LOBBY �I I� � o � ! 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I G141 � EG112 li SIM. �� �{ � 1L=_�L�-.= � -- -- - - N �� o� T�===-�jTr= ,..� ��>.... �:�-, �:�_;�;�� �� � � � CONTROLN� 'I II I � � E G132 � � 0° �: � G 132.A � ;I I I I IC � � . _ •i ._:,.�. .�_._.F..�. �__,. �:,,-,Y <,.,.....,, :.��.�. -_ O I .1�� — J�L — � t I � � i y -r_-.-.--_--�1-7r-= �� � SG 107.A I � o � � i l (I f I � T — — — - — •I— -i— -�;-f — —I;—l-l— `� , E�:� � N � �E REF. I.D. �DRjAWI � D � � � - +� �� FOR CLG.��D�ESI( =� �v � �� � N � H �-- II II � � � � � �, � �`—__ _ J�-L _ 'f , � ,�� D — Q � 3/4" PL1M SG 107 ,� 1' TO 9' � . . , a� M . �'�,�,, ,�� Q EMPLOYEE ,. ._ � � ���sxe�a. M � � LOUNGE �`y • ,�'' �°`�� �� `° (� I ! G 139.A � G 139 ��� II i �._2�„ � r- i���'9: ArchitcclofRrrord The ArraBelle �w,wi�c r,o: ASK—A110.2C 424o at Vail Square O.�ncr!ll�ti•cloper REFERENCE: A110.2C 3 OF 3 ISSUE: PERMIT REV V;ul Resorts DATE: 0�24/05 �.,,�«,c�i�taa� Development Company sen�: � s"mt'—o" Avon,Colondo ORAWN BY: GSB , ���" s� .a� , , 1_� _w ;r:" . f . 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LOB Y � P4 9 0� _ _ � A 6 ---- �_ - - �h '� �O >� � ,�., — � / i , � ��: ERVICE � � W.C. ,,� P408 � P402 ��� ������ �NDING /� � � P407 � , � Q P 8A LEv 16 � /� � � �s ' O �: .� , . . � � � STAIR 8 � ` CLOSET P405A I W•C � � �6 P407 5408 ` � ' � P405 P403 , €, ��' 08 LOBB / � �� � \ ` . ° � P404 _ _ , � ': � . FLOOR ��.. L.= 67 -0 �� P406A � ����� a � P404A `SC-9 `�� ' � . ' � � , , _ _ .o � . i . .. - ���� `a; . , -'; 4 —6�2 4. �3 ..3,_4� „ _ , I � ` \A � , 401 B � RAMP�k}p' P4 �A \ � =�tQ�E 1:12 � TRASH ''� FIN. F OR P406 EL.= 68 -0 � - / 5 � A707 �-D� ,r�,,;«<<„�R��,,,�, The ArraBelle DRAWING No: ASK- 114B 4�O at Vail Square REfERENCE: A1146 1 OF 1 Ou-ncr/DcccloPer ISSUE: PERMIT FZEV Vail Resons DATE: 03/24/OS Dcnccr,Colorado DeVeIOlJTTI(.IIi C0117p1IIy SCALE: 1�8�=1'-0� DRAWN BY: SEK A�-on,Colorado l J EV 14 � �OB Y � 614 `� / P60 � --- i / /� � i � �� o a ERVICE ' P605 D P605A � DING � � �2 — g P604 V 16 16 i �� S I � P602A ELEC. C� / P604 CLOSET V � � � LOBBY P602 S60 � P601 � � � I � �`�, P601A � \ � .�. � D � � � � P603 . � S� � 4 ��� �� -�. � P601B � \ ) � / TRASH _ �� P603 '� � � \ � \ \ o � 0 � \ � / +� � � o . . ,�`° ,��,,;««<,�R«„�� The ArraBelle oRAw�NC No: ASK-116B 4�O at Vail Square O�vner/Da�elo cr REFERENCE: A1 166 1 OF 1 �' ISSUE: PERMiT REV �'ail Resorts DATE: 03/24/OS Dcnccr,Coloradu �eVelOpllleIIY COITI�JaIIy SCALE: 1�8"=1�-0" DRAWN BY: SEK Acon.Colorado i I I I I I �\ I I �� \ I 1 � I � � � � � I � I AE�� I TE RENTAL I Z C PER�O'S70. Av STORAGE P�� A487 i\ / /, \` �, `\ i o � � � . �. i i � . i i I $KATE RENTAL � � 1 � lP e� I / �\ / 1 � i � i \\` 1 -- --' I I �� A491 i O i I \ uEN �\ ( P182 I \ O I � . � CORRi00R WO4EN � I � I P181 P181 � I - _ _� � � _� _ _ I � O O' � I 1 � I I I I I I - - _ P181: I i ZAMBONI - - - I - _ - - P1 I I � � � � J � , � I I , � � � � � � �«h,««<��a���,>r<� i The ArraBelle o�Aw�NC No: ASK- 131 424o at Vail Square j Owncr/Dc��elocr REFERENCE: A131 P ISSUE PERMIT REV Vail Resores �nTE: o3/za/os n��„��r_a�i�>��d�, Development Company sca�E: t/s"=t'—o" i DRAWN BY: AEP I Acoq Colorado ��' `��^ � � \ , � � COUNTER � o \ � �i � . � ��� 1 SKATE RENTAL COUNTER ,«,,;«.�,,,�R���>r�, The ArraBelle oRAw�NC No: ASK-491 ' 424o at Vail Square ' Ou�ncr/Dcvclo cr REFERENCE: A491 �' ISSUE: PERMIT REV 1 R S OATE: 03 24 OS Va 1 esort. / / Drncer,Colorado DeVelOpTT1e11t COIT1p.7IIy SCALE: 1�4"=1'-0" DRAWN BY: AEP � A��on,Colorado � i i i i I � WALL TYPE "M" I � RE: M/A501 � DUCT � I I FLOOR TYPE I � RE: V/A512 � � � _ _ J - �, I p p o a a � � o a HORIZONTAL SHAFT WALL RE: M/A511 x SHAFT TERMINATIOLN ArchiccccofRccord l�e �rra'�e�e �f�AWINCi N�: A�.7i1-51� 4�O at Vail Square REFERENCE: A512 1 OF 2 Ouncr/Dcrcloper ISSUE: PERMIT REV Vail Resorts DATE: 03/24/05 Dcm cr,Colorudo Development Company SCALE: 1 1/2"=1'-0° DRAWN BY: SEK A�•on,Colorado I I ,� FAN UNIT RE: MECHANICAL CURB j RE: MECHANICAL � � ;� � ' i i �i � '�i , '� i ��I �I� '� � �� � I�,� � � �' ROOF TYPE "D" � � � ��, RE: D�A51 1 I I I I - I I , I I � I I I I ° ° I I ° ° ' � a �ic� � I I Q d � I I � DUCT � � I I I I I I I I ACOUSTICAL SEALANT I I I I I I WALL TYPE "M" RE: M/A501 yv ROOFp TYPE - SHAFTfLTMPENETRATION ,«h;««,,,R«�,�� The ArraBelle DRAWING No: ASK-512 4�O at Vail Square REFERENCE: A512 2 OF2 Ou�ncr/Developer ISSUE: PERMIT REV Vail Resorts OATE: 03/24/OS Dcm cr,Colorado DeVClOprilerit C0111FJ2ri�' SCALE: 1 1�2"=1�-0" DRAWN BY: SEK ,'lvoq Colorado HINGED EGRESS DOOR COMPLYING WITH APPLICABLE REQUIREMENTS OF IBC SECTION 1008 1 / / / / / / / / / / / / / \ \ \ \ \ \ \ \ \ \ \ \ \ 3'-4" 3'-4" 3'-4" SC TRIFOLD STOREFRONT SB �' __ i � _ `� ,r�,,;«�,�>�,t��„r�, The ArraBelle DRAWING No: ASK—A602 424o at Vail Square REFERENCE: A602 1 OF 1 O�cncr/Developer ISSUE: PERMIT REV Vail Resores �ATE: o3/za/os n�•����,c��i�,�:�d�� DevelopmentCompany SCa,�E: t/2"=�'-0" DRAWN BY: BB Acon,Colorado 4'-0" 14'-0" 1 1 '-2�4" 14 TREADS C� 1 '-0" ,�O � � � � � —I— T � —I— — � �6' /� � I � � � I 9 / � � � � � � I / // ��_ �� �I � � � I � � � � / � � � � � I �/� � � � � I � � � � I �/ � � —I— L � —�- - � �� ��—���— — N I � �� � � 1 � � \ R6 � \\ D N \ � � \ � �1 '— 1 '-0„ � — �� � ���,, � � �3• � � �•. 4'-0" 8'-0" 2,_93/8.. , 8 TREADS % � 1 '—p„ I , � . �i' 1rchitccrofRccord The ArraBelle �RAWIN('i No: ASK-710 424o at Vail Square Owner/De��eloper REFERENCE: A710 1 OF 1 ISSUE: PERMIT REV Vall ReSOTts DATE: 03/24/OS Drnccr,Colorado Development Company SCALE: 1�4"=1'-0�� DRAWN BY: SEK Avon,Colorado THE ARRABELLE AT VAIL SQUARE ���� Plumbing Fixture Summary March 24, 2005 � REFERENCE TABLE MINIMUM NUMBER OF REQUIRED PLUMBING FACILITIES WATER CLOSETS LAVATORIES BATHTUBS/ DRINKING USE GROUP MALE FEMALE URINAL* MALE FEMALE SHOWERS FOUNTAINS OTHER 1 per 75; 1 1 per 75; 1 1 service A-2 per 40 per 40 - 1 per 200 - 1 per 500 sink 1 service A-3 1 per 125 1 per 65 - 1 per 200 - 1 per 500 sink 1 per 25 for first 50; 1 per 1 per 40 for first 50; 1 per 1 service B 50 for remainder - 80 for remainder - 1 per 100 sink 1 service M 1 per 500 - 1 per 750 - 1 per 1,000 sink 1 per Not R-1 1 per Guestroom - 1 per Guestroom Guestroom - Required Not R-2 1 per 10 - 1 per 10 1 per 8 1 per 100 Required See Section 411 of the International 1 SeNICe S-1/S-2 1 per 100 - 1 per 100 Plumbing Code 1 per 1,000 sink ' Urinals shall not be substituted for more than 67% of the required water closets. Page 1 of 5 MINIMUM NUMBER/NUMBER OF PLUMBING FACILITIES PROVIDED WATER CLOSETS LAVATORIES BATHTUBSI DRINKING USE GROUP OCC. LOAD MALE FEMALE URINAL MALE FEMALE SHOWERS FOUNTAINS OTHER LEVEL G2 1 service B - Level G2 4 1 1 - 1 1 - 1 sink service S-1/S-2- Level G2 379 2 2 - 2 2 - 1 sink service MINIMUM NUMBER REQUIRED -Level G2 383 3 3 - 3 3 2 sink TOTAL PROVIDED - LEVEL G2 - 2 UNISEX - 2 UNISEX - 0 0 Additional Water Closets and Lavatories Found on G1. Drinkin Fountains and Service Sinks Found on G1. LEVEL G1 1 service A-2- Level G1 73 1 1 - 1 1 - 1 sink 1 service A-3- Level G1 930 4 8 - 2 2 - 2 sink 1 service B - Level G1 154 2 2 - 2 2 - 2 sink service S-1/S-2 - Level G1 252 1 1 - 2 2 - 1 sink service MINIMUM NUMBER REQUIRED -Level G1 1409 8 12 - 7 7 - 6 sink TOTAL PROVIDED -LEVEL G1 - 6 12 6 11 11 6 6 2 Additional Service Sinks Found on Level 1. Page 2 of 5 MINIMUM NUMBER/NUMBER OF PLUMBING FACILITIES PROVIDED WATER CLOSETS LAVATORIES BATHTUBS/ DRINKING USE GROUP OCC. LOAD MALE FEMALE URINAL MALE FEMALE SHOWERS FOUNTAINS OTHER LEVEL 1 1 service A-2 - Level 1 261 3 3 - 2 2 - 1 sink 1 service B - Level 1 247 4 4 - 3 3 - 3 sink 1 service M - Level 1 213 1 1 - 1 1 - 1 sink service S-1 - Level 1 1 1 1 - 1 1 - 1 sink service MINIMUM NUMBER REQUIRED - Level 1 722 9 9 - 7 7 - 6 sink 1 service TOTAL PROVIDED - LEVEL 1 - 6 13 8 11 11 4 6 sink PLUS 2 UNISEX PLUS 2 UNISEX Additional Service Sinks Found on G1. LEVEL 2 1 service A-2 - Level 2 2 1 1 - 1 1 - 1 sink 1 service A-3 - Level 2 201 1 2 - 1 1 - 1 sink Not R-1 - Level 2- 21 Guest Suites - 21 UNISEX - 21 UNISEX 21 - Required ot R-2- Level 2 - 11 Residences 119 12 UNISEX - 12 UNISEX 15 2 Required MINIMUM NUMBER REQUIRED - LEVEL 2 -A service 2/A-3 _ 2 3 - 2 2 - 2 sink Al2-A-3 TOTAL PROVIDED - LEVEL 2 - 1 2 1 1 1 - 0 0 MINIMUM NUMBER REQUIRED -LEVEL 2 - 33 UNISEX - 33 UNISEX 36 2 Required Not R-1/R-2TOTAL PROVIDED - LEVEL 2 - 54 UNISEX - 86 UNISEX 85 0 Required Drinking Fountains and Service Sinks Found on Level 1. Page 3 of 5 MINIMUM NUMBER/NUMBER OF PLUMBING FACILITIES PROVIDED WATER CLOSETS LAVATORIES BATHTUBS/ DRINKING USE GROUP OCC. LOAD MALE FEMALE URINAL MALE FEMALE SHOWERS FOUNTAINS OTHER LEVEL 3 Not R-1 - Level 3- 33 Guest Suites - 34 UNISEX - 34 UNISEX 34 - Required ot R-2- Level 3- 11 Residences 133 14 UNISEX - 14 UNISEX 17 Not Required Required 0 MINIMUM NUMBER REQUIRED - LEVEL 3 - 48 - 48 51 Not Required Required 1 Service TOTAL PROVIDED -LEVEL 3 - 73 - 118 117 0 Sink LEVEL 4 Not R-1 - Level 4 - 12 Guest Suites - 12 UNISEX - 12 UNISEX 12 - Required Not R-2 - Level 4 - 17 Residences 180 18 UNISEX - 18 UNISEX 23 - Required ot Pool & Hot Tub 13 2 2 - 2 2 2 2 Required MINIMUM NUMBER REQUIRED -LEVEL 4 - ot Pool 8� Hot Tub - 2 2 _ 2 2 2 2 Required - o0 0 Tub - 1 1 - 1 1 2 2 0 0 Guest Suites 8� Residences - 30 UNISEX - 30 UNISEX 35 - Required ues ui es 8� Residences - 64 UNISEX - 93 UNISEX 89 0 0 Page 4 of 5 MINIMUM NUMBER/NUMBER OF PLUMBING FACILITIES PROVIDED WATER CLOSETS LAVATORIES BATHTUBS/ DRINKING USE GROUP OCC. LOAD MALE FEMALE URINAL MALE FEMALE SHOWERS FOUNTAINS OTHER LEVEL 5 Not R-1 - Level 5 - 11 Guest Suites - 11 UNISEX - 11 UNISEX 11 - Required ot R-2 - Level 5 - 16 Residences 177 18 UNISEX - 18 UNISEX 23 - Required � ot MINIMUM NUMBER REQUIRED - LEVEL 5 - 29 UNISEX - 29 UNISEX 34 Not Required Required TOTAL PROVIDED - LEVEL 5 - 66 UNISEX - 97 UNISEX 93 0 0 LEVEL 6 Not R-1 - Level 6-8 Guest Suites - 8 UNISEX - 8 UNISEX 8 - Required ot R-2- Level 6 - 13 Residences 150 15 UNISEX - 15 UNISEX 19 - Required 0 MINIMUM NUMBER REQUIRED - LEVEL 6 - 23 UNISEX - 23 UNISEX 27 - Required - 51 UNISEX - 72 UNISEX 69 0 LEVEL 7 ot R-2 - Level 7 -4 Residences 50 5 UNISEX - 5 UNISEX 7 - Required 0 MINIMUM NUMBER REQUIRED - LEVEL 7 - 5 UNISEX - 5 UNISEX 7 - Required Not TOTAL PROVIDED -LEVEL 7 - 16 UNISEX - 20 UNISEX 19 0 Required Page 5 of 5 ORSCHEDULE DOOR FRAME DETA[L FIRE DOOR NO. DOOR LOCATION WIDTH HEIGHT THICK Tl'Pl�: 1IAT'L FINISH MAT'L FINISH JAMB THRESH (�IIN) F{�V REMARKS LEVEL 2 5201.A STAIR 3'-0" 7'-0" 1=3/4" N HM PT HM PT 90 58 3202.A STAIR 3'-0" 7'-0" 1-3/4" N HM PT HM PT 90 22 __ _ _ . _ - - - -- - - __ __ _ -._ _ - 3203.A STAIR 3'-0" 7'-0" 1-3/4" N HM PT HM PT 90 22 5205.A STAIR 3'-0" 7'-0" 1-3/4" N HM PT HM PT 90 22 - -- ----- -- - - - _ _ 3208.A STAIR 3'-0" 7'-0" 1-3/4" N HM PT HM PT 90 22 - -- __ __ -- - _- -.._ - __ ----- _--- _ - --- 3209.A STAIR 3'-0" 7'-0" 1-3/4" N HM PT HM PT 90 22 _ - - - ___ --- ___ _ _ _ __ __-- ` . P201.A GREAT ROOM (2)3'-0" 7'-0" J WD ST WD ST 90 21 REV MAR. 2005 -- - '201.6 GREAT ROOM (2)3'-0" 7'-0" SA WD ST WD ST NR 29 '201.0 GREAT ROOM _ ---_._ '201.D GREAT ROOM '201.E GREAT ROOM '203.A BAR STORAGE '204.A BAR '205.A STORAGE °206.A WATER CLOSET °207.A WATER CLOSET '208.A CORRIDOR '209.A TRASH '210.A HOUSEKEEPING '211.A ELECTRICAL '212.A SERVICE LOBBY '214.A ICE VENDING '215.A SERVICE '218.6 ELECTRICAL '219.A TELECOM '221.A TELECOM '221.A RETAIL '221.B RETAIL '221.0 RETAIL '222.A ELEVATOR LOBBY '222.B ELEVATOR LOBBY � �-- (2)3'-0" 7'-0° SA WD ST WD ST NR 29 __-- - _ __ _. - --- --- __ ___.- -_ - 3'-0" 7'-0" SI WD ST WD ST NR 29 - ----- ___ _ 3'-0" 7'-0" SI WD ST WD ST NR 29 - --- _ _ _ _ _ _ _-- -_ __ 3'-0" 7'-0" 1-3/4" N WD ST WD ST NR 49 - -_ _- - ---- -- -- - - - _ _- __ 3'-0" 7'-0" 1-3/4" N WD ST WD ST NR 18 ___ _ 3'-0" 7'-0" 1-3/4" N WD ST WD ST NR 3=0" 7'-0" 1-3/8" A WD ST WD ST 45 70 REV MAR. 2005 - ---_ _ - - - ---- --. _ _- - - ._ _ 3'-0" 7'-0" 1-3/8" A WD ST WD ST 45 70 REV MAR. 2005 - __ (2)3'-0" 7'-0" SA WD ST WD ST NR 33 _ _ __ - _ 3'-0" 7'-0" 1-3/4" A HM HM 90 " ST WD PANEL FNSH --__ _ _ _ _ _ _ _ _ _ 3'-0" 7'-0" 1-3/4" A HM HM 90 10 ST WD PANEL FNSH _ 3'-0" 7'-0" 1-3/4" A HM HM 90 ST WD PANEL FNSH _ --- -- - _ _ - -__ -- ---- ---- _ _ --- -- 3'-0" 7'-0" 1-3/4" A WD ST WD ST 20 ' 32 _ _ _--- __ ____ ---- 3'-0" 7'-0" 1-3/4" A WD ST WD ST 20 29 3'-0" 7'-0" 1-3/4" A WD ST WD ST NR 16 .- -- _ ___ _ -- ---- --. __.__ _ - --- 3'-0" 7'-0' 1-3/4" A WD ST WD ST 20 51 _ _ _._ __ __ __ -- - - 4'-0" 7'-0" 1-3/4" B WD ST WD ST 20 ___ ___ 3'-0" 7'-0" 1-3/4" A WD ST WD ST 20 _ -- - - _ ___ ___ ___ . -- - _- -__-- __ (2)3'-0" 7'-0" SA ALUM PT ALUM PT NR 6 (2)3'-0" 7'-0" SA ALUM PT ALUM PT NR (2)3'-0" 7'-0" SA ALUM PT ALUM PT NR --_ __ _ - . 3'-0" 7'-0" 1-3/4" A WD ST WD ST 20 6 .. 3'-0" 7'-0" SI WD ST WD ST NR� Door Schedule- 11 ArraBelle at Vail Square Vail,Colorado 24 March,2005 DOOR SCHEDULE DOOR DOOR NO. DOOR LOCATION WIDTH HE[GHT THICK 1'l'PE �1��T'L FINISH 201.05.A FAMILY ROOM (2)3'-6" 8'-0" 1-7/8" M WD ST 201.06.A MASTER BEDROOM 2'-10" 7'-0" 1-3/4" C WD ST 201.06.B MASTER BEDROOM (2)3'-0" 8'-0" 1-7/8" M WD ST .__ ------- - --- _ _ - _ 201.06.0 MASTERBEDROOM 2-10" 7'-0" 2-1/4" A WD ST 201.07.A BEDROOM (2)3'-6" 8'-0" 1-7/8" M WD ST (2)3 6 8,-0" 1-7/8" _ M___ WD ST - 201.08.A BEDROOM __ ____ __--- - __ _- - 201.21.A BATHROOM 2'-10" 7'-0" 1-3/4" C WD ST _ _ 201.22.A MASTER BEDROOM 2'-10" 7'-0" 1-3/4" C WD ST _ _ __ _ - -- _ _ 201.22.B MASTER BEDROOM 2'-10" 7'-0" 1-3/4" E WD ST ---_ _---- 201.23.A BATHROOM 2'-10" 7'-0" 1-3/4" C WD ST 201.24.A BATHROOM 2'-10" 7'-0" 1-3/4" C WD ST ____ . _ --- - ___ _ _ ___ - 201.31.A CLOSET (2)2'-0" 7'-0" 1-3/8" D WD ST ----__ _ _ - __ 201.32.A CLOSET 2'-0" 7'-0" 1-3/8" C WD ST _ _- - __ 201.33.A CLOSET 2'-10" 7'-0" 1-3/8" C WD ST __ _-- _ __ - - - __ - - - ?01.34.A LAUNDRY (2)2'-9" 7'-0" 1-3/8" D WD ST 201.35.A CLOSET 2'-10" 7'-0" 1-3/8" C WD ST —_ _ ?01.36.A CLOSET (2)2'-0" 7'-0" 1-3/8" G WD ST _ _ --- _ _ _ _ _ ?01.37.A CLOSET (2)2'-0" 7'-0" 1-3/8" G WD ST ?01.51.A CORRIDOR 2'-10" 7'-0" 2-1/4" A WD ST --- _ _ _._ ?01.53.A CORRIDOR 2'-10" 7'-0" 1-3/4" C WD ST —_ --- _- ?01.54.A CORRIDOR 2'-10" 7'-0" 1-3/4" C WD ST —_ _ ___ _ 205 LOCK-OFF ?05.01.A ENTRY 3'-0" 7'-0" 2-1/4" A WD ST ?05.01.6 ENTRY (2)3'-0" 7'-0" 1-3/4" C WD ST _ _ _ --- __ --- - ?05.02.A GUEST ROOM (2)3'-6" 8'-0" 1-7/8" M WD ST 205.03.A BATHROOM (2)2'-0" 7'-0" 1-3/4" H WD ST _----- ?05.03.6 BATHROOM 3'-0" 7'-0" 1-3/4" I WD ST - _ __ _ - - -- ---- __ _ ?05.04.A CLOSET (2)1'-6" 7'-0" 1-3/8" D WD ST ?05.04,B CLOSET (2)1'-6" 7'-0" 1-3/8" D WD ST - _----- ___ _ _ _ - ---_.. __ 217 CONDOMINIUM ?17.01.A ENTRY 3'-0" 7'-0" 2-1/4" A WD ST Door Schedule- 15 FRAME DETAIL FIRE MAT'L FINISH JAMB THRESII (��IIN) ���y WD ST WD ST _ _ __ WD ST _ _ WD ST 20 90 WD ST ---- _ - _ _--- WD ST -- _------ -___._____ WD ST _ _ __ __ ___ WD ST -- --_ ---- - WD ST __ WD ST _ ___ ---- ___.___ WD ST __ _ _ _- - -- WD ST - _ __._._ WD ST _ _ ________. WD ST _ ____- _ - -- WD ST --__ ____ WD ST - ___ _ ___ _ WD ST _ _WD ST _ _ ____ _ _.__ WD ST ___ _- - WD ST _--- -- . _ -- _ WD ST ---_ WD ST 20 WD ST 45 --— -___ WD ST _ __ WD ST -_. __ . __—__ __- WD ST ____- - WD ST WD ST - - - EV MAR.2005 ��� WD ST 20 I II ArraBelle at Vail Square Vail,Colorado 24 March,2005 _.,...� 3L4'G►+AntFER B07H 5iDE5 AND AT END OF RETAININ6 WALL lTYP�GALJ f21'�S GONTInUp{!r� � . n �' � � Y • �• v��e oeF�ecna+s oR o ° •�, ��vrzoxv,e.r�Y sia- � J �: (BATTER ALL WALLS IQ'MIW � � N�EP l�QLE$AT 8'-0'O.G. � � ' ��• �• 6'ABOVE TOe Slp�B/1uCFILL S/D'm x�'-O r1oD�.r i•-6'. 6REA5ED ONE END - T'YP�GAL • Y rr�C.� = 1; � ., •. � , Y �O -+ � „J F Z < C � � '� B � 3'GLEAR TYPIGAL SL � M � � �ONTROL AND C �5 AT 1'-O' � ��� ,f •. . � . :.� �U '3H'.1•_p p � � , �.�� ,.; � � ' .,.••. . . ry Q� J A B G � .��"BA9E W�p N07�5� s. '� � I.REBAR 6RApE 6p Jcsl �.GONGRETE FG •�000 pN S./4LLOwABLE 50�L FR�55UR� • GODO P5F � � "�.�.GTIVE PRE59URE'JS PC.F � S.f�OR�ZONTAI B�.CJGFIIL OWLY -Np SUR.Gt�ARbES 16M W�pTM A B G D E F B M J �'-O' 1'.4' 4' a' 9' I'-0' �S AT I'-4'MJ AT I'-4'�S AT I'-4' �y AT 1'-D' NOI�E �, , 4'-O' 3''O' 4' D' 1'-4' I'-O' �S AT 1'-4'�S AT 1'-4'�S AT I'�4' �S AT 1'-D' NOPE �: ... � � �' b'-O' 'J'-O' I'-S' a' 1'-l' I'-O' �S AT 1'-D'�S AT I'-4'�S AT I'-9' �S AT 1'-D' N O N E �TYPICAL . L'-O" 4'+4' 1'-10' L" 1'-10' �'-O' �S AT l' �S AT 1'-4' �S AT 7' �S AT 1'-a' �y AT 1'-D RE�-ENTRAN . 10'-O' Y-D" �'-6' D' �'-6' 1'-S' �b AT b' �S AT 1'-O b AT 6' ��AT 1'-O' r�AT 1'-4 COAfCRETE W� � � (2'-O' 6'-S' �'-�1' 10' �'-10" I'-S" �l AT b" �S AT I'-0 �l AT b' �S AT 10' rD AT I'-4 � D�� l4'-0" b'-A' �'-�1' IZ' 9'-0' 1'-3' �l A7 6' �S AT 1'-0 �'1 AT 6' Va AT 10' �S AT I'-4 � � �� � � 16'-0' D'-T S'-D' Mt' D'-10' 1'-4' �l AT S' h AT I'-O �'1 AT S' �6 AT a' rS AT 1'-4 �'�`�¢�RTIGAL(TYPJ �` PIGAL SITE ��� --� . � IHIN � • :.:. S�G T I ON S `°""ER�x .,- 3f4' . 1•-O �� FIpQ n REIN FIATGM F�OR�ZONTAL `TMF �REBAR S�ZE AND SPAGr�s f7'YPJ �. 5 Archirecto[Remrd The ArraBelle o,�,e,W,Ne rvo- �S�K—�1.0 2 O at Vail Square ' � � REFERENCE: S1.Q.1 OF 2 Oumer/Developer I$$UE: PERMIT REy Vail Resorts DATE: 03/24/05 Denver,Colorado Development Company SCALE: T,S. Avon,Colorado D�� �: $H �:: � � WITH GONGRETE OR MASONRY BAGiGING, ANGHOR TIES SHALL BE NOT LE55 THAN 0.1055-INGH (�b8 mm) GORROSION-RESISTANT WIRE, OR APPROVED EQUAL, FORMED BEYOND THE BASE OF THE BAGKING. THE LE65 OF THE LOOPS SHALL BE NOT LESS THAN b INGHES {15� mm) IN LEN6TH BENT AT RIGHT ANGLES AND LAID IN THE MORTAR JOINT, AND SPAGES 50 THAT THE EYES OR LOOPS ARE I� INGHES (305 mm) MAXIMUM ON GENTER (O.GJ IN BOTH � DIREGTIONS. THERE SHALL BE PROVIDED NOT LESS THAN A 0.1055-INGH (�.68 mm) GORROSION—RESISTANT WIRE TIE, OR APPROVED EQUAL, THREADED THROUGH THE EXPOSED LOOPS FOR EVERY� � ARE FEET (0.2rr�J OF STONE VENEER. THIS TIE SHALL BE A LOOP HAVING LE6S NOT LESS THAN 15 INGHES (381 mm) IN LENGTH BENT 50 THAT IT WILL LIE IN THE STONE VENEER MORTAR JOINT. THE LAST� INGHES �51 mm) OF EAGH WIRE LEG SHALL HAVE A RI6HT-ANGLE BEND. ONE-INGH (�5 mm) MINIMUM THIGIGNESS OF GEMENT 6ROUT SHALL BE PLAGES BETWEEN THE BAGiGIN6 AND THE STONE VENEER. QvENEER CONNECTION � ��� � �� ��� ��� Architcc[otRecord The ArraBelle pRq�riN� No- �'�K—�1.0 2 O at Vail Square 4 4 ou•ner/Develo er REFEREI�ICE: S1.�2 OF 2 �' ISSUE: PER IT REV Vail Resorts DATE: 03/24/05 Denver,Colorado Development Company DRl11�1� By: �SH Avoq Colorado ` . � . . ^v �i � -v � V O d .. ' a� . , . • • � . d . . :a �� R • _ � . . .. :� • . �.a . . . . 15)-#6 ' • � ' ' .�• . GONTINUOUS =1III III� =1I IIII= i—i ri i i ri i=i RE� PLAN �� C T I Oi�l � ��- 3/4" = I'-O" Qj TS GOLUMN RE:PLAN � ISOLATION POUR WITH BASE PLATE PER RE: PLAN SGHEDULE ON SHEET 5110.28 1" SHIM AND �, �" GROUT I " I ATION SLAB ON I'-6" TYP. JOINT GRADE WITH W.W.F. RE� PLAN .. . . �, . . . . . � . . . . . :� . a .. . .'• • • . e •• , •'. o .��,0 0 .��,Q �.00:•0: . a .'; � ' ��o•. . • :0•:Od � 0•�Oe.� 0•:Oe ����00����00����00. . ' : '.° .O,o����Oo°Q�aOoP�� - . e�a . . ' • i '• ' • .� . ' ' � ' d: • �a Z . . �a ' . • � �.. �• ' ` e ' � � Q ...�. , ' Q ,a!'. . ' . • . • ':• � . ,� '.� . . . , � . d �.. a Jf� ° . d 'a y, e� . . �' •�" t � LL , e.•. . ' .�� ' ' ,� , j �'• • : .a.� . • • .e . W . "' . . . . 0 ' , a� . ' .. ' . N 't' "� � • ��. d • 4 {L �' d �_� t . ' ' d ' • . e • . III— -II . . . • � a, . a• ,. . � � � .. : . ��IIE =1 I I I I 1= I 1-1I I1-1 I i=iTi=i i — — RE: PLAN FOR FOOTING SIZE AND REINFORGEMENT S � C T f 01�1 8 3/4" = I'-O" ,��h,«��orRe���d The ArraBelle p�,yyiN� No• ��K—��.1 424o at Vail Square � Oa�ncr/Deveto cr REFERENCE: 51.1 1 OF 1 p ISSUE: PER�IiT REy Vail Resorts DATE: 03/24/05 Denver,Colorado DevelopmentCompany yS�C'AI-E: 3��4 � 1�-0� .Avoq Colorado �f�t/', B1': MJFI ,�4 BA E PL T E G H E U L F�P*�� ������ �. BASE � � GOLUMN PLATE ,4NGHOR BOLTS � SIZE SIZE �Y r5 6�06 �3/•s'x i0'x�6' 4►J-3.�-e i iQ' v.v=iC� i�l�� : *s D� .' �Jss-x io'x34' ...4N-6,�sro-�. �'r, r� r� 7'S�OatiO 3'x iD'x b' HJ-9Ft'o u Qi r5 I?xi? �9AS'x1o'x�o' HY'JJ4'� � > T'3 17xD 1�is'x b-x10' 44)-Sls-o ry _�� r�s co�u�.+ RC� RAN � IJ ALL DASE rlAT�j OR PLATlS GONlGTIN6 TO e!'N�'�5 3NAlL EC B��L . PLA7L5 WTM TMIGICl�55 Cp�AL TO t1!d2CATCR Of IQ'OR Tl#FLA�16! • TM�GK�'l�S. �� E ArchirectofRecord The ArraBelle or��,Nc No: �'�K—�12.1 424o at Vail Square Oa•ncr/Developer REFEREI�CE: $2.1 1 OF 2 ISStIE: PER�IIT REy Vail Resorts DATE: 03/24/05 Dcnver,Colorado Development Company �E� T�$. Avon,Colo�ado �� �� $H GONGRETE SLAB ON METAL DEG1G .. , . , . . . . . c. e • .. • ' e . G� • ' • .�. ' • ' � ' G (2)-#5 IN BOhID BEAM LbX4Xl/4 X�'-O" EAGH SIDE AT 8'-O" WITH (�)-I/�" � EPDXY BOLTS GMU WALL � �=T � � S� C T ( O1�1 2 ____ 3/4" = I'-O" � -�;�° . .,r�h;««o�R����d The ArraBelle pw�y�Nc No• �'�K—�2.1 424o at Vail Square � Clw•ncr/Dcveloper � �. p R�T RE�/2 Vail Resorts WiE: 03/24/05 Dcnver,Colorado Development Company �E� '3 4 � ��—�� ow►� er ►�H ilvoq Colorado 9F4'O RN �����L�� FOR METAL pEGIGINb STEEL GOLU� I'BOTTOM� 4 IQ'GONGRETE 5LA6 �'ELaN6 RE� PLAN ONZ'�'TnL DCGK S/4'o x D IQ'MJ�.S. Ai 1'-O'FNMI�1 9PAGq6 i R�� PLAN RE� PLNN I , TOF'Or �� 5'rEEL �'Rµ .a ia•cor+aixETe x�►e r roP R ON�"hET/�L DECAC .