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Home My WebLink AboutB06-0196 Structural Calculations for Summary Permit Set Volume 2 05-11-06 / f. r STRUCTURAL CALCULATIONS for SUMMARY PERMIT SET FOUR SEASONS HOTELS and RESORTS Vail, CO Volume 2 of 2 for HILL GLAZER ARCHITECTS 925 Alma Street Palo Alto, CA 94301 by NISHKIAN MENNINGER 1200 Folsom Street San Francisco, CA 94103 C NM Job No. 7083 May 11, 2006 ,0,,, IN ON Four Seasons Hotels and Resorts Vail, Colorado TITLE Design Summary Design Load Table and Load Combinations Non-PT Slab Design PT Slab Design PT Beam Design Column Loads and Design Basement Walls Spread Footing Design Lateral Analysis Shear Wall Design Mat Foundation Design Steel Roof Miscellaneous Wind Balcony PAGE 3 8 15 28 168 332 457 478 485 513 533 563 574 U 0 PT Beam Design 0 168 1 J W 48' WIDE x 22" DEEP 26 PT TRANSFER BEAM "VT-1" (AT LEVEL-021 2 PT-1 9#ST CONT 9#8B CC #4 STIRF SEE ELE FOR SPC 0 4 SECTION "A" 3/4" - 1'-0" LE\ -02 N I S H K I A N M E N N I N G E R SHEET NO, OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY DATE 1200 FOLSOM STREET, SAN FRANCISCO, CA 94103 (415) 541-9477 FAX (415) 543-5071 CHECKED BY DATE i , SCALE ! ! , I I i ; i 1 o w . i.. i r i r.. r ! I . , _ I _ _ . _ . ~ I I : I 1 i', j , , r i ; , I r , i ' i - I I I ...I i _ . _ : i I , , r r 1 i. ! I , . i i ' I r i ! i , ! , i I I ! ! , i I , i E ' ! I ' ; a i . _ i ! I F y I _ I I i ' I 1 _ ; . r i...__ __.r _ _ _ . 17'I PPfR1JIfT 7M-1 (tire':: q-:d :.'AI IPeAW1 Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) [Col. ol. Location: 4/A9 Mark: 2C3 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL Trib. Ar ea Loa d 1 Ar ea Load 2 L lne Loa d Point Load Su m per Flo or Accu mulated Load Pu Ht Hei _ - Area DL1 LL1 Rdc? L1 Rd Area DI-2 LL2 Rdc7 L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL g (ft) (ftA2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 0 31: ! 80 `:Na ' 80.0 100:. ' 0 80 No ' 80.0 0 0 0 0 Q 0 r 0 D''~ 1 0 0. v 4 : 0 p 0 0 D;G o b' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 10 0 4 0 .1,38.: : 40 - . = fes 40.0 60; . 11 10 E Q 0 Q 0 YEW No . 0 0 0 0 4=~ 0: 0 A a , ' 4:Q ; 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 9 0 4 0 120 ~ 4D Yes ' 40.0 t •a _ ; . 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 8 0 4 0 120 40 des- : 40.0 106' 0 0 Yes- 0.0 0 0 Ci _ ~ 0 = 01; 0 O . 0 0 . 0 0 0 0 0.0 0.0 0.0 0.0 7 0 4 0 120:x: 100 =.No..`.; 100.0 100 0 0 Yes ; 0.0 0 C Q - 0 ; j . . . 10 4 0 120 , 2Q :'Yes'; 20 0 10>?"' 0 0 Yes ! 0.0 0 0 0 0 0 0 0 4 4.0 0.0 4.0 4.0 0.0 4.0 5.6 6 0 ' . , , . . 20 0 , 300 0 0 No 0 0 0 ,0 d 0;=0 - 4.0 0.0 4.0 8.0 0.0 8.0 11.2 5 10 4 0 12 . 20 Nw . O ' 0 0 0 0 "0 0 36 4 4 5 41.8 44.4 5.4 49.8 62.2 4 10 4 270 120:1 2tl No 20.0 100,. 0 0 Yes 0.0 0 Q. ; 0 0 0 0 E L 0 . 41 3 . 4 5 46.7 85.7 10.8 96.5 120.1 3 10` 4 270 138 20 No 20 0 .100 Q 0 YES 0.0 0 0 0 0 0 Q . C G . 4 8 . 0 0 4 8 90.5 1 101.3 126.6 2 12 4 0 0:=i 0 , No ! 0 0 1190. 0 0 Yes 0.0 0 .0 C3 ' Q ; ' tl . OA . 0 0 . 0 0 90 5 10 8 101.3 126.6 4 4 0 No 00 10' 0 : D 0 No 0.0 0 0.0 O . . . . . 1 . TM.1 . an 5 10.8 101.3 Footing Size req'd = 25.3 ft2 = 5.0 ft x 5.0 ft Note 1. Pu is a maximum of 1.41D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Comer Column wl Cantilever 3 Edge Column w/ Cantilever N 4 Interior Column and Exterior Column wo/ Cantilever i lt-~I~P~- ~tZ- 2 Column Rundown (IBC 2003) Nish ian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) I Col. Location: 41A9 Col. Mark: J2C3 d6f tl a"7 ° 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/1812005 Floor Floor K_LL Tdb: Ar ea Load 1 Area Loa d 2 L ine Loa d Point Load Sum per Floor Accumulated Load Pu Height Area DLi LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft"2) (psf) (Psf) (psf) % (Psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 0 80 No- 80.0 : ,1 OD , 0 80, No 80.0 0 0101 0 s 0' } 0 L!{3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 13 : 0 10:0 40 .Y 0 0 YBS 0 0 0 0.0 0 0 00 0!f3 ' 0.0 0.0 0.0 0.0 0.0 0.0 . 10 0 4 0 8 ' . es : . 0 0 0 , 00 0 0 D 0 Q 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9 0 4 0 140: 120 ' ,:!Yes :I 40.0 iOQ 100 = 0 0 No Yes 0 - 0 . 0 0 0 0 fl 0 " 4 .?0 0 0.0 0.0 0.0 0.0 0.0 0.0 OA 8 0 4 0 AO . 120,:J Yes. 40.0 : _ . 0~ 0 0 tk ~0 0 jQ 0 0.0 0.0 0 0.0 0.0 0.0 0.0 7 0 4 0 12Q'i 100, ~Nb' 100.0 1 Q0, 0 : 0 YBS 0.0 0 . 6 ! 0 '0 0 0 0 4'0 . 1 31.1 0 3 28 28.0 3.1 31.1 39.2 6 10 4 200 12020 ` Yes 15.6 100 0 0 Yes N 0.0 0 0 0 0 . 0 :0 ' . . 36.4 5.4 41.8 64.4 8.5 72.9 90.9 5 10 4 270 . 120 - i 20 20.0 100. D 0 0 . 0 0' 0 i 0 0 0' - 4 5.4 41.8 36 100.8 13.9 114.7 143.2 4 10 4 270 120 20 N o ! 20 0 100` 0 Q Yes Y ` 0.0 0 0 0 0 0 0 CY :i i) 0 0 , ;(l>q ;i . 41.3 5.4 46.7 142.1 19.3 161.4 201.4 3 - 10 4 270 138 20 ! Nb 20.0 a 00 1 00 BS 0 Q 0 0 Yes . 0 0 0 - a b j Q 0 0 0 all ! 4.6 0.0 4.8 146.9 19.3 166.2 207.1 „i _ 4 0 0 a 0 . No 0.0 . 0 0 0.0 0.0 0 146.9 19.3 166.2 207.1 1 0 4 0 0 0 No 0.0 40 0 0 0 No 0.0 . : . Tn~.l 16Rq 1n.'3 1682 i Fig %lze req'd 41.5 ft2 = 6.4 ft x 6.4 ft Note 1. Pu,4s a maximum of 1 AD and 1.2D+1.6L 2. KILL = 1 All other cases 2 Comer Column w/ Cantilever 3 Edge Column w/ Cantilever W 4 Interior Column and Exterior Column wof Cantilever C p~~TER 6~t}4 C~ pDu~.~ ~t N ~L JCL s-~cE 2 - - Column Rundown (IBC 2003) Nishkian'Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Cot. Locaftn: - 4/A9 Col. Mark: 2C3 Col. Size: 16 x 24 Sq/Rect Allow. Soil Searing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Heigh _ Area 131-1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft"2) (Psf) (Psf) (Psf) % (Psf) (Psf) (Psf) % (ft) (plf) (Plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 0 3`f' ' 80 No . 80 0 100= 0 60 Nc 80.0 0 Q Oj 0 ! 0 0 0 '0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 0 4 0 138. 40 Yes 40.0 10b." tl tl Yes, 0.0 0 0 0 0 0 0 0 E 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9 0 120' 40 ' !Yes": 0 40 1QQ;' D 0 No ! 0.0 0 4 0 0 00 00.! 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8 0 4 0 120 . 40 . Yas - 0 40 1Q0 : tl 0 Yes 0.0 0 _ 0 a o C 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 4 310 120 ; 100 Nu`: . 100 0 1DQ 0 0 Yes 0.0 0 :9 0 b; 0 1-c 0 0,0::: 00 37.2 31.0 68.2 37.2 31.0 68.2 94.2 6` 10 4 200 120 40 , ':Yes 3 23 . 100 ; 0 0 Yes : 0.0 0 p 0' 0 0 b 0 Daft 28.0 4.7 32.7 65:2 35.7 100.9 135.3 5 10 4 270 120 100 . . 100 0 100 0 0 No 0 0 0 O.G! 0 fl 0 0 O.Q 36.4 27.0 63.4 101.6 62.7 164.3 222.2 4 10 4 270 12EZ' 10Q ' (fa ii 100 0 : 100 0 ` 0 Yes . 0 0 0 0 0 0 ^ =0 "'0 0 0 G 36.4 27.0 063.4 138.0 89.7 227.7 309.1 . 3 1 r , • 10 4 270 ` 138 , 100 , : No ' . 100.0 1.QQ: 1 0 0 0 0 0 Yes : Ye . 0.0 0 0 0 0 0 4 0 D 0 (F 0 0 0 0 00 0;13 . OtD 41.3 4 8 27.0 OA 68.3 43 179.3 116.7 7 295.9 300.7 401.8 407.5 2 t2 4 0 128,' 125 No M1f ' 1250 0 0 ! 0; 1.00. ° 0 0 s No . 0 0 0 , 0 0 0 ; 0 ' , j " ?0 G , ,OJO . 0 0 0 0 OA W~ 300.7 407.5 j 0 4 0 0 0 o : . ' . • . T ; , . ^ too£ing Size req'd = 75.2 W = 8.7 ft x 8.7 ft :Note,-- 1.4Ptr is a maximum of 1.41) and 1.2D+1.6L 2. K_LL 1 AI I other cases .2 Corner Column w/-Cantilever,- 3 Edge Column wl Cantilever -4 4 Interior Column and Exterior Column wo/ Cantilever -01 f l I I ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 7.10 Date: 10/26/2005 Time: 3:09:57 PM File: FinalStage 1- PROJECT TITLE Four Season Hotel (7083) 1.1 DESIGN STRIP Transfer Beam 2PT-1 2 -MEMBER ELEVATION IN 19.00 ` 25.25 3-TOP REBAR 3.1 User selected _ 3.2 User selected - 3.3 ADAPT selected 3.4 ADAPT selected T,3#9X26'6" l? 3#9X7'6" ~.2 TEmDiON PROFILE 4.3 CGS Distance [in] -9.00 -6.25 -2.00-2.00 16.90 s.oo 4.5 Force It 168 kips] (1 tea kips) 5 -.BOTTOM RI=BAR 5.1 User selected 5.2 User selected - - - r - - 5.3 ADAPT selected 5.4 ADAPT selected l 3 j 3#9X12'6° 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max 2.39 _ 2.95 3. [ In2j 1 required provided o• - I . 6.2 Bottom Bars 3• max 0.00 2.54 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing [in] 7.2 User-selected Bar Size # Legs: - - z 7.3 Required area [in'/ft] o. - o. 1s 2.2 - - 8-LEGEND -1 Stressing End I Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACW2 f 7~ = 5 ksi fy, = 60 ksi (longitudinal) fy = 60 ksi (shear) fpu = 270 ksi 9.2 Reber Cover. Top = .75 in Bottom = .75 in Reber Tablei'ASTM -US Customary bars (Non-redisMbuted Momen(s) 9.3 Stressing: f i = .8 fpu ; 9.4 Strand Area = .153 in2 10 - DESIGNER'S NOTES - f 175 i i - I r------_---_-____________________-______-_________ ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM 11 1733 Woodside Road, Suite 220, Redwood City, Gli£ornia 94061 ( ADAPT-PT FOR POST-TENSIONED BEAM/SLAB DESIGN I 'I Verslon 7.10 AMERICAN (ACI 318-02/IBC-031 I ADAPT CORPORATION - Structural Concrete Software System t g 1733 Woodside Road, Suite 220, Redwood City, California 94061 I F2_ II Phonn: (650)306-2400, F-'; (650)364-4678 : I Email: SupporteAdsptSOft.cO , Web site: http://www.Adapt5aft. cam I r_______________________________________________________________________ DATE AND TIME OF PROGRAM EXECUTION: Oct 26,2005 At Time : 15..9 PROJECT FILE: Fi-Istage I P R 0 J E C T T I T L E: =as. ason Hotel (7083) fer Beam 2PT-1 r = USSR-SPECIPIBD G E N E R A L D E S I G N P A R A M E T E R S CONCRETE: STRENGTH at 28 days, for BEAMS/SLABS 5000,00 psi for COLUMNS 5000.00 psi MODULUS OF ELASTICITY for BEAMS/SLABS 4031.00 ksi for COLUMNS 4031.00 ksi CREEP factor for daflectio.. for BEAMS/SLABS 2.00 CONCRETE WEIGHT NORMAL SELF WEIGHT 150.00 pof h'ENSION STRESS limits (multiple of (f'c)1/2) At Top 6.000 At Bottom 6.000 COMPRESSION STRESS limits (multiple of (f'.)) At all lacationa _ - .450 REINFORCEMENT: YIELD Strength 60.00 ksi MinimwA Cover at TOP .75 in Minimum Cover at BOTTOM in POST-TENSIONING: SYSTEM UNBONDED Ultimate st...gth of at rand 270.00 ksi Page 2 (FinalStage) ADAPT-PT V- 7.10 ACI-02 Average effective stress in strand (final) 175,00 ksi Strand area .153 in Min CGS of tendon from TOP 1. DD in Min CGS of tendon from BOTTOM for INTERIOR spans.- 1.00 in Min CGS of tendon from BOTTOM for EXTERIOR spans.. 1.75 in Min sverean Prec ~reaalon 125.00 Psi Max spacing be. strands (factor of slab depth) 8.00 0) Tendon pro£ila type and support widths............ (see section 9) ANALYSIS OPTIONS USED: Structural system BEAM Moment of Inertia over support is NOT INCREASED Moments REDUCED to face of support YES Limited plastification alloNnd(moments redistributed) NO Effective flange width consideration YES Effective flange width implementation method A,1-318 2- I N P U T G E O M E T R Y 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS S FI I TOP IHOTTOM/MI LEI I P OI 1 FLANGE I FLANGE 1 REF I MULTIPLIER th thick.: width thick.IHEIGHTI left right A RI LENGTHI WIDTH DEPTHI widin N MI ft 1 in in I in I in in I ir: -1----- 3---- 4------- 5------- 5------- 7 5------ q------ 10---- 11--___l2---- yg_ 1 2 19.00 48.00 22.00 140.00 10.00 .00 ,50 .50 2 2 25.25 48.00 22.00 140.00 10,00 .00 .50 .50 LEGEND: 1 - SPAN 3 - FORM C = Cantilever 1 = Rectangular section 2 - T or Inverted L section 3 = I section 4 a EYtaoded T or L section 7 m Joist e Waffle 11 - Top surface to reference lima 2.1.3 EFFECTIVE WIDTH DATA OF UNIFORM SPANS SPAN EFFECTIVE WIDTH in 1------------------------- 2_------_____________- Page 3 (FinalStage) ADAPT-PT V- 7.10 ACI-02 1 57.00 2 75.75 2.2 - 9 U P P O R T W I 0 T H A N D C O L U M N D A T A SUPPORT LOWER COLUMN UPPER COLUMN WIDTH LENGTH B(DIA) D CBC' LENGTH B(D Li) D CBC. in JOINT in £t in in ft in 2--------- 3------- 4------- 5_____6--------- 7------- 8------- 9---- 10 1 12.00 10.00 48.00 12-00 (1) 12.00 40.00 12.00 (1) 2 24.00 10.00 24.00 24.00 (1) .00 .00 .OO (1) 3 8.00 10.00 48,00 8.00 (1) 12.00 48.00 8.00 (1) -THE COLL%W BOUNDARY CONDITION CODES (CSC) Fizad at both ends ...(STANDARD) = 1 "_T C"Z "':~:T ~ J9 n Hing.d'at neaz and, fixed at far end - 2 F4.ed'kt'1-- end, hinged et far end = 3 Fixed at n n end, roller with rotational fixity at £ar, eand e 4 3'--'-V "P T I' - k P P L I E D' L O A D I N G l--------------TYPE- 11'= DEAD'-LOAD" : UNIFORM P = PARTIAL UNIFORM L e LIVE LOAD C CONCENTRATED M APPLIED MOMENT Li= LINE LOAD Sk SELF WEIGHT Computed from geometry input and treated as dead loading Unit selfeeight W - 150.0 pof Intensity ( From To ) ( M or C ...At) Total on Trib $PAN CLASS TYPE k/ft^2 ( ft ft ) (k-ft or k ...ft) k/ft 3-------- 4---------- 5-------- 6------ -_7------- 8--------- 9____-_ 1 L U .100 .00 19.00 1.167 T__11b U, ` .005 .00 13.00 ,058 I 'SW U. .00 19.00 2.058 2 -U" .100 .00 25.25 1.167 4 1. uC 1 117.00 11.33 Page 4 (FinalStage) ADAPT-PT V- 7.10 ACI-02 2 D U .005 .00 25.25 .D59 2 D C 184.00 11.33 2 - -8W U .00 25.25 2.058 3.1 - LOADING AS APPEARS IN USER'B INPUT SCREEN PRIOR TO PROCESSING UNIFORM (k/ft^2),.. ( CON. or PART. ) ( M O M E N T ) PAN CLASS ~TYStE L7:NE(k/ft). ( k8ft or ft-ft 7 ( k-ft 8 ft ) 4------------ 5------- 6----------- 7------- 8_________-__ 1 L U .100 1 D U .005 ~2 L V. .100 2 L C 117.00 11.33 2 D U .005 2 D C 184.00 11.33 NaTEk,AELFNEIGHT INCLUSION REQUIRED t,A L C q.L A T E D S& C T I 0 N P R 0 P E R T I E S 4.1 .,,.Sox Vni€orm Spans and Oantilewra only - Trlbutazy Width Effective Width SPAN AREA Yb Yt b eff I Yb Yt in^2 in in in in ^4 in in 1 1976.00 13.79 8,21 57.00 .4633E+05 1,47 1 10.53 2 1976.00 13.79 8.21 75.75 .5282E+05 12.25 9.75 Note: = Span/Cantilever is Nonuniform, se. block 4.2 5 - D E A D L O A D M 0 M E N T S, SHEARS i R E A C T IONS < 5 . 1 S P A N M O M E N T S (k-ft) > < 5.2 SPAN SHEARS (k) > Page 5 (FinalStage) ADAPT-PT_ _ _V-_7.10 ACT-0.2 SPAN M(1)• MidsP- M(r)• SH(1) SK(r) 2--------- 3----------- 4----- 6___---- 1 38.19 -74.15 -377.51 1.77 91.99 2 -775.07 764.28 -118,46 -154.16 83.28 Note: • = Centerline moments JOINT < 5.3 REACTIONS (k) > 5.4 COLUM MOMENTS ()I-ft) 2---------------- Lower C01Umne____UpPer CO1-5_____ 1 _1,77 20.83 17.36 2 196.15 -397.56 .00 3 83.28 64.62 53.85 6- L I V E L O A D M 0 M E N T E, S H E A R S 6 R E A C T I O N 3 6.1 L I V E L O A D SPAN MOMENTS (k-ft) and SHEAR FORCES (k) left- midspan right' <--SHEAR FORCE--> max SPAN max stn max min min left right z--------- 3-------- 4-------- S______6_________7_______g 1 25.71 25.71 -49.93 -49.93 -230.97 -230.87 2.42 24.59 2 -480.93 -480,93 475.46 478.46 -73.72 -73.72 -95.36 51.10 Not.: t . Centerl-,,e moments 6. 2 REACTIONS (k) 6.3 COLUMN MOMENTS (k-ft) LOWER COLUMN UPPER COLUMN JOINT max min max min mar min __I----------- 2-------- 3------------ 4------ 5---- 6---- 7___ 1 .00 -2.42 14.03 .00 11.69 .00 2 119.94 .00 .00 -250,06 .DO - .00 3 51.10 .00 40.21 .00 33.51 .00 Note: Block 6.1 through 6.3 valves aze maxima of all skipped loading cases 7- M O M E N T S REDUCED TO FACE-OF-SUPPORT 7.1 R E D U C E D DEAD LOAD MOMENTS (k-ft) Page- 6 (Finalstage3 ADAPT-PT' V- 7.10 ACI-02 SPAN-- -----2-- -4---- 1 - - '-'37:04 =74.14 -336.58 2 -622.00 764.25 -90.83 Note: * a Few-of-support 7.2 R E D U C E D LIVE LOAD MOMENTS (k-ft) left- midsp-- right* SPAN_-- Ma% in max min mar min 2---------- 3----------- 4---------- 5----------- 6---------- 7_____ 1 24,36 24.36 -49,93 -49.93 -206.93 -206.83 2 -386.17 -356.17 478.50 478.50 -56.75 -55.75 Not.: - feu-of-support 9 - 8UM OF DEAD AND LIVE MOMENTS (k-ft) N.xima.o£ dead load and live load span -.ts combined ii_ - for cgrgiwability ehacka ( 1.00DL t 1.00LL 1 left. mid.p- right- > SPAN- maz min max m1n max sun -_.`._7 ___2_________-3___________4 __________5___________6__________7_____ 1 61.40 61.40 -124.08 -124.08 -543.42 -543.42 2 -1008.17 -1008.17 1242.75 1242.75 -147.58 -147.59 Note: + -`face-6f-support 9 - SELECTED ?OST-TENSIONING FORCES AND TENDON PROFILES 9.1 PROFILE TYPES AND PARAMETERS LEGEND; For Span: i = revera.d parabola Page 7 (FinalStage) ADAPT-PT V- 7.10 ACI-02 2 = simple parabola with straight portion over support 3 . harped tendon For Cantilever: 1 = simple parabola 2 = partial parabola 3 harped tendon 9.2 T E N D O N P R O F I L E TYPE X1/L X2/L X3/1. A/L I-------- 2---------- 3---------- 4---------- 5___--_ 1 2 .100 .500 .100 .000 2 3 .050 .450 .050 .000 9,3 - SELECTED POST-TENSIONING FORCES AND TENDON DRAPE Tendon editing mode -elected: FORCE SELECTION SELECTED VALUES > CALCULATED VALUES FORCE DISTANCE OF CGS (in) P/A wbal Nbal SPAN (k/-) Left Center Right (psi) (k/-) (%DL) __1---------- 2--------- 3-------- 4-------- 5----------- 6---------- 7-------- 8__ 1 1188.000 -9.00 -6.25 -2.00 601.21 - 2.057 97 2 1188.000 -2.00 -20.D0 -9.00 601.21 10.319 110 App.--t. weight of strand 1105.6 LB 9.5 R E Q U I R E D MINIMUM PO ST- T E N S I O N I N G FORCES (kips) BASED ON STRESS CONDITIONS BASED ON MINIMUM P/A 5PAM LEFT- CENTER RIGHT- LEFT CENTER RIGHT __1---------- 2---------- 3---------- 4--------------- 5--------- 6--------- 7_--- 1 .00 .00 774.05 247.00 247.00 247.00 2 946.22 1147.79 .00 247.00 247.00 247.00 Not*: . f...-of-support 9.6 S E R V I C E S T R E S S E S (psi) (t.nsion shown positive) L E F T+ C E N T E R R I G H T page 9 (Fin..LStag.) SPAN TOP BOTTOM TOP BOTTOM 2--------- 3------ 4--------- 5___ 1 -496,35 -715.46 -426.78 -791.25 2 -38.07 -1308.58 -1332.96 317.93 ",t ! - : face-of-support ADAPT-PT V- 7.10 ACT-02 TOP BOTTOM .---6--------- 7____ -141.42 -1102.14 -389.32 -867.38 co u g. 7- 2OS2'-TEN&IONING 8 A L.,A LA C E D M 0 H E N T S, SHEARS 1. REACTIONS i8, $J( N M O M S N T 8 (k-ft) SPAN SHEARS (k ) . ia...- Sp~Ai$e_ - 14:t*1,.. midspan right- SH(1) SH(r) 2______________3--____________4____________---5--__-_--__6-_-_-- 1 -99.83 60. y2 374.83 12.48 12.48 754.80 -912.50 51.94 1.07 1.07 Note: * e face-of-support <-,REACTIONS (k < COLUMN MOMENTS (k -Joint 2----------------- Lower columns___--Upper columns----- 1 -12.480 -8.213 -6.$43 2 11.410 392.750 .000 3 1.067 -70.992 -59.158 c Fc. _ 10 F A C T O R E D M O M E N T S 6 R E A C T I O N S Calculated as ( 1.20D + 1.60L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k-ft) left midepan > right- SPAN max min max min max min -1---------- 2---------- 3----------- 4---------- 5_--------- 6__________ 1' 62.57 62.57 -294.22 -294.22 -950.92 -958.92 2' -1208.27 -1208.27 1826,29 1826.29 -69.30 -69.30 Note: * - face-of-support Page 9 (Finalstaga) ADAPT-PT v- 7.10 ACI-02 10.2 SECONDARY MOMENTS (k-ft) SPAN left- midspa, right* 2---------------- 3---------------- 4---_____ 1 -20.86 -125.33 -224.08 2 156.00 143.58 130.50 Note: £ac.-of-support - 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k-ft) (k) LOWER column UPPER column max ma.n maz JOINT max min - min ..1____.r_ 2_____----_3____-__-__4__________5___________ 6---------- 7_-___ 1 - -14.61 -18,48 39.23 16.79 32.69 13.99 2; 438.69 246.85 -84.35 -484.48 .00 .00 3 182.76 101.00 70.88 6.55 59.08 5.46 11 - M I L D S T E E L SPECIFIC CRITERIA for ONE-WAY or SEAM SYSTEM - Minimum steel 0.004A - Moment capacity > factored (design) moment support cut-off length for minixamm ateeS(length/span) .17 Span cut-off length for minimum .t.al(length/span) .33 Top bar extension beyond where required 12.00 in Bottom bar extension beyond her. required 12.00 in REINFORCEMENT based on NO REDISTRIBUTION of factored moments 11.1 TOTAL WEIGHT OF RSBAR = 545.7 lb AVERAGE 1.1 psf TOTAL AREA COVERED a 516.25 ft^2 11.2.1 S T E E L A T M I D- S P A N T O P R O T T 0 M P. DIFFERENT REBAR CRITERIA A. DIFFERENT REBAR CRITERIA SPAN (in^2) <---"I----- MIN--D+_25L-> (in-2) <---O.T----- MIIi--D+.25L-> __I------ 2--------- 3------- 4------- 5----------- 6--------- 7------- e------- 9____ 1 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 2 .00 ( .0C .00 .001 2.54 ( 2.54 2.38 .00) Page ':0 (FinalStaga) ADAPT-PT V- 7.10 ACI-02 11.3.1 S T E E L A T S U P P O R T S T a P B O T T O M A. DIFFERENT REBAR CRITERIA A. DIFFERENT RERAR CRITERIA JOINT (in^2) <---ULT----- HIN--D+.25L-> (inA2) <---OLT----- MIN--D+.25L-> -_1------ 2--------- 3------- 4------- 5----------- 6--------- 7------- 6------- 9---. 1 2.38 ( .00 2.38 .001 .00 ( OD .00 .00) 2 2.95 ( .00 2.95 .00) .00 ( .00 .00 .00) 3 2.95 ( .00 2.95 .(301 .00 ( .00 .00 .00) 12 - S H E A R D E S I G N FOR BEAMS AND ONE-WAY SLAB SYSTEMS LEGEND : concrete a NORmAL weight (full shear allowed for) d a value of d used in shear squatians #40 a sparing. of two-legged #4 stirrups, (fy- 60000. Psi) mean. nD stirrups are required Mu , Vu factored moments and shears (secondary moment effects included) CASES Vc 1 ACI shear equations govern 2 min pezmieeible, Val.. of 2lfc)^1/2 governs 3 max pezmis.ible value of 5(fc)^1/2 governs Av = 1 no reinforcement required 2 in reinforcement required, for beams only 3 stirrup required by analysis Note: for LEFT CANTILEVER (if any) X/L= 0.00 is at tip of cantilever, and X/L- 1.00 is at first support SPAN 1 LENGTH - 19.00 ft (Net span from . 50 to 18.00 ft ) X d vu Mu RATIO Av 0 4. CASES X/L ft in k k-ft V./Phi•VC inA2/ft in V. Av REMARKS --Z----- 2------- 3------- 4---------- 5---- 6--- 7------ 8-- 9-10------ 11_--_ .00 .00 17.60 17,61 71.91 .O5 .95 17,60 21.80 53.20 .10 .00 (3 1) .10 1.90 17.60 .9 258 3050 . .12 .00 (3 1) .15 2.85 17.60 30 .17 3.83 .13 .00 (3 1) .20 3.80 17.60 34.35 -26.62 .15 .00 • (3 1) .25 4.75 17.60 38.54 -61.44 .17 .00 (3 11 Page 11 - (Finalstage) ADAPT-PT V- 7.10 ACT-02 =.30 570 ..17,60 35 ...6..65 17.60 .40 7.60 17.60 .45 8.55 17.60 .50 9.50 17.6" 1.55. 10.45 17.60 As 11.40 17.60 .65 12.35 17.60 .70 1330 17.6D .75 14..25 17.60 .80 15.20 16.14 ,85 16.15 19.00 ,90 17.10 20.00 .95 10.05 20.00 ".DO 19.00 20.00 42,73 46.91 51.10 55.29 59. 47 63.66 67.85 72.03 76.22 80.40 84.59 88.78 92.96 97.15 101.34 -100.04 .19 .00 * * 13 1) -142.62 .21 .00 • (3 1) -189.18 .25 .00 (1 1) -239.71 .31 .00 (1 1I -294.22 ,38 .00 * (1 1) -352.71 .44 .00 • (1 1) -415.18 .51 .16 1,*i (1 2) BE.AM$ ONLY -481.62 ,56 .16 16.5 (1 2) BEAMS ONLY -552 C4 .65 .16 16.5 (1 2) BEAMS ONLY -626.43 .73 .16 16.5 (1 2) BEAMS ONLY -704,80 .76 .16 16.5 (1 2) BEAMS ONLY -787.15 .77 15 16.5 (1 21 SEAMS ONLY -873.48 .78 :15 16.5 (1 2) BEAMS ONLY -963.77 -1056.06 SPAN - 2 . LENGTH - 25.25 ft (Nat span from 1.00 to 24.92 ft ) X d V. Mn RATIO Av M 48 CASES -X/L ft in k k-ft Vu/Phi•V0 inA2/ft in Vc Av REMARKS __1___.__2------- 3------- 4---------- 5------- 6------ 7------ 8----- 9-10______11_-__ .00 .00 20.00 -336.50 -1542.48 .05 1.26 20.00 -330.94 -1121.17 1.30 1.02 4.7 (3 3) .10 2.53 17.75 -325.37 -706,86 1.44 1.49 3.2 (3 3) :.15 3.79 17.60 -319.81 -299.59 1.43 1.45 3.3 (3 3) .20 -5.05 17:60 -314.25 100.66 1.40 1.37 3,5 (3 3) .25 6.31 17.60 -308.68 493.90 1.38 1.28 3.7 (3 3) .30 7.38 17.60 -303.12 880.09 1.35 1.20 4.0 (3 3) .415 a. H4 17,6" -297.5. 125Y.27 1.65 1.77 2.7 (1 1) .40 10.10 17.75 -292.00 1631.43 2.01 2.20 2.2 (1 3) .45 11.36 20.00 121.57 1983.29 1.19 .51 9.4 (2 3) .50 12.63 18.90 127.13 1826.29 1.32 .51 9.4 (2 3) .55. 13.89 17.80 132.70 1662.27 1.46 .63 7.6 (2 3) .60 15.15 17.60 13.,26 1491.25 1.54 .74 6.5 (2 3) .65 16.41 17.60 143.82 1313.18 1.47 .69 6.9 (1 3) .70 17.67 17.60 149.39 1128.09 1.32 .55 8.7 (1 3) .75 18.94 17.60 154.95 935.99 1.15 .51 9.4 (1 3) .80 20.20 17.60 160.51 736.84 .95 .16 16.5 (1 2) BEAMS ONLY .85 21.46 17.60 166.08 530.67 .74 .16 16.5 (3 2) BEAMS ONLY .90 22.73 17.60 171.64 317.49 .77 .16 16.5 (3 2) BEAMS ONLY .95 23.99 17,60 177,20 97.29 .79 .16 16.5 (3 2) BEAMS ONLY 1.00 25.25 17,60 182.77 -129.95 Page 12 (Final Stage) ADAPT-PT V- 7.10 ACT-02 13 - -MU S P A N D E F L E C I 1 0 N 5 Concrete's modulus of elasticity re = 4031.00 kai Creep facto= K = 2.00 IMective/Igross...(due to cracking).......... K 1.00 Where stresses exceed 6.0(£0')"1/2 cracking of section is all-d for, values in parentheses are (span/max deflection) ratios .......DEFLECTION ARE ALL IN inches, DOWNWARD P06ITIVE,...... > SPAN DL DL+PT DL+PT+CREEP LL DL+PT+LL+CREEP _1-------- 2-------- 3----------- 4---------------- 6----__ 1 -.04 -.01 -.02(13372) -.03( 8285) -.04( 5115) 2 .29 -.04 -.11( 2715) .18( 1645) .07( 4175) + 00 0 3 Gj-[~. 1 2Z0 k 2 3' 3 2t 6 " 81o 2PT- 2 7#9T CONT 2#7 EF.- CONT. 7#9B C( #4 STIR SEE ELE FOR SP( A5 co SECTION "A" 3/4" 1'-0" LEVEL-02 e C.- Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 16.6/A5 Col. Mark: 2C3 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL Trlb Ar ea Loa d 1 Area Load 2 L ine Loa d Point Load Sum per Floor Accu mulated Load Pu Height _ . Area DU LL1 Rdc? L1 Rdc Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2} (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (Plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip} (kip) (kip) (kip) Roof 0 4 0 37 ;8,0 Np{ 80.0 80 f~lo' 80.0 0 0 0,0'. ; 0.0 0.0 0.0 0.0 0.0 0 0.0 0 0 0.4 O Q 10 0 4 0 138 4;Q Yes 40.0 100 0 0 Ye$ 0.0 0 0 0 0 0 0 n ; 0.0 0.0 0.0 0.0 0. . . 9 D 4 0 20 , 40 . . Yes 40 0 10 0: 0 0 No l 0.0 0 - 0 0 4 0€ 0 0 ? b -o 0.0 OA 0.0 0.0 0.0 0.4 0.0 8 0 4 0 120. 40 Y . 40.0 , 1 DO" 0 0 Yes 0.0 0 0 0 0 0! fl Q 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Yes 40 0 100 0 0 Yes 0 0 0 Q O 200 0 0 Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7 0 4 0 0 120 0 40 fl ' Yes . 0 0 „ 100' ' 0 0 Yes . 0 0 0 f} 0 .200 Q, 0 0 O d , 4.0 0.0 4.0 4.0 0.0 4.0 5.6 6 10 4 ; . % . x :100 0 0 N0 ' . 0 0 0 0 00 0 0 ~ } Q 4.0 0.0 4.0 8.0 0.0 8.0 11.2 5 10 4 0 ; 120,; . 100 " 100.0 : 0 Y s . 0 0 0 0 {3 F 00 0 , 0 b ; f 0 : 4.0 0.0 4.0 12.0 0.0 12.0 16.8 4 10 4 0 12',G 125 Na; 125.0 :100 " 0 e . ; 76 8 40 0 8 116 156 2 3 10 4 400 152 1;00. Nol 100.0 100. 0 0 Yes 0.0 0 0 0 ' 0 0; 0 0: ,Ofl J 64.8 40.0 104.8 . . . . 2 12 4 0 0 9 NO:.! 0.0 100: 0 0 Yes 0.0 0 0 0 : 0 0 0 0 0 p 4.8 0.0 4.8 6 40.0 121.6 161.9 0 i 0 0 100' 0 0 Mo 0 0 0 0 0 D 0:8? D.{}: 0.0 0.0 0.0 81.6 40.0 121.6 161.9 1 0 4 0 0 No . . C nn n Footing Size req'd = 30.4 ft2 = 5.5 ft x 5.5 ft Note 1. Pu Is a maximum of 1AD and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Comer Column w/ Cantilever 3 Edge Column w/ Cantilever 00 4 Interior Column and Exterior Column wo/ Cantilever -Pbl r . Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 16.6/A5 Col. Mark: 2C3 Col. Size: 16 x 24 Sq/Rect Allow: Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL Trib Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height _ . Area DO LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) {psf) % (psf) (psf) (psf) % (ft) Of) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 0 3•1 8;0 N.o i 4 80.0 '100 0 80 No 80.0 0 Q 0 0 0; u 11, 0 ' 0.0 0.0 0.0 0 0 0.0 0 0 0.0 0 0 0.0 OA 0.0 0 0 10 0 4 0 =!138 4fl Xes-. ' 40.0 100 D 0 Yes 0.0 0 Q0 p 4 0 0 0.0 OA . . . . 9 0 4 0 120 40 , Yes 40.0 100 ' 0 0 IN 0.0 0 0.0" 0; 0 0 : 0 0 > 0 0 0 0 ' 0.0 0 0 0.0 0 0 0.0 0 0 0.0 0 0 0.0 0 0 0.0 0.0 0.0 0.0 8 7 0 0 4 4 0 0 _12011 42a 4o 40" Yes:: Y0"s 40.0 40 0 100 100 0 0 0 0 Yes Yes ' 0.0 0.0 0 0 0 0 ' 0.0 0 X200 0 0; . Q 0 . 0.0 . 0.0 . 0.0 . 0.0 . 0.0 0.0 OA s . 0 Q 0 Y s 0 0 0 OA, ":1200 4.0 0.0 4.0 4.0 0.0 4.0 5.6 6 10 4 0 400 120: 0 " f0o Ye "N 0.0 100 0 1 0 106" 0 0 e No . 0 0 0 25 0 - '500 O' Q 0 : 0 0 64.5 40.0 104.5 68.5 40,0 108.5 146.2 5 10 4 ' " a ' . 125 0 10D ' 0 0 Yes > . 0 0 0 ' 25 0 20G UP 61.8 55.0 116.8 130.3 95.0 225.3 308.4 4 3 10 10 4 4 440 400 ..:120 ..:452 125 9 00 . No No' . 100.0 . 1'00. 0 0 Yes . 0.0 0 0 0 0 Q! ` O.O ,I 4 O, ! 64.8 40.0 104.8 195.1 135.0 330.1 334 9 450.1 455 9 2 12 4 0 0 b ` No 0.0 100, 0 0 Yes 0.0 0 O q OA: {)0, 4.8 0.0 4.8 99.9 135.0 . . 100" 0 0 N0 0 0 0 0 0 0.0 0.0 0.0 199.9 135.0 334.9 455.9 1 0 4 0 0 0 Noi 0.0 . . . T_ a ao o , n z~a a t Footing Size req'd = 83.7 ft2 = 9.2 ft x 9.2 ft Note 1. Pu is a maximum of 1.4D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Comer Column w/ Cantilever 3 Edge Column w/ Cantilever O0 4 Interior Column and Exterior Column wo/ Cantilever Cl WJgR 5-T'vt C Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 16.6/A5 Col. Mark: 2C3 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Floor I Floor I K_LL I Trib. Heiqht Area toof 0 4 260 10 0 4 0 9 0 4 0 8 0 4 0 7 0' 4 260 6 10 4 0 5 10 4 400 4 10 4 440 3 10 4 400 2 12 4 0 1 0 4 0 Footing Size req'd = Date: 10/18/2005 Fl Accumulated Load Pu Ar ea Load 1 Ar ea Loa d 2 L ine Loa d Point DL Load LL Su DL o m per LL or DL+LL DL LL DL+LL DL1 LL1 Rdc? L1 Rd Area 131-2 LL2 Rdc? L2 Rd Area Length DL LL I I (psf) (ps0 (psf) % (psf) (psf) (psf) % {ft) {plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip} (kip} (kip) (kip} 31 8:0 N9' 80.0 100: 0 80 No; 80.0 0 !J Ci 0 C3; . 0.0 0 0 'i 8.1 20.8 28.9 8.1 20.8 28.9 43.0 " " 4`Q s 0 40 '100 0 0 Yes 0 0 0 0 0 If t3 0.0 Oil ? 0.0 0.0 0.0 8.1 20.8 28.9 43.0 138 . Ye . 0 A Noy . 0 0 0 00 t1;0 - 0.0 0.0 0.0 8.1 20.8 28.9 43.0 ?20 - . -40 Yes,; 40.0 1P0 0 Y s . 0 0 0 4 0 0 0 0 0 s . C1,0 : 0.0 0.0 0.0 8.1 20.8 28.9 43.0 120. 40 Yes 40.0 100. " Q e . 0 0 25 0 201} 0 0 0` i • 0-~ ` 36.2 7.4 43.6 44.3 28.2 72.5 98.3 40 Yes ! 28.6 100 0 0 Yes 0. ~ X00 : 0 0 U 0 9 0 0.0 9.0 513 28.2 81.5 109.1 0 i 0 Yes . 0.0 100 0 0 Yes 0.0 0 5:Q . 0 . 64 5 40 0 104 5 117 8 68.2 186.0 250.5 420: 4001 No 100.0 100 0 0 Na 0.0 0 2 ff 500 ' rJ 0' 0 0 0 lk' 4 0 0 . 8 61 . 55 0 . 116.8 . 179.6 123.2 302.8 412.7 120 , •128. No ` 125.0 ' 100 ' 0 0 Yes Y 0 0 0 0 a.0 0 4 20 J D . 0 0< 0 . 64.8 . 40.0 104.8 244.4 163.2 407.6 554.4 1.52 .100 No . 100. Q 100 Q ' 0 f L ' C 0 0 0 4 8 0 0 4.8 49.2 163.2 412.4 560.2 No _ 0.0 100. 0 0 Y O 0 0 ` 0 0 0 ' 0 0 0' 0i O tl ii . 0.0 . 0.0 0.0 249.2 163. 412.4 560.2 0" Q No! : 0.0 1Q0: 0 0 N - . . . r~,r~i . ado 1B3 2 412.4 103.1 fe = 10.2 ft x 10.2 ft Note 1. Pu is a maximum of 1.41D and 1.213+1.61- 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever 3 Edge Column w/ Cantilever Co 4 Interior Column and Exterior Column wo/ Cantilever C) w C ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 7.10 Date: 1 012 712 00 5 Time: 3:11:06 PM File: FinalStage - 1- PROJECT TITLE Four Season Hotel Ir 2P r 1.1 DESIGN STRIP Transfer Beam 2PT-2 2 -MEMBER ELEVATION [ft] ze.oo _ ~ 3 - TOP REBAR 3.1 User selected - 3.2 User selected - - - 3.3 ADAPT selected 3.4 ADAPT selected i ~)sn9xa o. isnsxso^ 4.2 -TEDiON PROFILE U2tUM 4.3 CGS Distance [in] 1800 -5200 4.5 Force Iat kips] 1a o0 5 - BOTTOM REBAR 5.1 User selected - - 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected s 5nsx13 s° 6 - REQUIRED & PROVIDED BARS rnax 5.18 6.1 Top Bars 5.q requ~red 3.a provided o. z. 6.2 Bottom Bars max 4.52 7 - SHEAR STIRRUPS .1 ADAPT selected. 7 Bar Size Legs: 2 Spacing [in] In] - 7.2 User-selected - - - Bar Size # Legs: 0.06 0.06 7.3 Required area 0.04 oz i z/ft] n ~I . [ n 0.oo oe 8-LEGEND -4 Stressing End f Dead End . 9 - DESIGN PARAMETERS 9.1 Code: ACI-02 f~ = 5 ksi fy = 60 ksi (longitudinal) fy = 60 ksi (shear) fo„ = 270 ksi 9.2 Rebar Cover: Top = 1 in Bottom = 1 in Rebar Table: ASTM - US Customary bars (Non-redistributed Moments) 9.3 Stressing: fPi = -8 fpu 9.4 Strand Area= .153 in2 10 - DESIGNER'S NOTES 187 L2~FT- 2 ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM I 1733 Woodside Road, Suite 220,-Redwood Cit California 14061_ --1 ----------y__-______. I ADAPT-PT FOR POST-TENSIONED BEAM/SLAB DESIGN I Version 7.10 AMERICAN (ACI 318-02/IBC-03) ADAPT CORPORATION - Structural Concrete Sortweie System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306-2400, Fax: (650)364-4678 I Email: Suppart@AdaptS.ft-cos, Web site: http://www.Ad.ptS.ft..- t DATE AND TIME OF PROGRAM EXECUTION: Oct 27,2005 At Tine: 15:10 PROJECT FILE: Fi-Istage P R O J E C T T I T L E Fovr season Hotel Tranef.r Beam ZPT-2 1- USER SPECIFIED G E N E R A L D E S I G N P A A A M E T E R S CONCRETE: STRENGTH at 28 days, for BEAMS/SLABS 5000.00 pal for COLUMNS 5000.00 ps► MODULUS OF ELASTICITY for BEAMS/SLABS 4031.00 kai for COLUMNS 4031.00 kai CREEP factor for deflections for BEAMS/SLABS 2.00 CONCRETE WEIGHT NORMAL SELF WEIGHT 150.00 Pcf TENSION STRESS limit. (multiple of (f'.)1/2) At T.P 6.000 At Bottom 6.000 COMPRESSION STRESS limits (multiple of W c)) At all location. .450 REINFORCEMENT: YZELD Strength 60.00 kai Mlnimue Cover at TOP 1.00 in Minimum Cover at BOTTOM 1.DO in POST-TENSIONING: SYSTEM UNBONDED Ultimate strength of strand 270.00 ksi page 2 (Fi-(stage) ADAPT-PT V- 7.10 ACI-02 Average effective mires. in strand (final) 175.00 ksi Strand area....................................... .153 in^2 Min CGS of tendon from TOP 1.00 in Min CGS o£ tendon from BOTTOM for INTERIOR spans.. 1.00 in Min CGS of tendon from BOTTOM for EXTERIOR spans.. 1.15 in min average preeaspre.sion 125.00 P.i Max spacing between strands (factor of slab depth) 8.00 Tendon prcfile type and support widths............ ( sea aeetion 9J AfVrI.YsZE OPTIONS USED: Structural system BEAM Moment of Inertia over suppozt Sa NOT INCREASED Moments REDUCED to face of support YES Limited plastafication allowed(moments redistributed) NO Effective flange width consideration YES Effective flange width inplamentation method ACI-318 2- I N P U T G E O M E T R Y 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS S FI I 1 TOP (BOTTOM/MI DOLEI i P 01 1 I FLANGE FLANGE REF I MULTIPLIER A RI LENGTHI WIDTH DEPTRI width thick-I width thick.( NEI(sHTI left right N MI ft I in in I in in I in in I in I 4------- 5------- 6------- 7------ 8______ 9------ 10---- 11----- 12---- 13- 1 2 28.00 36.00 54.00 120.00 10.00 .00 .50 .50 LEGEND: 1 - SPAN 3 - FORM C Cantilever 1 = Rectangular section 2 T or Z vert.d L section 3 1 section 4 = Extended T or L Section 7 = Joist e = waffle lI - Top surf... to reference line 2.1.3 EFFECTIVE WIDTH DATA OF UNIFORM SPANS SPAN EFFECTIVE WIDTH In 1------------------------- 2--------------------- 1 84.00 Page 3 (Finalstage) ADAPT-PT V- 7.10 ACT-02 co co 2.2 - S U P P O R T W I D T H A N D C O L U M N D A T A SUPPORT LOWER COLUMN UPPER COLUMN WIDTH LENGTH S(DLA) D CSC* LENGTH e(DIA) D CRC* JOINT in ft in in ft in in __1------- 2--------- 3------- q------- _x____-_-7------- g g---- 1p___ 1 24.00 10,00 24.00 24.00 (1) 12.00 24.00 24.00 (1) 2 24.00 10.00 24.00 24.00 (1) 12.00 24.00 24.00 (1) •'1'.E UULOMN EOUNDARZ CONDITION CODES (CDC) Fixed at both ends ...(STANDARD) = 1 Hinged at near and, fixed at far and m 2 Fixed at near and, hinged at far and 3 Fixed at near and, roller with rotational fixity at far end a 4 3- I N P U T A P P L I E D L O A D I N G <-__CLASS TYPE > D - DEAD LOAD V = UNIFORM Y = Y TIAL UNIEORN L - LIVE LOAD C = CONCENTRATED M - APPLIED MOMENT Li- LINE LOAD SW= SELF WEIGHT Computed from geometry input and treated as dead loading Unit Selfreight W - 150.0 pof Intensity ( From To ) ( M or C ...At) Total on Trib SPAN CLASS TYPE k/ft''2 ( ft ft ) (k-ft or k ...£t) k/ft _12------ 3-------- 4---------- 5-------- 6---------- g--------- 9__--__ 1 L U .040 .00 28.00 .400 1 L C 163,00 11.75 1 D U .005 ,00 28.00 .050 1 D C 250.00 11.75 1 SW U .00 28.00 2.900 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING Page 4 (Pii',e].Stegr) ADAPT-PT V- 7,10 ACI 02 UNIFORM (k/ft^2), ( CON. or PART. ) ( M O M B N T ) SPAN CLASS TYPE LINE (k/ft) ( kart or ft-ft ) ( k-ft a ft ) .-1--- 2---- 3---- 4------------ 5------- 6------ 7------- g----________ 1 L U .040 1 L C 163.00 11.75 1 D U .005 1 D C 250.00 11.75 NOTE: SEIJWEIGHT INCLUSION REQUIRED 4- C A L C U L A T E D S E C T I O N P R O P E R T I E S 4.1 For Uniform Span. and ra..tll-- only Tributary Width Effective Width SPAN AREA Yb Yt b e£f I Yb Yt 1n-2 in in in in^4 in in __I_______ 2----------- 3--------- 4--------- 5-------- 6------------ g_-- 1 2784.00 33.64 20.36 84.00 .6627E♦06 31.36 22.64 Note: = Span/Cantilever is Nonuniform, See block 4.2 5- D E A D L O A D M O M E N T S, a H E A A P I R x A C T I O N S < 5.1 S P A N M 0 M E N T S (k-ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)' Midspan M(r)• SK(l) SH(r) __1--------- 2-------------- 3--------------- 4-------------- 5----------- 6___---- 1 -330.31 1444.63 -296.13 -187.61 144.99 Not— = Centerline moments JOINT < 5.3 REACTIONS (k) > 5.4 COLUMN MOMENTS (k-ft) -_I--------------- 2___________-----Lower eolumns____(7pp~. column--____ .Page 5 (FinalStaga) ADAPT-PT V- 7.10 ACI-02 1 187,61 -190.20 -150.17 2 144.99 161.55 134.62 6- L I V E L O A D M O M E N T S, S H E A R S 6 R E A C T I O N S 6.1 L I V E L O A D SPAN MOMENTS (k-£t) and SHEAR FORCES (k) left. > midspen right; <--SHEAR FORCE—> SPAN in mss min max min left right a~ 1 -185.54 -165.54 822.43 822.43 -163.25 -163.25 -100.99 73.21 (D I Note: ~ Centerline moments 6.2 REACTIONS (k) 6.3 COLUMN MOMENTS (k-ft) > LOWER COLUMN UPPER COLUMN JOINT max min max min mar. min --1---------- -2___------- 3------------ 4---------- 5------------ 6---------- 7___ 1 100.99 .00 ,00 -101.22 .00 -84.35 2 73.21 .00 89.06 .00 74.22 .00 Note: Block 6.1 through 6.3 values are maxima of all -kipped loading cases 7- M O M E N T S REDUCED TO FACE-OF-SOPPORT 7.1 R E D U C E D DEAD LOAD MOMENTS (k-ft) SPAN left- midspan right- 2------------- 3------------- 4----------- 1 -144.17 1445.00 -152.58 Netet - =face-of-support 7.2 R E D U C E D LIVE LOAD MOMENTS (k-ft) left- > mldsp-- right- SPAN max min max min sax min Page 6 (Finalstage) ADAPT-PT V-_7.10_ACI-02 i ____----__2---------- 3-_--------- 4----------- 6---------- 7-____ 1 -84.75 -84.75 822.42 822.42 -90.25 -90.25 Note: + face-of-support 8 - SUM OF DEAD AND LIVE MOMENTS (k-ft) M ima of dead load and live load span moments combined a~ for serviceability checks ( 1.OODL + L.OOLL ) left- > midap- right- max min SPAN max min soot in -1-___-_____2---------- 3----------- 4---------- 5----------- 6___-_----_ i 1 -228.92 -228.92 2267.42 2267.42 -242.83 -242.83 NOta: • = Lace-of-support 9 - SELECTED POST-TENSIONING FORCES AND TENDON PROFILES 9.1 PROFILE TYPES AND PARAMETERS LEGEND: Fur gpk 1 ~ rewra.d parabola 2 = simple parabola with straight portion over Support 3 = harped tendon r- Cantilever: 1 simple parabola 2 = partial parabola 3 = harped tendon 9.2 T E N D O N P R O F I L E TYPE X1/L %2/L X3/L AIL I-------- 2---------- 3---------- 4-_-------- 5___--- 1 3 .050 .500 .050 .000 Page 7 (FinalStage) ADAPT-PT V-_7,10 ACI-02 _ 9.3 - SELECTED POST-TENSIONING FORCES AND TENDON DRAPE Tendon editing mode selected: FORCE SELECTION SELECTED VALUES > CALCULATED VALUES FORCE DISTANCE OF CGS (in) P/A Whal Wbal SPAN (k/-) Left Center Right (psi) (k/-) (4DL) __1---------- 2--------- 3-------- 4-------- 5----- 6---------- 7-------- 8_- 1 810.000 -18.00 -52.00 -18.00 290.95 12.693 107 Approximate weight of strand 499.7 LB 9.5 R E Q U I R E D MINIMUM P O S T - T E N S I O N I N G FORCES (kips) BASED ON STRESS CONDITIONS BASED ON MINIMUM P/A SPAN LEFT- CENTER RIGHT- LEFT CENTER RIGHT __I---------- 2---------- 3---------- 4--------------- 5--------- 6--------- 7____ 1 .00 526.31 .00 348.00 348.00 348.00 Note: * . face-of-suppart 9.6 S E R V I C E S T R E 8 9 E 3 (psi) (tension shown positive) T. E F T- C E N T E R SPAN TOP BOTTOM TOP BOTTOM _I---------- 2--------- 3------------- 4--------- 5___ 1 -366.24 -186.68 -471.56 -40.85 Note: - m face-of-support R I G H T - TOP BOTTOM 6_________7____ -360.53 -194.59 9.7 POST-TENSIONING B A L A N C E D M O M E N T S, SHEARS 6 REACTIONS S P A N .M O M E N T 9 (k-ft) SPAN SHEARS (k ) SPAN left- midsp- right- SH(1) SH(r) __I__-____-- 2-------------- 3-------------- 4--------------- 5---------- 6_____- 1 412.58 -1826.67 412.58 .00 .00 Note: - = face-of-support <--REACTIONS (k COLUMN MOMENTS (k-£t) Page 8 (Finalstage) ADAPT-PT V- 7.10 ACI-02 nt__________--2_________________L.- ..I-e_____Upper column--____ i .000 138.083 115.063 2 .000 -135.083 -115.083 10 - F A C T O R E D M O M E N T S 6 R E A C T I O N S Caloolated as ( 1.20D + 1.60L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k-ft) left- > midspan right- > SPAN max min max min max min _1---------- 2---------- 3----------- 4---------- 5-------- _-_5---------- 7_____ 1 -55.43 -55.43 3302.58 3302.58 -74.33 -74.33 Not*: = face-of-support 10.2 SECONDARY MOMENTS (k-ft) SPAN left- midsp- right- 2 3 4 1 253.17 253.17 253.17 Not.: - + face-of-support 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k-ft) (k) LONER column UPPER column max min JOINT max min man in _I---------- 2---------- 3----------- 4---------- 5----------- 6___-_____- 1 386.72 225.12 -78.12 -240.12 -65.12 -200.05 2 291.14 174.0. 19H.35 55.82 165.16 46.42 11 - MM T. I D S T E E L SPECIFIC CRITERIA for ONE-WAY or BEAM SYSTEM - Minimum steel 0.004A Page 9 (FinalStage) ADAPT-PT V-_7_.10 ACI-02 - Moment capacity > factored (design) moment Support cut-off length for minimum steel(length/span) .17 Span cat-aft length for minimum st..1(1..gth/span) . 12.00 in 33 Top bar extension beyond where required Bottom bar extension beyond where required 12.00 in REINFORCEMENT based on NO REDISTRIBUTION of factored -anent- -___-___P 11.1 TOTAL WEIGHT OF REBAR = 639.2 lb AVERAGE 2.3 sf TOTAL AREA COVERED = 280.00 ft^2 11.2.1 S T E E L A T M I D- S P A N T D P B O T T O M A. DIFFERENT RE6AR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in^2) <___ULT----- MIN_-D+.25L-> (in-2) __I______2__ ___---3_____--4___--__5___---_--__6_------__7____---H_______9___ 1 .00 ( .00 .00 .00) 4.52 ( .99 4.52 .00) 11.3.1 S T E E L A T S U P P O R T S T O P B O T T 0 M A. DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (in^2) <---ULT----- MIN--D+.251,-> (in^2) <---OLT----- MIN--D+.25L-> __I------ 2--------- 3------- 4------- 5----------- 6--------- 7------- 0------- 9___ 1 5.18 ( .00 5.18 .00) .00 { .00 .00 .00) 2 5.18 ( .00 5.18 .00) .00 ( .00 .00 .00) 12 - S H E A R D E S I G N FOR ELMS AND ONE-WAY SLAB SYSTF24S LEGEND Concrete = NORMAL weight (full shear allowed for) d value of d used in shear equations 44@ spacings of two-legged M4 st-PS, (fya 60000, psi) means no Stiriups are required mL , vu a factored moments and shears (secondary mcm+ant effects included) CASE5 Vc a 1 ACI Shear equations govern 2 min permissible value of 2(fe)A1/2 governs 3 max Pa_Iasibla value of 5(fc)A1/2 governs Page 10 (FinalStage) ADAPT-PT V- 7,10 ACI-02 Av - 1 no r inforcemant required 2 ms reinforcement required, for booms only 3 Stirrup required by analysis Note: for LEFT CANTILEVER (if any) X/L- 0.00 is at tip of cantilever, and X/La 1.DO iS at first support SPAN a 1 LENGTH - 28.00 ft (Net Span from 1.00 to 27.00 ft ) X d V. X/I. ft k __1----- 2------- 3------- 4____ .00 .00 43.20 -386.72 .05 1.40 43.20 -380.86 .10 2.80 43.20 -375.02 .15 4.20 43.20 -369.17 .20 5.60 43.20 -363.31 .25 7,00 43.20 -351.46 .30 8.40 43.20 -351.61 .35 9.80 43.20 -345.76 ,40 11.20 44.44 -339.91 .45 12.60 48.22 226.75 .50 14.00 52.00 232.60 .55 15.40 48.22 238.45 .60 16.80 44.44 244.30 .a5 18.20 43,20 250.15 .70 19.60 43.20 256.01 .75 21.00 43.20 261.86 .80 22.40 43,20 267.71 .85 23.80 43.20 273.56 .90 25.20 43.20 279.41 ,95 26.60 43.20 285.27 1.00 28.00 43.20 291.12 Nu RATIO Av N 4@ CASES k-ft Vu/Phi•Vc -A2/ft in V. Av REMARKS 5------- 6------ 7------ 8----- 9-10------ 11__-- -440.07 97.24 .92 .06 24.0 (3 2) DEANS ONLY 626.37 .91 .08 24.0 (3 2) BEAMS ONLY 1147.30 .90 OR 24.0 (3 2) BEAMS ONLY 1660.03 .88 .08 24.0 (3 2) BEAMS ONLY 2164.58 .87 .08 24.0 (3 2) BEAMS ONLY 2660.89 .85 .08 24.0 (3 2) BEAMS ONLY 3149.07 .93 .09 24.0 (1 2) BEAMS ONLY 3629.07 .99 .08 24.0 (1 2) BEAMS ONLY 3624.14 .80 .07 24.0 (1 2) BEANS ONLY 3302.58 .65 .07 24.0 (1 2) BEAMS ONLY 2972.91 .68 .07 24.0 (1 2) BEAMS ONLY 2634.91 .72 .08 24.0 (1 2) BEAMS ONLY 2208.84 .67 .08 24.0 (1 2) DEAMe ONLY 1934.52 .62 .08 24.0 (3 2) BEAMS ONLY 1572.02 .63 ,08 24.0 (3 2) BEAMS ONLY 1201.33 .65 .08 24.0 (3 2) BEAMS ONLY 822.43 .66 .00 24.0 (3 2) BEAMS ONLY 435.35 .68 .08 24.0 (3 2) BEANS ONLY 40.07 .69 .08 24.0 (3 2) BEAMS ONLY -363.39 ?age 11 (Finalstage) ADAPT-PT V- 7.10 ACT-02 13 - MAXIMOM S P A N D E F L E C T I O N S Concrat" modulus of elasticity Ec 4031.00 ksi Creep factor K 2.00 Ieffective/Igross...(due to cracking).......... K = 1.00 Where atxaases a sed 6,0 (fc")^1/2 cracking of section is allowed for. Value. in parenthasee are (span/mar deflection) ratios DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE....... > SPAN DL DL+PT DL+PT+CREEP LL OL+PT+LLMCREEP -1-------- 2-------- 3----------- 4--------------- 1 .07 .00 .01(35726) .04( 8998) .05( 7187) N 0 2'P'f- 3 co W WIDE z W DEFP ELEVATION 29 PT TRANSFER BEAM "2PT-3" fAT IEIEL-09 9#9T CONT 2#7 EF.- CONT. 9#9B CC #4 STIR[ SEE ELE FOR SPC CD SECTION "A" 3/4" = i'-0" LF'V E~-02 i NI S H K I A N MEN N IN G ER CONSULTING AND STRUCTURAL ENGINEERS 1200 FOLSOM STREET, SAN FRANCISCO, CA 94103 (415) 541-9477 FAX (415) 543-5071 JOB SHEET NO. _ CALCULATED CHECKED BY. OF DATE ~0 DATE SUALt I I i E ' I I I : i i , I J ~ _ . - _ . I I V E j : I . i i : i ; : i i f i : I I I i i ' , t t ' i ' ' , I _ _ _ I ~ I i I i..... ` : E i .I. v. I r 95 i i If Column Rundown (113C 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Coi. Location: 16.61A4 Coi. Mark: 2C3 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL Trib. Ar ea Load 1 Ar ea Load 2 Line Loa d Point Load Sum per Fl oor Accu mulated Load Pu Height _ Area DL1 LLi Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL J LL DL LL DL LL DL+LL ki DL ki LL (ki ) DL+LL (ki ) (kip) (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) ( ft (plf} (plf) (kip) (kip) (kip) (kip) p) ( p) ( p p Roof 0 A 0 31 80 SD.O , 1'QO 0 E30 No' 80.0 0 O D 4 4,; 0.0 0.4 ; 0.0 0 0 0.0 0 0 0.0 0 0 0.0 0 0 0.0 0 0 0.0 0 0 0.0 0.0 10 0 4 0 38 40 Yes, : 40.0 4 00: 0 0 Yes 1 0.0 0 D D 0 Oj 0 0 4 0 . . . . . . 20 40 ' Y s: 0 40 0 0 No 0.0 0 0 0 0 Q 0 0 0. 0.Q 0.0 0.0 0.0 0.0 0.0 0.0 9 0 4 0 : 1 d ; e . Y s ` . 40 0 100 - : 0 0 Yes 0 0 0 b D Q Di 0 0 0 -0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8 0 4 0 4- 120 90 11. e Y s . 1013 D . 0 Yes . 0 0 0 0 D X04 ~i• 0 0 ! b.D 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7 0 4 0 12Q 0 - e 40.0 s . 0 0 0 0 b X00 , . , 0 0 0 1 0 ' 4.0 0.0 4.0 4.0 0.0 4.0 5.6 6 10 4 0 D 0 Yes 0.0 100 0 0 Ye N . 2 4 50 0 0 200 , 4 D 0 ` 0 4 0 4 0.0 4.0 8.0 0.0 8.0 11.2 5 10 4 0 120 - 20 2 , ; Nn. ; 213.0 20 0 50 00 1 170 0 20 0 o Yes 0. 0 0 0 0 0 0 0; 0 0 0 D,, . 4.13 0.0 4.0 12.0 0.0 12.0 16.8 4 10 4 0 120 0 2 ' rho! . . . 0 0 0 Yes ' . 0 0 0 0 i3 0 0 , 0 0;i 0.0 ! 87.6 11.0 98.6 99.6 11.0 110.6 139.4 3 10 4 550 • '1S2 0 No; 20.0 :10 . 0 0 0 0 4 0 Q D Il L 0 4.8 0.0 4.8 104.4 11.0 115.4 146.2 2 12 4 0 D ~ 0 Noi ; 0.0 100 0 0 D Yes N . 0 0 0 0 0 0 , 0.0 0.0 0.0 04.4 11. 115.4 146.2 1 0 4 0 0 OA 100 0 . 1RAA 11 (1 115.4 Footing Size req'd = 28.9 ft2 = 5.4 ft x 5.4 ft Note 1. Pu is a maximum of 1.41D and 1.213+1.61- 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever 3 Edge Column w/ Cantilever 4 Interior Column and Exterior Column wo/ Cantilever ~1a1'Clf~ L Fr~'K S'CAc 2 Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 16.6/A4 Col. Mark: 2C3 Col. Size: 16 x 24 Sq/Rect Allow. Soil Searing: 4 ksf (DL+LL) Date: 10/18/2005 Fl s Accu mulated Load Pu r K LL T ib Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load u m per o or Floor Floo _ . r DL LL DL LL DL+LL DL LL DL+LL Height Area DO LL1 Rdc? L1 Rd Area DL2 1-1-2 Rdc? L2 Rd Area Length DL LL ki ki ) (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) p) ( p ( 0 0 4 qi (3 0'; ? 0 = 0 0 0.0 0.0 0.0 0.0 0.0 0.0 Roof 0 4 0 ..31, =80 Nbj;;: 80.0 .'100 0 $0 No ' 80.0 0 ' : 00 0 Oi i T3D {20 . 0 0 0 0 0.0 0.0 0.0 0.0 0.0 10 0 4 0 138. 4Q Yes! 40.0 IDQ, 0 0 Yes 0.0 0 . 0 ! 0 0 . 0 0 . 0 0 0 0 0 0 0.0 0.0 0.0 9" 0 4 0 120 40 YeS'-' 40.0 1 OQ . 0 A No 0.0 0 T c D 0: ( . . . 0 . 0 0 0 0 0 4 0 0 8 0 4 0 1120 " 40 Yes 40.0 100 ' i D 0 Yes 0.0 0 0 6 0 0. 0.0 D_0 I 0.0 0.0 0" . . . . 7 0 4 0 ; 120 40 Yes;: 40.0 . 10,0 0 0 Yes 0.0 0 0 0. 7_DO Q.D I 4 D 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 ' Y ! 0 0 0 0 D 200 0~ t7 0:. 4.0 0.0 4.0 4.0 0.0 4.0 5.6 6 10 4 0 0 D Yes; ; 0-0 100 , D Q es . 0 250 041 0 " 88.8 11.0 99.8 92.8 11.0 103.8 429.9 5 10 4 550 120 ZD 0;; 20.0 5D 170 20 No. 20.0 5 D 0 O Oi 0 0 " w1w 0 0 60 4 9.4 69.8 153.2 20.4 173.6 216.4 4 10 4 470 20. - ° 20 Na ` 'No! 20.D 20 D 100 100: 0 0 0 0 Yes Yes 0.0 0 0 0 0 Q Q a1 0. 0.01 X10 -i . 87.6 11.0 98.6 240.8 31.4 272.2 339.1 3 10 4 !152 2Q - . 100' 0 0 Yes ; . 0 0 0 0 0 0 0' Q 0 fl,0 4.8 0.0 4.8 245. 31.4 277.0 344.9 2 12 4 M 0 „ 0 NA; : ' 0.0 . 0:: 0 0'0 0 0 0 0 0.0 245.6 31.4 277.0 344.9 1 0 4 O 0. d£l do- : 0.0 ;!10 T. 4,: 0 0 N,b. 0.0 0 C ' . . , TM.1 - 9AS R 31.4 277.0 Footing Size req'd = 69.2 ft2 = 8.3 ft x 8.3 ft Note 1. Pu is a maximum of 1 AD and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Comer Column w/ Cantilever 3 Edge Column w/ Cantllever (O 4 Interior Column and Exterior Column wo/ Cantilever l 11 ~"C11~1r. ~R GINS 5 C- Column Rundown (iBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 16.6/A4 Col. Mark: 2C3 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL Trib. Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height _ Area DL1 LL1 Rdc? L1 Rd Area 131-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Root 0 4 180 '31 '80 No'?' 80.0 100, 0 :90 No? 80.0 0 > p 0 0;1 QD`: 5.6 14.4 20.0 5.6 14.4 20.0 29.7 10 0 4 0 13$ 40 Yes;;; 40.0 100: 0 o Yes 0.0 0 j 0 D 0 0: Q Q Q.0 ' 0.0 0.0 0.0 5.6 14.4 20.0 29.7 9 0 4 0 120 .:"40 Y es`:' 40.0 : 100 0 D No 0.0 0 0 0 13 0. 0.0 i! 0 Q 0.0 0.0 0.4 5.6 14.4 20.0 29.7 8 0 4 0 120 40 . Yesl' 40.0 100 d 0 Yes 0.0 0 0 O OI: Q Q 0.(J'? 0.0 0.0 0.0 5.6 14.4 20.0 29.7 7 0 4 180 1204 40 : : Y s, 4 32 1:00 0 0 Yes 0 0 0 25 :'2W: 0 i 4 fl (3 0 26.6 5.8 32.4 32.2 20.2 52.4 71.0 0 D e Yas: ` . 0 0 1 100 0 0 Yes . 0 0 0 25 0 200 0> 9.0 0.0 9.0 41.2 20.2 61.4 81.8 6 10 10 4 4 550 126 :0 1'00 - NA . 100 0 . 50 170 100 No . 100 0 50 25 0 200 0'I 0 Q 0 4 88.8 55.0 143.8 129.9 75.2 205.2 276.3 5 4 10 4 470 12G 125 No" . 125 0 . 100 0 0 Yes . 0.0 0 t0 0 0 D! 0 0 O..C~'! 60.4 58.8 119.2 190.3 134.0 324.3 442.8 1 0 i! N . 100, . 100' 0 0 Yes I' 0 0 0 0 D 0 Q 0 " Q 0 0:i 87.6 55.0 142.6 277.9 189.0 466.9 635.9 3 2 10 12 4 4 550 0 152 ?0 o No::, 0.0 100., 0 '0 Yes . 0.0 0 0 4 ~0 0 ; , ~ 0 a, (0 - 4.8 0.0 4.8 282.7 189.0 471.7 641.6 0 ' 0 Q No 0 0 100 0 ;0 No 0 0 0 0 0 0 Q.0 {3 a t; 0.0 0.0 0.0 282.7 189.0 471.7 641.6 1 0 4 " . . . , " Footing Size req'd = 117.9 ft2 = 10.9 ft x 10.9 ft Note 1. Pu is a maximum of 1.41D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Comer Column w/ Cantilever 3 Edge Column w/ Cantilever CO 4 Interior Column and Exterior Column wo/ Cantilever 00 tit lg, 1,0,WMA ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 7.10 Date: 10127/2005 Time: 6:08:03 PM File: FinalStage p 2 1- PROJECT TITLE Four Season Hotel (7083) ( T 1.1 DESIGN STRIP Transfer Beam 2PT-3 2 - MEMBER ELEVATION [ft] - 45.00 I 3-TOP REBAR 3.1 User selected - - 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected (1 7#9X11'0' 2;MX117 42 TENQiON PROFILE 5000 4.3 CGS Distance [in] -210( 4.5 Force 11620 kips) 21.00 5 - BOTTOM REBAR 5.1 User selected 52 User selected - 5.3 ADAPT selected 5.4 ADAPT selected C 6#9X20.0" 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max 6.36 Iq pro Ired s i vided 0.0 - - - l D f ' o 6.2 Bottom Bars max 5.81 7 - SHEAR STIRRUPS - 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing pn] - - - 7.2 User-selected - - - - Bar Size # Legs: 7.3 Required area os oz - pn2lft] 0.1 - - T- - 8-LEGEND -4 Stressing End -i Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACI-02 f~ = 5 ksi fy = 60 ksl (longitudinal) fy = 60 ksi (shear) fps = 270 ksi 9.2 Rebar Cover. Top = 1 In Bottom = 1 in Rebar Table: ASTM - US Customary bars (Non-redistributed Moments) 9.3 Stressing: fq = .8 fpu 9.4 Strand Area = .153 in2 10 - DESIGNER'S NOTES 199 2P`r 3 ( ADAPT CORPORATION I STRUCTURAL CONCRETE SOFTWARE SYSTEM 1 I 1733 Woodside Road, Suite 220, Redwood City, California 94061 ------I ( ADAPT-PT FOR POST-TENSIONED HEAM/SLAS DESIGN Version 7.10 AMERICAN 4ACI 318-02/I5C-03) I I ADAPT CORPORATION - Structural Concrete Sort--% System I 1733 Woodside Fcad, Suite 220, Redwood City, California 94061 Phone: (650)306-2400, Fax: (650)364-4678 1 Email: SupportBAdaptSOft.COm, Web site: http://www.Ad.ptSoft.C= I DATE AND TIME OF PROGRAM EXECUTION: Oct 21,2005 At Tfine: 17:45 PROJECT FILE: FinalStage P R O J E C T T I T L E: Four Season Hotel (7083) Transfer Be- 2PT-3 1- USER SPECIFIED G E N E R A L D E S I G N P A R A M E T E R S CONCRETE: STRENGTH at 28 days, for REARS/SLABS for COLDMNS MODULUS OF ELASTICITY for BEAMS/SLABS for COLUMNS CREEP factor for deflections for BEAMS/SLABS CONCRETE WEIGHT 5000.00 psi 5000.00 psi 4030.50 ksi 4030.50 ksi 2.00 NORMAL SELF WEIGHT 150.00 pef TENSION STRESS limits (multiple of (f'o)1/2) At Top 6.000 At Bottom 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 REINFORCEF42TI': YIELD Strength 60.00 ksi Minimum cover at TOP 1.00 in Minimum Cover at BOTTOM 1.00 in POST-TENSIONING: SYSTEM UNBONDED Ultimata strength of strand 270.00 ksi page 2 (FinalStage) ADAPT-PT V- 7.10 ACI-02 N O O Average effective atress in strand (final) 175.00 ksi Strand area .153 in^2 Min CGS of tendon from TOP.. 1.00 in Min CGS of tendon from BOTTUM for INTERIOR spans.. 1.00 i Min CGS of tendon from BOTTOM for EXTERIOR spans.. 1.75 in Min average precompression 125.00 psi Max spacing between strands (factor of slab depth) 8.00 Tohdon profile type and support width s............ (see section 9) ANAL Yams OFTIONa USED: Structural system BEAM Moment of Inertia over support is NOT INCREASED Moments REDUCED to fees of support YES Limited plastificatlen allowed(moments rediatributed) NO Effective flange width consideration YES Effective flange width implementation method ACI-318 2- I N P U T G E O M E T R Y 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS S FI I I TOP (BOTTOM/MIDDLE( I P 01 I 1 FLANGE I FLANGE I REF I MULTIPLIER A RI LENGTHI WIDTH DEPTHI width thick.) width thiak.IHEIGHT( left right N MI ft 1 in in I in in i in in I in 1 _1----- 3____4------- 5------- 6------- 7------ 8------ 9------ 10---- 11__-_-12---- 13_ 1 2 45.00 48.00 54.00 96.00 10.00 .00 1.00 .00 LEGEND: 1 - SPAN 3 - FORM C Cantilever 1 = Rectangular section 2 = T or inverted L section 3 I section 4 = Extended T or L section 7 Joist a = Waffle 11 - Top surface to reference line 2.1.3 EFFECTIVE WIDTH DATA OF UNIFORM SPANS SPAN EFFECTIVE WIDTH in 1 93.00 Page 3 (FinalStage) ADAPT-PT V- 7.10 ACI-02 2.2 - S U P P O R T W I D T H A N D C O L U N N D A T A SUPPORT LOWER COLUMN UPPER COLUMN WIDTH LENGTH S(DIA) D CBC. LENGTH B(DIA) D CBC+ JOINT in ft in in ft in in -_I------- 2--------- 3------- 4------- 5___--6--------- 7_______ 8------- 9---- 10___ 1 24.00 10.00 24.00 24.00 (1) 12.00 24.00 24.00 (1) 2 24.00 10.00 24.00 24.00 (1) 12.00 24.00 24.00 (1) 'THE COLUMN BOUNDARY CONDITION CODES (CSC) Fixed at bath ands ...(STANDARD) • I Hinged at near end, fixed at far and • 2 Fixed at near end, hinged at far end = 3 Fixed at near and, roller with rotational fixity at Ear end • 4 3 I N P V T A P P L I E D L O A. D I N G <CLA9H---> TYPE D . DEAD LOAD U = UNIFORM P - PARTIAL UNIFORM L • LIVE LOAD C s CONCENTRATED M . APPLIED MOMENT Li= LINE LOAD 9W- SELF WEIGHT Computed from geometry input and treated as dead loading Unit selfweight W = 150.0 POf Intensity ( From To ) ( M or C ...At) Total on Trib SPAN CLASS TYPE k/ft^2 { ft ft ) (k-ft or k ...ft) k/ft _1----- 2------ 3-------- 4---------- 5-------- 6--------- 7------- 8--------- 9-_-___ 1 L U .040 .00 45.00 .320 1 L C 190.00 22.00 1 D U .005 .00 45.00 •040 1 D C 283.00 22.00 1 SW U .00 45.00 3.200 3.1 - LOADING AS APPEARS IN USER -S INPUT SCREEN PRIOR TO PROCESSING Page 4 (Fina15tage) - ADAPT-PT__V-_7.10 ACI-02 UNIFORM (k/ft^2), ) CON. or PART. ) ( M O M E N T ) SPAN CLUB TYPE LLNE(k/ft) l k@ft or £t-ft ) ( k-ft @ ft ) _12------ 3--------- 4----- 5------- 6------ 7------- 9_____-----__ 1 L U .040 1 L C 190.00 22.00 1 D U .005 1 O C 283.00 22.00 NOTE: SELFWEIGHT INCLUSION REQUIRED 4- C A L C U L A T E D 9 E C T I O N P R O P S-R T I E S 4.1 Far Uni~erm Opera and Cant-til-I o..ly Tributary Width Effective Width > SPAN AREA Yb Yt b aff I Yb Yt in^2 in 5 ________6___________7_________8___ in --4 in in 2----------- 3____-____Q________-_ 5 1 3072.00 30.44 23.56 93.00 .8192E+06 30.25 23.75 Note: . Span/Cantilever is Nonuniform, see bloat 4.2 5=i-1 E A 0 L 0 AA9~ M O M E N T 33, 0 11 E A RR R£ A-C T 1 0 < 5.1 S P A N M O M E N T S (k-ft) > < 5.2 SPAN SHEARS 4k) > SPAN M(1)• Midapan M(r)• SH(1) SH(r) 6__-__ 1 -769.78 3166.88 -758.71 -217.19 211.01 Note: * = Cenierl_r.P moments JOINT < 5,3 REACTIONS (k) > 5.4 COLUMN MOMENTS (k-ft) i--------------- 2---------------- Lower columns----Upper columns----- Page 5 (Final9ta9el ADAPT-PT V- 7.10 ACI-02 1 217.79 -419.65 -349.88 2 211,01 413.81 344.84 6- L I V E L O A. D M O M R N T 91 S H E A R S 6 R E A C I I O N S 6.1 L I V E L O A D SPAN MOMENTS (k-ft) and SHEAR FORCES (k) lefts > midnpan rights <--SHEAR FORCE--> SPAN max min max min max min left sight 1 -404.69 -404.69 1769.62 1769.82 -397.46 -397.46 -104.48 99.92 N O Not.: • - Centerline moments 6.2 REACTIONS (k) 6.3 COLUMN MOMENTS (k-ft) LOWER COLUMN UPPER COLUMN max JOINT max min min max min 1 104.48 .00 .00 -220.83 .00 -184.03 2 99.92 .00 216.78 .00 180,65 .u Note: Block 6.1 through 6.3 values are maxima of all -kipped loading cases 7- M O M E N T S REDUCED TO FACE-OF-SUPPORT 7.1 R E D U C E D DEAD LOAD 1424ENTS (k-£t) SPAN lefty midspan right- 2------ 4__________--____--______---____ 1 -553.58 3169.17 -549.33 Note: + - face-of-support 9 - SELECTED POST-TENSIONING FORCES AND TENDON PROFILES 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For. 9p- 1 .vers.d parabola 2 = simple parabola with straight portion over support 3 = harped tendon For Cantilever: 1 . ei pl. parabola 2 = partial parabola 3 - harped tendon 9.2 T E N D O N P R O F I L E TYPE X1/L X2 /L X3/L A/L y-------- 2__-------- 3---------- 4---------- 5--- 1 3 .050 .500 .050 .000 7.2 R E D U C E D LIVE LOAD MOMENTS (k-ft) left- midspan right- 7' SPAN max min max min IDax min Page 6 (Final Stag.) ADAPT-Pr v- 7.10 ACI-02 _1_______-__2___-______3---________ 4---------- 5----------- 6__________ 7_---- 1 -300.58 -300.58 1770,00 1770.00 -297.67 -297.67 Not.: • - E'ace-of-support 8 - SUM OF DEAD AND LIVE MOMENTS (k-ft) Mazima of dead lead and live load span momente combined for serviceability checks ( 1.00DL + 1.00LL ) left- mid.p- rights SPAN mar mss min amx in An m _y---------- 2______=___3----------- q---------- 5----------- 6---------- 7_____ 1 854.17 854.17 4939.17 4939.17 -847,00 -847.00 Not.: • -face-of-support Pag. 7 (FinalStage) ADAPT-PT_ V-_7.10 ACI-02 9.3 - SELECTED POST-TENSIONING FORCES AND TENDON DRAPE Tendon editing mode selected: FORCE SELECTION SELECTED VALUES > CALCULATED VALUES FORCE DISTANCE OF CGS (in) P/A Wbal Wbal SPAN (k/-) Left Center Right (psi) (k/-) Vkux.) 2--------- 3-------- 4-------- 5----- 6---------- 7-------- 8-- 1 1620.000 -21.00 -50.00 -21.00 527.34 8.532 90 Apprezimat. weight of strand 1522.4 LB 9.5 R E Q U I R E D MINIMR4 P O S T - T E N S I O N I N G FORCES (kips) BASED ON STRESS CONDITIONS BASED ON MINIMUM P/A SPAN LEFT- CENTER RIGHT- LEFT CENTER RIGHT __I---------- 2---------- 3---------- 4---------- 5--------- 6--------- 7____ 1 .00 1523,90 .00 384.00 384,00 384.00 Note: = fac.-of-support N O N i 9.6 S E R V I C E S T R E S S E S (Psi) (tension shown positive) T. E F T- C E N T E R R I G H T - SPAN TOP HOTTCM TOP BOTTOM TOP BOTTOM -1 2--------- 3------------- 4--------- 5---- _6--------- 7-___ 1 -524.12 -531.45 -1186.92 313,00 -526.61 -528.26 Note: + face-of-support 9.7 POST-TENSIONING B A L A N C E D M O M E N T S, SHEARS 6 REACTIONS S P A N M O M E N T S (k-ft) SPAN SHEARS (k ) spA left- midspan right- SE(1) SSW __1--------- 2-------------- 3------------- 4-------- 5---------- 6______ 1 845.00 -3042.50 845.00 .00 .00 Not.: ' . face-cf-support - - face-of-support 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k-ft) (k) LONER column UPPER colons JOINT min max min xax max min _y---------- 2---------- 3----------- 4---------- 5----------- 6__________ 1 428.56 261.36 -231,72 -585,05 -193.15 -487.55 2 433.07 243.20 571.32 224.52 476.12 187.05 11 - M I L D S T E E L SPECIFIC CRITERIA for ONE-WAY or BEAM SYSTEM - Minimum steel 0.004A '<—REACTIONS (k COLUMN MOMENTS (k-ft) page H IFinalstsge) ADAPT-PT V- 7.10 ACI-02 -joint------______ 2----------------- Lowar col-ne_____UPP.r =1lp s----- 1 .000 272.083 226.750 2 .000 -272.083 -226.750 10 - F A C T O R E D M O M E N T S L R E A C T 1 0 N S Calculated as ( 1.20D + 1.60L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k-ft) left. midspan right' SPAN max mss min max min min _1---------- 1---------- 3___-_______q---------- 5----------- 6---------- 7_____ 1 -646.40 -646.40 7133.19 7133.19 -636.63 -636.63 Not.: ' ~ face-of-support 10.2 SECONDARY MOMENTS (k-ft) SPAN left- midspan right- -1 2 3________________4________ 1 498.63 498.83 498.83 Note: Page 9 (FinalStage) ADAPT-PT V- 7.10 ACT-02 - Moment capacity > factored (design) moment support cut-off length for minimum steel(Iongth/span) .17 Span cut-off length for minimum steel(length/span) .33 Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in REINFORCEMENT baaed on NO REDISTRIBUTION of factored moments 11.1 TOTAL WEIGHT OF REBAR - 1142.4 lb AVERAGE = 3.2 psf TOTAL AREA COVERED a 360.00 ft^2 11.2.1 S T E E L A T M I D- S P A N T O P B O T T O M A. DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in^2) <---ULT----- MIN- -D+.25L-> (in^2) <---ULT----- MIN--D+.25L-> __I------ 2--------- 3------- 4------- 5----------- 6--------- 7------- 6------- 9____ 1 .00 ( .00 .00 .00) 5.81 ( 1.22 5.81 .00) 11.3.1 6 T E L L A T S O P P O R T 9 T O P B O T T O M A. DIFFERENT BERAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (in^2) <---ULT----- MIN--D+.25L-> (in^2) <---OLT----- MIN--D+.25L-> __l------ 2--------- 3------- 4------- 5----------- fi--------- 7------- 8------- 9---- 1 6.36 ( .00 6.36 .00) .00 ( OD .00 .00) 2 6.36 ( .00 6.36 .00) .00 ( .00 .00 .00) 12 - S H E A R D E S I G N FOR BEAMS AND ONE-WAY SLAB SYSTEMS N O W LEGEND : Concrete = NORMAL weight (Full shear allowed for) d + Value of d used in shear equations y48 + spacings of twa-legged y4 stirrups, (£y= 60000. psi) moans n stirrups ere required Mu , Vu factored mGwients and shears (secondary -ant effects included) CASES Ve + 1 ACI shear equations govern 2 min permissible Value of 2(fc)^1/2 governs 3 max permissible value of 5(£G ^112 governs page 10 (Fi-Istage) ADAPT-PT V- 7.10 ACI-02 AV = 1 no reinforem,wnt required 2 m1. r.infarc®►nt required, for beams only 3 stirrup required by analysis Note: for LEFT CANTILEVER (if any) X/L+ 0.00 is at tip of cantilever, and X/L+ 1.00 is at first support SPAN - 1 LENGTH = 45,00 ft (Net span from 1.00 to 44.00 ft ) X d V. Mu RATIO AV y 43 CASES X/L ft in k ,_ft "Phi•Vc in^2/ft in VC AV REMAR1 _-I-- 2------- 3--- 4----- 5------- 6------ 7------ 8--- 9_ 10------ 11---- .00 .00 43.20 -428.52 -1072.73 -.05 2.25 43.20 -418.62 -119.72 .76 .14 24.0 (3 2) BEAMS ONLY .10 4.50 43.20 -408.72 811.01 .74 .14 24.0 (3 2) BEAMS ONLY .15 6.75 43.20 -398.82 1719.40 .73 .14 24.0 (3 2) BEAMS ONLY .20 9.00 43.20 -388.92 2605.64 .71 .14 24.0 (3 2) BEAM9 ONLY .25 11.25 43.20 -379.02 3469.54 .77 .14 24.0 (1 2) BEAMS ONLY .30 13.50 43.20 -369.12 4311.16 .92 .14 24.0 (1 2) BEAMS ONLY .35 15.75 43.20 -359,21 5130.59 1.06 .51 9.4 (1 3) .40 18.00 43.56 -349.31 5927.63 1.16 .51 9.4 (1 3) .45 20.25 46.78 -339.41 6702.43 1.12 .51 9.4 (1 3) .50 22.50 50.00 314.09 7133.19 1.02 .51 9.4 (1 3) .55 24.75 46.78 323.99 6415.35 1.07 .51 9.4 (1 3) .60 27.00 43.56 333.89 5675.23 1.11 .51 9.4 (1 3) .65 29.25 43.20 343.79 4912.75 1.01 .51 9.4 I1 3) ,70 31.50 43.20 353.69 4120.23 .88 .14 24.0 (1 2) BEAMS ONLY .75 33.75 43.20 363.59 3321.24 .73 .14 24.0 (1 2) BEAMS ONLY .80 36.00 6 43.20 373.49 2492.09 .6e .14 24,0 (3 2) BEAMS ONLY .05 3 .25 43.20 383.39 1640.56 .70 .14 24.0 (3 2) BEAMS ONLY .90 40.50 43.20 393.29 766.79 .72 .14 24.0 (3 2) BEAMS ONLY .95 42.75 43.20 403.19 -129.24 .73 .14 24.0 (3 2) BEAMS ONLY .1.00 45.00 43.20 413.09 -1047.56 Page 11 (F:L-15tage) ADAPT-PT V- 7.10 ACI-02 13 - MAXIMUM S P A N D E F L E C T I 0 N S Concrete's modulus of elasticity Ea = 4030.50 ksi Creep factor X . 2.00 ieffective/Igross...(due to cracking).......... X 1.00 Where stress.. ..teed 6.0(fc')^1/2 cracking of section is allowed for. Values in parentheses are (span/max deflection) ratios DEFLECTION ARE ALL IN loch.., DOWN4)ARO POSITIVE....... > SPAN DL DL+PT DL+PT+CREEP LL DL+PT+LL+CREEP -1-------- 2-------- 3----------- 4--------------- 5--------- 6_----- 1 .27 .06 .17( 3164) .14( 3751) .31( 1716) N O 1 ~ S4o K Z: s~ K '3 : 2?O K 7- 2 0 7#9T CONT 2#7 EF.- CONT. 7#9B CC #4 STiRI SEE ELE FOR SP( N SECTION "A" 3/4" = 1 1 -0" LEVEE 03 i I NISHKIA.N MENNINGER SHEET NO. OF CONSULTING AND STRUCTURAL ENGINEERS I f~ O CALCULATED BY DATE 1200 FOLSOM STREET, SAN FRANCISCO, CA 94103 (415) 541-9477 FAX (415) 543-5071 i CHECKED BY DATE SCALE r i I t , i i J _ : _E , i I ! i . _ ' i i 2 t ' ! , i ...u.. I ~ i _..s _ 5. r s...._-.. .i. i i 1 ! - ~ I _ : i i I I i i Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 4.21A4.6 Col. Mark: 3C1 Col. Size: 14 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K_LL Trib. Ar ea Loa d i Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height Area DO LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rdc Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 0 31 80 . iJo ! 80.0 100 37 80 No 80.0 0 D 0, j 0 0 0.4i. 0 0.0 0.0 0.0 0.0 0.0 0.0 0.6 10 10 4 0 138 40 Yes ! 40.0 t00 0 O Yes 0.0 0 D 0 0 0 D.0 3.5 OA 3.5 3.5 0.0 3.5 4.9 9 10 4 0 1201 ::40, :Yes, i 40.0 10b o< 0 l0 No 0.0 0 0 0 ;0 0-0, Qx, 3.5 0.0 3.5 7.0 0.0 7.0 9.8 8 10 4 0 1,20 4D Yes+ 40.0 100 0 0 Yes 0.0 0 00 0 0 00 00 - 3.5 0.0 3.5 10.5 0.0 10.5 14.7 7 10 4 0 120 dd • Yes ` 40 0 100 0 0 Yes 0 0 0 D 0 > 0 ~0 O.Od D 3.5 0.0 3.5 14.0 0.0 14.0 19.6 6 10 4 0 1z0 100 No. . 100.0 100; c 0 0 , Yes . 0.0 0 0 0 '2 0 4.0' .0:0 3.5 0.0 3.5 17.5 0.0 17.5 24.5 5 10 4 530 :153 ' 20 No 20 0 ,100: 0 0 No 0.0 0 0,0 , ':200 q 0 T + 6- 84.6 10.6 95.2 102.1 10.6 112.7 142.9 4 10 4 530 , 120 . - !20 No . 20 0 144- 0 0 Yes' 0.0 0 00 67.1 10.6 77.7 169.2 21.2 190.4 236.9 3 12 4 0 0 fl No . 0.0 100 0 0 Yes 0.0 0 D.d 0 0 0 0 0 ~3 4.2 0.0 4.2 173.4 21.2 194.6 242.7 2 0 4 0 0 0 No OA : 100. 0 0 Yes 0.0 0 0,0 0 (3 D O, 0 0: 0.0 0.0 0.0 21.2 1946 . 242.7 1 0 4 0 0 , 0 No 0 0 100! 0 0 No 0 0 0 b 'o 0 ,;d 0 0 0 0` 0 0 0 0 0 0 173 4 2 21 194.6 242.7 . . . . . . . Footing Size req'd = 48.6 ft2 = 7.0 ft x 7.0 ft Note 1. Pu is a maximum of 1.41D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Comer Column wl Cantilever 3 Edge Column wl Cantilever IV p 4 Interior Column and Exterior Column wo/ Cantilever Co I oSal= 11J.4 ZI.Z IU433 / '~1t~~LL:Z ~ s -rt~ ~ C ~ Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 4.2/A4.6 Col. Mark: $C1 Col. Size: 14 x 24 SglRect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/1812005 Floor Floor LL K Trib. Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load su m per Fl oor Accu mulated Load Pu Heigh _ Area DL1 LL1 Rdc? L1 Rdc Area DL2 LL2 Rdc? L2 Rdc Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (pif) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) f R 0 4 0 31 80 N o: 80.0 100: 31 80 No, 80.0 0 4) fl 0 Q 0 0 0 o';1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 oo 10 4 0 , , . 138 4D Yas 40 0 100: 0 0 Yes 0.0 0 0 YY q D' Q 0 ' Q d 3.5 0.0 3.5 3.5 0.0 3.5 4.9 10 ' . 0 N ' 0 0 0 0b !0 0' OQ' 00 3.5 0.0 3.5 7.0 0.0 7.0 9.8 9 10 4 0 120. 1 49 Yes: 40.0 10D. - 0 o . . = 0 O 0 00, ' 49 1 8 4 9 53 1 56 4.8 60.9 78.5 8 10 4 380 12b 2`0 Yes . , 1 2.7 100 10 0 0 0 0 Yes Yes 0.0 0 0 0 0 Q 0 0 D 0 i0 0' . e 0 9 0,0 . 49.1 . 4.0 . 53.1 . 105.2 8.8 114.0 147.3 7 10 4 380 .I 120, yes 10.4 0 ~ s . 0 15 0" '20G . 1 Q Q 'i 30 5 4.0 34.5 135.7 12.8 148.5 190.0 6 10 4 200 20 Z0 • ' hlo' l d 20.0 tPQ . 1 QO 0 Q 0 0 Ye No 0.0 0 0 0 15 0 , :'2'001' €Y, 0 0 ' _ f} 0 . 87.6 10.6 98.2 223.3 23.4 246.7 312.6 5 10 4 530 1531, 20 . ~i •j 20.0 s s ` . 0 0 0 11 0 Q; D to j 6 4 ` 67 1 10.6 77.7 290.4 34.0 324.4 405,5 4 10 4 530 ;120 „ . 20 Na 20.0 1.017 0 0 Ye 0.0 t ' ) i1 0 C8 ' . 4 2 0 0 4 2 294 6 34.0 328.6 412.4 3 12 4 0 0 . 0 . No 0.0 1d0i.. 0 A Yes 0.0 0 0 0 0 ? 4 ; . . , . 34 0 328 6 412 4 2 0 4 0 0.. Q N; ; 0.0 100,: 0 0 Yes 0.0 0 0 0 0 :•0 0 0 13,0 ' 0.0 0.0 0.0 294.6 . . 2 6 . 412 4 4 0 0 0 0 100 ` 0 a7 No 0.0 0 fl D 0' II .O.t3 ,0b ; 0.0 0.0 0.0 294.6 34. 3 8. . 1 0 . T,,,~i _ Sae a 3A n ,128 C' Footing Size req'd = 82.1 ft2 = 9.1 ft x 9.1 ft Note 1. Pu is a maximum of 1.41D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever 3 Edge Column w/ Cantilever 4 Interior Column and Exterior Column we/ Cantilever l p~1r-t 6-%, -7 TA & 8V Ager- co' C'& LI6,T&D -FA s'tWtle 2 ttovclp-L 6-,-, `~TY 3 C. Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 4.21A4.6 Col. Mark: 3C1 Col. Size: 14 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL Trib. Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Flo or Accu mulated Load Pu Height _ Area DL1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 10 0 10 4 4 380 380 138 :180 40 No Yes, 80.0 25.4 100: 10Q : 31 0 S,0 0 No ! Yes.. 80.0 0.0 0 0 . 0 0 0 0 0 0, 0. O fl, 0 t! ! D 0,•` 0 4 11.8 55.9 30.4 9.6 42.2 65.6 11.8 67.7 30.4. 40.0 42.2 107.8 62.8 145.3 380 120 40 Y sl 20 9 100 ° 0 0 No 0 0 0 0 0 , , 0! 0 0 0 0 ` 49.1 7.9 57.0 116.8 48.0 154.8 217A 9 10 4 _ ~ 4 e s . 18 9 100 0 0 Yes . 0 0 0 I 0 tY , ~0 ~ 0' ~ 0 ; ~0.0 49.1 7.2 56.3 165.9 55.2 221.1 287.4 8 7 10 10 4 4 380 380 20 : 1 120 0 40 Ye Yes'I . 17 7 100" 0 0 Yes . 0.0 0 0 0 0 0! 0,4 0,0 = 49.1 6.7 55.8 215.0 61.9 276.9 357.0 6 10 4 200 . `120'r ' 10Q No~` . 100.0 1:00 0 0 Yes 0.0 0 15.0 . 20d Q 0~0:`i 0~0 , 30.5 20.0 50.5 245.5 81.9 327.4 425.6 5 10 4 530 153 25fl No='!I 250 0 100 0 0 -No 0.0 0 15.0 200 0! 00 87.6 132.5 220.1 333.1 214.4 547.5 742.7 . . 10 0 0 . Yes 0 0 0 0,0 0 G 0 ' 67.1 53.0 120.1 400.2 267.4 667.6 908.1 4 3 10 12 4 4 530 0 1:20 0 100 =0 NoF (a 100.0 0 0 0 100 0 Yes . 0.0 0 0.0 0 0': O 'D 0 4 , 4.2 0.0 4.2 404.4 267.4 671.8 913.1 ; No . 0 0 100 0 IO Yes 0 0 0 0 0 0 0; 0 0 0 0 0.0 0.0 0.0 4 267.4 671.8 913.1 2 0 4 0 0 0 . „ ' 0 0 No' . 0 0 0 , 0 0 10 0.0 0.0 404.4 2fi7. 671.8 913.1 1 0 4 0 0.0 10tl . ! . . r....__ -A A ~ n7 A r7l n Footing Size req'd = 167.9 ft2 = 13.0 ft x 13.0 ft Note 1. Pu is a maximum of 1.41D and 1.213+1.61- 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever N 3 Edge Column w/ Cantilever 0 4 Interior Column and Exterior Column we/ Cantilever L (,~o ~kD t t-1 Et V E F ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 7.10 Date: 10/28/2005 Time: 11:51:05 AM File: FinalStage rjf 1- PROJECT TITLE Four Season Hotel (7083) 3 r l 1.1 DESIGN STRIP Transfer Beam 3PT-1 2 - MEMBER ELEVATION [ft] 32.00 - `V 3 - TOP REBAR - - - 3.1 User selected - - 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected ` 6#9x8.6" 2 6#sxe s^ 4.2DatENDO PROFILE Line 4.3 CGS Distance [in) -24.00 37.14 (1350 ki s] I -24.00 p 4.5 Force 5 - BOTTOM REBAR 5.1 User selected - - - - - - - 5.2 User selected - - 5.3 ADAPT selected ~aJ 2#9x15'0^ 5.4 ADAPT selected ~j 3#9x166• 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars m6 a-( 5.15 in 2 I I I ~required . provided o. - 2.E- FT- 6.2 Bottom Bars maz 4.16 7 - SHEAR STIRRUPS - I I 7.1 ADAPT selected. ~~I = Bar size #4 Legs: 2 IIIIIIJllllllllJlllll JIIIJl1llll1~1V111 Il Il I~ `~1 _ t IfIIIIIIIII11llll11Jtlill Spacing [n] _.z - - 7.2 User-selected - - - - Bar Size # Legs: 3 7.3 Required area 1.4 ILL la - (inz/ft] o. . 0. - 2.85 8-LEGEND -4 Stressing End a Dead End 9 - DESIGN PARAMETERS 9.1 Code: AGI-02 f'c = 5 ksi fy = 60 ksi (longitudinal) fv = 60 ksi (shear) fp„ = 270 ksi 9.2 Rebar Cover: Top = 1 in Bottom = 1 in Rebar Table: ASTM - US Customary bars (Ncn-redistdbuted Moments) 9.3 Stressing: fol = .8 fp 9.4 Strand Area = .153 in2 10 - DESIGNER'S NOTES 211 3f't-1 ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM { 1733 Woodside Read, Suite 220, Redwood City, California 94061---_- I I ADAPT-PT FOR POST-TENSIONED BEAM/SLAB DESIGN I Version 7.10 AMERICAN (ACT 318-02/IBC-03) I ADAPT CORPORATION - Structural Concrete Software System I I 1733 Woodside Road, Suite 220, Redwood City, California 94061 I I Phone: (650)306-2400, Fax: (650)364-4678 I I Email: SupporteAdaptSOft.cam, Web site: http:// www.Adapta0ft.com I DATE AND TIME OF PROGRAM EXECUTION: Oat 28,2005 At Time: 11:51 PROJECT FILE: FinalStage Average e££ectA." stress in strand (final) 175.00 ksi Strand area .153 Sn^2 Min CGS of tendon from TOP 1.00 in Min CGS of tendon from BOTTOM for INTERIOR spans.. 1.00 i Min CGS of tendon from BOTTOM for EXTERIOR spans.. 1.75 in Min average precompresaion 125.00 P- M- spacing between strands (factor of slab depth) 8.00 Tendon profile type and Support widths............ (see section 9) ANALI5I5 OPTION) OSLD: Structural system BEAM Moment of Inertia over support is NOT INCREASED Moments REDUCED to face of support YES Limited plastification allowed(momenta redistributed) NO Effective flange width conaidoration YES Effective flange width implementation method ACI-318 P R O J E C T T I T L E: Four Season Hotel (7083) Transfer Be- 3PT-1 I- USER SPECIFIED 4 E N E R A L D E S I G N P A R A M E T E R S CONCRETE: STRENGTH at 28 days, f0r BEAMS/SLABS 5000-DO psi fox COLUMNS 5000,00 psi MODULUS OF ELASTICITY for REAMS/SLABS 4D30.50 ksi for COLUMNS 4030.50 ksi CREEP £..ctor for deflections for BEAMS/SLABS 2.00 CONCRETE WEIGHT NORMAL SELF WEIGHT 150.00 Pcf TENSION STRESS limita (multiple of (f'c)1/2) At Top 6.000 At Bottom 6.000 COMPRESSION STRESS limits (multiple of (f'e)) At all locations .450 REINFORCEMENT: YIELD Strength 60.00 ksl Minimum Cover at TOP 1.00 in Mini- Cover at BOTTOM 1.00 - POST-TS SIONING: SYSTEM UNSONOED Ultimate strength of strand 270.00 ksi page 2 (FinalStage) ADAPT-PT__V-_7.10 ACI-02 2- I N P U T G E O M E T R Y 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPAN9 S FI I TOP I BOTTOM/MIDOLEI REF I MULTIPLIER p OI FLANGE FLANGE A RI LEHGTHI WIDTH DEPTHI width thick.) width thirk.IHEIGHTI left right N MI ft I in in I in in I in in 1 in I _1----- 3---- 4-------- 6------- 7------ 8------ 9------ 10---- 11----- 12---- 13_ 1 2 32.00 36.00 as'00 180.00 10.00 .00 .50 .50 LEG : NDSPAN 3 - FORM C w Cantilaver 1 Rectangular section 2 T or Inverted L section 3 = I section 4 Extended T or L aeotion 7 = Joist 5 = Waffle 11 - Top surface to reference line 2.1 EFFECTIVE WIDTH DATA OF UNIFORM SPANS S PAR EFFECTVWIDTH ----------I---------------------- 2--------------------- 1 96.00 Page 3 (FinalStage) ADAPT-PT V- 7.10 ACT-02 N N 2.2 - S U P P O R T W I D T H A H D C O L U M N D A T A SUPPORT LOWER COLUMN > UPPER COLIRPN WIDTH LENGTH B(DIA) D CBC" LENGTH 9(OIA) D CBC- JOINT in ft in in ft in in -_I------- 2--------- 3------- 4------- 5_____6--------- 7------- 8------- 9---- 10__ 1 24.00 10.00 24.00 24.00 (1) 10.00 24.00 24.00 (1) 2 24.00 10.D0 24.00 24.00 (1) 10.00 24.00 24.00 (1) .THE COLUMN MOUNDARY t'VNDITION CODES (Ca C) Fixed at both ends ...(STANDARD) a I Hinged at near end, fixed at far and 2 Fixed at near end, hinged at far and a 3 Sired at near and, railer with rotational £irity at far and = 4 3- I N P U T A P P L I E D L O A D I N G <___CLASS___> TYPE > D = DEAD LOAD UUNIFORM P a PARTIAL UNIFORM L LIVE LOAD C a CONCENTRATED M a APPLIED MOMENT Li= LINE LOAD SW= SELF HEIGHT Computed from geometry input and traated as dead leading Unit salfanight W e 150.0 Pcf intensity ( From To ) ( M or C ...At) Total on Trib SPAN CLASS TYPE k/£t'2 ( ft ft ) (k-ft or k ...£t) k/ft _1----- 2------ 3-------- 4---------- 5-------- 6--------- 7------- 8--------- 9_-____ 1 L U .100 .00 32.00 1.500 1 L C 260.00 8.50 1 D U .012 .00 32.DO .180 1 D C 405.00 6.50 I SW U .00 32.00 3.300 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING Page 4 (flnaldtage) ADAPT-PT V-_7.10 ACI-02 UNIFORM (1/112), ( CON. or IT. ) ( H O H E N T ) SPAN CLASS TYPE LINE (k/ft) ( k@ft or ft-ft ) ( k-ft @ ft ) _1----- 2------ 3--------- 4------------ 5------- 6------------ 8____________ 1 L D .100 1 L C 268.00 8.50 1 D U 012 N co 1 D C 405.00 8.50 NOTE: SELFWEIGHT INCLUSION REQUIRED 4- C A L C U L A T E D S E C T I O N P R O P E R T 1 S S 4.1 Sex Uniform 9pana and r_antila to only Tributary Width Effective Width SPAN AREA Yb Yt b_eff I Yb Yt in ^2 in in in in^4 in in 1 3168.00 32,64 15.36 96.00 .4976E+06 28.90 19,10 Note' a Span/Cantilever is Nonuniform, see block 4.2 B- D E A D L O A D M O M E N T S, C N E A R S G R Y A C T I O N S < 5.1 S P A N M O M E N T S (k-ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)• Midapan M(r)• SH(1) SH(r) 2-------------- 3--------------- 4-------------- 5___________ 6_______ 1 -761.62 1518,36 -535.04 -360,15 156.16 Note: - = Centerline momenta JOINT < 5.3 REACTIONS (k) > 5.4 COLUMN MOMENTS (k-ft) __I--------------- 2---------------- Lower colUmns---- Upper column---__ Page 5 (Finalstage) ADAPT-PT__V-_7.10 ACT-02 1 360.18 -380.83 -380,83 2 156.18 267.53 267.53 6- L I V E L O A D M 0 M E N T S, S H E A R S 6 R E A C T I O N S 6.1 L I V E L O A D SPAN MOMENTS (k-ft) and SHEAR FORCES (k) left* midspan right. <--SHEAR FORCE--> SPAN max min max min max - left right 1 -475.53 -475.53 930.44 930.44 -325.60 -325.60 -225.50 90.50 Note: Cantarline momenta 6.2 REACTIONS (k) 6.3 COLUMN MOMENTS (k-ft) LONER COLUMN UPPER COLUMN JOINT max min min max win -_1----------- 2__-_------ 3------------ 4---------- 5------------ 6-----__--- 1 225.50 .00 .00 -237,78 .00 -237.78 2 90.50 .00 162.80 .00 162.90 .00 Note: Block 6.1 through 6,3 values are maxima of all skipped loading case. 7- M C M S N T S REDUCED TO FACE-OF-SUPPORT 7.1 R E D U C E D DEAD LOAD MOMMTS (k-ft) SPAN laft- midapan right- 1_______________2------------- 3------------- 4_____--------__________________ 1 -403.17 1518.33 -380.58 Note: • a Ease-of -support 7,2 R E D U C E D LIVE LOAD MOMENTS (k-ft) left' > mid.p- right- > SPAN max man max min fibs min Page 6 (FinalStaga) ADAPT-PT V- 7.10 ACI-02 _1__________2__________3___________4___-______5___________ 6---------- 7_____ 1 -250.75 -250.75 930.83 930.83 -235.83 -235.83 Note: : face-of-support 9 - SELECTED POST-TENSIONING FORCES AND TENDON PROFILES 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span 1 = -.d parabola . 2 simple parabola with straight portion over support 3 = harped tendon For Cantilaver: 1 ~ simple parabola 2 = Partial Parabola 3 = harped tendon 9.2 T E N D O N P R O F I L E TYPE X1/L X2/L )3/L A/L I-------- 2---------- 3_--------- 4---------- 5-_-_-- 1 3 .050 .265 .050 .000 Pa9a 7 (Finaletage) ADAPT-PT V- 7.10 ACT-02 9.3 - SELECTED POST-TENSTONTNG FORCES AND TENDON DRAPE Tandon editing mode selected: FORCE SELECTION SELECTED VALUES CALCULATED VALUES FORCE DISTANCE OF CGS (in) P/A Nba1 Nbal SPAN (k/-) Left Center Right (psi) (k/-) (#DL) 2--------- 3-------- 4---- 5----------- 6---------- 7-------- 8__ 1 1350.000 -24.00 -44.00 -24.00 426.14 13.131 81 Approximate weight of strand 926.1 Lb 8 - SUM OF DEAD AND LIVE MOMENTS (k-ft) M-i. of dead load and live load span momenta combined for .ervicaabi1ity checks ( 1.00DL . 1.00LL ) left- midepan right- SPAN max min mnx min max min -1------____2__________3----------- 4-_________5----------- 6---------- 7---__ 1 -653.92 -653.92 2449,17 2449.17 -616.42 -616.42 Note: I - = face-ef-support 9.5 REQ U I RED MINIMUM PO S T- TENS I ON IN G FORCES ("P.) BASED ON STRESS CONDITIONS RASED ON MINIMUM P/A SPAN LEFT- CENTER RIGHT' LEFT CENTER RIGHT 2---------- 3_--------- 4--------------- 5--------- 6--------- 7____ 1 ,00 1127.39 .00 396.00 396.00 396.00 Note: - m f.