�s�i��r�����t •.ia. �.�����• wna N.A.S. 57'CCL GOLUrM � RE� PLAN �y �����rlr�^��j __L_ =•�;-l��l� V � `STEEL BE.W RE� PLAIV Q, e�ee.w w�rr� S E C T I O I�l � TYPICAL COLUMN ��' °L-^" �"'' '''O' SPLICE DETAIL SECTION � � �-�M� � rtc� r+�,w 4 IQ'GONGRCTL' ?�µ•. I•-O' t�� � TOPP�N6 � �� �"`E���� 51'GCL CCM7 �4 X4'-O'AT3''G' � � � RE� PLAN GENTER OVER 6�RD�RS �'-0' RC� RAN RE. RAN J WN1F. RE� PLAN �� 4 1!3'GOMGR�IE SLAD I�.PLAN T�� � ��u I I ��'�T.,�D� - 57EEL i i wrri w.wF. I '� � r�; ..:..�. . • ����.���' .t ! ' •���4:'r � O O O O � O ii O O ii r p n n O �� Q �� RE� RAN AND � STEEL BE/W � 6E�RAL N07'E5 RE� RAN rOR GON�'GTION WITN MAS. DE5�6N A7dJBLE SFEAR PLATC GONlGTION ST�CL TRAN''�PER C�AM �5 TYRGAL) � STLEL GOLUMN RE. PL.W Q RE� PL.AN � i"STiFFENER EAGN � �'°�°��"" S E C T I ON 2 �� � uore. sf+- • r-o- ,��'" AT 51MILAR SCGTION, GOIUr�N ABOVE �, DiOCS NOT CX15T -.,��-'.. S E C T I ON S g�°``°"�"" �.'-�,�.-o"�'_�� RE�SGNEDULE .s V1'GONGRETE 5LI1B rurr+�Q'De.Se yµ'. 1'-O' PLATE ON 2'hCTAL DEUC wrH wr��. �t2-C.O�GRErE S��B RE� PL�w dv�'M[r.ti DeUc vurN v+.wt. ■.{X4'-0'AT 1'-O' i.�+���a�iiL�' �•.� . .��� �.�. RC� PL.w GEMTER OVER TOP Or OARDCRS STEEL � - . .,. . . . • ilrchitectoERecord The ArraBelle p�,yyiN� No• �S�K—�5.1 424o at Vail Square � Owner/Developer REFEREI�ICE: 55.1 1 OF 3 ISSUE: PER�11T REy Vail Resorts M7E: 03/24/05 Demer,Colorado DeVelO�'Jri7eIIt COIIlIJariy SG�LE: T,S' :1voq Colorado ���N �: $H .s�d-cow�xe.e x�e �t3'Gor+GREre S�e.D oN1'r+Er.V.oEUc p+�'r+Er.�l vEC.K I wrN wr�t. wrN viy�r, � .. �.��a, i. --- ,r� •—��e� • C��D PlA7t`R!� . •.�i'��'i���• � PR�G/►S�R • 0 0 ° 0 PRCGAST GORE WAIL S�CL D�/W STElL�.W 'RE� PLAN �a07!' ��pLµ yWT{�{,A,�j, AT 51MILAR 9CGTION, DEUC�'JPnw Of fLGOR .. �; 1'STIFFErER ����•�TO �AGM S�DL• TrE d�E�J'�Ov'��FlR�. fT'RGAL) Np7E�pOCS NOT APPLY AT�XTERIOR 6RIpS. SECTION 11_ SECTION 5 �.-.,�-o- �.-.,��- n x s-e-.�r�•-o- �-co►+cRerE x�a p+3-�er.�L oeGC SB�6C�lR.�.L�+OrCS wni ruti�. r 5 I SPUGE wni l�.s• POR GON�EGTION DE'�6N LVO PLATC9 A�G I�CiAREMlNT'S � 3f4'O PIN ��� Sr�GC�'S4.1 AeC 4S . IQ'GO�K.RETL'SLAD p+Y�Er.ti DECac , Q wn�w.r«. . - �44/µ •%JID W TH t ' s�}.�:.'� *� i • .i ' •��+'• • . 3,�'o X 6'ExP.w5�0u ANGF�OR AT 9'-O' O O � ;;.r O O � PREGA57 GOR�WALL O O RC� MAPRJPAGTURCR Q O O � 1 I 57LR.�L.'AM � I Q RE�R.W S�ECL GOIU�'N � RL'.PLNi SECTION 12 SEGT ON � ,�,,..,.-o- ,,,..,�-�- .� �r�h;�«ofRe�o�d The ArraBelle pR,s,�yING rvo• �'�K—�5.1 4z4o at Vail Square � REFERENCE: S5.1 2 OF 3 Owner/Developer ISSUEI PERMIT R�l Vail Resorts DA7E: 03/24/05 � Denver,Colorado Development Company SCA�E: 7,5. Avon,Colorado D�� �: $H STEEL GOLUMN RE� PLAN STEEL BEAM RE: PLAN WITH H.A.S. i 4 I/2" GONGRETE SLAB ON�" METAL DEGiG WITH W.W.F. i x x—x x—x t s—x x—x—x � --i-- � � � � i � � � � � � � i � � . . . �. ; �. + •a '• ' • .. (4)-I" � THREADED � �� • � • � RODS, WELD TO � . � � I" NON-SHRINK GROUT EMBED PLATE � � a .' ,. . PREGAST GOLUM ' RE: PLAN ,. �. 1,�„ X �,�.. EM�3ED PLATE S� CTIO1�l 1 � 3/4" = I'-O" '�YGm,""�� , '�'; ,.�YP93��3'13 .... �.. „r�h;«���fR���rd The ArraBelle DRq�yING rvo• ��K—�15.1 424o at Vail Square � REFERENCE: 55.1 3 OF 3 Ouncr/Da•doper ISSUE: PERMIT REN Vail Resorts DATE: 03/24/05 Dcnvcr,Colorado Development Compan}� SCALE: 3��4� � ��-0� DRA�N BY; WISH Acon,Colorado e,oMC�+e+��s G on r�ern,�oer.a co.ewe.e Y�e � ON�lTAL OCJK �K RKA rMY� v�7M Wl �t` �Y Y l.yt�16� 1�lL'L 0l/w 4.RAN l�RL 0l/w . �l•~• w�w coMC*�w Cr � �.�dYCwrpe Ae.R.w �RK.w1r �q�pwr � r 4�lR�V.�C l.�GM fC! �.T.{�f7Rl �.�.�" SEGTION � �.-..�a �T r�� �� LO OMS�C w�w nra s*ca couw we�r�.ru sree�sew+ we.R.w "� rs�x+xw s.ue cuuw SECTION 13 ,»-..�� �..-:�-o,_,, a rt.�zw�wry�w�ed�r K A!�AACN � �!r MArtl�N C.QJM� S�lR 0l/w Ald.RAN SEGTION 8 y�'.r0' f�lLti 0lMl�!.R/w �� �!AT 10" � FJ �; n.oae m ee�..o�ac e-co a�uw co.6na�cr�ou ons.e o Ty�� r�n.wa �wr y-x� �[.R.w �-o Go�r.�!*e x+b d�lr.�L OlfIC s+en se �e�Rw.. Qs.ea eew+ rs.awx� �Il�R.w w1NM�i �"" � SEGTION I) � �`"�,,��.,-� �.,.���-_�...,,,,�-~"°` ���h;�e���fRe�o�d The ArraBelle ow�y��Nc No- ��K—�5.2 4 2 O at Vail Square 4 Ou•ner/Developer REFERSSUE: PER1�11T REy3 Vail Resorts DATE: 03/24/05 Dcnver,Colorado Development Company yS��, E: T,S. Avon,Colorado D�n,, �: $H I" STIFFENER PLATE EAGH SIDE GONGRETE SLAB ON METAL DEGK s-a—s+--�s— 's s—.-s���.�,..._,��::—� . _..,-�'-�--;-=-� �___ '_------�---=---.-.----?---�-_ BUILT-UP STEEL PLATE GIRDER. SEE PLAN NOTE SHEET SIIIA. Q STEEL GOLUMN RE� PLAN WITH GAP PLATE I" X16" X16' WITH (4)—I" m BOLTS S E C T I Oi�l 12 _ f; 3/4' = I'-O' � �. .�rchirettotRemrd The ArraBelle ow+yyiN� No• �'�K—�5.2 4 2 O at Vail Square 4 ��ne�/Devcloper REFERSSUE: PERl�1 T REy3 Vail Resorts DA7E: 03/24/05 Denvcr,Colorado Development Company S�E: T,S. �+yyN er: SH . Avon,Colorado GONGRETE SLAB ON METAL DEGIG . d . � , � a. � . � , . STEEL BEAM RE: PLAN WITH GONNEGTION BY FABRIGATOR I" STIFFENER PLATE EAGH SIDE BUILT-UP STEEL PLATE 61RDER RE: PLAN STEEL GOLUMN RE� PLAN � S� CT f Ol�l 13 � 3/4' = I'-O' ArchiteaotRecord The ArraBelle p�qyyiNc No• �'�K—�5.2 4� O at Vail Square 4 C�wner/Devcloper REFERSSUE: PERI�IIT REy3 Vail Resorts MTE: 03/24/05 Denver,Colorado Development Company yS�C'A�E: 7,5. Avon,Colorado D�^,, �: $H STEEL BEAM, RE� PLAN STEEL GONNEGTION BY FABRIGATOR � �� � S� C T I Oi�l 3 3/4" = I'—O" �_ � lrchirectotRemrd The ArraBelle p�,yyiN� No• �'�K—�5.3 � O at Vail Square 4 4 C��ne�/Dcvcloper REFEREI�CE: SS.�1 OF 1 ISSUE: PER IT REy Vail Resorts DATE: 03/24/05 Denvcr,Colorado Development Company SG1LE: 3 4 � 1�—�" Avon,Colorado D�� �: �H 8n0'6' 3'-4' STONE PAVERS AND 6ROUT b' GONGRETE POOL FRAME WITH STAINLESS WATERPROOFIN6 STEEL LINER AND DRAINBOARD � I/5' GONGRETE SLAB b'-Ib 6A,FiE METAL '�• •. � OP� b" METAL pECdG WITH STUD BEARIN6 .n ' , bXb W2.IX1N2.1 W.W.F. wALLS!�'-O' STUD - SPAGIN6 EAGH WAY) .a 0 � . q � . . � e bibb'—b' � a .a• . .. , y .. r • .e �0 � h W21" pEEP BEAM Wlb BEAMS WATeRP'ROOFIN6 Q 4 I/�' GONGRETE SLAB AND DRAINBOARD � ON�' METAL DEGK WITH W.W.F, SECTION �1� � � 3/4' . i'-O' lrchitcctotRemrd The ArraBelle pR,4yyiNc No• �'�K—�6.3 � O at Vail Square 4 4 Ow•ne�/Develo er REFEREI�ICE: S6.�1 OF 1 �' iSSUE: PER IT REy Vail Resorts DATE: 03/24/05 Denver,co���dd� . Development Company SG�LE� T,$. Avon,Colorado D�� �: SH �` �„ 1 : i � j <813I'-4 I/2"> : � <8131'-4 I i ; _ �I � ,I : i �9 � WI�XI�O i , i ; r � UP , ; <8131'-4 I/�"> � WI4X4�6 W16X: _._. �............................................................................. .�... ,� �.....................................l�L8X5�7...._.... D.f�T_.....................<8.1.3f -4 � ,.............. 0 ' W8XI0 _... _.........WIbX,�fh.... ,� i � W18X50 -- <81�8'-II I/�"?� � 1/�'> Wl3XI0 81�1'-4 I/� — – – – I – n – – ^ — _'– n _ �`-�t/ � – – e c , ; i � � � � , � ry 6 0 i m � � �X`I � �i n I IQ � -�' n) p J � : 3 d J � d l s s.� � r �p �-J t � ' � i � I � � � '� 1 5 � E L E V A T O 1 2 i i W d J I' v ;v � � v � i W 18X40 55.1 O <81�8'-II I/�"> � '-� �_ - - ._.... _..._ _..... _..i -- - , n _ n ♦ -^ _. � 11 = -f' �. ' � ry ; 6 0� ry� ,r`q� ,,o� ; , _ I � � _� � (� dQ b� � I � � O ,f1�..` �,J � O L1�� . 1 , �� ~� v, �� � � i V±11,2X14 ;:- .. :-.. '. . � .,.. _...-�--.. ------ ....: ;_ . ...._. . .�,q#+l�}, i6.__.__.. �81��'=�-17�"> '� i STAIR I I I 16 �8 � � i IQ ^+�. '�' � �,� � I i � '� � 'sr� GG U ,....�...�; I� � � � : -;, I - - - - - -: - - - I - •• - .. � � �Q J : � I ►�`11 Q�� L --- ' �8121'-4 I/2'> i ` I _ � 1 ��x�4� o , � , i i i <8�,�� i��°> Q� ,�,�, 0 ,\y � ry �°� ,�` I I � ` _ - �- 6 � �J � - � ; - r __ ; X � 51.I � _ � -- -- ry 6J i 3 (� �1\ r�� ��6 i � °�.` � ,,, ' ; h � .�`' �6;��6 I Y a z � �i � O p� � � ' ��� � t8428'-II I/2'>O �`I v v ^���0 r� .c�,� IOXI� r �� � ,�� �6�6� i: GII UP �� 6 _ , ; � ,t , i <81� -4� > '_ i_�j / I _ ,....: ); __. � --- --- ------ — --r Lj.� ��� i r7 1' � �� ��O � .r'�'�� , , : �'v .,,,-- I��� � � � � � � � /�� � � -�� � ----- ^ - -.o - ---- - - --- ---- � , }I r ..LI + ' J � � — — — .y I ` — — — — — ,� ''� � -0`� . � � �6. q)`� L\j � : .�I. L �..,_._...,,�\ . ArchiceaotRecord The ArraBelle ow�vy,rvc No- ��K—�111B 4�4o at Vail Square ou�ner/Devcloper REFERSSUE: PER�IIBT REy 2 Vail Resorts DATE: 03/24/OS Denver,Colorado DevelopmentCompany SGALE� 1�8` � 1�-0� .1von,Colorado ��� �� �Y�SH � ��P �a��� • ���� �` P , .., �� �P ��y' � 0 � �p � 3 uP � ,, � i / �� � � � y������1���' � � / �- � � v c��� � I V`, -�� � � �= C4 t�j � c N J w ,3`� � `� , / � � � •��„' � , X / �O �I���� r� . � k ___.. �_ ���� _ _... _._ _.. _ 'a ` ___... _. ��c� , � � � ` ��� y c��� /...�. � � \ � � �y,.�0��' ,i�vP _�- �`� `� ' � '� (�' N --_ � � � � � � �Q ; f � G _ �� _ __ � �^m ; � b�� ; y, o _� o � s � _. � j � ,� � � � c�� �s � _ q � �,o � ` 1 � �• � � � 4e � �_: � ... J � .. � ; � .. � , �`��3`� , � �����o��.•� � :, f m � 9I r �' ' ; �--! c��5,�� c��� m `�' � X � ` � �' 1.... � �d� X� � 55.2 � � � � � mo 3 � "�� � y SPLIGE �35 i X-' _I'-4 3/4" 7'-4 3/'4�� T-II I/4'. I -�._3,� �'�� ��� � c��y \� � 3 a ' � - W44X�3� GG D� � <81�5'-10"z � a�o� I I n { n n n' r � � i I ?n � � � th � If(1 � Ih � Ih 0 0 ' � �ffl 4 . � X ' � �X ' X � X ' �K .� 9-Q' ?( :i dJ � � � dl � dJ � �0� � • � � 3 � 3 � � � ` -�1 �l ��,- , , dl d1 dJ c� , � _dJ � ' -►'-ti i/4° ; �._: �—+- ;;' I_ 8' S 3/4� 8'-5 3/4" 8'-5 3/4�� 8'-3 ; �� < , ; � I � (.._ ::� ---...... ---- � __L. ._�� �—;_, : - �L i i I i I � i i 552 � � I � I � Ar�h;«�C�fR����d The ArraBelle ��,4yyiN� No• �'�K—�1111 B 424o at Vail Square � REFERENCE: 51118 2 OF 2 Owner/Developer ISSUE: PERMIT RE�/ Vail Resorts DATE: 03/24/05 Denvcr,Colorado Development Company ySG4LE: 11�8� � 1�-0� .1von,Colorado ��1/N �: M,H I i c8�31'..4 V�'> ' —- ' ' ( —� I: -—-—-—-—-—-—-—� - -—-—-—- � —- � —-—-- �i: � � � o � � wi8x4o � � � tlS � = <8�3�'-4 �/1'> <8�i � � � �' � � � �3 i �� � , � � � ��: '�,.. ;;� wiexao I: ►. °°a�`�, � � ,�s.�:: �i3r..► �!�•> �' — w1�X23o uF � I' n �......_ � ; F.2 ------------ i' i , -- --- W18x�so - --- ----` �f��, ' <8131'.4 1/�'> P ..�' �� � i : i h � � X I X � Wi8X50 � I � � I' j <8�9�•�.4 �/1�a , 8131'-9' i'� ; i '� TOP OF 0 „-,+„�°� I i' W18X50 SLAB i ` ' �� � t8131'-4 I/�'> I — � � 0 1 ; �� . e �,a- � B 3,8- � � � ,� �: � sia �`" , i•-a 3�a- wiexso I � �,,� � ' � <8i3i'.4 i/�'> r � i �D g I W12X120 . 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I �1�' ., : � � ; X X , - L .-�1 i i J ' ._��: : • ;� � � --- --i�' r,.• �e,4..,��_ i i ' _ 2X � - � - � I --� - o �l � � � � �� � � � � _ � _ � 1------- � � � � � - o � 3_� -=*-- -_ - '� � � � � sxi xi X X 3 wio �,; wiox - � -. � �►'i_ n .ry � I.i T ... � Architecto[Record The ArraBelle ��,qyyiN� No• �'�K—�118A 424o at Vail Square � Ou•ner/Devclo cr REFEREPICE: S 118A 3 OF 3 P ISSUE: PER�11T REy Vail Resorts MTE: 03/24/05 Demer,Colorado Development Company yS�LE: T,$. �von,Colocado ��11N �: $H ROOF FRAMINC= NOTES= METAL ROOF DEG1G SHALL BE I I/�" WIDE RIB, Iq GAGE WITH MINIMUM YIELD STRE55 OF 33 1G5�. MINIMUM DEG1G SEGTION PROPERTIES ARE AS FOLLOWS� Ix = 0.�53 IN'4 Sx = 0.�8�i IN3 . MINIMUM NUMBER OF SPANS SHALL BE 3. �. 0 INDIGATES TUBE STEEL GOLUMN DOWN ONLY. 3. ALL ROOF PURLINS W�TH SPANS LESS THAN 1'-O" SHALL BE W8X10 UNLESS NOTED OTHERWISE 4. (XXX'-XX") INDIGATES BOTTOM OF METAL DEGK ELEVATION AT GRID OR GENTER OF BEAM. ELEVATION IS XXX'-XX" UNLESS NOTED OTHERWISE. 5. INDIGATES FLAT ROOF AREA. b. INDIGATES OVERFRAMIN6. OVERFRAMING SHALL GONSIST OF b" X 16 GAGE METAL STUDS AT�'-O" O.G. BEARING ON ROOF FRAMIN6 BELOW '1. ALL GONGRETE ROOF TILES DES16NED FOR 10 PSF. Q I � 8. GHIMNEY FRAMING SHALL BE HSS 4XA�X3/8 ALL GORNERS AND AT TOP. G. PROVIDE MISGELLANEOIlS STEEL FOR DEGK ED6E SUPPORT, SNOW FENGES, FASGIA SUPPORT, AND ROOF OPENINGS. 10. BENT BEAM REFERS TO A BEAM GUT AND RE-WELDED WITH A FULL PENETRATION � WELD TO AGHIEVE THE DESIRED SHAPE. �� � R� � � "°�� s,,�' � -_ . lrchireaotRecord The ArraBelle pw,v�,Nc No- �'�K—�118B 424o at Vail Square � Ouner/Devclo er REFERENCE: 51188 1 OF 1 P ISSUE: PER�IIT REy Vail Resorts DATE: 03/24/05 Denver,Colorado Development Company SG�LE: T.$. �w►yyN er: sH Acoq Colorado � _3 � 3 3 � � ,", _�_ - � � ' ( �-.: I , ' - � % �: �i r ; � _. .��;- � 3 _ � 3 . � _.._- : �� , � _..._.._ 'R � � ��, ' i :i i f \ ; j� � � I - -_, 1 � ; , . . __ �" �_. ._ .� _: � .. . , E �� � � _ � ;. _� � I . --�.. fi � � - _ _ _ _ . _ _ _ _ � , : � �� , . , . _ � Z .. , , , , ,, � . _ . , .�- , ; ,, � � �� . , ,, , - G� N ' - , �.� � �, � :i � � X i8x.4 ry � i�xiq � I . �x, �.,,,, 1 � ��__ � X _ _ _ _ o� � � - �, �., ° —� --� ��. ` v_ � - X �'� ,` �O `v�4 � +�3 � _� ;'�, ry � , � wexio � � — -- �\ ry'� _ O . � 8 � <;� � � � � , /�. �X 0 �, - _—= _- — - -- , ; � .. `�� �.,.,�� X WBxlo +`� ;' +�� � 0�- : _ " j 56.2 � � � ' , � -- -- I 3RAGE .l—�= i i� � / i, i -- I 3 ; � DO i: � � ���/' �'i� i ��-�� � �� j , ' 3X50 i __i .C4 +\0 ��l�� +>i � � : '-I O I/�") �• �� �'� +� •' . f�..---:�_. 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Q X I O ry I ; I I ' X -,%' WI�X� �,�,_,/'.;� _ � 0 st�.l� � 0 ------ - - x 3 3 f �axio � �, ;� , ' -- , � ��X � � � � I��t5� ' ` , ' _ - � - - - - - - Archi[ectoiRecord The ArraBelle �RA�yiNc No• ��K—�118D 424o at Vail Square � Owncr/Dcvclo er REFEREI�ICE: S118D 2 OF 2 �' ISSUE: PER�IIT REy Vail Resorts MTE: 03/24/05 Denver,coio�aao Development Company sCA�E: 1��e' - t'-0' 1von,Colorado ���N �� M H Vail, Colorado � Denver, Colorado Dillon, Colorado Monroe 8� Newell Engineers, Inc. SUPPLEMENTAL STRUCTURAL ENGINEERING CALCULATIONS For: The Arrabelle at Vail Square Vail, Colorado M&N #6250.00 These calculations are the property of Monroe&Newell Engineers, Inc. Any use or reproductions of these calculations without the expressed written permission of Monroe&Newell Engineers, Inc. is strictly prohibited. **P.E. stamp on sheet applies to the following calculation pages and indicates that have been reviewed. This includes all sheets attached to this cover. March23,2005 � \`r�i//l/ �� �� �.���.� •i:�r•• � 2005 Platinum Sponsor The Colorado Chapter of The American Institute of Architects www.monroe-newell.com 1701 Wynkoop Street • Suite 200 • Denver, Colorado 80202 (303) 623-4927 • FAX <303) 623-6602 . email: denverC�?monroe-newell.com Title: Job# Dsgnr. Date: �:06PM, 17 MAR 05 Description: Scope: Rev: 560100 S#eel Colum� Base Plate Usec KW-060365,Ver 5.6.1,25-Oct-2002 � Ij (c)1983-2002 ENERCALC Engineering Software � : -- - -,= � •-- - '° Description TS6X6 ; General Information Calculations are des�igned to AISC 9th Edition ASD and 1997 UBC Requirements � ����ai*�m .-�_ _ Loads Steei Section TS6xSx1/2 Section Length 6.000 in Axial Load 221.00 k Section Width 6.000 in X-X Axis Moment 0.00 k-ft Flange Thickness 0.500 in Web Thickness 0.500 in Plate Dimensions Plate Length 16.000 in A1lowable Stresses Plate Width 10.000 in Concrete Pc 3,000.0 psi Plate Thickness 1.563�n Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Support Pier Size Anchor Bolt Data Pier Length 36.000 in Dist.from Plate Edge 2.000 in Pier Width 12.000 in Bolt Count per Side 2 Tension Capacity 5.5�0 k Bolt Area 0.442 in2 Summary Baseplate OK Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 1,381.3 psi Ailow per ACI318-95,A3.1 Fuli Bearing:No Boit Tension =0.3"P'c'Sqrt(A2�A1)"LDF 1,390.8 psi Allow perA1SC J9 1,622.6 psi Plate Bending Stress Thickness OK Actual fb 33,846.7 psi Max AI{ow Plate Fb 35,910.0 psi Tension Boit Force Bolt Tension OK Actual Tension 0.000 k Allowable 5.500 k Titte: Job# Dsgnr: Date: 4:08PM, 17 MAR 05 Description: Scope: Rev: 560100 � User:KW-060365,Ver 5.6.1,25-Oct-2002 Steel Colurnn 8ase Plate �� I (c)1983-2002 ENERCALC Engineering Software °' ° =' Description TS8X8 �� General information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements � -.-iLoads Steel Section TS8x8x5/8 Section Length 8_000 in Axial Load 408.00 k Section Width 8.000 in X-X Axis Moment 0.00 k-ft Flange Thickness 0.625 in Web Thickness 0.625 in Plate Dimensions Plate Length 24.000 in Allowable Stresses Plate Width 10.000 in Concrete Pc 4,000.0 psi Plate Thickness 2.688�� Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Support Pier Size Anchor Bolt Data Pier Length 36.000 in Dist.from Plate Edge 2.000 in Pier Width 12.000 in Bolt Count per Side 2 Tension Capacity 5.500 k Bolt Area 0.442 in2 $Ummaf y� l` Baseplate OK Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 1,700.0 psi Allow per ACI318-95,A3.1 Full Bearing:No Bolt Tension =0.3"P'c'Sqrt(A2/A1)"LDF 1,819.7 psi Allow per AISC J9 2,123.0 psi Plate Bending Stress Thickness OK Actual fb 35,698.4 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 5.500 k � � � � T��e; Job# Dsgnr: Date: 3:58PM, 17 NIAR 05 Description : Scope: Rev: 560100 Steel Column Base Plate 3 I User.K1N-060365,Ver5.6.1,25-Oct-2002 � � (c)1983-2002 ENERCALC Engineering Sofiware ��w,,,,�„-.5 Description TS10X10X5/8 j General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements � �Qa � Loads Steel Section T�8x8x5/� Section Length 8.000 in Axial Load 551.00 k Section Width S.00U in X-X Axis Moment 0_00 k-ft Flange Thickness 0.625 in Web Thickness 0.625 in Plate Dimensions Plate Length 18.000 in Allowable Stresses Plate Width 18.000 in Concrete Pc 3,000.0 psi Piate Thickness 1.938�� Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Support Pier Size Anchor Bolt Data Pier Length 30.000 in Dist.from Plate Edge 2.000 in Pier Width 30.000 in Bolt Count per Side 2 Tension Capacity 5.500 k Bolt Area 0.442 in2 Summary Baseplate OK Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 1,700.6 psi Allow per ACI318-95,A3.1 Full Bearing: No Bolt Tension =0.3'P'c'Sqrt(A2/A1)"LDF 1,995.0 psi Allow per AISC J9 2,327.5 psi Plate Bending Stress Thickness OK Actual fb 34,375.5 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 5.500 k I Title: Job# Dsgnr: Date: 3:52PM, 17 MAR 05 Description: Scope: ' Rev: 560100 � User K4V-060365,Ver 5.6.1,25-0ct-2002 Steel Cotumn Bas� Plate � � (c)1983-2002 ENERCALC Engineeriag Soflware �' Description TS12X12X5/8 {Generai Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements �� � - Loads Steel Section TS12x12x1/2 Axial Load 692.00 k Section Length 12.000 in Section Width 12.000 in X-X Axis Moment 0.00 k-ft Flange Thickness 0.500 in Web Thickness 0.500 in Piate Dimensions Plate Length 20.000 in Ailowable Stresses Ptate Width 20.000 in Concrete fc 3,000.0 psi Plate Thickness 1.750 in Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Support Pier Size Anchor Bolt Data Pier Length 30.000 in Dist.from Piate Edge 2.000 in Pier Width 30.000 in Bolt Count per Side 2 Tension Capacity 5.500 k Bolt Area 0.442 in2 Summary Baseplate OK Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 1,730.0 psi Allow per ACI318-95,A3.1 Full Bearing: No Bolt Tension =0.3`f'c'Sqrt(A2/A1)*LDF 1,795.5 psi � Allow per AISC J9 2,094.8 psi Plate Bending Stress Thickness OK Actual fb 34,454.5 psi Max Aliow Plate Fb 35,910.0 psi Tension Boit Force Bolt Tension OK Actual Tension 0.000 k Allowable 5.500 k TiUe: Job# Dsgnr: Date: 3:54PM, 17 MAR 05 Description: Scope: Rev: 560100 � � User KW-060365,Ver5.6.t,25-0G-2002 Steel Coiumn Base Plate � (c)19832002 ENERCALC Engineering Software -- - �� �,-� Description TS12X8X5/8 j General Informa#ion Calculations are desig�ed to AISC 9tfi Edition ASD and 1997 UBC Requiremen� _� Steel Section TS8xSx5J8 Loads Axial Load 532.00 k Section l.ength 8.000 in Section Width 8.000 in X-X Axis Moment 0.00 k-ft Flange Thickness 0.625 in Web Thickness 0.625 in Plate Dimensions Plate Length 16.000 in Allowable Stresses Plate Width 20.000 in Concrete fc 3,000.0 psi Piate Thickness 2.250�� Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Support Pier Size Anchor Bolt Data Pier Length 30.000 in Dist.from Plate Edge 2.000 in Pier Width 30.000 in Bolt Count per Side 2 Tension Capacity 5.500 k Boft Area 0.442 in2 Summary Baseplate OK Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 1,662.5 psi Allow per ACI318-95,A3.1 Full Bearing: No Bolt Tension =0.3*P'c'Sqrt(A2/A1)*LDF 1,868.8 psi Allow per AISC J9 2,180.3 psi Plate Bending Stress Thickness OK Actual fb 34,251.9 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 5.500 k � i 9 JOB �':1 t;� �i[��� � � ��sV�"f%� Monroe & Newell Engineers, II1C. SHEET NO. OF CALCULATED BY DATE � �� 0� � CHECKED BY DATE SCALE ' i ' _It��� �� ��,��w �� R ll � � � �1 �� C� ��t ��� . �hj�G� ��UE� ___ __ _ _ _ _ _ - ' ; . __ __ __. � ���� i��s� s � _ , . __ __ � _ . _ _ . . _ _ ; l R�A��Ib� _ ��O�i _���-�1_ �Z� � -��`�� _ �, lJ� � ��e �. � �I Z� � � �` _.._ ' _. _ __. � 3 � __���:- �4 : ���_ _ � 1� � = l� _ _ _ __ , _ . ^,. �� � : �� 11f� ; ,__ __ _ _ . � _ _ . � �d� : _ l��.S�'. ' � ,� ; d � _ �' —' � ����,.���1 ���`J ���—/��; � � ��. _ �' � ��� ..,� _ ; _ ___ _ _ . _: ���- �- �a�_� ��,� = �� _ _. � �� = ��� �- _ ?� � � �9� , _ _ __ _ __ _ _ . _ _ . _ ��� _ � :__ . : ___ _ � G�,l� ��,�s� l _ . _ _ _. _ 3 1?