--of-.upport N 9.6 S E R V I C E S T R E S S E S (psi) (tension shown positive) L E F T - SPAN TOP BOTTOM -1---------- 2--------- 3___ 1 -95.16 -926.81 Note: - = face-of-Support C E N T E R R I G H T* TOP BOTTOM TOP BOTTOM 4_-------- 5------------- 6--------- 7___ -820.91 171.04 -36.82 -1C15.OE 9.7 POST-TENSIONING B A L A N C E D M O M E N T S, 9REARS G REACTIONS S P A N M O M E N T S (k-ft) SPAN SHEARS (k ) GRAN left- midsp.. right- sH(1) SH(r) 2-------------- 3-------------- 4--------------- 5---------- 6-_____ 1 -64.47 -1591.67 -228.58 7.36 7.36 Note= * - face-of-.uppart <--REACTIONS (k COLUMN MOMENTS (k-ft) Peg. 8 (FinalStage) ADAPT-PT V- 7.10 ACI-02 _ -7oint___--_---___2_________________L.... ..I- a-----Upper columns---__ 1 -7.363 457.250 457.250 2 7.363 -367.833 -367.833 10 - F A C T O R E D M O M E N T S t R E A C T 1 0 N S Caloclatad as ( 1.203 + 1.601, + 1.00 secondary moment off-t.) 10.1 FACTORED DESIGN MOMENTS (k-£t) Left• > aidsp- right- > SPAN maz -ax min max mi min n _1___x______2---------- 4_--------- g----------- 6__________ 1 24.17 24.17 4135.86 4135.86 -92.78 -92.78 Not.: y face-of-support 10.2 SECONDARY MDMENTS (k-ft) SPAN left- aidapan right* 2---------------- 3---------------- 4-------_ 1 909.17 825.08 741.25 Note * = face-of-support 10.3 FACTORED REACTIO149 10.4 FACTORED COLUMN MCHMTS (k-ft) (k) LOWER eol-n UPPER column max mi JOINT max in max I. m _y---------- 2---------- 4---------- 5----------- 6---------- 7_____ 1 785.68 424.88 .25 -380.15 .25 -380.15 2 339.60 194.80 213.70 -46.83 213.70 -46.93 11 - M I L D S T E E L SPECIFIC CRITERIA for ONE-WAY or BEAM SYSTEM - Minimum bt-l 0.004A Page 9 (FinalStage) ADAPT-PT V- 7.10 ACI-02 _ - Moment capacity > factored (design) moment Support cut-cff length for minimum steel(length/span) .17 Span out-off length for minimum atool(l-gth/span) .33 Top bar extension beyond where required 12.00 in Bcttom bar extension beyond where required 12.00 in REINFORCEMENT baaed on NO REDISTRIBUTION of factored moments 11.1 TOTAL WEIGHT OF RE3AR 748.0 In AVERAGE s 1.6 ps£ TOTAL AREA COVERED a 4BO.00 ft"2 11.2.1 S T E E L A T M I D- S P A N T 0 P B O T T O M A. DIFFERENT RES" CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in^2) <---OLT----- MIN--D+.25L-> (in-2) <---OLT----- MIN--D+.25L-> __1------ 2--------- 3------- 4------- 5_-___-__---6__--___-_7_-----_6_____-_y___ 1 .00 ( .00 .00 .00) 4.16 ( 2.03 4.16 .00) 11.1.1 a T B E L T O A T S U D P O R T S P B O T T O M A. DIFFERENT REBAR CRITERIA A. DIFFERENT RESAR CRITERIA JOINT (in"2) <---OLT----- KM-_0+.25L-> (in-2) <___ULT----- MIN--D+.25L-> __1------ 2--------- 3------- 4------- 5----------- 6--------- 7------- 8------- 9____ 1 5.15 ( .00 5.15 .00) .00 ( .00 .CO .00) 2 5.15 ( .00 5.15 .00) .00 ( .00 .00 .00) 12 - S H E A R 0 E 9 I G N FOR BEAMS AND ONE-WAY SLAB SYSTEMS N U1 LEGEND : Concrete - NORMAL weight (full shear allowed far) d . value of d used in shear equations 848 = spacings of two-legged k4 stirrups, (£y= 60000, psi) • a stirrup. axe required mu , vu . factoredmoments and ahears (secondary moment effects included) CASES V. • 1 ACI shear equations govern 2 Run permissible value of 2(fc)'1/2 governs 3 oar permissible value of 5(fe)^1/2 governs Page 10 (Fi Istage) ADAPT-PT V- 7.10 ACI-02 Av . 1 no r Inforcoment required 2 min reinforcement required, for beams only 3 stirrup required by analysis Note: for LEFT CANTILEVER (if any) X/Ls 0.00 is at tip of cantilever, and X/L= 1.00 is at first support SPAN . 1 LENGTH . 32.00 ft (Net span from 1.00 to 31.00 ft ) X d Vu X/L ft in k "1----- 2------- 3------- 4---- .00 .00 38.40 -787,43 .05 1.60 38.40 -776.90 .10 3.20 38.40 -766.39 .15 4.80 38.40 -755.87 .20 6.40 38.40 -745.34 .25 6.00 42.60 734.82 .30 9.60 42.98 190.50 .35 11.20 41.52 201.02 .40 12.60 40.06 211.54 .45 14.40 38.60 222.07 .50 16.00 38,40 232.59 .55 17.60 38.40 243.12 .60 19.20 38.40 253.63 .65 20.80 36.40 264.15 .70 22.40 36.40 274.68 .75 24.00 30.40 285.20 ,80 25.60 38.40 295.72 .85 27.20 38.40 306.24 ,90 28.80 38.40 316.76 .95 30.40 30.40 327.28 1.OD 32.00 38.4D 337.81 Mu RATIO AV 8 48 CASES k-£t Vu/Phi WO in^2/ft I. VC AV REMARRY 5------- 6------ 7------ 8_____ -760.29 491.16 2.12 2.85 1.7 (3 3) 1725.80 2.09 2.78 1,7 (3 3) 2943.59 2.06 2.70 1.8 (3 3) 4144.56 2.03 2.63 1.8 (3 3) 5326.79 1.81 2.05 2.3 (3 3) 5489.69 1.16 .38 12.6 (2 3) 5176.59 1.27 .38 12.6 (2 3) 4846.45 1.35 .38 12.6 (1 3) 4499.50 1.39 .43 11.2 (1 3) 4135.86 1.33 .40 11.9 (1 3) 3755.24 1,25 .38 12.6 (1 3) 3357.80 1.16 .36 12.6 (1 3) 2943.64 1.05 ,38 12.6 (1 3) 2512.56 .92 .14 24.0 (1 2) BEAMS ONLY 2064.68 .78 .14 24.0 (1 2) BEAMS ONLY 1599.93 .81 .14 24.0 (3 2) BEAMS ONLY 1118.37 .84 .14 24.0 (3 2) BEAMS ONLY 619.97 .86 .14 24.0 (3 2) BEAMS ONLY 104.74 .89 .14 24.0 (3 2) BEAMS ONLY -427.34 page 11 (Ti..Istags) ADAPT-PT V- 7.10 ACI-02 13 -MAXIMVM S PAN DE FL E C T I0NS Concrete's modulus of elasticity Ec • 4030.50 kai Creep factor R . 2.00 Ieffective/Igroas...(due to cracking).......... X 1.00 [there atreases eYeeed 6.0(fe')'1/2 cracking of section is allowed for. Values in parentheses are (span/mar deFlwction) ratios DEELECTIOi ARE ALL IN Inches, DOWNWARD POSITIVE.......> SPAN DL DL+PT DL+PT+CREEP LL DL+PT+LL+CREEP _1-------- 2-------- 3----------- 4--------------- 5--------------- 6____-- 1 .14 -.02 -.05( 8248) .09( 4333) .041 9132) N 0) c 5 PT-1 9#9T CONT 2#7 EF.- CONT. 9#9B CC #4 STIRF SEE ELE FOR SPC N 00 A5 SECTION "A" 3/4" = 1 '-0" LEVEE-05 Joe S SDI~S ' Et1rz ` VlkL1~ , Cn7 C'~p S3~ N.ISHKIAN MENNINGER SHEET NO, OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY DATE r r ® 1 1200 FOLSOM STREET, SAN FRANCISCO, CA 94103 (415) 541-9477 FAX (415) 543.5071 CHECKED BY DATE i SCALE T~ , i ; : I ! _ , - _ i i : i :I j I I d s. I I I ' I ! I Y 4 _ / S I J t i:. r .1 : : , i , 1t~ 1~ I { J i : i i : i I i I , 1 _ . _ _ .ice.: : i a : i I ! ! I i : I ' _i i : , ..t.. i... ..-----I . i : : : I , I I i i j i Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) rC Col. Location: 131A5 ol. Mark: 5C1 Col. Size: 16 x 24 SgiRect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10118/2005 r Floor S Accumulated Load Pu A d L 1 Ar ea Loa d 2 L ine Loa d Polnt Load u m pe Floor Floor Trib. r ea oa DL LL DL LL DL+LL DL LL DL+LL t Height Area DO LL1 Rdc7 Li Rd Area DI-2 LL2 Rdc? L2 Rd Area Length DL LL ki (ki ) (kip) (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (0) (plf) (kip) (kip) (kip) (kip} (kip) (kip) p) ( p Roof 0 4 0 31 80.0 ! 100 4 80 No 80.0 0 u.0 0 4 :i 0 0 ; 0 0.0 0.0 0.0 4 0 0.0 4 0 0.0 0 0 0.0 4 0 0.0 5.6 10 10 4 0 138 d0 Yes 40.0 100 0 Yes 0.0 0 0 7 e200 2G0 U - 0 G,0 0 0 f} t~ 4.0 4 0 0.0 0 0 . 4,0 . 8.0 . 0.0 . 8.0 11.2 9 10 4 0 138" 20 ! yes 20.0 100: 0 OI NO. ' 0.0 0 ::a o , . , . 'i 0 8t0 170 100 No 100 0 20 0.0 200 0'< 0 ,9 ; 0 ~ ' 4.0 0.0 4.0 12.0 0.0 12.0 16.8 8 10 4 0 120 20 Yes 20. , 01 „ No . 0 0 0 24 0 200 0 0 pr 101.2 8.0 109.2 113.2 8.0 121.2 158.5 7 10 4 770 120- r 20 ! " .Yes' 10.4 100 0 . . 6 0 500 b 0 0 0 0 53.4 6.0 59.4 166.6 14.0 180.6 233.2 6 10 4 300 138 20 N'o 20.0 ' 104 0 Yes_! 0.0 0 - fl fl , 41 0 0 . 0 0 0 4 0.0 4.0 170.6 14.0 184.5 238.8 5 10 4 0 0 0.0 ' "100 0 0 No 0.0 0 0, : . . 0 0 0 0 0 0 170 6 14.0 184.6 238.8 4 0 4 0 !iCi 0 Na; 0.0 100 0 -0 Yes ! 0.0 0 0 Q 0 0 0 . . 0 0 . 0 0 . 6 170 14 0 184.6 238.8 3 0 4 0 0.0 100. 0 0 Yes, : 0.0 0 C] 0 0";:' 0 0 ` 0 0 ' 0 6 0 ' 0.0 0 0 . 0.0 . 0.0 . . 0 184.6 8.8 23 2 0 4 0 O 0 No 0.0 100 % 0 0 Yes:.: 0.0 0 - . 0 Lz 0 n 184 6 238 8 0 60 00 0.0 0. . . 1 D Tntal = 170.6 14.0 184.8 Footing Size req'd = 46.2 ft2 = 6.8 ft x 6.8 ft Note 1. Pu is a maximum of 1.41) and 1.21D+1.61- 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever N 3 Edge Column w/ Cantilever IV 4 Interior Column and Exterior Column wo/ Cantilever O f C Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 12/A4 131A4 Col. Mark: 5C1 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor LL K Trib. Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height _ Area DI-1 LL1 Rdc? L1 Rd Area 131-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+L1- DL LL DL+LL (ft) (ftA2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (pif) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 0 ':3T' 8p Nq 80 0 FQO 0 8t3 No 80.6 0 !0 4 'Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 10 4 D 138 . 40 Yes ` 40 0 1;00 0 Yes 0.0 0 D 0 200 0 0 0.0, 4.0 0.0 4.0 4.0 0.0 4.0 5.6 1 2 . - Z Ya ' ' . 20 0 1 DO 0 D No 0 0 0 0 X00 0' 0 0. 0 {i:'. 4.0 0.0 4.0 8.0 0.0 8.0 11.2 9 10 4 0 0 7 O s . . Y . 0 0 0 O D 2i70 0'~ 0 0 ' fl 6 4 0 0.0 4.0 12.0 0.0 12.0 16.8 8 10 4 0 1=20 23 Z Yes; Y s 20.0 16 1 100 40 0 70 0 10 0 es No . 100 0 60 24 Ct t?0 0 , 0 0 ! 0 0 : . 77.8 30.6 108.4 89.8 30.6 120.4 156.6 7 6 10 10 4 4 460 460 3`20 1'3$ Q 20 e No . 20 0 104 ' 0 . 6 Yes . 0.0 0 0 Q . E1 0 D 0 . Q 0 67.5 9.2 76.7 157.3 39.8 197.0 252.3 5 10 4 0 4 , 0' Na " . 0.0 1013 0 0, No 0.0 0 0 0 0 I; #t 0 4 6: 4.0 0.0 4.0 161.3 39.8 201.0 257.1 4 0 4 0 0 0 . ° , No 0.0 ldd: 0 1 0 Yes . 0.0 0 00 0.0`c 00 0.0 0.0 0.0 161.3 39.8 201.0 257.1 3 0 4 0 ~0 Q.• Na.; 0.0 „ - 106' -0 . Yes 0.0 0 6 b U 0 6.0: 60 0.p 0.0 0.0 161.3 39.8 201.0 257.1 2 0 4 0 0 0` 'No' ! 0.0 ' 10Q ' ! 0 0 Yes' 0.0 0 0 0 0 0 ;1 0 :Q , 6 4 y 0.0 0.0 0.0 161.3 39.8 201.0 257.1 ` 0 Oi No 0 0 0 0 0 0 0 0.6 0.0a 0.0 0.0 0.0 161.3 39.8 201.0 257.1 1 0 4 0 0- - . 0 No :i 0.0 - . . •~a u one n i Footing Size req'd = 50.3 ft2 = 7.1 ft x 7.1 ft Note 1. Pu is a maximum of 1.413 and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever N 3 Edge Column w/ Cantilever N 4 Interior Column and Exterior Column wo/ Cantilever xRA4 ><b•* ~1OVK C- 1 Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 131A5 Col. Mark: 5C1 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Heigh _ Area DL1 LL1 Rdc? L1 Rd Area DI-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL L DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 0 31 , SE7 IVo l: 80.0 100;' 0 80 No. 80.0 0 G 0 O 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 10 4 0 138 ; 40 ' ' Yep 40 0 100 0 0' Yes 0.0 0 0 0; 200, 4.0 0.0 4.0 4.0 0.0 4.0 5.6 9 10 4 590 1138 20 Yes. - . 11 2 100' 0 0' No 0.0 0 24. J 200 0 . 0 0 0 0 90.2 5.6 96.8 94.2 6.6 100.8 131.9 8 10 4 710 1?20 20 Ye . 4 9 80 17 0 100 No 100.0 20 24:&: ' 200 : '0 o 21: 00 ` t30 101.1 19.5 120.6 195.3 26.1 221.5 276.2 7 10 4 770 "120 20 Yes . 4 8 100 , 0 0 No_ 0 0 0 24 0 200.' 0'; 0 f~ 0 a 101.2 6.5 107.7 296.5 32.6 329.1 415.1 6 10 4 300 138 20 : No . 20 0 100 0 0 Yes . 0.0 0 164 500 0 ` 0Q" bfh': 53.4 6.0 59.4 349.9 38.6 388.5 489.9 5 10 4 0 1, 0 0 , No . 0 0 100 0 0 No 0.0 0 .l 0 0 , tl . 0 A 4.0 0.0 4.0 353.9 38.6 392.5 495.5 4 0 4 0 , 0 0 : No . 0 0 . 100 0 D' Yes 0.0 0 0.0 0 C1A 0"0, ` 0„0 0.0 0.0 0.0 353.9 38.6 392.5 495.5 3 0 4 0 0 0 . No.! . 0 0 , i1 00 0 0 Yes 0.0 0 0 0 , . 0 0 0 0 t~ 0:' 0.0 0.0 0.0 353.9 38.6 392.5 495.5 2 0 4 0 D D; Na . 0.0 1, 100" . 0 0 Yes OA 0 0.0 . 0 O O s O.S~: ` 0.0 0.0 0.0 353.9 38.6 392.5 495.5 ` 0 0 0 N s' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 353.9 38.6 392.5 495.5 1 0 4 0 0 No : 0.0 10 o . . . . . Footing Size req'd = 98.1 ft2 = 9.9 ft x 9.9 ft Note 1. Pu is a maximum of 1 AD and 1.2D+1.6L 2. K -LL = 1 All other cases 2 Corner Column w/ Cantilever N 3 Edge Column w/ Cantilever N 4 Interior Column and Exterlor Column wo/ Cantilever N Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Date: 10/18/2005 Project: _ Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 121A4 13/A4 Col. Mark: 5C1 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Floor Floor K LL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height _ Area DL1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL L LL DL+LL DL LL DL+LL (ft) (ftA2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) ( p) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 0 31, :80 'NO' 80.0 .100s 0 80 No 80.0 0 !O;O 0 Q•! 00'j' OO. 0 0 0.0 0.0 0.0 0.0 0.0 0.0 10 10 4 0 138: 40 Yes;: 40 0 1130. 0 0 Yes 0.0 0 D O QUO 0:0 ' 4 0 0.0 4.0 4.0 0.0 4.0 5.6 9 10 4 170 :'110: 20 : Yes;` 16.5 I OD 0 D' No 0.0 0 24 r3 2C10 , ,'0 0.t3 0 .0 2 .2 2.8 32.0 33.2 2.8 36.0 46.5 8 10 4 180 120 , , 20 Yes 13 0 , "JOG' 0 D, Yes 0 0 0 24 0 2010 0 Q t3 : 0 {1 : 3 .4 2.3 32.7 63.6 5.1 68.7 89.0 7 10 4 460 %120 20, Yes, is - 11.5 ! 40 : 170 100 No . 100.0 60 , q 2a0 0 0` > : ff 0 7 .8 29.7 107.5 141.4 34.9 176.3 225.5 6 10 4 460 93$ " 20 ,Na 20.0 100` 0 0'I Ye$` 0.0 0 } 0 0 0; 6 .5 9.2 76.7 208.9 44.1 252.9 321.2 5 10 4 0 ?0 O:i Flo 0.0 100 0.: 0 Na " 0.0 0 °;{3 0 d - . :0 : 0.0 ff 0 0 0.0 4.0 212.9 44.1 256.9 326.0 4 0 4 0 0 0' filo 0 0 100 0 0 ' Yes ! 0 0 0 0 0 0 0 QQ 0 0 0.0 0.0 212.9 44.1 256.9 326.0 3 0 4 0 : No 0 0 100 0 , 0 Yes . 0.0 0 0 0 t1 0 (1.0 04:': 0 0.0 0.0 212.9 44.1 256.9 326.0 2 0 4 D . . 0 0 . i-400 D 0' Yes 0.0 0 D d ! 0 ; . 0 0 {3 0 .0 0.0 0.0 212.9 44.1 256.9 326.0 0 4 0 0 Q N . 0 0 ! 100 0 0 No 0 0 0 0 D b 0 , 0 4 0 0 0 0.0 212.9 44.1 256.9 326.0 1 i o . . . . . Footing Size req'd = 64.2 f t 2 = 8.0 ft x 8.0 ft Note 1. Pu is a maximum of 1,41D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilcvcr IV 3 Edge Column w/ Cantilever IN) W 4 Interior Column and Exterior Column wol Cantilever 4 f~-gkL- ~ ~~k6r& 2 I~IMPII- ~i~ 1;01~ 5 C.- Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 12/A4 131A4 Col. Mark: 5C1 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/1812005 Floor Floor LL K Trib Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load su m per Fl oor Accu mulated Load Pu Height _ . Area DI-1 LL1 Rdc? L1 Rd Area 131-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ftA2) (psf) (psf) (psf) % (psf) (psf) (psf) % {ft) (plf) Of) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 460 !1' ; 84 No 80.0 100 0 $0 IVO 80.0 0 0 0 ;D 0 I 0 0 ij 0 0 i; 14.3 36.8 51.1 14.3 36.8 51.1 76.0 . 0 100 0 0 Yes 0 0 0 24 0 2f70 t7 : 0 0 0 0 32.3 5.6 37.9 46.5 42.4 88.9 123.7 10 10 4 170 138 4 0 Yes,- s 33.0 ' ; 0 N . 0 0 0 ?4 0 2013 . . Q OA 0 29.2 4.5 33.7 75.7 46.9 122.6 165.5 9 10 4 170 120 4 Ye ' : 26.3 100 ; ~ "100 '0 b o Yes' ' . 0 0 0 :24 0 00 0 0 fl 0 4 30.4 4.2 34.6 106.1 51.0 157.2 249.0 8 10 4 180 20 „ "40 ; Yes: s 23.2 . 0 N . 100 0 60 0 =24 2?0 11' 00 ` 00 ! 77.8 31.5 109.3 1819 82.6 266.5 352.8 7 10 4 460 420 40 Ye 21.3 40" 170 0 10 0 o, Y s . 0 0 0 , . Q 0 Q 4! , b 0 { 0 67.5 46.0 113.5 251.4 128.6 380.0 507.4 6 10 4 460 13E#, ,1,Q0 . No 100.0 100 e . Q 4 0 0: ; ' O b ` 4 0 0 0 4 0 255 4 128.6 384.0 512.2 5 10 4 4 0 0 0. , Q . No is ')J0 0.0 0 0 100 100 0 0 Q 0 Nor, l Yes 0.0 0.0 0 0 0 0 0 0 0 ; 0 : 0.0. 0 -Q, . . 0.0 . 0.0 . 0.0 . 255.4 128.6 384.0 512.2 4 3 0 0 4 0 0 0 No . 0 0 100 : Q R : YeS 0.0 0 0 fY t) 0 0 0 0 0 j 0.0 0.0 0.0 255.4 128.6 384.0 512.2 0 0 0 No . 0 0 1 100" `0 0 Yes 0 0 0 00 .'p 0! 0.0 0.0 0.0 255.4 128.6 384.0 512.2 2 0 4 . ` . 0 " 100 0 0 No! ! . 0 0 0 0 0 0, 0 0.0 0.0 0.0 255.4 128.6 384.0 512.2 1 0 4 0 0 0 No i 0. . , '>Mr. a 1952 A 'AAA n Footing Size. req'd = 96.0 fe = 9.8 ft x 9.8 ft Note 1. Pu is a maximum of 1.41D and 1.2D+1.6L 2. K -LL = 1 All other cases 2 Comer Column wl Cantilever N 3 Edge Column wl Cantilever fV 4 Interior Column and Exterior Column wo/ Cantilever .p k~ 2v3s'X 113k 51K ~~ZK ~1~lxL Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 131A5 Col. Mark: 5C1 Col. Size: 16 x 24 Sq/Rect Allow, Soil Bearing: 4 ksf (DL+LL) Date: 1 011 8/2 00 5 Floor Floor K LL Trib. Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height _ Area DL1 LL1 Rdc? L1 Rd Area -D L2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ftA2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 710 "31 84 1o!i 80.0 1100': 0 80 No,j;. 80.0 0 010 0 0C!<+.; 00 22.0 56.8 78.8 22.0 56.8 78.8 117.3 10 10 4 670 `138 , 46 Yes 21 6 100 0 0 Yes ! 0.0 0 '241 0 " . 2 0 0, Q Q £3 Q : 101.3 14.5 115.7 123.3 71.3 194.5 261.9 10 4 590 , d38 . 40 : Yes . 18 5 " 10Q: 0 0 . N.Q 0.0 0 24:0: 200 .0 0.0 ` 0 90.2 10.9 101.1 213.5 82.2 295.6 387.6 8 10 4 710 20"• 49 Yes::' . 17.0 SQ 170 100 No - 100.0 20 24'011. .200 0' 0.1 Q t 101.1 23.9 125.0 314.6 106.0 420.6 547.1 8 3 7 10 4 770 120 40 Yes: 16 0 100 p 0 No 0.0 0 24.0 ?t}0 0'! 0 0"; 0 fl 101.2 12.3 113.5 415.8 118.3 534A . 68 100 N ` . 0 100 "10Q 0 0 Yes' 0 0 0 160 X00 0:' (30 - i?0 53.4 30.0 83.4 469.2 148.3 617.5 800A 6 10 4 300 ;138 : : a . . . 0 tt 0 Q'0 " 4 0 0 0 4 0 2 473 148 3 621.5 805.2 5 10 4 0 0 t Q t: Nq 0.0 100 0 0 No 0.0 0 0 [3 0 . . . . . . 4 0 4 0 0 4 No,;; OA 10-" 0 0 Yes 0.0 0 0 0 a 0 tl 0 0 G" 0.0 0.0 0.0 473.2 146.3 621.5 805.2 3 0 4 0 0 0 Nn' OA 100 " 0 0 Yes 0.0 0 0 0 ; ' b 0`j 0.Q 0 0 0.0 0.0 0.0 473.2 148.3 621.5 805.2 2 0 4 0 , 0 0 100 0 ¢ Yes' 0.0 0 0.0 0.0 0.0 473.2 148.3 621.5 805.2 . 0 0 10(1' tt D Ncs 0 0 0 0 C' 0"0 0 0 = 0.0 0.0 0.0 473.2 148. 621.5 805.2 1 0 4 0 0 !t - N . ; . Footing Size req'd = 155.4 ft2 = 12.5 ft x 12.5 ft Note 1. Pu is a maximum of I AD and I M+1.61- 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever 3 Edge Column w/ Cantilever N 4 Interior Column and Exterior Column wo/ Cantilever CrI qw ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 7.10 Date: 10128/2005 Time: 7:25:27 PM File: FinalStage p 1- PROJECT TITLE Four Season Hotel (7083) 1.1 DESIGN STRIP Transfer Beam 6PT-1 2 -MEMBER ELEVATION i [ft] 44.25 - - \1' 3 - TOP REBAR . 3.1 User selected - 32 User selected ; - 3-3 ADAPT selected 3.4 ADAPT selected ~'sasxmo• MXii. • qq. TENQQN PROFILE d.2 Datum Line 4.3 CGS Distance [in] -21.00 43,38 4.5 Force [2538 kipsj -21.00 5 - BOTTOM REBAR ~IN~t1, 5.1 User selected _ - 5.2 User selected - 5.3 ADAPT selected 5.4 ADAPT selected '3•»#9x20'o^ 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars m8 7.12 1n uired a' re q provided o. 3.6- 6.2 Bottom Bars max 6.13 7 - SHEAR STIRRUPS 7.1 ADAPT selected. I I 1 11 + l ~ I Bar SI-) Slze #4 L Legs. 2 L J j I I l ~ Spacing [in] 7.2 User-selected Bar Size # Legs: 2.4 1 . 7.3 Required area 1. t [in2fft] o. 0. _ 2.11 8-LEGEND Stressing End [ Dead End - 9 - DESIGN PARAMETERS 9.1 Code: ACI-02 fo = 5 ksi fy = 60 ksi (longitudinal) fy = 60 ksl (shear) fN = 270 ksi 9.2 Febar Cover: Top = 1 in Bottom = 1 in Rebar Table: ASTM - US Customary bars (Non-redistributed Moments) . 9.3 Stressing: fp _ .8 fp„ 9.4 Strand Area = .153 in2 10 - DESIGNER'S NOTES 226 5 Pf -1 ( ADAPT CORPORATION I STRUCTURAL CONCRETE SOFTWARE SYSTEM I 1733_Woodside_Road,_Suite 220, Redwood City, California 94061 I ADAPT-PT FOR POST-TENSIONED BEAM/SLAB DESIGN Varrioe 7.10 AIII RI CAN (ACI 318-02/IBC-03) ADAPT CO1 EATTON - Structural Concrw Le -ZLware Syalw.l. 1733 Woodside Road, Suite 220, Redwood City, California 94061 I ( Phane: (650)306-2400, Fez: (650)364-4678 .I Email: SupportBAdaptSOft.com, web site: http://www.Ad.pt$oft.cm I DATE AND TIME OF PROGRAM EXECUTION: Oct 28,2005 At Ti- 19:25 PROJECT FILE: Fi :stage P R 0 J E C T T I T L E Sour Season Hotel (7083) Transfer Beam 5PT-1 1- USER SPECIFIED G E N E R A L D E S I G N P A R A M E T E R S CONCRETE: STRENGTH at 28 days, for BEAMS/SLABS 5000.00 psi for COLUMNS 5000.00 psi MODULUS OF ELASTICITY for BEAMS/SLABS 4030.50 ksi for COLUMNS 4030.50 ksi CREEP factor for deflections for BEAMS/SLABS 2.00 CONCRETE WEIGET NORMAL SELF WEIGHT 150,0C P6f TENSION STRESS limits (multiple of W c)1/2) At Top 6.000 At Bottom 6.000 COMPRESSION STRESS limita (multiple of (f'c)) At all locations .450 REINFORCEMENT: YIELD Strength 60.00 ksi Minimum Cover at TOP 1.00 in Minimum Cover at BOTTOM 1.00 in POST-TENSIONING: SYSTEM UNBONDED Ultimata strength of strand 270.00 ksi page 2 (Fin.1stage) ADAPT-PT V-_7.10 ACM-02 N N v Average effective stress ia. stzand (final) 175.00 ksi Strand area .153 in^2 Min CGS of tendon from TOP 1.00 in Min CGS of tendon from BOTTOM for INTERIOR spans.. 1.00 i Min CGS of tendon -from BOTTOM for EXTERIOR spans.. 1.75 in Min average precompreacicn 123.00 psi Max spacing hetween etzands (Factor of slab depth) 8.00 Tendon profile type and support widths............ ( see section 9) ANAL etc OPTIONS Us- Struetural system HEA24 Moment of Inertia over support is NOT INCREASED Momenta REDUCED to face of support YES Limited plastification allowed4moments redistributed) NO Effective flange width consideration YES Effective flange width implementation method ACI-318 2- I N P U T G E O M E T R Y 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS _ S FI TOP :BOTTOM/(4IDDLEI I P 01 FLANGE I FLANGE REF I MALTS PL ZER A RI LENGTRI WIDTH DEPTRI width thick.: width thick.IHEIGHTI left right I in in in I in in I in I N MI ft in gq5------- 6------- 7------ S------ g------ 10---- 11_____12---- 13_ 1 2 44.25 48.00 54.00 180.00 8.50 .00 .50---.50 L GEM: 1 - SPAN 3 - FORM C Cantilever 1 - Rectangular ssceion 2 = T or Inverted L section 3 o I section 4 Extended T or L section 7 . Joist 8 = Waffle 11 - Top surface to Osferanca line 2.1.3 EFFECTIVE WIDTH DATA OF UNIFORM SPANS SPAN EFFECTIVE WIDTH __________1________________________ 2_______------------__ 1 132.75 Page 3 (F-istage) ADAPT-PT V- 7.10 ACT-02 I 2 . 2 - S U P P O R T W I D T H A N D C O L U M N D A T A. SUPPORT LOWER COLUMN UPPER COLD- WIDTH LENGTH B4DI.A) D CRC- LENGTH 2(DIA) D CHC' JOINT in £t in in ft in in _-1------- 2--------- 3------- 4------- 5----- 6--------- 7------- 8------- 9---- 10___ 1 24.00 10.00 24.00 24.00 (1) 10.00 24.00 24.00 (1) 2 24.00 10.00 24.00 24.00 (1) 10.00 24.00 24.00 (1) ;THE COLUMN BOUNDARY CONDITION CODES (CRC) Fined at both ends ...(STANDARD) - 1 Hinged at near end, fixed at far end = 2 Fixed at near and, hinged at far end a 3 Fixed at near and, roller with rotational fixity at far and - 4 3- I N P U T A P P L I E D L O A D I N G <___CLASS TYPE > D e DEAD LOAD U= UNIFORM P e PARTIAL UNIFORM L LIVE LOAD C = caNcENTRATED M = APPLIED MOMENT Li= LINE LOAD SW- SELF WEIGHT Computed from geometry input and treated as dead loading Unit selfweight W = 150.0 pof Intensity ( From To ) ( M or C At) Total on Trib SPAN CLASS TYPE k/ft^2 ( ft ft 1 (k-ft or k ...ft) k/ft _1_____2------ 3-------- 4---------- 5-------- 6--------- 7------- 8--------- 9------ 1 L U .100 .00 44.25 1.500 1 L C 205.00 28.00 1 D U .012 .00 44.25 .180 1 D C 615.00 28.00 1 SW U .00 44.25 3.869 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING Page 4 (Final9tage) ADAPT-FT V- 7.10 ACI-02 UNIFORM (k/ft^2), ( CON. or PART. 1 ( M 0 M'E N T ) SPAN CLASS TYPE LINE(k/ft) ( keft or ft-ft ) ( k-ft P ft ) _1--- 2---- 3--- 4------------ 5------- 6---- 7------- e________-_-_ 1 L U .100 1 11 C 205.00 28.00 1 D U .012 1 D c 615.00 28.00 NOTE; SELFWEIGHT INCLUSION REQUIRED 4- C A L C U L A T E D S E C T I O N P R O P E R T I E S 4.1 For Uniform Spans and Cantilever s only Tributary Width Effective Width SPAN AREA Yb Yt b_eff I Yb Yt in^2 in an in in^4 in in -_1-- 2----------- 3--------- 4--------- 5-------- 6----------- 7-------- - 8___ 1 3714.00 33.87 20.13 132.75 .9259E*06 31.95 22.05 Note: - Span/Cantilever is Nonuniform, see block 4.2 5 - D E A D L O A D M O M E N T S , S H E A R S f x E A G T I O N S < 5.1 S P A N M O M E N T S (k-ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1). Midspan M(r)• SB(1) HE(r) 2-------------- 3--------------- 4-------------- 5-_-_------- 6----___ 1 -1195.46 4666.85 -1446.52 -309.75 464.40 Note: * - Centerline moments JOINT < 5.3 REACTIONS (k) > 5.4 COLMie; MOMENTS (k-ft) __I--------------- 2---------------- Lower colOmna____Upper Coltanns__--_ Pages 5 (FinalBtage) ADAPT-PT v- 7.10 ACT-02 1 309.75 -597.70 -597.70 2 484.40 723.23 723.23 6- L I V E L 0 A D M O M E N T 8, a H E A R S 6 R E A C T I O H S 6.1 L I V E L O A D SPAN MOMENTS (k-ft) and SHEAR FORCES (k) lefty midspen right* <--SHEAR FORCE--> SPAN mar si.n max in max min left right _1------- 2--------- 3-------- 4-------- 5--------- 6__------- 7-------- 8-------- g-- 1 -406.97 -406.97 1583.95 1583.95 -490.65 -490.65 -106.58 164.80 N N 00 xote: • ~ cw,e.rline moments 6.2 REACTIONS (k) 6.3 COLUMN MOMENTS (k-It) LOWER COLUMN UPPER COLUMN min - JOINT max min max sun max 1 106.58 .00 ,00 -203.45 .00 -203.48 2 164.80 .00 245.32 .00 245.32 .00 Note: Block 6.1 th-gh 6.3 value. are mamas of all skipped loading cases 7- M O M E N T S REDUCED TO FACE-OF-SUPPORT 7.1 R E D U C E D DEAD LOAD MCMENTS (k-ft) SPAN left' midsp.n right- 2------------- 3------------- 4-------- -8 97.50 4666.67 -964.17 Note: • - face-of-support 9 - SELECTED POST-TENSIONING FORCES AND TENDON PROFILES 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 reversed parabola 2 + simple parabola with straight portion over support 3 a harped tendon For Cantilever: 1 = simple parabola 2 + partial parabola 3 = harped tendon 9.2 T E N D O N P R O F I L E TYPE X1/L X2/1, X3/L A/L I-------- 2---------- 3---------- 4---------- 5__-__- 1 3 .05D .633 .050 ,0(30 7,2 R£ 0 U C E D LIVE LOAD MOMENTS Ck-ft) left- > midapm right- SPAN max min a~ax mvn mar in Page 6 (Finalatege) ADAPT-PT V- 7.10 ACI-02 -1---------- 2---------- 3----------- 4---------- 5----------- 6---------- 7____- 1 -301.17 -301.17 1584.17 1584.17 -326.58 -326.58 Not.: • - face-cf-support 8 - SUM OF DEAD AND LIVE MOMENTS (k-ft) Maxima of dead lead and live Load span moments eombined for ervic.abi lity check. ( 1.00DL + 1.00LL ) left- right- mar SPAN max min maz min min _1---------- 2---------- 3-_--------- 4---------- 5----------- 6---------- 7_____ 1 -1188.67 -1188.67 6250.83 6250.83 -1290.75 -1290.75 Not.: • - face-of-support Page 7 (Fioalstaga) ADAPT'-PT_ V-_7.10 ACT-02 9.3 - SELECTED POST-TENSIONING FORCES AND TENDON DRAPE Tendon editing mode selected: FORCE SELECTION +as+ SELECTED VALUES CALCULATED VALUES > FORCE DISTANCE OF CGS (in) P/A Wbal W1 ..l SPAN (k/-) Left Center Right (psi) (k/-) (8DL) __I---------- 2--------- 3-------- 4-------- 5____6____7-____ 1 2538.000 -21.00 -50, DO -21.00 683.36 15,088 64 Approximate weight of strand 2334.0 LE 9.5 R E Q U I R E D MINIMUM P O S T - T E N S I O N I N G FORCES (kips) BASED ON STRESS CONDITIONS RASED ON MINIMUM P/A SPAN LEFT- CENTER RIGHT• LEFT CENTER RIGHT __I---------- 2---------- 3---------- 4--------------- 5--------- 6_-------- 7____ 1 .00 2407,73 .00 464.25 464.25 464.25 Note: - - face-of-support N N (D 9.6 S E R V I C E S T R E S S E S (psi) (tension shown pasitive) L E F T- C E N T E R R I G H T - SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM _1---------- 2--------- 3------------- 4--------- 5------------- 6------- __7--__ 1 -549.83 -876.81 -1367.08 307.17 -579.31 -834.10 Note: • = face-of-support 9.7 POST-TENSIONING B A L A N C E D M O M E N T S, SHEARS 6 REACTIONS 3 P A N M O M E N T S (k-ft) SPAN SHEARS (k SPAN left- midapan right- SH(1) SH(r) 1_________2-------------- 3-------------- 4--------------- 5---------- 6______ 1 721.42 -3858.33 926.67 -6.33 -6.33 Note: • . fees-o£-support <--REACTIONS (k COLUMN MOMENTS (k-ft) page 8 (Finalstage) ADAPT-PT V-_7.10 ACI-02 -joint------------ 2----------------- Lower columns-----Upper columna_____ 1 6,333 449.833 449.833 2 -6.333 -558.833 -558.833 10 - F A CT O R E D M O M E N T S L R E A C T I O N S Calculated as ( 1.20D + 1.SOL + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k-ft) <left- > midsp- right- SPAN max in min max min max 1 -641.87 -641.87 9143.26 9143.26 -567,03 -567,03 Note: • - face-of-support 10.2 SECONDARY ISXwMNTS (k-ft) SPAN left' midspan right- _1----------- 2---------------- 3---------------- 4________ 1 905.00 1008.33 1112.30 Note: - - face-of-support 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k-ft) (k) LONER column UPPER column JOINT max min in max min max _1---------- 2---------- 3----------- 4---------- 5----------- 6_--------- 7_____ 1 546.65 378.09 -267.37 -592.97 -267.37 -592.97 2 838.63 574.05 701.60 309.07 701.60 309.07 11 - M I L D S T E E L SPECIFIC CRITERIA for ONE-WAY or BEAM SYSTEM - Minimum steel 0.004A page 9 (Fina.l6ta9e) ADAPT-PT V- 7.10 ACI-02 - Moment capacity > Factored (design) moment support -t-off length for minimum steel(len9th/span) .17 Span cut-otf length for =nimum steel(length/span) .33 Top bas sxtension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in REINFORCEMENT based on NO REDISTRIBUTION of factored moments 11.1 TOTAL WEIGHT OF REBAR = 1317.5 lb AVERAGE a 2.0 psf TOTAL AREA COVERED 663.75 ft-2 11.2.1 S T E E L A T M I D- S P A N T O P B O T T O M A. DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in-2) <---OLT----- MLN--D+.25L-> (inA2) <---OLT----- MlN--D+.25L-> __1______2--------- 3------- 4------- 5----------- 6--------- 7------- 8------- 9____ 1 .00 ( .00 .00 .00) 6.13 ( 1.95 6,13 .00) 11, 3.1 eT SSL AT 0 U P P 0 R TS T O P B O T T O M A4 DIFFERENT RESAR CRTTERTA AS DIFFERENT REBAR CRITERIA JOINT (inA2) <---OLT----- MIN--D+.25L-> (inA2) <---ULT-----MIN--D+, 25L-> __I------ 2--------- 3------- 4------- 5----------- 6--------- 7------- B------- g____ 1 7.12 4 .00 7.12 DO) .00 ( .00 .00 OD) 2 7,12 1 .00 7.12 .00) .00 1 .00 .00 OD) 12 - 5 H E A R D E 8 I G N FOR BEAMS AND ONE-HAY SLAB SYSTEMS N W O LEGEND : Concrete a NORMAL weight (full shear allowed for) d = value of d used 1n shear equations N48 spacings of two-legged 04 stirrups, (fy- 60000. Psi) s ao stirrups a required Mu , Vu = factored momenta and shears (secondary moment effects included) CASES Vr e 1 M.I 'hear e.r v.t+nns govern 2 min permissible value of 2(£c)'1/2 g-- 3 mar permissible value of 5(fe)^1/2 governs Page 10 (SinalBtage) ADAPT-PT V- 7.10 ACI-02 Av - 1 no reinforcement required 2 a.in roin£oraammnt required, .£vi' beam' only 3 stirrup required by analysis Note: for L£FT CANTILEVER (if any) X/L•. 0,00 is at tip of cantilever, and X/I 1.00 is at first support SPAN - 1 LENGTH = 44.25 ft (Net span from 1.00 to 43.25 ft X d Vu M. RATIO AV 4 44 CASES 8vreaews X/L ft in k k-ft Vu/Phi•Vc inA2/ft in VC AV --1----- 2------- 3-------4---------- 5------- 6------ 7------ 8------ -10------ 11---- .00 .00 43.20 -547.15 -1186.08 AS 2,21 43.20 -531.09 6.79 .97 .21 22.3 (3 2) BEANS ONLY .10 4,43 43.20 -515.04 1164.07 ,94 ,21 22.3 (3 2) BEAMS ONLY .15 6,64 43.20 -49e.98 2285.82 .91 .21 22.3 (3 2) BEAMS ONLY .20 8.85 43.20 -482.92 3372.05 ,88 .21 22.3 (3 2) BEAMS ONLY .25 11.06 43.20 -466.85 4422.70 .97 .21 22.3 (1 2) BEAMS ONLY .30 13.28 43.20 -450.80 5437.95 1.15 .51 9.4 (1 3) .35 15.49 43.20 -434,74 6417.61 1,31 .64 7.5 (1 3) ,40 17,70 43.20 -418,68 7361.55 1.45 .80 6,0 (1 3) .45 19.91 43.20 -402.62 8270.17 1.57 .90 5.3 (1 3) ,50 22.13 43.36 -386.56 9143.26 1.615 .94 5.1 (1 3) .55 24.34 45.87 -370.51 9980.84 1.58 .79 6,1 (1 3) .60 26.55 48.36 -354.45 10782.70 1.44 .60 8.0 (2 3) .65 28.76 48.44 727.61 10736.24 1.7B 1.76 P.7 (1 3) .70 30,98 43.67 743.67 9108.62 1.87 2.11 2,3 (1 3) .75 33,19 43.20 759.74 7445.56 1.63 1,81 2.6 (1 3) .80 35.40 43.20 775.79 5746.86 1.41 1.39 3,4 (3 3) .85 37.61 43.20 791.85 4012.62 1.44 1.49 3.2 (3 3) .90 39.83 43.20 807.92 2242.92 1.47 1.59 3.0 (3 3) .95 42.04 43.20 823.98 437,65 1.50 1.69 2.8 (3 31 1.00 44.25 43.20 840.03 -1403.14 Page 11 (7inalstaga) ADAPT-PT V- 7.10 ACI-02 13 - MAXIWIN S P A N D E F L E C T I O N S Concrete's modulus of elasticity Ec 4030.50 ksi Creep factor K 2.00 Ieffective/Igross...ldue to cracking).......... K 1.00 Where stresses exceed 6.0(fc')"1/2 cracking of section is allowed for. Valsses in parentheses are (span/- deflection) ratios DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE > SPAN DL OL+PT DL+PT+CREEP LL DL+PT+LL+CREEP -1--------2--------3-----------4---------------5---------------6------ 1 .41 .08 .24( 2208) .14( 3821) .38( 1399) N W C l =?T2- NJ W N VADE z 48' DEEP ELEVA19ON 36' 26 PT TRANSFER BEAM "5PT-3" ur 1111AI N 1r1•=i'-a' 7#9T CONT 2#7 EF.- CONT. 7#9B CC #4 STIRF SEE ELE FOR SPC N W W T SECTION "A" 3/4" - 1'-0" LEVEL 05 d- l JOB~C~b N I S H K I A N M E N N I N G E R SHEET NO. OF CONSULTING AND STRUCTURAL ENGINEERS 1 CALCULATED BY DATE 1200 FOLSOM STREET, SAN FRANCISCO, CA 94103 (415) 541-9477 FAX (415) 543-5071 CHECKED BY DATE SCALE - , I . i : i i , : : I i s i 9 I I: _ _ i. u t _ i.... I I I i : , i i i I I 1 I . . i F. a . i : : I v : I i I i I I I i I : I ~ .i . : i i : : : i ' { I ell" j - 1_ .F...... i_._... _ i i , i S'^ 4 . ! Column Rundown (I13C 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 12/A4 131A4 Col. Mark: 5C1 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K_LL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height Area DL1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL L IL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) ( (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 0 34 '180 '"N6: d: 100 0 80, No 80.0 0 0.0 0.• ; 0° : 777 - Q 0.0 0.0 0.0 OA 0.0 0.0 0.0 10 10 4 0 138 40• Yes" ! 40.0 100: 0 0 Yes 0.0 0 0_C 200 4.0 0.0 4.0 4.0 0.0 4.0 5.6 9 10 4 0 120 . 44" "Yes 40.0 100: 'I 0 0 No: l 0.0 0 O,C . 200, ,.0 :0 O,ff 4.0 0.0 4.0 8.0 0.0 8.0 11.2 8 10 4 0 A20 `40 "Yes 40 0 100" 0 0 , Yes:: 0.0 0 0,0 200 G " ' 1 1 0.0 • 019 4.0 0.0 4.0 12.0 0.0 12.0 16.8 7 10 4 460 120 . 20 ;Yes; . 1 16 4¢ 1170 100 . No ' 100.0 60 , . 24. . 200 C': 0 Q .0,0 ` 77.8 30.6 108.4 89.8 30.6 120.4 156.6 6 10 4 460 ; 13& 0 . 20.0 100 0 0 Yes 0.0 0 00~ ' 0 0$ . 0 0 D.~.~ 67.5 9.2 76.7 157.3 39.8 197.0 252.3 5 10 4 0 '::::o' 0 N6 0.0 160. 0 0 No 0.0 0 „ Q,a, 0 O 0.0' 0 "d:'! 4.0 0.0 4.0 161.3 39.8 201.0 257.1 4 0 4 0 i7 q No;a 0.0 .100 " 0 0 Yes I: 0.0 0 0 Q 0;i 0.0 0.0 OA 161.3 39.8 201.0 257.1 3 0 4 0 0 0 No 0.0 , 100 0 0 Yes' 0.0 0 6:0 0 0! COST ..O,0 0.0 0.0 0.0 161.3 39.8 201.0 257.1 2 0 4 0 0 0, Na! ! 0.0 400, = 0 0 Yes 0.0 0 tt D 0 0> O d 0 0 0.0 0.0 0.0 .8 201.0 257.1 1 0 4 0 0 0.0 10A : 0 0 No 0.0 0 0 0 0 0'; 0.0; ! . 0"0 0.0 0.0 0.0 161.3 39.8 201.0 257.1 W Footing Size req'd = 50.3 fta = 7.1 ft x 7.1 ft Note 1. Pu is a maximum of 1.41D and 1.2D+1.6L 2. K -LL = 1 All other cases 2 Corner Column w/ Cantilever N 3 Edge Column w/ Cantilever 4 Interior Column and Exterior Column wo/ Cantilever l o[ai = 101.0 0~.o cu 1.v v "L X12 ~C ~ }~I~tP~- Fob ~sC~- Z Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 12/A4 13/A4 Col. Mark: 5C1 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10118/2005 Floor Floor K_LL Trib. Ar ea Loa d 1 A rea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height Area DL1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Lengi DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plo (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 10 0 10 4 4 460 170 31 " 138 S,b 40 N0 ; Y 80.0 3 100 !1: 0 80 No 80.0 0 0, 0 0 0, °r O fl . . 0 I! 14.3' 36.8 51.1 14.3 36.8 51.1 76.0 es 3 0 1 GO 0 0 Yes 0.0 0 4 Q , 200 0 Q 0; ' 32.3 5.6 37.9 46.5 42.4 88.9 123.7 9 10 4 170 >20 44 Yes ! 26.3 ' 100, 0 01 No 0.0 0 24. Q .200 0 0 Q ; D 4 ;i 29.2 4.5 33.7 75 7 46 9 122 6 165 9 8 10 4 180 . 120 4Q Yes 23.2 100i' 0 0. Yes: 0.0 0 24 U" "20n 0 ! t10 ; • {3 0 ;:i 4 30 4 2 34 6 . 106 1 . 51 0 . 157 2 . 209 7 10 4 460 10 " 40 Yos'. 21 3 + 40 170 100 No 100.0 60 24.0 2Q(} 0 :I 06 . . 77 8 . 31 5 . 109 3 . 183 9 . 82 6 . 266 5 .0 6 10 4 460 f•3$' 10Q No 100.0 100;. 0 0 Yes' 0 0 0 0 o -0 0 ' 00 . 0 , 67 5 . 46 0 . 1 . . . 352.8 10 4 0 0 0:; No 0 0 'i 100 , 0 0 No . 0.0 0 . 0 0 ' iT . 0 - p 0 ' ` 0 D f; . 4 0 . 0 0 13.5 4 0 251.4 2 128.6 380.0 507.4 4 0 4 0 €Y 0 No 0.0 100: 0 0 Yes 0.0 0 (3 0 q 0 . 0 S3 . 0.{? . 0 0 . 0 0 . 0 0 55.4 255 4 128.6 128 6 384.0 384 0 512.2 512 2 3 0 4 0 0 b: N 0.0 100 0 p. Yes 0.0 0 0 0.. . 0 0 . 0 0 . 0 0 . 2 . . . 2 D 4 0 fl 0 No 0.0 100 0 0 : Yes' ! 0.0 0 " .0-0 D . 0 . 0 0 . 0 0 55.4 255 4 128.6 128 6 384.0 0 384 512.2 512 2 1 0 4 0 d 0' Nb,; 0.0 100 0 D' No 0 0 0 0 0' 0 0 0 ft"' il . 0 0 . . . . . . . . . : , : . 0.0 0.0 255.4 1 8. 384.0 512.2 Footing Size req'd = 96.0 ft2 = 9.8 ft x 9.8 ft Note 1. Pu is a maximum of 1.41D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever 3 Edge Column w! Cantilever N) 4 Interior Column and Exterior Column wo/ Cantilever W I-. - 1J . IL6.0 JO4.U old G~r2 8C ~Pt- 3 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 7.10 Date; 10/28/2005 Time: 3:01:06 PM File: FinalStage 1- PROJECT TITLE Four Season Hotel (7083) 1.1 DESIGN STRIP Transfer Beam 5PT-2 2 -MEMBER ELEVATION IN 32.00 I i 3 - TOP REBAR 3.1 User selected - - - 3.2 User selected - - - - - - 3.3 ADAPT selected 3.4 ADAPT selected 5#9X8,s" 4.2 Datum NQQN PROFILE 43 CGS Distance [in] -21.00 4129 1030 ki -21.00 1 ps] 4.5 Force 5 - BOTTOM REBAR 5.1 User selected - - 5.2 User selected - - 5.3 ADAPT selected 5.4 ADAPT selected 3 5#9x15.0• 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars ms x 4.85 [ inz] 2. required provided 0.0- 2.5- j I-~T 6.2 Bottom Bars max 111 4.10 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size el Legs: 2 ( l 1 I ~L _ Spacing [in] _ _rrs--°-. *y7-a- tt~ •--era- 7.2 User-selected - Bar Size # Legs: - - - - - - 11 0.44 - - 0.33- 7.3 Required area [n2lft] o ii - . 0.oo ai 8 - LEGEND -4 Stressing End -t Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACI-02 P~ = 5 ksi fy = 60 ksi (longitudinal) fy = 60 ksi (shear) f. = 270 ksi 9.2 Rebar Cover: Top = 1 in Bottom = 1 In Rebar Table: ASTM - US Customary bars (Non-redistributed Moments) 9.3 Stressing: fpi = .8 fp„ 9.4 Strand Area = .153 ins 10 - DESIGNER'S NOTES 237 5PT-2 ADAPT CORPORATION STRUCTURAL CONCRETE SCTTIRIRE SYSTEM I I 1733_Woodside Road, Suite 220, Redwood City, Califarnia _94061 I I ADAPT-PT FOR POST-TENSIONED BEAM/SLAB DESIGN I version 7.10 AMERICAN (ACI 318-02/IBC-03) I I ADAPT CORPORATION - Structural Concrete Software System I 1733 Woodside Road, Suite 220, Redwood City, California 94061 I Phone: (650)306-2400, Fu: (650)364-4678 I I Email: SupporteAdaptsoft.com, Web site: http://www.Adapt&cft.c= I DATE AND TIME OF PROGRAM EXECUTION: Oct 28,2005 At Time: 15: PROJECT FILE: Finalstage P R O J S C T T I T L E: Four Season Hotel (7083) Transfer Be- 5PT-2 1- USER SPECIFIED G E N E R A L D E S I G N P A R A M E T E R S CONCRETE: STRENGTH at 28 days, for BEAMS/SLABS for COLUMNS MODULUS OF ELASTICITY for BF.AM.S/SLABS for COLUMNS CREEP factor for deflections for BEAMS/SLABS . CONCRETE WEIGHT 5000.00 psi 5000.00 psi 4030.50 ksi 4030.50 kei 2.00 NORMAL SELF WEIGHT 150.00 Pof TENSION STRESS limits (multiple of (f'c)1/2) At Tap At Bottom COMPRESSION STRESS limits (multiple of (f'c)) At all locations REINFORCEMENT: YIELD Strength Minimum Cover at TOP Minimum Cover at BOTTOM POST0N..* SYSTEM EM . . . Ultdmato strength of strand . Page 2 (FinalStage) 6.000 6.000 .450 60.00 kei 1.00 in 1.00 in UMBONDED 270.00 ksi ADAPT-PT V- 7.10 ACT-02 Average affective stress in -trend (final) 175,00 ksi Strand area .153 in^2 Min CGS of tendon from TOP 1.00 in Min CGS of tendon from BOTTOM for INTERIOR spans.. 1.00 i Min CGS of tendon from BOTTOM for EXTERIOR Spans.. 1.75 i Min average precompreseion 125.00 psi Max spaoing between atranda (factor of slab depth) 8.00 Tendon profile type and support Width s..... ( see section 9) ANALYSIS 01-TIONO USED, Structural sYctas BEAM Moment of Inertia over support is NOT INCREASED Momenta REDUCED to face of support YES Limited plastification allowed(moments redistributed) NO Effective flange width consideration YES Effective flange width implementation method ACT-318 2- I N P U T G S. O M E T R Y 2.1.1 PRINCIPAL SPAN_D_ATA_OF UNIFORM SPANS S FI I I TOP BOTTOM/laDDLE( P O( I ( FLANGS I FLANGE I REF I MULTIPLIER A R( LENGTHI WIDTH left right DEPTHI width thiok.l width thick.IHEIGHT N MI ft in I in I in in I in in I in 3---- 4------- 5--- 6------- 7------ 8------ 9------ 10---- 11___--12---- 13_ 1 2 32.00 36.00 48.00 180.00 8.50 .00 .50 -:50 LEGEND: 1 - SPAN 3 - FORM C Cantilever 1 Rectangular section 2 : T or Inverted L section 3 = I setticn 4 Ertanded T or L section 7 = Joist B Waffle 11 - Top surface to reference line 2.1.3 EFFECTIVE WIDTH DATA OF UNIFORM SPANS SPAN EFFECTIVE WIDTH in - - 1 96.00 Page 3 (FinalStage) ADAPT-PT v-_7.10 ACT-02 N W OD 2.2 - S U P P O R T W I D T H A N 0 C O L U M N D A T A SUPPORT LOWER COLUMN UPPER COLUMN WIDTH' LENGTH E(DIA) D CEC• LENGTH E(Dw D CEC• 'JOINT in ft in in ft in in __1------- 2--------- 3------- 4------- 5----- 6......... 7------- 8....... 9.... 10___ 1 24.00 10.00 24.00 24.00 (1) 10.00 24.D0 24.00 (1) 2 24.00 10.00 24.00 24.00 (1) 10.00 24.00 24.00 (1J 'THE COLUMN BOUNDARY CONDITION CODES (C2C) s 1 Mixed at both ends ...