�`���0,�1 �e�i ���i � S�I�. � � 5��. ' ....... _._.... . ......: i' /i... _�� :__... � _ .__. �D� �� 6�- -� ��-, � ��' � � :_ _ : ��_- ���4�� �d , ;��_— ��.Q� : � __ . : _ �"�t_��1�, r , _ _ _ ���.,,s��,�.,,�� RAM Steel v9.0 IK RAM DataBase: A&D 2-11-OS irRevri.4rK�a� Building Code: IBC Floor Type: Gar�ge , rl Man ■ ■ ■ 27 -- -- 47 —_ __- 69-_.- :-- - ---�— — �_ 25 46 68 � � 24 � ' 45 67 ;. 23 . ' _ 44 , 66 :-- — --- -- �- � N 22 O 0 42 ' 64_ , 63 21 41.' rn ---------- 0 , - � ' � 6`� : c� ' _ - 20 ; ' 40' 61 19 39 ' ■ 60 17 ' ' 37 5�3 � ' � M � 16 ' 36 ' 57 ._15 ._ � �_ _ 35 '----- �� 55 l,�l 14 ----- 33 '-------- _ � , 13 `� ' 32; �c' 53 � 28 � 31 ; � 52 ; 11 I _ 48 50 __ _ - _ �, — __�, ___ _ � c�G� �rD C��Gt�1�Is G���� u 03/02/OS 07:41:09 Steel Code: ASD 9th �d. �D�, ��NG I�I G �r ��z��� � \" RAM Modeler V9 . 0 - Floor Plan: lst � I K -----r � �% �� DataBase: A&D 2-11-05 03/02/05 07 : 41 : 09 � . :::_ _:.: _: -:: ?::: _..:t.... ::: a .. ..:-:� .::!: . e ..� �..:S_ e ._ c . .y... f g .....z .'._. r.:: _ ..x y .... �..... . :._ _._ . ..... t _'-.a s � �.; � ...: � . .. - . ' .. � ' � �. _��:::� ��..�: . � .... "A .��. � :_ ���. .r . 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': � : ._�� .,.;. . . � .. .. \.,;. r .. . : . _ .. ...._._......_ __.................. .._ _ ...... _.... . .. � _._.. . / ..... . .._. .... _ ........... _....... ._.. . . . . ' `�-...../ , ' /�� ..:��- ;... �. . ..... .. ' .. ._._..........__..... ..... _. ,,..-.... ' . �^�� ',� ..' � ?. � :\ .. . - '�. . . _ , . ... , . j � . :� '. % ' ._ .. . . . . . . . : � � € .. � �y�„� Jj�... � _} . � ' .. �. . �. _ . . . : . _.r � �t F �J . � . '\.��Y/� � ' �' . . � � Gravity I3e���i Desi� ��� RAM Sleel v9.0 IK Dal�I3ase:A&D 2-1 t-OS 03/02/OS 07:4I:09 rutuw�Kxv., puilding Code:II3C Stecl Code:ASD 91h�d. Ploor Type:Garage Ileam Number=29 SPAN INFORMA"1'lON(R): 1-�nd(2(4.23,-IU3.42) J-P;nd(2G4.23,-77.92) I3eam Size(Oplimum) = W24X55 �y = 49.0 ksi '1'olal Deam Length(Il) = 25.50 COMPOSI'f'1's PROPfR'P1ES(NotShorecl): l,ef[ Right Concrele Ihickness(in) 2.50 2.50 Unit weighl concrele(pcQ 1 I5.00 - I I5.00 Fc(ksi) 3.50 3.50 Decking Orientalion parallel parallel Deckingtype WLCRAfT2.OVL VULCRA�T2.OVL beff(in) = 76.50 Y bar(in) = 20.12 Sefi'(in3) = 1G1.62 Str(in3) = 170.71 IeIT(in4) = 3022.27 Ilr(in4) = 3346.44 Slud length(in) = 3.50 Slud diam(in) = 0.75 Slud Cap�city(kips) q = 10.7 1f of studs: �ull = I05 P��Yial=72 Actual=72 Number oF Stud Rows=2 Percent of Full Composite Action=68.99 POIN'1'LOADS(kips): Dist DL CDL RedLL Red"/o NonRLL StorLL Red% RooILL Red% CLL I?50 13.59 10.46 14.90 36.1 0.00 0.00 0.0 0.00 0.0 2.98 9.250 12.88 9A3 14.07 3G.1 0.00 0.00 0.0 0.00 0.0 2.81 9.250 14.65 1 L30 15.96 36.1 0.00 0.00 0.0 0.00 0.0 3.19 17.250 13.07 10.07 14.29 3G.1 0.00 0.00 0.0 0.00 0.0 2.R6 17.250 13.74 10.59 15.03 3G.1 0.00 0.00 0.0 0.00 0.0 3.01 LINI's LOADS(k/ft): Load Dist DL CDL LL Red% Type CLL l 0.000 0.055 0.055 0.000 --- NonR 0.000 25.500 0.055 0.055 0.000 0.000 SIIF,AR: Nlnx V(DL+LL)=G7.21 kips fv=7.53 ksi I�v=18.G0 ksi MOMLN'fS: Span Cond Moment n Lb Cb Tension�I�nge Compr Flange kip-fl it il Ib Fb fl� Pb Center PreCmp F 254.8 93 A.0 1.03 26.SA 29.40 26.53 27.70 Max+ 434.4 93 --- --- Mmax/Seff 32.25 32.34 --- --- Mconst/Sx+MposUSeff 38.25 44.10 --- --- Conu'olling 434.4 93 --- --- 32.25 32.34 --- --- Ic(ksi) = 0.62 I'c = 1.58 RI'sACT10N9(kips): Left Ri ht Inilial reaclion ' 39.42 29.19 Dl,reaction 39.85 29.50 ' ��� RAM Steel v9.0 IK RAM nalal3ase:A&D2-ll-OS d��«°„�r>+�� I3uilding Co<le:1[3C Max+LL reaction Max �lolal reaclion 1)G1�LCC'CIONS: Initial load(in) Live load(in) Post Comp load(in) Nel Total load(in) _ _._ . � Gr�vity I3eam lles�;�i Lefl Right 27.35 20.11 6"1.21 42(1 at 12.75 ft =_ -0.586 at 12.75 it = -0.233 al 12.75 fl = '0.310 al 12.75 ft = -0.896 Page 2/2 03/02/OS 07:41:09 Sleel Code:ASD 9�h lid. UD = 522 UD = 131 I L/D = 987 UD = 341 w V � Load Diagram / � l�� R.AM Steel v9.0 IK �M DataBase: A&D 2-11-OS 03/02/OS 07:41:09 � ����a�-�.� Building Code: IBC Floor Type: Garaae Beam N� umber=Zy �� Span info�nation (ft): I-End (264.23,-103.42) J-End (264.23,-77.92) P2 P3 Wl p� W2 � �� � \ ��\�� _� �� \ ���\\ �� , Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P 1 1.250 13.591 9.523 0.000 23.114 P2 9.250 27.530 19.197 0.000 46.727 P3 17.250 2b.817 18.746 0.000 45.563 ft k/ft k/ft k/ft k/ft W 1 0.000 0.055 0.000 0.000 0.055 W2 25.500 0.055 0.000 0.000 0.055 � ��� ItAM Sleel v9.0 IK RAM D�l`�dase:A&D 2-11-05 nmu,N�r.�w 13uilding C,ode:l[3C Gravity Beam Desi� 03/02/OS 07:41:09 Sleel Cocle:ASD)Ih t?d. I+loor'1'YPe:Gnrnge IieamNumber-34 SPAN INI�ORMATION(fl): 1-Gnd(2G4.23,-7792) .i-[ind(2fi4.23,-52.d2) [3eam Size(Oplimum) = W24X55 I�y = 49.0 ksi Tolal Deam Lenglh(Il) = 25.50 COMPOSITI's PRbPGIi"I'IES(NotShored): I,eft Rigl�t Concrete Ihickness(in) 2.50 2S0 Unil weighl concrele(pcO I 15.00 I 15.00 1'c(ksi) 3.50 3.50 Decking Orienlalion parallel parallel Decking type VULCRAI�T 2.OVL VULCIZAI�T 2.OVL beff(iu) = 76.50 Y Uar(in) = 20.12 Seff(in3) = 158.85 Slr(in3) = I70.71 IeIT(in4) = 2923.43 Ilr(iu4) = 3346.44 Slud lenglh(in) = 3.50 Slud diam(in) = 0.75 Stud Capacity(kips) q = 10.7 8 of smds: Pull = I I t Pnrtial=68 Actual=(A Number of Slud Rows=1 Percent of f ull Composite Aclion=61.91 POIN'1'IAAUS(kips): Dist DL CDL 2edLL Red% NonRLL SIorLL Red% Roo(LL Red"/o CLL 7.750 13.45 10.36 t4.73 32.6 0.00 0.00 0.0 0.00 0.0 2.95 7.750 14.25 II.00 15.49 32.6 0.00 0.00 0.0 0.00 0.0 3.10 I GJ50 14.40 1 1.07 15.83 32.6 0.00 0.00 0.0 0.00 0.0 3.17 16.750 15.24 II.75 16.65 32.6 0.00 0.00 0.0 0.00 0.0 333 I.ING LOADS(k/R): l,oad Dis� DL CDL 1.1., Red"/o 7'ype CLI. I 0.000 0.055 0.055 0.000 --- NonR 0.000 25.500 0.055 0.055 0.000 p.ppp SIIBAIt: Nlnx V(DL+LL)=S1.A4 kips (r=S.AI Icsi Fv=18.(p Icsi MOMCN'1'S: Span Cond Momenl C Lb Cb Tension Flange Compr Plange kip-fi (i p tb Fb tU I�b Center 1'reCmp+ 245.4 16.8 9.0 1.03 25.61 29.40 25.61 26.39 Max+ 428.0 16.8 --- --- Mmax/Seff 32.33 32.3d --- --- Mconsl/Sx-FMposl/Sefl' 37.86 44.10 -- --- Controlling 428.0 16.8 --- --- 3233 3234 --- fc(ksi) = 0.(2 �c = L58 RGAC'PIONS(Icips): I,eR Right Initial reaction 29.84 28.29 DL reaction 30.16 28.59 Max+LL reaction 21.G8 20.56 ��� iK M Sleel v9.0 RAM ��alal3ase:A&D 2-1 I-05 �����E�:�°�Ka�� Duilding Code:Il3C Max+tolal reaction ULI�LTC'1'IONS: Initial load(in) a� Live load(in) a� Posl Comp load(in) �t Nel'Tolal load(in) tu Gr.ivily[3eam Desi�u Left Right 51.84 49.15 12.75 ft = -0.571 12.75 Ct = -0.248 12.75 ft = -032G 12.751Y �_ -0.897 1'age 2/2 03/02/OS 07:4I:09 Sleel Code:ASD 9(h l;cl. UD = 535 UD = 1232 I,/D = 939 L/D = 341 t��� V " � � Load Diagram �n �� � �`b/ RAM Steel v9.0 � � IK �M DataBase: A&D 2-11-OS 03/02/OS 07:41:09 � ��fi�TM=NA� Building Code: IBC Floor Type: Garage Beam Number=34 Span information(ft): I-End (264.23,-77.92) J-End (264.23,-52.42) P2 Pl '! Wl W2 i \ \ \ \\\ �\ \\\ \� � \ \� \ � \ \ . � . � � , � � �\\�\� � \\\\\\� \\\� �\\\\\\ \�\ _ � Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P 1 7.750 27.700 20.360 0.000 48.059 P2 16.7�0 29.640 21.879 0.000 51.519 ft k/ft k/ft k/ft k/ft W 1 0.000 0.055 0.000 0.000 0.055 W2 25.500 0.0�� 0.000 0.000 0.055 , � Gravitv 13enm llesi� �� RAM Steel v9.0 IK RAM nataf3ase:A&D 2-ll-OS 03/02/OS 07:4 L09 ���;u+^�K� 13uilding Code:1[3C Steel Code:ASU 9th Bd. �Innr'1'ype:Carage I3eam N,u rmber=38 SPAN IN�ORNIA'1'ION(fl): 1-Cnd(26A.23,-52.42) J-�nd(2(4.23,-25.92) [�eain Size(Oplimum) = W24X62 fY = 49.0 ksi 'fol�l Ueam Lenglh(Il) = 26.50 COMPOSI'PF.PROPCR'1'IES(No[Shored): L.eft Rtght Concrele thickness(in) 2.50 Z,SO Unil weighl concrete(pcQ I I5.00 I I5.00 1'c(ksi) 3.50 3.50 Decking Orientalion parallel purallel Deckinglype VULCRAI�T2.OVL VULCRAF'1'2.OVL beff(in) = 79.50 Y bar(in) = 19.93 Seff(in3) = 178.52 Slr(in3) = 192.25 1e17'(in4) = 3235.54 Itr(in4) = 3730.22 Slud lenglh(in) = 3.50 Slud diam(in) = 0.75 Stud Capacity(kips) q = 10.7 IE of studs: Pidl = 99 Parlial=59 Aclual=59 Number ol'Slud Rows=I Percent of�ull Composile Aclion=59.53 POIN'f LOADS(kips): Dist DL CDL RedI..L Red% NonRLL StorLL Red% � Roo(LL Recl%, CI..L 0.250 13.45 1036 14.73 44.1 0.00 0.00 0.0 p,pp p,p �,q5 0.2.50 14.25 11.00 15.49 44.1 0.00 0.00 QO 0.00 0.0 3.10 8.000 12.69 9.78 13.85 44.1 0.00 0.00 0.0 0.00 0.0 2.77 8.000 1335 I0.29 14.57 44.1 0.00 0.00 0.0 0.00 0.0 2.91 I(.000 12.88 9.93 14.07 44.1 0.00 0.00 0.0 OAO 0.0 2.81 I6.000 13.55 10.44 I4.80 4A:1 0.00 0.00 0.0 0.00 0.0 296 24.000 13.45 10.3fi 14.73 44.1 0.00 0.00 0.0 0.00 0.0 2.95 24.000 14.25 II.00 15.49 44.1 0.00 0.00 0.0 0.00 0.0 3.10 I.ING I,OAUS(WR): Load Dist DL CDL Ll. Red% "I'ype CL,L I 0.000 0.062 OAG2 0.000 --- NonR 0.000 26.500 0.0G2 0.0C2 0.000 0.000 SIIGAR: D1nx V(UL+LL)=9535 ktps fv=9.3G ksi Fv=19.C11 ksi M O D1 GN7'S: Span Cond Moment @ Lb Cb Tension 1'lange Compr Flange kip-ft ft fi (1> Pb ib I�b Center PreCmp+ 296.7 16.0 S.0 1.07 2G.97 29.40 26.97 23.04 Max+ 479.8 16.0 --- --- Mmax/Seff 32.25 32.34 --- ___ Mconsl/Sx-�Mpost/Se1T' 37.75 44.10 --- --_ Conlrolling 479.8 16.0 --- --- 32.25 3234 fc(ksi) = 0.G I �c = 1.58 ��� RAM Steel v9.0 IK RAM D�Ial3ase:A&D 2-1 I-05 uneua.Krui ���ildingCocle:l[3C RGACTIONS(kips): li�itial reaclion DL reaclion Max+LL reaction Max+���tal reac(ion DL�LI:Cf10NS: Initial load(in) at Live load(in) at Post Comp load(in) nl Net Total load(in) �� Gravily Beam Design Left Iti�ht 58.89 4)AS 59.53 A9.99 35.83 30A 1 9535 80.00 1338 ft =_ -0.G33 13.38 fi = -0.23G 13.3R(i =_ -0.324 13.38 fl =_ -OJ57 � ('age 2/2 03/02/OS 07:41:09 Sleel Coele:ASD 9th L'.d. UD = S03 WD = 1349 L/D = 980 I./D = 332 � � �'�. � Load Diagram RAM Steel v9.0 � � IK �M DataBase: A&D 2-11-OS 03/02/OS 07:41:09 �n���'-+�� Building Code: IBC Floor Type: Garage Beam Number=38 . Span information (ft): I-End (6 23,-52.42) J-End (264.23,-25.92) Pl P� P2 P3 Wl W2 � � \ �\. \ �\ ` ��\\ � \\ `'�\ � � � � .� . , � � � \ � � ������ , ,��\�, � \�\ � �� � ��� , , . : Load Dist DL LL+ LL- Max Tot ft kips kips kips kips p 1 0.250 27.700 16.900 0.000 44.600 ' P2 8.000 26.041 15.891 0.000 41.932 ; P3 16.000 26.429 16.143 0.000 42.572 ! P4 24.000 27.700 16.900 0.000 44.600 ft k/ft k/ft k/ft k/ft W 1 0.000 0.062 0.000 0.000 0.062 W2 26.500 0.062 0.000 0.000 0.062 Gravitv Beam Design � RAM Steel v9.0 � � IK �� DataBase: A&D 2-11-OS 03/02/OS 07:41:09 ������ Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Garage Beam Number=43 , �- SPAN INFORMATION (ft): I-End (264.23,-25.92) J-End (264.23,5.08) Beam Size (Optimum) = W27X84 Fy = 45.0 ksi Total Beam Length (ft) = 31.00 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 2.50 2.50 Unit weight concrete (pc fl 115.00 115.00 ', fc (ksi) 3.50 3.50 Decking Orientation parallel parallel Decking type WLCRAFT 2.OVL WLCRAFT 2.OVL beff(in) = 93.00 Y bar(in) = 21.68 Seff(in3) = 276.77 Str(in3) = 292.56 Ieff(in4) = 5�24.05 Itr(in4) = 6186.12 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity(kips) q = 10.7 �#of studs: Full = 104 Partial = 67 Actual = 67 Nuinber of Stud Rows = 1 Percent of Full Composite Action= 64.25 � POINT LOADS (kips): � Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL ' 6.250 13.06 10.06 14.28 39.4 0.00 0.00 0.0 0.00 0.0 2.86 6.250 13.73 10.58 15.01 39.4 0.00 0.00 0.0 0.00 0.0 3.00 13.728 12.69 9.78 13.85 39.4 0.00 0.00 0.0 0.00 0.0 2.77 13.728 13.35 10.29 14.57 39.4 0.00 0.00 0.0 0.00 0.0 2.91 22.000 13.84 10.65 15.19 39.4 0.00 0.00 0.0 0.00 0.0 3.04 22.000 14.65 11.30 15.95 39.4 0.00 0.00 0.0 0.00 0.0 3.19 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.000 0.084 0.084 0.000 --- NonR 0.000 31.000 0.084 0.084 0.000 0.000 SHEAR: Max V (DL+LL)= 74.71 kips fv= 6.08 ksi Fv= 18.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flan�e Compr Flange kip-ft ft ft fb Fb fb Fb Center PreCmp+ 411.6 13.7 8.3 1.09 23.19 29.70 23.19 29.70 Max+ 684.7 13.7 --- --- Mmax/Seff 29.69 29.70 --- --- Mconst/Sx+Mpost/Seff 33.88 40.50 --- --- Controlling 684.7 13.7 --- --- 29.69 29.70 --- --- fc(ksi) = 0.62 Fc = 1.58 REACTIONS (kips): � ��j Gravitv Beam Design � RAM Steel v9.0 `�1� Pa� 2�2 � IK �� DataBase: A&D 2-11-OS 03/02/0� 07:41:09 ���^�'-�A� Building Code: IBC �'�� � '`�� - t����/,t Steel Code: ASD 9th Ed. Le t Right Initial reaction 44.99 38.05 DL reaction �45.47 38.46 Max+LL reaction -129.24 24.59 Max+total reaction 74.71 63.05 DEFLECTIONS: Initial load (in) at 15.35 ft = -0.650 L/D = 572 Live load (in) at 15.3� ft = -0.279 L/D = 1335 Post Comp load (in) at 15.35 ft = -0.375 L/D = 991 , Net Total load (in) at 15.3� ft = -1.026 L/D = 363 �� � � Load Diagram � � � RAM Steel v9.0 � IK - �� DataBase: A&D 2-11-OS 03/02/OS 07:41:09 ����={�°�� Building Code: IBC Floor Type: Garage Beam Numb___.�Pr__=4� , Span information (ft): I-End (264.23,-25.92) J-End (264.23,5.08) pl P3 P2 W1 W2 . \ �� \ � \� \ ���� \ ��. � � � � \ \ _ \ \\` \���\ \ � \\\�\\\ Load Dist DL LL+ LL- Max Tot ft kips kips kips kips � pl 6.2�0 26.783 17.742 0.000 44.525 P2 13.728 26.041 17.219 0.000 43.260 ' P3 22.000 28.490 18.869 0.000 473�9 � ft k/ft k/ft k/ft k/ft wl 0.000 0.084 0.000 0.000 0.084 W2 31.000 0.084 0.000 0.000 0.084 � � Gravity I3e1m Desi�n ��� RAM Sleel v9.0 lK RAM Datat3ase:A&D 2-1 I-05 03/02/OS 07:41:09 ���a+a�+*+•.� l3uilding Code:II3C S�eel Code:ASU 91h rd. �loor Type:Gnrage 13eum Number___T51� SPAN INI�URMA7'ION(R): 1-F.nd(299.42,-103.42) J-1'snd(299.42,-77.92) l3eam Size(Optimum) = W24XSS �y = q9.p ksi Tolal t3eam Lenglh(il) = 25.50 COMPOSITE 1'ROI'IiRTIF,S(Not Shm•ed): I.eft Right Concrete thickness(in) 2.50 2.50 Unil weighl concrele(k��� I I5.00 1 I5.00 Pc(ksi) 3.50 3.50 Uecking Orientalion par�llel parallel Decking type VULCRA�T 2.OVL VULCRAPT 2.OVL befl'(in) = 76.50 Y bar(in) = 20.12 SeIT(in3) = 145.32 SU�(in3) = 170.71 lel'f(in4) = 2441.21 Ilr(in4) = 334(.44 SWcI length(iu) = 3.50 Stud diam(in) = 0.75 Stud Capacity(kips) q = 10.7 H of sluds: Pull = 105 Partiaf=31 Aclual=31 Number ol'Stud Rows=I Percent of I�ull Composite Action=29.13 POINT LOAI)S(kips): Dist DL CDL RedLL lied% NonRLL SIorLL Red% RoofLL Red% CLL, 1.250 I LS) 8.R9 12.8( 40.1 0.00 OAO OA 0.0p 0.0 2.57 1.250 13.G4 10.50 14.95 40,1 0.00 0.00 OA 0.00 0.0 299 9.250 10.88 8.33 12.10 40.I 0.00 0.00 0.0 0.00 0.0 2.42 9.250 I2.88 9.93 14.07 40:1 0.00 0.00 0.0 0.00 0.0 2.81 17.250 10.88 833 12.10 40.1 0.00 0.00 0.0 0.00 0.0 2.42 17.250 13.07 10.07 �14.29 40.1 0.00 0.00 0.0 0.00 0.0 2.86 25.250 10.88 8.33 12.10 40.1 0.00 0.00 0.0 0.00 0.0 2.42 LING LOADS(k/ft�): Load Dist DL CDL LI, Red% Type CLI, I 0.000 O.OSS O.OSS 0.000 --- NonR 0.000 25.500 0.055 0.055 0.000 0.000 SIICAR: Ntax V(DL+LL)=7A.711 kips fv=8.82 ksi �v=IH.(r0lcsi D1011iGN'I'S: Spau Cond Moment @ Lb Cb 7'ension�Iange Coir�pr l�lange kip-ft ft ft IU I�b fb �b Ccnter PreCmp+ 234.4 9.3 8.0 1.03 24.4( 29.40 24.4C, 27.72 Max i 390.6 9.3 --- --- Mm1x/Seff 32.25 32.34 --- ___ MconsUSx+N�p��sVSeti' 3G.24 44.10 --- --- Conlrolling 390.G 93 --- --- 32.25 3234 Ic(ksi) = O.SS �c = 1.58 --- --- ��� RAM Sleel v9.0 IK M DalaDase:A&D 2-I I-OS +��t�'���+�� BuildingCodc:ll3C RI�;AC'1'fONS(Icips): Initial reaclion UL reaction Max+LL reaction �4ax+tolnl renclion DGTLE(°I'IONS: InitiTl load(in) al Live lo�d(in) al Post Comp load(iu) al Net To(til load(in) �i� Grlvitv I3e�m lles,i��i Left 12i ht 47.17 37.12 47.69 37.53 31.01 24.37 7R.70 61.90 12.62 Fl = -0.541 12.62 ft =_ -0.252 12.G21t =_ -0.341 12.G2 IY = -O.ARI � Page 2/2 03/02/OS 07:41:09 Slecl Code:ASD Jtli l:d. L/D = 566 1,/D = 1213 IJD = 898 UD = 347 7► \ � Load Dia�_ram �� RAM Steel v9.0 � � IK �M DataBase: A&D 2-11-OS 03/02/OS 07:41:09 � ���'-�� Building Code: IBC Floor Type: Garage eam Number=51 Span information(ft): I-End (299.4 ,- . J-End (299.42,-77.92) P1 P2 P3 W1 W2 \ \. \\ \ \\\\� \\\�.P a \. \\ � � \ ` � \� \\\\ � ��\�� \� \� \ \�\ \` Load Dist DL LL+ LL- Max Tot ;' ft kips kips kips kips � P1 1.2�0 25.225 16.652 0.000 41.877 - ', P2 9.2�0 23.758 15.673 0.000 39.431 P3 17.250 23.9�7 15.804 0.000 39.752 � P4 25.250 10.876 7.245 0.000 18.121 ft k/ft k/ft k/ft k/ft Wl 0.000 0.055 0.000 0.000 0.055 W2 25.500 0.0�5 0.000 0.000 0.055 �� ��� Gr�vitv I3e�m Desi�n RAM Steel v9.0 IK RAM DataCiase:A&D 2-II-OS 03/02/OS 07:41:09 �+����^1zYV^� Duilding Code:IDC Steel Code:ASD 9lh I?d. Flour"1'Ype:(:aragc 13euw Number=SG SPAN INFORA1A770N(ft): 1-I,ud(29y.d2,-77.92) .1-Cud(2J1.42,-52.17) 13eam Size(Optimum) = W24X55 I�y = 49.0 ksi Total[3cam Lenglh(11) = 25.75 COMPOSCPL PROPLR'PICS(Not Shured): l,crt lt;g�,c Concrele thickness(in) 2.50 2.50 Unit weighl concrele(pc� I 15.00 115.00 Pc(ksi) 3.50 3.50 Decking Orient�tion p�rallel parallcl Deckinglype VULCRAF"I'2.OVL VULCRA�'I'2.OVL beff(in) = 77?5 Yb�r(�n) = 20.16 Seff(in3) = 149.23 Slr(in3) = 170.R3 lell'(in4) = 2583.27 lu•(in4) = 3354.R0 Slud lenglh(in) = 3.50 Stud diam(in) = p,75 Slud Capacity(kips) q = 10.7 � � 1l of studs: fidl = 109 Partia6=41 Actual=41 Number of Slud Rows=I Percenl of Full Composile AGion=37.52 POIN'1'LOADS(kips): Dist DL CDL RedLL Recl% NonRLL SIOrLL Red;a RoofLL Red"/o CLL 7.750 11.59 8.89 12.8G 30:C 0.00 0.00 0.0 0.00 0.0 2.57 7.750 13.45 1036 14.73 30.G 0.00 0.00 0.0 0.00 0.0 2.95 16.750 12.24 9.38 13.61 30.6 0.00 0.00 0.0 0.00 0.0 2.72 16.750 14.40 11.07 15.83 30.G 0.00 0.00 0.0 0.00 0.0 3.17 LINI�.LOADS(k/ft): Load Disl DL CDL LI. Red% 'I'ypc CLL l 0.000 0.055 0.055 0.000 --- NonR 0.000 25.750 0.055 0.055 0.000 p.ppp SIII�,AR: Mnx V(UI,+I,L)=48.U5 kips ft•=5.39 Icsi I�v=18.Gp ksi MONt1;N7'S: Span Cond Moment a Lb Cb Tension�lange Compr Plange kip-(l R Il IU Pb Ib Ph Cenlcr PreCmp F 225.4 16.8 9A L03 23.52 29.40 23.52 26.41 Max+ 399.4 16.8 --- --- Mmax/Seff 32.12 32.34 --- ___ Mconsl/Sx+Mpost/SefC 3G33 44.10 --- ___ Controlling 399.4 1G.8 --- --- 32.12 32.34 --- Ic(ksi) = 0.59 Pc = 1.58 RLAC'PIONS(I:ips): I,c' Righl lnilial reaction 27.23 25.30 DL reaction 27.52 25.57 Max-i LL reaclion 20.53 19A6 �'� RAM Steel v9.0 IK RAM �°�fl�iase:A3cD 2-11-OS antu�iav>wi I3uilding Codc:II3C Max+total reac�ion Ul:1�LLC7'IONS: Inilial load(in) Live load(in) Post Comp lo�d(in) Ncl Total lo�d(in) Gr�vity 13eam Desi� I.eft Righl 43.05 44.(3 al 12.87 ft = -0.532 al 12.87 ft = -0.272 at 12.87 fl =_ -0354 at 12.87 f1 =_ -p.ggC Page 2/2 03/02/OS 07:41:09 Steel Code:ASD 91h 13d. L/D = 581 L/D = 1136 un = s�z UD = 349 � Load Dia ram � �� RAM Steel v9.0 � � IK �� DataBase: A&D 2-11-OS 03/02/OS 07:41:09 ���a�+�� guilding Code: IBC ; Floor Type: Garage Beam Number=56 Span information (ft): I-End (299.42,-77.92) J-End (299.42,-52.17) P2 Pl wl W2 \ \ ��\ \ � .� \� .\\\. \ \...� \ \ \ \\ \ . \\ � ` � \ � � ��\\�� \\ \\\ \ �\ \\\\\\ � � \\\ �\\\\ � Load Dist DL LL+ LL- Max Tot � ft kips kips kips kips � P1 7.750 25.036 19.151 0.000 44.187 � P2 16.750 26.632 20.439 0.000 47.071 ' � ft k/ft k/ft k/ft k/ft W 1 0.000 0.055 0.000 0.000 0.055 W2 25.750 0.055 0.000 0.000 0.055 Monroe & Newell JOe ���� ��t�� Engineers, II1C. SHEET NO. ��� � ` OF �� ��'�"� CALCULATED BY , W "` DATE � � � �. °- �3. CHECKED BY DATE SCAIE _ ,_ _ _. ' ' - ,..._... 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PPOOUCr 20�-1(Siiqle g�ds)�'�(�) Title: Lionshead Core Job#6250.00 Dsgnr: JWH Date: 11:52AM, 16 MAR 05 Description:Roof Beams-Building D Scope: Rev: sso�oo Page 1 �z User.KW-060365,Ver5.6.1,25-0ct-2002 Steel BeaCYi DeSI n (c)1983-2002 ENERCALC Engineering Software � d:\projeds\6250.00Uoof beams-building d.e � Description RD 15a �General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X22 FY 5o.aoks� Pinned-Pinned Load Duration Factor 1.00 Center Span 33.60 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 0.00 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.055 � � LL �.140 � ST � Start Location � End Location ft Summary Beam OK Static Load Case Governs Stress Using:W12X22 section,Span=33.60ft, Fy=50.Oksi End Fixity= Pinned-Pinned,Lu=O.00ft,LDF=1.000 Actual Allowable Moment 30.625 k-ft 69.699 k-ft Max.Deflection -1.376 in fb:6ending Stress 14.500 ksi 33.000 ksi Length/DL Defl 826.0 : 1 fb/Fb 0.439 : 1 Length/(DL+LL Defl) 293.1 : 1 Shear 3.646 k 64.012 k fv:Shear Stres: 1.139 ksi 20.000 ksi fv/Fv 0.057 :1 Force 8�.Stress Summary «-These columns are Dead+Live Load placed as noted-» DL LL LL+ST LL LL+ST Maximum Oniy Cc�Center Center Cants Cants Max.M+ 30.62 k-ft 10.87 30.62 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 3.65 k 1.29 3.65 k Shear @ Right 3.65 k 1.29 3.65 k Center Defl. -1.376�� -0.488 -1.376 -1.376 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 3.65 1.29 3.65 3.65 k Reaction @ Rt 3.65 1.29 3.65 3.65 k ��� C� Title: Lionshead Core Job#6250.00 Dsgnr: JWH Date: 11:53AM, 16 MAR 05 Description:Roof Beams-Building D Scope: � Re�: sso�oo Page 1 User.KW-060365,Ver 5.6.1,25-Oct-2002 Steel Beam Desi n (c)'1983-2002 ENERCALC Engineering Soflware � d:\projeds16250.00troof beams-building d.e � Description RD 34a �General Information Calcuiations are designed to AISC 9th Edition ASD and 1997 UBC Requirements � Steel Section : W8X10 Fy so.00ksi Pinned-Pinned Load Duration Fador 1.00 Center Span 14.75 ft Bm Wt.Added to Loads Elastic Modulus 29,0OO.Oksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 5.00 ft Distributed Loads � #1 #2 #3 #4 #5 #6 #7 DL 0.105 �� LL 0.361 � ST �� Start Location � End Location � Summary Beam OK Static Load Case Governs Stress Using:W8X10 section,Span=14.75ft, Fy=50.Oksi End Fixity= Pinned-Pinned,Lu=5.00ft,LDF=1.000 Actual Aflowable Moment 12.946 k-ft 77.782 k-ft Max.Deflection -0.568 in fb:Bending Stress 19.899 ksi 27.332 ksi Length/DL Defl 1,290.3 : 1 fb/Fb 0.728 : 1 Length!