(STANDARD) Hinged at near and, fixed at far and 2 Fixed at near end, hinged at far and - 3 Fixed at near end, roller with rotational fixity at far end = 4 3- I N P U T A P P L I E D L O A D I N G <___CLASS TYPE > D a DEAD LOAD U a UNIFORM P PARTTnT- UNIFORM L - LIVE LOAD C s CONCENTRATED M APPLIED MOMENT Lim LINE LOAD SW- SELF WEIGHT Computed from geomatsy input and treated as dead loading Unit selfwetght W = 150.0 pc£ Inten-Sty ( From To ) ( M or C ...At) Total on Trib SPAN CLASS TYPE k/ft^2 ( it ft ) (k-ft or k ...ft) k/ ft _1----- 2------ 3-------- 4---------- 5_------ 8--------- 9_ 1 L U .100 .00 32.00 1.500 1 L C 129.00 19.00 1 D U .012 .00 32.00 .180 1 D C 256.00 18.00 1 , SW U .OD 32.00 3.075 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING rage 4 - (FSnastegc) AD" Px V 7.10 ACI.02 UNIFORM (k/ft^21, ( CON. or PART. ) ( M 0 M E N T ) SPAN CLASS TYPE LINE(k/ft) ( k@ft or ft-ft ) ( k-ft @ ft ) 2---- 3---- 4----- ____5------- 6------ 7------- e------_-_--_ 1 L U .100 2 L C 129.00 18.00 I D U .012 i 1 D C 256.00 18.00 NOTE: SELEWEIGHT INCLUSION REQUIRED 4- C A L C U L A T E D S E C T I O N P R O P E R T I E S 7.1 Eor Uniform Spans and Csatil.wrs only Tributary Width Effective Width SPAN AREA Yb Yt b eff I Yb Yt in^2 in in in in^4 in in 3____----- 4--------- 5-------- 6----------- 7--------- 8___ 1 2952.00 32.19 15.81 96,00 .4884E+06 26.50 19.50 Note: - span/Cantilever is Nonuniform, see block 4.2 - D E A D L O A D M O M E N T a, 3 H E A R 3 6 R E A C T I O N 8 < 5.1 S P A N M O M E N T S (k-ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1). Midspan M(r)• SH(1) SH(r) __1--------- 2___............ _3_---------- __4----------- 5----------- 6___-___ 1 -515.35 1668.82 -564.29 -162.55 197.61 Not.: • = C.htarline momenta JOINT < 5.3 REACTIONS (k) > 5.4 COLUMN MOMENTS (k-ft) __1--------------- 2---------------- Lower calumns____UPPer P .g. 5 (F1nalStage) ADAPT-PT V- 7.10 ACI-02 1 162.55 -257.69 -257.69 2 197.61 262.17 282.17 6- L I V E L O A D M O M E N T S, s H E A R S 6 R E A C T I O N S 6.1 L I V E L 0 A D SPAN MOMENTS (k-ft) and SHEAR FORCES (k) left. midsp- right. <--SHEAR FORCE--> SPAN min max min left right max max min _1-___2--------- 3-------- 4-------- 5--------- 6----- 8- 1 -254.66 -254.66 828.00 828.00 -279.33 -279.33 -79.67 97.33 N W co Note: = Centerline moments 6.2 REACTIONS (k) 6.3 COLUMN MOMENTS (k-Et) LOWER COLUMN UPPER COLUMN min max min JOINT max min max 1' 79.67 .00 .00 -127.34 .00 -127.34 2 97.33 •00 130.68 .00 139.68 .00 Not.: Black 6.1 through 6.3 -1..a are maxima of all skipped loading - 7- M O M E N T S REDUCED TO FACE-OF-SUF20RT 7.1 R E D U C E D DEAD LOAD MOMENTS (k-ft) SPAN left- mid-pan right- __I--------------- 2---------- :._-3---- 4______________________________ 1 -354.42 1669.17 -368.33 Note: - - face-o£-support 7.2 R E D U C E D LIVE LOAD M014ENTS {k-ft) left - m{dspan right. SPAN max min mar min max min Page 6 (FL-15tag.) ADAPT-PT V- 7.10 ACI-02 _1---------- 2---------- 3----------- q---------- 5----------- 6---------- 7_____ 1 -175.75 -175.75 828.00 828.00 -182.75 -182.75 Nate: - = face-of-support 8 - BUM OF DEAD AND LIVE MOMENTS (k-ft) Maxima of dead load and live load span momenta combined ~-=ate= for serviceability che.k ( 1. OODL + 1.OOLL ) left' > midspan right- SPAN mex min mar min max 1 -530,17 -530.17 2497.17 2497.17 -551.08 -551.08 Note: - face-of-support 9 - SELECTED POST-TENSIONING FORCES AND TENDON PROFILES 9.1 PROFILE TYPES AND PARAMETERS LEGEND: Car Opani 1 read parabola 2 = simple parabola with straight portion over support 3 = harped tendon For Cantilever: 1 = simple parabola 2 = partial parabola 3 = hasped tendon 9.2 T E N D O N P R O F I L E TYPE XI /L X2/L X3/L A/L y-------- 2---------- 3---------- 4---------- 5----_- 1 3 .050 .560 .050 .000 Page 7 (F-lStag.) ADAPT-PT V- 7,10 ACT-02 9.3 - SELECTED POST-TENSIONING FORCES AND TENDON DRAPE Tendon editing mode aalectad: FORCE SELECTION SELECTED VALUES CALCULATED VALUES FORCE DISTANCE OF CGS (in) P/A Weal Weal SPAN (k/-) Left Center Right (psi) (k/-) VIBL) __1---------- 2--------- 3-------- 4-------- 5----------- 6---------- 7________8__ 1 1080.000 -21.00 -44.00 -21.00 365.85 9.060 80 Approximate weight of strand 746.1 LB 9.5 R E Q U I R E D MINIMUM P O S T - T E N S I O N I N G FORCES (kips) EASED ON STRESS CONDITIONS EASED ON MINIMUM P/A SPAN LEFT- CENTER RIGHT- LEFT CENTER RIGHT __y---------- 2---------- 3---------- 4_______________g--------- 6--------- 7____ 1 .00 924,00 .00 369.D0 369.00 369.00 Note: - = face-of-support N ' O 9.6 S E R V I C E S T R E S S E S (psi) (tension shown positive) L F. F T+ C E N T E R R I G H T* SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM _1---------- 2--------- 3------------- 4--------- 5------------- 6--------- 7____ 1 -160.49 -666.02 -753.46 200.10 -169.57 -652.76 Note: * = face-of-support 9.7 POST-TENSIONING B A L A N C E D M O M E N T S, SHEARS 4 REACTIONS S P A N M O M E N T S (k-ft) SPAN SHEARS (k ) SPAN left. midap- right* SH(1) SK(.) _-1--------- 2-------------- 3-------------- 4--------------- 5---------- 6______ 1 101.50 -1687.50 141.33 -1.66 -1.66 Not.: * - faee-of-support * - face-cf-support 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k-ft) (k) LOWER eolumn UPPER column JOINT max min max min max min _1---------- 2---------- 3----------- q__________5___________6__________7_____ 1 324.25 196.78 -25.78 -229.52 -25.78 -229.52 2 391.19 235.46 257.07 33.60 257.07 33.60 11 - M I L D S T E E L SPECIFIC CRITERIA for ONE-WAY or BEAM SYSTEM - Minimum steel 0.004A <--REACTIONS (k COLUMN MOMENTS (k-ft) Page a (Finalstagel ADAPT-PT V- 7.10 ACI-02 -joint------------2-----------------Lovar col}mms----- Upper, aohanns_____ 1 1.657 283.417 283.417 2 -1.657 -305,000 -305.000 10 - FA C T O R E D M O M E N T 5 4 R E A C T I O N S Calculated as ( 1.20D + 1.601, + 1.00 secondary moment effect.) 10.1 FACTORED DESIGN MOMENTS (k-ft) left- mid.p- right- SPAN max min max min max min _1---------- 2---------- 3----------- q---------- 5----------- 6_-________ 1 -138.33 -138.33 3915.78 3915.78 -125.73 -125.73 Note: * = Eace-of-support page 9 (FinalStage) ADAPT-PT V- 7.10 ACI-02 - Moment capacity > factored (design) mwsent Support cut-off Iength for minimum Steel(l.ngth/span) .17 span cut-off length for minimum ate.l(length/span) .33 Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in REINFORCEMENT based o NO REDISTRIBUTION of factored moment. 11.1 TOTAL WEIGHT OF BEHAR : 646.0 lb AVERAGE = 1.3 psf TOTAL AREA COVERED 480.00 ft^2 10.2 SECONDARY MOMENTS (k-ft) SPAN l.ft. midsp.n right- -1----------- 2---------------- 3---------------- 4_____-__ 1 569.17 588.42 608.67 Note: 11.2.1 S T E E L A T M I D- S P A N T O P R O T T O M As DIFFERENT REHA)i CRITERIA A. DIFFERENT REHAR CRITERIA SPAN (in^2) <---ULT----- MIN--D+,25L-> (in-2) <---ULT-----MIN--D+.25L-> __1----- _2--------- 3------- 4------- 5----------- 6--------- 7------- 8------- 9____ 1 DO ( .00 .00 .00) 4.10 ( .08 4.10 .00) 11.3.1 S T E E L A T S U P P O R T S T O P B O T T O M AS DIFFERENT RESAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (in'2) <---OLT----- MIN--D+.25L-> (inA2) <---ULT----- MIN--D+.25L-> _-I------ 2--------- 3------- 4------- 5----------- 6--------- 7------- 8------- 9_-__ 1 4.85 ( .00 4.85 .00) .00 ( .00 .00 .00) 2 4,85 ( .00 4.85 .00) .00 ( .00 .00 .001 12 - S H E A R D E S I G N FOR BEAMS AND ONE-WAY SLAB SYSTFMS N A i LEGEND Concrete = NORMAL weight (Full shear allowed for) d value of d used in shear equations 448 spacings of two-legged 44 stirrups, (fy- 60000. psi) t means no stirrup. a required M. , Vu factored moment. and shears (secondary moment effect. included) CASLB Vc = 1 AGf shear equations govern 2 sun permissible value of 2(fo)"1/2 governs 3 ma. permissible value of 5(fc)"1/2 govern. Page 11 (Fias, Stage) ADAPT-PT V- 7.10 ACI-02 page 10 (Fi-Istag.) ADAPT-PR V- 7.10 ACM-02 AV - 1 n reinforcement required 2 min reinforcement requir.d, for beams only 3 .tir..p required by analy.is Not.: for LEFT CANTILEVER (if any) X/L= 0.00 is at tip of caatil-, and X/L- 1.00 is at first support SPAN - 1 LENGTH - 32.00 ft (Net span from 1.00 to 31.00 ft x X/L ft __I----- 2_- .00 .00 .05 1.60 .10 3.20 .15 4.80 ,20 6.40 .25 8.00 .30 9,60 .35 11.20 .40 12.80 .45 14.40 .50 16.00 .55 17.60 .60 19.20 .65 20.50 .70 22,40 .75 24,00 .80 25.60 .85 27.20 .90 28,80 .95 30.40 1.00 32.00 d Vu in k 3------- 4___. 38.40 -323.88 38.40 -313.78 38.40 -303.69 38.40 -293.61 38.40 -283.52 38.40. -273.43 38.40 -263.34 38.40 -253.24 38.40 -243.16 39.04 -233.07 41.29 -222.98 43.55 -212.89 41.64 310.00 38..9 320.ee 38.40 330.98 38.40 341.07 38.40 351.16 38.40 361.25 38.40 371.33 38.40 381.42 38.40. 391.52 Mu RATIO Av 4 40 CASES k-ft Vu/Phi*VC in-2/ft in V. AV REMARKS -459.05 51.07 .86 .11 24.0 (3 2) BEAMS ONLY 545.07 .83 .11 24.0 (3 2) BEAMS ONLY 1022.91 .80 .11 24.0 (3 2) BEAMS ONLY 1464.61 ,77 .11 24.0 (3 2) BEAMS ONLY 1930,17 .75 .11 24.0 (3 2) BEAMS ONLY 2359.58 .87 .13 24.0 I1 2) REAMS ONLY 2772.89 .99 .11 24.0 I1 2) BEAMS ONLY 3169.92 1.09 .38 12.6 11 3) 3550.97 1.15 .38 12.6 11 3) 3915.78 1.11 .38 12.6 11 3) 4264.50 1.07 .38 12.6 11 3) 3980,79 1,19 ,38 12.6 11 3) 347'3.40 1.22 .41 11.8 (1 3) 2953.93 1.09 .38 12.6 (1 3) 2416.26 .93 .11 24.0 (3 2) BEAMS ONLY 1862.49 ,96 .11 24.0 (3 2) BEAMS ONLY 1292.55 .99 .11 24.0 (3 2) BEAMS ONLY 706.48 1.01 .38 12.6 (3 3) 104.29 1.04 .38 12.6 (3 3) -514.08 13 - MAXIMUM S P A N D E F L E C T I O N S Concrete's modulus of elasticity Ec = 4030,50 kei Creep factor K 2.00 Ieffective/Igross...(due to cracking).......... K = 1.00 Where stresses esceed 6.0(fc')^1/2 cracking of section is allowed for. Values in parentheses are (span/mar deflection) ratios DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE..... SPAN DL DL+PT DL+PT.CREEP LL DL.PT+LL.CREEP _1-------- 2-------- 3----------- 4--------------- 5--------------- 6-_____ 1 .13 .00 -_01(55550) .06( 6063) .06( 6805) N N n n n [-,rff-1 NNOR Ue BF10R 48' VfiDE x W DEEP ELEVAIIOb 27 PT TRANSFER BEAM °7PT-1 " cwt . -on ~~•.r-0• 9#9T COIT 2#7 EF.- CONT. 9#9B CO #4 STIRF SEE ELE FOR SPC N 9. SECTION "A" 3/4" = 1'-0" Aft LEVF -07 i 0 Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 21A9.9 Col. Mark:. 7C2 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10118/2005 Floor Floor K_LL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height Area DL1 LL1 Rdc? L1 Rdc Area 01-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 0 31 : 80 'No ! 80.0 100'.': 0 0 No .I 0.0 0 DO 0' 16.0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 10 4 0 138 40 Yes.' 40.0 0 0 Yes, 0.0 0 240 200 0 Q;0 0 : 8.8 0.0 8.8 8.8 0.0 8.8 12.3 9 10 4 140 120 20 Yes 17.7 1.00' 0 0 Yes 0.0 0 24,0 200 , 0 (3`G O 25.6 2.5 28.1 34.4 2.5 36.9 48.2 8 10 4 360 120. 2,01 Yes. 12.3 80.;` 120 20 No 20.0 20 24.0' ! 200 f7 C7<[), t3.4 52.0 5.0 57.0 86.4 7.4 93.8 121.0 7 10 4 0 0 ' "0 Yes;; 0.0 100:: 0 D Yes 0.0 0 00 4.0 0.0 4.0 90.4 97.8 126.6 6 0 4 0 .0 0 0.0 100;: 0 0 Yes 0.0 0 O'a0 ' i 0. 0 0 a 0 0.0 0.0 0.0 90.4 97.8 126.6 5 0 4 0 .0 0 N 0.0 10 0 0 No 0.0 0 c1.0. 4 0 le- 00 0.0!! 0.0 OA 0.0 90.4 97.8 126.6 4 0 4 0 0" " 0 No' 0.0 100 0 0 Yes 0.0 0 ft 0 ! 0 0 0 i0 D Oi!. 0.0 0.0 0.0 90.4 L 97.8 126.6 3 0 4 0 0. 0 No 0.0 1.00 0 0 Yes' 0.0 0 0 0 . 0 0 0:0 0 CJs;! 0.0 0.0 OA 90.4 97.8 126.6 2 0 4 0 0 0 No 0.0 100':'- 0 0 Yes 0.0 0 t} 0°' , G 0 OII f 0! 0 .0 0 0.0 90.4 7 97.8 126.6 0 4 0 0 0 tVo 0.0 1"DO"! 0 0 No 0.0 0 0,0 + G 0 04 db1'! 0.0_ 0 .0 - 0.0 0 -0 0.0 90.4 97.8 126.6 Footing Size req'd = 24.5 ft2 = 4.9 ft x 4.9 ft Note 1. Pu is a maximum of 1.413 and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Comer Column w/ Cantilever 3 Edge Column w/ Cantilever Ut 4 Interior Column and Exterior Column wo/ Cantilever Total = 90.4 7.4 97.8--~--~ Klee- TM vglm Z. t 5 ~[V, kt- FVK S-cA~~ 1 Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 2/A9.9 Col. Mark: 7C2 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K_LL Trib. Area Load 1 - Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height Area 57 71-1 Rdc? L1 Rd Area DI-2 LL2 Rdc? L2 Rdc Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ftA2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 360 31 80 Na 80.0 ::1A0? 0 0 No, 0.0 0 0.0 0a3;;' 11.2 28.8 40.0 11.2 28.8 40.0 59.5 10 10 4 140 138 40 Yes 35.4 100! 0 0 Yes 0.0 0 24.0° 200 010 28.1 4.9 33.1 39.3 33.7 73.0 101.1 9 10 4 140 -120, 40 Yes.li 27.9 100: 0 0 Yes 0.0 0 2.0 260 ) G {)i0 ; 0,:; ; 0 25.6 3.9 29 5 64 9 37 7 102 5 138 1 8 Y 10 4 360 ` 120 40' Yes::: 22.6 80 120 100 No 100.0 20 2410 1 200 1 G. 52.0 13.7 . 65.7 . 116.9 . 51.4 . 168.2 . 222.4 7 10 4 0 0 0 Yes; 0.0 100 0 0 Yes 0.0 0 0.0 4.0 0.0 4.0 120.9 51.4 172.2 227.2 6 0 4 0 0 0 Yes ; 0.0 100;' 0 0 Yes 0.0 0 00',, t1;t1 44;I 0.0 0.0 0.0 120.9 51.4 172.2 227.2 5 0 4 0 0 0 Na : 0.0 100. 0 0 No 0.0 0 % 0 0 i3 0.0 0.0 0.0 120.9 51.4 172.2 227.2 4 0 4 0 0 0 Na 0.0 100 0 0 Yes 4.0 0 0 0 0" J 0!0 i!!.:019 " 0.0 0.0 0.0 120.9 51.4 172.2 227.2 3 0 4 0 0 0 •aJa- 0.0 100 0 0 Yes' 0.0 0 0:0 0 0 0 0 C 0; 0.0 0.0 0.0 120.9 51.4 172.2 227.2 2 0 4 0 0 0 No. '1 0.0 100-. 0 0 Yes' 0.0 0 1 DO, `~0 0'-'. 0.0 0.0 0.0 120.9 51.4 172.2 227,2 1 0 4 0 0, f 0" No.;p; 0.0 100. 0 0 No 0.0 0 0,0' 0 °'0 Q!0 0,01' 0.0 0.0 0.0 1 0.9 51.4 172.2 227.2 y Footing Size req'd = 43.1 ft2 = 6.6 ft x 6.6 ft Note 1. Pu is a maximum of 1.41D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever N 3 Edge Column w/ Cantilever 0) 4 Interior Column and Exterior Column wo/ Cantilever 1 Otal = 1Lu.v 514 1 /L.L F t tJ#~~. N -T {..L.1 i~tp o -jCZ mil, . ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 7.10 Date: 10131/2005 Time: 11:35:39 AM File: FinalStage 1- PROJECT TITLE Four Season Hotel (7083) 1.1 DESIGN STRIP Transfer Beam 7PT-1 E61 2 - MEMBER ELEVATION ! i 42.00 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 4. - TENDON PROFILE 2 Datum Line 4.3 CGS Distance [n] 4.5 Force 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected 6 - REQUIRED & PROVIDED BARS (3) 7#9X19'0" (2) 7#9X 13'6" 6.1 Top Bars mix 6.95 l 5.1e ~eq W uued 3. o. l- provided 3. ` 6.2 Bottom Bars max x - 6.07 0.00 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing [in] - 7.2 User-selected Bar Size # Legs: - ' 0.0s 7.3 Required area 0.0a 0.030 I [in2lft] 0.01 0.90 - - .06 _ 8-LEGEND -o Stressing End -t Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACI-02 f~ = 5 ksi fy = 60 ksi (longitudinal) fy = 60 ksi (shear) fn, = 270 ksi 9.2 Rebar Cover: Top = 1 in Bottom =,1 in Rebar Table: ASTM - US Customary bars (Non-redistributed Moments) 9.3 Stressing: fpi = .8 fpll 9.4 Strand Area = .153 in2 6,7#9X10'6" `4. r 10 - DESIGNER'S NOTES EE:1 1 ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM I ( 1733 Woodside Road, Suite 220, Redwood City, California 94061 ( ADAPT-PT FOR POST-TENSIONED SEAM/SLAB DESIGN V.rei.n 7.10 AMERICAN (ACT 315-02/IBC-03) I ADAPT CORPORATION - Structural Concrete Soft- System I 1 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306-24D0, Faxt (650)364-4676 I 1 Small- SupPOrt@AdaptSOft.com, Web site: http://Www.AdaptS.ft.eom I DATE•AND TIME OF PROGRAM EXECUTION: Oct 31,2005 At Ti..: 11:35 PROJECT FILE: Final Stag. P R O J E C T T I T L E: F. Season Hotel (7083) I.... far Beam 7PT-1 1 1- USER SPECIFIED G E N E R A L D E S I G N P A R A M E T E R S CONCRETE: STRENGTH at 28 days, for BEAMS/SLABS 5000.00 psi for COLUMNS 5000.00 psi MODULU5 OF ELASTICITY for BEAMS/SLABS 4030.50 ksi for COLUMNS 4030.50 ksi CREEP factor for defl.eti..- far BEAMS/SLABS 2.00 CONCRETE WEIGHT NORMAL SELF WEIGHT 150.00 pcf TENSION STRESS limits (multiple Of (£'e)1/2) At Top At Bottom COMPRESSION STRESS limits (multiple of (f'n)) At all locations REINFORCEMENT: YIELD Strength Minimum Co- at TOP Minimum Cover at BOTTOM POST-TENSIONING: SYSTEM Ultimate strength of strand Page 2 (FinalStage) 6.000 6.000 .450 60.00 ksi 1.00 i 1-CD in UNBONDED 270.00 ksi ADAPT-PT V- 7.10 ACI-02 Average effective stress in strand (f..nal) 175. OD ksi Strand area .153 in^2 Min CGS of tendon from TOP 1.00 in Min CGS of tendon from BOTTOM for INTERIOR spans.. 1.00 in Min CGS of tendon from BOTTOM for EXTERIOR spans.. 1.75 in min average Precempression 125.00 Psi Max spacing between strends (factor of slab depth) Tendon profile type and support widths............ (sea section 9) ANALYSIS OPTIONS USED: Structural syst.m BEAM Moment of Inertia over support is NOT IISCREASED Movwlita REDUCED to face of support YES Limited plastification allewed(mem.nts redistributed) NO Effective flange width ceaaiderati. YES Effective flange width inplamentation method ACT-318 2- I N P U T G E O M E T R Y 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS S FI I TOP BOTTOM/MIDDLEI I P 01 ( 1 FI-FNrE FLANGE I REF I MULTIPLIER A RI LENGTH: WIDTH DEPTHI widt., thick.) width thick.IHEIGHTI left right N MI £t I in in I in in I in in 1 in I 13---- 4-------- 6------- 7------ 8------ 9______lp 12---- 13_ 1 2 42.00 48.00 54.00 180.00 0.50 .00 .50 .50 C 2 11.75 48.00 54.00 100.00 8.50 .00 .50 .50 LEGEND: 1 - SPAN 3 - FORM C - Cantilever 1 = Rectangular section 2 - T or Inverted L -ti- 3 = I section 4 < Extended T or L section 7 z Joist a . Waffle 11 - Top surface to reference line 2.1.3 EFFECTIVE WIDTH DATA OF UNIFORM SPANS _ SPAN EFFECTIVE WIDTH in Page 3 (Finalstaga) I CR 126.00 40.00 ADAPT-PT V- 7.10 ACI-02 N OD 2.2 - 5 U P P O R T W I D T H A N D C O L U M N D A T A 4 SUPPORT LOWER COLUMN UPPER COLUMN WIDTH LENGTH B(DIA) D CBC+ LENGTH e(D LA) D CBC- JOINT in ft in in ft in in __12--------- 3------- 4------- 5----- 6--------- 7------- 8------- 9---- 10__ 1 24.00 10.00 24.00 24.00 (1) 10.00 24.00 24.00 (1) 2. 24.00 10.00 24.00 24.00 (I) 10.00 24.00 24.00 (1) -THE COLUMN BOUNDARY CONDTTTON CODES (CBC) Fixed at bath ands ...(STANDARD) 1 Hinged at near end, fixed at far and = 2 Fixed at near end, hilnged at far end 3 Fixed at near end, roler with rotational fixity at far end = 4 3- I N P U T A P P L I E D L O A D I N G <___CLASS___> TYPE > D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM L LIVE LOAD C - CONCENTRATED M = APPLIED MOMENT Li= LINE LOAD SW= SELF WEIGHT Computed free geometry input and treated as dead loading Unit selfweight W - 150.0 Pcf Intensity ( Fro. To ) ( M or C At) Total on Tcib SPAN CLASS TYPE k/ft^2 ( ft ft ) (k-ft or k ...ft) k/ft _1----- 2------ 3-------- 4---------- 5-------- 6--------- 7------- 8--------- 9___-__ 1 L U .080 .00 42.00 1,200 1 L C 52.00 19.50 1 D U .012 ,00 42.00 .190 1 O C 121.00 19.50 1 SN U .DO 42,00 3.869 CANT L C 10.00 11.75 Page 4 (Einalb Gaga) ADAPT-PT V- 7.10 ACT-02 CANT D C 26.00 11.75 CANT SW U .00 11.75 3.869 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING UNIFORM (k/ft^2), ( CO. or PART, ) ( M O M E N T ) SPAN CLASS TYPE LINE(k/ft) ( k8Nft or ft-ft ) ( k-ft 9 Ft ) _1----- 2------ 3--------- 4------------ 5------- 6----------- 7------- 9____________ 1 L U .080 1 L C 52.00 19.50 1 D D .012 1 D C 121.00 19.50 CANT C 10.00 11.75 CANT D C 26.00 11.75 NOTE: SELFWEIGHT INCLUSION REQUIRED 4- C A L C U L A T E D S E C T I O N P R O P E R T I E S 4.1 For Uniform Spans and Cantil-ra only Tributary Width - E£fecti- Width > 9PAN AREA Yb Yt b eff I Yb Yt sn in^2 in Y. in^9 in in 1 3714.00 33.57 20.13 12600 . 9071E+06 . 31.63 22.37 CANT, 3714.00 33.e7 20.13 48 .00 .6299E+06 27.00 27.00 Note: - span/Cantilever is Nonuniform , see block 4.2 5- D E A D L O A D M O M E N T S, S H E A R S G R E A C T I O N S < 5.1 S P A N MOMENTS (k-ft) > < 5.2 SPAN SHEARS (k) > SPAR M(1)• Midspan M(r)t 5x(1) SS (r) Page 5 (Finalstaga) ADAPT-PT V- 7.10 ACI-02 -366 1 68 1467.84 -942.63 -130.51 152.53 CANT -572..56 -71.46 Note: • = Centerline Aementa JOINT < 5.3 REACTIONS (k) > 5.4 COLUMN MOMENTS (k-ft) __1--------------- 2---------------- L.- nolumns____Uppercoluoo-.a_____ 1 139.51 -183.34 -183.34 2 223.99 135.03 135.03 6- L I V E L O A D M O M E N T S, S H E A R S c R E A C T I 0 N 3 N CO 6.1 L I V E L O A D SPAN MOMENTS (k-ft) and SHEAR FORCES (k) left- midspan right- <--SHEAR FORCE—> SPAN min max min left right max mzn 3-------- 4-------- 5________ max _6_7________8________g__ 1 -143.12 -143.12 581.12 583.12 -237.84 -237.89-50.60 51.60 CR -117.50 -10.00 Note: * = Centerline moments 6.2 REACTIONS (k) 6.3 COLUMN MOMENTS (k-ft) LONER COLUMN UPPER COLUMN JOINT nun min max min max 1 50.80 .00 ,00 -71.56 .00 -71.56 2 61.60. .00 60.17 .00 60.17 .00 Note: Block 6.1 through 6.3 value, are maxima of all skipped loading cases 7 - M C M E M T 5 REDUCED TO FACE-OF-SUPPORT 7.1 R E D U C E D DEAD LOAD MOMENTS (k-_°t) SPAN left- mid.p- right- --I 2 3 4------------------------------- 1 -230.17 1467.50 -692.08 P- 6 (FinalStaga) ADAPT-PT_V-1 10 ACI-02 CANT -503.00 Note' • _ £aca-of-support 7.2 R E D U C E D LIVE LOAD MOMENTS (k-ft) left- > midspan right. max min max SPAN max min min _1---------- 2---------- 3 4---------- 5___________6__________7_____ 1 -92.92 -92.92 581.08 581.08 -186.63 -186.83 CR -107.50 Note: - - face-of-support N 071 O k - 8 - SUM OF DEAD AND LIVE S (k-£t) Maxima of dead load and live load pan moments combined for aervi-ability cheeks ( 1,OODL + I.COLL ) left- midspan right- _____5 nos min mar m n SPAN nax min i 2---------- 3----------- 4----- ______6---------- 7----- 1 -323.05 -323.05 2048.58 2045.58 -078.92 -878.92 CR -610.50 Notes: - = face-of-support 9 - SELECTED POST-TENSIONING FORCES AND TENDON PROFILES 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 reversed parabola 2 = simple parabola with straight portion over support 3 harped tondon For Cantilever: Page 7 1 = simple Parabola 2 partial parabola 3 - harped tendon (FinalStago) ADAPT-PT V- 7,10 ACI-02 9.2 T E N D O N P R O F I L E TYPE X1/L X2 /L X3 /L A/L I-------- 2---------- 3-_-------- 4---------- 5______ 1 3 .050 .464 .050 .000 CANT 3 .050 9.3 - SELECTED POST-TENSIONING FORCES AND TENDON DRAPE Tendon editing mode selected: FORCE SELECTION SELECTED VALUES > CALCULATED VALUES > FORCE DISTANCE OF CGS (in) P/A Wbal Wbal SPAN (k/-) Left Center Right (pei) (k/-) (8DL) --I---- 2--------- 3-------- 4--- 5___________6__--- 7---_____ 1 756,000 -21.00 -50.00 -4.00 203.55 5.800 B4 CANT 756.000 -4.00 -21.00 203.55 8.101 133 Approximate weight of strand 855.7 LS 9.5 R E Q U I R E D MINIMUM POST - T E N S I O N I N G G FORCES (kips) BASED ON STRESS CONDITIONS SASSO ON MINIMUM P/A SPAN LEFT. .CENTER RIGHT- LEFT CENTER RIGHT _2___-------3---------- 4--------------- 5--------- 6--------- 7___- 1 .00 403.20 .00 464.25 464.25 464.25 CANT .00 464.25 Note.: - = raga-of-support 9.6 -S E R V I C E S T R E S S E 6 (psi) (tension shown positive) L E F T- C E N T E R R I o H T - SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM _1---------- 2--------- 3------------- 4--------- 5------------- 6--------- 7____ 1 -174.24 -245.02 -379.45 45.23 -269.86 -109.78 CANT -387.56 -19,54 Page a (Fineistaga) ADAPT-PT V- 7.10 ACI-02 Not.: + =face-of-support 9.7 POST-TENSIONING B A L A N C E D M O M E N T S , SHEARS 6 REACTIONS S P A N MOMENTS (k-ft) SPAN SHEARS (k ) SPAN left. mid.p- right. SH(1) SH(r) __I--------- 2-------------- 3-------------- 4--------------- 5---------- 6_-__-_ 1 224.00 -1454.17 1103,33 3.99 3.99 CANT 968.33 95.10 Note: + = face-of-support <--REACTIONS (k COLUMN MOMENTS (k-ft) -7oint------------ 2------------- L...r ..I-s_____Upper columns----- 1 -3.990 141.500 141.500 2 3.990 -45,767 -45.767 10 - F A C T 0 R E D M O M E N T S 6 R E A C T I O N S Calculated a. ( 1.20D + 1.60L t 1.00 secondary moment effects) 1 10.1 FACTORED DESIGN MOMENTS (k-ft) left- midsp- right- n max m SPAN max min mnx ma in _1_-________2_________-3---_-______4__________5-_-________ 6---------- 7-_-__ 1 -146.45 -146.45 2878.42 2878.42 -1033,35 -1033.35 CR -775.60 Note: • - foe.-of-support 10.2 SECONDARY MOMENTS (k-ft) SPAN left. midspan right- _1----------- 2---------------- 3---------------- 4------ 1 278,42 187.25 96.08 Page 9 (Finaistage) ADAPT-PT V- 7.10 ACI-02 Not.: • = face-of-support 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k-ft) (k) LOWER column UPPER column min JOINT max min max in max _1---------- 2--------- 3----------- 4---------- 5----------- 6---------- 7-____ 1 243.49 162.21 -78.50 -192.99 -78.50 -192.99 2 371.35 272.79 212.50 116,23 212.50 116.23 11 - M I L D S T E E L SPECIFIC CRITERIA for ONE-WAY or SE AM SYSTEM - Minimum steel 0.004A - Moment capacity > factored (design) moment support cut-off langth for minimum steel (length/span) .17 Span cut-off length for minim= steel(length/span) . .33 Top bar extension heyond where required . 12.D0 in eottem bar extension beyond where required . 12.00 in REINFORCEMENT based on NO REDISTRIBUTION of factored momenta 11.1 TOTAL WEIGHT OF R£SAR = 1425.0 lb AVERAGE = 1.8 ps£ TOTAL AREA COVERED 806.25 ft^2 11.2.1 S T E E L A T M I D- 9 P A N T O P B O T T O M N Ut As DIFFERENT PER" CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in^2) <---ULT----- MIN--D+.25L-> (in^2) <---ULT-----MIN--D+.25L-> __I------ 2------- __3------- 4------- 5----------- 6--------- 7------- 8------- 9-___ 1 .00 ( .00 .00 .00) 6.07 ( .00 6.07 .00) 11.3.1 3 T E E L A T S U P P O R T S T O P 8 0 T T O M As DIFFERENT REBAR CRITERIA AS DIFFERENT RESAR CRITERIA JOINT (in^2) <___ULT----- 6RN--D+.25L-> (in^2) <---VLT----- M MK--V .25L-> __I------ 2--------- 3------- 4------- 5----------- 6--------- 7------- 8------- 9____ 1 695 ( .00 695 .00} .DO ( .00 .00 .00) 2 6..95 ( .00 6..95 .00) .00 ( .00 .00 ,00) Page 10 (FinalStage) ADAPT-PT V- 7.10 ACI-02 12 - S H E A R D E S I G N FOR BEAMS AIM ONE-WAY SLAB SYSTEMS LEGEND : Concrete NORMAL weight (full shear ell owed for) d value of d used in shear equations 446 spacings of two-legged 84 Stirrups, (fy- 60000. psi) means n stirrups are required Mu Vu factored moments and shears (c9condary --ant effects included) CASES Va = 1 ACI shear equations govern 2 min Permissible v Lue of 2(f)1/2 governs 3 max permissible value of 5(fa)^1/2 governs Av 1 nc reinforoemant required 2 min reinforcement required, for beams only 3 stirrup required by analysis Note: for LEFT CANTILEVER (if any) X/L= 0,00 is at tip of nantilevar, and X/L= 1.00 is at first support SPAN = 1 LENGTH X d vu X/L ft in k __1----- 2------- 9------- 4___ .DO .00 43.20 -242,94 .05 2.10 43.20 -228.70 .10 4.20 43.20 -214.47 .15 6.30 43.20 -200.24 .20 8.40 43.20 -186,00 .25 10.50 43.20 -171.77 .30 12.60 43.20 -157.53 42.00 £t (Net span from 1.00 to 41.00 ft 1 Mu RATIO Av 4 40 CASES Rv..aaza k-ft Vu/Phi+Ve in-2/ft in Vc AV -366.01 109.23 .42 ,00 (3 1) 574.55 .39 .00 (3 1) 1009,99 .36 .00 • (3 11 1415.55 .34 .00 13 11 1791.19 .39 .00 fl 1) 2136.97 .44 .00 (1 1) .35 14.70 43.20 -143.30 .40 16.80 45.52 -129.06 ,45 18.90 49.02 -114,83 .50 21.00 46.59 127.81 ,55 23.10 43.20 142.04 .60 25.20 43.20 156.28 .65 27.30 43.20 170.51 .70 29.40 43.20 184.75 2452.82 ,49 ,00 (1 1) 2738.83 .47 ,00 + (1 1) 2994.90 .43 ,00 + (1 1) 2878.42 .47 ,00 + (1 1) 2.5 07 .51 .O6 •24`0 (1 2) BEAMS ONLY 2281.91 .47 .00 (1 1) 1938.77 .42 .00 + (2 1) 1565.74 ,35 .00 (1 1) Page 11 (Finals tags} ADAPT-PT V- 7,10 ACI-02 .75 31.50 43.20 198.98 1162.82 .36 .00 + + (3 1) ,HO 33.60 43.20 213.21 730,01 .39 .00 (3 11 .85 35.70 43,20 227.46 267.31 .41 .00 (3 1) .90 37.80 45.27 241.69 -225.28 .42 .00 (3 1) .95 39.90 50.00 255.92 -747.77 .40 .00 (3 1) 1.00 42,00 50.00 270.15 -1300.17 RIGHT CANTILEVER LENGTH - 11.75 ft (Net span from 1.00 to 11.75 ft ) X d Vu M. RATIO AV 0 48 CASES X/L £t I. k k-ft Vu/Phi+Ve in^2/£t in Vc Av REMARKS 2_...... 3_____-_4_______________-6____-_7------ 89_Ip------ 21 .DO .00 50.00 -101.75 -875.07 .05 .59 50.00 -99.02 -816.11 10 1.18 49.11 -96.29 -758.72 .15 . .00 + (3 1) .15 1.76 48.21 -93,57 -702.56 ,15 ,00 (3 1) .20 2.35 47.32 -90.84 -648.76 .15 DO (3 1) .25 2.94 46.42 -He.11 -596.22 .15 .00 (3 1) .30 3,53 45.53 -65.38 -545.25 .15 .00 (3 1) .35 4.11 44.63 -82.66 -495.89 .15 .00 (3 1) .40 4,70 43.74 -79.93 -448.13 .14 .00 + {3 1) ,45 5.29 43.20 -77.20 -401.97 .14 .00 {3 1) .50 5.88 43.20 -74.47 -357.42 .14 .00 + (3 11 .55 6.46 43.20 -71.75 -314.47 .13 .00 (3 1) .60 7,05 43.20 -69.D2 -273.12 .13 .00 (3 1) ,65 7.64 43.20 -66.29 -233.37 .12 .00 13 1) .70 8.22 43.20 -63.56 -195.23 .12 co (3 1) .7S 8.81 43.20 -60.84 -158.68 .11 .00 (3 1) .HO 9.40 43.20 -56.11 -123.74 .11 .00 (3 1) .85 9.99 43.20 -55,36 -90.40 .30 .00 * * (3 1) ,90 1058 43,20 -52.66 -58.67 .10 .00 * (3 1) .95 11..16 43.20 -49.93 -28.53 .09 .00 * (3 1) 1,00 11.75 43.20 -49.93 -28.53 .23 .00 (2 1) N N Page 12 (Fi0alStage) ADAPT-PT V- 7.10 ACT-02 13 - MAXIMUM S P A N D E F L E C T 1 0 N S Concrete'a modulus of elasticity Ec 4030.50 kei Creep factor X 2.00 leffective/Igross...(due to cracking).......... R 1.00 Where atreaaas exceed 6.0 (tc )"1/2 cracking of erection is allosed for. Valuers in parentheses are (span/max deflection) ratios DEFLECTION ARE ALL IN inches, DOWNWARD FOSIT IVE....... > SPAN DL DL+PT DL+PT+CREEP LL DL+PT+LL+CREEP _1-------- 2-------- 3----------- 4--------------- 5----- 6---___ 1 .10 .02 .06( 8232) .04(12406) .10( 4948) CANR -.05 -.06 -.17( 623) 02( 59641 -.19( 723) I 7 FT- "..M. 49' YnDE r 54' DEFP 29 PT TRANSFER BEAM "7PT-2" GT 1E IRA N Cr U7 Adih 9#9T CONT 2#7 EF.- CONT. 9#9B CO #4 STIRF SEE ELE FOR SPC A9 SECTION "A" 3/4" = 1'-0" LEVEL-07 i n Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 2/A9 Col. Mark: 7C2 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL Trib. Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height - Area DI-1 LL1 Rdc? L1 Rd Area DI-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (pif} Olf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 250 31 . 10 :"N' ;I 80.0 " 1DD 0 o No 0.0 0 a, 0, l Q " 0 0 O 0 ~ 7.8 20.0 27.8 7.8 20.0 27.8 41.3 10 10 4 250 138 , 40 Yes 29 0 " 10.0 0 0 :Yes 0 0 0 17.x' 200 ! b . 0 0 Cal ` 42.0 7.2 49.2 49.8 27.2 77.0 103.3 9 10 4 200 , 120 40 " -'Yes' . 24.1 10A: " 0 0 . Yes a . 0.0 0 17' 20D ' " 0 0 , bg 31.5 4.8 36.3 81.3 32.1 113.3 148.8 8 10 4 200 120 40" Yes 21 8 10;0; " 0 0 No ! 0.0 0 17 5 2007 0 0 0 C?0" 31.5 4.4 35.9 112.8 36.4 149.2 193.6 7 10 4 0 . 0 . -Yes ! . 0 0 " 1:00: 0 0 Yes ! 0.0 0 "00:. 4.0 0.0 4.0 116.8 36.4" 153.2 198.4 4 0 0 0 Ye . 0 0 ' 100; 0 0 Yes 0 0 0 0"0 0 0.0 O'b' : 0.0 0.0 0.0 116.8 36.4 153.2 198.4 6 5 0 0 4 0 0" 0 " s , - No . 0.0 100 0 0 No . 0.0 0 0 0 i 0 +0 f7 0' 0.0 0.0 0.0 116.8 36.4 153.2 198.4 4 0 4 0 No ! 0.0 1 QO 0 0 Yes 0.0 O 0 p', 0 0 0 0 t};D < 0.0 0.0 0.0 116.8 36.4 153.2 198.4 3 0 4 0 0 0 No 0 0 106; 0 0 Yes 0.0 0 0 :O q (3:0 0.0 0.0 0.0 116.8 36.4 153.2 198.4 2 0 4 0 0' , No - ! , 0.0 1pQ: 0 0 Yes 0.0 0 0 0; 0 0 0.. t3,G . 0.0 0.0 0.0 116. 36.4 153.2 198.4 1 0 4 0 0 0 1 00 0 0 No 0 0 0 0 0;` 0 ' ` 0 tT.O : 0.0 ! 0.0 0.0 0.0 116.8 36. 153.2 198.4 . , . -r .fnC a ~a A irq 7 Footing Size req'd = 38.3 ft2 = 6.2 ft x 6.2 ft Note 1. Pu is a maximum of 1 AD and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever N 3 Edge Column w/ Cantilever 0) 4 Interior Column and Exterior Column wo/ Cantilever 2 0t 71~t- 2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 7.10 Date: 10/31/2005 Time: 3:57:50 PM File: FinalStage p-[ 1- PROJECT TITLE Four Season Hotel (7083) 7 b . - 2-- 1.1 DESIGN STRIP Transfer Beam 7PT-2 C 2-MEMBER IN I t ' 10.50 3 - TOP REBAR 3.1 User selected ! _......---------------------------------------------------------i - 3.2 .3 User selected ADAPT selected 3.4 ADAPT selected iDB#9X11l? 19#gX13'6" 4 -TENDON PROFILE 4.2 Datum Line 4.3 CGS Distance [in] -21.00 x4.83 4.00-4.00 -12.MI.UU 4.5 Force (756 kips] (756 kips] 5 - BOTTOM REBAR 5.1 User selected User selected 5.3 ADAPT selected 5.4 ADAPT selected ~i799X19'6• 6 - REQUIRED & PROVIDED BARS _ 6.1 Top Bars max 7.98 5.18 provided o. - - - 3. - 6.2 Bottom Bars max 6.11 0.00 8-LEGEND Stressing End i Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACI-02 f~ = 5 ksi fy = 60 ksi (longitudinal) fy = 60 ksi (shear) fp„ = 270 ksi 9.2 Rebar Cover: Top = 1 in Bottom = 1 in Rebar Table: ASTM - US Customary bars (Non-redistributed Moments) 9.3 Stressing: fpj = .8 fps 9.4 Strand Area= .153 in2 10 - DESIGNER'S NOTES 257 I 7F- 7(2- 1 ADAPT CORPORATION I I STIWC7.URAL CONCRETE SOFTNARE SYSTEM I 1733_WOOdaida Road, Suite 220, Redwood City, California 94061 1 I ADAPT-PT FOR POST-TENSIONED BEAM/SLAB DESIGN I I Version 7.10 AMERICAN (ACT 318-02/IBC-03) I I ADAPT CORPORATION - Structural Concrete So£twara System I I 1733 Woodside Road, Suite 220, Reldweed City, California 91061 I Phone: (650)306-2400, Far: (650)364-4678 1 1 Email: SupPort@AdaptSOft_com, Web sits: http://w w.Adaptsoft.oom I DATE AND TIME OF PROGRAM EXECUTION: Oct 31,2005 At Time: 15:45 PROJECT FILE: Finalstage P R O T E C T T I T L E: Sour Season Hotel (7083) Tr...far beam 7PT-2 1- USER SPECIFIED G E N E R A L D E S I 0 N P A R A M E T E R S CONCRETE: STRENGTH at 28 days, for SHAMS/ LADS 5000.00 psi Co. COLUMNS 5000.00 psi MODULUS OF ELASTICITr for SPANS/ SLABS 4031.00 ksi for COLUMNS 4031.00 kai CREEP factor for deflections for BEAMS/SLABS 2.00 CONCRETE WEIGHT NORMAL SELF WEIGHT 150.00 P^-f TENSION STRESS limit. (multiple of (f'c)I/2) At Top 6.000 At Bottom 6.000 COMPRESSION STRESS limit. (multiple of (f'c)) At all location. .450 REINFORCEMENT: YIELD Strength 60.00 ksi Minimum Cover at TOP 1.00 in Minim— Cover at BOTTOM 1.00 in POST-TENSIONING: SYSTEM UNSCNDED Ultimate strength of strand 270.00 k.i Page 2 (F1nalStage) ADAPT-PT V- 7,10 ACI-02 i Average effective stress in strand (final) 175.DO ksi Strand area .153 in^2 Min CGS of tendon from TOP 1.00 in min CGS Of tendon from BOTTOM for INTERIOR spans.. 1.00 in Min CGS of tendon from BOTTOM for EXTERIOR spans.. 1.75 in Min average precompreasion 125.00 poi Max spacing between strands (factor of slab depth) 8.00 Tendon profile type and support widths............ C see section 9) ANALYSIS OPTIONS USED: Structural cy.ton BEAM Moment of Inertia ova. support is NOT INCREASED Moments REDUCED to face of support YE9 Limited Plastification allowed(momenta redistrihuted) NO Effective flange width oonsidaration YES Effective flange width implementation method ACI-318 2- I N P U T G E O M E T R Y 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS 9 F: 1 TOP BOTTOM/MIDDLE: I P 01 I FLANGE FLANGE I REF I MULTIPLIER A RI LENGTHI WIDTH DEPTHI width thick.I : width thick.:HEIGHTI : left right N MI ft I in in n I in in I in in i _I----- g---- 4------- 5------- 6------- 7------ S------ g------ yp---- 11----- Iy---- 13_ 1 2 43.50 48.00 54.00 180.00 8.50 .00 .50 .50 C 2 10.50 48.00 54.00 180.00 8.50 .00 .50 .5D LEGEND: 1 - SPAN - 3 - IMAM C Cantilever 1 = Rectangular section 2 = T or Inverted L section 3 : 1 section 4 = Extended T or L saction 7 a Joist a = Waffle 11 - Top surface to reference line 2.1.3 EFFECTIVE WIDTH DATA OF UNIFORM SPANS SPAN EFFECTIVE WIDTH in I------------------------- 2________-______-__-_- Page 3 i CR (Finalstage) 130.50 48.00 ADAPT-PT V- 7.10 ACI-02 r1i Cn 00 2.2 - S U P P O R T W I D T H A N D C 0 L U M N D A T A SUPPORT LONER COLU)MI UPPER COLUMN WIDTH LENGTH S(DIA) D CBC- LENGTH B(DIA) D CBC* JOINT ft in in ft in in --I--------- 3------- 4------- 5--------- 7_______g____-__9____10__ 1 24.00 10.00 24.00 24.00 (1) 10.00 24.00 24.00 (1) 2 24.00 10.00 24.00 24.00 (1) 10.00 24.00 24.00 (1) ;THE COLUMN BOUNDARY CONDITION CODES (CBC1 Fixed at both ends ...(STANDARD) + 1 Hinged at near and, fixed at Par end 2 Fixed at near end, hinged nt far end + 3 + 4 Fixed at near and, roller with rotational fixity at far and 3- I N P U T A P P L I E D L O A D I N G <___CLASS < TYPE > D - DEAD LOAD U = UNIFORM P : PARTIAL UNIFORM L : LIVE LOAD C + CONCENTRATED M - APPLIED MOMENT Lim LINE LOAD SW+ SELF :EIGHT Computed From geometry input and treated as dead loading unit eelf.eight W = 150.0 pof Intensity ( Frew To ) ( M or C ...At) Total on Trlb SPAN CLASS TYPE k/ft^2 { ft ft ) (k-ft or k ...ft) k/ft _1----- 2------ 3--------- 4---------- 5-------- 6---------- 8--------- 9______ 1 L U .080 .00 43.50 1.200 1 L C 37.00 19.50 1 D U .012 ,00 43.50 .180 1 D C 117.00 19.50 1 SW U .00 43.50 3.869 CANT L C 10.00 10.50 Page 4 (Ilinal8tagel ADAPT-PT V- 7.10 ACI-02 - CAN D C 26.00 10.50 CANT SW U .00 10.50 3.869 I 3.1 - LOADING AS APPEARS IN USERS INPUT SCREEN PRIOR TO PROCESSING UNIFORM (k/ft^2), ( CON. or PART. ) ( M O M E N T ) SPAN CLASS TYPE LINE(k/ft) ( k8£t or ft-ft ) ( k-ft 9 ft ) N _1_____2------ 3--------- 4------------ 5__ 1 L U .080 1 L C 37.00 1 D U .012 1 n C 117.00 CANT L C 10.00 CAN D C 26.00 NOTE: SELIVEIGHT INCLUSION REQUIRED 6----------- 7------- 8---- 0 19.50 10 50 .10.50 4- C A L C U L A T E D S E C T I O N P R O P E R T I E S 4.1 For Uniform Span. and Cantilever. only Tributary Width Effective Width SPAN AREA Yb Yt b eff I Yb Yt in in^2 in in in in ^4 in 2_____-__-__3_________4_________5________6_______7 1 3714.00 33.87 20.13 130.50 .9197E+06 31.84 22.16 CANT. 3714.00 33.87 20.13 48.00 .6299E+06 27.00 27,00 Note: - Span/Cantilever is Nonuniform, see block 4.2 e5 - DEAD L 0 A D MOMENT S, SHE AR S 6 R-EA C T I o N s + < 5.1 S P A N M O M E N T S (k-ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)• Midapan M(r)• S3(1) SN(r) __1--------- 2-------------- 3--------------- 4-------------- 5----------- 6----_-- Page 5 IFS~1Stage) ADAPT-PT V-_7.10_ACI-02 1 -397.52 1503 .53 -792.24 -143.54 149-58 CANT -486.26 Not.: * - Centerline moaentz JOINT < 5.3 REACTIONS (k) > 5.4 COLUMN MOMENTS (k-ft) __1--------------- 2--------------- L.. eolumne_ ___Upper columns-__-_ 1 143.54 -198.74 -198.74 2 216.20 152.97 152.91 6 - L I V E L O A D M O M E N T S , S H E A R S 6 R E A C T T O N S 6.1 L I V E L O A D SPAN MOMENTS (k-ft) and SHEAR FORCES (k) left- > mid.pan right- <--SHEAR FORCE--> SPAN min max min max min l.ft right max 1 -126.12 -126.12 476.83 476.83 -209.41 -209.41 -44.60 44.60 CA 105.00 -10.00 - Note: - = Canterlina momenta 6.2 REACTIONS (k) 6.3 COLUMN MOMENTS (k-ft) LOWER COLUMN G--- UPPER COLUMN m min in max min max JOINT max 2---------- 3------------ 4---------- 5_________-__6__________7 1 44,60 .00 .00 -63.05 .00 -63.05 2 54.60 .00 52.20 .00 52.20 .00 Not.: Bl.ek 6.1 through 6.3 values arc maxima of all skipped loading case. 7- M 0 M E N T S REDUCED TO FACE-OF-SUPPORT 7,1 R E D U C E D DEAD LOAD MOMENTS (k-ft) SPAN left- midspan right- _-1--------------- 2------------- 3------------- 4__--_____----_____---_____--___ 1 -256.00 1503.33 -644.67 Page 6 (Finalstage) ADAPT-PT__V-_7.10 ACT-02 _ CANT -421.58 Note: • = face-oF-support 7.2 R E D U C E D LFVE LOAD MOMENTS (k-ft) right- left- midspan <-----ax max min m SPAN max min min _1---------- 2---------- 3----------- 4---------- 5----------- 6__________7_____ 1 -82.12 -82.12 476.83 476.83 -165.42 -165.42 CR -95.00 Not: face-oF-support 8 - SUM OF DEAD AND LIVE MOMENTS (k-ft) M.xima of dead load and live load apart momenta combined for serviceability checks ( 1.OODL f 1.00LL ) left- > midapan > right* 7' min SPAN max in max max min _1---------- 2---------- 3----------- 4---------- 5----------- 6---------- 7__-__ 1 -33812 -338.12 1980.17 1980.17 -810.08 810.08 CA -516..58 Note: - . face-of-support 9 - SELECTED POST-TENSIONING FORCES P.DID TENDON PROFILES 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 e reed Parabola 2 : ai ple Parabola With straight Portion over Support 3 harped tendon For Cantilever: Page 7 (FiiulS rage) ADAPT-PT V- 7.10 ACI-02 1 = .iple parabola 2 partial parabola 3 = harped tendon 9.2 T H N D O N P R O F I L E TYPE X11L X2/L X3/L A/L I-------- 2---------- 3---------- 4---------- 5__-_-_ 1 3 .050 .443 .050 .000 CANT 3 .050 9.3 - SELECTED POST-TENSIONING FORCES AND TENDON DRAPE Tendon editing mode aeleeted: FORCE SELECTION SELECTED VALUES > CALCULATED VALUES FORCE DISTANCE OF CGS (in) P/A Wbal Wbal SPAN (k/-) Laft Canter Right (Pei) (k/-) V(DL) 2--------- 3-------- 4--- 5___----____6---------- 7__ 3 756.000 -21.00 -50.00 -4.00 203.55 5.409 80 CANT 756.000 -4.00 -21.00 203.55 10.124 160 N O O Approximate weight of strand 859.5 LB 9,5 R E Q U I R E D MINIMUM P O S T- T E N S I G N I N G FORCES (kips) EASED ON STRESS CONDITIONS RASED ON MINIMUM P/A SPAN LEFT- CENTER RIGHT- LEFT CENTER RIGHT _-I---------- 2---------- 3------ 4--------------- 5--------- 6--------- 7_-__ 1 .00 394.34 .00 464.25 464.25 464.25 CANT .00 464.25 Note: + face-o£-. pport 9.6 S E R V I C E S T R E S S E S (psi) (tension shown positive) L E F T- C E N T E R R I G H T - SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM _1---------- 2--------- 3------------- 4--------- 5-__---------- 6--------- 7---- 1 -172.65 -247.97 -386.08 58.77 -285.36 -85,95 CANT -429.01 21.90 Page .8 (FinelStage) ADAPT-PT V- 7,10 ACI-02 Note: = face-of-support 9.7 POST-TENSIONING B A L A N C E D M 0 M E N T S, SEEMS 6 REACTIONS S P A N M O M E N T S (k-ft) SPAN SHEARS (k ) SPAN l.f t+ mldspan right- SH(1) SH(r) _-1..----__-_2-------------- 3-------------- 4--------------- 5---------- 6----__ 1 231.17 -1349.17 1093.33 4.44 4.44 CANT 955.00 106.30 Note: - face-of-support <--REACTIONS (k ) C.L. MOMENTS (k-ft) -Joint------------2----------------- Lower columns-----Upper ..I------- 1 -4,439 145.333 145.333 2 4.439 -41.683 -41.683 10 - F A C T O R E D M O M E N T S b R E A C T I O N S Calculated as ( 1.201) + 1.60L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k-ft) left- > midsPan right` ma min m SPAN min max in _I__________2x 3----------- 4 - _____-___5___________6__________ 1 -152.67 -152.67 2754.15 2754,15 -950.10 -950.10 CR -657.90 - Not:: * + !ace-oP-support 10,2 SECONDARY MOMENTS (k-ft) SPAN 1:f t+ midap.' right- _1------------ 3_-________-_---_4-__-_--_ 1 285.92 187.00 88.17 Page 9 (FinalStago) ADAPT-PT__V- 7.10 ACI-02 Not. : - = face-of-support 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k-ft) (k) LOWER colwnn UPPER column max JOINT max min max in min _1---------- 2---------- 3----------- 4---------- 5----------- 6---------- 7----- 1 239.12 167.76 -93.17 -194.05 -93.17 -194.05 2 351.24 263.68 225.44 141.92 225.44 141.92 11 - M I L D S T E E L SPECIFIC CRITERIA for ONE-WAY or BEAM SYSTEM Minimum .t..l 0.004A Moment capacity > faetor:d (deaign) moment Support out-off length for mi-i- ateel(length/.pan) .17 Span cat-off length for minimum at:eI (length/span) .33 Top bar ext...ion beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in REINFORCEMENT based on NO REDISTRIBUTION of factored moments 11.1 TOTAL WEIGHT OF REBAR + 1564.0 lb AVERAGE = 1.9 psf TOTAL AREA COVERED a 810,00 ft^2 11.2.1 S T E E L A T M I D - S P A N T O P B O T T O M N A Aa DIFFERENT RESAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in^2) <---ULT----- NIN--D+.25L-> (in^2) <---OLT----- MIN--D+.25L-> __y------ 2__-______3------- 4------- 5----------- 6--------- 7------- 8------- g____ 1 .00 ( ,DO .00 .00) 6.11 ( .00 6.11 .00) 11.3.1 S T E E L A T S U P P O R T S T O P 3 0 T T 0 M As DIFFERENT -BAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT lin'2) <---DLT-----MIN--D+. 25L-> (in^2) <---ULT----- MIN--D+.25L-> ____--2-______-_3__---__q------- g----------- 6--------- 7------- 8 _______q____ 1 7.06 ( .00 7.06 .00) .00 ( .00 .00 .00) 2 7.06 ( .00 7.06 .00) .00 ( .00 .00 .00) page 10 (Finalstage) ADAPT-PT V- 7.10 ACI-02 12 - S H E A R D E S I G N FOR BEAMS AND ONE-STAY SLAB SYSTEMS No shear reinloxeement required amssa Page 11 (FinalStage) ADAPT-PT V- 7.10 ACI-02 13 -MAXIMUM S P A N D E F L E C T I O N S conarete's modulus of elasticity Ec - 4031.00 tsi Creep factor _ 2.00 Ieffective/Igross...(due to cracking).......... X - 1.00 Where stresses exceed 6.0(fc')^1/2 creating of as.tion is alloyed for. Values in parentheses are (spanl- deflection) ratios DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE....... > SPAN DL DL+PT DL+PT+CREEP LL DL+PT+LL+CREEP -1-------- 2-------- 3----------- 4___------------ 5___-___-_____--6--____ 1 .11 ,03 .09( 5939) .04(14249) .12( 4192) CANR -.05 -.06 -.18( 698) -.02( 6780) -.20( 632) N N A a O O 7 -3 KAPIM t LAB Bf10M W WIDE x W DEEP MATION 26 PT TRANSFER BEAM "7PT-3" ur w 9#9T CONT 2#7 EF.- CONT. 9#913 CC #4 STIR[ SEE ELE FOR SPC N A A7 SECTION "A" 3/4" = 1'-0" LEV~07 i I I ~~n 3) joB N I S H K I A N M E N N I N G E R SHEET NO. OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY PATE 1200 FOLSOM STREET, SAN FRANCISCO, CA 94103 (415) 541-9477 FAX (415) 543-5071 CHECKED BY DATE SCALE i i : ' i i ! I i I i : r - _ _ i I _ ....._.._.l , . _ . i I - - • ' ' i [ I e I . i { _ _ ~ i I I i . i I i : ! i , i .i , I I E i ' I t i : i ' i i i i . ; _ i f.. i . _ i ; I I ! i . I : ..1....._ i i i 1 i ! I _ _ 4. : i ! - PMCT 204-1 pnV Shit) 20.5-1 {P&Melp Column Rundown (iaC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 2/A7 Col. Mark: 7C2 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) rIh Date: 10/1812005 Floor Floor K LL Trib. Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height _ Area DL1 LL1 Rdc? L1 Rd Area DI-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) Of) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 0 31 ."80 No>< 80.0 ; 100,1 0 0 No 0.0 0 0.0: 0"" C Ofl 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 10 4 0 138 40 " Yes:; 40 0 1160 0 0 Yes 0.0 0 24 206 d 4 Q ; 0 €I ' 8.8 0.0 8.8 8.8 0.0 8.8 12.3 1 4 460 " 138 20 : Yes': . 14 9 . 50 ' 120 20 Yes- 14 9 50 18.2X- 200 0 0 0 0 {1 " 66.9 6.8 73.8 75.7 6.8 82.6 106.0 9 0 4 330 120 i " 20 Yes ! . 11 3 10Q 0 0 Yes ` . 0 0 0 30 0 200 0 0 0 O v 49.6 3.7 53.3 125.3 10.6 135.9 175.5 8 10 : i Ye 0 0 100; 0 0 Yes . 0 0 0 t} O 6" " 0 0 0 O.L 4.0 0.0 4.0 129.3 10.6 139.9 181.1 7 10 4 0 0 0 s", . 0 0 . 10 0 Yes ` . 0 0 0 . 00. 0 0 . fls(7 C+ O 0.0 0.0 0.0 129.3 10.6 139.9 181.1 6 0 4 0 0 0" : ' 0 " des N . 0 0 0: 100: 0 0 No . 0 0 0 00 4 0 00 ' 0G s 0.0 0.0 0.0 129.3 10.6 139.9 181.1 5 0 4 0 4 " o .t . 0 0 . 10 0 0 Yes . 0 0 0 0:0 0 t 0 # G 0.0 0.0 0.0 0.0 129.3 10.6 139.9 181.1 4 0 4 0 .0 0 0, ! U N . 0 0 0;. 1p0! 0 0 Yes ' . 0 0 0 6 0 0 0 0 0 i!; 0.0 0.0 0.0 129.3 10.6 139.9 181.1 3 2 0 0 4 4 0 0 : , q No , 0 0 100 0 0 Yes l; . 0.0 0 0 0 j 0 0 0 0 03 0.0 0.0 0.0 129.3 10.6 139.9 181.1 t . 0 0 " 900:' 0 0 No ' 0 0 0 0 ? 0 , 0.0 0.0 0.0 129.3 1 _ 139.9 181.1 1 0 4 0 o . . . . r_._i _ nnn o en G ion n a Footing Size req'd = 35.0 ft2 = 5.9 ft x 5.9 ft Note 1. Pu is a maximum of 1.4D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Comer Column w/ Cantilever N 3 Edge Column w/ Cantilever 0) 4 Interior Column and Exterior Column wo/ Cantilever t t-~1-C1~~ F~1~ S-t P~ 2 Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 2/A7 Col. Mark: 7C2 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL _ Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height Area DL1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 460 31 " 80 Na 80.0 100C'i 0 0 0.0 0 0 0 Oa7 tf 0 14.3 36.8 51.1 14.3 36.8 51.1 76.0 ID 10 4 380 138 AQ, Yes 25.4 1,00 0 0 Yes 0.0 0 .24-0 . 200 11 - 0 0: 0 , 0"O i` 61.2 9.6 70.9 75.5 46.4 121.9 164.9 9 10 4 460 138 '40 "Yes 22.1 50 120 40 Yes 29.8 50 1&0, 200 , 0" tip U 0 66.9 11.9 78.9 142.4 58.4 200.8 264.4 8 10 4 330 120 40 Yes 19.8 " 100 t 0 0 Yes 0.0 0 3tt.0 ` 240 -;;O, G IQ Cs O 49.6 6.5 56:1 192.0 64.9 257.0 334.3 7 10 4 0 0 0. Yes 0.0 100: 0 0 Yes 0.0 0 T "'EJ Bid 4},0`' 4.0 0.0 4.0 196.0 64.9 261.0 339.1 6 0 4 0 0• 0 Yes.i 0.0 100::: 0 0 Yes 0.0 0 0,f}'; 0110 0.0 0.0 0.0 196.0 64.9 261.0 339.1 5 0 4 0 0 0 Nd 0.0 1D0;': 0 0 No " 0.0 0 O d" 0 0 S 0 f10,' 0.0 0.0 0.0 196.0 64.9 261.0 339.1 4 0 4 0 0.0 100ii 0 0 Yes 0.0 0 O.b " ' Q 0 i30 0.0':- 0.0 0.0 0.0 196.0 64.9 261.0 339.1 3 0 4 0 0 0 No"- 0 0 100` 0 0 Yes' 0 0 0 D O' 0 0 {3:U :0' 0.0 0.0 0.0 196.0 64.9 261.0 339.1 2 0 4 0 0 0 IN . OA 100.' 0 0 Yes . 0.0 0 0"~ 0' 0 p t 0 0 0.0 0.0 0,0 196 0 261.0 339.1 1 0 4 0 0" 0': " N 0 0 100: 0 0 No 0 0 0 . 0'0 ! 0 0 Q:f) 4 0 0 0 0 Q 0.0 196.0 64.9 261.0 339.1 , , o . . , . . . Footing Size req'd = 65.2 ft2 = 8.1 ft x 8.1 ft Note 1. Pu is a maximum of 1.4D and 1.2D+1.6L 2. K -LL = 1 All other cases 2 Corner Column w/ Cantilever N 3 Edge Column w/ Cantilever 4 4 Interior Column and Exterior Column wo/ Cantilever 1 VIQI - 1.7V.V VY.~ GV ~-V -F-9 7G 2 a '(K f;t';-W -Z?(- 3 A 9.1 Code: ACI-02 P= 5 ks[ fy = 60 ksi (longitudinal) fy = 60 ksi (shear) fa = 270 ksi 9.2 Rebar Cover. Top = 1 In Bottom = 1 In Reber Table: ASTM - US Customary bars (Non-redistributed Moments) 9.3 Stressing: 170 = .8 fp, 9.4 Strand Area= .153 in2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 7.10 Date: 10/31/2005 Time: 7:23:12 PM File: FinalStage 1-PROJECT TITLE Four Season n Hotel (7083) 1.1 DESIGN STRIP Transfer Beam 7PT-3 2 - MEMBER ELEVATION IN 46.00 _ 9.00 i 3 - TOP REBAR - 3.1 User selected - 3.2 User selected - - - __t_. 3.3 ADAPT selected 3.4 ADAPT selected ' 8#F9x11 W i i~:8#9x14-0- e 4 - TENDON PROFILE 4.2 Datum ine 4.3 CGS Distance [in] -21.00 44.04 -4.00-4.00 -12D600 4.5 Force [1080 kips[ [1080 kips] 5 - BOTTOM REBAR 5.1 User selected . 5.2 User selected - - - - ADAPT selected 5.4 ADAPT selected `a 7*X2o'6• 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max 25 1 ( [ 4. requ!red ~ 5.19 li l provided o. - - - 3. - 6.2 Bottom Bars 7 x max 6.1s 0.00 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #4 Legs: 2 I ! i Spacing [in] - 7.2 User-selected ; BarSize # Legs: - 0.09 7.3 Required area 0.O - o.oa - 1 [n2/ft] 0.02 - o.oo . os o 8-LEGEND 4 Stressing End Dead End _ 9 - DESIGN PARAMETERS 10 - DESIGNER'S NOTES 268 f 7~(-3 ADAPT CORPORATION I I STRUCTURAL CONCRETE SOFTWARE SYSTEM I I 1733 Woodside Road, Suite 220, Redwood City, California 94061 1 I ADAPT-PT FOR POST-TENSIONED Br-AM/ALAS DESIGN I 1 Version 7.10 AMERICAN (AGI 315-02/IBC-03) I ADAPT CORPORATION - Structural Concrete Software System I 1733 Noodeide R..d, Suit. 220, Redwood City, California 94061 I 1 Phone: (650)306-2400, Fax: (650)364-4676 1 Email: Support4AdaptSeft..em, Web site: http://eww. AdaptS.ft..- ! DATE AND TIME OF PROGRAM EXECUTION: Oot 31,2005 At Time: 19:23 PROJECT FILE: Fi--stage P R O J E C T T I T L E: Four Season Hotel (7083) Transfer Se- 7PT-3 1-USER SPECIFIED G E N E R A L D E S I G N P A R A ME TX R S CONCRETE: STRENGTH at 28 days, for REAMS/ LABS 5000.00 Pei for COLUMNS 5000.00 psi MODULUS OF ELASTICITY for BEAMS/SLABS 4030.50 kai for COLUMNS 4030.50 kai CREEP factor for deflections for BEAMS/SLABS 2.00 CONCRETE WEIGHT NORMAL SELF WEIGHT 150.00 paf TENSION STRESS limit. (multiple of (f'c)1/2) At Top 6.000 At Bottom 6.000 ' COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 REINFORCEMENT: YIELD Strength 60.00 ksi Minimum Cover at TOP Minimum Cover at BOTTOM 1.00 in POST-TENSIONING: SYSTEM UNBONDED Ultimate strength of strand 270.00 kai I Average effective stress in atrand (final) 175.00 ksi Strand area . .153 in"2 Min CGS of tendon from TOP 1.00 in Min CGS of tendon from BOTTOM for INTERIOR spans.. 1.OD in Min CGS of tendon from BOTTOM for EXTERIOR spans.. 1.15 in Min averae praeomprea.i. g 125.00 psi ng between strands (factor o- slab depth) Mar spaci 5.00 Tendon profile type and support widths............ (see section 9) ANALYSIS OPTIONS USED: Structural aystm H=AM Moment of Inartla over support is NOT IHf.RF.ASID Moments REDUCED to face of support YES Limited plastification allowedi-rents redistributed) NO Effe.tiw flange width ccasiderati.. YES Effective flange width impl.mentation method ACI-318 2- I N P U T G E O M E T R Y 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS 5 F! TOP IHOTTOM/MIDDLEI I P OI FLANGE I FLANGE ! REF I MULTIPLIER A RI LENGTHI WIDTH DEPTHI width thick.1 width thick. :HEIGHT: left right N N ft in in in in I in in I I. : .I----- 3____4------- 5------- 6------- 7...... 8------ g______yp____I1----- I2---- 13_ 1 2 46.00 48.00 54.00 180.OD 8.50 .00 .50 .50 C 2 9.00 45.00 54.00 180.03 8.50 .00 .50 .50 LEGEND: I - SPAN 3 - FORM C = Cantilever 1 Rectangular section 2 T or inverted L ...Lion 3 = I S.=i.. 4 - Ezt.nded T Or L section 7 Joist S = Waffle 11 - Top surface to reference line 2.1.3 EFFECTIVE WIDTH DATA OF UNIFORM SPANS SPAN EFFECTIVE WIDTH I. I------------------------- 2___________________-_ Page 3 Age 2 (FinalStage) ADAPT-PT V- 7.10 ACI-02 1 OR (FinalStage) 138.00 48.00 ADAPT-PT V- 7.10 ACI-02 N 2:2 - S U P P O R T W I D T H A N D C O L U M N D A T A SUPPORT LOWER COLUMN UPPER COLUMN > WIDTH LENGTH B(DLA) D CBC' LENGTH B(DLA) D CBC- JOINT in ft L. in ft in in __I------- 2-------- _3------- 4------- 5----- 6--------- 7_______9---- 10__ 1 24.00 10.00 _24.00 24.00 {1) 10.00 24.00 24.00 (1) 2 24.D0 10.00 24.00 24.00 (1) 10.00 24.00 24.00 (1) -THE COLUMN BOUNDARY CONDITION CODES (CHC) Fixed at both ands ...(STANDARD) - 1 Hinged at near end, fixed at far and 2 Tiled at near and, hinged at far end 3 Fixed at near end, roller with rotational fixity at far end = 4 3- I N P U T A P P L I E D L O A D I N G <___CLAS3_-_> <________________rs_______-___________- D - DEAD LOAD U - UNIFORM P PARTIAL UNIFORM L - LIVE LOAD C = CONCENTRATED M a APPLIED MOMENT Li- LINE LOAD SW- SELF WEIGHT Computed frok4 geometry input and treated as dead loading Unit salfweight W - 150.0 Pcf Intensity i From To ) ( M or C ...At) Total on Trib SPAN CLASS TYPE k/£t^2 ( ft ft ) (k-ft or k ...ft) k/ft _1_____2------ 3-------- 4---------- 5-------- 6----- ____7------- 8____-____9______ 1 L C .080 .00 46.00 1.200 1 L C 65.00 19.50 1 D U .012 .00 46.00 .180 1 D C 196.00 19.50 1 SW U .00 46.00 3.869 CANT L C 10.00 9.DO Page 4 (Final9tage) ADAPT-PT V-_).10 ACT-02 CANT D C 26.00 9.00 CANT SW U .00 9.00 3.869 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING UNIFORM (k/ft^2), ( CON. or PART. 1 ( M O M E N T) SPAN CLASS TYPE LINE(k/ft) ( keft or ft-ft ) ( k-ft a ft ) -1-----2------ 3--------- 4------------5-------a-- L L U .080 1 L C 65.00 19.5D 1 D U .012 1 D C 196.00 19.50 CANT L C 10.00 9.00 _ANT D C 26.00 9.00 NOTE: SELFWEIGHT INCLUSION REQUIRED 4- C A L C U L A T E D S E C T I O N P R O P E R T I E S I 4.1 For Uniform Spans and Cantilever- only Tributary Width > < Effectiva Width SPAN AREA Yb Yt b aft I Yb Yt in^2 in in in in,4 in in __1-- 2----------- 3--------- 4------ 5---- 6----------- 7--------- 8-_- 1 3714.00 33.67 20.13 138.00 .9402E+06 32.16 21.82 CANT. 3714.00 33.67 20.13 48.00 .6299E+06 27.00 27.00 Note: - span/Cantilever is Nonuniform, see block 4.2 5 - D E A D L O A D M O M E N T S , SHEARS 6 R E A C T I O N S < 5.1 8 P A N M O M E N T 3 (k-ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)• Midap- M(r)• 9H(1) SH(r) __,_________o______________3--------------- 4-------------- 5___________6_-_____ Page 5 (Finalstage) ADAPT-PT_ V-_7.10 ACI-02 1 -623.83 2218.15 -903.66 -199.95 162.29 CANT -390.60 -60.82 Note: + - Canterlina -ants JOINT < 5.3 REACTIONS (k) > 5.4 COLUMN 140MENTS (k-ft) -_l--------------- 2---------------- Lower columna____Opper column_---- 1 199.95 -311.94 -311.94 2 243.11 256.51 256.51 6- L I V E L O A D M O M E N T S, S H E A R S 6 R E. A C T I O N 8 N v O < 6.1 L I V E L O A D SPAN MOMENTS (k-ft) and SHEAR FORCES (k) left- midspan right* <--SHEAR FORCE--> SPAN max min max min max min left right _1------- 2--------- 3-------- 4-------- 5--_______7 9-- 1 -201.98 -201.9.8 119.53 719.53 -261.26 -261.26 -63.76 56.44 CR -90.0 0 -10.00 Note: Centerline momenta 6.2 REACTIONS (k) 6.3 COLUMN MOMENTS (k-ft) min LOWER COLUMN UPPER COLUMN JOINT max max Mn ~ x min __1----------- 2---------- 3------------ 4---------- 5------------ 6__-------- 7____ 1 63.76 .00 .00 -101.00 .00 -101.00 2 66.44 .00 85.64 .00 85.64 .00 Not.: Block 6,1 through 6.3 value. are maxima of all skipped loading cases 7- M O M& N T 8 REDUCED TO FACE-OF-SUPPORT 7.1 R E D U C E D DEAD LOAD MOMENTS (k-ft) SPAN left- midap.. right• _______________2_____________3_____________4__________ 1 -425.92 2218.33 -723.42 Page 6 (FinalStage) ADAPT-PT_ V-_7.10 ACI-02 CANT -331.83 Note: • = face-of-support 7.2 R E D U C E D LIVE LOAD MOMENTS (k-ft) left- > midapan right- > SPAN max in min :ux min aux _1__________2__________3___________q __________5___________6__________ 1 -136.63 -136.63 719.50 719.50 -205.42 -205.42 CR -80.00 Note: + ~ face-of-surpport a - SUM OF DEAD AND LIVE MOMENTS (k-ft) Maxima of dead load and live load span moments combined for serviceability ch.oks ( 1.DODL + 1.00LL ) left- > n~id.p- rights > SPAN max min max max min 1 -564.75 2937.83 2937.83 -928.83 926.83 CR -411.83 Note: • - £aee-of-support 9 - SELECTED POST-==_IONING FORCES AND TENDON PROFILES 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 - ers.d parabola 2 : simple parabola with straight portion over support 3 harped tendon For Cantilever: Page 7 (Final3tage) ADAPT-PT__V-_7.10 ACI-02 _ _ 1 - aimpl. parabola 2 + partial parabola 3 = harped tendon 9.2 TENDON PR OF ILE TYPE X1/L x2 IL X3/L A/L 1-------- 2---------- 3---------- 4---------- 5______ 1 3 .050 .433 .050 .000 CANT 3 .050 9.3 - SELECTED POST-TENSICNI14G FORCES AND TENDON DRAPE Tendon editing mde a.lented: FORCE SELECTION SELECTED VALUES CALCULATED VALUES FORCE DISTANCE OF CGS (in) P/A Nbal Wbal SPAN (k/-) Lest Center Right (pal) (k/-) (t DL) __1__________2--------- 3-------- 4-------- 5----- 6----- 7__ ___8__ 1 1080000 , -21.00 -50.00 -4.00 290.79 6.927 83 ,000 CANT 1080 -4.00 -21.00 290.79 19.616 290 N Approximate weight of strand 1236.5 LB 9.5 R E Q U I.R E D MINIMUM P O S - T E N S I O N N I N G FORCES (kip.) BASED ON STRESS CONDITIONS BASED ON MINIMUM P/A SPAN LEFT. CENTER RIGHT- LEFT CENTER RIGHT __I---------- 2---------- 3---------- 4--------------- S_________ 6--------- 7____ 1 .00 801.63 .00 464.25 464.25 464.25 CANT .00 464.25 Not.: • _ E...-oe-support 9.6 S E R V I C E S T R E 3 3 E S (p.i) (tension shown positive) L E F T* C E N T E R A I G H T- SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM _1---------- 2--------- 3------------- 4--------- 5------------- 6--------- 7_--- 1 -229.10 -381.81 -591.28 152.51 -464.67 -34.27 CANT -765.03 183.45 Page 8 (Fi-Istage) ADAPT-PT V- 7.10 ACI-02 Note: . = face-of-support 9.7 POST-TENSIONING B A L A N C E D M O M E N T S, SHEARS G REACTIONS S P A N M O M E N T S (k-ft) SPAN SHEARS (k ) SPAN left- mid.p- right- S6(1) SH(r) -_1--------- 2-------------- 3-------------- 4--------------- 5---------- 6--____ 1 343.17 -1858.33 1553.33 6.62 6.62 CANT 1334.17 176.50 Note: • ~ fete-of-support <--REACTIONS (k COLUMN MOMENTS (k-ft) -joint------------2-----------------Lower columns-----Upper oolumns----- 1 -6.622 214.250 214.250 2 6.622 -57.900 -57.900 10 - F A C T O R E D M O M E N T S 6 R E A C T I O N S j Calculated as ( 1.2013 + 1.601, + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k-ft) left- > midspan right. > max min mar SPAN maS min 1 -311.57 -311.57 4055.24 4085.24 -1074.18 -1074.16 CR -526.20 Not.: + face-of-support 10.2 SECONDARY MOMENTS (k-ft) SPAN left- midsp- right- -1 2 3 4 1 421.67 272.17 122.55 Ptge 9 (FinalStage) ADAPT-PT V- 7.10 ACI-02 Note: * - faoe-of-support 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MCMENTS (k-ft) (k) LOWER colum0 UPPER -I- mar JOINT mss mi. min max in _1---------- 2---------- 3----------- 4---------- 5----------- 6---------- 7_____ 1 335.39 233.38 -160.05 -321.65 -160.05 -321.65 2 404.65 298.34 386.97 249.90 386.97 249.90 11 - M I L D S T E E L SPECIFIC CRITERIA for ONE-WAY or BEAN' SYSTEM - Minimwn steel 0.004A - Moment capacity > factored (design) moment support cut-off length for minimum stoel(langth/span) . .17 Span out-off length for minimum steel (1..gth/span) .33 Top bar a:t.ncian beyond -her. required . 12.00 in Bottom bar extension beyond where required . 12.00 in REINFORCEMENT based on NO REDISTRIBUTION of factored mpmenta 11.1 TOTAL WEIGHT OF RESAR 1574.2 lb AVERAGE m 1.9 p.f TOTAL AREA COVERED ® 825.00 ft^2 11.2.1 8 T E E L A T M I D- S P A N T O P B O T T O M N v N As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in^2) <---OLT-----MIN--D+.25L-> (in^2) <---OLT----- MIN--D+.25L-> _1------ 2--------- 3------- 4------- 5_-_-_--_---6____--___7__---__ 8_______9____ 1 .00 ( OD .00 .00) 6.18 ( .00 6.18 .00) 11.3.1 9 T E E L A T 6 0 P P 0 R T S T p P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT RSBAR CRITERIA ,SAINT (i."21 <---ULT-----MIN--D+.25L-> (in"2) <---ULT----- MIN--D+.25L-> __l 2--------- 3------- 4__----- 5----------- 6--------- 7------- 8------- 9___- 1 7.25 ( 00 7.25 .00) .00 ( .00 .00 .00) 2 7.25 :Do 7,25 .00) .00 ( .00 .00 .00) P.O. 10 (Finalstage) ADAPT-PT V- 7.10 ACI-02 1 12 - S H E A R D E 8 I G N FOR BEAMS AND ONE-WAY SLAB SYSTEMS LEGEND : Concrete = NORMAL weight (full shear allowed for) d Value of d used in shear equations 848 spacings of two-legged i4 stirrups, (fy- 60000. psi) means no stirrups are required Mu , Vu = faotored moments and sheers (secondary -ment eff..ts ineluded) CASES VG - 1 ACI sheer equations govern 2 min parmissible value of 2(fc)"1/2 governs 3 max permissible, value of 5(fcl "1/2 govern. Av - 1 no xsinf.r.-t required 2 min rainforo4mant required, for beams only 3 stirrup requazed by analyaia Note: for LEFT CANTILEVER (if any) X/Lw 0.00 is at tip of eantilever, and X/Lr 1.00 is at first support SPAN - 1 LENGTH = 46,00 ft (Nat span from 1.00 to 45.00 ft ) X d Vu X/L ft k in __1----- 2------- 3------- 4___. .00 .00 43.20 -335.15 .05 2.30 43.20 -319.57 .10 4.60 43.20 -303.96 .15 6.90 43,20 -288.36 ,2D 9,20 43.20 -272.79 ,25 11.50 43.20 -257.20 .3D 13.80 43.20 -241.61 M. RATIO Av 4 4Q CASES k-ft w/Phi•VC in"2/ft in Vc AV REMARKS 5------- 6------ 7------ 8_-_--9-10------ 11_--- -643.26 109.67 ,58 .09 24,0 (3 2) BEAMS ONLY 826.74 .55 .09 24.0 (3 2) BEAMS ONLY 1507.95 .52 .09 24.0 (3 2) BEAMS ONLY 2153.32 .50 .00 (3 1) 2762.81 .60 .09 •24.0 (1 2) REAMS ONLY 3336.47 .69 .09 24.0 (1 2) BEAMS ONLY .35 16.10' 43,72 -226.03 .40 18.40 47.50 -210.43 .45 2D.70 48.49 144.36 .50 2300 44.04 159.95 .55 25..30 43.20 175.54 .60 2760 43.20 191.13 .65 29 ..90 43.20 206.73 .70 32.20 43.20 222.31 Page 11 ,75 34.50 43.20 237.90 .80 36.80 43.20 253,49 ,85 39.10 43.20 269,09 .90 41.40 45.55 284.69 .95 43.70 50.00 300.27 1.00 46.00 50.00 315.85 3874.14 .75 .09 24.0 11 2) BEAMS ONLY 4376.13 .70 .09 24.0 (1 23 BEAMS ONLY 4435.11 .59 .09 24.0 (2 2) BEAMS ONLY 4085.24 .71 .09 24.0 (1 2) BEAMS ONLY 3699.42 .70 .09 24.0 (1 21 BEAMS ONLY 3277,66 .65 .09 24.0 (1 2) BEAMS ONLY 2820.17 .59 .09 24.0 (1 2) BEAMS ONLY 2326.71 .50 ,09 24.0 (1 2) BEAMS ONLY (Final6tage) ADAPT-PT V- 7.10 ACI-02 1797 ,62 .43 .00 (3 1) 1232.40 .46 .DO (3 1) 631.64 .49 .00 • ' (3 1) -5.37 .49 .00 • • (3 1) -678.67 .47 .DO (3 1) -1386.61 RIGHT CANTILEVER LENGTH - 9.00 ft (Net span from 1.00 to 9.00 ft ) x d Vu )4c RATIO AV A 48 CASES X/L ft in k k-ft VU/Phi•VO in^2/ft in V. A. REMARKS --I..... 2------- 3....... 4---------- 5------- 6------ 7------ 8----- 9-10------ 11---- .DO .00 50.00 -88.98 -612.E2 .DS .45 50.00 -86.69 -573.15 .10 .90 49.11 -84,00 -534.61 .15 1.35 48.21 -82.72 -496.92 ,13 .00 * (3 1) ,20 1.80 47.32 -80.63 -460,18 .13 .00 (3 1) .25 2.25 46.42 -78.54 -424.36 .13 .00 * (3 1) .30 2.70 45.53 -76.45 -389.50 .13 00 (3. 1) .35 3.15 44.63 -74.36 -355,56 .13 .OD (3 1) .40 3.60 43.14 -72.27 -322.57 .13 .OD (3 11 45 .4.05 43,20 -70.18 -290.52 .13 .00 (3 1) :so 4,50 43.20 -68.09 -259.40 .12 .00 • • (3 11 .55 4.95 43.20 -66.00 -229.24 .12 .00 • • (3 11 .60 5.40 43.20 -63.91 -200.00 .12 ,00 (3 1) 0 • (3 1) .65 5.65 43,20 -61.82 -171.71 .11 :co ,70 6.30 43.20 -59.74 -144.36 ,11 (3 11 .75 6.75 43,20 -57.65. -117.95 .10 ,00 (3 1) .80 7.20 43.2D -55.56 -92.48 .10 .00 (3 1) .85 7.65 43.2D -53,47 -67.95 .10 .00 * (3 1) .DO 8.10 43.20 -51.38 -44,36 .09 .00 (3 1) .95 8.55 43.20 -49.29 -21.71 .09 .00 (3 1) 1.00 9.00 43.20 -49.29 -21.71 .22 .00 (2 1) N W o Page 12 fFi-Istags) ADAPT-PT_ V-_7.10 AGM-02 13 - MAXiMDM S P A N D E F L E C T I O N S Concrete's modulus of elasticity Ec = 4030.50 kei Creep f.et.. X 2.00 i effective/Igroas...(due to cracking).......... K s 1.00 Nhere stresses exceed 6.0(fe')'1/2 cracking e£ section is allowed for. Values in parentheses are (span/max deflection) ratio. DEFLECTION ARE ALL IN inehes, DONLTKARD POSITIVE > SPAN DL DLtpT DL+PT+CREEP LL DL.PT+LL+CREEp _1-------- 2-------- 3----------- 4--------------- 5--------------- 6__---- 1 .19 .(O .18( 3119) .06( 6927) .24( 2311) CANR -.06 -.09 -.27( 401) -.03( 3642) -.30( 363) W N v 4e WIDE x W CEP ELEYAM4d 27 PT TRANSFER BEAM "7PT-4" Nr ova on l1r-11-0- n r) E PT- N 4 rs~ 9#9T CONT 2#7 EF.- CONT. 9#9B CC #4 STIR[ SEE ELE FOR SPC Aft SECTION "A" 3/4" = 1 '-0" LE'i_~-07 d- r~1 N I S H K I A N M E N N I N G E R CONSULTING AND STRUCTURAL. ENGINEERS 1200 FOLSOM STREET, SAN FRANCISCO, CA 94103 (415) 541-9477 FAX (415) 543-5071 OF DATE T♦7 C5 DATE J0l- ow SHEET CALCULATED BY CHECKED BY. SCALE I~ V i l ~~r : . , : : I , : - Js , : ; I . I I . I f I I I . : _ . , i , I : : I . is . ;I j I i t : i .t . . - I .7 J I PA=GT 2041( !MM SAeeb) 2051 (PiddeM Aft Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM#E 7083) Col. Location: 2/A4.6 Col. Mark: 7C2 I Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K_LL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height Area DL1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (pff) Of) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 D 31` 80 No I" 80.0 .100 0 D No 0.0 0 t1,0; ' 0.,. °,0 ` 0!0, G.Cl! 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 10 4 0 138. 40 Yes- i 40.0 100 0 0 Yes 0.0 0 .0 0 .0-: . G.0 0_0, 4.0 0.0 4.0 4.0 0.0 4.0 5.6 9 10 4 4 690 0 138 120 20 1~:20 Yes { Yes" 13.1 9 7 50 100 120, 40 0 Yes Yes 26.2 0 0 50 0 3 D 4,0 0 0 ; 0 '0-0 0.0 04,} 93.0 86.8 13.5 6.7 106.5 93.5 97.0 183.8 13.5 20.2 110.5 204.0 138.1 257.3 7 10 4 0 0 0 , Yes . 0.0 100 ! 0 0 Yes . 0.0 0 0.0 0 . 0 0';0 O.D ! 4.0 0.0 4.0 187.8 20.2 208.0 262.9 6 0 4 0 0. 0 Yes ; 0.0 100 ; 0 0 Yes 0.0 0 0 0 0 0 0Q' 0.0; 0.0 0.0 0.0 187.8 20.2 208.0 262.9 5 0 4 0 0 0 Na. 0 0 100 ` 0 D No 0.0 0 0,0" 0 0 00 D 0 j; 0.0 0.0 0.0 187.8 20.2 208.0 262.9 4 0 4 0 0 0 No . 0.0 100 0 0 Yes 0.0 0 0:0 ! 0 0 00 0.G j 0.0 0.0 0.0 187.8 20.2 208.0 262.9 3 0 4 0 tl 0 Na 0.0 1b0: 0 D Yes 0.0 0 3.D 0 0 O;jD a Q-,, 0.0 0.0 0.0 187.8 20.2 208.0 262.9 2 0 4 0 0 • a No'" 0.0 100 ; 0 D Yes 0.0 0 0 D ; 0 0 0€0 0 O; 0.0 0.0 0.0 1878 20.2 208.0 262.9 1 0 4 0 , 0. 0 aJa 0.0 10 0 D No 0.0 0 O O > f 0 ; . < 0 Q,Q O.D !;i 0.0 0.0 0.0 187.8 20. 208.0 262.9 Y Footing Size req'd = 52.0 ft2 = 7.2 ft x 7.2 ft Note 1. Pu is a maximum of II AD and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever N 3 Edge Column w/ Cantilever 4 4 Interior Column and Exterior Column wo/ Cantilever 1 VIQI ~ IVI.V LV.L LVV.V t S G~5"r 1Z1~ L'(~fl ttJt'CtP~L =4Tt4ie Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 21A4.6 Col. Mark: 7C2 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL Trib Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height _ . Area DL1 LL1 Rdc? Li Rd Area DI-2 LL2 Rdc? L2 Rd Area Length DL LL DL I LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 640 '31 80 Na-,` 80.0 : -100: 0. 0 :,No 0.0 0 777 0 0 D:0 C1'tl:{ 19.8 51.2 71.0 19.8 51.2 71.0 105.7 10 10 4 290 138 ' 40 Yes 27.6 100 ` 0 0 Yes = 0.0 0 0.0 Q Q 0:0 0 4 ' 44.0 8.0 16 6 52.0 109 6 63.9 156 9 59.2 75 8 123.1 232 7 171.4 309 5 9 10 4 690 138 40 Yes 21.9 50 120 40 Yes 26.2 50 0 0 Q 0 Q 4 0 f? . 93.0 . . . . . . 8 10 4 690 120 , ! 40: Yes i_ 18 2 1013 0 0 Yes 0.0 0 0.0 ! 0 0 0 0 , 0 86.8 12.6 99.4 243.7 88.4 332.0 433.8 , , - i Y . 0 0 . 10Q; 0 0 Yes 0 0 0 0 4, 0 0 O,b O.D 4.0 0.0 4.0 247.7 88.4 336.0 438.6 7 10 4 0 0 0 es, Y . 0 0 . 100 0 0 Yes ' . 0 0 Q . b 0 „ 0 0 0 C D r, 0.0 0.0 0.0 247.7 88.4 336.0 438.6 6 0 4 0 0 0 0 es;; N . 0 0 10 0 0 ; No . 0 0 0 0"0 ! 0 0 : Q' 0 Oki 0.0 0.0 0.0 247.7 88.4 336.0 438.6 5 4 0 0 4 4 0 0 0_ 0 o NO . 0.0 ; 100+•" 0 0 Yes . 0.0 0 0.0; 0 j; '0 -010':4 0"3. ! 0.0 0.0 0.0 247.7 88.4 336.0 438.6 3 0 4 0 b 0 . :.:Nb:; 0.0 106' Q 0 Yes 0.0 o 0 0.'( Q , 0 4' 0 b S ! 0.4 0.0 0.0 247.7 88.4 336.0 0 438.6 438 6 2 0 4 0 0 0" No 0.0 100! 0 0 Yes 0.0 0 D 0 0 .Q 0 0 Ct • I 0.0 0.0 0.0 47 7 88.4 336. . N 0 0 0 A 0 0 0 0 0 0 247.7 88.4 336.0 438.6 1 0 4 0 0" 0 Nn 0.0 100; 1 0 0 o 0. 1 . . . c' Footing Size req'd = 84.0 ft2 = 9.2 ft x 9.2 ft Note 1. Pu is a maximum of 1.41D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Comer Column w/ Cantilever 3 Edge Column w/ Cantilever (O 4 Interior Column and Exterior Column wo/ Cantilever ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 7:10 Date: 10131/2005 Time: 1:43:34 PM File: FinalStage 1- PROJECT TITLE Four Season Hotel (7083) 1.1 DESIGN STRIP Transfer Beam 7PT4 14 2 - MEMBER ELEVATION [tt] `t i8#9X12'0" 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT seiected 3.4 ADAPT selected J_ TENDON PROFILE 4.3 CGS Distance [n] 4.5 Force 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected 7 PT-~j- zjettsXizo^ 21.00 '4877 -21.00 r 11728 kips) / (s 7#9X22.0. 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars me X 7.56 nz required - 4 provided 0. 3. 6.2 Bottom Bars max 8.28 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #4 Legs: 2 I r I T ~ I Spacing [n] = g - -~4----°---- i 7.2 User-selected . Bar Size # Legs: 7.3 Required area 0.s 0 0.2 - - .51 8-LEGEND -a Stressing End - I Dead End - 9 - DESIGN PARAMETERS 9.1 Code: ACI-02 f~ v 5 ksi fy = 60 ksi (longitudinal) fy = 60 ksi (shear) fn, = 270 ksi 9.2 Rebar Cover: Top = 1 In Bottom = 1 in Rebar Table: ASTM - US Customary bars (Non-redistributed Moments) 9.3 Stressing: fpl = .8 fpu 9.4 Strand Area= .153 inz 10 - DESIGNER'S NOTES C E PT-~- ADAPT CORPORATION I STRUCTURAL CONCRETE SOFTWARE SYSTEM I I 1733 Woodside Road, Suite 220, Redwocd City, California 94061 ADAPT-PT FOR POST-TENSIONED BEAM/SIRS DESIGN I ' Version 7.10 AMERICAN (ACI 318-02/IBC-03) I ADAPT CORPORATION - Structural Concrete Software System I 1 1733 Woodside Hold;.) Suite 220, Redwood City, California 94061 I Phone: (6306-2400, Fax: (650)364-4678 I 1 Email: S.Pporto Adapts.ft.com, Web sit.: http://.WW.AdaptS*ft.C= I DATF_ AND TIME OF PROGRAM EXECUTTCIN: Oct 31,2005 At Tim.: 13:43 PRO.TuCT FILE: Final stage p R O J E C. T T I T L E: Four Seaton Hotel (7083) Tr.ns£er Be- 7PT-4 1- USER SPECIFIED G E N E R A L D E S I _G N- P A R A M E T E R S CONCRETE: STRENGTH at 28 days, for BEAMS/SLABS 5000.00 psi for COLUMNS 5000.00 psi MOOULUS OF ELASTICITY for BEAMS/SLABS 4030.50 ksi for COLUMNS 4030.50 ksi CREEP factor for deflaetions for BEAMS/SLABS 2,00 CONCRETE WEIGHT NORMAL SELF WEIGHT 150.00 pof TENSION STRESS limits (multiple of (f'c)1/2) At Top 6.000 At Bottom 6.000 COMPRESSION STRESS limits (multiple of (f'e)) At ail locations .450 REIN ORCF24EFT: YIELD Strength 60.00 ksi Min;.,,,,.., cover at TOP 1.00 in Minimum Cover at BOTTOM 1.00 in POST-TENSIONING- SYSTEM UNBONDED Ultimate st-gth of strand 270.00 ksi Page 2 (FinalStage) ADAPT-PT v-_7.10_ACI-02 Ave-go effective strass I. strand (final) 175.00 ksi Strand axe. .153 in^2 Min CGS of tendon from TOP 1.00 in Min CGS of tendon from BOTTOM for INTERIOR -pans.- 1.00 i Min CGS of tendon from BOTTOM for EXTERIOR span... 1.75 in Min average px.... pr... 125.00 psi Max spacing between strands (factor of slab depth) B. 00 Tendon profile type end support width............. ( see section 9) ANALYSIS OPTIONS USED: Structural system BEAM Moment of Inartia over support is NOT INCREASED Momenta REDUCED to face of support YES Limited plastification allowad(moments redistxihuted) NO Effective flange width consideration YES Effective flange width implementation method ACI-316 2- I N P U T G E O N E T R Y 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS S FI I I TOP IBOTTDM/MIDDLE: P OI I I FLANGE I FLANGE I REF MULTIPLIER A RI LENGTH: WIDTH DEPTH: width thick.] width thick.:HEIGHTI left right 1 n l in I in in I in I N MI ft in 1----- 3---- q------- 5------- 6------- 7------ 8------ 9------ yp---- 11_____12---- 13_ 1 2 50.00 48.00 54.00 160.00 8.50 .00 .50 .50 LEGEND. 1 - SPAN 3 - FORM C . Cantilever 1 - Rectangular section 2-. T or Iavexted L section 3 a I -eotion 4 Extended T or L section 7 = Joist 8 = waffle 11 - Top curfac, to reference line 2.1.3 EFFECTIVE WIDTH DATA OF UNIFORM SPANS SPAN EFFECTIVE WIDTH in 1 150.00 Page 3 (Finalstage) ADAPT-PT V- 7.10 ACI-02 N ~T, 2.2 - S U P P O R T W I D T H A N O C O L U M N D A T A SUPPORT LOWER COLUMN UPPER COLUMN WIDTH LENGTH B(DIA) D CBC• LENGTH B(DIA) D CHC* in in an -n JOINT in ft £t __1------- 2--------- 3------- q------- 5----- 6--------- 7------- p------- g---- yp___ 1 24.00 10.00 24.00 24.00 (1) 10.00 24.00 24.00 (1) 2 24.00 10.00 24.00 24.00 (1) 10.00 24.00 24.00 (1) -THE COLUMN BOUNDARY CONDITION CODES (CHC) Fixed at both ends ...(STANDARD) - 1 Hinged at near end, fixed at far and 2 Fixed at near and, hinged at far and 3 Fixed at near and, roller with rotational fixity at far and 4 3- I N P U T A P P L I E D L O A D I N G <---CLASS___> TYPE > D DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM L LIVE LOAD C $ CONCENTRATED M = APPLIED MOMENT Li- LINE LOAD SW- SELF WEIGHT Computed from geometry input and treated as dead loading unit selfweight W - 150.0 Pcf _ Intensity f From To ) ( tl r C At) Total on Trib SPAN CLASH TYPE k/ft^2 ( ft ft ) (k-ft or k ...ft) k/ft _1----- 2------ 3-------- 4---------- 5-------- 6--------- 7------- 8--------- 9-_____ 1 L U .080 .00 50.00 1.200 1 L C 89.00 24.00 1 n U .012 .00 50.00 .180 1 D C 248.00 24.00 1 SW U .00 50.00 3.869 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING Page 4 (FinalStage) ADAPT-PT V- 7.10 ACI-02 UNIFORM (k/ft^2), ( CON. or PART. ) ( M O M E N T ) SPAN CLASS TYPE LINE(k/ft) ( k8ft or ft-ft ) ( k-ft 8 ft ) _1----- 2------ 3r______--4------------ 5------- 6------ 7------- 8-----__. 1 L U .000 1 L C - 89.00 24.D0 1 D U .012 1 D C 248.00 24.00 NOTE: SELEWEIGHT INCLUSION REQUIRED 4- C A L C U L A T E D S E C T I 0 N P R O P E R T I E S 4.1 For Uniform Spans and Cantilevers only Tributary Width Effective Width SPAN AREA Yb Yt b_eff I Yb Yt in^2 in in in in^4 +n in 2----------- 3--------- 4--------- 5-------- 6----------- 7--------- 8___ 1 3714.00 33.87 20.13 150.00 .9713E+06 32.70 21.30 Note; - Span/Cantilever is Nonuniform, see block 4.2 5- D E A D L O A D M 0 M E N T S, 5 R E A R 5 4 R E AC T I O 14 8 < 5.1 S P A N M O M E N T S (k-f0 > < 5.2 SPAN SHEARS (k) > SPAN M(1)• Midspan M(r)i SH(1) SH(r) 2-------------- 3--------------- 4-------------- 5----------- 6-----__ 1 -876.88 3374.25 -857.09 -230.57 219.86 Note: • = Centerline moments JOINT < 5.3 REACTIONS (k) > 5.4 COLUMN MOMENTS (k-ft) _-y--------------- 2---------------- LOwer COlumn6____upper -1---____ Page 5 (FinalStagel ADAPT-PT V- 7.10 ACI-02 1 230.57 -436.42 -438.42 2 219.86 428.52 428.52 6 - L I V E L 0 A D M O M E N T S , S H E A R S G R E A C T I O N S 6.1 L I V E L 0 A D SPAN MOMENTS (k-ft) and SHEAR FORCES (k) lefts midyp- xight• <--SHEAR FORCE---> SPAN mar J. max min mat. min left right _1------- 2--------- 3-------- 4-------- 5--------- 6--------- 7-------- p-------- 9-_ 1 -295.58 -295.58 1150.97 1150.97 -288.48 -288.48 -76,42 72.58 N co hi Not.: + - Centerlinc moments 6.2 REACTIONS (k) 6.3 COLUMN MOMENTS (k-ft) <--:-LOWER COLUMN UPPER COLUMN JOINT max min max min min mar 2---------- 3------------ q---------- 5------------ 6---------- 7___, 1 76,42 .00 .00 -147.78 .00 -147,78 2 72.58 .00 144.23 .00 144.23 .00 Note: block 6.1 through 6.3 values are maxima of all akippad loading oases 7- M O M E N T S REDUCED TO FACE-OF-SUPPORT 7.1 R E D U C E D DEAD LOAD MOMENTS (k-ft) SPAN left- mid.p- right- _______________2_____________3_____________q_______________________________ 1 -648.33 3374.17 -639.25 Note: * = face-of-support 7.2 R E D U C E D LIVE LOAD MOMENTS (k-ft) left- midsp- right- max min max min SPAN max in Page 6 (FinalStage) ADAPT-PT V- 7.10 ACI-02 _1---------- 2__________S----------- 4---------- 5----------- 6---------- 7_____ 1 -219.75 -219.75 1150.53 1150.63 -216.50 -216.50 Note: * = face-of-support a - SUM OF DEAD AND LIVE MOMENTS (k-ft) Maxima of dead load and live load span moments combined for serviceahi lity ch..ka ( 1,00DL + 1.00LL ) left- > midepan right- SPAN mss min mar %in max min _1__________2__________g___ q---------- 55 6---------- 7_____ 1 -868.08 -868.08 4525.00 4525.00 -855.75 -855.75 Note: * = faoo-of-support 9 - SELECTED POST-TENSIONTNG FORCES AND TENDON PROFILES 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 - reversed parabola 2 simple parabola with straight portion over support 3 - harped tendon For Cantilever: I = simple parabola 2 - partial parabola 3 s harped tendon 9.2 T E N D O N P R O F I L E TYPE X1/L X2/L X3/L AIL _1-------- 2__-------- 3---------- 4---------- 5____-_ 1 3 ,050 .480 .050 .000 Page 7 (Finalstage) ADAPT-PT V- 7.10 ACT-02 9.3 - SELECTED POST-TENSIONING FORCES AND TENDON DRAPE Tendon editing mode aale.t.d: FORCE SELECTION SELECTED VALUES CALCULATED VALUES FORCE DISTANCE OF CGS (in) P/A Wbal Wbal SPAN (k/-) Loft Contor Right (psi) (k/-) (=DL) __1---------- 2--------- 3-------- 4-------- 5----------- 6---------- 7-------- S__ 1 1728.000 -21.00 -50.00 -21.00 465.27 7.396 82 Approximate weight of strand 1791.3 LB 9.5 R E Q U I R E D MINIMUM P O S T- T E N S I O N I N G FORCES (kips) BASED ON STRESS CONDITIONS BASED ON MINIMUM P/A SPAN LEFT- CENTER RIGHT- LEFT CENTER RIGHT __1---------- 2__-------- 3---------- 4--------------- 5--------- 6--------- 7____ 1 .00 1326,07 .00 464.25 464.25 464.25 Not:: - - face-of-support N co W w 1 9.6 S E R V I C E S T R E 6 8 E 5 (psi) (tension shown positive) L E F T. C E N T E R R I G H T SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM _1---------- 2--------- 3------------- 4--------- 5------------- 6-_------- 7____ 1 -,397.33 -569.58 -767.45 -1.26 -394.58 -573.81 Note: • face-of-support 9.7 POST-TENSIONING B A L A N C E D M O M E N T 8, SHEARS 6 REACTIONS S P A N M O M E N T S (k-ft) SPAN SHEARS (k SPAN lef t. midspan ri ght• SH(1) SH(r) __I--------- 2___........... 3-------------- 4--------------- 5---------- 6_-_-__ 1 609.92 -3376.67 587.08 .56 .56 Note: • s face-cf-support <--REACTIONS (k COLUMN MOMENTS (k-ft) Page S (FinalStage) ADAPT-PT V- 7,10 ACI-02 -joint---------- --2----------------- L.- columns-----Upper columns----- 1 .563 368.083 368,083 2 .563 -356.083 -356.083 10 - F A C T O R E D M O M E N T S i R E A C T I O N S Calculated as ( 1.20D + 1.601, + 1,00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k-ft) left- > right. SPAN min min max maz man _1---------- 2---------- 3__________-_ 4 - __________5___________6__________7__. 1 -393.93 -393.93 6614.01 6614.81 -400.83 -4DO.63 Not. ~ ~ fete-of-support 10.2 SECONDARY MOMENTS (k-ft) SPAN left. midspan right. 2___------------- 3---------------- 4________ 1 735.67 724.17 712.67 Note • ~ Eaoe-of -support 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k-ft) (k) LOWRR col-n UPPER col-n max nun JOINT max min m1n mss 1 398,43 276.16 -158.02 -394.42 -158.02 -394.42 2 3a 0.57 264.44 388.92 150.12 388.92 158.12 11 - M I L D S T E E L SPECIFIC CRITERIA for ONE-WAY ox BEAM SYSTEM - Mini_ steel 0.004A Peg. 9 (Final9tage) ADAPT-PT V- 7.1D ACI-02 - Moment capaoity > factored (dasign) moment support cut-off length for minimum steel(l.ngth/span) .17 Span cut-off length for minimum st.al(length/span) .33 Top ar extension beyond ,hero required 12.00 in Bottom bbar extension beyond here required 12.00 in REINFORCEMENT based on - NO REDISTRIBUTION of factored moments 11.1 TOTAL WEIGHT OF REBAR - 1431,4 )b AVERAGE 1.9 paf TOTAL AREA COVERED = 750.00 ft^2 11.2.1 S T E E L A T M 1 D- S P A N T O P B O T T O M As DIFFERENT REBAR CRITERIA Aa DIFFERENT REBAR CRITERIA SPAN (in 2) <---UL(In^2) <---ULT-----MIN--D+,25L-> __1______2--------- 3______4------- 5----------- 6_________ 7------- 8------- 9_--- 1 .00 ( .00 .00 .007 -6.28 ( .00 6.28 .00) 11.3.1 S T E E L A T S U P P O R T S - T O P B O T T O M A9 DIFFERENT REBAR CRITERIA A. DIFFERENT REBAR CRITERIA JOINT (in 2) <__-ULT----- MIN--D+.25L-> (in^2) <___ULT----- MIN--D+.25L-> __1------ 2_-------- 3------- 4------- 5----------- 6--------- 7------- 8------- 9__-- 1 7.56 ( .00 7.56 .CO) .00 ( .00 .00 .007 2 7.56 ( .00 7.56 .007 DO ( .00 .00 .00) 12 - S H E A R D E S I G N FOR BEAMS AND ONE-WAY SLAB SYSTEMS N co LEGEND : Concrete NORMAL weight (full shear allowed for) d value of d used -hear aqua bons #48 spacings of two_i:" lged 44 stirrups, (fy= 60000, psi) ~~-means no ctirrvps a required Mu , Vu = factored moments sad shears (sernndary moment effect- aneluded) EASES V. = 1 ACI -hear equations govern 2 min parmiseibla value of 2(fc)^1/2 governs 3 max permissible value of 5(fc)^1/2 governs Page 10 (Finalstage) ADAPT-PT V- 7.10 ACM-02 Av 1 no r infomement required 2 min rainfarcement required, for beams only 3 stirrup required by analysis Note: for LEST CANTILEVER (if any) X/L= 0.00 is at tip of cantilever, and X/L= 1.00 is it first support SPAN - 1 LENGTH = 50.00 ft (Nat span from 1.00 to 49.00 ft x d vu X/L ft In k _-1..... 