(DL+LL Defl) 311.8:1 Shear 3.511 k 26.826 k � fv:Shear Stres; 2.618 ksi 20.000 ksi fv/Fv 0.131 :1 Force 8�Stress Summary «-These columns are Dead+Live Load placed as noted-» DL LL I.L+ST LL LL+ST Maximum Oniy Center Center Cants Cants Max.M+ 12.95 k-ft 3.13 12.95 k-ft Max.M- k�ft Max.M @ Left k-� Max.M @ Right k-ft Shear @ left 3.51 k 0.85 3.51 k Shear @ Right 3.51 k 0.85 3.51 k Center Defl. -0.568 in -0.137 -0.568 -0.568 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 3.51 0.85 3.51 3.51 k Reaction�Rt 3.51 0.85 3.51 3.51 k ��;�- G�� Title: Lionshead Core Job�k 6250.00 Dsgnr: JWH Date: 11:56AM, 76 MAR 05 Description:Roof Beams-Building D Scope: lRe�: sso�oo Page 1 � Use��cw-oso365,�e�5.6.,,25-oa-zoo2 Ste�! Beam Desi n (c)1983-2002 ENERCALC Engineering Software 9 d:�projects16250.00Voof beams-building d.e � Description RD 94 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X14 FY 5o.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 25.50 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL 8�ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 0.00 ft Distributed Loads � #1 #2 #3 #4 #5 #6 #7 DL 0.078 � LL 0.200 � ST � Start Location � End Location ft Summary Beam OK Static Load Case Governs Stress Using:W12X14 section,Span=25.50ft, Fy=50.Oksi End Fixity= Pinned-Pinned,Lu=O.00ft,LDF=1.000 Actual Allowable i Moment 23.745 k-ft 40.915 k-ft Max.Deflection -1.082 in fb:Bending Stress 19.151 ksi 33.000 ksi Length/DL Defl 897.1 : 1 fb/Fb 0.580 :1 Length/(DL+LL Defl) 282.9 : 1 Shear 3.725 k 47.640 k N:Shear Stres; 1.564 ksi 20.000 ksi fv/Fv 0.078 :1 Force&Stress Summary «-These columns are Dead+Live Load placed as noted-» DL LL LL+ST LL LL+ST Maximum Only Center Center Cants Cants Max.M+ 23.74 k-ft 7.49 23.74 k-� Max.M- k-ft Max.M @ Left k-� Max.M @ Right k-ft Shear @ Left 3.72 k 1.17 3.72 k Shear�Right 3.72 k 1.17 3.72 k Center Defl. -1.082 in -0.341 -1.082 -1.082 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0,000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 3.72 1.17 3.72 3.72 k Reaction @ Rt 3.72 1.17 3.72 3.72 k ���-� � � Q JOB Li o�s��� h? !�� �=-� �-�z a� 1V�onroe & Newell SHEL'-'TNO. �'�"� oF � Engineers, Inc. ,G � CALCUL4TED BY �"' DATE_ CHECKcD BY DA� � ' ` •` 's�� '. �� �/ �.�'� '/�'�' _.. --- .._ . .._. .��_ ._. ._ _ _. _ _. ._. _.__. �.�)._L��..t.�C<<._..�._._....._��..._;..�_..�? - -- - - - -r�; - -- - - - ..a_ 4... : ,-..-•-.,.y... . , _�.. ; : : : : ; � _ . . : ° : : : . . . i .� : : •. : ; , . ; :� '.i. _� _; : . . . . . . .; : : 3 :, (;� : f` . : : : . . . 1, 7 E _ ° . . . . . . . � �... �.____: :� ..�� . . : .�..._.�lil.�___,__.__.__.__..��. �1...�.�_.._:..__.__..:----.�_.:__.._.:______.._._(._.._...._ _. .- - ---- � `� - - _�._:___.._ _.._.�....--_��. ._ - -- - - - " —_w- � � _ _._� - - - ---�- - — . .___ : i : : : . : K � �f P��--N ; ' ! 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SA 14.5 8:4 30.1 6.9 4.0 1 : A-66 8208' 3.1 1.28 2 7.9 14.5 8.4 30.1 6.9 4.0 1 A-68 8200' 3.3' 1.28 2 8.4 24.5 11.3 24.7 7.7 3.5 1 C-69 8204.5 6 1.11 2 13.3 26A 4.5 9.9 13.1 2.3 1 ' G62 8214' 10 " 1 2 20.0 19.0 4.5 13.4 19.5 4.6 1 C-64 8214' 16.8 1 2 33.6 27.8 4.5 9.3 ��. w °�"; 5.4 1 C-610 8204.5' 2.82 1 2 5.6 15.0 4.5 16.8 5.4 1.6 1 C-612 8204.5' 2.82 1 2 5.6 15.0 4.5 16.8 5.4 1.6 1 C-B14 8204.5' 2.26 -- 1 '2 4.5 19.3 4.5 13.3 4.4 1.0 1 , C-618 8200' - 8.9 1 2 17.8 10J 11 A 45.9 12.4 12.8 1 D-B1 8214' 12.6 123 2 31 A 17.5 2.8 9.1 30.6 4.9 1 D-63 8214' 12.8 : ' 1.23 - '2 31.5 15A 2.8 10.6 31.0 5.8 1 ; D-85 8214' 8.4 1.23 ` 2 20.7 8.8 2.8 17.7 19.7 6.3 1 i D-B7 8208' 12.5 1.23 `2 30.8 21.9 8.4 21.0 287 11.0 1 i D-615 8200' 10.9 < 1.23 2 26.8 15.5 41 A 35.4 21.9 15.5 1 D-B17 8200' 9.8 1.23 2 24.1 15.0 11.0 36.3 19.4 14.3 1 D-623 8156' 9.7 1.23 2 23.9 15A 11.0 36.3 19.2 14.1 1 D-623 8143' 8.2 1.23 2 20.2 15A 3.2 12.0 19J 4.2 1 I D-625 8156' �13.8 ' �1.23 � 2 °'��;�9,,:„ 9.4 ��13A� 54.1 19.9 �s�,�,"` 1 � D-62 8214' 7.1 1.03 2 14.6 21.8 2.8 7.3 14.5 . 1.9. 1 33.2 27.5 Pe��� PVBrace Member Size: HSS 2x2x1/4 Pca���Pe�ce)�����b)��a PHerace=Pconn'S�n(e) PHB„�e 6°=tan'(h/I) P -P � VBrace- wnn�COS�B� Brace Pereca�k) �„n� �o Pcon��k) I(ft) h(ft) B PHersce�k) Pverece�k) Conn.Type A-B1 8200' 15 ' 1.07 2 32.1 20.1 11.25 29.2 28.0 15.7 2) A-63 8200' 18.2 1.07 2 38.9 15 10.33 34.6 32.1 22.1 2 A-B10 8200' 7.4 1.28 ' 2 18.9 15.5 10.33 33.7 15.8 10.5 2 B-61 8178' 12.2 :1.03 2 25.1 20 12.375 31.7 21.4 13.2 2 B-B1 8166' 23.3 1.03 ' 2 48.0 20 12 31.0 41.2 24J 2 B-B5 8178' 1.3 1_03 2 2.7 ' 8.5 9.5 48.2 1.8 2.0 2 B-B7 8162' 2.9 1.03 2 6A 9.5 5.5' 30.2 5.2 3.0 2 B-69 8178' 1.2 '1.03 2 2.5 8.5 9.5 48.2 1.6 1.8 2 B-66 8168.5' 11.3 0.74 2 16.7 16 14.875 42.9 122 11.4 2 $-88 8178' 1 ' `0.74 2 1.48 19.75 9.5 25.7 1.3 0.6 2 B-B8 8168.5' 10 -0.74 2 14.8 19.75 , 9.5 25.7 13.3 6.4 2 C-63 8214' 21.5 1.11 2 47J 38 4.5 6.8 47.4 5.7 2 C-B5 8211' 8.5 ' 1.11 2 18.9 31.75 11.2 19.4 17.8 6.3 2 C-B6 8214' 5.2 1 2 10.4 17.5- 14.02 38.7 8.1 6.5 2 C-B8 8214' 8.2 1 2 16.4 17:5 - 14.02 38.7 12.8 10.3 2 C-816 8204.5' 19 1.11 2 42.2 15A 4.5' 16.8 40.4 12.2 2 D=B9 8211' 20.2 : 1.23 2 49.7 8.75 11.25 52.1 30.5 39.2 2 D-613 8205' 6 1.23 ' 2 14.8 6.2 b.3 40.5 11.2 9.6 2 D-619 8189' 13 1.23 2 32.0 19.8 -11 29.0 28.0 15.5 2 D-819 8178' 24J 1.23 ,2 60.8 19:833 11 ' 29A 53.1 29.5 2 D-621 8189' 11.3 ' 1.23 2 27.8 15 11 36.3 22.4 16.4 2 D-621 8178' 21.5 1.23 2 52.9 15 11 36.3 42.7 31.3 2 D-616 8143' 33 1.03 7 68A 17.5 15 ' 40.6 51.6 44.2 2 D-614 821 T 7.8 1:03 2 16.1 18.4 11:3 31.5 13.7 8.4 2 D-614 8200' 24 : 1.03 2' 49.4 , 18.4 11:0 30.9 42.4 25.4 2 D-B14 8189' 33 - 1.03 2 68.0 18.4 11.0 30.9 58.3 35.0 2 58.3 44.2 S� Z L132 Lions Head Core Area#6250 AP Sheet of ' Bld A,B,C,D Brace Connection Forces � PBraca Pve�aoa Member Size: Hss 2'i�cz'/�cva Pce���PBrece�;�E�ratio��� PHe��a=Pwnn*Sln�e� PHBrace . 9°=tan"'(h/I) Pverace=Pconn;COS(6� Brace Pe�a�e�k) ��r� �o Pcoo��k) �(ft) h Ift) e PNS�«�k) Pverace�k) Conn.Type ! A-67 8197' 10.1 1.07 2 21.6 5.3 8.2 57.0 11.8 18.1 2) A-610 8189' 29.3 1.28 2 75A 8.5 11.25 52.9 45.2 59.8 2 B-611 8154' 34.1 1.03 2 70.2 18.5 11 30.7 60.4 35.9 2 60.4 59.8 ' Pe��e � PVBrace i IMember Size: HSS 3x3x1/4 Pco„�(PB,��,)`(E/W,��)'S2a PHB18Le=P�„�'sin(8) PHBrace 6°=tan"'�h/�� Pve��a=Pconn;C0S�8� Brace PerGe(k) E/W,,,� S2a Pconn�k) I(ft) h(ft) B PHe�ce�k) Pve�.�e�k) Conn.Type iB-BS 8168.5' 8.8 1.03 2 18.1 8.5 14.9 60.3 9.0 15.7 2 , B-B6 8154' 39.2 074 2 58.0 16 11 34.5 47.8 32.9 2 ', B-68 8154' 48.4 0.74 2 71.6 19.75 11 29.1 62.6 34.9 2 C-67 8214' 17.9 ' 1.11 2 39J 8 6.042 37.1 31.7 23.9 2 D-611 8208' 12.7 1.23 2 31.2 15' 87 30.1 27.0 15J 2 D-B19 8167' 367 1.23 2 90.3 19.8 11 29.0 79.0 43.8 2 D-621 816T 32 1.23 2 78.7 15 11 36.3 63.5 46.6 2` D-610 8200' 40.8 1.03 2 84.0 8.1 11 53.6 49.8 ` &7 7`�=: (2 D-B14 8178' 42.3 - 1.03 2 87.1 18.4 11 30.9 74.7 44.8 2 D-614 8167' S0.3 ��� � 1.03� 2 �;1 tk�_6�< � 18.35 � 11 � 30.9 ,�$8;���� 53.3 2 88.9 67.7 � Perace PVBrace Member Size: HSS 4x3x1/4 Pco���Perace)"���aeo)'�o PHe�ace-P����sin(6) PHeraca 6°=tan'(h/I) Pyg�Ce=Pro,,,,'cos(6) Brace Pea�e�k) E��m �o Pca���k) ��ft) h(ft) B PHe���k) Pve��e�k) Conn.Type B-67 8154' 3.9- 1.03 2 8A <8.5 11.0 52.3 4.9 6.4 (5)compr. B-B9 8168.5' 11_9 1.03 2 24.5 8.5 14.75 60.0 12.2 21.2 (5)compr. &69 8154' ' 9.9 1.03 2 20.4 8.5 l i 52.3 12.5 16.1 (5)compr. D-B10 8189' 60.9 1.03 '2 125.5 8.1 11 53.6 74.4 101.0 3 D-B14 8156' 69.4 - 1.03 2 143.0 18.4 ' 13 35.3 116.7 82.6 3 116.7 101.0 PBrace Pve�oe Member Size: HSS 4x3x3/8 Pcon��Pe�e��)'���uo)'�o PHerace=Pw���sin(9) p He��a 0°=tan"'(h/I) P,�,���=P�,,,,'cos(0) Brace Psreoe�k) ��u� �o Pco���k) I(ft) h(ft) e PHeroce�k) Pve��e�k) Conn:Type &67 8154' ' 3.9 1.03 2 8A 8.5 11 A ' S2.3 4.9 6.4 (5)compr. 'D-B10 8178' 76.4 '>1.03 2' 157.4 8.1 11 A 53.6 93.3 126.7 3 D-BYO 816T 94.3 1.03 2 ��,�3;` ....�: '8.1 ` ' 11.0 53.6 111.5 ���i���" 3 111.5 15�.4 �CZ L� 3 Lions Head Core Area#6250 AP Sheet of Bld A,B,C,D Brace Connection Forces � Perace PVerace Member Size: HSS 5x3x1/4 Pco���PBrace���E�retio�r� PHe��e=P�,,,,'sin(6) PHerece o_ i 8 -tan'(h/I) Pveraoe=P�,,,,'cos(9) : Brace PB,��,(k) ENV,�,� 12o Pconn�k) I(ft) h(ft) e PHera«(k) P,�„�,(k) Conn.Type B-B10 8182' 18.5 0.74 2 27A 3.5 12.4 74.2 7.5 26.3 (5)compr. B-612 8182' 18.5 -0.74 ` 2 27.4 3.5 12.4 74.2 7.5 26.3 (5)compr. : C-62 8211' 20 1 2 40A 7.5 11 55J 22.5 33.0 (5)compr. , 22.5 33.0 Perace PVBrace ( Member Size: HSS Sx3x3/8 Pc000=(Pe�a�a)'(���)'�o PHe�Ce=P�,,,,'sin(6) Pr+e��e 9°=ta n'�h/I� PvBrece-Pconn�COS�9� ! Brace Pa.��e�k) ��m � Pca���k) ��ft) h�ft) B PHS.��e�k) Pvereoe�k) Conn.Type ' 'B-65 8154' 25.3 ` 1.03 2 52.1 8S 11.0 52.3 31.9 (5)compr. B-67 8143' 15.9 1.03 2 32.8 9.5 15 57.7 17.5 27.7 (5)compr. B-68 8143' 98.2 0.74 2 145.3 19.75 ' 15 37.2 115.7 87.9 3 D-614 8143' 85 1.03 2 175.1 18.4 15 39.3 _";'l.�5;&_.-';; 110.8 3 135.6 110.8 Perace Pvs��a Member Size: HSS 6x3x3/8 Pco���Pere�e);���a��o)'�o PHa,a�e=P�,,,,'sin(0) PHe��e e"=tan'(h/I) Pverece=P����COS(B} Brace Pe.��a�k) ��cw "o PConn�k) I(ft) h{ft) � PHBrace�k) Pverace�k) Conn.Type B-810 8166' 41�.5 � ���� 0.74 � 2 � ���;„`�� 3.5 �12A� 73.7 _.��3:6��� 30.0 (5)compr. B-B12 8166' 41.5 0.74 2 61 A 3.5 12.0 73.7 53.6 30.0 (5)compr. C-62 8200' 32.9 1 2 65.8 7.5 11.0 55.7 57.4 32.1 (5)compr. D-610 8156' 134 � ' 1.03 2 ��76�`�' � 8.1 13 � 58.1 `��2�:t} ,.>' � �� 4 241.0 134.6 Pe�a�e Pvsre�e Member Size: HSS 4x4x1/4 Pcono=�Perace)'�E�ratio)��o PHerace=Pcon��si(t(B) P 9°=tan'(h/I) P _P HBrece VBrace- conn*CO5�8� Brace PerBCe(k) E/W„�p S2a Pco,,,,(k) I(ft) h(ft) B PHBroce�k) Pve��e�k) Conn.Type C-61 8214' 22.3 '1.11 2 49.5 15.0 4.5 16.8 47.4 14.3 (5)compr. 47.4 14.3 Pe�« PVBroce Member Size: HSS 5x4x3l8 Pco���Perace)'���ac�o)��o PHerace-P�o��`sin(6) 6°=tan"'(h/I) P -P C PHBrace VBraca- conn� OS�e� Brace Pe��a�k) ��eo �o Pconn�k) I(ft) h(ft) e PHe��e(k) FvB„��(k) Conn.Type &65 8143' 60.4 1.03 2 124.4 8.5 15A 60.5 108.6 607 (3)compr. C-87 8143' 45 1.11 2 99.9 8 11 54.0 87.2 48.7 (2)compr. � SC Z L/3� Lions Head Core Area#6250 AP Sheet of Bid A,B,C,D Brace Connection Forces i � Brace Connectin Summa Conn.Type Pco���k) PHa��a�k) Pve��e(k) 1 33.9 33.2 27.5 ' 2 103.6 88.9 67J 3 188.1 135.6 151.4 4 276.0 241.0 134.6 ' (5)compr. 61.4 53.6 41.2 i i I ��� L t3� Arra Belle#6250 AP ' Sheet of Bld A,B,C,D Brace Connection Design � Bld A,B,C,D � Connection:Type(1) � Section Fy(ksi) bf(in) d(in) t,,,(in) tf(in) Member Weld Thickness �, Beam �.�;1]U42x14�-?- =� 504=-_x �:.11.9t �� - �--0:225. ' �'�0�:25 . Column �;.HSS4x4x3i8% . ��6:II �::�=4.' =�� - - ;�Q:349 �� +�'; 0;�75 � Brace �:-=1�l4"x4"PU�- � "�=46�0 u��: _ �-4 . ,� , 0.25 +°' _ - Q:ZS tgussetp�ate���)=0:250 ' Fyn�aie�ksi)—3fi , ��.,._ ..... .... PBrace PBrace�k� 33.� PHBrace � PHerace(k)—33 2 PVBrace�k� 27�J . PV9rece - F�(ksi) 70 ' Fvwe�d=0.3F�(kSi)= 21 Brace to Gusset Connection/Splice Connection � Minimum weld req'd tM;,,Membe,(in)=0.250 (minimum thickness of inembers at connection) , w,,,a,�(in)=0.250 ��� (maximum allowable weld size) w(in) 0;25Q / � �mi�=Perac��OJ07w111eXF„)(in)= 9.1 � �K (Minimum Required weld length) LP,o„(in) 7Q';0� (Total Weld provided) ..�....,>... . _: � �minwchside(in)=5.0 (Weld provided each side of plate) II Gusset Plate Tension Rupture Check W,f=2L,,,;��,�nsde tan30+db,(in)=9.8 � �� (Whitmore width(W,f)) Wrey=Psrace�0.6Fy�ie�ete���)=6.3 Gusset to Beam/Column Connection {At Stoped Roof incr.weid lengfh to accommodate incr. Beam Connection force due to slope) tMinMember���)= 0250 (minimum thickness of inembers at connection) w,,,a,(in) 0.250 �dK (maximum allowable weld size) w(in)—6.250 / Lm��=PHB���/(0.707wF�)(in) 8.9 \ �K (Minimum Required weld length) LPro�(�n) 10.0-�; (Total Weld provided) Lm;�ea�nsde,fP�(in)=5 (Weld provided each side of Gusset) Column Connection tMinMember(in)= 0.250 (minimum thickness of inembers at connection) w,,1eX(m) 0.250 �QK (maximum allowabie weld size) �v(in) Q,25P �� :_ _ 4�in=Pveracr�0.707wF„)(in) 7.4 \ �K (Minimum Required weld length) Lpro�(��) &0� '�_; (Total Weld provided) �����nsdeara�(��)=4 (Weld provided each side of Gusset) S�Z L�� Arra Belle#6250 AP Sheet of Bld A,B,C,D Brace Connection Design � Check Column For Shear and Flange Yielding : Shear Strength of Flange Check A,,,=Lyt�„(in2)= 1.40 (Ly=min plate length) ', ���=Pr+e��a�k)=2� � QK (1.7 Stress increase for member design) Vpro„=0.4FYA„,= 26 � HSS Flange Yielding Check �= 1 (ASD) i B(in)=4 (column width) � t(in)=0.349 (column flange thickness) t,(in)= 0.25 (gusset plate thickness) � N(in)—�#;.�:p ��� (min possible gusset Iength) C1r= 1 i I �' Ru—PHBrace�k)=2� \ �� (1.7 Stress increase for member design) � � �R�_�(FYtZ���-t�/B)��2N/B+4(1-t�/B)�n)Qr�k)=35 � � i i I % � S� Z L �� Arra Belle#6250 AP Sheet of Bld A,B,C,D Brace Connection Design � Bld A,B,C,D Make sure ail Connection:Type(2) Columns are min 3/8"thick Section FY(ksi) b�(in) d(in) �„(in) tf(in) Member Weld Thickness �� Beam ����W12x14'� SO.O.r�,. ` - �'1..91;.�:.:� - �:�.�:0:225 � �..:•: 0 25 ::r Column �HSS6x6x3/8 ..,.�46.Q . ,���, g ,,;: - - 0.345 ; W ..,,... ;.U25 ..:�` �: � Brace --kiSS2�x114 i.:96.0�., - _ �t. Z:,�.; ; �0:233° ; - �..,.:-_ .0.25�;°- � 4�,,,sa�pieta(in)= 0 625��;�-i �.. t�pi;�a aia�a(in)= 0 625 > PBraca ��. Fyplate�ICSI�= 3B :,�.; PHerace PBrace�k)= 103 6 -..+ ' PHBrece�k�_ �$9 ?�`v� PVerace ; Pve.���k)=`67 7 :: '; � m ._ ..��. i Few��ksi)=��,�70 ;:' Fv Waia=0.3F�(ksi)= 21 ._......_�.,. I I ' Brace to Gusset Connection/Spiice Connection Minimum weld req'd VvlinMember(in)= 0.250 (minimum thickness of inembers at connection) � Wmax���)= 0 250 �aK (maximum allowable weld size) w(in)_;0 250 � �min=Pe�a����•707wmaxF�)(in)= 27 9 OK (Minimum Required weld length) LPro„(in)=d0 0 �`" (Total Weld provided) Lmin eacn siee���)= 10.0 (Weid provided each side/edge of HSS) Gusset Plate Tension Rupture Check Wet=ZLmin eacn side�n30+dh�(in)= 13.5� QK (Whitmore width(We�)) Wreq=PBrece�O.6Fyplatetplate��n�= 7.7 Splice Plate Tension Rupture Check PLedgaw,d�, y�0 �� (Plate edge width on either side of brace) P�am=Bracebr+2'PL�a9�,;am= 8.0 > OK P�-w�dm����n�=Pe�ace�0.6FyPL�= 7J Gusset to Beam/Column Connection (At Sioped Roof fncr.weid length to accommodafe incr. Beam Connection force due to slope) tMinMamber���)= 0.250 (minimum thickness of inembers at connection) wmax(in)= 0 250 �0� (maximum allowable weld size) __ w(in)—;0250:,;��: _ _ _ Lm��=PHg�c�!(0.707wF�)(in)= 24 0 �K (Minimum Required weld length) LPro�(in)—28 0 ,�yz (Total Weid provided) �m��ae�n g�aa or a����)= 14 (Weld provided each side of Gusset) Column Connection � 4,ninMember���)= 0.250 (minimum thickness of inembers at connection) sc z � i38 Arra Belle#6250 AP Sheet of Bld A,B,C,D Brace Connection Design Wm,x(�n)= 0 250 ��K (maximum allowabie weld size) � w(in)= Q 250��;�;�,�;; �-min=Pverac��0.707wF„)(in)= 18 2 (Minimum Required weid length) LP,o„(in)=30 0 ��:;�K (Total Weld provided) .>,...,_._e_,��,.�, �m����n 5�aearP�(in)= 15 (Weld provided each side of Gusset) Chec!c Column For Shear and Flange Yielding Shear Strength of Flange Check A„,=L9t�,(in2)=5.18 (L9=min plate length) V��=PHe�e�a�k)= 52 � �K (1.7 Stress increase for member design) VP,�„=0.4FY(2'A,,,= 95 HSS Flange Yiefding Check i � �= 1 (ASD) B(in)= 6 (column width) t(in)=0.345 (column flange thickness) t�(in)= 0.625 (gusset plate thickness) '� N(in)=;��[5 0__ M� (min possible gusset length) �� Qr= � �_ Ru—PHBrace�k)= 52 � �� (1.7 Stress increase for member design) �Rn=��Fyt�/(1-ti/B)��2N/B+4(1-t�/B)��z�Q�(k)= 54 � sc2 � �� Arra Belle#6250 AP Sheet of Bld A,B,C,D Brace Connection Design � Bld A,B,C,D Connection:Type(3) Make sure all Columns are min 3/8"thick Section FY(ksi) b�(in) d(in) t„,(in) t�(in) Member Wetd Thickness � Beam ��oc W 12z19 . �,. 56 D .'e - ,�.1.2.2`.���' - ��a�0.235` e, �.0�,25 . . Column 'HSS6x6x3/8 ,..,:.46.D �F�. ...,g .;-.:; _ - =0.345:1. � ,., : .4:fl:375, Brace ��-HSS4x3x114 ,°�'=46 0...-�� - ��.:��.4. .� �0.233 :��` - � -�-0':25. � tgusaet plate��n� 0.62� �i * / �splioe tplate l�h� Q.87�....., .-;' Pereca FyPieie(ksi) 36 4 _ PHe�a�a 'i Pe.e�a�k) 188_1 �._ ' Pva.a�a �; , � � P�e�a�a(k) 1356 I Pva�a�e�k) 157'.4 F�(ksi) 70 k� Fv wam=0.3F�(ksi)=21 ^ Brace to Gusset Connection/Splice Connection Minimum weld req'd tMinMember(in)= 0.250 (minimum thickness of inembers at connection) Wmax��n)= 0.250 �OK (maximum allowable weld size) w(in) D.250.� : Lmin=Pere�e��0.707Wm�F�)(in) 50 7 � QK (Minimum Required weld length) � LP,�„(in) 56 0 : (Total Weid provided) .,.�����...,�,�,.__, Lm;,,ea�,,,;de(in)= 14.0 (Weld provided each side/edge of HSS) Gusset Plate Tension Rupture Check Wef—2Lmin each side tan30+db,(in)= 20.2� pK (Whitmore width(Wef)) Wreq°PBracJO.6Fyplatetplate(in)= 13.9 Splice Plate Tension Rupture Check PL�9a,,,;d�, 3 0 ;; (Plate edge width on either side of brace) PLM,;d�,=Bracebf+2�PLedgewidth' �O.O > OK P�dm�eq��n)=Perace�0.6FyPL�= 10.0 Gusset to BeamlColumn Connection (At 5foped Roof Incr.weid tength to accommodate incr. Beam Connection force due to slope) tnninMember���)= 0.250 (minimum thickness of inembers at connection) wme%(in) 0 250 �OK (maximum allowable weld size) w(in) 0 25d� , , _ _ Lmin=PHerac��0.707wF„)(in) 36 5 � OK (Minimum Required weld length) Lp,�„(in) 40 0� � (Total Weld provided) � �m��aa�ns�aeora����)=20 (Weld provided each side of Gusset) Column Connection 4V,inMember���)= 0.375 (minimum thickness of inembers at connection) �� � 3�o Arra Belle#6250 AP Sheet_of_ Bld A,B,C,D Brace Connection Design wmeX(in) 0 313 ��K (maximum allowabie weld size) � w(in) 0 250.�� Lmi�=Pvsrec��0.707wF„)(in) 40.8 � �K (Minimum Required weld length) Lpro�(in) 560�� (Total Weld provided) �min each side of PL Un�—2$ (Weld provided each side of Gusset) Check Column For Shear and Flange Yielding Shear Strength of Flange Check i ' AW=L9t,,,,(in2)= 9.66 (L9=min plate length) i i ureq=PHeraoe�k)_ $0 �K (1.7 Stress increase for member design) VProv=0.4Fy(2'A;,,= 178 � HSS F/ange Yie/ding Check I �= 1 (ASD) j B(in)= 6 (column width) ! t(in)= 0.345 (column flange thickness) ' t,(in)= 0.625 (gusset plate thickness) N(in) 28_0 x� �, (min possible gusset length) Clr= 1.. .. z Ru—PHBrace�k)_ $0 �K (1.7 Stress increase for member design) �Rn=��FytZ/(1-t�/B)��2N/6+4(1-t�/B)V2�Qf(k�= 80 � � �l�.- � L� i l Arra Belle#6250 AP Sheet_of_ ' Bld A,B,C,D Brace Connection Design � Bid A,B,C,D Connection:Type(4) Make sure aIl Columns are min 1t2"thick Section FY(ksi) bf(in) d(in) t,,,,(in) t,(in) Member Weld Thickness ; Beam :=.W12x19.� ���50.0 `' - �'.12:2.;` - 0:235' ,�r.�.;�� ��:375- � Column :HSS6zfix1/2 460 �'_ 6. ";;=: - - s.Q.465 � � ... 0.5:� -.' � Brace� �HSS6x3x3/8 _--�46.Q_ ; - 4'�"�� i0.345 - - 0.375 fgusset plate���� 0 875�� = �splice tplate���� ����� PBrece I Fyp�ate�kSl� 3F) PHBmce .; Perace�k� 276 ° ! . Pverece � PHSrace�k) 241 ; Pvs��(k)= 135 ; F�(ksi)= 70 a , F�W�d=0.3F�(ksi)= 21 Brace to Gusset Connection!Splice Connection Minimum weld req'd �IvlinMember(in)= 0.375 (minimum thickness of inembers at connection) wm�(in)= 0.313 �DK (maximum aliowable weld size) w(in)= 0 313,_; � �min=Perac��0.707wm�F„)(in)= 59 5 �K (Minimum Required weld length) LP�o„(in)= 60 Q �=: (Total Weid provided) Lmi�eacn side(in)= 15 0 (Weld provided each side/edge of HSS) Gussef Plate Tension Rupture Check wet=2Lm+n each siee t2r130+db�(in)= 21.3� pK (Whitmore width(Wef)) Wreq=PBrace�0.6FyPlatetpiate���)= 14.6 Splice Plate Tension Rupture Check PL�9e,,,;dw= 4 5 ��p; (Plate edge width on either side of brace) PL.,�,�aW=Bracebf+2"PLeayeW�am= 13.0 PL„, in -P �/0.6FyPLi= �2,g � OK idth req� �— 8rac Gusset to Beam/Column Connection Beam Connection - _ _ . - 4�inMember���)= 0.375 (minimum thickness of inembers at connection) wm�(in)= 0 313 (maximum ailowable weld size) . �OK w(in)= Q 313�� Lmin=PHSrec��0.707wF�)(in)= 51 9 � �K (Minimum Required weld length) LP,o„(in)= 52 0 .4 �"% (Total Weid provided) � x;�;� Lm;,,ea�n S;de of P�(in)= 26 (Weld provided each side of Gusset) ��� ' L�iz Arra Belle#6250 AP Sheet of Bld A,B,C,D Brace Connection Design Column Connection tMinMember���)= 0.500 (minimum thickness of inembers at connection) wmaX(in)= 0 438 �aK (maximum ailowable weld size) w(in)=0.313'.,,'.. �min=Pvs�ac��0.707wF„)(in)= 29.0 \ �K (Minimum Required weld length) LP,o„(in)= 50 0 '�, (Total Weld provided) �m��ea�n 5�a�or a����)= 25 (Weld provided each side of Gusset) Check Column For Shear and Fiange Yieiding Shear St�ength of Flange Check AN,=Lyt,,,,(in2)= 11."03 (Ly=min plate length) ureq=PHerece�k)= 142 � QK (1.7 Stress increase for member design) Vpro�=0.4Fy(2*AW= 214 HSS Flange Yielding Check �= 1 (ASD) B(in)= 6 (column width) t(in)= 0.465 (column flange thickness) t�(in)= 0.875 (gusset piate thickness) N(in)= 25 0 ,; (min possible gusset length) Qf= 1 Ru—PHBrace�k�= 142\ �Q,��� (1.7 Stress increase for member design) � �R„_�(FYt�/(1-t�/B)((2N/6+4(1-t�/B)�"�)Qf(k)= 140� S�2 L B �� Arra Belle#6250 . AP Sheet of Bld A,B,C,D Brace Connection Design Bld A,B,C, D Connection:Type(5compr.) Make sure ail Columns are min 318°thick Section FY(ksi) bf(in) d(in) t,,,,(in) tf(in) Member Weld Thickness Beam = W12x19 ,50_0,, s° - 12.2 =: - �r��0:235 � ��0:25 Column }iSS�x6x3/8 _�1.d6.4},.