2------- 3....... 4-__ .00 .00 43.20 -398.48 .03 2.50 43.20 -381.54 .10 500 43.20 -364.59 .15 7..50 43.20 -347.65 .20 10.00 43.20 -330,70 .25 12.50 43.20 -313.76 .30 15,00 43.20 296.80 35 17.50 43.20 -279.86 .40 20.00 44.60 -262.92 .45 22.50 47.98 -245.97 .50 25.00 48.77 210.97 .55 27.50 45.66 227.93 .60 30.00 43.20 244.87 .65 32.50 43.20 261.82 ,70 35,00 43.20 278.76 .75 37.50 43.20 295.7D .80 40.00 43.20 312.66 .85 42.50 43.20 329.60 _90 45,00 43.20 346,55 .95 47.5D 43.20 363.49 1.00 50.00 43.20 380.44 Mu RATIO AV 0 40 CASES k-ft Vu/Phi tVe inA2/ft in V. Av REMARKS .___-__5------- 6------- 31 -789.01 186.02 .69 .15 24.0 (3 2) BEAMS ONLY 1118.68 .66 ,15 24.0 (3 2) BEAMS ONLY 2008.97 .63 .15 24.0 (3 2) BEAMS ONLY 2856.87 ,64 .15 24.0 (1 2) BEAMS ONLY 3662.49 .78 .15 24.0 (1 2) BEAMS ONLY 4425.73 .90 .15 24.0 (1 2) BEAMS ONLY 5146.51 1.00 .51 9.4 (1 3) 5825.03 1.02 .51 9.4 (1 31 6461.13 .96 .14 24.0 (1 2) BEAMS ONLY 6614.81 .85 .14 24.0 (2 2) BEAMS ONLY 6066.25 ,97 .14 24.0 (1 2) BEAMS ONLY 5475.18 1.01 .51 9.4 (1 31 4841.79 .94 ,15 24.0 (1 2) BEAMS ONLY 4166.15 .85 _ .15 24.0 (1 2) BEAMS ONLY 3448.05 .74 .15 24.0 (1 2) BEAMS ONLY 2687.57 .60 .19 29.0 (1 2) BEAMS ONLY 1864.76 .60 .15 24.0 13 2) BEAMS ONLY 1033.56 .63 .15 24.0 (3 2) BEAMS ONLY 152.01 .66 .15 24.0 (3 2) BEAMS ONLY -777.91 N co Page 11 (Finalstage) ADAPT-PT V- 7,10 ACI-02 13 - MAXIMUM S P A N D E P L E C T I O N S Concrete's modulus of elasticity So = 4030.50 ksi Creap factor K 2.00 Ieffective/Igraea... (duo to creaking).......... K 1.00 Where stresses exceed 6.0(fe')A1/2 cracking of aeation is allowed for. Values in parenthasea era (span/sax deflection) ratios < DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE...... SPAN DL DL+PT DL+PT+CREEP LL DL+PT+LL+CREEP _1-------- 2-------- 3----------- 4--------------- 5--------------- 6-----_ 1 .31 .03 .104 6157) ,10( 5744) .201 2971) 0 48' WIDE x 54' DEEP EUVATION 29 PT TRANSFER BEAM "7PT-5" UT .-0r1 1/2'.11-e A E7 n A 9#9T CONT 2#7 EF.- CONT. 9#9B CC #4 STRF SEE ELE FOR SPC N co SECTION "A" 3/4" = 1'-0„ LEyq-_07 1 n o 0 Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 2/A2 Col. Mark: 7C1 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height _ Area DL1 LL1 Rdc? L1 Rd Area DI-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 370 31 " ' 8Q 80.0 1 Q0'' 31 80 No 80.0 0 Q =i Q 0 i30 fi 11.5 29.6 41.1 11.5 29.6 41.1 61.1 10 10 4 0 138; ! 4b -Yes' 40.0 1"00 0 0 Yes 0.0 0 0 0 .i C 0 0 b tk .I 4.0 0.0 4.0 15.5 29.6 45.1 65.9 9 10 4 370 120 : • 40 Yes ! 321 .50 , . 138 40 Yes 32.1 50 2&0 ! 2 0 0 #i O;t3 " 56.7 11.9 68.6 72.2 41.5 113.7 153.0 4 370 ; . 120 40 s Y 22 7 10Q : 0 0 Yes 0 0 0 200 0 O b 53.4 8.4 61.8 125.6 49.9 175.5 230.5 8 10 4 0 Q 0 e " Y s". . 0 0 106 0 0 Yes . 0 0 0 13.0 Q 0 O VX) , 0 {7 ' 4.0 0.0 4.0 129.6 49.9 179.5 235.3 7 6 10 0 4 0 0 0 e N = . 0 0 ! 10QC 0 0 Yes . 0.0 0 0_i7 , 0'. ;''GA! ' 0.0 0.0 0.0 129.6 49.9 179.5 235.3 5 0 4 0 0 0 Nv . 0 0 100: 0 0 No ! 0.0 0 0 0 i 0 0 0' C fl' 0.0 0.0 0.0 129.6 49.9 179.5 235.3 4 0 4 0 . 0 0 1 00 0 0 Yes : 0 0 0 0:0;< 0 q G'.0 O D 0.0 0.0 0.0 129.6 49.9 179.5 235.3 0 0 iN . 0 0 . . '1130 0 Yes . 0 0 0 04 0.0 0.0 0.0 129.6 49.9 179.5 235.3 3 0 4 4 0 0 0 0 o.. No - . 0 0 _ 0; " 1 0 0 0 Yes . 0 0 0 - : 0 0 0 0 13.0 0.7 0.0 0.0 0.0 129.6 49.9 179.5 235.3 2 0 0 - ! N . 0 0 . . . 1Q0;: 0 0 No ? . 0 0 0 , ft;q 0 fl Oi.0. :.OLO° 0.0 0.0 0.0 129.6 49.9 179.5 235.3 1 0 4 0 a . ; . . Footing Size req'd = 44.9 ft2 = 6.7 ft x 6.7 ft Note 1. Pu is a maximum of 1.413 and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Comer Column w/ Cantilever N 3 Edge Column w/ Cantilever 00 00 4 Interior Column and Exterior Column wo/ Cantilever R . 04 -T&A a~ ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 7.10 Date: 10/31/2005 Time: 2:30:06 PM File: FinalStage r 1- PROJECT TITLE Four Season Hotel (7083) 1.1 DESIGN STRIP Transfer Beam 7PT-5 2- MEMBER ELEVATION i [ft] 3 - TOP REBAR 3.1 User selected 3.2 User selected - 's-3 ADAPT selected 3.4 ADAPT selected `1~7#sx120^ ) 7#9x12° 4.2 TENDON PROFILE Datum 4.3 CGS Distance [n] 21,0o ae.n 11880 kips) -21.00 4.5 Force 5 - BOTTOM REBAR 5.1 User selected - 5.2 User selected - 5.3 ADAPT selected 5.4 ADAPT selected nsasxzzo^ 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars 7 x 6.08 1n required s. ~ provided o. - - 3. 6.2 Bottom Bars max 5.71 7 - SHEAR STIRRUPS - - 7.1 ADAPT selected. I Bar Size #4 Legs: 2 I Spacing [in] 7.2 User-selected - - - ~ - - - - BarSize# Legs: 7.3 Required area . 0.oa I [in2/ft] 0 02 1 . 8-LEGEND 4 Stressing End 1 Dead End 9 - DESIGN PARAMETERS 9.1 Code: AGI.02 f~ = 5 ksi fy = 60 ksi (longitudinal) fy = 60 ksi (shear) fP„ = 270 ksi 9.2 Reber Cover. Top = 1 in - Bottom = 1 in Rebar Table: ASTM - US Customary bars (Non-redistributed Moments) 9.3 Stressing: fpl = .8 fp„ 9.4 Strand Area= .153 in2 10 - DESIGNER'S NOTES Loy 7PT- 5 _ ADAPT CORPORATION 'I _ I STRUCTURAL CONCRETE SOFTWARE SYSTEM I 1733 Woodside Road, Suite Redwood City, California 94061 I I ADAPT-PT FOR POST-TENSIONED BEAM/SLAB DESIGN I i I Version 7.10 AMERICAN (ACT 318-02/IBC-03) I ADAPT CORPORATION - Structural Concrete Software System I 1133 Woodside Road, Suite 220, Redwood City, California 94061 I Phone: (650)306-2400, Far: (650)364-4675 1 I F...il: Support8AdaptSoft. oom, Web .its: http://www,AdaptSeft. On- I DATE AND TIME OF PROGRAM EXECUTION: Oct 31,2005 At Tiaw: 14:29 PROJECT FILE: FinalStage P R O J E C T T I T L E: Four S::1=- Note- (70831 Transf7PT-5 1- USER SPECIFIED G E N E R A L D E S I G N . A R A M T E R S CONCRETE: STRENGTH at 28 days, for BEAMS/SLABS 5000.00 psi for COLUMNS 5000.00 psi i MODULUS OF ELASTICITY for BEAMS/SLABS 4030.50 kai i for COLUMNS 4030.50 ksi CREEP factor for deflections for BEAMS/SLABS 2.00 CONCRETE WEIGHT NORMAL SELF SLEIGHT 150.00 Pc£ TENSION STRESS limits (multiple of (f'c)1/2) At Top 6.000 At Bottom 6.000 COMPRESSION STRESS limits (multiple of WC)) At all locations .450 REINFORCEMENT: YIELD Strength 60.00 kai Minimum Cover at TOP 1.00 is Minimum Cover at BOTTOM 1.00 in POST-TENSIONING: SYSTEM UNHONDED Ultimate at...gth of strand 270,00 ksi Page 2 (FinalStage) ADAPT-PT V- 7.10 ACI-02 N Q0 O i Average af£..tive str... in strand (final) 175.10 ksi Strand area .153 in^2 Min CGS of tendon fr- TOP: 1.10 in Min CGS of tendon from BOTTOM for INTERIOR spans.. 1.00 in Min CGS of tendon fron BOTTOM for EXTERIOR spans.. 1.75 L. Min average precomp..-On 125. DO psi Mar spacing between strands (factor of Blab depth) S.00 Tendon profile type and support widtl.is............ (sea section 9) ANAL" IS OPTIONS USED: Structural system BEAM Moment of Inertia over support is NOT INCREASED Momenta REDUCED to face of support YES Limited plastification .11...dj-ta redistributed) No Effective flange width consideration YES Effective flange width implementation method ACI-318 2- I N P U T G E O M E TE T RY~~~= 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS 3 FI I I TOP ; BOTTOM/MIDDLE I I P OI I FLANGE I FLANGE I REF I MULTIPLIER A RI LENGTH; WIDTH DEPTH; width thick.l width thick.IHEIGHTI left right N MI ft I it in in in I in in i in I _1_-_-_3---- 4__-____5-------6------- 7------ 8------ 9------ IO---- 1.1----- 12---- 13- 1 2 50.00 48.00 54.00 90.00 8.50 .00 .1D .90 LEGEND: 1 - SPAN 3 - FORM C = Cantilever 1 = Roctengulnr section 2 T or Inverted L section 3 = I section 4 a Extended T or L section 7 Joist 8 : Waffle 11 - Top surf... to reference line 2 1.3 - EFFECTIVE WIDTH DATA OF UNIFORM SPANS _ SPAN EFFECTIVE WIDTH in 1------------------------- 2-----_______------_-- 1 90.00 Page 3 (Finalstago) ADAPT-PT V- 7.10 ACI-02 2.2 - S U P P O R T W I D T H A N D C O L U M N D A T A SUPPORT LCWER COLUMN UPPER COLUMN WIDTH LENGTH 6(DI.A) D CBC* LENGTH B(DIA) D CBC. JOINT in ft in in ft in in _-I------- 2--------- 3------- 4------- 5----- 6--------- 7------- 8------- 9---- IO__ 1 24.00 10.00 24.00 24.00 (1) 10.00 24.00 24.00 (1) 2 24.00 10.00 24.00 24.00 (1) 10.00 24.00 24.00 (1) -THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both and. ...(STANDARD) - 1 Hinged at near end, fixed at far end - 2 Fixed at near end, hinged at far and = 3 Fixed at near and, rolls with rotational fixity at far end - 4 3- I N P U T A P P L I E D L O A D I N G <---CLASS---> TYPE > D - DEAD LOAD U - UNIFORM P PARTIAL UNIFORM L - LIVE LOAD C = CONCENTRATED M - APPLIED MOMENT Li- LINE LOAD SW- SELF :EIGHT Computed from geometry input and treated as dead loading Unit selfveight W = 150.0 Pcf Intensity ( From To ) ( M or C ...At) Total on Trib SPAN CLASS TYPE k/ft^2 1 Ft ft ) (k-ft or k ...ft) k/ft _1----- 2------ 3-------- 4---------- 5-------- 6---------- S--------- 9____-_ 1 L U .080 .00 50.00 .600 1 L C 50.00 24.00 1 D U .012 .00 50.00 .090 1 D C 130.00 24.00 1 SW U .00 50.00 3.072 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING Page 4 (FinalStage) ADAPT-PT V- 7.10 ACI-02 UNIFORM (k/ft^2), ( CON, or PART. ) ( M 0 M E N T ) SPAN CLASS TYPE LINE(k/ft) ( k@ft or ft-ft ) ( k-ft @ ft ) _1--- 2------ 3---- 4------- 5------- 6------ 7------- 8___ 1 L U .080 1 L C 50.00 24.00 1 D U .012 1 D C - 130.00 24.00 NOTE: SELFWEIGHT INCLUSION REQUIRED 4- C A L C U L A T E D S E C T I O N P R O P E R T I E S 4.1 For Uni£ena Spans and Cantilevara only < Tributary Width Effaotiv Width SPAN AREA Yb Yt b eff I Yb Yt n^2 in in in i in^4 in in 2----------- 3--------- 4--------- 5-------- 6------- 7--------- S___ 1 2949.00 29.75 24.25 9D.00 , 7944E+06 29.75 24.25 Note: - Span/Cantilever is Nonuniforo, see block 4.2 5- D E A D L 0 A D M O M E N T S, S H.E A R S b R E A C T I O N S < 5.1 S P A N M O M E N T S (k-ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1). Midspan M(r) - SH(1) SH(r) _-I--------- 2-------------- 3--------------- 4-------------- 5----------- 6_-_____ 1 -6D9.D2 1945.14 -596.88 -146.89 141.20 Note: + - Centerline moment. JOINT < 5.3 REACTICXIS (k) > 5.4 COLUMN MOMENTS (k-ft) --I--------------- 2---------------- Lover Columns---Upper ..I-s___-_ Page 5 1 nalStage) ADAPT-PT V- 7.10 ACI-02 1 146.09 -304.52 -304.52 2 141.20 298.43 298.43 6- L I V E L 0 A D M O M E N T S, S H E A R S 4 R E A C T I O N S 6.1 L I V E L 0 A 0 SPAN MOMENTS (k-ft) and SHEAR FORCES (k) left* midapan right* <--SHEAR FORCE—> SPAN max min max in ad.n left right max 1 -181.60 -181.60 608.24 608.24 -176.92 -176.92 -41.09 38.91 N I ~ AM Note: * Centerline momente 6.2 REACTICNS (k) 6.3 COLUMN MOMENTS (k-ft) LOWER COIUMN UPPER COLUMN JOINT max in max min max min __1___________2 3------------ q---------- 5------------ 6---------- 7___. 1 41.09 .00 .00 -90.80 .00 -90.80 2 38.91 .00 88.46 .00 58.46 .00 Note.: Block 6.1 through 6.3 values are maxima of all skipped loading cases 7- M O M E N T S REDUCED TO FACE-OF-SUPPORT 7.1 R E D U C E D DEAD LOAD MOMENTS (k-ft) 6PAR 1-ft- midspan right* 2------------- 3------------- 4_------_ 1 -463.75 1945.00 -457.25 Note: - - fee.-af-support 7.2 R E D U C B D LIVE LOAD MOMENTS (k-ft) Lefts mid.pen, > right- SPAN max sun max min maX min Page 6 (Finalstage) ADAPT-PT V- 7.10 ACI-02 _1---------- 2__-------- 3----------- 4---------- 5----------- 6___-_----- 1 -140.83 -140.83 608.25 608.25 -138.33 -138.33 Note: * - face-of-support 5 - SUM OF DEAD AND LIVE MOMENTS (k-ft) Marima of dead load and live load span moments combined Par serviceability checks ( I,00DL ♦ 1.OOLL ) <_____ax left- mid.p- right- SPAN min maz max min m min 1 -604.58 -604.58 2553.25 2553.25 -595.58 -595.58 Note: • - face-of-Support j 9 - SELECTED POST-TENSIONING FORCES AM TENDON PROFILES 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 - revereed parabola 2 simple parabola with straight portion over support 3 = harped tendon For Cactile- i -simple parabola 2 partial parabola 3 - harped tendon 9.2 T E N D O N P R O F I L E TYPE Xl/L X2/L X3/L A/L 1-------- 2---------- 3---------- 4---------- 5______ 1 3 .050 .480 .050 .000 Page 7 (FinalStage) ADAPT-PT V- 7.10 ACI-02 9.3 - SELECTED POST-TENSIONING FORCES AND TENDON DRAPE Tandon editing mode aalactad: FORCE SELECTION SELECTED VALUES CALCULATED VALUES FORCE DISTANCE OF CGS (in) P/A Nbal Wbal SPAN (k/-) Laft Centar Right (psi) (k/-) (4DL) __I---------- 2--------- 3-------- 4-------- 5_______----6---------- 7-------- g__ 1 1080.000 -21.00 -50.00 -21.00 366.23 4.622 60 Approximate weight of Strand 1129.9 LB 9.5 R E Q U I R E D MINIMUM P a 9 T- T E N S I O N I N G FORCES (kips) RASED ON STRESS CONDITIONS RASED ON MINIMUM P/A SPAN LEFT- CENTER RIGITT- LEFT CENTER RIGHT __I__________2___--_____3---------- 4--------------- 5--------- 6--------- 7__-_ 1 .00 65.5.63 .00 368.63 368.63 368.63 Not.: • : £ace-of-support N N 9.6 S E R V I C E S T R E S S E S (psi) (tension shcxn positive) L E F T- C E N T E R R I G H T - SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM 2--------- 3------------- 4--------- 5------------- 6--------- 7__-_ 1 -385.29 -342.83 -628.85 -43.93 -382.44 -346.33 Note: • _ Face-of-support 9.7 KIST-TENSIONING B A L A N C E D M O M E N T S, SHEARS S REACTIONS S P A N M 0 M E N T S (k-ft) SPAN SHEARS (k ) SPAN left- midsp- right- Se(1) am(.) __I--------- 2-------------- 3-------------- 4--------------- 5---------- 6__-___ L 656.67 -1836.67 639.83 .40 .40 Note: ^ = face-of-support <--REACTIONS (k COLUMN MOMENTS (k-ft) Page 8 ( -15tage) ADAPT-PT V- 7.10 ACI-02 -joint------------ 2----------------- Lower c 1-------Upper columns----- 1 -.405 182.417 182.417 2 .405 -173,667 -173.667 10 - F A C T O R E D M O M E N T S 6 R E A C T 1 0 N 6 Calculated as ( 1.20D + 1. 60L + 1.00 secondary moment effects) 10,1 FACTORED DESIGN MOMENTS (k-ft) left- > mid.span right- SPAN mar in mar min max min _1---------- 2---------- 3----------- 4----------- 6__-_______ 1 -417.33 -417.33 3663.38 3663.38 -422.37 -422.37 Note: + face-of-support i 10.2 SECONDARY MOMENTS (k-ft) SPAN left- midspan right- -1 2 3 4 1 364.50 356.08 347.67 Not.: - _ Face-of-support 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k-ft) (k) LOWER -I- UPPER column max m>n JOINT min mar mar min _1---------- 2---------- 3----------- 4-------- 5----------- 6---------- 7__. 1 241.62 175.88 -182.98 -328.32 -182.98 -328.32 2 232.10 169.84 325.90 184.43 325.90 184.43 11 - M I L D S T E E L SPECIFIC CRITERIA For ONE-WAY or BEA)4 SYSTEM - Mini- steel 0.004A Page 9 (FinalStag.) ADAPT-PT V- 7.10 ACT-02 - Moment capacity > factored (design) -nt Support cut-off length for minim steal(length/span) .17 Span sot-off length for miniu- steal(lengthJspan) .33 Top bar extension beyond .1-a required 12.00 in Bottom bar extension beyond where required 12.00 in REINFORCEMENT based on NO REDISTRIBUTION of fast ...d moments 11.1 TOTAL WEIGHT OF REBAR - 1241.0 lb AVERAGE = 3,3 psf TOTAL AREA COVERED = 375,00 ft^2 11.2.1 S T E E L A T M I D- S P A N T O P B O T T O M AS DIFFERENT REBAR CRITERIA Aa DIFFERENT REBAR CRITERIA SPAN (in^2) <---ULT----- MIN--D+.25L-> (in-2) <---ULT----- MIN--D+.25L-> -_I------ 2--------- 3------- 4------- 5----------- 6--------- 7------- e_____-_ 1 .00 ( .00 .00 .00) 5.71 ( .00 5.71 .00) 11.3.1 S T E E L A T S U P P O R T S T O P B O T T O M A. DIFFERENT REBAR CRITERIA A. DIFFERENT REBAR CRITERIA JOINT (in^2) <---ULT----- MIN--D+.25L-> (in^2) <---ULT-----MIN--D+.25L-> __I------ 2--------- 3------- 4------- 5----------- 6--------- 7------- 6------- 9-___ 1 6.08 ( .00 6.06 .00) .00 ( .00 .00 .00) 2 6,08 ( .00 6,08 .00) .00 ( .00 .00 .00) 12 - 5 H E A R D E S I G N FOR BIAMS AND ONE-WAY SLAB SYSTEMS N W LEGEND : Concrete NORMAL weight (full shear allowed for) d value of d used i shear equations k4& = spacings of two-legged 44 stirrups, (fy= 60000. psi) ana no stirrups a required Mu , Vu* factored moments and shears (secondary moment effects included) CASES VC - 1 ACI shear equations govern 2 min permissible value of 2(fc7 ^1/2 governs 3 max permissible value of 5(fcJ ^1/2 governs Page 11 (Finalstage) ADAPT-PT V- 7.10 ACI-02 Peg- 10 (SinalStage) ADAPT-PT V- 7.10 ACI-02 Av - 1 no reinforcement required 2 min reinforcement required, for beam only 3 stirrup required by analysis Note: for LEFT CANTILEVER (if any) X/L- 0.00 is at tip of Cantilever, and X/L- 1.00 is at first support SPAN - 1 LENGTH = 50.00 ft (Net span from 1.00 to 49,00 ft ) X d V. X/L ft in k __l_-___2------- 3------- 4___ .00 .00 43.20 -241.67 .05 2.50 43.20 -229.79 .10 5.00 43.20 -217.90 .15 7.50 43.20 -206.02 .20 10.00 43.20 -194.12 .25 12.50 43.20 -182,24 ,30 15.00 43.20 -170.35 ,35 17,50 43.20 -158.47 .40 20.00 44.60 -146.58 .45 22.50 47.96 -134.70 .50 25.00 48.77 113.19 .55 27.50 4568 125.07 .60 30,00 43..20 136,96 .65 32,50 43.20 148,84 ,70 3500 43.2D 160.73 .75 37.. 50 43.2D 172.62 .80 40.00 43.20 184.51 .85 42.50 43.20 196.39 ,90 45.00 43.20 208.27 .95 47.50 43.20 220.16 1.00 50.00 93.20 232.04 Mu RATIO Av N 44 CASES k_ ft Vu/Phi*VC in^2/ft in Vc AV REMARKS 5------- 6------ 7------ 8----- 9-10------ 11---- _656 .53 -67,24 .42 .00 • • (3 11 492.35 .40 .00 (3 1) 1022.24 .37 ,00 + + (3 1) 1522.41 .35 .00 (3 1) 1992.58 ,43 .00 (1 1) 2433.58 .50 .09 2{.0 (1 2) BEAMS ONLY 2844.65 .56 .09 24.0 (1 2) BEAMS ONLY 3225.94 .57 .09 24.0 (1 2) BEAMS ONLY 3577.49 .53 09 24.0 (1 2) BEAMS ONLY 3663.38 .46 :00 (2 1) 3365.65 .54 .09 24.0 41 2) BEAMS ONLY 3038,03 .56 .09 24.0 41 2) BEAMS ONLY 2680.77 .52 .09 24.0 (1 21 BEAMS ONLY 2293.87 .47 .00 (1 11 1877.14 .40 .00 (1 1) 143074 .34 .00 (3 1) 954 ..64 .36 .00 + (3 1) 448.80 .38 .00 (3 1) -86.74 .40 .00 (3 1) -652.00 13 - MAXIMUM S P A N D E F L E C T I O N S Conorete,s modal.. of elasticity Ee - 4030.90 kei Creep factor K s 2.00 Ieffective/Igross. (due to cracking).......... K = 1.00 Where stresses exceed 6.0(fc')^1/2 cracking of section L. allowed for. Values in parentheses are (spanlm deflection) ratios DEFLECTION ARE ALL IN Inchon, DOWNWARD POSITIVE > SPAN DL DL+PT DL+PT+CREEP LL DL+PT+LL+CREEP _I-------- 2........ 3----------- 4--------------- 5--------------- 6_--___ 1 .22 .05 .16( 3737) .07( 9102) .23( 2649) N A 7PT-G i - rGl LrLI-T n sn FU N U't 72(! h t,Y ~ypQ~' J (}i X11 . io K C~) `7V` ` 48' MADE x Se DEEP f].mTm 26 PT TRANSFER BEAM "7PT-6" (AT LM-n 1/S•d-0' ?&tL Gd. C l,.~♦ -7 2 t2 141 9#9T CONT 2#7 EF.- CONT. 9#9B CC #4 STIRF SEE ELE FOR SPC N CD 0) -J:E -07 co i SECTION "A" 3/4" = 1'-0" JOB C N I S H K I A N M E N N I N G E R SHEET NO. OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY DATE 1200 FOLSOM STREET, SAN FRANCISCO, CA 94103 (415) 541.9477 FAX (415) 543-5071 CHECKED BY DATE 1 SCALE ' 7 P : _ t , i : L-L : i r : . { i I i . : I + i i ; _ I , : I 1 ' ~ I ; _ . ! _ - - i j i a I { i ` i I I ,....297 _ PROD UCt204-1(Sii7le Shears) 2057 (Padded) A n O Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 3/A9 Col. Mark: 7C2 Col, Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor LL K Trib Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height _ . Area DL1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft-2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (pin (pin (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 440 31 80 80.0 100,, Q 0 No 0.0 0 Q O 0 . G:G 4•C'° 13.6 35.2 48.8 13.6 35.2 48.8 72.7 10 9 10 10 4 4 440 440 , ' "138 ; 120. 40,; 40 ::1 es. Yes ; 24.3 20.1 104 100: 0 0 0 0 Yes Yes 0.0 0.0 0 0 0.0 OA 0 4 0 4 G;G ~_0 0.0` 64.7 56.8 10.7 8.8 75.4 65.6 78.4 135.2 45.9 54.7 124.3 189.9 167.5 249.8 4 $40 120 d0 ;Yes 18.3 100„: 0 0 No 0.0 0 0 ! 0 : " 0 . 0> I" Q 0 56.8 8.0 64.8 192.0 62.8 254.7 330.8 tl 4 0 0 10C 0 0 Yes 0 0 0 0 6 C 0 0:u fl_G ? 4.0 0.0 4.0 196.0 62.8 258.7 335.6 7 10 4 0 0 0 es. fi` . 0 0 ; 100 r 0 0 Yes . 0 0 0 . 0 0 0 0' C3.r 0 0, 0.0 0.0 0.0 196.0 62.8 258.7 335.6 6 0 4 0 Q es,i ' " . = 0 N . 0 0 0 00; 0 0 D` 0 t#0; 0.0 0.0 0.0 196.0 62.8 258.7 335.6 5 0 4 0 0 0. No: " 0.0 100 00i 0 0 0 o Yes ! . 0 0 0 0d C " " 0 . Q;0 , t~.'0 0.0 0.0 0.0 196.0 62.8 258.7 335.6 4 0 4 4 0 0 0 0 0 Q No Na 0.0 0 0 1 1 104;; 0 0 Yes ! . 0.0 0 0 4 43 " ' 0 '0 4.0 0.0 0.0 0.0 196.0 62.8 258.7 335.6 3 0 0 4 0 0 0 ' No . 0 0 1 QO: 0 0 Yes 0.0 0 0 0 ; ! 0 0 0iG 9.G' 0.0 0.0 0.0 196.0 62.8 258.7 335.6 2 : ; . . 0 0 No 0 0 0 0 0 b C} 0.0 Q0 0.0 196.0 62.8 258.7 335.6 1 0 4 tl 0 " : 0 No . 0.0 1 Q0 ! . , . T 1- 4e9 n a~ a 99,R 7 Footing Size req'd = 64.7 ft2 = 8.0 ft x 8.0 ft Note 1. Pu is a maximum of 1.41D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever N 3 Edge Column w/ Cantilever C-0 4 Interior Column and Exterior Column wo/ Cantilever OD - - Column Rundown (113C 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: - 2/A9 Col. Mark: 7C2 Col. Size: 16 x 24 Sq/Rect Allow. Soil Searing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height _ Area DL1 LL1 Rdc? L1 Rd Area 131-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft" 2) (psf) (psf) (psf) % (psf) (Psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 250 31 80 Nd 0 80 1.00! O No 0.0 0 0.0 0 0 ';00 C: 7.8 20.0 27.8 7.8 20.0 27.8 41.3 10 10 4 250 138 ; 40 Yes' . 29 0 1QO' 0 0 :Yes 0.0 0 17.5 2-00 0 ' .0p 42.0 7.2 49.2 49.8 27.2 77.0 103.3 9 4&- 4 200 , 120 40 Yes ' . 24.1 - 100', 0 0 Yes.. 0.0 0 1T5 200 . fl 0 0 0 D;: 31.5 4.8 36.3 81.3 32.1 113.3 148.8 8 10 4 200 . 120 40 Yes 21 8 1.00 0 0 No 0.0 0 17'_51' 200 0 a 0 0 (3, 31.5 4.4 35.9 112.8 36.4 149.2 193.6 0 4 0 . Q 0 Yes " . 0 0 100 0 0 Yes 0 0 0 O:G 0 0 Q O,D 4.0 0.0 4.0 116.8 36.4 153.2 188.4 7 6 1 0 4 0 0 Q . Yes'! . 0 0 1;D0' 0 4 Yes . 0.0 0 , 0 0 0 b 0 Q 0.0 0.0 0.0 116.8 36.4 153.2 198.4 ' 0 N . 0 0 7 00> 0 0 No 0 0 0 f} 0 ;l D fl 0 i Q a 0.0 0.0 0.0 116.8 36.4 153.2 198.4 5 0 0, 4 4 0 0 0. 0 ! 0 o No " . 0 0 100 0 ! 0 Yes . 0 0 0 Q; 0 0 0 0 , 0 -0'! 0.0 0.0 0.0 116.8 36.4 153.2 198.4 . 0 0 Y ! . 0 0 0 0 0 0 0 G 0 0 0 0 0 0.0 0.0 116.8 36.4 153.2 198.4 3 0 4 0 0 No . 0.0 10 0 es . , 0 . 0 0 0 0 0 0 116 8 36 4 153 2 198 4 -2 0 4 -0 0. :0 No 0.0 1 D0 0 0 'Yes 0.0 0 . . . . . . . ' 0 0 100 0 0 No 0 0 0 a 0 : 0 0 O: a 0.0 0.0 0.0 116.8 36.4 153.2 198A 1 0 4 0 0 ; , , 0 ° .N . . . - 7C A 4=G 7 Footing Size req'd = 38.3 W = 6.2 ft x 6.2 ft Note 1. Pu is a maximum of 1.41D and 1.2D+1.6L 2. K _LL = 1 All other cases 2 Comer Column w/ Cantilever fV 3 Edge Column w/ Cantilever (O 4 Interior Column and Exterior Column wo/ Cantilever (D ? FT--Z' vletak' ~3k l7K ~ ~2 Column Rundown (lac 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col.-Location: 3.3/A7 Col. Mark: 7C2 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K_LL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height Area DL1 LL1 Rdc? L1 Rdc Area ID-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 460 31 80 No 80.0 '100 0 0 No' 0.0 0 00 -•0 0 a20 O'D 14,3 36.8 51.1 14.3 36.8 51.1 76.0 10 10 4 460 138 40 Yes 24.0 100 0 0 Yes 0.0 0 0 0 0 Q XT 0 00 ` 67.5 11.0 78.5 81.7 47.8 129.6 174.6 9 10 4 510 120 40 Yes 19.6 :100 0 0 Yes 0.0 0 0 0 0 11. 0 65,2 10.0 75.2 146.9 57.8 204.8 268.9 8 10 4 510 120 40 Yes' 18.6 50 120 100 No 100,0 50 0 0 , ( 0 " " 3 0 O:Gi 65.2 30.2 95.4 212.1 88.1 300.2 395.5 7 10 4 0 0 0 . :Yes= 0.0 100 0 0 Yes' 0.0 0 0"0 Q 0:' 0 0 t 0) 4,0 0.0 4.0 216.1 88.1 304.2 400.3 6 0 4 0 0 0 `Yes:. 0.0 100: 0 0 Yes: 0.0 0 0,0 0 0 `0.4• i 0.0 0.0 0.0 216.1 88.1 304.2 400.3 5 0 4 0 0 4 f9o,'' 0.0 IM: 0 0 No 0.0 0 0 0:` G 0 0 0 010, I 010 0.0 0.0 216.1 88A 304.2 400.3 4 0 4 0 0 0 'No 0.0 1017'• 0, C 0 Yes - 0.0 0 0 0 0 . 0 G 1I:Q 0.0 0.0 0.0 216.1 88.1 304.2 400.3 3 0 4 0 0 Q No 0.0 t 00 0 0 Yes 0.0 0 0 0 0 . 0 G u 0,4 ` 0.0 0.0 0.0 216.1 88.1 304.2 400.3 2 0 4 0 0: 0 No 0.0 100,; 0 ' 0 Yes' OA 0 (}0:" U tl ` 00 O t~:;, 0.0 0.0 0.0 16.1 88.1 304.2 400.3 0 4 0 .0 D N ° 0 0 100 0 0 No 0 0 0 0 IJ G ; G Qi: 0 0 0 0 0 0 216-1 88.1 304.2 400.3 1 o. . . . . . . . Footing-Size req'd' 76.1 ft2 = 8.7 ft x 8.7 ft Note 1. Pu is a maximum of 1.41D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Cotner Column w/ Cantilever 3 Edge Column w/ Cantilever O 4 Interior Column and Exterior Column wo/ Cantilever ~L pv ~ts"~ tit✓t t lA 7G2 ~ ~3/~7 e~ - - - Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 21A7 Col. Mark: 7C2 Col. Size: 16 x 24 SglRect Allow. Soil Bearing: 4 ksf (DL+LL) Floor Floor K LL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height _ Area DL1 1-1-1 Rdc? L1 Rd Area DI-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 460 31 80' N"o - 80.0 100 tl 0 NO 0.0 0 0.0 i R t7t 0:0 14.3 36.8 51.1 14.3 36.8 51.1 76.0 10 10 4 380 138 40 " Yes": ' 25.4 2 100.;; 50- 0 120 0 40 Yes - Y 0.0 29 8 0 50 240 ' tM ! 200 2uQ 0 0 0 4 00 0:0; D;O:i: 61.2 66.9 9.6 11.9 70.9 78.9 75.5 142.4 46.4 58.4 121.9 200.8 164.9 264.4 -9 10- 4 460 138 40" Yes .1 2 , es . . 8 10 4 330 120 ` 40 Yes 19 8 100- 0 0 Yes 0.0 0 30 0' -00 0 49.6 6.5 56.1 192.0 64.9 257.0 334.3 7 10 4 0 0 0 Yes!' . 0.0 100` 0 0 Yes 0.0 0 4.0 0.0 4.0 196.0 64.9 261.0 339.1 4 0 0 0 Yes 0 0 100 ` 0 0 Yes 0 0 0 0.0 fl.: 0 12.0 0.0 0.0 0.0 196.0 64.9 261.0 339.1 6 5 0 0 4 0 0 0 No . 0 0 100 0 0 No . 0 0 0 0,0 > 0 0 00 0 0.0 0.0 0.0 196.0 64.9 261.0 339.1 " 4 No . 0 0 , 100!! 0 0 Yes . 0 0 0 O Q 0 0 C?.0 0.0 0.0 0.0 196.0 64.9 261.0 339.1 4 0 0 4 0 0 Q No . 0 0 TOO; 0 0 Yes' . 0.0 0 . . a o' D 0 0.0 . 0 0 0.0 0.0 0.0 196.0 64.9 261.0 339.1 3 2 0 4 A 0 0 No:: l . 0 0 , 100:;: 0 0 Yes 0 0 0 D fl" 0 0 0.0 4 Oi I 0.0 0.0 0.0 196.0 64.9 261.0 339.1 f No . 100' 0 0 No . 0 0 0 0 0 " 0 0i •0 0.0 0.0 0.0 196A 64.9 261.0 339.1 1 0 4 0 0 0 . 0.0 . . , • . T-._ , - Footing Size req'd 65.2 ft2 = 8.1 ft x 8.1 ft .Note. 1. Pu is a maximum of 1.4D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever WO 3 Edge Column w/ Cantilever ~ 4 Interior Column and Exterior Column wo/ Cantilever 1 2 x ¢ tom} V- x o.f S , ~E;k - b F71 L1 I gw bu_ ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 7.10 Date: 1111/2005 Time: 11:38:40 AM File: FinalStage ~-T p 1- PROJECT TITLE Four Season Hotel (7083) 1.1 DESIGN STRIP Transfer Beam 7PT-6 2 - MEMBER ELEVATION - I i [ft] 1425 31.00 7.01 I I j I I I ~ 3 - TOP REBAR 3.1 User selected - - 32User selected ; 11 3.3 ADAPT selected 3.4 ADAPT selected (,D7#9X12V I??7#9X1ir6° 4.2 T,,N .qN PROFILE r ' 4,3 CGS Distance [in] -21.00 -12.05 -4.00-4.00 -48.33 -4.004.081-9® jai 0 kips] I810 kips] 1810 kips) 4.5 Force 5 - BOTTOM REBAR - 5.1 User selected - - - -----------J 5.2 User selected - 5.3 ADAPT selected 5.4 ADAPT selected l 3 6#9X14'6" 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max in2 d 3. i 5.18 6.15 5.18 re requ provided 0. I- 6.2 Bottom Bars maX 0.00 - 5.75 0.00 7 - SHEAR STIRRUPS _ _ 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing [n] d - - 7.2User-selected - - Bar Size # Legs: 7.3 Required area 02~ - [in2lft] 0 --m _ 0c O.Oadd - - 0 .07 .81 $ - LEGEND -A Stressing End I Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACI-02 fc = 5 ksi fy = 60 ksi (longitudinal) fy = 60 ksi (shear) (pu = 270 ksi 9,2 Rebar Cover: Top = 1 In Bottom = 1 in Rebar able: ASTM • US Customary bars (Non-redistributed Moments) ft 9.3 Stressing: fpi _ .8 fpu ' 9.4 Strand Area = .153 in2 j 10 - DESIGNER'S NOTES +tr 3UL (1 O APT ~ ADAPT CORPORATION I STRUCTURAL CONCRETE SOFTWARE SYSTEM I 1733 Woodside Read, Suite 22C, Redwood City, California 94061 I ADAPT-PT FOR POST-TENSIONED BEAM/SLAB DESIGN I Version 7.10 AMERICAN (ACI 318-D2/IBC-03) I I ADAPT CORPORATION - Structural Concrete Software System I ( 1733 Woodside Road, Suite 220, Redwood City, California 94061 I ( Phone: (650)306-2400, Fax: (650)364-4678 I Email: SupportOAdaptsoft.com, Web site: http://www.Adapteoft.com I DATE AND TIME OF PROGRAM EXECUTION: Nev 1,2005 At Time: 11:38 PROJECT SILL: FinalBtage P R O J" CT T I T L E: Four Season Hotel (7083) Transfer Be- 7PT-6 1 - USER SPECIFIED F. v :3? P I F'.'." - 7 e P. - CONCRETE: STRENGTH at 28 days, for BEAMS/SLABS 5000.00 psi for COLUMNS 5000.00 Pei MODULUS OF ELASTICITY for BEAMS /SLABS 4030.50 ksi for COLUMNS 4030.50 ksi CREEP factor for deflections for BEAMS/SLABS 2.00 CONCRETE HEIGHT NORMAL SELF WRIGHT 150.00 pcf TENSION STRESS limits (multiple of (f'o)1/2) At TOP At Bottom COMPRESSION STRESS limits (multiple Of (f'c)) At all location. REINFORCEMENT: YIELD Strength Minimum Cover at TOP Minimum Cover at BOTTOM POST-TENSIONING: SYSTEM Ultimate strength of strand Page 2 (FinnlStage) 6.000 6.000 .450 60,00 ksi 1.00 in 1.00 in UNBONDID 270,00 ksi ADAPT-pT V- 7.10 ACI-02 Average ctive at.... in strand. (final) 175.00 ksi Strand area .effe................ .153 in^2 Min CGS of tendon from TOP 1.00 in Min CGS of tendon from BOTTOM for INTERIOR spans.. 1.00 i Min CGS of tendon from BOTTOM for EXTERIOR span s.. 1.75 in Min average prscompraeaion 125.00 psi Max spacing between strands (factor of slab depth) 8,00 Tendon profile type and support width............. (see section 9) ANALYSIS OPTIONS USED: Structural eyatem WEAN Moment of Tnertia war ..Ppart is NOT INCREASED Moment' REDUCRD to face of support YES Lisdtid plaatifimtian .11 ..d(momente redistributed) NO consideration YES Effective flange width Effective flange width implementation method ACI-318 2- I N P U T G E O M E T R Y 2.1,1 PRINCIPAL SPAN DATA OF UNIFORM SPARS 5 FI I I TOP IBOTTOMAUDOLEI I P 01 I 1 FLANGE 1 FLANGE l REF I MULTIPLIER A RI LENG7 WIDTH DEPTHI width thick.: width this-k.{HEIGETI left right N MI ft 1 in in I in in I in in I in I _1----- 3___-4-------- 6------- 7------ e------ 9------ 10---- 11----- 12---- 13_ C 2 14.25 48.00 54.DO SBO.DO 8.50 .OD ,50 .50 1 2 31.00 48.00 54.00 160.00 B. 50 .00 .50 50 C 2 7.00 48.00 54.00 180.00 8.50 00 .50 .50 LEGEND: 1 - SPAN 3 - FORM C - Cantilawr 1 w Rectangular section 2 m T or Inverted L section 3 = I section 4 Extended T or L section 7 w Joist B Raffle 11 - Top surf... to reference line 2.1.3 EFFECTIVE WIDTH DATA OF UNIFORM SPANS SPAN EFFECTIVE WIDTH in page 3 CL 1 CR (FinalStage) 48.00 93.00 48.00 ADAPT-PT V- 7.10 ACI-02 W W 2.2 - S U P P O R T W I D T H A N D C O L U M N D A T A SUPPORT LOWER COLUMN UPPER COLUMN WIDTH LENGTH a(D IA) D CBC• LENGTH 3(DIA) D CBC• JOINT in ft in in ft in 2--------- 3------- q-_____--------- 7______-_ 8 8_______9____10___ 1 24.00 10.00 24.00 24.00 (1) 10.00 24.00 24.00 (1) 2 24.00 10.00 24.00 24.00 (1)' 10.00 24.00 24.00 (1) -THE COLUk44 BOUNDARY CONDITION CODES (CRC) Fixed at both ends ...(STANDARD) - 1 Hinged at near and, fixed at far and - 2 Fixed at Dear and, hinged at far and - 3 Fixed at near and, roller, with rotational fixity at far end - 4 3- I N P U T A P P L I E D L 0 A D I N G <___CLASS TYPE > D - DEAD LOAD U - UNIFORM P - PARTIAL UNIFORM L = LIVE LOAD C -'CONCENTRATED M - APPLIED M@)cTT Li- LINE LOAD SW. SELF WEIGHT Computed from geometry input and treated as dead loading Unit self-ight W = 150.0 pcf Intensity ( From To I ( M or C ...At) Total on Trib SPAN CLASS TYPE k/ft^2 ( ft ft 1 (k-ft or k ...ft) k/ft _1----- 2------ 3-------- 4____--___-g___Y. 7------- 8--------- 9____-_ CANT L U .080 .00 14.25 1.200 CANT L C 10.00 .00 CANT D U .012 .00 14.25 .180 CANT D C 26.00 .00 CANT SW U .00 14.25 3.869 Page 4 (FinalStage) ADAPT-PT V- 7.10 ACI-02 1 L U .080 .00 31.00 1.200 1 L C 80.00 15.00 1 0 U .012 .00 31.00 .180 1 D C 341.00 15.00 1 SW U .00 31.00 3.869 CANT L U _ .080 .00 7.00 1.200 CANT L C 116.00 5.00 CANT D U .012 .00 7.00 .180 CANT D C 387.00 5.00 CANT SW U ,00 7,00 3.869 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING j UNIFORM (k/£t^2), ( CON. Or PART. ) ( M O M E N I ) SPAN CLASS TYPE LINE(k/ft) ( k@ft or ft-ft ) ( k-ft N ft ) -1 2--- 3--- 4------------ 5------- 6----------- CANT L U ,080 CANT L C 10.00 .00 CANT D U .012 CANT ❑ C 26.00 .00 1 L U .080 1 L C 80.00 15.00 i D U .012 1 D C 341.00 15.00 CANT L U .060 CANT C 116.00 5.00 CANT D 0 .012 CANT D C 387.00 5.00 NOTE: SELEWEIGHT TNCLUSTON REQU IRED 4- C A L C U L A T E D S E C T I O N P R O P E R T I E S 4.1 For Uniform Spans and Cantilevers only Tributary Width Effective Width > SPAN AREA Yb Yt b e££ I Yb Yt in^2 an in in in^4 in __1__ _____2___________3_____ ____4__-_ _-___5____ ____6___________7______ 8- _ 8_...- CANT. 3714.00 33.87 20.13 48.00 .6299E+06 27.00 27.00 1 3714.00 33.87 20.13 93.00 .8047E+06 29.93 24.07 ?ago 5 (Finalstage) ADAPT-PT V- 7.10 ACI-02 CANT. 3714.00 33.87 20.13 48.00 ,6299E+06 27.00 27.00 Note: = Span/Cantilever is Nonunifora., see block 4.2 5 - D E A D L O A D M O M E N T S, SHEARS L R E ACT I O N S < 5.1 S P A N M O M E N T S (k-ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)• Midspan M(r)' SH(1) SH(r) _1--------- 2-_----------- 3--------------- 4-------------- 5----------- 6_______ W O CANT -411.07 83.69 1 -642.96 1695.55 -2053.66 -193.25 273.26 CANT -2034.19 -415.34 Note: * - Centerline moment. JOINT < 5.3 REACTIONS (k) > 5.4 COLUMN MOMENTS (k-ft) __I--------------- 2---------------- Lower column e____Upper columns----- 1 276.94 -115.94 -115.94 2 688.60 9.73 9.73 6- L I V E L 0 A D M O M E N T S, S H E A R S 6 R E A C T I 0 N S 6,1 L 1 V E L O A D SPAN MC ILWTS (k-ft) end SHEAR FORCES (k) lefts madspan right* <--SHEAR FORCE--> SPAN max In min max min left right max _1------- 2--------- 3-------- 4-------- 5--------- 6--------- 7-------- 8-------- 9__ CL -121.84 27.10 1 -165.32 -165.32 366.60 366.60 -589.77 -589.77 -46.20 71.00 CR -609.40 - -124.40 Note: Centerline momenta 6.2 REACTIONS (k) 6.3 COLUMN MOMENTS (k-ft) LOWER COLUMN UPPER COLLZiN page 6 (Fi-IStage) ADAPT-PT V- 7.10 ACI-02 JOINT max nmx max min min min __1----------- 2---------- 3____________4__________5____________8__________7____ 1 73.30 .00 .00 -21.74 .00 -21.74 2 195.40 .00 .00 -9.81 .00 -9.81 Note: Block 6.1 through 6.3 values are maxima of all skipped loading 7- M O M E N T S REDUCED TO FACE-GF-SUPPORT 7.1 R E D U C E D DEAD LOAD MOMENTS (k-ft) SPAN left- midspan right* _-1--------------- 2------------- 3------------- 4___--_________________--_______ CANT -355.42 1 -451.75 1695.83 -L782.50 CANT -1620.83 Not.: * - Face-of-support 7,2 R E D U C E D LIVE LOAD MOMENTS (k-ft) left* midapan rights mar min SPAN max min in mar _1---------- 2---------- 3----------- 4---------- 5----------- 6---------- 7__. CL -105.33 1 -119.75 -119.75 366.58 366.58 -519.33 -519.33 CR -A85.58 Note: • ~ fees-o£-support 8 - SUM OF DEAD AND LIVE MOMENTS (k-ft) Maxima of dead load and live load open momenta combined for serviceability checks ( 1.OODL + 1.00LL ) left- -dspan right- max min SPAN max min mar. nin _1---------- 2---------- ,3----------- 4---------- 5----------- 6---------- 7-_. CL -460.75 page 7 (FinalStage) ADAPT-PT V- 7.10 ACI-02 1 -571.50 -571.50 2062.42 2062.42 -2301.83 -2301.83 CR -2106.42 Nate: * - fees-of-support 9 - SELECTED POST-TENSIONING FORCES AND TENDON PROFILES 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 - reversed parabola 2 = simple parabola with straight portion over support 3 ~ harped tendon ear Cantilever: 1 e aisg,le parabola 2 - partial parabola 3 - harped tendon W 9.2 T E N D O N P R O F I L E TYPE X1/L X2/L X3/L A/L 1-------- 2---------- 3---------- 4------ 5-- CANT 3 .050 1 - 3 .050 .483 .050 .000 CANT 3 .050 9.3 - SELECTED PCST-TENSIONING FORCES AND TENDON DRAPE Tendon editing mode selected: FORCE SELECTION SELECTED VALUES > CALCULATED VALUES FORCE DISTANCE OF CGS (in) P/A Wba1 Wbal SPAN (k/-) Left Center Right (psi) (k/-) (4DL) --1---------- 2--------- 3-------- 4-------- ,5----------- 6----- 7---- E-- CANT 910.000 -21.00 -4.00 218,D9 5.916 101 1 610,000 L4.D0 -50.00 -4.00 218.09 13.663 92 CANT 810.000 -4.00 -27,00 218.D9 32.047 54 page 8 (Finalstage) ADAPT-PT V- 7.10 ACI-02 Approximate seight of strand 890.6 LB 9.5 R E Q U I R E D MINIMUM POST-TEN S I O N I N G FORCES (kips) BASED ON STRESS CONDITIONS RASED ON MINIMUM P/A SPAN LEFT- CENTER RIGHT- LEFT CENTER RIGHT --I---------- 2---------- 3---------- 4--------------- 5--------- 6--------- 7---- CANT .00 464.25 1 .00 403.50 526.83 464.25 464.25 464.25 CANT 794.90 464.25 Nota= * - face-of-suppott 9.6 S E R V I C E 9 T R E S S E 5 (psi) (tension ahem positive) L E F T* C E N T E R R I G H T - SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM -1---------- 2--------- 3------------- 4--------- 5------------- 6--------- 7-___ CANT -525.37 89.19 1 -432.70 48.66 -332.91 -75.38 208,09 -747.81 CANT 411.73 -647,92 Note: - = face-of-support 9.7 POST-TENSIONING B A L A N C E D M O M E N T S, SHEARS 6 REACTIONS S P A N MOMENTS (k-ft) SPAN SHEARS (k ) SPAN left* midspan right- SE(1) SH(r) __I--------- 2-------------- 3-------------- 4--------------- 5---------- 6-_____ CANT 1058.33 84.30 L 1169.17 -1742.50 1115.00 2.43 2.43 CANT 881.67 224.30 Note: + face-e£-support <--REACTIONS (k 1--> COLUMN MOMENTS (k-ft) -Joint 2----------------- L.- columns-----Upper columns----- 1 -2.426 44,667 44.667 2 2.426 -42.275 -42.275 Page 9 (Fi-1stage) ADAPT-PT V- 7,10 ACT-02 10 - F A C T O R E D M O M E N T S C. R E A C T I O N S Calculated as ( 1.200 + 1.60L 1 1.0D secondary moment e£fecta) 10.1 FACTORED DESIGN MOMENTS (k-ft) left- nidspan right- max SPAN max min max min min _I---------- 2---------- 3----------- q---------- 5----------- 6---------- 7_____ CL -595.03 1 -644.53 -644.53 2708.10 2708.10 -2885.27 -2585.27 OR -2721.93 Note: * - face-ef-support 10.2 SECONDARY MOMENTS (k-ft) SPAN left- midepa,n right- -1 2---------------- 3---------------- 4_______- 1 89.17 86.92 84.67 Note: * - Eace-of-support 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k-£t) (k) LOWER column UPPER column maY min JOINT max ,in mar. in I_._------ _I-----___--a--------------------- 4----------- 6____-____---_--- W C) `41 1 447.13 329 .85 -94.43 -129.22 -94.43 -129.22 2 1141.39 -828.75 -30.59 -46.30 -30.59 -46.30 11 - M I L D S T E E L SPECIFIC CRITERIA for ONE-WAY or BEAM SYSTEM - Mini- Steel 0.004A - Moment capacity > feet orgd (design) mcwwnt support out-off length for minimum steel (1*ngth/span) .17 Page 10 (Finalatagq) ADAPT-PT V- 7.10 ACI-02 Span out-off length for minimum steel llangth/span) .33 Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in REINFORCEMENT based on NO REDISTRIBUTION of factored momenta 11.1 TOTAL WEIGHT OF REBAR n 1332.8 lb AVERAGE 1.7 psi TOTAL AREA COVERED 783.75 ft^2 11.2.1 S.T E E L AT MI D- S PAN T O P B O T T O M A. DIFFERENT REBAR CRITERIA AS DIFFERENT REBAR CRITERIA SPAN (in^2) <---ULT----- MIN- -D+.25L-> (in^2) __I...... E-------- 3------- 4------- 5----------- 6--------- 7------- 9_______9____ 1 .00 ( .00 .00 .00) 5.75 ( .00 5.75 .00) 11.3.1 5 T E E L A T S U P P O R T S T 0 2 B 0 T T 0 M As DIFFERENT REBAR CRITERIA AS DIFFERENT REBAR CRITERIA JOINT (in^2) <---ULT----- MIN--D+.25L-> (in^2) <---ULT----- MIN--DM.25L-> __I------ 2--------- 3------- 4------- 5----------- 6--------- 7----_-8------- 9____ 1 6.15 ( .00 6.15 .00) .00 1 .00 .00 .00) 2 6.15 ( .00 6.15 .00) .00 1 .00 .00 .00) 12 - S H E A R D E S I G N FOR BEAMS AND ONE-Why SLAB SISTEMS LEGEND : Concrete NORMAL weight (full shear, allowed for) d - valsse of d used in shear equations N46 = spacings of two-legged 44 stirrups, Ify- 60000, psi) * -1 no Stirrups are required Mu Vv factored moments and shears (secondary moment effects included) CASES Ve e 1 ACI shear equations govern 2 gun Permissible value of 2(fc)^1/2 governs 3 maz Permissiblq value of WWI/2 goVoras AV = 1 n0 reinforcement required 2 min reinforcement required, for beams only 3 stirrup required by analysis page 11 (£inalStage) ADAPT-PT V-_7.10 ACI-02 Note: for LEFT CANTILEVER (i£ any) X%L- 0.00 is at tip of cantilever, and X/L= 1.00 is at first support LEFT CANTILEVER LENGTH = 14.25 ft (Net Span Prom .00 to 13.25 ft ) X d Vu X/L ft in k -_1_____2------- 3------- 4--__ .DO .00 43.20 .00 .05 .71 43.20 -4.83 .10 -143 43,20 -9.66 .15 2..14 43.20 -14.49 .20 2.85 43.20 -19.32 .25 3.56 43.20 -24.15 .30 4.26 43.20 -28.98 .35 4.99 43.20 -33.81 .40 5.70 43.20 -38.64 .45 6.41 43.20 -43.47 .50 713 43.20 -46.30 .55 7..84 43.20 -53.13 .60 6,55 43.74 -57.96 .65 9,26 44.63 -62.79 .70 9.97 45.53 -67.62 .75 10.69 46.42 -72.45 .60 11.40 47.32 -77.28 .85 12.11 48.21 -82.10 .90 12.83 49.11 -86.93 ,95 13.54 50.00 -91.76 1.00 14.25 50.00 -143.79 Mu RATIO AV 4 4Q CASES 1-ft "Phi V. in^2/ft in Vc Av RE u^ 6------ 7------ 8----- 9_10------ 11-___ .00 .00 .00 11 12 1) -1.72 .01 .00 43 1) -6.88 .02 .00 + • 13 1) -15.49 .03 .00 • (3 1) -27,53 .04 .OD (3 1) -43.01 .04 .00 * (3 1) -61.94 .05 .00 • 43 1) -84.31 .06 .00 (3 1) -110.12 .07 .00 • • (3 1) -139.37 .00 .00 (3 1) -172.06 .09 .00 (3 1) -208.1.9 .10 .00 • (3 1) -247.77 .10 .00 13 11 -290,78 .11 .00 • (3 1) -337.24 .12 .00 • (3 1) -387.13 .12 .00 43 1) -440,47 i3 .00 • (3 1) -497.24 .13 .00 (3 1) -557.4.6 .14 .00 (3 1) -621.12 -668.23 SPAN 1 LENGTH - 31.00 ft (Net span from 1.00 to 30.00 ft x d VU M] RATIO AV 4 46 CASES X/L ft I. k k-ft Vu/Phi*Vc in^2/ft In V. AV REMARKS __1----- 2------- 3------- 4--_------- 5------- 6------ 7------ 8----- 9_10------ 11-___ ,00 00 50.00 -305.66 -946.73 .05 1..55 50.00 -295.15 -481.09 .46 .00 (3 1) .10 3.10 44.69 -264.65 -31.74 .50 .07 24.0 (3 2) EEAMS ONLY .15 4.65 43.20 -274.14 401.32 .50 .00 (3 1) .20 6.20 43.20 -263.64 818.09 .48 .00 (3 1) .25 7.75 43.20 -253.13 1218.58 .46 .00 (3 1) W 30 9.30 43.20 -242.63 1602.79 .44 .00 • (3 1) 35 10.85 43,20 -232.11 1970,74 .44 .00 * (1 1) 40 12.40 43.20 -221.60 2322.39 .50 .07 24.0 (1 2) BEAMS ONLY Page 13 (FinalStage) ADAPT-PT V- 7.10 ACI-02 13 - MAXIMUM S P A N D E F L E C T 1 0 N S Concretes modulus of elasticity Ec - 4030.50 ksi Creep factor K = 2.00 Ieffectiw/Igrass...