•<. ..�.,6 :: :;�' - - ;..,0.345a� ,.,^0:25 �=-�:�� � Brace HSS4x3x114 :`� 46.0.°� _ �4�. : �:0233 ;'� - � �'.:� 0:25 � � tgusset plete�In�_ �.2�J� �- ' •splice tplate���� x.37�� PBrace �� YPfate ~'".. :`.�: F (ksi) 36 PHSrace Perace��) $1 4 ' : „�£ :; Pverace ; PHSrace�k) 53 8 '� :: � Pvsreoe�k) 41�, :` Fexx�ksi) 70_:�' '% � Fv�..e�d=0.3F�(ksi) 21,� k. �.w� Brece to Gusset Connection/Splice Connection Minimum weld req'd ' �MinMember���)= 0.250 (minimum thickness of inembers at conneEtion) i � wme%(in)— 0250 ��K (maximum allowable weld size) � � W(in)= 0 250:�E��. �� , Lm;,,=PB���/(OJ07wm�F„)(in)= 16 5 �K (Minimum Required weld length) LPro�(in)= 2Q 0 �" (Total Weld provided) Lmin each side���)= 5.0 � (Weld provided each side/edge of HSS) Gusset Plate Tension Rupture Check Wet=21-mi�Pacn side tar130+db�(in)= 9.8 NOT OK �Whitmore width(W�)) Wrey=PB�Ce/0.6FyP�ate��ate(in)= 11.4� Splice Plate Tension Rupture Check PL�9e,,,,;am= 2 o „ (Piate edge width on either side of brace) PL.V,;d�,=Bracebf+2"PL�9�,,;a�,= 8.0 > QK P�-w�dtn rey���)=Perecc✓0.6FyPL�= 7.6 ' Gusset to Beam/Column Connection Beam Connection � tMinMember(in)= 0.250 (minimum thickness of inembers at connection) � � wm�(in)= 0 250 �OK (maximum allowable weld size) w(in)=D 250-' _ �-min=PHerac��0.707wF�)(in)= 14 4 \ �K (Minimum Required weld length) LPro�(in)= 16 0 f:,: (Total Weid provided) ...�.,,�. . .- �m��ea�n:�ae w a�(��)_ $ (Weld provided each side of Gusset) �� � ����I Arra Belle#6250 AP Sheet of Bld A,B,C,D Brace Connection Design : Column Connection � tMinMember��n)= 0.250 (minimum thickness of inembers at connection) ! wm�(in) 0.250 �aK (maximum allowable weld size) w(in) 0 25Q�, �,, , �min=Pverac��0.707wF�)(in)— 11.1 \ �K (Minimum Required weid length) LPro„(in) 12 0 :� (Total Weld provided) I Lm;,,ea�n S;de af P�(in)= 6 (Weld provided each side of Gusset) Check Column For Shear and Flange Yielding Shear Strength of Flange Check AN,=Lyt�„(inz}= 2.G7 (I�=min plate lengfh) Ureq=PHerece(k)= 32 � OK (1.7 Stress increase for member design) VP,�„=0.4FY(2'A„,= 38 ' HSS Flange Yielding Check �= 1 (ASD) B(in)= 6 (column width) t(in)= 0.345 (column flange thickness) t�{in)= 0.25 (gusset plate thickness) ! N(in) 6 Q �;u, �,� (min possible gusset length) I Qf_ � Ru—PHBrace fk)= 32 � (1.7 Stress increase for member design) � �R�_��Fy�/(1-t�/B)��2NlB+4(1-t�/B)��2�Qf�k�= 34 QK � �L.. � Arra Belle#6250 AP Sheet_of_ Bld A,B,C,D Brace Connection Design Summary Final Summary: Maximum Required Plate and Weld Sizes Brace Gusset Plate Connection F =36ksi Connection tyusset pl��n� Beam Conn. Weld Beam Conn. T e L in Weld w in 1 0.25 10 0.25 2 0.625 28 0.25 3 0.625 40 0.25 4 0.875. 52 0.313 (5)compr. 0.25 16 0.25 Col. Conn Weld L in 8 30 56 50 12 Col. Conn Weld w in 0.25 0.25 0.25 0.313 0.25 Brace Conn. Brace Conn. Col Knife Min col. Weld L in Weld w in re 'd Thicknes 10 Q.25 NO 0.25 40 0.25 NO 0.375 56 0.25 NO 0.375 60 0.313 NO 0.50 20 0.25 NO 0.375 Brace Splice Connection F =36 Connection Type tsplice pl��n� Splice Plate Splice Conn. Splice Conn. Ed ewidth Weld L in Weld w in � NA NA NA NA ' 2 0.625 3 40 0.25 3 0.875 3 56 0.25 4 1.00 4.5 60 0.313 5 0.375 2 20 0.25 V' � N m � � � �� � 03/22/2005 68:21 9769494054 MONROE NEWELL ENGINF PA6E 02/16 � � � 2�,� :t�1�f� JOB 1V�anroe & Ne�cvell S�E�� � oF �Engineexs, Tnc. _ CALCUI.ATED BY ''� DA7E �NECKED 6Y OATE .._ SCALE .... .....i..........._i�.......: ......i.._.........;..... ..... ..... . ...... ..... . ' ..... ..... . ..... ...... ..... ..... ... .._. ..... . . ...... ...... ..... .... _ . . . � : � . . ,. . . :.... �... ....6. ......... .....:.... .....:.. ...a_. . , . , ; : : : : �� ..... .._a.... ....�... . ....i. ..... ... ....... ....... , � . . . 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Retained Height - 4.50 ft Allow Soil Bearing = 6,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure 35.0 Toe Width = 0.25 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 _ Heel Width - 1,75 Height of Soil over Toe = 36.00 in Passive Pressure = 300.0 Total Footing Width = �:D� Soil Density = i 10.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in Footing��Soil Friction = 0.500 Key Width = 0.00 in Wind on Stem = 0.0 psf Soi!height!o ignor� Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Desi n Summary � Stem Construction � Top Stem �� -- Stem OK Total Bearing Load = 1,501 Ibs �Design height ft= 0.00 ...resultant ecc. = 6.64 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 2,240 psf OK Thickness = 8.00 Soil Pressure @ Heel = 0 psf OK Rebar Size _ # 5 Allowable = 6,000 psq Rebar Spacing _ 15.00 Soil Pressure Less Than Allowable Rebar Placed at - Edge ACI Factored @ Toe = 2,828 psf Design Data _ ACI Factored @ Heel = 0 psf ��FB+falFa o.142 Total Force @ Section Ibs= 602.4 Footing Shear @ Toe = 0.0 psi OK Moment._..Actual ft-#= 903.7 Footing Shear @ Heel = 12.0 psi OK Moment.....Allowable = 6,342.8 Allowable = 93.1 psi Wall Stability Ratios Shear.....Actual psi= 8.5 Overturning = 1.69 OK Shear.....Allowable psi= 93.1 Sliding = 5.95 OK Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 529.4 Ibs Wall Weight = 96.7 less 100°/a Passive Forc� - 2,400.0 Ibs Rebar Depth 'd' in= 5.93 less 100%Friction Force= - 750.6 Ibs Masonry Data S'_ Added Farce Req'd = 0.0 Ibs OK p ....for 1.5: 1 Stability = 0.0 Ibs OK Fs psi= Solid Grouting Footing Design Result-� Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,828 0 psf Equiv.Solid Thick. _ Mu':Upward = 83 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 21 802 ft-# Concrete Data Mu: Design = 62 802 ft� pc psi= 3,000.0 Adual 1-Way Shear = 0.00 12.05 psi FY psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi pther Acceptable Sizes 8 Spacings Toe Reinforcing = #5@ 14.25 in Toe: Not req'd,Mu<S'Fr Heel Reinforcing = #5@ 11.00 in Heel: Not req'd,Mu<S'Fr Key Reinforcing = None Spec'd Key: No key defined Title: Job# Dsgnr: Date: 11:36AM, 22 MAR 05 Description: - Scope: /� Rev: sso�oo Page 2 ' User:IM/-060365,Ver5.6.1,25-Oct-2002 Cantilevered Retaining Wali Design (c)1983-2002 ENERCALC Engineering SoRware Description j Summary of Overturning & Resisting Forces & Moments � _ y.� - �, _ ,.mn, - �.a.��.�a� ��. .....OVERTURNING..... .....�CESiSTiiVG..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 529.4 1.83 970.5 Soil Over Heel = 536.3 1.46 782.0 Toe Active Pressure = S�oped Soil Over Hee! _ Surcharge Over Toe = Surcharge Over Heei = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soii= Soil Over Toe = 82.5 0.13 10.3 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 435.0 0.58 253.8 Total = 529.4 O.T.M. = 970.5 Earth @ Stem Transitions= Resisting/Overturning Ratio = 1.69 Footing Weight = 300.0 1.00 300.0 Vertical Loads used for Soil Pressure= 1,501.3 Ibs Key Weight = Vert.Component = 147.5 2.00 295.1 Vertical component of active pressure used for soil pressure Total= 1,501.3 Ibs R.M.= 1,641.2 Title: Job# Dsgnr: Date: 11:35AM, 22 MAR 05 Description: Scope: � Re�: sso�oo Page 1 Usec KV/-060365,Ver5.6.1,25-Oct-2002 Cantilevered Re#aining Wall Desiga� � (c)1983-2002 ENERCALC Engineering Software Description �� n /�v Criteria � Soil Data � Footing Strengths 8�Dimens�ons � �, � - -- __ _ _--_ _--. � Retained Height - 6.50 ft Aliow Soil Bearing = 6,000.0 psf fc = 0 3,000 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min.As /o - 0.0014 Heel Active Pressure 35.0 Toe Width = 0.75 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 = Heel Width 2.00 Height af Soil over Toe = 36.00 in Passive Pressure = 300.0 Total Footing Width = -�7� Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in Footing��Soii Friction = 0.500 _ Wind on Stem = 0.0 psf Soil height to ignore Key Width _ Q.00 in for passive pressure = 0.00 in Key Depth _ 0.00 in Key Distance from Toe - 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Design Summary � Stem Construction � Top Stem Stem OK Total Bearing Load = 2,516 Ibs Design height ft= 0.00 ...resultant ecc. = 8.77 in Wall Material Above"HY' = Concrete Soil Pressure Toe = 2,605 psf OK Thickness = 8.00 � Rebar Size = # 5 Soil Pressure @ Heel = 0 psf OK Rebar Spacing = 15.00 Allowable = 6,000 psf Rebar Pfaced at = Edge Soil Pressure Less Than Allowable Design Data ACI Fadored @ Toe = 3,249 psf ��Fg+fa/Fa = 0.429 ACI Factored @ Heel = 0 psf Total Force @ Section Ibs= t,256.9 Footing Shear @ Toe = 1.0 psi OK Moment....Actual ft�= 2,723.4 Footing Shear @ Heel = 20.4 psi OK Moment.....Allowable = 6,342.8 Allowable = 93.1 psi Shear.....Actual psi= 17.7 Wall Stability Ratios Shear.....Allowable psi= 93.1 Overtuming = 1.66 OK Sliding = 3.72 OK Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar LaplHook BELOW Ht. in= 6.00 Lateral Sliding Force = 984.4 Ibs Wall Weight = 96.7 less 100%Passive Forc� - 2,400.0 Ibs Rebar Depth 'd' in= 5.93 less 100°/a Friction Force= - 1,258.0 Ibs Masonry Data Added Force Req'd = 0.0 Ibs OK pm psi= Fs psi= ....for 1.5: 1 Stability = 0.0 Ibs OK Solid Grouting = �Footing Design Results � Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 3,249 0 psf Equiv.Solid Thick. _ Mu':Upward = 795 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 189 1,698 it-# Concrete Data Mu: Design = 606 1,698ft� f� psi= 3,000.0 Actuall-WayShear = 1.04 20.40psi FY psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi pther Acceptable Slzes 8 Spacings Toe Reinforcing = #5@ 14.25 in Toe: Not req'd,Mu<S'Fr Heel Reinforcing = #5@ 11.00 in Heel:Not req'd,Mu<S'Fr Key Reinforcing = None Spec'd Key: No key defined Title: Job# Dsgnr: Date: 11:35AM, 22 MAR 05 Desc�iption: Scope: Rev: eso�oo Page 2 � , Usec KW-060365,Ver5.6.1,25-Oct-2002 Cantilevered Retaining Wall Design � (c)1983-2002 ENERCALC Engineering Software Description Summary of Overturning S� Resistin Forces S� Moments � . . _ � s A .�,�..,: .....OVERTURNING..... .....ftESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 984.4 2.50 2,460.9 Soil Over Heel = 953.3 2.08 1,986.1 Toe Active Pressure = Sloped Soil Over Heei = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil= Soil Over Toe = 247.5 0.38 92.8 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 628.3 1.08 680.7 Totaf = 984.4 O.T.M. = 2,460.9 Earth @ Stem Transitions= Resisting/Overturning Ratio = l.66 Footing Weight = 412.5 1.38 567.2 Vertical Loads used for Soil Pressure= 2,516.0 Ibs Key Weight = Vert.Component = 274.4 2.75 754.5 Vertical component of active pressure used for soil pressure Tota1= 2,516.0 Ibs R.M.= 4,081.3 Title: Job# Dsgnr: Date: 11:35AM, 22 MAR 05 Description: Scope: ,� Rev: sso�oo Page 1 User:KW-060365.Ver5.6.1,25-Oct-2002 Cantilevered Re#aining 1Mall Design (c)1983-2002 ENERCAIC Engineering Software Description � /�jQ ' �v Criteria � Soil Da#a " Footing Strengths 8� Dimensions � :. ,- . . _ ..�- _�. . ..._- �g�..�.,�- � . a Retained Height - 8.50 ft Allow Soil Bearing = 6,000.0 psr fc = 0 3,OOo psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min.As /o - 0.0014 Heel Active Pressure 35.0 Toe Width = 1.25 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 - Heel Width - 2.25 Height of Soil over Toe = 36.00 in Passive Pressure = 300.0 Total Footing Width = --33� Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 13.00 in Footing��Soil Friction = 0.500 _ Wind on Stem = 0.0 psf Soi!height to ignore Key Width _ 0.00 in for passive pressure = 0.00 in �ey Depth _ 0.00 in Key Distance from Toe - 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Design Summa � Stem Construction � Top Stem � � +�� Stem OK Total Bearing Load = 3,731 Ibs Design height ft= 0.00 ...resultant ecc. = 11.36 in Wall Material Above"HY' = Concrete Soil Pressure @ Toe = 3,097 psf OK Thickness = 8.00 Soil Pressure @ Heel = 0 psf OK Rebar Size _ # 5 6,000 Rebar Spacing 15.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 3,815 psf fblFB+fa/Fa = 0.960 ACI Factored @ Heel = 0 psf Totaf Force @ Section Ibs= 2,149.4 Footing Shear @ Toe = 11.1 psi OK Moment....Actual ft-#= 6,090.1 Footing Shear @ Heel = 28.0 psi OK Moment.....Allowable = 6,342.8 Allowable - 93.7 psi Shear.....Actual psi= 30.2 Wall Shability Ratios Overturning = 1.58 OK Shear.....Allowable psi= 93.1 Sliding = 2.72 OK Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht.��= 9.19 Lateral Sliding Force = 1,607.2 Ibs Wall Weight = 96.7 less 100%Passive Forc� - 2,501.0 Ibs Rebar Depth 'd' in= 5.93 less 100%Friction Force= - 1,865.6 Ibs Masonry Data Added Force Req'd = 0.0 Ibs OK pm psi= Fs psi= ....for 1.5: 1 Stability = 0.0 Ibs OK Solid Grouting = Footing Design Results - speciai inspeccion = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 3,815 0 psf Equiv.Solid Thick. _ Mu':Upward = 2,465 0 ft�t Masonry Block Type= Normal Weight Mu':Downward = 539 3,132 ft� Concrete Data Mu: Design = 1,926 3,132ft-# fc psi= 3,000.0 Adual 1-WayShear = 11.11 28.02 psi FY psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi p�her Acceptable Sizes 8 Spacings Toe Reinforcing = #5@ 14.25 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #5@ 11.00 in Heel:#4�15.25 in,#5@ 23.50 in,#6@ 33.25 in,#7@ 45.25 in,#8@ 4825 in,#9�4 Key Reinforcing = None Spec'd Key: No key defined � Title: Job# Dsgnr: Date: 11:35AM, 22 MAR 05 Description: Scope: �r/) ti� Rev: 560100 User:KW-060365,Ver5.6.1,25-Oct-2002 Cantilevered Retaining Wai1 Design Page 2 (c)1983-2002 ENERCALC Engineering Software Description Summary of Overturning 8�Resisting Forces 8� Moments T _ _ . nr w_�.� .� ,. ._ .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,607.2 3.19 5,134.1 Soil Over Heel = 1,480.4 2.71 4,OQ9.5 Toe Active Pressure = Sloped Soil Over Heei = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= G.00 Load Q Stem Above Soil= Soil Over Toe = 412.5 0.63 257.8 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 821.7 1.58 1,301.0 Total = 1,607.2 O.T.M. = 5,134.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 1.58 Footing Weight = 568.7 1.75 995.3 VeRical Loads used for Soil Pressure= 3,731.3 Ibs Key Weight = Vert.Component = 447.9 3.50 1,567.8 Vertical component of active pressure used for soil pressure Totai= 3,731.3 Ibs R.M.= 8,131.3 Title: Job# Dsgnr: Date: 11:31AM, 22 MAR 05 Description: Scope: Rev: 560100 User:KW-060365,Ver5.6.1,25-Oct-2002 Cantilevered R�taining Wail Design Page 1 (c)1983-2002 ENERCALC Engineering Software Description 1 ��'� '° I Criteria >> Soil Data � Footing Strengths 8� Dimensions .; . : _ .: -- -.a�....� Retained Height - 10.50 ft ry Allow Soil Bearing � = 6,000.0 psf Pc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure 35.0 Toe Width = 1.75 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 - Heel Width - 2.50 Height of Soil over Toe = 36.00 in Passive Pressure = 300.0 Total Footing Width = �S Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in Footing��Soil Friction = 0.500 _ Key Width - 0.00 in lNind on Stem = �.Q psf Soi!heigh!to;gnore _ for passive pressure = 0.00 in Key Depth _ 0.00 in Key Distance from Toe - 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Design Summary � Stem Construction � Top Stem � Stem OK Total Bearing Load = 4,993 Ibs Design height ft= 0.00 ...resuttant ecc. = 13.72 in Wall Material Above"HY' = Concrete Soil Pressure @ Toe = 3,389 psf OK Thickness = 8.00 Soil Pressure @ Heel = 0 psf OK Rebar Size _ # 5 6,000 p Rebar Spacing _ 7.00 Allowable = sf Rebar Placed at - Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 4,132 psf �/Fg+fa/Fa = ��$$$ ACI Factored @ Heel = 0 psf Total Force @ Section Ibs= 3,279.9 Footing Shear @ Toe = 27.9 psi OK Moment....Actual ft�= 11,479.8 Footing Shear @ Heel = 43.6 psi OK Moment.....Allowable = 12,925.3 . Allowable = 93.1 psi Shear.....Actual psi= 46.1 Wall Stability Ratios Shear.....Allowable psi= 93.1 Overtuming = 1.55 OK Sliding = 2.12 OK Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht.��= 8.47 Lateral Sliding Force = 2,314.4 Ibs Wall Weight = 96.7 less 100%Passive Forc� - 2,400.0 Ibs Rebar Depth 'd' in= 5.93 less 100%Friction Force= - 2,496.3 Ibs Masonry Data pS�_ Added Force Req'd = 0.0 Ibs OK Fs psi= ....for 1.5: 1 Stability = 0.0 Ibs OK Solid Grouting = � Footing Design Results Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 4,132 0 psf Equiv.Solid Thick. _ Mu':Upward = 5,074 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 1,029 5,081 ft-# Concrete Data Mu: Design = 4,045 5,081 ft-# Fc psi= 3,000.0 Actual 1-Way Shear = 27.88 43.59 psi FY psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi p�er Acceptable Sizes 8 Spacings Toe Reinforcing = #5@ 14.25 in Toe: #4@ 17.00 in,#5@ 26.25 in,#6@ 37.00 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = #5@ 11.D0 in Heel:#4(c�13.50 in,#5@ 20.75 in,#6@ 29.50 in,#7@ 40.25 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Title: Job# Dsgnr: Date: 11:31AM, 22 MAR 05 Description: Scope: Rev: 560100 User.KW-060365,Ver5.6.1,25-Oct-2002 Can#ilevered Retaining V�all Design Page 2 (c)1983-2002 ENERCALC Engineering Sofiware Description Summa of Overturnin 8�Resisting Forces 8� Moments , _ :,.A.}�a , -.� m;z .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft� Heel Active Pressure = 2,314.4 3.83 8,871.8 Soil Over Heel = 2,117.5 3.33 7,058.3 Toe Active Pressure = S�oped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axiat Dead Load an Stem= O.GO Load @ Stem Above Soil= Soil Over Toe = 577.5 0.88 505.3 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,015.0 2.08 2,114.6 Totaf = 2,314.4 O.T.M. = 8,871.8 Earth @ Stem Transitions= Resisting/Overtuming Ratio = 1.55 Footing Weight = 637.5 2.13 1,354.7 Vertical Loads used for Soil Pressure= 4,992.5 Ibs Key Weight = Vert.Component = 645.0 4.25 2,741.4 Vertical component of active pressure used for soil pressure Total= 4,992.5 Ibs R.M.= 13,774.3 Title: � Job# Dsgnr: Date: 1129AM, 22 MAR 05 Description: Scope: � Rev: 560100 Page l ' User:KW-060365,Ver5.6.1,25-Oct-2002 Cantilsveres� R�taining �'llall �esign j (c)1983-2002 ENERCALC Engineering Software Description � �% � �� Criteria ;� Soi! Data � Footing Strengths & Dimensions � _ . ,..,: ,_ .._:, , ��; � :,_m�._R._� t-.w..� .��___:� . ._ Retained Height - 12.50 ft Allow Soil Bearing = 6,000.0 psf Pc = 3,000 psi Fy = 60,OQ0 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min.As% - 0.0014 Heel Active Pressure 35.0 Toe Width = 2.50 ft Slope Behind Wall = 0.00: 1 Toe Active P�essure = 0.0 - Heel Width - 3.25 Height of Soil over Toe = 36.00 in Passive Pressure = 300.0 Total Footing Width = -�.75- Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 15.00 in Footing��Soil Friction = 0.500 _ Wind on Stem = 0.0 p�f Scil he+gh!to i5nors Key Width _ 0.00 in for passive pressure = 0.00 in Key Depth _ 0.00 in Key Distance from Toe - 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Design Summary '� � Stem Construction � ToP stem --_� - Stem OK Total Bearing Load = 7,586 Ibs � Design height ft= 0.00 ...resultant ecc. = 13.10 in Wall Material Above"HY' = Concrete Soil Pressure @ Toe = 2,836 psf OK Thickness = 8.00 Soil Pressure @ Heel = 0 psf OK Rebar Size _ # 6 6,000 Rebar Spacing 6.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Atlowable Design Data ACI Factored @ Toe = 3,487 psf ��Fg+fa/Fa = o.sss ACI Factored @ Heel = 0 psf Total Force @ Section Ibs= 4,648.4 Footing Shear @ Toe = 25.3 psi OK Moment....Actual ft�k= 19,368.5 Footing Shear @ Heel = 52.3 psi OK Moment.....Allowable = 20,045.9 � Allowable = 93.1 psi Shear....,Actual psi= 65.4 Wall Stability Ratios Shear.....Allowable psi= 93.1 Overturning 1.89 OK Sliding = 1.97 OK Bar Develop ABOVE Ht. in= 25.63 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht.��= 11.03 Lateral Sliding Force = 3,308.61bs Wall Weight = 96.7 less 100%Passive Forc� - 2,709•4�bs Rebar Depth 'd' in= 5.93 less 100%Friction Force= - 3,792.8 Ibs Masonry Data Added Force Req'd = 0.0 Ibs OK fm psi= Fs psi= ....for 1.5:1 Stability = 0.0 Ibs OK Solid Grouting = Footing Design Results speciai inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 3,487 0 psf Equiv.Solid Thick. _ Mu':Upward = 9,200 0 ft� Masonry Block Type= Normal Weight Mu':Downward = 2,264 11,349 ft� Concrete Data Mu: Design = 6,936 11,349 ft-# p� psi= 3,000.0 Actual 1-Way Shear = 25.25 52.31 psi FY psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi pmer Acceptable Sizes 8 Spacings Toe Reinforcing = #5@ 14.25 in Toe: #4@ 12.50 in,#5@ 19.50 in,#6@ 27.50 in,#7@ 37.50 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = #5@ 11.00 in Heel:#4@ 8.25 in,#5@ 12.75 in,#6@ 18.00 in,#7@ 24.25 in,#8@ 32.00 in,#9@ 40 Key Reinforcing = None Spec'd Key: No key defined Title: Job# Dsgnr: Date: 11:29AM, 22 MAR 05 Description: Scope: � � Rev: 560100 Page 2 � User:KW-060365,Ver5.6.1,25-Oct-2002 Cantilevered Retaini�g Wall Design � (c)1983-2002 ENERCALC Engineering Software Description Summa of Overturning & Resistin Forces 8�Moments � . : _,._ -,�.- n . .� . .....OVERTURNIivG..... .....RESiSTitJG..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 3,308.6 4.58 15,164.4 Soil Over Heel = 3,552.1 4.46 15,836.4 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heei = Adjacent Footing Load = Adjacent Footing Load = � Added Lateral Load = Axial Dead Load on Stem= L.00 Load @ Stem Above Soil= Soil Over Toe = 825.0 1.25 1,031.3 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,208.3 2.83 3,423.6 Total = 3,308.6 O.T.M. = 15,164.4 Earth @ Stem Transitions= Resisting/Overturning Ratio = 1.89 Footing Weight = 1,078.1 2.88 3,099.6 Ve�tical Loads used for Soil Pressure= 7,585.7 Ibs Key Weight = Vert.Component = 922.1 5.75 5,302.2 Vertical component of active pressure used for soil pressure Total= 7,585.7 Ibs R.M.= 28,693.0 Title: Job# Dsgnr: Date: 5:10PM, 22 MAR 05 Description: S�o�: �1 Re�: 5so,00 , User:KW-06D365,Ver5.6.1,25-Od-2002 Cantilevered Retaining Waii Desig� Page 1 � (c)1983-2002 ENERCALC Engineering Software Description ��� /� �� / Criteria � Soil Data ' Footing Strengths 8� Dimensions � _��_��.�..��. _._ - � .:...�.� . ,...:...�� �,.__s.._'4.'z...�..� , g,_._ ...- .{ . ..,__� . Retained Height - 14.50 ft Allow Soil Bearing = 6,000.0 psf Pc = 4,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure 35.0 Toe Width = 2.75 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 - Heel Width - 3.50 Height of Soil over Toe = 36.00 in Passive Pressure = 300.0 Total Footing Width = ��5- Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 15.00 in Footins11Soil Friction = 0.500 Key Width = 0.00 in Wind on Stem = 4.0 psf Soil heighf to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Design Summary Stem Construction � Top Stem � Stem OK Total Bearing Load = 9,355 Ibs Design height ft= 0.00 ...resultant ecc. = 16.55 in Wall Material Above"HY' = Concrete Soil Pressure @ Toe = 3,572 psf OK Thickness = 10.p0 Soil Pressure @ Heel = 0 psf OK Rebar Size _ # 7 6,000 Rebar Spacing 7.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 4,354 psf fp/Fg+fa/Fa = 0.997 ACI Factored @ Heel = 0 psf Total Force @ Section Ibs= 6,254.9 footing Shear @ Toe = 37.5 psi OK Moment....Actual ft-#= 30,232.2 Footing Shear @ Heel = 63.1 psi OK Moment.....Allowable = 30,322.1 Allowable = 107.5 psi Shear.....Actual psi= 68.9 Wall Stability Ratias Overturning = 1.72 OK Shear.....Allowable psi= 93.1 Sliding = 1.70 OK Bar Develop ABOVE Ht. in= 37.38 Sliding Calcs (Vertical Component Used) Bar LaplHook BELOW Ht. ��= 11.57 Lateral Sliding Force = 4,341.1 Ibs Wall Weight = 120.8 less 100%Passive Forc� - 2,709•4 Ibs Rebar Depth 'd' in= 7.56 less 100%Friction Force= - 4,677.5 Ibs Masonry Data Added Force Req'd = 0.0 Ibs OK f m psi= Fs psi= ....for 1.5: 1 Stability = 0.0 Ibs OK Solid Grouting = Footing Design Results � Special Inspection = - Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 4,354 0 psf Equiv.Solid Thick. _ Mu':Upward = 13,583 0 ft� Masonry Block Type= Normal Weight Mu';Downward = 2,740 14,358 ft� Concrete Data Mu: Design = 10,844 14,358 ft-# pc psi= 3,000.0 Actual 1-Way Shear = 37.46 63.13 psi FY psi= 60,000.0 Aliow 1-Way Shear = 107.52 107.52 psi Other Acceptable Sizes 8 Spacings Tce Reinforcing = #5@ 16.50 in Toe: #4�8.50 in,#5@ 13.25 in,#6@ 18.75 in,#7@ 25.50 in,#8Q 33.75 in,#9@ 42 Heel Reinforcing = #5@ 10.00 in Heel:#4@ 6.50 in,#5@ 10.00 in,#6@ 14.25 in,#7@ 19.25 in,#8�25.25 in,#9@ 32 Key Reinforcing = None Spec'd Key: No key defined Title: Job# Dsgnr: Date: 5:10PM, 22 MAR 05 Description: Scope: ��1� Rev: ssoioo Page 2 User:KW-060365,Ver5.6.1,25-Oct-2002 Cantiievered Retaining li�a11 Design i (c)1983-2002 ENERCALC Engineering Software Description , Summary of Overturning & Resistin Forces 8� Mornents � _ �...:--�- ,..�..:. . .....OVERTURNING..... .....RESISTiNG..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 4,341.1 5.25 22,790.7 Soil Over Heel = 4,253.3 4.92 20,912.2 Toe Active Pressure = Sloped Soil Over Fleel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Lcad = Adjacent Footing Load = Added Latsra!Load = Axiai Dead Loa�+cr 8tem= �.0� Load @ Stem Above Soil= Soil Over Toe = 907.5 1.38 1,247.8 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,812.5 3.17 5,739.6 Total = 4,341.1 O.T.M. = 22,790.7 Earth @ Stem Transitions= Resisting/Overturning Ratio = 1.72 Footing Weight = 1,171.9 3.13 3,662.1 VeRical Loads used for Soil Pressure= 9,355.1 Ibs Key Weight = Vert.Component = 1,209.9 6.25 7,561.8 Vertical component of active pressure used for soil pressure Total= 9,355.1 Ibs R.M= 39,123.5 Title: Job# Dsgnr: Date: 5:13PM, 22 MAR 05 Description: S�o�: ,���3 Rev: 560100 Page 1 ' User:KW-060365,Ver5.6.1,25-Oct-2002 Can#iievered Retaining Wall Design i (c)1983-2002 ENERCALC Engineering Software Description , / . ( ('1� �� �Criteria � Soii Data � Footing Strengths 8�Dimensions ,., . . __ .. .. - _ ..,.- .;.�.�� - - Retained Height ° 16.50 ft Allow Soil Bearing = 6,000.0 psf fc = 0 4,000 psi Fy = 60,006 psi Wail height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As /o - 0.0014 Heel Active Pressure 35.0 Toe Width = 2.75 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 = Heel Width 4.00 Height of Soil over Toe = 36.00 in Passive Pressure = 300.0 Total Footing Width = -8.7� Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 15.00 in Footing��Soil Friction = 0.500 _ �Nind on Stem = 0.0 psf Soil height to�gnore Key Width _ 0.00 in for passive pressure = 0.00 in Key Depth _ 0.00 in Key Distance from Toe - 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Design Summary � Stem Construction ;� Top Stem �-=_� Stem OK Total Bearing Load = 11,620 Ibs Design height y ft= d.00 ...resu�tant ecc. = 19.98 in Wall Material Above"HY' = Concrete Soil Pressure @ Toe = 4,531 psf OK Thickness = 12.00 Soil Pressure @ Heel = 0 psf OK Rebar Size - # 7 6,000 Rebar Spacing 6.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 5,504 psf ��Fg+fa/Fa = 0.951 ACI Factored @ Heel = 0 psf Total Force @ Section Ibs= 8,099.4 Footing Shear @ Toe = 49.6 psi OK Moment....Actual ft-#= 44,546.9 Footing Shear @ Heel = 79.9 psi OK Moment.....Allowable = 46,858.5 Al�owable = 107.5 psi Shear.....Actual psi= 70.6 Wall Stability Ratios Shear.....Allowable psi= 107.5 Overturning = 1.61 OK Sliding = 1.55 OK Bar Develop ABOVE Ht. in= 32.37 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht ��= 10.98 L.ateral Sliding Force = 5,513.6 Ibs Wall Weight = 145.0 less 100%Passive Forc� - 2,709.4 Ibs Rebar Depth 'd' in= 9.56 less 100%Friction Force= - 5,809.9 Ibs Masonry Data Added Force Req'd = 0.0 Ibs OK fm psi= Fs psi= ....for 1.5:1 Stability = 0.0 Ibs OK Solid Grouting = Footing Design Results speciai inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 5,504 0 psf Equiv.Solid Thick. _ Mu':Upward = 17,093 0 ft�k Masonry Block Type= Normal Weight Mu':Downward = 2,740 20,453 ft-# Concrete Data Mu: Design = 14,354 20,453 ft� pc psi= 4,000.0 Actual 1-Way Shear = 49.57 79.88 psi FY psi= 60,000.0 Allow 1-Way Shear = 107.52 107.52 psi p�er Acceptable Slzes 8 Spacings Toe Reinforcing = #5@ 10.00 in Toe: #4@ 6.50 in,#5@ 10.00 in,#&@ 14.25 in,#7@ 19.25 in,#8@ 25.25 in,#9@ 32 Heel Reinforcing = #6@ 11.5d in Heel:#4@ 5.25 in,#5@ 8.25 in,#6@ 11.50 in,#7@ 15.75 in,#8@ 20.75 in,#9�26. Key Reinforcing = None Spec'd Key: No key defined Title: Job# Dsgnr: Date: 5:13PM, 22 MAR 05 Description: Scope: //��¢ r� G � Re�: sso�oo Page 2 ' ; User.KW-�0365,Ver5.6.1,25-Oct-2002 Cantilever�d Re�aining Wal9 Design � (cj1983-2002 ENERCALC Engineering Software Description � Summa of Overturnin S� Resistin� Forces 8�Moments � _ .�a. �. =r�:�-.�.� _ _ -.�. . _ _... . .....OVERTURNING..... .....RESiSTiNG..... �� Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 5,513.6 5.92 32,622.1 Soi!Over Heel = 5,445.0 5.25 28,586.3 Toe Active Pressure = Sloped Soii Over Heei = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Laterai Load = Axiai Dead Lcad cn Ster�= 3.00 Load @ Stem Above Soil= Soil Over Toe = 907.5 1.38 1,247.8 SeismicLoad = Surcharge Over Toe = Stem Weight(sj = 2,465.0 3.25 8,011.3 Tota! = 5,513.6 O.T.M. = 32,622.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 1.61 Footing Weight = 1,265.6 3.38 4,271.5 Vertical Loads used for Soil Pressure= 11,619.8 Ibs Key Weight = Vert.Component = 1,536.7 6.75 10,372.5 Vertical component of active pressure used for soil pressure Total= 11,619.8 Ibs R.M.= 52,489.3 Titie: Job# Dsgnr: Date: 5:15PM, 22 MAR 05 Description: Scope: ����/ Rev: 560100 ' Usec KW-060365,Ver5.6.1,25-Oct-2002 Cant�l�vered Retaining Wall Desigra Page 1 (c)1983-2002 ENERCALC Engineering Software Description � �.�� ,a Criteria y Soil Data � Footing Strengths 8� Dimensions � �- - � � Retained Height ° 18.50 ft. Allow Soil Bearing ��� = 6,000.0�psf fc = 4,000 psi Fy 60 000 psi Wall height above soil = 0.50 ft Equivalent Ffuid Pressure Method Min.As% = 0.0014 Heel Active Pressure 35.0 Toe Width = 3.25 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 - Heel Width - 5.00 Height of Soil over Toe = 36.00 in Passive Pressure = 300.0 Total Footing Width = �3� Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 16.00 in Footing�{Soii Friction = 0.500 �1�lin�on Stem = Q.0 psf So�l heigh!to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth _ 0.00 in Key Distance from Toe - 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Design Summary '� , Stem Construction � Top stem - �-� -- - Stem OK Total Bearing Load = 15,656 Ibs Design height ft= 0.00 ...resuftant ecc. = 18.39 in Wall Material Above"HY' = Concrete Soil Pressure @ Toe = 4,025 psf OK Thick�ess = 14.00 Soii Pressure @ Heel = 0 psf OK Rebar Size _ # 7 6,000 Rebar Spacing 5.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 4,945 psf ��Fg+fa/Fa = 0.923 ACI Factored @ Heel = 0 psf Total Force @ Section Ibs= 10,181.9 Footing Shear @ Toe = 51.5 psi OK Nloment....Actual ft�= 62,788.6 Footing Shear @ iieel = 101.7 psi OK Moment.....Allowable = 68,043.2 Allowable = 107.5 psi Shear.....Actual psi= 73.4 Walt Stability Ratios Shear.....Allowable psi= 107.5 Overtuming = 1.89 OK Sliding = 1.55 OK Bar Develop ABOVE Ht. in= 32.37 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht.�n= 10.63 Lateral Sliding Force = 6,883.8 Ibs Wall Weight = 169.2 less 100°/a Passive Forc� - 2,816.7 Ibs Rebar�epth 'd' in= 11.56 less 100%Friction Force= - 7,828.0 Ibs M�arsonry Data pS'_ Added Force Req'd = 0.0 Ibs OK Fs psi= ....for 1.5: 1 Stability = 0.0 Ibs OK Solid Grouting = Footing Design Results Special Inspection = - Modular Ratio'n' Toe Hee1 ShoR Term Factor = Factored Pressure = 4,945 0 psf Equiv.Solid Thick. _ Mu':Upward = 22,479 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 3,919 35,492 ft-# Concrete Data Mu: Design = 18,560 35,492 ft� pc psi= 4,000.0 Actual 1-Way Shear = 51.54 101.71 psi FY psi= 60,000.0 Allow 1-Way Shear = 107.52 107.52 psi Other Acceptable Slzes�Spacings Toe Reinforcing = #5@ 8.50 in Toe: #4@ 5.50 in,#5@ 8.50 in,#6@ 12.00 in,#7@ 16.25 in,#8@ 21.25 in,#9@ 27. Heel Reinforang = #6@ 8.25 in Heel:#4@ 3.75 in,#5@ 5.75 in,#6@ 8.25 in,#7(a�11.00 in,#8(�D 14.50 in,#9@ 18.5 Key Reinforcing = None Spec'd Key: No key defined Title: Job# Dsgnr: Date: 5:15PM, 22 MAR 05 Description: Scope: �V! Rev: 560100 Page 2 ' : User KW-060365,Ver5.6.1,25-Oct-2002 Cantilevered Retaining Wat! Design j (c)1983-2002 ENERCALC Engineering Software Description Summa of Overturning � Resisting Forces& Moments � .....OVERTURNING..... .....RE�ISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 6,883.8 6.61 45,509.7 Soil Over Heel = 7,800.8 6.33 49,405.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Laterai Load = Axial Qead Load on Stem= O.L� Load @ StemAbove Soil= Soil OverToe = 1,072.5 1.63 1,742.8 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 3,214.2 3.83 12,321.0 Total = 6,883.8 O.T.M. = 45,509.7 Earth @ Stem Transitions= Resisting/Overturning Ratio = 1.89 Footing Weight = 1,650.0 4.13 6,806.2 Vertical Loads used for Soil Pressure= 15,656.0 Ibs Key Weight . _ VeR.Component = 1,918.6 8.25 15,828.1 Vertical component of active pressure used for soil pressure Total= 15,656.0 Ibs R.M.= 86,103.4 ;, '� { .�..� - � ��.a'�.,$ .�E�.i `� 's�°�''' J� JOB ��"'��,o.� ;�?�-e"Y x�f � � � F Monroe & Newell 3 � Engineers, II1C. SHEET NO. 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GLL'S. :1 �s='=- DATE 3'�IOS �I�ELEPHCN�E MfSSAGE � Cl)NFF,R6NCE � FILF INF(NtMA'TICNJ � BY RD`I SHEET � OF �? c�an,��oa_. �izs - m��o.�A (v�c.evQZ C-A�E- �iR� 3c�oe�'m oF ovts►ae A-,2 ►s svPP�1� ro 'rH�ts corr.2.�tb2,wr+�c1� ►s -r►i� oNl�`t' c,�!�tEZ-t�c�� TD -CN'E C�(�11�G 1*� PtQc�A. 3� �n wit.�. �e5Su2�}� �� Co2R.��D e.. �siNe� -itl�c f-�QE O�LS o� A1..� e�►.rE��'►�lS -�a -rrhS �oP-(LIPo� rr wu.L �k2-t hs �(- PQ�SSu2�� v�-fiBU�-E P�1.o��Z'T�hc(r T►t� RE`m�4�M�- OF 'TN� 6vit�i�IG: » CATOR,RUMA�7 ASSOCIATFS, CO. '�� ����� CONSU(.TING MECHANICAL./ELECTRICAL E:NGINEERS .. PRO�ECT TF� A�Q_naaQ�� /+T��►!L Ga�,.s �OB NO. ?AU,S-� SUB�E�T C-�AQA��F �S�/IL'E R�S CJIZQ. . �=-�=�'�% DATE ��� TFLEPHUNE MESSAGh' � CCNJFkiKENCF � FII.E INPOItA1A"fION � �Y �� SHEET 3 OF � .3Pru.2omn•) _c•,�F e���2 m►���� 141�tJ-Z S��l�nJlr 'r►i�ls SP�t� IS Ar o�O�A'� �'� vA/I-r �-al �oct-I�S in! Co�lJtaJ'L'[�oU w�-rµ A-�—Z 'Tb ti.�'Ma�E ��Fito,� -rtl'L� 3P�'1�' �i� P+.o,�v �oNC7�iNa s?�iw.�s �!N AkJ=Z- /�+�P'�EF-L? -.w,�� $�.,�3� �v �o N�o� -ct�, V ft'� oti F�-zi � keE? -rrt�. �NF e�w-r� uNtt.� -� �v� � � 2.r^F�cL-To � ►n�G..vo� 6t.EViSEf� CenC-72oc.. �FNe.�' � EF??. f : . SECTION 15975 �� ��('� SEQUENCE OF OPERATION 1. The supply fan(s)shall run continuously with automatic start/stop capability from the DDC/local panel controlling system,and have local hand-off-auto override switches at the DDC/local panei for manual operation. Red indicating pilot light at the DDC/local panel will indicate the run status of the fan. Fan differential pressure switch will be used for proof of status of the fan. 2. The heating coil shall be controlled by the DDC/local panel to maintain a coil discharge temperature as scheduled on the drawings. The preheat coil recirculating pump will only run when outside air temperature is below 55°F(adjustable). Hand-off-auto switches at the DDC/local panel will provide manual override of the pump if needed. Red indicating pilot light at the DDC/local will indicate the run status of the pump. 3. The supply fan shall be controlled by a VFD and shall receive a signal from the boiler control panels. As each boiler is enabled to fire the supply fan shall speed up to provide more combustion air. 4. A space sensor shall also speed up the supply fan to increase airflow beyond that required for combustion air to maintain space set point. Relief shall be via barometric relief dampers. The space sensor shall also control the adiabatic cooling section in the unit. 3.5 EXHAUST FANS: A. EF-1 through 4: Garage exhaust air fan(s)shall run based on a signal from a carbon monoxide sensor system located throughout the garage. The parking garage overhead door shall be interlocked to open whenever any of the fans are called to start. The door shall close when the fans are called to stop. B, EF-5: Loading dock exhaust fan shall run on a VFD. Normal operation shall be 30%capacity to provide minimum ventilation in the parking garage and exhaust over the dumpster. Carbon monoxide sensors located throughout the loading dock will bring the fan up to 100%capacity on detection of CO. C. EF-6 through EF-13: Kitchen grease and dishwasher exhaust fans shall operate through a schedule , programmed through the DDC. Each fan shall be interlocked with iYs respective makeup air unit. D. EF-14 through EF-26,EF-35,36: The toilet exhaust fans shall run continuously. Start/stop shall be through the DDC and fan status shall be monitored via a current switch. Each toilet exhaust fan on the roof shall have a variable frequency drive and static pressure sensor mounted in the main exhaust shaft. The sensor shall modulate the VFD to maintain-0.1"S.P.(adj.)in the shaft. E. EF-26: The spa exhaust fan shall start/stop through the DDC based on a schedule that coincides with the spa makeup air unit. The fan shall be interlocked with the MAU. Fan status shall be monitored via a current switch. � �. EF-27: Air flow measuring stations instailed on the supply fan of AHU-2 and EF-27 will monitor the sir flow rates of each fan. The DDC controls shall modulate the VFD on EF-27 to maintain a 2000 CFM offset(adj.)between the supply and exhaust air flow rates to keep the conference center under positive pressure. Fan status shall be monitored via a cunent switch. G. EF-28 and EF-30: The chiller room and ice rink exhaust fans shall be controlled by space sensors that control the fans to maintain set point. Refrigerant sensors located in each space wil)over-ride their respective fans to run in the event of a refrigerant leak. Current sensors shall monitor fan status. H. EF-31: Dryer booster fans shall operate via a flow switch mounted in the exhaust duct. The fans are not connected to the DDC system. 3.6 PARKING GARAGE EXHAUST A. Exhaust fans EF-1,2,and 3 have soft start motors. Ef-4 has a variable frequency drive. Sequence Of Operation 15975-6 The ArraBelle at Vail Square Vail,Colorado 15 February 2005 -Foa �z�tL�) E�nz SECTION 15851 AIR HANDLING FANS 1. Procedures and schedules related to start-up and shutdown,troubleshooting,servicing, preventative maintenance,and how to obtain replacement parts. 2. Familiarization with contents of Operating and Maintenance Manuals specified in Division 1 Section"Project Closeout"and Division 15 Section"Basic Mechanical Requirements." B. Schedule training with at least 7 da s'advance notice. C. T'he outlet termination of all grease fans serving type I hoods shall be no less than 10 feet horizontally from any part of the building and air intake openings. The outlets shall also discharge no less than 40 � ' ches above the roof surface. END OF SECTION 15851 Air Handling Fans 15851 -14 The ArraBelie at Vail Square Vail,Colorado 15 February 2005 '�2 izy. �9� SECTION 15891 METAL DUCTWORK b. Use UL listed fire rated access doors in shaft wall enclosures. See Section 15050. F. Grease duct bracing and supports shall be of noncombustible material securely attached to the structure � and designed to carry gravity and seismic loads with the stess limitations of the International Building Code. Bolts,screws,rivets and other mechanical fasteners shall not penetrate duct walls. 3.6 EQUIPMENT CONNECTIONS: A. General: Connect metal ductwork to equipment as indicated,provide flexible connection for each ductwork connection to equipment mounted on vibration isolators,and/or equipment containing rotating machinery. Provide access doors where required for service,maintenance and inspection of ductwork accessories. See section 15910. 3.7 ADJUSTING AND CLEANING: A. Clean ductwork intemally,unit by unit as it is installed,of dust and debris. Clean external surfaces of foreign substances. Where ductwork is to be painted clean and prepare surface for painting. B. Protection: 1. Store duct a minimum of 4"above ground or floor to avoid damage from weather or spills. 2. Cover all stored ducts to protect from moisture or debris. 3. Cover all ends of installed ductwork at the end of each workday or when dust and debris producing construction(such as fire proofmg,drywall,sanding,or core drilling)is occurring. C. Ductwork contaminated or damaged above"shop"or"mill"conditions shall be cleaned,repaired or replaced to the Engineer's satisfaction. • 1. Ductliner pre-installed in stored duct which has become wet may be installed if first allowed to completely dry out. 2. Ductliner in installed ductwork which has become wet must be completely removed and replaced. 3. Torn ductliner may be repaired by coating with adhesive if damage is minor and isolated. Extensively damaged liner shall be replaced back to a straight cut joint. D. Balancing: Refer to Division-15 section"Testing,Adjusting,and Balancing"for air distribution balancing of inetal ductwork;not work of this section. Seal any leaks in ductwork that become apparent in balancing process. END OF SECTION 15891 Metal Ductwork 15891-11 The ArraBelle at Vail Square Vail,Colorado 15 February 2005 ___� CA�I�R,RUMA �1 �S50CIATES,CO. Fo R- �33 �b� � ;���i1�ti11111Ni',111:i�11:\Vli..'