(due to cracking).......... E a 1.00 where str=aws exceed 6.D(fc')^1/2 cracking of section is allowed for. Values in parenthesea are (span/aax deflection) ratios DEFLECTION ARE ALL 32.7 inch", DOWNWARD POSITIVE > SPAN DL DL-PT DL+PT+CREEP LL DL+PT+LL+CREEP _1------ -2-------- 3----------- 4--------------- 5--------------- 6______ CARL -.05 -.D8 -.23( 747) -.01(22166) -.24( 723) 1 .05 .01 .02(22576) .01(36716) .03(13980) CANR .02 .02 .05( 1546) .01(10230) .06( 1344) Page 12 (Finaletage) ADAPT-PT V- 7,10 ACI-02 .45 13.95 46.49 -211.10 .50 15.50 48.33 336.61 .55 17.05 43.40 347.11 .60 18.60 43.2D 357.62 .65 20.15 43.20 368.12 .70 21.7D 43.20 378,63 .75 23.25 43,20 389.13 .80 24.80 43.20 399.65 .85 26.35 43.20 410.16 .90 27.90 45.07 420.66 .95 29.45 50.00 431.17 1.00 31.00 50.00 441.67 2657.69 .49 .00 2708.10 .55 .06 •24.0 2178.29 .63 .07 24.0 1632.09 .65 .07 24.0 1069.66 .67 .07 24.0 490,93 .69 .07 24.0 -104.09 .71 .07 24.0 -715.40 .73 .07 24.0 -1342.99 .75 .07 24.0 -1986.86 .73 .07 24.0 -2647.07 .68 .06 24.0 -3323.52 (1 1) (3 2) BEAMS ONLY (3 2) BEAMS ONLY (3 2) BEAMS ONLY (3 2) BEAMS ONLY (3 2) BEAMS ONLY (3 2) BEAMS ONLY (3 2) BEAMS ONLY (3 2) BEAMS ONLY (3 2) BEAMS ONLY (3 2) BEAMS ONLY RIGHT CANTILEVER LENGTH = 7,00 ft (Net span from 1,00 to 7.00 ft ) X d VO Mu RATIO Av N 4E CASES X/L ft in k k-ft Vu/Phi•VC in"2/ft in V. Av REMARKS __1----- y------- 3------- 4---------- 5------- 6------ 7------ g----- g_1p__-___ .00 .00 50.00 -697.45 -3416.08 .05 .35 50.00 -695.07 -3172.41 .10 .70 48.79 -692.71 -2929.46 .15 1.05 47.58 -690.33 -2687.46 1.14 .51 9.4 (3 3) .20 1.40 46.37 -687.96 -2446.31 1.17 .56 8.5 (3 3) .25 1.75 45.16 -685.59 -2205.56 1.19 .65 7.3 (3 3) .30 2.10 43.95 -683.22 -1966.38 1.22 .75 6.4 (3 3) .35 2.45 43.20 -680.84 -1727.71 1.24 .81 5.9 (3 3) .40 2.8D 43.20 -678.46 -1469.78 1.23 .79 6.0 (3 3) .45 3.15 43.20 -676.10 -1252.74 1.23 .78 6,2 (3 3) .50 3.50 43.20 -673.72 -1016,52 1.23 .76 6.3 (3 3) .55 3.85 43.20 -671.35 -781.13 1.22 .75 6.4 (3 3) .60 4.20 43.20 -668.96 -546.57 1.22 .74 6.5 (3 3) .65 4.55 43.20 -666.61 -312.84 1.21 .72 6.7 (3 3) .70 4.90 43.20 -664.23 -79.95 1,21 .71 6.8 (3 3) ,75 5.25 43.20 -11.66 -10.38 .02 .00 • (3 1) .80 5,60 43.20 -9.49 -6,64 .02 .00 (3 .85 5.95 43.20 -7.12 -3.74 .01 .00 (3 1) .90 6,30 43.20 -4.74 -1,66 .01 .00 (3 1) ,95 6.65 43.20 -2.37 -.41 .00 ,00 * (3 1) 1.00 7.00 43.20 -2.37 -.41 .01 ,00 (2 1) W O 00 X PT BEAM DESIGN - FINAL STAGE Considering 100%DL + 25%LL For Mild Steel C 309 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 0 0 2PT-1 Final Stage, Considering DL+25%LL For Mild Steel W3 PROJECT: Four Seasons Resort, Vail, Colorado PROJECT # 7083 CALCULATED BY: DATE: Apr-06 C25 Page 3 (FinalStage) ADAPT-PT V- 7.10 1 (k) LOVER col umn UPPER column JOINT max min max min max min -1---- ------2------- ---3---- -------4------ ----5-------- ---6----------7----- 1 -14.92 -18.79 43.45 21.01 36.21 17.50 2 439.66 247.82 -105.77 -505.90 .00 .00 3 182.11 100.35 73.18 8.85 60.99 7.38 310 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 OF' 2PT-1 Final Stage, Considering DL+25%LL For Mild Steel PROJECT: Four Seasons Resort, Vail, Colorado PROJECT # 7083 CALCULATED BY: DATE: Apr-06 ADAPT -STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Vets ion 7.10 Date:5d21200B Time:10:35:43AM File: FinalStage 1- PROJECT TITLE Four Season Hotel (7083) 1.1 DESIGN STRIP Transfer Beam 2PT-1 2- Ift] MEMBER ELEVATION ~"'1 19m lJ ~1 2S25 Tw I 1 3 - TOP REBAR 3.1 User selected 3.2 User selected r-----------------------------------r 3.3ADAPTselected Q4119xrsn• 3AADAPTselected Qt M)2rr,• t 3ygpgg• j_iDaFNm~ON PROFILE -9 -6 .30 43 CGS Distance r'm] 45 Force p lea KM p t8a Km 6 - BOTTOM REBAR 5.1 User selected L_________________________________ r r 53 User selected 5.3 ADAPT selected 6~i, w9DCMTr 3 ts9xso 5.4ADAPTselected e {5~5A9X225• 6 - REQUIRED &PROMDIED BARS 6.1 Top Bars un 386 7 { [ inj 411 requ"ued on prrnnded 5 6.2 Bottom Bars max 0A2 936 7 - SHEAR STIRRUPS 7.1 ADAPT selected BarSize #4 Legs:2 Spacing [in] 0 311 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 3PT-1 Final Stage, Considering DL+25%LL For Mild Steel C3 0 ~,C i :~Z+ C11 PROJECT: Four Seasons Resort, Vail, Colorado PROJECT # 7083 CALCULATED BY: DATE: Apr-06 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k-ft) (k) LOWER column UPPER column JOINT max min max min max min -1--- -------2------ ----3------- ----4-- --------5---- -------6--- -------7----- 1 785.68 424.88 .25 -380.15 .25 -380.15 2 339.60 194.80 213.70 -46.83 213.70 -46.83 312 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 Ad 3PT-1 PROJECT: Four Seasons Resort, Vail, Colorado Final Stage, Considering DL+25%LL For Mild Steel PROJECT # 7083 CALCULATED BY: DATE: Apr-O6 ADAPT-STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT--PT Version 7.10 Date: 5t2Q006 Time: 1t7:41.41AM File_FinalStage 1- PROJECT TITLE Four Season Hotel (7083) 1.1 DESIGN STRIP Transfer Beam 3PT-1 2 -MEMBER ELEVATION 0 [gl 32.m 3 - TOP REBAR 3.1 User selected 32 Userselected r------------------------------------------------------------------------------- 3.3 ADAPT selected 3.4ADAPTselected t~~C6E: 6r/94C8G `4i DTaOMN PROFILE 43 CGS Distance rinj - 45 Force p3snt¢sj 5 - BOTTOM REBAR r 5.1Userselected 52 User selected L------------------------------- - 5.3ADAPTselected 5.4ADAPTselected ~1~t'0• • 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars 613 S t5 [ inj 3 required provided a- 6- 9- 62 Bottom Bars 12- max 10.61 7 - SHEAR STIRRUPS 7.1 ADAPT selected. BarS¢e#4 Legs:2 Spacing rinj -,yr ■ 0 313 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 r:m~ O 0 5PT-1 Final Stage, Considering DL+25%LL For Mild Steel C28 PROJECT: Four Seasons Resort, Vail, Colorado PROJECT # 7083 CALCULATED BY: DATE: Apr-06 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k-ft) (k) LOWER column UPPER column JOINT Max min max min max min -1----------2----------3-----------4-- --------5-----------6-- --------7----- 1 548.65 378.09 -267.37 -592.97 -267.37 -592.97 2 838.63 574.95 701.60 309.07 701.60 309.07 314 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 5PT-1 PROJECT: Four Seasons Resort, Vail, Colorado Final Stage, Considering DL+25%LL For Mild Steel PROJECT # 7083 CALCULATED BY: DATE: Apr-06 ADAPT - STRUCTURAL CONCRETE SOF FWARE SYSTEM ADAPT-PT Version 7.10 Date:6rd2DW Time:1933:31AM Fde:FinalStage 1- PROJECT TITLE Four Sea sort Hotel (7183) 1.1 DESIGN STIR F Transfer Beam 5PT-1 2- MEMBER ELEVATION [n] 0 te.2s I 3 - TOP REBAR r---- " 3.1User selected r-'-------'-'---'----" 3.2 User selected 2.3 ADAPT selected 3.4 ADAPT selected (Den in- {]i2 ax9xiyEr 42 Da mZiON PROFILE 4.3 CGS Distance [in] - 45 Force gSiSipa] 5 - BOTTOM REB4R 5.1 Userselected r'-------'---'------'------- - 52 User selected 5.3 ADAPT selected 5.4 ADAPT selected ( 2W9xtse • 6- REQUIRED &PROVIDED BARS 6.1 Top Bars max t.t2 [ inj p➢ required provided t8 62 Bottom Bars 2t max 23.74 7 - SHEAR STIRRUPS 7.1 ADAPT s ele cted. Bar S¢e#4 Legs:2 Spacing (in] r X~~ 315 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 ra 5PT-2 Final Stage, Considering DL+25%LL For Mild Steel PROJECT: Four Seasons Resort, Vail, Colorado PROJECT # 7083 CALCULATED BY: DATE: Apr-06 C6 0 5131 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k-ft) (k) LOWER column UPPER column JOINT max min max min max min -1----------2----------3-----------4-- --------5----- ------6----------7----- 1 378.67 224.36 .00 .00 .00 .00 2 442.04 261.88 .00 .00 .00 .00 316 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 5PT-2 PROJECT: Four Seasons Resort, Vail, Colorado Final Stage, Considering DL+25%LL For Mild Steel PROJECT # 7083 CALCULATED BY: DATE: Apr-06 ADAPT-STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version?-10 Date:5112005 Time:1124:25AM Fi1cFinalStage 1- PROJECT TITLE Four Season Hotel (7083) 1.1 DESIGN STRIP Transfer Beam 5PT-2 2 -MEMBER ELEVATION [~1 az.m 3 - TOP REBAR r------- " 3.1 User selected 3.2 User selected r------------------------------- 3.3 ADAPT selected 3.4ADAPTselected~ s#9ocgs ~y 42 Daji ,2neN PROFILE 43 CGS Distance [in] - 45 Force PWOKIP4 6 - BOTTOM REBAR r-------------------------------- 5.1 User selected ` . r 5.2 User selected L ' 5.3 ADAP T s ele cted 5AADAPTselected 3 12#9x3t'Q 6 - REQUIRED & PR OMDED BARS 6.1 Top Bars 6D 5.25 [ ina 311 o n required _ provided 3 6- FJ I I 6.2 Bottom Bars 1 max 11.17 7 - SHEAR STIRRUPS 7.1 ADAPT selected. BarSize #4 Legs:2 Spacing [in] 2 0 317 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 19 5PT-3 Final Stage, Considering DL+25%LL For Mild Steel PROJECT: Four Seasons Resort, Vail, Colorado PROJECT # 7083 CALCULATED BY: DATE: Apr-06 C6 C28 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k-ft) (k) LOWER column C-- UPPER column JOINT max min max min max min -1----------2----------3-----------4----------5-----------6----------7----- 1 372.84 219.77 -28.53 -260.93 -28.53 -260.93 2 439.12 257.84 285.63 33.50 285.63 33.50 0 318 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 5PT-3 PROJECT: Four Seasons Resort, Vail, Colorado Final Stage, Considering DL+25%LL For Mild Steel PROJECT # 7083 CALCULATED BY: DATE: Apr-06 ADAPT-STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 7.10 Date:5d2ta005 Tene:11:27:48AM File: FinalStage 1- PROJECT TITLE Four Season Hotel (7083) 1.1 DESIGN STRIP Transfer Beam 5PT-3 2 -MEMBER ELEVATION [t] .m 3 - TOP REBAR 3.1 User selected 32 Userselected r------------------------------- 4------------------------------- 3.3 ADAPT selected 3.4ADAPTselected QsvSOCSe }57e9Drse l2 Da .Y N PROFILE 43 CGS Distance [m] 45 Force h rsseQal 6 - BOTTOM REBAR 5.1 User selected L_ r------------------------------- 52 User selected ----------------------------------------------------i 5.3 ADAPT selected r~ 5.4ADAPTselected O13t aw i 6 - REQUIRED &PRO\r1DED BARS max 6.1 Top Baas sn r [ o required i proarided 8 12 - t32 Bottom Bars tr mac t2.5t 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #4 Legs:2 =E=F TF 11[i Spacing [in] - tr4 l2i 0 319 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 0 0 7PT-1 Final Stage, Considering DL+25%LL For Mild Steel C31 PROJECT: Four Seasons Resort, Vail, Colorado PROJECT # 7083 CALCULATED BY: DATE: Apr-06 C10A t ,~i~.+z+rc b. C~ PH 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k-tt) (k) LOVER column UPPER column JOINT Max min max rnin -1----------2----------3-----------4----------5-- 1 243.49 162.21 -78.50 -192.99 2 371.35 272.79 212.50 116.23 max min ---6---------- 7----- -78.50 -192.99 212.50 116.23 320 NISHKIAN MENNINGER A 0 0 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 7PT-1 PROJECT: Four Seasons Resort, Vail, Colorado Final Stage, Considering DL+25%LL For Mild Steel PROJECT # 7083 CALCULATED BY: DATE: Apr-06 ADAPT -STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 7.10 Date:M212006 Time:11:37WAM Fle Fina[Stage 1- PROJECT TITLE Four Season Hotel (7083) 1.1 DESIGN STRIP Transfer Beam 7PT-1 2 -MEMBER ELEVATION [ft] 3 - TOP REBAF 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4ADAPT selected 42 D%m-C2N PROFILE 43 CGS Distance [in] 4.5 Force 5 - BOTTOM REBAR 5.1 User selected 52 Userselected 5.3 ADAPT selected 5.4ADAPT selected r----"--'--"-------------'------------- --T--------'-''"i (Q-1 NRXMSI D7#9X225' r ----------------------------------------------------------------7-------______----~ r ------------r-----------------~ Q!419)MV 3Q Mxdlml h 6- REQUIRED &PROMDIED BARS 6.1 Top Bars [inj required provided 6.2 Bottom Bars nax 6.95 s 1s r n . 3S on 3 r n na x R ds R,.. 321 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 ~4 0 7PT-2 Final Stage, Considering DL+25%LL For Mild Steel PROJECT: Four Seasons Resort, Vail, Colorado PROJECT # 7083 CALCULATED BY: DATE: Apr-06 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k-ft) (k) C-- LOVER column C-- UPPER column JOINT Max min max min max min -1----------2----------3-----------4----------5-----------6----------7----- 1 239.12 167.76 -93.17 -194.05 -93.17 -194.05 2 351.24 263.88 225.44 141.92 225.44 141.92 0 322 NISHKIAN MENNINGER 10 C CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 7PT-2 PROJECT: Four Seasons Resort, Vail, Colorado Final Stage, Considering DL+25%LL For Mild Steel PROJECT # 7083 CALCULATED BY: DATE: Apr-06 ADAPT -STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT PT Version 7.10 Date:5f2f2005 Time:11:41:30AM File: FinalStage 1- PROJECT TITLE Four Season Hotel (7083) 1.1 DESIGN STRIP Transfer Beam7PT2 2- MEMBER ELEVATION [nl 0 ~ A.sfl tam I 3 - TOP REBAR r 3.1 User selected ----T----------'----~ ----J r'-'---------------'_-----_'_---__'_______'_---" 3.2 User selected - " 'T-------___--'-'~ ----1---------------' 3.3 ADAPT selected tEiV3X779' (}gpr- 3.4 ADAP T s ele cted z Da r I N PROFILE 43 C&S Distance [in] - 21W . -4131-011 4.5 Force Irs" 6 5 - BOTTOM REBAR r 5.1 Userselected L-------------------------------------------------------------- T--------------- I ' r-------------------------------------------------------------- 5.2 User selected T--------------- 1 ' ~ 5.3 ADAPT selected ~sJ97 XMIS' - 5.4 ADAPT selected iar3x26n- 6- REQUIRED &PROVIDIED BARS e.1 Top Bars m3D 7 s.ts I ini to required provided an 3S 8.2 Bottom Bars ~ n max 6.it o.m 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar S ¢e #4 Legs: 2 spacing [inj . I 0 323 NISHKIAN MENNINGER 0 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 7PT-3 Final Stage, Considering DL+25%LL For Mild Steel PROJECT: PROJECT # CALCULATED BY: DATE: Four Seasons Resort, Vail, Colorado 7083 Apr-O6 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k-ft) (k) LOWER column UPPER column JOINT max min max min max min -1--- -------2------- ---3------ -----4--- -------5------ -----6---- ------'7----- 1 335.39 233.38 -160.05 -321.65 -160.05 -321.65 2 404.65 298.34 386.97 249.90 386.97 249.90 0 324 NISHKIAN MENNINGER A 0 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 7PT-3 PROJECT: Four Seasons Resort, Vail, Colorado Final Stage, Considering DL+25%LL For Mild Steel PROJECT # 7083 CALCULATED BY: DATE: Apr-06 ADAPT-STRUCTURAL CONCRETE SOFrwARE SYSTEM ADAPT-PT Version 7.10 Date: 5/22]06 Time: 120125 PM File FinaiStage 1- PROJECT TITLE Four Season Hotel (7083) 1.1 DESIGN STRIP Transfer Beam 7PT-3 2 -MEMBER ELEVATION 0 Eel t6n0 9130 I 3 - TOP REBAR r-"'--'--"' 3.1 Usersetected --"----""----""--------------"--r -'-"-'--'--'7 - r-------------'_-----'-----_'_-- 3.2 User selected ---_-____-_'-----___-___-_'-_-------_-r----" 3.3 ADAPT selected 3.4ADAPTselected Q aw9XtTV y_ vim 42 Da~_14N PROFILE 43 CGS Distance rm] - 45 Force P~ kP41 P~ KCB 5 - BOTTOM REBAR r_______________________________ 5.1Userselected i_____________7 52 User selected L ----------------------------------------------------7 6-3 ADAPT selected t GMX36E 5.4ADAPTselected 3 a9Xt3T 6 - REQUIRED &PROMDED BARS 6.1 Top Bars Rg 72.5 5.18 E inj + rred p Zj p' d 12 02 Bottom Bars max 13B5 0na 7 - SHEAR STIRRUPS 7.1 ADAPT selected. B ar Size #4 Legs:2 7 Z~ Spacing [in] 70 325 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 7PT-4 Final Stage, Considering DL+25%LL For Mild Steel PROJECT: Four Seasons Resort, Vail, Colorado PROJECT # 7083 CALCULATED BY: DATE: Apr-06 r, 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k-ft) (k) LOWER column UPPER column -1----------2----------3-----------4----------5-----------6----------7----- 1 398.43 276.16 -158.02 -394.42 -158.02 -394.42 2 380.57 264.44 388.92 158.12 388.92 158.12 0 326 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 7PT-4 PROJECT: Four Seasons Resort, Vail, Colorado Final Stage, Considering DL+25%LL For Mild Steel PROJECT # 7083 CALCULATED BY: DATE: Apr-06 ADAPT -STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT- PT Veision 7.10 Date:5f2MOB Time:11:58:MAM File:FinalStage 1- PROJECT TITLE Four Season Hotel (7083) 1.1 DESIGN STRIP Transfer Beam 7PT-4 2 -MEMBER ELEVATION ft [ l S ELM 3 - TOP REBAR r 3-1 User selected 3-2 User selected r------------------------------- 3.3 ADAPT selected 3.4ADAPTselected {~1 MXiZV 2p2nizo* J2 Da13U JON PROFILE 43 CGS Distance rinj - 45 Force [I728k" 5 - BOTTOM REBAR 5.1 User selected L_ 52 User selected L - 5.3 ADAP T s ele cted 5AADAPTselected ( tIs ouw 6- REQUIRED &PROMDIED BARS 8.1 Top Bars a t [ inj to required Ilia 4- premded a- 12- 0.2 Bottom Bars 16 max t t. is 7 - SHEAR STIRRUPS 7.1 ADAPT s elected. BarSize #4 Legs:? Spacing [inj 7.2 User-seleded - Bar Size# Legs: 0 327 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 0 7PT-5 Final Stage, Considering DL+25%LL For Mild Steel PROJECT: PROJECT # CALCULATED BY: DATE: Four Seasons Resort, Vail, Colorado 7083 Apr-06 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS ()C-ft) (k) LOWER column UPPER column -1----------2----------3-----------4----------5-----------6----------7----- 1 241.62 175.88 -182.98 -328.32 -182.98 -328.32 2 232.10 169.84 325.90 184.43 325.90 184.43 328 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 7PT-5 PROJECT: Four Seasons Resort, Vail, Colorado Final Stage, Considering DL+25%LL For Mild Steel PROJECT # 7083 CALCULATED BY: DATE: Apr-06 ADAPT-STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 7.10 Date:5t2 00 Time:11:56:34AM File: FiralStage 1- PROJECT TITLE Four Season Hotel (7083) 1.1 DESIGN STRIP Transfer Beam 7PT-5 2 -MEMBER ELEVATION Iftl sQ.m 3 - TOP REBAR r------------ - " 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4ADAPTselected Q1 mxl2Q TiY9}Ct2o' gg y~ 42 TENQ.0N PROFILE 4.3 CGS Distance [n] - 45 Force puaukps] 5 - BOTTOM REBAR r 5.1 User selected L 5.2 User selected L 5.3 ADAPT selected 5.4 ADAPT selected (~9019X82R 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars m D B.o3 [ inj 35 re qu ire d on provided 4S 6.2 Bottom Bars sn max &10 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #4 Legs:2 Spacing [in] 329 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 10 0 7PT-6 Final Stage, Considering DL+25%LL For Mild Steel PROJECT: PROJECT # CALCULATED BY: DATE: Four Seasons Resort, Vail, Colorado 7083 Apr-O6 Page 2 (FinalStage) ADAPT-PT V- 7.10 A (k) LOWER column C-- UPPER column JOINT max min max min max min -1------ ----2------ ----3----- ------4------ ----5---- -------6----------7----- 1 447.13 329.85 -94.43 -129.22 -94.43 -129.22 2 1141.39 828.75 -30.59 -46.30 -30.59 -46.30 0 330 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 7PT-6 PROJECT: Four Seasons Resort, Vail, Colorado Final Stage, Considering DL+25%LL For Mild Steel PROJECT # 7083 CALCULATED BY: DATE: Apr-06 ADAPT-STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PTVersian7.10 Date_5f2Q006 Time:11~54:43AIW File:FinalStage 1- PROJECT TITLE Four Season Hotel (7083) 1.1 DESIGN STRIP Transfer Beam 7PT-8 2- fit] MEMBER ELEVATION O 1;25 :m 31.03 I I I I 3 - TOP REBAR r-----------'----__----r----"'---'-----_'- ------i 3.1 User selected 32 User selected r-------'-----'--------r------------------------------'------------------r-------'--, 3.3 ADAPT selected ZLMI TS 3.4 ADAPT selected 42 Dam LiQN PROFILE 4.3 COS Distance rmj 45 Force 1610 Km isio k" 1310kps] 5 - BOTTOM REBAR r-----------------"'-- c ----------------------"7----------, &I Userselected L r---------------------- r------------------------------------------------- P'____-----~ 52 Userseleded 5.3 ADAPT selected 53>/9PC164' • tA37C85' 5.4 ADAP T selected h 6 - REQUIRED & PROVIDED BARS t3.1 Tap Bars Max 5.18 T.iS 63? Iinj t required p.. ded p 35 FFTT 62 Bottom Bats max Ono 6.88 aim 7 - SHEAR STIRRUPS ' 7.1 ADAPT selected BarSize #4 Legs.2 Spacing [in) 0 331 Column Loads and Design 332 C- Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 2/A2 21A10 Col. Mark: C1 Col. Size: 16 x 16 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor LL K Trib. Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height _ Area DL1 LL1 Rdc? L1 Rd Area DI-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 0 0 4l "No';= 0.0 :100:; 0 80 No ' 80.0 0 0,0 4 0 fl0: .D 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 0 4 0 t3 , 0 Yesi! 0.0 ! 100'`_ 0 d Yes 0.0 0 O t} f} 0; fl,0 ! 1 0, 0.0 0.0 0.0 0.0 U 0.0 0.0 9 0 4 0 0 0 Yes' 0.0 1 DQ 0 ' 0 No' 0.0 0 0 4, '0 0;; Qa7 : ' 4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8 0 4 0 0 : 0 Yes! 0.0 100 D 0 Yes: ` 0.0 0 0 ? (7; D_D Q ' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7 0 4 0 0 0 ' Yes 0.0 100: 0 0 Yes' 0.0 0 'On 0 O D fl D u 0.0 0.0 0.0 0.0 0.0 OA 0.0 6 0 4 0 . ;Yes 0 0 ' 100 ; 0 0 Yes' 0.0 0 fl 0 0 4!6: 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5 0 4 380 53 2 N i' . 250 0 f 00 0 0 No 0.0 0 D 0 c1 0 0 0 ! 0 0 56.1 95.0 1531 58.1 95.0 153.1 221.8 0 Y . 20 9 ! 100 0 0 Yes 0 0 0 0 t} . 0 D 0 0;0~? 67.3 7.9 75.2 125.4 102.9 228.3 315.2 4 10 4 4 380 380 170 ;52' 4 " esis; Ye " . 18 9 ; 1 Q d Yes' . 0 0 0 0 0 0 D:' 0 Q 0 D 60.4 7.2 67.6 185.8 110.1 295.9 399.2 3 2 10 12 4 320 1 128• . 0 125 s No l' . 125.0 . : 1AQ'; 0 0 Yes' . 0.0 0 0 0 0 0 _ p D. 0 D ; 44.2 40.Q 842 230.0 150.1 380.1 516.2 104 0 0 No. ' 0 0 0 0 41 t} fl: • 0.0 2.7 0.0 2.7 232.7 150.1 382.8 519.4 1 10 4 0 0 0 No 0.0 : . . , -f_._i - - I - 4 Oo0 o Footing Size req'd = 95.7 ft2 = 9.8 ft x 9.8 ft Note 1. Pu is a maximum of 1.4D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever 3 Edge Column w/ Cantilever W 4 Interior Column and Exterior Column wo/ Cantilever W W C- 7 Column Rundown (30 2003 Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 21A4 21A5.3 Col. Mark: C1 Col. Size: 16 x 16 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10118/2005 Floor Floor K LL Trib. Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height _ Area DL1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % 00 (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 0 0 `'0 No 0.0 100 0 80 No 80.0 0 D fl ; II 0. fl.0 '0: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 0 4 0 R : 0 Y t i 0 0 100.; 0 0 Yes 0.0 0 'i 0 0 0 0 0,0 '0'0' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9 0 4 0 Z::: . 0 Yes . 0.0 100 0 0 No 0.0 0 0 t1 0 0 {3:d, 6'' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 0 0 „ 0 Yes 0 0 100 ' Q 0 yes 0 0 0 D D ; 0 Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8 7 0 0 4 0 0 . 0 j Yes . 0 0 100 : . ! 0 0 Yes " . 0.0 D D 0 D D " D:O ! &0 1 _ 0.0 0.0 0.0 0.0 0.0 0.0 4.0 , 0 . ; Y es . 0 0 . 100 0 0 Yes 0 0 0 0 0 „ 0 0 . 0.0 O fl > 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 0 4 4 0 500 153 250 , 1: No . 250 0 . 10D No . 0 0 0 . 0 0 „ . 0 0 0.0! D O, 76.5 125.0 201.5 76.5 125.0 201.5 291.8 5 4 0 10 4 500 . ;j 20 40 ' Yes''' . 19 5 100 0 0 _ Yes . 0.0 0 D 0 0#I 62.7 9.7 72.4 139.2 134.7 273.9 382.6 , 46 ' Y s . 17 7 100 0 0 - Yes- 0 0 0 0 0 Q D 0 0 ; 0 4 78.7 8.9 87.5 217.8 143.6 361.4 491.2 3 2 10 12 4 4 500 500 152, , "12$ • 1:2,5, e W . 125.0 : • 100' 0 0 Yes . 0.0 0 t} D. 0 0 0 O:i 0 tS 67.2 62.5 129.7 285.0 206.1 491.1 671.8 1 0 0 No 0 0 0 0 ' 0 0 0 0 0!' 0 D ' 2.7 0.0 2.7 287.7 206.1 493.8 675.0 1 10 4 0 0 0.0 OQ ` . . : . , I nnc a Any ❑ Footing Size req'd = 123.5 ft2 = 11.1 ft x 11.1 ft Note 1. Pu is a maximum of 1.4D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Comer Column w/ Cantilever 3 Edge Column w/ Cantilever 4 Interior Column and Exterior Column wo/ Cantilever W Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 21A7 2/A9 Col. Mark: C1 Col. Size: 16 x 16 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL Trib Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height _ . Area DL1 LL1 Rdc? L1 Rd Area DI-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ftA2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) {kip) (kip) (kip) (kip) Roof 0 4 0 0 0 No ! 0.0 100 0 80 No 80.0 0 0 0 : ' 0 fl 0.0'! Ck D jc 0.0 0.0 0.0 OA 0.0 0.0 0 0.0 0 0 10 0 4 0 0 Yes. 0.0 100 - 0 0 Yes 0.0 0 0 0 0... 0 0 Q: 4 0 0.0 0.0 0.0 0.0 0.0 0. . 9 0 4 0 0 0 Ye's : 0.0 100 0 "0 No 0.0 0 0 0 P 0 ' ' 4 O,O b 0; 0 0.0 0.0 0.0 0 0 0.0 0 0 0.0 0 0 0.0 0 0 0.0 0 0 8 0 4 0 '0 1.` 0 Ye's 0.0 100' 0 0 Yes 0.0 0 0 0 0 0 0.0 0 0.0 OA . . . . . 7 0 4 0 ' 0 0 Yes"•i', 0.0 100.,; 0 0 Yes ; 0.0 0 0 G :'I0 D 0 4: 0 t7 {f 0.0 0 0 0.0 0 0 0.0 0 0 0.0 0 0 0.0 0 0 0.0 0 0 0.0 0.0 6 0 4 0 0 0 Yes 0.0 100: 0 0 Yes 0.0 0 0 0 0 A 0 0: 0 . . . . . . 5 0 4 440 1153 250 N.& ; 250 0 100;:. 0 0 Np 0.0 0 Q:0° 0 0.0 i3 67.3 110.0 177.3 67.3 110.0 177.3 256.8 4 10 4 440 . c 120 , 40 , Yes;', . 20.1 100: 0 0 Yes 0.0 0 0 0. 0 . 0 ~}.01 0 0 55.5 8.8 64.3 122.8 118.8 241.6 337.5 3 10 4 440 152 ; " - 40 . : Yes' 18.3 100 0 0 Yes ° 0.0 0 0 0 b 0 .0.4 ! Q h 69.5 8.0 77.6 192.3 126.9 319.2 433.8 2 12 4 440 12$, , 125 hl¢,. 125.0 .100 0 0 Yes. 0.0 0 0 0 fk 0 0 D 0 0 ` 59.5 55.0 114.5 251.9 181.9 433.7 593.2 D 4 0 0 0 Nd 0 0 :100: 0 0: z No' 0.0 0 O,Q 0 (T 0.0 Q 0, 2.7 0.0 2.7 254.5 181.9 436.4 596.4 1 1 , . 1 T......i - -A G 101 n AIR A Footing Size req'd = 109.1 W = 10.4 ft x 10.4 ft Note 1. Pu is a maximum of 1.41D and 1.2D+1.6L 2. K_LL = 1 All other cases -2 Corner Column w/ Cantilever 3 Edge Column w/ Cantilever W 4 Interior Column and Exterior Column wol Cantilever W 01 Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 6/A11 7/A11, 8/A11, 9/A11 Col. Mark: C1 Col. Size: 16 x 16 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/1812005 Floor Floor K LL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Heigh _ Area DL1 LL1 Rdc? L1 Rd Area DI-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 0 0 Q . fVo 0.0 100 - " 0 80 No ' 80.0 0 0 t1 0' 0 • 0,0-' J_0..; 0.0 0.0 0.0 0.0 0.0 OA 0.0 10 0 4 0 0 4 . Yes 0.0 1 Q0'' 0 0 Yes 0.0 0 0;0 0 b 0.0;, 0 "0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 4 'Yes'; 0 0 100; 0 0 No 0 0 0 00 0 0 0_0•x'. 0:0 0.0 0.0 OA 0.0 0.0 0.0 0.0 9 8 0 4 0 0 : '0 Yes'5; . 0 0 1:0 Q 0 0 Yes ! . 0.0 0 Lk 0 0 0' fl.0: 0.-0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 '0 Yes ` . OA fQO 0 0 Y25 0 0 0 G c 0 a 0 3iI .:0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7 6 0 0 4 4 0 0 0 Yes" 0 0 1 b0 " D 0 : Yes . 0.0 0 0 0 0 01 0 {1; 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5 0 4 170 203 100 No, ; . 100 0 . 100 0 0 No 0.0 0 O D 0 0 O.A : 0 4 " 34.5 17.0 51.5 34.5 17.0 51.5 68.6 4 10 4 0 : 0.. . `0 Yes - . 0.0 , 'IM, 0 0 Yes : 0.0 0 20 12.7 0.0 12.7 472 17.0 64.2 83.8 3 10 12 4 4 350 250 ";.202 2 1.40 250 No N6 100.0 250 0 " 100 0 0 0 0 Yes Yes 0.0 0 0 0 0 0.0 10 0 0 . "'500 . D 0 0 flr' 0:0:, 0 Ott : 73.4 40.2 35.0 62.5 108.4 102.7 120.5 160.7 52.0 114.5 172.5 275.2 227.9 376.1 2 8 1 . , . , . . " 1 10 4 0 0 0 N6 0 0 100 " 0 0 No rr 0 0 0 0 0 0 2.7 0.0 2.7 163.4 114.5 277.9 379.3 ; . . . Footing Size req'd = 69.5 ft2 = 8.3 ft x 8.3 ft Note 1. Pu Is a maximum of 1.40 and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever 3 Edge Column w/ Cantilever W 4 Interior Column and Exterior Column wo/ Cantilever W W Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col.-Location: 2/A11 Col. Mark: CIA Col. Size: 16 x 16 SglRect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor LL K Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height _ Area DL1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft"2) (Psf) (Psf) (Psf) % (Psf) (Psf) (psf) % (ft) (plf) (Plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 Q 0 p No'si.' 0.0 100 ' 0 SO No'- ' 80.0 0 4 D t7 0' O10 0.0" , 77 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 0 4 0 0 Y es 0 0 , 100 Q 0 Yes ! 0.0 0 i 0 U 0 0; p 0;' . O.C OA 0.0 0.0 0.0 0.0 0.0 0.0 4 0 0 0 . . 0 0 100:. 0 0 No ! 0 0 0 f} 0 0 4`: 0 0 G,O, 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9 - 8 0 0 4 0 0 #3 " ' es;; Yes . 0 0 " 100 0 0 Yes . 0 0 0 0 0 0 0 0.0 0_ ? 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7 0 4 0 0 " , Yes;;; . 0 0 100 0 Yes . 0.0 0 ff 0 0 0 0 Q 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 0 4 100 .1.20 40 . ::Yes ` . 40.0 10D ; 0 0 Yes : 0.0 0 .:J1 0 0 0.0 0 0 16.2 4.0 20.2 16.2 4.0 20.2 25.8 5 10 4 260 203 _ '2$0 No, ' 250.0 • 100,: 0 0 No 0.0 0 tltt !ff tl. 0 0-,` 0 0 55.4 65.0 120.4 71.6 69.0 140.6 196.4 4 10 4 260 420 4D Yes 22 0 00 0 0 Yes 0 0 0 0 0 0 0. 0 0 0','0 : 33.9 5.7 39.6 105.5 74.7 180.2 246.2 3 10 4 260 138 40 Yes . 20.1 100 0 0 Yes . 0.0 0 t} 0 0 0`: b d 0 ! 38.5 5.2 43.8 144.1 80.0 224.0 300.8 2 12 4 160 :1126• 125 I No 125.0 100 ' - 0 0 Yes 0.0 0 0 !4 G)i 00 0.0 23.7 20.0 43.7 167.7 100.0 267.7 361.2 0 , Nq' 0 0 . , 100 0 0 Na 0 0 0 0 0 " 0 (71 0 . b fl 2.7 0.0 2.7 170.4 100.0 270.4 364.4 1 10 4 0 0 . . : . . Footing Size req'd = 67.6 ft2 = 8.2 ft x 8.2 ft Note 1. Pu is a maximum of 1.4D and 12D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever 3 Edge Column w/ Cantilever W 4 Interior Column and Exterior Column wo/ Cantilever W 4 Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col, Location: 3.3/A2 Col. Mark: C2 Col. Size: 24 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL Trib Ar ea Loa d 1 Ar ea Loa d 2- 1 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height _ . Area DI-1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ftA2) (psf) (psf) (psf) % (psf) (psf) (psf) (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 450 3 t 80 Noi 80.0 1001 31 80 RIO 80.0 0 4 0 " 0 fl ; 0 14.0 36.0 50.0 14.0 36.0 50.0 74.3 1 D 10 4 0 138 40 ; Ye ' 40 0 , 100. 0 0 Yes 0.0 0 .'Qy 0 tJ; 0 fli' 0 ~7,.; 6.0 0.0 6.0 20.0 36.0 56.0 81.5 9 10 4 450 ' 170. 40. . Yes,,' . 24.1 100 ` 0 0 No 0.0 0 25-Q* > 2fl£7 J 0 0'! 0 0 :i 87.7 10.9 98.6 107.7 46.9 154.5 204.2 4 450 120 40 Yes?' 20 0 100 0 0 Yes ! 0.0 0 :260 200"" " ~D 0 0 0 0 ! 65.2 9.0 74.2 172.9 55.9 228.7 246.8 8 10 . " . ; . 27 0 "2300 0 5 4 25 Q"' 224 3 38 2 262.5 397.2 94.1 491.2 627.1 7 113 4 760 =120 40" Yes,:' 17.4 0 0 Yes Yes 0.0 13 0 0 0 °260 200 Ct 00= X10:' . 11.2 . 0.0 11.2 408.4 94.1 502.4 640.5 6 10 4 0 :i~120 'f00 .No+ 100.0 100" D 0 . 0 0 0 " G 0 0' , D 3 122 190 0 312.3 530.6 284.1 814.7 1091.3 5 10 4 760 :1,53: 250" NO' ' ` 250.0 100 " 0 0 0 No Ye 0.0 0 0 0 0 0 0 0. 0 . 135.2 . 95.0 230.2 665.8 379.1 1044.9 1405.5 4 10 10 4 4 760 760 ' 170 138" 1'25 iOQ No , N o! 125.0 100 0 00 . 1Q0 0 0 0 s Yes . 0.0 0 . . O Q C 0 Q.d: 0 110.9 76.0 186.9 776.7 455.1 1231.8 1660.1 3 M 5 . . N . 125 0 100 ' 0 0 Yes 0 0 0 0 I) C 0 4 0: 4 D 69.3 56.3 125.6 846.0 511.3 1357.3 1833.3 2 12 4 450 12 r . s" = No ! . 0 0 0 , b D 0 0 : 0 01' X3.0 6.0 0.0 6.0 852.0 511.3 1363.3 1840.5 1 10 4 0 0 c0 No; ; OA E OQ, Q 0 . . , , Footing Size req'd = 340.8 ft2 = 18.5 ft x 18.5 ft Note 1. Pu is a maximum of 1.413 and 1.213+1.61- 2. K_LL = 1 All other cases 2 Comer Column w/ Cantilever 3 Edge Column w/ Cantilever W 4 Interior Column and Exterior Column wo/ Cantilever W W L 4 Column Rundown (113C 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 131A8.2 Col. Mark: C3 Col. Size: 24 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Footing Size req'd = Date: 10/18/2005 Area Load 1 Ar ea Load 2 L ine Loa d Point Load Sum per Floor Accumulated Load Pu 1 Rd LL1 Rdc7 1 Area DI-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL - (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) Of) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) tl J 80 0 100'; 0 D No 0.0 0 00 0 Ef O.tT 4 4•; 26.0 672 93.2 26.0 67.2 93.2 138.8 ; . 4 ' 20 es 4 100 0 0 Yes 0.0 0 0O Q 0 0',D 00 121.9 17.1 139A 148.0 84.3 232.3 312.4 . , 0- Y 2 Q fro 0 0 50 0 0 0 0 II.Ot ; 114.4 7.7 122.1 262.3 92.0 354.4 462.1 40 Yes 18.5 50 1 0 . 0 0 Ye 0 f} 0 . i 0 : O.Df 0 106.8 13.9 1201 369.1 105.9 475.1 612.5 40 - Yes::; 16.5 16 0 - Ye 4 .100 ' 100 0 0 Q 0 . s 0 Yes 0 0 0 0 . 0 i3 G.O 0 A' 106.8 13.4 120.2 475.9 119.4 595.3 762.1 . s 0 I r 0 ' 0 . 0 No 0 0 16 5 640 0 0 0> 0 127.5 14.9 142.4 603.4 134.3 737.7 938.9 40 Yes:: 16.0 ' 1 QO ; ` . 0 NO 0 0 4 0 ` ! 0 0 0.0! 0 106.8 13.4 120.2 710.2 147.7 857.9 1088.6 s 16.0 40 Ye ;10Q 0 0 . 0 0 0 26 0 . 500 0 0 d 0 43.0 20.0 63A 753.2 167.7 920.9 1172.2 100 No 100.0 100 0 0 . Yes 0 0 Ye 0 . 06! ff 0 0' 4 4 ; 1.9 84.0 218.9 34 888.1 251.7 1139.8 1468.4 100.0 1!00 No : 100 0 0 . s 0 b 0' ffi Q t3 4 116.9 5 26 90 978.6 278.1 1256.7 1619.3 40 No, . 40.0 100 0 0 Yes 0.0 0 0 0 ' 0 . 6 :6! . . 0 6.0 0 0 6 984.6 278.1 1262.7 1626.5 0 0 tVio ::i 0 100 " 0 0 No ' 0.0 0 0 .0 . . . -r-l - ORA R ~7R.1 1262.7 315.7 fe = 17.8 ft x 17.8 ft Note - 1. Pu is a maximum of 1.41D and 1.2D+1.6L 2. K_LL = 1 All other cases .2 , Corner Column w/ Cantilever 3 Edge Column w/ Cantilever W 4 Interior Column and Exterior Column wo/ Cantilever W /.Z-D-+/ GL x/62 ;;P Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 121A8 Col. Mark: C3 Col. Size: 24 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL Trib Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height _ . Area -ET 71-1 Rdc? 1-1 Rdc Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 620 :'l:31 No" 80.0 1 tl0 0 0 No 0.0 0 0 0 ':t1 0 0 01 (YO 19.2 49.6 68.8 19.2 49.6 68.8 102.4 10 10 4 620 118 40 Yes 22.0 100 ; 0 0 Yes 0.0 0 0 t~ 0 0 D 0'; ffi G 91.6 13.7 105.2 110.8 63.3 174.0 234.2 9 10 4 620 201:: 1 100 No ! 100.0 100';; 0 0 No 0.0 0 0 ! or Q0, 0 0 ' 80.4 62.0 142.4 191.2 125.3 316.4 429.8 , N 0 100 0 ~0 Yes 0 0 0 = 0 0 0 0 0 0' ff 0 80.4 62.0 1424 271.6 187.3 458.8 625.5 8 10 4 620 120 10 o 100. , ;D Yes . 0 0 0 0 0 "I 0 0 O 'd 80.4 62.0 142.4 352.0 249.3 601.2 821.2 7 10 4 620 420 100. " 100.0 100 ; : : D 100 N . 100 0 50 0 0 0 0 0 0 0 0 86.0 62.0 148.0 438.0 311.3 749.2 1023.6 6 10 4 620 138 : 100, . No 100.0 . ',:5G. 120 o . 0 0 C 0 D _ 'j ❑ 1 . 0 d ! 80 4 62 0 142.4 518.4 373.3 891.6 1219.3 5 10 4 620 120 1:1400:.: D No: 100.0 100 0 0 0 0 No Yes' 0.0 0 0 0 0 0 0<< 0 - c o C b . 58.8 . 44.0 102.8 577.2 417.3 994.4 1360.2 4 10 4 4 440 620 120 152 1: 0 1A0 Nq: , No - 100.0 100 0 100" 100' ! 0 0 Yes . 0 0 0 . 0.10i 0 • n 0.0 '00 101.4 62.0 163.4 678.6 479.3 1157.9 1581.2 3 12 o . 00 " 138 40 Ye . 27 0 0 , ffi 0 " 0 0 " 0.0 0 0 75.0 50.0 125.0 753.6 529.3 1282.9 1751.2 2 10 4 500 ! 138 1 00 ; N 100.0 " 1 0 s No . 0 0 0 Q 0 ' 0 1 0,0 0 01 6.0 0.0 6.0 759.6 529.3 1288.9 1758.4 1 10 4 0 0 D 0.0 100 0 . . Footing Size req'd = 322.2 fe = 18.0 ft x 18.0 ft Note 1. Pu is a maximum of 1.41) and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever 3 Edge Column w/ Cantilever W 4 Interior Column and Exterior Column wo/ Cantilever .A O Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col location: 3.3/A5 Col. Mark: C3 Col. Size: 24 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor LL K Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height _ Area DLi LL1 Rdc? L1 Rd Area DI-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (pif) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof D 4 310 31 B0' tea'. 80.0 ; .117D. 0 0 No 0.0 0 0 R . .:(Q Q 0 D? ' ' " 0 0 9.6 4 24.8 4 34.4 2 57 9.6 4 58 24.8 33 2 34.4 6 91 51.2 123 2 10 10 4 310 138 4011 Yes i 27.0 1f3D 0 0 Yes ` 0.0 0 D_Q 0 Q 0.0- - 0.0 8.8 8. . . . . . 9 10 4 580 120: 40" Yes, ' 20.1 113D 0 0 No 0.0 0 0 0 0 0 0 0 0 0 - 75.6 11.6 87.2 134.0 44.8 178.8 232.5 8 10 4 580 _40 . `Yes' 17.8 100• 0 0 Yes 0.0 0 0r0 ` 0 b 13.0! : f30 75.6 10.3 85.9 209.6 55.2 264.7 339.8 7 10 4 1000 120 40 " . Yes 16 0 : "100 0 0 Yes ` 0.0 0 26.5 2300 4 114.0 41 0!'. 301.0 57.0 358.0 510.5 1122 622.7 792.2 6 10 4 0 . 0 . 0 Yes ? . 0 0 . td0 D 0 Yes 0 0 0 010 D 0 4:0' {0,0 6.0 0.0 6.0 516.5 112.2 628.7 799.4 10 4 610 153 . 0 2 b i' N . 0 250 10t1 0 0 : Nq . 0 0 0 0 0 - U 9-b: ' . 4 0 : 99.3 152.5 251.8 615.9 264.7 880.6 1162.5 5 4- 10 4 610 5 , . 100 0 t30- 0 O Yes . 0.0 0 . 0 D 0 Q 0.0! 0:0:1 : 79.2 61.0 140.2 695.1 325.7 1020.8 1355.2 3 12 4 610 `t38 00 No ! . 100.0 100: • 0 7 Yes 0.0 0 " 0.0 0 ix; Q 0 of D 0 91.4 61.0 152.4 786.5 386.7 1173.1 1562.4 Z 10 4 570 t3$ 125 . No 125.0 100; 0 0 Yes : 0.0 0 D 0. Q q (k 4 t3 C 84.7 71.3 155.9 871.1 457.9 1329.0 1778.0 1 10 4 0 0.. 0 N,o•. 0.0 .10Q. 0 0 No 0.0 0 0,0 0 D £3.0, 'O:0 6.0 0.0 6.0 877.1 457.9 1335.0 1785.2 Footing Size req'd = 333.8 ft2 = 18.3 ft x 18.3 ft Note 1. Pu is a maximum of 1.41D and 1.2D+1.61 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever 3 Edge Column w/ Cantilever 4 Interior Column and Exterior Column wo/ Cantllever 7 Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 4.2/A2 Col. Mark: C3 Col. Size: 24 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10118/2005 Floor Floor LL K Trib. Ar ea Loa d 1 Area Loa d 2 L ine Load Point Load Sum per Flo or Accu mulated Load Pu Heigh _ Area DL1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL ki DL ki ) LL ) (ki DL+LL (kip) (kip) (ft) (ft^2) (psq (psf) (psf) % (psf) (psf) (psq % (ft) (plf) (plf) (kip) (kip) (kip) (kip) p) ( p ( p Roof 0 4 290 %i 31 ";i80 No rf 80.0 100.• 31 80 No 80.0 0 0 0 0 0 0 ft+,. ' Q. 9.0 48 8 23.2 8 0 32.2 8 56 9.0 57 8 23.2 31 2 32.2 89.0 47.9 119.3 10 10 4 290 138 40 Yes 27.6 100 0 0 Yes : 0.0 0 14 D 200 2' : n 0 0 0 4 . . . . . 2 1 212 1 9 10 3 400 ' 12 0 40 Yes 23 0 90',: 20 • 1 ' 11.00 No 100.0 20 1 4 • 00 2 0 0 D 0 0. ? 56.8 15.4 72.2 114.6 46.6 61. . . . ' 40 Yes . 19 8 )130 . 0 0 Yes 0 0 0 14.(8 , ?0"Y D 0 0: 0 0 56.8 7.9 64.7 171.4 54.5 225.9 292.9 8 10 4 400 12 0 ' . . . ; 0 Y s . 0 0 0 14 0` xOt3 0 0 0 D 56.8 7,3 64.1 228.2 61.8 290.0 372.7 7 10 4 400 120 . 140 Yes s' 18.2 400 0 0 e Ye ! . 0 0 0 140 200 0 . 0 0! OaQ j 8.8 0.0 8.8 237.0 61.8 298.6 383.3 6 10 10 4 4 0 620 0 153 0: 250 Ye No 0.0 250 0 100 50 0 210 100 s No . 100.0 50 140 , 20U 60': 0 0: 121.3 108.5 229.8 358.3 170.3 528.6 702.5 5 4 620 i i153 125 No . 0 125 : 100• 0 0 Yes 0.0 0 'b .o R 0 To 100.9 77.5 178.4 459.2 247.8 707.0 947.5 4 3 10 12 4 750 - 152 " 125 N:o . 125.0 , , 1DA.: 0 0 Yes 0.0 0 f8 0 1ib50 !0 111,416 :,75'W 264.9 168.8 433.7 724.1 416.6 1140.7 1535.4 2 10 4 420 128 40 No 40.0 100 r 0 0 Yes 0.0 0 0 0 ; 0 D 0 0' 13 0 !i 59.8 16.8 76.6 783.9 433.4 1217.2 1634.0 , , 0 0 . 10G 0 0 No 0 0 0 :&O':: 0 , . 0 L0'' O:i! 6.0 0.0 6.0 789.9 433.4 1223.2 1641.2 1 10 4 0 0 0 N'o . . I . T-foI - 7530 O d33 d 1223.2 Footing Size req'd = 305.8 ft2 = 17.5 ft x 17.5 ft Note 1. Pu is a maximum of 1.413 and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Comer Column w/ Cantilever 3 Edge Column w/ Cantilever W 4 Interior Column and Exterior Column wo/ Cantilever fV Column Rundown (IBC 2003) Nishklan Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col: Location: 5.41A2 Col. Mark: C4 Col. Size Allow. Soil Bearing: Floor 10 9 8 7 6 5 3 .2 1 16 x 24 Sq/Rect 4 ksf (DL+LL) Date: 10118/2005 l Fl Accumulated Load Pu Floor Height K_LL Trib. Area DL1 Ar LL1 ea Loa Rdc? d 1 L1 Rd Area DL2 Ar LL2 ea Loa Rdc? d 2 L2 Rd Area L Lengt ine Loa DL d LL Point DL Load LL Su DL o m per LL or DL+LL DL LL DL+LL ki (ft) (ftA2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) p) ( 0 4 260 80 NG! 80.0 100 0 0 No 0.0 0 0 fl , tY Q 0 Q.