�; F!I t-i-F.'I�:U h�•h��l^ll 1.6:'-; i�kc,if c ! _._ ��1(�—_-- Ic:>Is�v0 5uis�rc-r�t� i��wt U?b1_�__ li�\II �� ��_ 'll�� ��„:� h1i ..,„i ❑ t.,•.ir��=., ❑ fli� I�i�,.,,,�,.;,.,, � �„ D�-y s��, E � �' ��� a As F�22A� 1 S"- i 99 I�c�c.- �z3 f��� �f— - �-� C� B� � � � (a) 3 3 0 -�-a,� G����s �.. Re��-- ��a�. Q = I oo-� �� CI��I(e,� I�.�s c�s-o Ib �...� Cl�. (� - �uo '300 = �3loob CcYn�l 3. ��c Ve,ti�l� - o.�' c�'rn./s� _ o,s (i 33Y S-�) _ � �� ��,,, � ����. N��- [��Q C��Il�- ��.� �.se.�.� - �,�� •2 � �.3� ►���- P�� �- ������►: • `� Pu�►�c@ S"a l-�$ e� a�o Q= �s�(� • t+P/_ s a S�s , _o'� � � 3as�o � �53 o S o 81�t cP� = _ y�Dac �M �-� ' q°-$°) Usz �doo c-� -�� CATOR,RUMA �j ASSOCIAI�ES,C0. �R ���b' t'i.?��tiill:il^Ji;,111�,11.\`;b�;1! Ill�s";��I�'^,I I'•.•,��I'{I.�.b.`; I'Rl�!Il l l �r�0.���__ _ Il)R(�l� tilltill l (�C��K- Vt��� • w1 IJ,�II.--� I�7��� - fiitr;i„�,i h,�,.,:.�,i � i-,,,ai�fr�._ � I,;� I>,���e�,v.i� ❑ lil'_ (1 t�v til IEI-I' dV _. t)I � AsN�2� i� - �94� I�C�c � �i222� �e�'�ca�a►,.� — S�e--`� �""� q 1 _ �ow .s���k�., Pro��I�; l;�. R • Iv`��K;C.aJ� v�Q.�,l a.�,;„... �� � C� = 10o x G°'� �e�', S�3�.� ��s l oo (t �� e� a(^ (� = �00 (1 00) - (000 C�m -_�'� ks+2 lSOO C./++� . c►�� M�v� V�e�--�;l�-�. � 0•s���s� n ���05� = 1� �� d►a ih ti�i.) SQa�t hea-(- Ia�Q. = `f7� aoe �1...�.. � �s�►� Unu�,C��� ��° A-��r- : � �7o�v � c = �.�(40-8a�= �o0o c �Wi�� � � � �CU � �►ti.�� �o� l�-ea�- La� ^ �cu. Shac.u� o.n rv�llo Zl7 SECTION 15440 �'fle- P�{ PLUMBING FIXTURES 3.05 ADJUSTING: A. Adjust water pressure at drinking fountains,faucets,shower valves,and flush valves to provide proper flow and stream. B. Replace washers of leaking or dripping faucets and stops. C. Clean fixtures,trim,and strainers using manufacturer's recommended cleaning methods and materials. 3.06 CLEANING: A. Clean fixtures,trim,and strainers using manufacturer's recommended cleaning methods and materials. 3.07 PROTECTION: A. Provide pmtective covering for installed fixhues,water coolers,and trim. B. Do not allow use of fixtures for temporary facilities unless expressly approved in writing by the Owner. 3.08 MOLJNTING HEIGHTS SCHEDULE: A. Fixture mounting height and rough-in dimensions shall be as indicated on the azchitectural drawings and specifications. 3.09 WATER CONSERVATION: All plumbing fixtures shall be of water conservative design. Provide as a minimum devices to restrict water flow as follows: 1. Lavatory 1/2 gpm � . � 2. Sink 2.2 gpm 3. Mop Sink 1.6 gpm hot and 1.6 gpm cold 4. Water Closets(flush valve) 1.6 gallons per flush 5. Urinals(siphon jet) 1 gallon per flush 6. Showers Heads 2.50 gpm 7. Water Closet(tank type) 1.6 gallons per flush Flow control devices shall maintain flow rate shown regardless of inlet pressure. END OF SECTION 15440 Plumbing Fixtures 15440-10 The ArraBelle at Vail Square Vail,Colorado 15 February 2005 P:\PROJECTS\2003\2003-237 VAIL UONSHEAD CORE REDEVELOPIAENT�CAD\DDS\MECH\P-AISI.DWG _ AISK-01 � � � o � � `�'ti ny b�� d � � Q' � � � �O-� � ° sy� s Q � x o y �, o a O � �.� w '» � y A O � � � :° � o� C O A.C1 CD � � �. �.� �o ,..� � .--��"'! �� y d �� � C) � ` � � O� y � � (� �� `C � � � � ���� . ����� � �� � DESIG. MFR. SERVICE MUA-1 TRANE WEST CONDOS MUA-2 TRANE EAST O LOWER MUA-3 TRANE HOTEL KITCHEN P MUA-d TRANE HOTEL KITCHEN MUA-5 TRANE SE KRCHEN MUA-6 TRANE SE RETAIL MUA-7 TRANE NE RETAIL MUA-B TRANE NW RETAIL MUA-9 TRANE BOILER ,ROOM MUA-10 TRANE KITCHEN AHU-1 TRANE SPA AHU-2 TRANE BALLROOM AIR HA FAN DATA CFM CFM TSP ESP NO. FAN VIBRATION FACE MODEL TOTAL O.A. IN.W.C. IN.W.C. FAN WHEEL RPM MIN. ISOLATOR SERVICE AREA AT 8150' AT 8150' AT S.L. AT S.L. WHEELS DIA.TYPE HP TYPE SF HEATING 12,000 12,000 3" 25 COOLING HEATING 12,000 12,000 3" 25 HEATING Q 20000 20000 4" 30 COOLING HEATING 15,000 15,000 3" 15 COOLING 10,000 10,000 3" 7 0 COOLING HEATING 10,000 10,000 3" 10 COOLING HEATING 10,000 10,000 3" 10 COOLING HEATING 10,000 10,000 3" �p COOLING HEATING 25,000 25,000 2" 2p COOLING HEATING 10,000 10,000 3" 25 COOLING HEATING 12,000 12,000 2" 10 O HEATING Q 20000 20000 2" 15 COOLING HEATING PROVIDE WET MEDIA HUMIDIFICATION ON ALL MAUS AND AHU.PROVIDE 4"MEDIA IN 48"BLANK CASING SECTION WITH SOFTENED COLD WATER LINE FROM WA MAU-2 THRU MAU-8 HAVE FLAT FILTER,HEATING COIL,ACCESS,COOLING COIL,SUPPLY FAN AND DISCHARGE PLENUM. MAU-9 IS SIMILAR TO MAU-2 THRU MAU-6,MINUS COOLING COIL. MAU-1 IS ROOFTOP UNIT WITH WEATHERIZED EXTERIOR AND PIPING VESTIBULE AROUND HEATING AND COOLING COILS TO HOUSE PIPING AND COIL PUMPS. 1 MAKEUP AIR UNITS SERVING KITCHEN SPACES SHALL PROVIDE AIRFLOW EQUAL TO THE AMOUNT EXHAUSTED. P: � � o � �ro tn d�w n� n n � n n � �R-� � °, o ^ o O 7d 0 9� o ° � n' d n � �,... e-, fD y A 0 � � r� � r* <�v° C o �� � � �'; �.� �� � d /~�� �"1 y rt V/�"'/ -� o ^ � � 0 0 � R � � '�% y C�D � � � � � � � .°'��l�L� . ����� � �� � N . TS\2003\2003-237 VAII UONSHEAD CORE REDEVELOPMENT\CAD\DOS\MECH\P-IAS7.DWG _ IASK-02 AIR HANDLING UNIT SCHEDULE FACE COIL SERVICE AREA FM A SF 8150' HEATING COOLING HEATING COIL DATA EVAPORATIVE COOLER DATA FILTE R d P EAT LAT PROPYLENE WATER NET SAT. AIR d P IN W.C. •F °F •F °F MBH GPM GLYCOL IN W.C. CELL FACE RECIRC EFF. IN W.C. PUMP TYPE AT S.L. DB WB OB WB % AT S.L. DEPTH AREA SF GPM % AT S.L. HP -19 - 110 - 2580 129 30 90 60 70 53 455 76 30 -19 - 110 - 2580 129 30 l�lw_�---������ -----__-__ " __-m 'm' m�' �'' " �����ama�o ,���������� �������i��m��� COOLING HEATING COOLING HEATING COOLING HEATING COOLING HEATING COOLING HEATING COOLING HEATING HEATING COOLING HEATING 90 60 55 48 303 51 -19 - 55 - 592 30 90 60 55 48 303 51 -19 - 55 - 592 30 90 60 55 48 303 51 -19 - 55 - 592 30 90 60 55 48 303 51 -19 - 55 - 1480 74 -19 - 55 - 1480 74 -19 - 110 - 1238 62 -19 - 55 - 1184 90 60 55 50 560 ATER LINE FROM WATER SOFTENER IN CENTRAL PLANT,AND CONTROLS. AND COIL PUMPS. 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 Fo2 : m21� „KL2 �3 C3> s,CK) � _. . PS�P�� P? � � MECHANICAL GENERAL NOTES: � 8 1. ALL NAlURAL GAS PRESSURE REGULATORS SHALL BE INSTN.LED IN AN ACCESSIBLE LOCA710N. � � 2 INDEPENDENILY VENT ALL PRESSURE REWUTORS REQUIRING VENTS OUTSIDE THE BUILDING. TH � REGUUTORS EQUIPPED AND LABEI.ED FOR UTIUU110N WITH VENT LJMITING DEVICES INSTALLED IN � ACCORDANCE WITH 1HE MANUFACTURER'S INSTRUC110NS DO NOT NEED VENT PIPING. � � i 3. ALL DUCTS PENE1RA71NG FlRE PARTI110N WALLS SEPARATING 1HE COND0611NIUI�IS/H07EL ROOMS AN � CORRIDORS SHALL BE CONSTRUC7ED OF S1EEL NO LESS THAN 0.019 INCH 1HIq(. i • s PLUMBING GENERAL NOTES: , z a �, NO AIR ADMITTANCE VALVES SHIILL BE USED ON 7HE PROJECT. DELEiE ALL REFERENCE TO 7HE � VALVES ON THE PLANS. � 2 INDIVIDUAL AND BRANqi VENTS WITH A OEVELOPEO LENGTIi MORE 7HAN 40 fEET SHALL BE � INCREASED ONE PIPE SIZE. � 3. PROVIDE A G.EANOUT AT 7HE FOOT VENT OF ALL ISLAND VENTING SYSTEMS. � 4. INDIRECT WASTES FROM BOILER REIJff VALVES SHALL lERMINAlE AT A FLOOR SINK WI7H AN AIR � AS REQUIRED BY THE INIERNAl10NAL PLUMBING CODE. � � 5. BRANCH PIPING TO FLOOR SINKS TFIAT REC4VE DISCHARGE FROA�I BOILER RELJff VALVES SHALL BE � DUCnLE CAST IRON. N I n g N n $ N F U � 6.' % a Archi�ea of Record The ArraBelle '4'�'� at Vail Square °�� N0' �SK03 � a��r,� �oot Denveq Colorado Owner/Developer �� P�MR � MEP Engineers MECHANICAL Vail Resorts DAIE: 03/24�OS� Cator,Ruma and Associates,co. Development Company � � B'�'� Denver,Colorado Avon,Colorado � � H� � � � ., � � :o. � ♦ � \������ `..�! �� ' ���� ., ,��``��\�� ,�:-'_�.:i[�Y-��-� % � '' ' ����1 �. •� 1 �s�:, :, : ��� � � "�� �� / � -- �- ____-- --- ■ � !%'��� � .�111,�11 -- � : �: ��:; ••` � p � ;;:�;;/�1 1111��11� .���.� -.- - � - ���'���i�. :�:�. s �,'�,��1���,� -- � � � _ ' �o'�i�- - e ��� . . Q����� Q ---�r=a�.� p � �� �.r,�s���::_ � L 1-�� 1 �T���� I� N[�r�:� I r o_.', �! 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Development Company �� �,, ��� Denvey Colorado Avon,Colondo 20 21 22 23 o � T � \ — M.6 � � � � \ DN \ � � // �� � � � � A � ua ) � T � A e� ��. 0/8 — —1 � . g t _ J 1��9i � A 2s�o N.2 � \ � o/� = o � �o � ai s 3 ff O 24/20 GREASE � 100 ^ 4�C o EXHAUST S-° X � • s � h C,� � Z W � � � —= P WJ Wi W I K \ � � \ � s � 4 �? �? � � � ; � � � - - � —i i- - - - i � � N 1 � � � � t) � O � Architect of Raord 4�� The ArraBelle � i,,o: MSK06 at Vail Square �— �mox�: r�»3a Denver,Cobndo Owntt/Developec �� �MR R� MEP Engineen (M«hanicafj Vail Resorts MTE �24�OS Catoz,Ruma and Associates,co. Development Company ��' � 8�'��'�� Drnver,Colorado Avon,Colondo � � B 6 7 g g "/" � U 26/20 1LT M � EXHAUST UP / TO EFlf�,SSE ING I / 26/24 GR / EXHAUST UP � / � � — — � EL 16 1 � • ^ � O �y STAIR E � DN � UP EXHAUST UE P � �Z � TO ff-6 � � � � A 00 ' L - - W ' 3 / �n 4 _ + $ / F5D m 9 N 4 � M ♦ i \ `. : 16 � � � — � N - � � � � g ' � � � � � � . \\ � � � � .. \ � . i � n N I rf � �f 8 � � U � K % a A.chi�ec[ofReco�d The ArraBelle 4�� at Vail Square °R"M""� "°: MSK07 Denve~ndo Ownec/Developet ��� ����B MEP Engineecs (Mahaniul) Vail Resorts M1E 03/Z4�03 Catoi,Ruma and Associates,co. Development Company ���', �'��-0� Denver,Cobndo Avon,Colondo 21 22 23 � � — — — 6� M.6 ' � �oo � � I ELEV 4 �� � , . ff � �e� ) 00 �P � � F5D r � � � A � `,� ��8 _ J � ��.���� � � � �T — N L _ � gp � 36x24 DOWN N.2 i � � il • $ � 24/20 GREASE � 1 � 4 4 W EXHAUST , � x � s $ � � 0/8 � N � w I ( _ — —I � 5 � � � � J 7 n M N O / � � � V � � � ""�"""°f""°`� The ArraBelle 4'�� at Vail Squaxe °R""'a�c "°: MSK08 �� ItEfERENf7E: Mtt4J1 Denve:,Cobrado Owner/Developer �� P� � MEP EnBneen (mechani� Vail Resorts �h: 03/'14�� SCME 1 8•�1•-0• Cator,Ruma and Associates,co. Development Company � �,, �� Denver,Coloeado Avon,Colorado � 8 s , / � , .� � , � , � AUST P . ,e — , � 34x32 GR EXHAUST U u� e °" T� � 1 $ UP � � � �� f� N � ff x � � � ff ,Q9�.o � — T W * ��5� O .�lf GI{ � \ � �� 3 � �� � N � �— � �� � � � � / ���B-X-8- �' �:J 1U0 � s . - . W �Z O � J � n n N I n g � n g � � t� � % d Archimct of Reeocd The ArraBelle 4�� at Vail Square °R"M""� t�o: MSK09 �— ��ce �tt4.e Denvec,Cobndo Owner/Developec � � �v MEP Engineers (methaninrj Vail Resorts �� Q)/Q4�� �E � 8.�'i�� Cator,Ruma and Associates,co. Development Company � �, �e Denver,Co�ondo Avon,Colondo 11 12 13 ) . •. 2�,8 � B.8 e 3 ., I T � � — — N — — � — C � � 8�6 A �� 0 2 � s � A B I� B 4 � , _ � � / ai �� � ,` � � � � _ / � • �, � � , � T c°v 24/10 TRANSFER DUCT � ' 8 � I I `. � � ` � • e . W s E -- � _ —e� � ff _ � � , � � � n N O N n g �' � c� � � � ""�""`°`x"°� The ArraBelle 4�'� at Vail Square °R"wwc �o: MSK10 —� a��r+o+cE: ���4.c Denver,Colorado Owner/Developec �� � R� MEP Engineecs (mechanicaq Vail Resorts W11E: 03/24�05 Cator,Ruma and Associates,co. Development Company �'�' �Le�'��'�� Denvec,Colondo Avon,Colondo �� � CU� 21 22 23 � � I \ i � o-� 28X20 . � 0/S � — — M.6 . o� � g,�� E�.fY s �{ O � � � � / N �� I � C �O � � I g. � f W � ; 0/8 � �p . L ��, �4� . � - ��� A — seao-- N.2 x � g � TC`�} — — - � -- � � 24/20 GREASE 4 � � � D(FIAUST � ' � 12'� DI t I � EXHAUST . � 2sx2o L — — — - � �� _ _ P J � ^ h n � � i .. � � t � � � � � � ""�'�"°"t"`°`� The ArraBelle 4'�� at Vail Square °�^� � MSKl l Denver,Colondo Owner/Developer ��E M��d� �r��„«� @t«h�� Vail Resorts QI1�7Ee 03�25/OS� Cator,Ruma and Associates,co. Development Company �E � 8�'��-0� Dmvec,Cobndo Avon,Colondo �� � Foe M►� SCALE: NONE EXiEND SUB—DUCT 2Z" UP INTO CHASE TOILET EXHAUST Q BRANqi DUCT. REFER TO FLOOR PLAN FOR SIZE � J � � � � I % � W � SECURE BRANCH ' � DUCT TO DUCT S RISER � � � RAlED SHAFT �c � W� OU� � W O � DUCT RISER� � RffER TO FLOOR � PLAN FOR SIZE - � g � � � � TOILET SUBDUCT DETAIL n N 1 n g SCALE: NONE N n g N / � ANCIES INSTALLEO PER �IFR'S � • - 1T1 wcraiiannru iNCraiir.nrwc K % a Architett of Record The ArraBelle 4�� at Vail Square °R""""� �o: MSK12 -- r��c�: �reoo.t Denver,Colorado Owner/Developer �� �R � MEP Engineers Mechanical Vail Resorts �E 3/Z4�E Cator,Ruma and Associates,co. Development Company �'�� Denver,Colorado Avon,Colorado � � H� J � SECTION 10305 FIItEPLACES AND FLUES PARTl GENERAL 1.01 SECTION INCLUDES � A. The Work includes,but is not limited to the following: 1. Manufactured fireplaces,including firebox,gas log set,combustion air and vent,chimney � flue and oap,and accessories. 2. Masonry fireplace components, including gas log set, throat and smoke chamber, chimney flue and cap,and accessories. 1.02 RELATED WORK A. Secrion 04200—Unit Masonry Systems: Masonry fireplace enclosure. B. Secrion 05400—Cold-Formed Metal Framing: Framing for combustion air duct and vent. C. Section 05586—Architectural Metalwork: Installing custom fireplace door and wall caps. D. Section 07213—Batt and Blanket Insulation: Insulating of combustion air duct and vent. E. Section 49260—Gypsum Boazd Systems: Framing for firebox. F. Division 15—Mechanical: Gas piping to fireplace. G. Division 16—Electrical: Wiring to fireplace control switch. 1,03 REFE�ZENCES A. AGA—Design Certified for Safety Listing. B. UL 127—Factory-Built Fireplaces. 1.04 - SYSTEM DESCRIPTION ' • A. Manufactured Fireplace: 1. Unit: Recessed in wall unit with concealed flue terminating at the roof and exterior wall, and in wall combustion air duct terminating at exterior wall. 2. Fuel Source: Natural gas. � 3. Ignition: Remote wall mounted switch. B. Masonry Fireplace: 1. System components of gas log set,throat and smoke chamber,concealed flue terminating at the roof,in wall combustion air duct terminating at exterior wall. 2. Fuel Source: Natural Gas. 3. Ignition: Remote wall mounted switch. 1.05 SUBMITTALS ' A. Submit Under provisions of Section 01300. Fireplaces and Flues 10305-1 The ArraBelle at Vail Square Vail,Colorado 24 March 2005 B. Product Data: Provide Manufacturer's literature, indicating fire box cabinet dimensions,required clearances,applicable regulatory agency approvals on each type of fireplace and vent assembly for approval prior to ordering. C. Shop Drawings: Provide minimum of 1-1/2"=1'-0"shop drawings of installation of fireplaces and vents,indicating rough opening dimensions,rough opening sizes and routing of chimney flue and vent,and combustion air duc� - D. Provide samples of finishes for all exposed accessories. E. Submit complete Manufacturer's data on UL listings and MEA numbers. F. Manufacturer's Certificate:Certify products meet or exceed specified requirements. 1.06 QUALITY ASSURANCE A. Conform to applicable Codes for clearances from adjacent materials, chimney height above ropf requirements. B. Products Requiring Electrical Connecrion: Listed and classified by testing firm acceptable to the authority having jurisdiction as suitable for the purpose specified and indicated. 1.07 QUALIFICATION A. Manufacturer and Installer: Companies specializing in manufachuing and installation of Products specified in tlus Section with minimum five years of documented experience. B. Installer shall be approved by Manufacturer. 1.08 PRE-INSTALLATION CONFERENCE A. Convene minimum two weeks prior to commencing work of this Section, under provisions of Section 01200. B. Review preparation and installation procedures and coordination scheduling required with related work 1.09 DELIVERY,STORAGE,AND HANDLING A. Deliver,store,protect and handle products to site under provisions of Secrion 01600. B. Deliver fireplace components in original unopened manufacturer's packaging. 1.10 COORDINATION A. Coordinate Work under provisions of Section 01040. B. Coordinate Work with installation of ductwork and electrical services. C. Coordinnte installation nf MP regulators,making them accessible. 1.11 WARRANTY A. Provide warranty under provisions of Section 01700: 1. Provide Manufactwer's 10 year non-depreciating on material and installation. Fireplaces and Flues 10305-2 The ArraBelle at Vail Square Vail;Colorado 24 March 2005 PART 2 PRODUCTS 2.01 MANUFACTURED FIREPLACES A. Manufacturer: 1. As scheduled at end of this Section. 2. Substitutions: Under provisions of Section 01630. B. Components: 1. Fire Box: a. Manufactured Fireplace: Formed insulating air steel cabinet, conical shaped interior, configured to include top vented chunney oudet and side mounted combustion air inlet and cleanout;refractory brick lined. 1) Size: Manufactwer's standard. 2) Hearth Opening: Manufacturer's standard. 3) Brick Lining: Manufacturer's standard pattem. b. Flue and Cap: Manufachuer's standard with elbows and spacing collars to permit site assembly, air and fire stop collars, elbows, elbow offsets, supports, cap and flashing. c. Combusrion Air Source: Outside air with manufacturer's standard duct,elbows and spacing collars to pernut site assembly, air and fire stop collars, elbows, elbow offsets,supports,cap and flashing. d. Door: Manufacturer's standard,clear tempered glass doors in black steel frame, butt hinged,friction catch. e. Metal Finishes: Black baked enamel. 2. Gas Log Set: Refer to Interior Design Manual. a. Ignition and Control System: Manufacturer's standard components. 2A2 MASONRY FIREPLACE A. Components: 1. Masonry Fire Box: Refer to Section 04200. 2. Smoke Chamber and Throat: a. As� suitable for the condition, refer to Drawings for fueplace size; as manufactured by Superior Clay Corp. 3. Flue and Cap: a. Type: Insulated steel sandwich construction, modular sized sections with elbows and spacing collars to permit site assembly, air and fire stop collars, elbows,elbow offsets,tees,supports and roofing storm collar,roof flashing. b. Size: As suitable for the condition; verify with size of hearth opening as shown on Drawings. 4. Combustion Air Source: Outside air with 4 inch duct and custom screened grille, unless otherwise required for size of fireplace and gas log set. 5. Door: Custom black iron screen and frame with clear tempered glass. 6. Gas Log Set: Refer to Interior Design Manual. a. Ignition and Control System: Manufacturer's standard components. PART 3 EXECUTION 3.01 EXAMINATION AND PREPARATION A. Prior to installation of finish wall surfaces, insure that all blocking for fireplace and vents are in Fireplaces and Flues 10305-3 The ArraBelle at Vail Square Vail,Colorado 24 March 2005 place and solid. B. Prior to installing fireplace and flues insure that all openings and chases are sized to accommodate fueplaces and flues and clearances required by Shop Drawings,Drawings and local Codes. C. Verify proper power supply and fuel source aze available. D. Coordinate all Work with of this Section with that of related Sections. 3.02 INSTALLATION � A. Manufactured Fireplace: 1. Install unit assembly in accordance with manufacturer's instructions and UL requirements. 2. Install vent and combusrion air duct through prepared openings using fire stop spacers. Secure in opening framing with appropriate fasteners. 3. Carefully cut holes for fan wall switch and grilles,if applicable. 4. Install flashings to ensure moisture is shed from flue and combustion air duct. 5. Make all necessary gas and electrical connections. Supply all fittings as required for a complete installarion. 6. Provide access to MP regulators. B. Masonry Fireplace: 1. Install smoke chamber and throat in accordance with manufacturer's instructions and UL requirements. 2. Install combustion air duct through prepared openings using fire stop spacers. Secure in opening framing with appropriate fasteners. 3. Install chimney flue plumb with appropriate offsets through prepared openings using fire stop spacers. Secure in opening framing with appropriate fasteners. 4. Install gas log set in accordance with manufacturer's instruction and UL requirements. 5. Install wall flashing to ensure moisture is shed from combustion air duct cap to exterior. 6. Install roof flashings to ensure moisture is shed from clumney flue to exterior. 7. Make all necessary gas and electrical connections. Supply all fittings as required for a complete installarion. 8. Provide access to MP regulators. 3.03 ADJUSTING A. Adjust fireplaces doors and screens so that they work smoothly. B. Test each fireplace for proper performance. C. Clean all units thoroughly. 3.04 CLEAIVING B. Clean work under provisions of Section 01700. B. Clean interior and exterior surfaces. C. Clean fireplaces paying special attention to screen and door track and operation. D. Clean soiled surfaces with non-acidic cleaning solution;not hazmful to material finishes or adjacent materials,follow manufacturer's instructions.Use non-metallic tools in cleaning operations Fireplaces and Flues 10305-4 The ArraBelle at Vaii Square Vail,Colorado 24 March 2005 3.05 PROTECTION OF FINISHED WORK A. Pmtect finished work under provisions of Secrion 01500. 3.06 SCHEDULE A. Hotel Guestroom and Condominiums: Refer to Interior Design Manual. B. Lobby,Restaurant and Hotel Greatroom: Refer to Interior Design Manual. � END OF SECTION Fireplaces and Flues 10305-5 The ArraBelie at Vail Square Vail,Colorado 24 March 2005 Lint Trap for Dryer Boosting DBLT 4 Paintable galvanized metal lint trep for dryer boosting applications. Use when duct length between dryer and booster fan is less than 15 feet. Fits 4-inch duct. Features puli out door with view window, removable „;���'�;r lint filter for easy cleaning and 1/2"Flange for flush mount installation. ,F,, "�:;, :,. r;i UPC#12004 ,.. �;�;, _ s �t. �Y � xE ���. #— i'.� ---•. •t i.s' . ��'= � '1 � `� —�� I . -----±---------•---------�---� I , � , ,.----- -----------------•------ � � t� �; � i •.�. i � �,..� -...,� I � •~ I' J � � I i 1� � {� ,'S i� � "�� ;i F; � -- � ; ;! / ; � �� y i? � � I � I� �ti �•� i I �' ~'- •--- ` Ij `�•---°r-------°-------,----�! � ---�-------•----°----�--- i �� � I 4-._�� Dimensional information rn inches. Material Safety Data Sheet � - 1. CHEMICAL PRODUCT & COMPANY ID�NTIFICATION Page: 1 24-Hour Emergency Phone Number: 989-636-4400 Product: DOWFROST* HD HEAT TRANSFER FLUID, DYED Product Code: 04632 Effective Date: 08/03/04 Date Printed: 08/04/04 MSD: 002239 The Dow Chemical Company, Midland, MI 48674 Customer Information Center: 800-258-2436 2 . COMPOSITION/INFORMATION ON INGR�DIENTS Propylene glycol CAS# 000057-55-6 94� Dipotassium phosphate CAS# 007758-11-4 <5� Deionized water CAS# 007732-18-5 <5% 3 . HAZARDS IDENTIFICATION EMERGENCY OVERVIEW ************************************************************************ * Clear yellow liquid. Odorless. Avoid temperatures above 450F, * * 232C. * * * ************************************************************************ POTENTIAL HEALTH EFFECTS (See Section 11 for toxicological data. ) EYE: May cause slight transient (temporary) eye irritation. Corneal injury is unlikely. Mists may cause eye irritation. SKIN CONTACT: Prolonged contact is essentially nonirritating to skin. A single prolonged exposure is not likely to result in the material being absorbed through skin in harmful amounts . Repeated exposures may cause flaking and softening of skin. INGESTION: Single dose oral toxicity is considered to be extremely low. No hazards anticipated from swallowing small amounts incidental to normal handling operations. INHALATION: At room temperature, vapors are minimal due to physical properties. Mists may cause irritation of upper respiratory tract (nose and throat) . (Continued on page 2 , over) * OR (R) INDICATES A TRADEMARK OF THE DOW CHEMICAL COMPANY � M A T E R I A L S A F E T Y D A T A S H E E T PAGE: 2 Product: DOWFROST* HD HEAT TRANSFER FLUID, DYED Product Code: 04632 Effective Date: 08/03/04 Date Printed: 08/04/04 MSD: 002239 SYSTEMIC (OTHER TARGET ORGAN) EFFECTS: Repeated excessive exposure to propylene glycol may cause central nervous system effects. �� CANCER INFORMATION: Did not cause cancer in laboratory animals. TERATOLOGY (BIRTH DEFECTS) : Birth defects are unlikely. Exposures having no adverse effects on the mother should have no effect on the fetus . REPRODUCTIVE EFFECTS: In animal studies, has been shown not to interfere with reproduction. ; 4 . FIRST AID 4 EYES: Flush eyes with plenty of water. SKIN: Wash off in flowing water or shower. INGESTION: No adverse effects anticipated by this route of ;. exposure incidental to proper industrial handling. INHALATION: Remove to fresh air if effects occur. Consult a physician. NOTE TO PHYSICIAN: No specific antidote. Supportive care. Treatment based on judgment of the physician in response to reactions of the patient . 5 . FIRE FIGHTING MEASURES FLAMMABLE PROPERTIES FLASH POINT: 214 F, 107 C (based on a similar material) METHOD USED: PMCC AUTOIGNITION TEMPER.ATURE: Not determined FLAMMABILITY LIMITS LFL: Not determined UFL: Not determined HAZARDOUS COMBUSTION PRODUCTS: During a fire, smoke may contain the original material in addition to unidentified toxic and/or irritating compounds. Hazardous combustion products may include � and are not limited to carbon monoxide and carbon dioxide. ; 'i 'r (Continued on page 3) _ * OR (R) INDICATES A TRADEMARK OF THE DOW CHEMICAL COMPANY � s � M A T E R I A L S A F E T Y D A T A S H E E T PAGE: 3 Product: DOWFROST* HD HEAT TRANSFER FLUID, DYED Product Code: 04632 Effective Date: 08/03/04 Date Printed: 08/04/04 MSD: 002239 -------------------------------------------------------------- OTHER FLAMMABILITY INFORMATION: Violent steam generation or eruption may occur upon application of direct water stream to hot liquids. Flammable concentrations of vapor can accumulate at temperatures above 214F. Liquid mist of this product can burn. Spills of these organic liquids on hot fibrous insulations may lead to lowering of the autoignition temperatures possibly resulting in spontaneous combustion. Container may rupture from gas generation in a fire situation. EXTINGUISHING MEDIA: Water fog or fine spray, carbon dioxide, dry chemical, foam. Alcohol resistant foams (ATC type) are preferred if available. General purpose synthetic foams (including AFFF} or protein foams may function, but much less effectively. Do not use direct water stream. May spread fire. MEDIA TO BE AVOIDED: Do not use direct water stream. FIRE FIGHTING INSTRUCTIONS: Keep people away. Isolate fire area and deny unnecessary entry. Burning liquids may be moved by flushing with water to protect personnel and minimize property damage. Burning liquids may be extinguished by dilution with water. Do not use direct water stream. May spread fire. Fight fire from protected location or safe distance. Consider use of unmanned hose holder or monitor nozzles. Use water spray to cool fire exposed containers and fire affected zone until fire is out and danger of re-ignition has passed. Immediately withdraw all personnel from area in case of rising sound from venting safety device or discoloration of the container. Move container from fire area if this is possible without hazard. PROTFsCTIVE EQUIPMENT FOR FIRE FIGHTERS: Wear positive-pressure self-contained breathing apparatus (SCBA) and protective fire fighting clothing (includes fire fighting helmet, coat, pants, boots and gloves) . If protective equipment is not available or not used, fight fire from a protected location or safe distance. 6 . ACCIDENTAL RELEASE MEASURES (See .Section 15 for Regulatory Information) PROTECT PEOPLE: Use appropriate safety equipment. For additional information, refer to Section 8, Exposure Controls/Personal Protection. PROTECT THE ENVIRONMENT: Avoid contamination of all waterways. (Continued on page 4 , over) * OR (R) INDICATES A TR.ADEMARK OF THE DOW CHEMICAL COMPANY � � M A T E R I A L S A F E T Y D A T A S H E E T PAGE: 4 Product: DOWFROST* HD HEAT TR.ANSFER FLUID, DYED Product Code: 04632 Effective Date: OS/03/04 Date Printed: 08/04/04 MSD: 002239 CLEAN-UP: See Section 13, Disposal Considerations. 7. HANDLING AND STORAGE SPECIAL PRECAUTIONS TO BE TAKEN IN HANDLING AND STORAGE: No special handling requirements data available. HANDLING: See Section 8, Exposure Controls/Personal Protection. STORAGE: See Section 10, Stability and Reactivity. 8 . EXPOSURE CONTROLS/PERSONAL PROTECTION ENGINEERING CONTROLS: Provide general and/or local exhaust ventilation to control airborne levels below the exposure guidelines. PERSONAL PROTECTIVE EQUIPMENT EYE/FACE PROTECTION: Use safety glasses. Safety glasses should be sufficient for most operations; however, for misty operations wear chemical goggles. SKIN PROTFsCTION: Use gloves impervious to this material. RESPIRATORY PROTECTION: Atmospheric levels should be maintained below the exposure guideline. When respiratory protection is required for certain operations, use an approved air-purifying respirator. In misty atmospheres, use an approved mist respirator. EXPOSURE GUIDELINES: Propylene glycol: AIHA WEEL is 10 mg/m3 - for total vapor and aerosol. 9 . PHYSICAL AND CHEMICAL PROPERTIES APPEARANCE/PHYSICAL STATE: Clear yellow liquid ODOR: Odorless VAPOR PRESSURE: 0.22 mmHg � 20 C VAPOR DENSITY: 2 .6 BOILING POINT: 320 F, 160 C SOLUBILITY IN WATER/MISCIBILITY: Complete SPECIFIC GRAVITY OR DENSITY: 1.058 C+� 25/25 C �� 10 . STABILITY AND REACTIVITY (Continued on page 5� * OR (R} INDICATES A TRADEMARK OF THE DOW CHEMICAL COMPANY s g M A T E R I A L S A F E T Y D A T A S H E E T PAGE: 5 Product: DOWFROST* HD HEAT TRANSFER FLUID, DYED Product Code: 04632 ____Effective_Date: 08/03/04 Date Printed: 08/04/04 MSD: 002239 ----------------------------------------- CHEMICAL STABILITY: Thermally stable at typical use temperatures. CONDITIONS TO AVOID: Avoid use temperatures above 450F, 232C. Product can degrade at elevated temperatures. Generation of gas during decomposition can cause pressure in closed systems. INCOMPATIBILITY WITH OTHER MATERIALS: Avoid contact with oxidizing materials. Avoid contact with strong acids . HAZARDOUS D$COMPOSITION PRODUCTS: Hazardous decomposition products depend upon temperature, air supply and the presence of other materials. HAZARDOUS POLYM�RIZATION: Will not occur. 11. TOXICOLOGICAL INFORMATION (See Section 3 for Potential Health Effects. For detailed toxicological data, write or call the address or non-emergency number shown in Section 1) SKIN: The LD50 for skin absorption in rabbits is >10, 000 mg/kg. INGESTION: The oral LD50 for rats is 20, 000 - 34, 000 mg/kg. MUTAGENICITY: In vitro mutagenicity studies were negative. Animal mutagenicity studies were negative. 12 . ECOLOGICAL INFORMATION (For detailed Ecological data, write or call the address or non-emergency number shown in Section 1) ENVIRONMENTAL FATE MOVEMENT & PARTITIONING: Based largely or completely on data for major component (s) . Bioconcentration potential is low (BCF less than 100 or Log Pow less than 3] . Potential for mobility in soil is very high (Koc between 0 and 50) . DEGRADATION & PERSISTENCE: Based largely or completely on data for major component (s) . Material is readily biodegradable. Passes OECD test (s) for ready biodegradability. Degradation is expected in the atmospheric environment within minutes to hours. • ECOTOXICITY: Based largely or completely on data for major component (s) . Material is practically non-toxic to aquatic organisms on an acute basis (LC50/EC50 >100 mg/L in most (Continued on page 6 , over) * OR (R) INDICATES A TRADEMARK OF THE DOW CHEMICAL COMPANY a � M A T E R I A L S A F E T Y D A T A S H E E T PAGE: 6 Product: DOWFROST* HD HEAT TRANSFER FLUID, DYED Product Code: 04632 Effective Date: 08/03/04 Date Printed: 08/04/04 MSD: 002239 sensitive species) . 13 . DISPOSAL CONSIDERATIONS (See Section 15 for Regulatory Information) DISPOSAL: DO NOT DUMP INTO ANY SEWERS, ON THE GROUND OR INTO ANY BODY OF WATER. All disposal methods must be in compliance with all Federal, State/Provincial and local laws and regulations. � Regulations may vary in different locations . Waste character- izations and compliance with applicable laws are the responsi- bility solely of the waste generator. THE DOW CHEMICAL COMPANY HAS NO CONTROL OVER THE MANAGLMENT PRACTICES OR MANIJFACTURING PROCESSES OF PARTIES HANDLING OR USING THIS MATERIAL. THE INFORMATION PRESENTED HERE PERTAINS ONLY TO THE PRODUCT AS SHIPPED IN ITS INTENDED CONDITION AS DFSCRIBED IN MSDS SECTION 2 (Composition/Information On Ingredients) . FOR UNUSED & UNCONTAMINATED PRODUCT, the preferred options in- clude sending to a licensed, permitted: recycler, reclaimer, incinerator or other thermal destruction device. As a service to its customers, Dow can provide names of information resources to help identify waste management companies and other facilities which recycle, reprocess or manage chemicals or plastics, and that manage used drums. Telephone Dow's Customer Information Center at 800-258-2436 or 989-832-1556 for further details. 14 . TRANSPORT INFORMATION DEPARTMENT OF TR.ANSPORTATION (D.O.T. ) : For D.O.T. regulatory information, if required, consult transportation regulations, product shipping papers, or contact your pow representative. CANADIAN TDG INFORMATION: For TDG regulatory information, if � required, consult transportation regulations, product shipping papers, or your pow representative. 15. REGULATORY INFORMATION (Not meant to be all-inclusive--selected regulations represented) NOTICE: The information herein is presented in good faith and believed to be accurate as of the effective date shown above. However, no warranty, express or implied is given. Regulatory requirements ' are subject to change and may differ from one location to another; F it is the buyer's responsibility to ensure that its activities comply " with federal, state or provincial, and local laws. The following � x: (Continued on page 7) * OR (R) INDICATES A TRADEMARK OF THE DOW CHEMICAL COMPANY � M A T E R I A L S A F E T Y D A T A S H E E T PAGE: 7 Product: DOWFROST* HD HEAT TRANSFER FLUID, DYED Product Code: 04632 ____Effective_Date: 08/03/04 Date Printed: 08/04/04 MSD: 002239 ---------------------------------- specific information is made for the purpose of complying with numerous federal, state or provincial, and local laws an� regulations. See other sections for health and safety information. U.S. REGULATIONS SARA 313 INFORMATION: To the best of our knowledge, this product contains no chemical subject to SARA Title III Section 313 supplier notification requirements. --------------------- SARA HAZARD CATEGORY: This product has been reviewed according to the EPA '�Hazard Categories�� promulgated under Sections 311 and 312 of the Superfund Amendment and Reauthorization Act of 1986 (SAR.A Title III) and is considered, under applicable definitions, to meet the following categories: Not to have met any hazard category --------------------- TOXIC SUBSTANCES CONTROL ACT (TSCA) : All ingredients are on the TSCA inventory or are not required to be listed on the TSCA inventory. --------------------- STATE RIGHT-TO-KNOW: The following product components are cited on certain state lists as mentioned. Non-Iisted components may be shown in the composition section of the MSDS. CHEMICAL NAME CAS NUMBER LIST ------------------ ----------- ------------ 1,2-PROPANEDIOL 000057-55-6 PA1 PA1=Pennsylvania Hazardous Substance (present at greater than or equal to 1. 0�) . --------------------- OSHA HAZARD CpMMUNICATION STANDARD: (Continued on page 8 , over) * OR (R) INDICATES A TRADEMARK OF THE DOW CHEMICAL COMPANY � M A T E R I A L S A F E T Y D A T A S H E E T PAGE: S � Product: DOWFROST* HD HEAT TRANSFER FLUID, DYED Product Code: 04632 Effective Date: 08/03/04 Date Printed: 08/04/04 MSD: 002239 REGULATORY INFORMATION (CONTINUED) This product is not a "Hazardous Chemical" as defined by the OSHA Hazard Communication Standard, 29 CFR 1910 . 1200 . CANADIAN REGULATIONS , WI�IIS INFORMATION: The Canadian Workplace Hazardous Materials Information System (WHMIS) Classification for this product is : This product is not a "Controlled Product" under WHMIS. CANADIAN ENVIRONMENTAL PROTECTION ACT (CEPA) : This product contains one or more substances which are not listed on the Canadian Domestic Substances List (DSL) . Contact your pow representative for more information. 16 . OTHER INFORMATION MSDS STATUS: Revised Section 8 (Exposure Guidelines) . l * OR (R) INDICATES A TRADEMARK OF THE DOW CHFsMICAL COMPANY The Information Herein Is Given In Good Faith, But No Warranty, Express Or Implied, Is Made. Consult The Dow Chemical Company For Further Information. � Cator, Ruma & Assoc. FILENAME:P:\PROJECTS\2003\2003-237 VAIL LIONSHEAD CORE REDEVELOPMENT\CAD\DDS\ELEC\P-SCH,DWG _ ASK-E002.1- E L E V A T 0) R E Q U I P M E N T S C H E D U L E KEY ITEA EWIV. VOI,TAGE fEEDER PROTECTION DISC AT UNIT NOTE LO VA VLTS PH $ETS SIZE 'C BREAKER DISC. SW. fUSE DISC. SW. fUSE_ 1 ELEVATOR - 60 HP 64,017 480 3 1 3 / 1/0 ,1 / 6 C 1 1/2 125 A 3 P 200 A 3 P 2 ELEVATOR - 40 HP 43,232 480 3 1 3 / 2 ,1 / 8 C 1 1/4 90 A 3 P 100 A 3 P 3 ELEVATOR - JO HP 33,255 48p 3 1 3 � 4 ,1 j 8 C 1 1/4 70 A 3 P 60 A 3 P 4 ELEVATOR - 26 HP 29,098 480 3 1 3 / 4 ,1 / 10 C 1 60 A 3 P 60 A 3 P _ S ELEVATOR - 32 HP 34,918 480 3 1 3 i 4 ,1 _/ 8 C 1_i/4 70 A 3 P 60 A 3 P 6 ELEVATOR - 75 HP 79,813 480 3 1 3 j 1/0 ,1 / 6 C 1 1/2 150 A 3 P 200 A 3 P 8 ELEVATOR - 26 HP 29,098 �80 3 1 3 / 4 ,1 / 10 C 1 60 A 3 P 60 A 3 P 9 ELEVATOR - 75 HP 79.813 480 3 1 3 / t/0 ,1 / 6 G 1 1/2 150 A 3 P 200 A 3 P 10 ELEVATOR - 26 HP 0 �80 3 0 3 / 0 ,1 / 0 C 0 0 A 3 P 0 A 3 P 12 ELEVATOR - 60 HP 64,017 480 3 1 3 / i/0 .1 / 6 C 1 1/2 125 A 3 P 200 A 3 P 13 ELEVATOR -26 HP 0 480 3 0 3 �0__,1__�0 C 0 0 A 3 P 0 A 3 P 14 ELEVATOR - 26 HP 0 480 3 0 3 / 0 ,1 / 0 C 0 0 A 3 P 0 A 3 P i6 ELEVATOR - 32 HP 34,918 480 3 1 3 / 4 ,i / 8 C 1 1/� 70 A 3 P 60 A 3 P 17 ELEVATOR - 40 HP 43,232 480 3 1 3 / 2 ,t /_8 C 1 1/� 90 A 3 P 100 A 3 P 0 0 0 0 0 / 0 ,1 / 0 C 0 0 A 0 P 0 A 0 P 1 ESCALATOR - 20HP 29,096 480 3 1 3 / 4 ,1 / 10 C 1 60 A 3 P 60 A 3 P 2 ESCALATOR - 20HP 29,pg8 480 3 1 3 4 ,1 10 G 1 60 A 3 P 60 A 3 P NOTES: 1. ELECTRIC POWER'LY. 7. RELAl1VE HUUIDITY YAX. 80X NON-CONDENSING. 2. NAIN POWER TO YEANS 8. THE SELECiION Of uA1N POwER SUPPIY DISCONNECIINC uEANS OVERCURRENT uEETINC NEC R PROTECDON TO BE SIZED IN ACCORDANCE wnH THE NEC SECDONS 820-51 AND 430-52. 3. YAIN POMIER SUf. 9. PROVIDE LOCAI TELEPHONE SERVICE UNE TO EACH CAR CONTROLLER (IF APPUCABLE). 4. USE COPPER COr 10. PROVqE CFp CONVEI�ENCE RECEPTACLES IN PIT, UACHINE ROOY AND uACHINERY 5. FEEDER DEUAND SPACES. IN PIT, PROVIDE ONE NON-CFp RECEPTACLE FOR SUTAP PUYP AND/OR OIL (s> cAas- esz,:�s- �ex, r�ruaN wwa. Q (7) CARS- 77X, 1 T 1 A IN 6. NACHINE RY TEY/50 DEG. f 12. ALL ELEVATOR$ WILL BE pRCUITEO TO A SECONDARY EIAERCENCY POWER SOURCE (CENERATOR). IN 11ASS). NA%.FINISH fL00R ELEVATOR$ SHALL BE OPERATEp ON GENERATOR POWER VIA A YANUAL SELECTOR SM1ITCH, $UCH 1HAT AT APPROX. CE ONLY ONE ELEVATOR AIAY BE OPERATED AT ANY TIME. r PARTIAL ELEVATOR EQUIPMENT SCHEDULE SCALE: NTS .--� C�2 O O W x � w z � � � c ��� �o ��� N I y S�O 2 Z ���� g$ � � � � � � � � o � o �o° �� Q o U o v �, o � �� v � � v � � ° � � � o¢ ,� � y I—� Ca ° O �C v a ? o � v yN ~ � � 6 � w MAI�I�AAA��11�� . . � GENERAL NOTES: 1. PANELBOARDS INDICATED ON ONE LINE DIAGRAMS DO NOT SHOW ALL BRANCH CIRCUITS. 2, EQUIPMENT SHOWN SHADEO REPRESENTS STAND—BY POWERED SERVICES (NATURAL GAS GENERATOR IN GARAGE LEVEL 1). 8 Y 3, REFER TO E600.3 FOR FEEDER SCHEDULE AND TRANSFORMER SCHEDULE. N W 0 4. PROVIDE 20 � SPARE BUSSED BREAKER SPACE IN ALL DISTRIBUTION EQUIPMENT. W Z J � 5. PROGRAMMABLE DIMMING/CONTROL PANELS FOR HOTEL AREAS ARE NOT SHOWN ON U W ONE—LINE DIAGRAM. REFER TO LIGHTING PLANS FOR QUANTITY OF DIMMING ZONES. o REFER TO SPECIFICATION FOR DIMMING PANEL AND REMOTE CONTROL REQUIREMENTS. 0 U , � 6. SERVICE GROUND FAULT PROTECTION SHALL BE PERFORMANCE TESTED PER ARTICLE 230.95(C). Z W � a 0 J{�J > W O W � W C' O U O Q W � Z O J J Q 7 n �"/ N I n 0 0 N / M'1 O O N / N � U � O K a / �� a Archicect of RecoTd 4�� The ArraBelle o,�,w,�c No: ESK—E600.1 at Vail Square Denvey Colorado Owner/Developer ��E. E600.1 1 QF 1 �: PERMIT REV MEP Enginee� `Tail Resorts QATE: 03�24�OrJ Cator,Ruma and 1lssociates,co. Development Company ���. N� Denvec,Colorado Avon,Colorado GENERAL N4TES: 1. PANELBOARDS INDICATED ON ONE LINE DIAGRAMS DO NOT SHOW ALL BRANCH CIRCUITS. 2, EQUIPMENT SHOWN SHADED REPRESENTS STAND-BY POWERED SERVICES (NATURAL GAS GENERATOR IN GARAGE LEVEL 1). M O O t0 � 3, REFER TO E600.3 FOR FEEDER SCHEDULE AND TRANSFORMER SCHEDULE. W 0 4. PROVIDE 20 � SPARE BUSSED BREAKER SPACE IN ALL DISTRIBUTION EQUIPMENT. W Z J � 5. PROGRAMMABLE DIMMING/CONTROL PANELS FOR HOTEL AREAS ARE NOT SHOWN ON U W ONE—LINE DIAGRAM. REFER TO LIGHTING PLANS FOR QUANTITY OF DIMMING ZONES. o REFER TO SPECIFICATION FOR DIMMING PANEL AND REMOTE CONTROL REQUIREMENTS. 0 U � � 6. SERVICE GROUND FAULT PROTECTION SHALL BE PERFORMANCE TESTED PER ARTICLE 230.95(C). Z W � a 0 J � W O W K W K O U 0 Q w � 2 O J J Q 1 n M N O O / 8 N / N F- U W � O � a i a Acchitect of Record The ArraB elle 4�� at Vail Square �`"""c No: ESK—E600.2 Denver,Colondo Oa�ner/Developer ��E. E600.2 1 �F 1 ISSUE: PERMIT REV MEP Enginee=s ��ail Resorts QATE: 03�24�OrJ Develo ment Com an sGN.E: NTS Cator,Ruma and rlssociates,co. P P Y pRAWN BY; NRJ llenver,Colondo Acon,Coloredo � V GENERAL NOTES: 1. PANELBOARDS INDICATED ON ONE LINE DIAGRAMS DO NOT SHOW ALL BRANCH CIRCUITS. 2, EQUIPMENT SHOWN SHADED REPRESENTS STAND-BY POWERED SERVICES (NATURAL GAS � GENERATOR IN GARAGE LEVEL 1). � 8 � Y 3. REFER TO E600.3 FOR FEEDER SCHEDULE AND TRANSFORMER SCHEDULE. � W 0 4. PROVIDE 20 � SPARE BUSSED BREAKER SPACE IN ALL DISTRIBUTION EQUIPMENT, w Z J � 5. PROGRAMMABIE DIMMING/CONTROL PANELS FOR HOTEL AREAS ARE NOT SHOWN ON V W ONE—LINE DIAGRAM. REFER TO LIGHTING PLANS FOR QUANTITY OF OIMMING ZONES. o REFER TO SPECIFICATION FOR DIMMING PANEL AND REMOTE CONTROL REQUIREMENTS. 0 U � � 6. SERVICE GROUND FAULT PROTECTION SHALL BE PERFORMANCE TESTED PER ARTICLE 230.95(C). Z W � a 0 WJ > W � W Q_' W 0.' � <.1 O a w x � z 0 J J a > � n N I M � N / n 0 0 N / N F�- U W � O � a i a Architect of Record The ArraBelle 4�� at Vail Square o�►�NC No: ESK—E600.3 Dem�ec,Colorado Ownec/Developer ��� E600.3 1 � 1 ISSUE: PERId1T REV MEP Engineers �'ail Resorts OATE: 03/24/OS Develo ment Com an SGU.E: NTS Cator,Ruma and 1lssociates,co. p P Y pRAWN BY: NRJ Dem�ec,Colondo Acon,Colorado