< q' 0 0 1 8.1 46 3 20.8 7 4 28.9 7 53 8.1 54 3 20.8 2 28 28.9 82.6 43.0 110.4 10 4 260 13$ d0 Yes 28.6 100 0 0 Yes 0.0 0 3Z Q • • 204 ( 0 > tY . t 0 0 0" . 41 6 . 0 6 . 47 6 . 9 95 . 34.3 130.2 169.9 10 4 260 60 ':'120 T20' .40 40 Yes ! Y es 232 20 7 ioo 100 • 0 0 0 Q No No 0.0 0.0 0 0 j 32<0.. .32.0. 2Q0 00 0 Q . 0 0' 0.4'< . 41.6 . 5.4 . 47.0 . 137.5 39.7 177.2 228.5 10 4 2 , . , s " . 0 0 No 0 0 0 32 0 QO fJ 0 0 ` Q Q 41.6 5.0 46.6 179.1 44J 223.8 286.4 10 4 260 . 10 40 , <Ye 19.3 1 Q0 . s . . ' ' 2 0 200 0 Dc O ; a 0 10 4 0.0 10.4 189.5 44.7 234.2 298.9 10 4 0 120' : 100 No., 100.0 100 10 0 0 0 0 Ye No 0.0 0 0 0 0 . 3 - 32 0 20t? Q . 0 0' , 0 0': . 128.1 145.0 273.1 317.7 189.7 507.3 684.7 10 4 580 703 250. N ' 250.0 0 125 0 100 0 0 Yes . 0 0 0 - 0 0 >y Q G 0= 4 p 102.6 72.5 175.1 420.3 262.2 682.4 923.8 10 10 4 4 580 580 A 713 .1152 425. 1125 No • : Nb . 125.0 . 100 0 0 Yes . 0.0 0 &0 0 D 0.0 Kf 0 92.2 72.5 2 164.7 108 0 512.4 597 3 334.7 357 9 847.1 1 955 1150.4 1289.3 12 4 580 138 4t} :'No 40.0 100 0 O Yes ' 0.0 0 0.0 0 0 0 0 4 0 0' D'[ i Q (h flt i 84.8 0 4 23. 0 0 . 4.0 . 601.3 . 357.9 . 959.1 1294.1 10 4 0 0 0 No, ;I 0.0 100 0 0 NO , , 0.0 0 0, . . T„tAi = sm 3 357.9 959.1 Footing Size req'd = 239.8 ft2 = 15.5 ft x 15.5 ft Note- 1. Pu is a maximum of 1.413 and 1.2D+1.6L 2_ K_LL = 1 All other cases 2 Comer Column w/ Cantilever W 3 Edge Column w/ Cantilever 4 Interior Column and Exterior Column wo/ Cantilever W Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col.-Location: 6/A8 91.08 Col. Mark: C4 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Fl S Accumulated Load Pu Floor Floor t K_LL Trib. A DI 1 Ar LL1 ea Loa Rdc? d 1 L1 Rd Area 131 2 Ar LL2 ea Loa Rdc? d 2 L2 Rd Area L Length ine Loa DL d LL Point DL Load LL u DL o m per LL or DL+LL DL LL DL+LL Heigh (ft) rea (ftA2) - (psf) (psf) (psf) % - (psf) (psf) (psf) % (ft) (plf) (plo (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 700 ' 80 Nb s 80.0 100 ! 100 0 0 0 0 No Yes 0.0 0 0 0 0 0' Off ` " 0 0 t3 D 0 Qi' 0 0 - 0,C Ck i 21.7 100.6 56.0 14.9 77.7 115.5 21.7 122.3 56.0 70.9 77.7 193.2 115.6 260.3 10, 10 4 700 1138 40 Ye 21.3 o . 0 0 0 . Q , ~ 0 Q 0 0 0 0 j 88.0 12.6 100.6 210.3 83.5 293.8 386.0 9 10 4 700 r:120 '40, '.Yes : 18.0 100..; 0 D N . Q 0 0 0 , t2 O i 0 0 88 0 11.6 99.6 298.3 95.1 393.4 510.2 8 10 4 700 120 ; 40 Yes;' 16.5 100 ; 0 0 No 0.0 0 , . . 7 2Q 0 Yes 16 0 100 0 0 No 0.0 0 0_p 0 0 ` Oa 0.0' 88.0 11.2 99.2 386.3 106.3 492.6 633. 7 6 10 10 4 4 700 0 1 `'120 4 100 No i, . 100.0 iflq ; 0 0 Yes' 0.0 0 0:0 G 0,0 ' 4.0 0.0 4.0 390.3 106.3 496.6 638.5 . o 0 0 0 0 0 O 0 0 O ; 0 0 88.0 70.0 158.0 478.3 176.3 654.6 856.1 5 4 10 10 4 4 700 360 > 1:20 ' 120 100, 125 No No 100.0 125.0 100:: :100• 0 0 Q 0 N Yes . 0.0 0 24.0 ;200 , 0 0 52.0 45.0 97,0 530.3 221.3 751.6 990.5 No ' 100 0 100 0 0 Yes 0 0 0 4 0 0 < 0 0-0 ! Q R : 110.4 70.0 180.4 640.7 291.3 932.0 1235.0 3 10 4 700 152 tOQ 1 : °N . 125 0 lob: 0 0 Yes . 0 0 0 0 0 0 q 0 O j i 0 q ' 86.2 73.8 160.0 726.9 365.1 1092.0 1456.4 2 12 4 590 i 3$ 25 o ' . ' No . 0 0 0 D Q 0 0 , O 0!i , ~_0 ; - 4.0 OA 4.0 730.9 365.1 1096.0 1461.2 1 10 4 0 0 0 No . 0.0 100 0 0 . , ti Tr,r.i . 7sn 9 srn 1 1n96.o Footing Size req'd = 274.0 ft2 = 16.6 ft x 16.6 ft Note 1. Pu Is a maximum of 1.41D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever W 3 Edge Column w/ Cantilever Li 4 Interior Column and Exterior Column wo/ Cantilever A Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA i-11-111 I Project: Four Seasons Resort, Vail, CO (NM# 7083) Col.-Location: 7/A8 8/A8 Col. Mark: C4 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor LL K Trib. Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height _ Area 5L1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ftA2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (010 (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 540 31 8b No 80.0 1!0,0,; 0 0 No 0.0 0 0Z tY • ' .:0 0 C3 Q ~D 16.7 43.2 59.9 16.7 43.2 59.9 89.2 10 10 4 540 '18 40 Yes 22 9 100_ ' 0 . 0 Yes 0.0 0 fl 4 : 0 ' .0 0 0 0 , 0 78.5 12.4 90.9 95.3 55.6 150.8 203.2 4 540 " . 120 40 ' Yes"? . 19 1 , 100 Q 0 No 0 0 0 0 -0 0 4 & JO 0 68.8 10.3 79.1 164.1 65.9 230.0 302.3 9 10 4 40 12 0 d0 " . ':Y : . 17 5 ; 100- - 0 O No . 0 0 0 4 0 b 0 0 0 0 0 ! 68.8 9.4 78.2 232.9 75.3 308.2 400.0 8 10 5 . . es . " ' No . 0 0 0 9 0 6 0 0 t3 . 0 0 68.8 8.9 77.7 301.7 84.2 385.9 496.7 7 10 4 540 "Yes': 16.5 1 OQ 0 0 . d ; _ 4 0 0 0 4 0 305 7 84 2 389.9 501.5 6 - 10 4 0 120, °'1A0 Nq 100.0 100 0 0 Yes 0.0 0 o 0.0 Q 0 . . . . . 5 10 4 540 12U" 100 ' 146 1 100 0 1 Q0 ; 0 0 No 0.0 0 0.9 • ! 0 -Q: 0 0'0 68.8 54.0 122.8 374.5 138.2 512.7 670.5 4 - 10 4 270 `120' 125 ' , " Noi, ! . 125.0 100.1 0 0 Yes 0.0 0 F.0 ^ l00 . D 0 qI 0 U": 40.6 33.8 74.4 415.1 172.0 587.0 773.2 3 10 4 540 1 152 1 . ; 1 QO"" 4: No 100.0 10Q 0 0 Yes Ye 0.0 0 0 0 0 0'o 0 0 0 ! Q 4 0 0ai 0 0 0 0 ; D 0 : 86.1 0 60 54.0 50 0 140.1 110.0 501.1 561.1 226.0 276.0 727.1 837.1 962.9 1114.9 2 12 4 400 1 £t " f25 ' No No ` 125.0 0 0 100 100 0 0 ' 0 0 s No : . 0 0 0 Cf 0 . . . 4.0 . 0.0 4.0 565.1 276.0 841.1 1119.7 1 10 4 0 D : Q . . . r_t,._ GCC 4 n7L' n 4A1 7 Footing Size req'd = 210.3 ftz = 14.5 ft x 14.5 ft Note 1. Pu is a maximum of 1.4D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever _ 3 Edge Column w/ Cantilever W 4 Interior Column and Exterior Column wo/ Cantilever Cn Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 71A6 8/A6 Col. Mark: C4 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 1011812005 Floor Floor KILL Trib.. Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Flo or Accu mulated Load Pu Heigh Area DO LL1 Rdc? L1 Rdc Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) Off) (plf) (kip) (kip) (kip) (kip) (kip) (klp) (kip) (kip) (kip) Roof 0 4 320 ;I; 31 BO „ , "No 80.0 100. , " ; D 0 No 0.0 0 Q O 0 Q O.QI fl 0''i 9.9 4 2 25.6 13 8 35.5 1 66 9.9 62 3 25.6 39 4 35.5 6 101 52.9 137 7 10 10 4 320 138 40 Yes 28.8 80 : 138 1:00 ND 100.0 20 21 0:" 20, Q 0 0 : Q Q ! . 5 . . . . . . 9 10 4 290 : 120 40 Yes 22 8 0 0 Niy ! 4.0 D 21 Q, ; 200" 0 0 43.0 6.6 49.6 105.3 46.0 151.3 199.9 i' e . 1130 D D No 0 0 0 21 0 ` 200 0 0'0 0 0 : 43.0 5.9 48.9 148.3 51.9 200.2 261.0 8 10 4 290 2 120 20 ' 40 40 Y s s 20.4 18 9 100 " 0 0 No . 0 0 0 21.11 X00 0 LT.Q(; b D 43.0 5.5 48.5 191.3 57.4 248.7 321.4 7 6 10 10 4 4 90 0 :1 : : 120 100 Ye " No . 100 0 100 A 0 Yes . 0.0 0 21 0 200 0 0,0 , i? D 8.2 0.0 8.2 199.5 57.4 256.9 331.2 . " 400 " : No . 100 0 40 210 11313 No 0 100 60 ' : 2 1A DO." 112.6 60.0 172.6 312.1 117.4 429.5 562.3 5 4 10 10 4 4 640 410 120 !i! 120 125 .l No; . 125.0 100 ' 0 _ 0 Yes . 0.0 0 : 1 P 1 Q ¢00• " '0 t10` 0 0 57.4 51.3 108.7 369.5 168.6 6 538.1 625 3 713.2 831 0 3 10 4 330 i! 1.52 • ..:400. No, 100.0 100: : 0 0 Yes 0.0 0 0 Q : .D 0 0' {2.0 ! 54.2 33.0 87.2 1 423.6 451 9 201. 4 208 . 3 660 . 875 8 2 12 4 170 138 40 No; ; 40.0 " 100.; 0 0 Yes 0.0 0 Q,t3 (3 fl 0 28.3 6.8 35. . . . . 0 0 NQ 0 0 " 100•" ' 0 0 N6 0 0 0 0,0 0" 0 b,0; "QO ! 4.0 0.0 4.0 455.9 208.4 664.3 880.6 1 10 4 0 . . • . _ - n nnQ n RRA 1 Footing Size req'd = 166.1 W = 12.9 ft x 12.9 ft Note 1. Pu is a maximum of 1,4D and 1.213+1.61L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever 3 Edge Column w/ Cantilever W 4 Interior Column and Exterior Column we/ Cantilever C_ - Column Rundown (IBC 2003) IVishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM#,' 7083) Col. Location: 9.61A9.9 Col. Mark: C4 Col. Size: Allow. Soil Bearing: 16 x 24 Sq/Rect 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL Trlb. Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Flo or Accu mulated Load Pu Height _ Area DL1 LL1 Rdc? L1 Rd Area DI-2 LL2 Rdc? L2 Rdc Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 370 •:131: ; ; '89 No; . 80.0 1 OD p 0 No r 0.0 0 0 0 0 . Ol 0.0 0:0 11-5 29.6 41.1 11.5 29.6 41.1 61.1 ; 1 - 40 s::' Y 25 6 , 100 ° ' 0 0 Noi 0 0 0 21 `U 200 0 0fi 0:0 59.3 9.5 68.7 70.7 39.1 109.8 147.4 10 10 4 370 138 e . _ o . 0 2 f 0 G00 0; 0 0 00, ; 49 0 7.2 56.2 119.7 46.3 166.0 217.8 9 10 10 4 4 340 590 ! 120 120 40. 4:0 Yes Yes;; 21.3 18 3 100. 100 ! 0 0 0 0 ; N . ,No 0.0 0.0 0 21 0 `200 . 0 , . 79.0 10.8 89.8 198.7 57.1 255.8 329.8 8 : . : 0 . No OA 0 21:0 200 71.8 9.0 80-8 270.5 66.1 336.7 430.4 7 10 4 530 ?120 4p Yes Y 17.0 100 0 0 0 0 21 0 X00 Oi fl 0 0 0 51.4 5.9 57-3 321.9 72.0 394.0 501.6 6 5 10 10 4 4 360 630 1.20 1' 0 40 100 es; ? No ' 16.4 100 0 1.00 100 : 0 0 0 0 Yes Nn . 0.0 0 L 1.0 . 200 0, 0 0 I 4 >3 . 83-8 63.0 146.8 405.7 135.0 540.8 702.9 _ , , ' . . . 0 21 0' 200 0 -D,6 tf d 45.4 5.0 50.4 451.1 140.0 591.1 765.3 4 10 4 310 120. 40 Yes 16.0 0 0 10Q, . 1 pD 0 0 0 0 Yes : Yes 0.0 0 0 0 0 0 0 Q! 0.t3 , 0 4k 95.2 60.0 155.2 546-3 200.0 746.3 975.6 3 10 4 600 152 100 NO; . 10 0 Y s . 0 0 0 {7 0 0 0 q ! b 43'; 73.8 62.5 136.3 620.1 262.5 882.6 1164.1 2 12 4 500 138 125 Noi ` 125.0 100 , 0 e . 0 0 0 . 0 ; 0 U, ! 4 0 0 0 4.0 624.1 262.5 886.6 1168.9 1 10 4 0 0' 0 No 0.0 100 0 0 Nn 0.0 0 0. . , : . . TM.1 . F7d 1 2825 886.6 Footing Size req'd = 221.7 ft2 = 14.9 ft x 14.9 ft -Nate - 1. Pu is a maximum of 1.4D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever W 3 Edge Column w/ Cantilever A 4 Interior Column and Exterior Column wo/ Cantilever Column Rundown (iBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM## 7083) Col. Location: 10.5/A2 Col. Mark: C4 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL Trib. Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Flo or Accu mulated Load Pu Height _ Area 131-1 LL1 Rdc? L1 Rd Area 131-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ftA2) (Psf) (psf) (Psf) % (Psf) (psf) (psf) % (ft) (pif) (Pif) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 330 31 >.80 80.0 0 No 0.0 0 0 ff 4 tr 0 0! 0 0: ! 102 7 3 26.4 8 7 36.6 5 62 10.2 64 0 26.4 1 35 36.6 1 99 54.5 133.0 10 10 4 330 138 40 Ye's'P 26.5 - 100:: 0 0 No 0.0 0 21 0 2Q0 0 0 0 0'; 00 0,0 t~0 5 . 47 8 . 7 2 . 55 0 . 8 111 . 42 3 . 154.1 201.8 9 10 4 330 i120 ' 40 . '.Yes'? ` 21.7 4 '106: 100 0 0 0 0 No No 0.0 0 0 0 0 21 1;,&' 2 X00 00 -2 . . 51.4 . 7.0 . 58.4 . 1612 . 49.3 212.5 274.7 8 10 4 360 110 ' 40 Yes : ' 19. . o . 0 0 0 1 21 0 , x00 0 0;0; 1~ 0 37 0 4.4 41.4 200.2 53.7 253.9 326.1 7 10 4 240 120 3 40, I Yes ; o j ; 18.5 100 0 100 100 0 0 0 0 N : Yes . 0 0 0 21 f2 . 200 ' 0 0,0t 0,;Q!; . 37.2 21.0 58.2 237.4 74.7 312.1 404.4 6 10 4 210 8 :4 OC(,: [ , i : N Na . 0 1 0 100 : 0 0 No . 0 0 0 21 0- 200 oi~ 0' T: 0 fl ; 37.0 24.0 61.0 274.4 98.7 373.1 487.2 5 10 4 240 120 ' 00 0 . , 0 Yes . 0 0 D 0 Z1 700 0 O t7 Q 0 8-2 0.0 8.2 282.6 98.7 381.3 497.0 4 10 4 0 120 ! 1 2 40 9:00 Yes,_ :::N6: 17.3 100 0 100 100 0 0 Q Y5 ' . 0 0 0 . 0 0 . 0 b 0 0 4 Q . 67.8 42.0 109.8 350.4 140.7 491.1 645.6 3 10 12 4 4 420 420 5 138 . 40 11 Ng . 40 0 1x00 0 0 . Yes . 0.0 0 O Q 0 Q 0 0 ; 0 0 62.8 16.8 79.6 413.2 157.5 570.7 747. 2 . Nb 0 0 0 0 fl . °0 0 0 4.0 417.2 157.5 574.7 752.6 1 10 4 0 0 0 No 0.0 100 0 0 . . , , A 17 7 . 1 F.7 r F7A 7 Footing Size req'd = . 143.7 fe = 12.0 ft x 12.0 ft Note 1. Pu is a maximum of 1.4D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column wl Cantilever 3 Edge Column w/ Cantilever 4 Interior Column and Exterior Column wol Cantilever CO f - 1 - - - Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location; 11/A2 Col. Mark: C4 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL Trib Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Flo or Accu mulated Load Pu Heigh _ . Area DL1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL - (ft) (ftA2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (pit) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 190 'i 3? 80 No 80.0 1130' Q 0 No 0.0 0 Q 0 C 0 O,t3 0 0; 5.9 15.2 21.1 5.9 15.2 21.1 31.4 10 10 4 90 138 , 40 Yes, 40 0 100. 0 0 No 0.0 0 21 Q 200 0 . D b 6 ~3 I 20.6 3.6 24.2 26.5 18.8 45.3 61.9 9- 10 4 190 ' 120 40 Yes . 27.9 t 60 0 0 No 0.0 0 21 0 200 0 0) ; 0 b 31.0 5.3 36.3 57.5 24.1 81.6 107.6 8 10 4 290 : 120. • 40 22 6 00'. 1 ` 0 Q No ` 0.0 0 21_0' '200 0 q 0 0 43.0 6.5 49.5 100.5 307 131.2 169.7 7 10 4 250 '120, 40 Yes<: . 20.5 , , 100 ; D 0 No 0.0 0 21 0 , 2.00 0 O.D 0 0 38.2 5.1 43.3 138.7 35.8 174.5 223.7 5 10 4 370 118 100 : ;Na'' 100.0 100 0 D Yes 0.0 0 21 0 ,200 G 44:0 ;T7-'a; 103.3 44.0 147.3 242.0 79.8 321.7 418.0 10 4 360 120 ' 100 No, 100 0 0 ' 0 No ? 0.0 0 21 0 .2DQ 0 0,0 fl 51.4 36.0 87.4 293.4 115.8 409.1 537.3 5 4 - 10 4 0- , 120 '40.. . Yes j . 17.6 100: 0 0 Yes 0.0 0 21 0 : , .500 ' 13.0 0 Q 14.5 6.0 14.5 307.9 115.8 423.6 554.7 3 10 4 590 152 100 : No ' 1000 100 fl 0 YeS 0.0 0 0 0 D 0 0.0 010" 93.7 59.0 152.7 401.6 174.8 576.3 761.5 2 12 4 590. . ; 138 „ 40: 40.0 100 0 0 : Yes 0.0 0 0 0 ;i 0 0 fl {J *01: 86.2 23.6 109.8 487.8 198.4 686.1 902.7 0 0 No ' 0 0 0 0 0 , 4' ' 0 0 0 (3 0 D 4.0 0.0 4.0 491.8 198.4 690.1 907.5 1 16 4 0 0; 0.0 t QO- . , . r_..._ Ana o 4na n Ron 1 Footing Size req'd = 172.5 ft2 = 13.1 ft x 13.1 ft Note_ 1. Pu is a maximum of 1,413 and 1.213+1.6.1- 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever - 3 Edge Column w! Cantilever W 4 Interior Column and Exterior Column wo/ Cantilever CO Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location, _ 10/A5 Col. Mark: C4 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K_LL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height Area DL1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (pif) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 490 4: 31 80' No 80.0 100;; 0 0 No 0.0 0 0 0.0 D 0 15.2 39.2 54.4 15.2 39.2 54.4 80.9 10 10 4 490 138 40 Yes 23.6 100 0 O No 0.0 0 0 0 0 0 q 71.6 11.5 83.2 86.8 50.7 137.6 185.4 9 10 4 490 "120 40 " .Yes"! 19.6 100, ' 0 0 No 0.0 0 " 0:0.• D , . . 6 0 0` 0,-Q: 62.8 9.6 72.4 149.6 60.3 209.9 276.1 8 10 4 490 ! 120 4Q;':! Yes;'. 17.8 100 0 0 No 0.0 0 6.0. 0 Q ::'0; 62.8 8.7 71.5 212.4 69.1 281.5 365.4 7 10 4 490 120 40 Yes,' 16.8 100 0 0 No 0.0 0 o0 0 0 0 f) 0:0 62.8 8.2 71.0 275.2 77.3 352.5 453.9 6 - 10 4 100 138 :1''00 No`: 100.0 100":: 0 0 Yes - 0.0 0 21.0 `200 O 0.'F),' . 'T -O - 22.0 10.0 32.0 297.2 87.3 384.5 496.3 5 10 4 490 120" 1!00 No 100.0 .1fl0.• D 0 No 0.0 0 0-0 0 0 O,Y3 U), 62.8 49.0 111.8 360.0 136.3 496.3 650.1 4 10 4 160 120 " 1!25 No 125 0 `100'. 0 0 Yes' 0 0 0 21 0 700 0 0 Oj ' G .G: 27.4 20.0 47.4 387.4 156.3 543.7 715.0 3 10 4 420 " :,152 1 OD Na . 100.0 ,100 0, 0 Yes . 0.0 0 0 0 0'; "(I , f7 0' 4 0 " 67.8 42.0 109.8 455.3 198.3 653.5 863.6 2 12 4 400 138 125" " No 125.0 " "1100" 0 0 Yes' 0.0 0 0 0 0 0.0; ~3,D 'i 60.0 50.0 110.0 515.3 248.3 763.5 1015.6 1 10 4 0 0 0 No 0.0 100: ' 0 0 No 0.0 0 0 0 0. 0.0`"" 0.0 4.0 0.0 4.0 519.3 248.3 767.5 1020.4 i alai - o iy.o <<+o.o Iof.o Footing Size-req'd 191.9 ft2 = 13.9 ft x 13.9 ft Note 1. Pu is a maximum of 1 AD and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever 3 Edge Column w/ Cantilever W 4 Interior Column and Exterior Column wo/ Cantilever Cr O C - Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Got:-Location: 111A5 Col. Mark: C4 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height _ Area DI-1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 400 31 No ! 80.0 100 0 0 No 0.0 0 0 0 4 0 . 0 0 t}.0- 12.4 32.0 44.4 12.4 32.0 44.4 66.1 10 10 4 400 138 ; ,140 Yes 25 0 100; 0 0 No 0.0 0 D Q 0 I 4 Cl Ck0 ! 59.2 10.0 69.2 71.6 42.0 113.6 153.1 9 10 4 360 120 40 Yes ' . 9 20 104 0 s 0 No 0.0 0 2r 0 5200. ,Q 4,0 : 'II,C ! 51.6 7.5 59.1 123.2 49.5 172.7 227.1 8 - 10 - 4 - 660 120 - i'40 ; Yes . 18.0 100 0 0 NQ 0.0 0 ~.0 0 0 a.0. 0.0 83.2 11.9 95.1 206.4 61.4 267.8 345.9 7 10 4 630 ! 120 4Q Yes ! 16 6 100 0 0 No 0.0 0 0 0 0 !0 4.Q 0 0 79.6 10.5 90.1 286.0 71.8 357.8 458.2 6 10 4 340 138• ::100 No . 100 0 00' 0 0 Yes ' 0.0 0 26.0. .-200 0 0.0.` 0.0 ~ 56.1 34.0 90.1 342.1 105.8 448.0 579.9 5 10 4 630 . i 120 . .100. No . 100.0 100 0 < 0 No 0.0 0 O 'D 0 0 t) Q, 0 G 79.6 63.0 142.6 421.7 168.8 590.6 776.2 4 10 4 214 ' 420 '125 No 125.0 .100.' 0 0 Yes' 0.0 0 2s 0 200 0 f) 0; 34.8 26.3 61.1 456.5 195.1 651.6 860.0 3 10 4 640 , 152. , 100 RI'o" 100.0 1fl0 is 0 0 Yes' 0.0 0 3 0 0 0 II 0 II.0 101.3 64.0 165.3 557.8 259.1 816.9 1083.9 2 12- ° 4 660 13ff: • 40..." N0 ' 40.0 160; 0 0 zs Y 0A 0 0.0 0 b 0 rJ; 0 4 ! 95.9 26.4 122.3 653.7 285.5 939.2 1241.2 1 10 4 0 0.0 10Q ? 0 0 NO 0.0 0 '0-0 0 D 0.0' 0.0 + 4.0 0.0 4.0 657.7 285.5 943.2 1246.0 Footing Size req'd = 235.8 W = 15.4 ft x 15.4 ft -Nota - 1. Pu is a maximum of 1.41D and 1.2D+1.6L 2. K_LL = 1 All other cases Corder Column w/ Cantilever 3 Edge Column wl Cantilever W 4 Interior Column and Exterior Column wo/ Cantilever U7 Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 3/A12 Col. Mark: C4 Col. Size: 16 x 24 SgiRect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor LL K Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height _ Area DL1 LL1 Rdc? L1 Rd Area DL2 1-1-2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) Of) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 670 1 80 • N'o`; : 80.0 10Q 0 i 0 No ! 0.0 0 0 0 Q ~:O . 0.43;! . ,O O 20.8 53.6 74.4 20.8 53.6 53 6 74.4 4 98 110.7 139 5 10 10 4 0 `:138 `40. Yes: 40 0 100. 0 0 No - 0.0 0 00 Q : 0 20,0 24.0 0.0 24.0 44.8 . . . s? . 40 0 100 0 0 No 0 0 0 0 30 BOO 0 O Q. 010 19.0 0.0 19.0 63.8 53.6 117.4 162.3 9 8 10 10 4 4 0 670 12q " 120 40 : 40 Ye Yes . 21 6 . 100 0 0 No . 0.0 0 . 0 O Q 0 53:0' . "t2.0 f 84,4 14.5 98.9 148.2 68.1 216.2 286.7 " ' e . 1 2 100- 0 0 No 0 0 0 0 0 ' 0 0 , 0 0 fl 0 84.4 12.2 96.6 232.6 80.3 312.8 407.5 7 10 4 670 120 40 Y s 8. : < 100 - 0 0 Ye . 0 0 0 0 0 . 0 0 0 b - Q 0 84.4 11.2 95.6 317.0 91.4 408.4 526.7 -6 - 5 10 10 4 4 670 670 120: 1'20. 40 .:'40 Yes; Yes". 16.7 16.0 . . 100 0 0 s No . 0.0 0 . 0o- 0 0 0-0+ 0t1:', ' 84.4 10.7 95.1 401.4 102.2 2 69 503.5 9 654 645.1 853 6 4 10 4 670 120, 100 ' No N 100.0 125 0 100 1"OQ : : 0 0 0 0 Yes Yes 0.0 0 0 0 0 0 O 0 0 . " 0 II 0 0 0.0 : 0 0 0 0 • O 0 „ 84.4 96.5 67.0 63.8 151.4 180.2 485.8 582.2 1 . 252.9 . 835.1 . 1103.3 3 10 4 4 670 0 138 138 125 . 1'25 o No . 125 0 100 0 0 Yes . 0 0 0 d 0 0 0 Q 0, f3 0 40.7 32.5 73.2 622.9 285.4 908.3 1204.1 2 12 26 ~ ' . . 9 0 0 0 No . 0 0 0 0 0 _ 0 Q 0:0~ O.G ~i 4.0 0.0 4.0 626.9 285.4 912.3 1208.9 . 1 10 4 0 . 0 0 0.0 0 : . T..l..l - aOa o OQXt A Oil) I Foottng Sizereq'd = 228.1 ft2 = 15.1 ft x 15.1 ft Note 1. Pu is a maximum of 1.41D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Comer Column w/ Cantilever W 3 Edge Column w/ Cantilever 4 Interior Column and Exterior Column wo/ Cantilever N - - Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Cot. Location: 61A3 7/A3, 81A3 Col. Mark: C5 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor LL K Trib. Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height _ Area DL1 LL1 Rdc? L1 Rd Area DI-2 LL2 Rdc? L2 Rdc Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (pif) (plf) (kip) (kip) (klp) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 0 0 A No' OA 10d.., EI 0 80 No 80.0 0 f? 0 0 ~ 4 0 © 0 fl 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 0 4 0 ! Q ` 4 Yes'' 0 0 100 0 0 Yes - 0.0 0 A "i 0 '(S 0 0` 0 0 ; 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9 0 4 0 p 0 ` ~ 'Q ; Yes . 0 0 100 _ Q Q No 0.0 0 0 R 0 0 0 i~' 0 0 ' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 - : . Q 0 Ye 0 0 0 0 0 0 0 a 4; f7 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8 0 4 0 !0 Yes'i ' 0.0 1 QO , ! s . 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 7 0 4 0 Yes 0.0 100 0 0 Yes ! . t . 0 0 . 0 0 0 0 0 0 0 0 0 0 0 0 6 0 4 0 0 0 Yes- 0.0 100• 0 0 Yes 0.0 0 0 0 0 0 i 0 0 0 . . . . . . . 0 4 670 21 Q 190 Na 100 0 1 00- Q Q No : 0.0 0 0 0. 0 0 12; (I D {l 152.7 67.0 219.7 152.7 67.0 219.7 290.4 5 4 10 4 510 . ! 170 1!00 No. . 100.0 . 100 0 0 Yes 0.0 0 00 0 0 0.0` 0 0 ` 90.7 51.0 141.7 243.4 118.0 361.4 480.9 3 10 4 580 ;1 5Z 125 N0 125 0 100 ' 0 0 Yes , 0.0 0 0 0 4 a 0;0 0 Q ! 92.2 72.5 164.7 335.6 190.5 526.1 707.5 4 580 - 2$ ! : 40 ; No . 40 0 , 140 ! 0 0 Yes 0 0 0 Q O 0 ,Oi 0 P 0 ; 79.0 23.2 102.2 414.6 213.7 628.3 839.4 2 - 12 :1 ; • o . 0 . 1 0 0 No . 0 0 0 0. 0 0 0 . • t2 .0 S 4.0 0.0 4.0 418.6 213.7 532.3 844.2 1 10 4 0 0. 0 : N . 0. QQ.: . , . Footing Size req'd = 158.1 ft2 = 12.6 ft x 12.6 ft Notes - - 1. Pu is a maximum of 1.4D and 1.2D+1.6L 2. K_LL = 1 All other cases Cornar Column ysJ Cantilever W 3 Edge Column w/ Cantilever Cn 4 Interior Column and Exterior Column wo/ Cantilever W Column Rundown (1sC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 9/A3 Col. Mark: C5 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/1812005 'Floo "Floor K_LL Trib Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height . Area = 71-1 Rdc? L1 Rd Area DI-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (pif) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) R f 0 4 0 No 0 0 100 0 80 N o 80.0 0 0 9 d 0 C 0 D 0.0 0.0 0.0 0.0 0.0 0.0 0.0 oo 0 Yes . 0 0 1'00 0 0 , Yes 0 0 0 00 j'Q;" ll i OO 40 0.0 0.0 4.0 0.0 0.0 0.0 0.0 10 0 4 0 0 , Yes ! . 0 0 100 0 0 No . 0 0 0 D 0 , Q . 0 Ol! 0 4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9 0 4 0 J Dr . ' . 0 D 0 D b 0 b 0 Q= 0 0 0 0 0.0 0.0 0.0 0.0 0.0 8 0 4 0 e 0 i0 Yes'! 0.0 100; ! 0 0 Yes 0.0 . . 7 0 4 0 '0 Y es: 0.0 100 - 0 -0 Yes 0.0 0 00,• '0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 0 4 0 0 0 . Yes 0 0 , 1:60, 0 0 Yes 0.0 0 0 0 0 0 D 9 0.0 0.0 0.0 0.0 0.0 0A 0.0 4 730 210 ° 100 o . 100 0 100 0 Q No 0 0 0 4 0 fl 0 •12:T q 0 165.3 73.0 238.3 165.3 73.0 238.3 315.2 5 4 0 10 4 4 0 650 :1 Q; 152 Q 125 N Na' No : . 0.0 125 0 106 ' 100 Q Q 0 0 Yes Yes ' . 0.0 OA 0 0 0:0!. 0 0 0 : 0 0. 0 0 0 0.0{ • D 0 0,0 4.0 102.8 0.0 81.3 4.0 184.1 169.3 272.1 73.0 154.3 242.3 426.4 320.0 573.3 3 10 . . ' e 0 0 0 0 4 ' 0 0 0 0' 0 0 88 0 26.0 114.0 360.1 180.3 540.4 720.5 2 12 4 650 ! 128' . , 40 No- ' 40.0 0 100 • 4 00 : d 0 0 0 Y s No . 0 0 0 0 0, 0 • CJ ' 0:0: 4 0',i . 4.0 0.0 4.0 364.1 180.3 544.4 725.3 1 10 4 0 No ; 0. ; ; . . . _ -r..i..- nCA 4 14l1 Fdd A Footing Size req'd = 136.1 ftz = 11.7 ft x 11.7 ft Note 1. Pu is a maximum of 1.4D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever 3 Edge Column w/ Cantilever W 4 Interior Column and Exterior Column wo/ Cantilever C, .1h. C _1 Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col.-Location: - 1/A12 1/A13 Col. Mark: C5 Col. Size: 16 x 24 Sq/Rect Allow. Soil Searing: 4 ksf (DL+LL) Date: 10/1812005 Floor Floor K_LL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height Area DL1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (pif) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 270 31 " 80 No 80.0 10a' 0 80 No 80.0 0 0 0 0 I7 ; t3,Or 0.0 8.4 21.6 30.0 84 21.6 30.0 44.6 10 0 4 0 0"- Yes' 0.0 100, 0 0 Yes' 0.0 0 0 0 0 0 f1.0 Q.0 0.0 0.0 0.0 8.4 21.6 30.0 44.6 9 .0_ . 4 0-. Yes'' 0.0 100°" 0 0 No 0.0 0 0'O, Q a) QO.;? ' 0.0 0.0 0.0 0.0 8.4 21.6 30.0 44.6 8 0 4 0 0 r,G " Yes 0.0 100;;; ' 0 0 Yes' 0.0 0 G 0' " ! 0 0 ::,0'0. 0 a 0.0 0.0 0.0 8.4 21.6 30.0 44.6 7 6 0 0 4 4 0 0 i .-Q 0 tl) " O" ' Yes " Yes 0.0 0.0 100 ` 64, ` 0 p 0 0 Yes Yes 0.0 0.0 0 0 0 0 0~0; Q Q 0 :Q L3 p' 4.Of 0,Q ' O:Q 0.0 0.0 0.0 0.0 0.0 0.0 8.4 8.4 21.6 21.6 30.0 30.0 44.6 44.6 5 0 4 270 170 .100 N6' - 100.0 100 " 0 0 No 0.0 0 21 0. LaQ a 4.O e 0 b i 50.1 27.0 77.1 58.5 48.6 107.1 147.9 -4 3 10 10 4 4 270 270 120 " " E:13$ 100 40 No,:: Yes 100.0 5 20 100; 100 0 0 0 0 Yes Yes 0.0 0 0 0 0 21 0, 0 D • -QD 0 0 0 0 0'' 0 0'! ~t p 0 40.6 41 3 27.0 5 5 67.6 46 8 99.1 140.3 75.6 81.1 174.7 221.5 239.8 298.2 2 12 4 100 ::128 ":1:25 'I No . 125 0 • 100 0 0 Yes . 0 0 0 010: 0 p . . 17.6 . 12.5 . 30.1 157.9 93.6 251.6 339.3 1 10 4 0 0" 0 " , No ; . 0 0 100 0 0 No . 0 0 4 0 0 0 4 0 161 9 93 6 255 6 344 1 : , . . 4 . . . . . . . I oI91 = 101.E ~111.0 LOD.n Footing Size req'd = 63.9 W = 8.0 ft x 8.0 ft Note 1. Pu is a maximum of 1.41D and 1.2D+1.6L 2. K -LL = 1 All other cases ____2 Corner Column w/ Cantilever 3 Edge Column w/ Cantilever W 4 Interior Column and Exterior Column we/ Cantilever Cn Ut Column Rundown (113C 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Locadon: 12/A2 Col. Mark: C6 Col. Size: 24 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10118/2005 Floor" Floor LL K Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height _ Area DL1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? 1-2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 0 No. ; 0.0 100 , ! 0 80 No 80.0 0 OX)". 0 D ` ~ . 0.0, ! 0.0 0.0 0 0.0 0 0 0.0 0 0 0.0 0 0 0.0 0 0 0.0 0 0 10 0 4 0 0 0 Yes 0.0 100 ! 0 i 0 Yes 0.0 0 Q ~ 0 : 0 0 0 0 ; 0.0 0. . . . . . 9 0 4 0 tl 0 Yes%' 0 0 100; 0 0 No 0 0 0 Q,0 0 0 O%0' 0 D 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8 0 4 0 0 . 0' ' Y s . 0 0 . 100 : 0 0 Yes . 0 0 Q 0 0 , 0 0.4', 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7 0 4 160 ' `170 300 e No . 100 0 100 ! 0 0 No . 0.0 0 2110 200 0 0; I3! 00' 32.0 16.0 48.0 32.0 16.0 48.0 64.0 6 10 4 230 138 400 No : . 0 100 100 0 0 Yes" 0.0 0 24.0 200 R 0 0 R. i O 42.5 23.0 65.5 74.5 39.0 113.5 151.8 5 10 4 650 160 100 No . 0 100 , 100 0 0 No 0 0 0 16.C .2300 Ci [30J0 , '$6 O j 276.8 130.0 406.8 351.3 169.0 520.3 692.0 4 0 ; 0 0 No ' . 0 0 100 i 0 0 Yes . 0 0 0 24.0 200: 0 Off 0;0 10.8 0.0 10.8 362.1 169.0 531.1 705.0 4 3 10 10 4 790 :152 100 . Nv . 100 0 -100 0 0 Yes . 0.0 0 24-0: ;200 ' 0 0.0 130.9 79.0 209.9 493.0 248.0 741.0 988.4 ,2 " 12 4 790 128 40 No . 40 0 100 b 0 Yes 0.0 0 04 0 0 0_iS '0' 108.3 31.6 139.9 601.3 279.6 880.9 1169.0 : . N . d 0 0 No 0 0 0 0 0 0 ' '0 0 " Q 0 6 0.0 6.0 607.3 279.6 886.9 1176.2 1 10 4 0 0 0 o 0.0 10 . , . . . Footing Size req'd 221.7 ft2 = 14.9 ft x 14.9 ft Note 1. Pu is a maximum of 1 AD and 1.2D+1.6L 2. K_LL = 1 All other cases API. 2 Comer Column wl Cantilever 3 Edge Column wl Cantilever 4 Interior Column and Exterior Column wol Cantilever U't rn C Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Eoa.-Locatk;m; - 13/A2 Col. Mark: C6 Col. Size: 24 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/1812005 Floor Floor LL K Trlb Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height _ . Area DL1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2} {psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (klp) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 0 0 0 . Nv `I 0.0 .1.00" ! 0 80. No 80.0 0 .0 0 - 0 D Q ;O Q P 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 0 4 0 Y.es 0.0 100 < 0 D Yes 0.0 0 0 200 0 0 Q 0 9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 : 0 0 Y 5 0 0 100 0 0 No 0 0 0 0 0 " 200 A Q_0( 0 0 ! 0.0 0.0 0.0 0.0 0.0 0.0 0.0 g _40- 4 0_w " " e ' . a . OA 0 00 " .Ot3 0 0 0: 0 0" j 0 0 0.0 0.0 0.0 0.0 0.0 0.0 8 0 4 0 D. ' b Yes. 0.0 100 0 10 D N No 0 0 0 b 1 24 I 00' U Q 0 4 . 38.8 15.6 54.4 38.8 15.6 54.4 71.5 7 0 4 200 i 170; '10Q:, Yes ^ 78.0 ' 0 . 0 . 240 200 fl ff : , 4i7 4 38 20 0 58.4 77.2 35.6 112.8 149.6 10 4 200 138 i i' 100 • "No l `i 100.0 100 ; 1 ! 0 0 0 0 Yes. No 0.0 0 0 0 f£ 0 ` 23(70 " Q . 930 0 . 55 0' . 283.2 . 134.0 417.2 360.4 169.6 530.0 703.9 5 " 10 4 690 1601, " 1i0p : ;NQ 100.0 QO 0 0 Y, . 0 0 0 240 00 b t1 0': D0 ! 10.8 0.0 10.8 371.2 169.6 540.8 716.8 4 3 16 10 4 4 0 530 0 152 100 "No No;"; 0.0 100.0 100;; 100 0 0 Yes- . 0.0 0 24 0 "-'200 tl . 0 0- ~ 0 91.4 53.0 144.4 462.6 222.6 685.2 911.2 2 12 4 700 128 • 40 No 40.0 JOG ! 0 0 Yes ? 0.0 0 0 0 : 0 Q 0.3' 0 0 96.8 28.0 124.8 559.4 250.6 810.0 1072.2 0 No Q 0 0 0'0 0 0" Q ? O,t?' 6.0 0.0 6.0 565.4 250.6 816.0 1079.4 1 10 4 0 0 0 N:6;. 0.0 ~00 0 . . _ =r. d 'Mr) r Al r, n Footing Size req'd = 204.0 ft2 = 14.3 ft x 14.3 ft -Note- 1. Pu is a maximum of 1.4D and 12D+1.6L 2. K_LL = 1 All other cases ~_2 . Comer Column w/ Cantilever 3 Edge Column w/ Cantilever 4 Interior Column and Exterior Column wo/ Cantilever Cn 4 Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Date: 10/1812005 Project: Four Seasons Resort, Vail, CO (NM# 7083) Collocation: 16.91A7 Col. Mark: C7 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Floor Floor LL K Trib. Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Flo or Accu mulated Load Pu Height _ Area DL1 LL1 Rdc? L1 Rd Area DI-2 LL2 Rdc? L2 Rd Area Length I DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) R of 0 4 230 31 80: No 0 80 100 " 0 80 No 80.0 0 Q 0 Q 0 0 0.1 t3.L1, 7.1 18.4 25.5 7.1 18.4 25.5 38.0 o 0 4 0 0 0 Yes . 0 0 100: 0 0 YeS ! 0.0 0 Q 0 0 a 0 0:, f}••; 0.0 0.0 0.0 7.1 18.4 25.5 38.0 10 " . " ! 0 0 No 0 0 0 0 0 Q 0 0 Oj 0 4 ,i 0.0 0.0 0.0 7.1 18.4 25.5 38.0 9 0 4 0 0 'a Yes e ' 0.0 100. 00 0 0 Yes . 0 0 0 O ' 0 Y3 D 0.0 0.0 0.0 7.1 18.4 25.5 38.0 8 0 4 0 23 0 120 10 Y s:: 4es-' 0.0 29 8 1 ` 100° 0 0 Yes . 0 0 0 21 0 20p 0 0.0f O D 31.8 6.8 38.6 38.9 25.2 64.2 87.1 7 0 10 4 4 0 230 120 40 Y es l . 24 0 . 1Q0 D 0 Yes . 0.0 0 21 * 20 ;0-0 35.8 5.5 41.3 74.7 30.8 105.5 138.9 6 12 AO . Ye . 20 5 , 100 0 0 No 0 0 0 21 (T :200 c O.0! t}D!; 50.2 7.2 57.4 124.9 38.0 162.9 210.6 5 10 4 350 0 ' 2 : 2 N . . 00. - 0 0 Yes . 0 0 0 , 21 . 200 0 37.0 30.0 67.0 161.9 68.0 229.9 303.0 4 10 4 240 0 :1 " 1 5 ' ' o 125.0 . 1, 0 0 Yes . 0 0 0 0 0 0 Q 0 0 Q 0 ; 57.2 35.0 92.2 219.1 103.0 322.1 427.7 3 2 12 4 35L 350 152 ; 128 1 00 AO No ! No 100.0 40.0 _ 101 ]:QO 0 0 Yes' . 0.0 0 0 0 0<XT' D Q 49.6 14.0 63.6 268.7 117A 385.7 509.6 0 0 No ' 0 0 100; 0 0 No 0 0 0 0 0:di O.fJ 4.0 0.0 4.0 272.7 117.0 389.7 514.4 1 10 4 , . , . non 7 A 97 n QRQ 7 Footing Simreq'd 97.4 ftz = 9.9 ft x 9.9 ft Note i. Pu is a maximum of 1.4D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Comer Column w/ Cantilever W 3 Edge Column w/ Cantilever 4 Interior Column and Exterior Column wof Cantilever OD - - - Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Got.-Locatlo n: 13.71A2 Col. Mark: C7 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL. Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Heigh _ Area 5L1 LL1 Rdc? L1 Rd Area 131-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (pif) (kip) (kip) (kip) (kip) (kip) (klp) (kip) (kip) (kip) Roof 0 4 260 31 80 `No;' 80.0 100,' j D ;80 N'o 80.0 0 010 . li 0 t} ; 0.0." fl ii 8.1 20.8 28.9 8.1 20.8 28.9 43.0 10 0 4 0 0 0 Yes : 0.0 100:: 0 D Yes 0.0 0 0 0 D 0 " D 0' .0.0 ! 0.0 0,0 0.0 8.1 20.8 28.9 43.0 9 - 0 4 0 : 0 0 Yes'' 0.0 100' 0 0 No 0.0 0 00 0 : . 0 0. 0,0' 0.0 0.0 0.0 8.1 20.8 28.9 43.0 8 0 4 0 0 0 Y.es ! 0.0 100: 0 0 Yes 0.0 0 0'0 0 0,0 ! 0.0 0.0 0.0 8.1 20.8 28.9 43.0 7 D 4 260 170 100 Yes: 71 5 106' 0 0 Yes 0 0 0 Q 2f z 10 .Q 0 4 0,0 ! 48-4 18.6 67.0 56.5 39.4 95.9 130.8 6 10 4 260 , `i120 40 Ydi s; . 232 100- 0 0 Yes - . 0.0 0 , ?1•.13 200 Q , , 0 t7` 00 39.4 6.0 45.4 95.9 45.4 141.3 187.7 5 10 4 440 1"60 .100 Yes 49 2 00' D 0 No 0.0 0 21:.0, ZOp 78.6 21.7 100.3 174.5 67.1 241.5 316.7 -4 _ 10 4 20b . `128 4D No . 40.0 100•, ! 0 0 Yes 0.0 0 21 0' 200 0, a.0 OO 33.8 8.0 41.8 208.3 75.1 283.3 370.0 3 10 4 280 152 1OQ• ' Ng'-, 100.0 1130„- ; D Q Yes 0.0 0 21.7 ',20d Q a.0. 4.0-, 513.8 28.0 78.8 259.0 103.1 362.1 475.7 2 12 4 450 128 40 No 40.0 100 : 0 b Yes 0.0 0 b 0 0 0 OA t) 0 62.4 18.0 80.4 321.4 121.1 442.5 579.4 10 4 0 0 0 Np 0 0 100 0 0 No 0 0 0 0: 0 " 0 0 0 0 4 0 4 0 0 0 4 0 325 4 121.1 446.5 584.2 1 ; ; . : . . • . . . . . . . . Footing Size req'd = 111.6 ft2 = 10.6 ft x 10.6 ft Note_---- 1. Pu is a maximum of 1.41D and 11.213+1.61- 2. K_LL = 1 All other cases _.-2 Coroef.Column w/-Cantilever 3 Edge Column w/ Cantilever W 4 Interior Column and Exterior Column wo/ Cantilever cri (O Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) CQL_._Location, 2.31A15 Col. Mark: C7 601L Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor` 'Floor K LL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height _ Area DL1 1-1-1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft"2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (pif) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 580 - No;: 80.0 .100. 0 80 No - 80.0 0 a a Q . o Q 0'.` 011: 18.0 46.4 64.4 18.0 46.4 64.4 95.8 10 0 4 0 0 0 Yes- ; 0 0 100. 0 0 Yes 0.0 0 0 0 0 0 P O 0 t) 0.0 0.0 0.0 18.0 46.4 64.4 95.8 0 s ! Y . 0 0 100' 0 0 No 0 0 0 0 0 0 b 0 0•i 0.0 0.0 0.0 18.0 46.4 64.4 95.8 9 8 0 0 4 4 0 0 , 0 0 0 e Yes' . 0 0 1139i: 0 0 Yes . 0 0 0 0 0 0 D 0.0 ! Q 0.0 0.0 0.0 18.0 46.4 64.4 95.8 7 0 4 420 . 120 40 Yes:; . 24 6 100 0 0 Yes . 0 0 0 42 0 1200 11: 11 0 OwQ r Q 0 58.6 10.3 69.1 76.8 56.7 133.5 182.9 6 10 4 580 120 40 Yes . 19.5 1 QO 0 0 Yes . 0.0 0 - 0 0 , 0 ~ 0_0'. 0 D 73.6 11.3 84.9 150.4 68.1 218.4 289.3 10 4 580 120 40 Yes ' 17 5 100: ' 0 0 No • 0 0 0 fla a r II 01 Q: 0 0 73.6 10.2 83.8 224.0 78.2 302.2 393.9 5 4 10 4 580 1 20 : 40 • Yes; . 16.5 100.. . 0 0 Yes . 0.0 0 0 0 a' Q - 0 0'. 0'0 73.6 9.5 83.1 297.6 87.8 385.4 497.5 3 10 4 580 , 138 40 Yes 16.0 . 100i! 0 0 Yes 0.0 0 O IY 0 ik 0:0 ! . Q.0 84.0 9.3 93.3 381.6 97.1 478.7 613.2 .2 `12 0 0 . No 0.0 .100' 0 0 i Yes 0.0 0 0 0 4 0 u, O.Q 4.8 0.0 4.8 386.4 97.1 483.5 619.0 1 T 10 4 0 1 ~ b A No; is 0 0 100 0 0 i: N[i 0 0 0 0 0 •<?a . 0 , 0"0 4.0 0.0 4.0 390.4 97.1 487.5 623.8 , " 1 . . Footing Size req'd 121.9 fe = 11.0 ft x 11.0 ft NoteT f. Pu i§ a maximum of 1 AD and 12D+1.6L 2. K_LL = 1 All other cases kA 2 Corner Column w/ Cantilever 3 Edge Column w/ Cantilever 4 Interior Column and Exterior Column wo/ Cantilever O 1 - - - Column Rundown (113C 2003) Nishkian Menninger, San Francisco, CA Date: 10/18/2005 Project: Four Seasons Resort, Vail, CO (NM# 7083) Col Location: 3.7/A16 Col. Mark: C7 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Floor Floor LL K Trib Area Load 1 Area Load 2 L ine Loa d Point Load Sum per Floor Accumulated Load Pu Heigh _ . Area DL1 LL1 Rdc? L1 Rd Area 1131-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL 010 (ft" 2) (psfl (psf) (Psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) {kiP) (kip) (kip) (kip) (kip) (kip) Roof 0 4 350 31 80 No!. 80.0 100 0 $0 No, ' 80.0 0 00 IQ IS O;Q 0 0 E 10.9 28.0 38.9 10.9 28.0 38.9 57.8 0 100" 0 Yes 0 0 0 Yes: 0.0 0 0 #1 :0 g , 0 0 : . 0-0 0.0 0.0 0.0 10.9 28.0 38.9 57.8 10 0 4 Q . 0 100 ! 0 0 0 0 No 0 0 0 ;0 0 ; t3 0 ' .p' 0.0 0.0 0.0 10.9 28.0 38.9 57.8 0.0 Yes . ; 0 0 ~0 .1 fl x 0" 0 0.0 0 0 0 10.9 28.0 38.9 57.8 8 0 4 0 --?0: ,.0 Ye§ 0.0 100' ' 0 TJ yes, 0.0 0 0 0 180 2G0 0 , ; 0 0 Q 0 : . . 2 6.8 38.0 31 42.1 34.8 76.9 106.2 7 0 4 230 120 , . '40 . -:Yesi 29.8 • 100" " 0 0 Yes 0. 0 s 0 Q Y 0 0 0 =0 0': ; 0 v~ fl tk . 52.3 7.9 60.2 94.4 42.7 137.1 181.6 6 - 10 4 350 " :938. 40:[, .Yes:22.5 1 Q0 . e 0 0 ' 0 N 0 0 Q 0 O 0 £ 0 t3 ; 46.0 6.9 52.9 140.4 49.7 190.0 247.9 5 10 T 4 350 2Q 4 Yes 19.8 . p 0 0 0 0'i 0 £ ° D Q 4 4 52 0 6 46 186.4 56.1 242.4 313.4 4 10 4 350 120 411 Yes' 18.4 " .100 0 q Yes ! 0.0 0 Q 0 1 0 0 d . . . 4 1 58 3 6 52 7 62.2 238 300.8 385.9 3 10 4 350 138 4;0 'Yes' 17.4 , 400" 0 0 Yes 0.0 0 D 0 0 0, , . . . . 0 100; N - 0 0 0 0 Yes 0 0 0 0 OI 030! 0 0 ' ; 4.6 0.0 4.8 243.5 62.2 305.6 391.6 2 12 4 0 . o . 0 0 0 0 N 0 4.0 OA 4.0 247.5 62.2 309.6 396.4 1 10 4 0 0- 0 Nc;; 0.0 10Q:• . o TMoI ?d7 S S99 ans_6 Footing Size req'd = 77.4 ft2 = 8.8 ft x 8.8 ft Motel 1. Pu is a maximum of 1.41D and 1.2D+1.6L 2. K_LL = 1 All other cases ,..Comoc Column W .Cantilever,4.. _ 3 Edge Column w/ Cantilever IM 4 Interior Column and Exterior Column wo/ Cantilever Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Collocation: 141A2 Col. Mark: C8 Col. "Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL Trib Area Loa d 1 Area Load 2 Line Loa d Point Load Sum per Floor Accumulated Load Pu Height _ . Area. DL1 LL1 Rdc? L1 Rd Area DI-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ftA2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (pif) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 350 li 31: ' ' j80 NeE; 80.0 T a& 0 80 Nil 80.0 0 0 Q 0!`. 01t 0 0!; 10.9 28.0 38.9 10.9 28.0 28 0 38.9 9 38 57.8 57 8 0 4 0 Q 0 0 100'. 0 0 Yes 0.0 0 0 0 0 0 0 0-, 0 0" 0.0 0.0 0.0 10.9 . . . 10 Iq s ' Y . 0 0 100 0 0 Noi 0 0 0 0.0 t} 0; D-0 0 0 0.0 0.0 0.0 10.9 28.0 38.9 57.8 9 0 4 "-120 40 ' e Yes . 26 0 100 0 0 Yes . 0 0 0 36.0 . 200 0 II 0 Q 0 . i 53.2 9.1 62.3 64.1 37.1 101.2 136.2 8 10 4 350 - . 53 8 100 0 0 Yes . 0 0 0 180 200 Q 0:! 0 0 47.2 17.7 64.9 111.3 54.9 166.1 221.3 7 6 10 10 4 4 330 330 120; ; 12Q ' 100 1Z5 Yes- No . 125 0 " 1.00 ' 0 Q Yes = . 0.0 0 18.0 200. 0r 00 . OQ. 47.2 41.3 88.5 158.5 96.1 254.6 343.9 5 10 4 470 . - , 160 " , 100. . 100.0 1Qtli; " 0 No 0.0 0 18.0 0 200" 500 0 42 Oi 04 82.8 82 2 47.0 41 4 129.8 123 6 241.3 323.5 143.1 184.5 384.4 508.0 518.5 683.3 4 10 4 210 120 40 Ndf 40.0 100 0 0 Yes 0.0 0 22.. . . . . 2 5 7 618 831 5 3 2 10 _ 12 4 . 4 380 620 .;152 1"28" 00 40 "NO"` Na 100.0 40.0 100: 100 0 6 0 0 Yes Yes 0.0 0.0 Q 0 22"Q 220 500 500 Q; 0 0' t?.0 U0 ' 72.8 95.2 38.0 24.8 110.8 120.0 396.2 491.4 . 22 247.3 . 738.7 . 985.3 0 , 0 0 No' ' 0 0 " 1'00" 0 D No = 0.0 0 0 C 0 0 0 f)a o'0, 4.0 0.0 4.0 495.4 247.3 742.7 990.1 1 10 4 . T-f,I - AOA A 047 3 742.7 Footing Size req'd 185.7 ft2 = 13.6 ft x 13.6 ft Note 1. Pu is a maximum of 1.40 and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever W 3 Edge Column w/ Cantilever W 4 Interior Column and Exterior Coiumn wo/ Cantilever iV Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Co I. 'Location: 15/A2 Col. Mark: C8 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor LL K Trlb. Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Heigh _ Area DI-1 LL1 Rdc? L1 Rd Area DI-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft"2) (psf) (Psf) (psf) % (pso (psf) (psf) % (ft) (P~f) (plf) (kip) (kIP) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 350 31 " pia 80.0 100:: 0 80 Nc 80.0 0 00 0 " 0 0.0- 0:{3 ! 10.9 28.0 38.9 10.9 28.0 38.9 57.8 , 0 0 Ye 0 0 100;' 4 0 Yes - 0 0 0 0. 0 i O.r# 4,t1 ; 0.0 0,0 0.0 10.9 28.0 38.9 57.8 10 9 0 Z 4 4 0 0 0" Yes . 0 0 100 0 0 No . 0.0 0 4 0 0 O 0.0[ 0.0 : 0.0 0.0 0.0 10.9 28.0 38.9 57.8 . 8 , 10 - 4 - 350 s 124: 40 : . 0 26 100:; 0 0 Yes ! 0.0 0 3 0 20th Q O.0 0 D' 53.2 9.1 62.3 64.1 37.1 101.2 136.2 7 10 4 320 . 120 . 100 Yes : . 54 0 100 " 0 4 Yes 0.0 0 18 0- 200 Q 0.0' 0"0 46.0 17.3 63.3 110.1 54.4 164.4 219.1 . . . 0 0 , 06" A 4 0 Ye 0 0 0 ita X00 '0 0=g'- 00 i 12.0 OA 12.0 122.1 54.4 176.4 233.5 6 5 10 10 4 4 0 510 : 160 1104 ; 'des . 46 8 ' ° 100" 0 0 s No . 0.0 0 21 0.1 '200, 0 " 0 0 0,0;? 89.8 23.9 113.7 211.9 78.3 290.1 379.5 4 10° 4 " 0 .128: ; . :-40 'Na:' . 40.0 100 0 0 Yes 0.0 0 21 0. 0 . 1Qi,Q 84 0' 121.5 84.0 205.5 333.4 162.3 495.6 659.7 3 10 4 520 "f52 " ' 100 No ":I 100 0 100i 0 0 Yes 0.0 0 21 £1 1500 0.0' 0.0 ! 93.5 52.0 145.5 426.9 214.3 641.2 855.1 2 - 12 d 840 . i 128 , :°40" - , No . 40 0 140 0 0 Yes = 0.0 0 A 0 0 0 0:0; 0 0 112.3 33.6 145.9 539.2 247.9 787.1 1043.6 . 6 N . 0 0 0 0 No 0 0 0 0 0 0 0 : Q.fl G;~} 4.0 0.0 4.0 543.2 247.9 791.1 1048.4 1 10 4 0 o . . . T__- cef .l •lA7 It T!)1 i Foofing Size req'd = 197.8 ft2 = 14.1 ft x 14.1 ft -Note- 1. . 1. Pu is a maximum of 1 AD and 1.2D+1.6L 2. K_LL = 1 All other cases _2 Comer Column w/.Canfilever- 3 Edge Column wf Cantilever 4 Interior Column and Exterior Column wo/ Cantilever M W Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 21A12 Col. Mark: C8 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor- Floor K LL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height _ Area DI-1 LL1 Rdc? L1 Rd Area DI-2 LL2 Rdc? L2 Rd Area Lengt DL DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) ( (plf) (kip) (kip) (klp) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 370 :1 31 . r 8Q No 80.0 100 0 80 No 80.0 0 0,0 Q 0 D O 0 4 jj 11.5 29.6 41.1 11.5 29.6 41.1 61.1 10 0 4 0 . 0 0 Yes 0 0 1 QO 0 0 Yes 0 0 0 :0 0 G 0 D 0 D 0.0 0.0 0.0 11.5 29.6 41.1 61.1 9 0 4 0 . 0 i0 Yes . 0 0 100 ; 0 0 No . 0 0 0 , 0.0 0 Os D 0: ij D ( 0.0 0.0 0.0 11.5 29.6 41.1 61.1 8 10 4 370 120 40 . Yes' . 6 25 100 0 0 Yes- . 0 0 0 0 :25 200 D Ofl,: OOj 53.4 9.5 62.9 64.9 39.1 103.9 140.4 7 10 4 370 . 120 40 . Yes: . 21.0 100: 0 0 Yes . 0.0 0 . 25.0 200 0= 0 Q z { 0 i 53.4 7.8 61.2 118.3 46.9 165.1 216.9 6 10 4 230 120 40 Yes ' 19.6 100. 0 D Yes - 0.0 0 25 0 2Q0 36.6 4.5 41.1 154.9 51.4 206.2 268.0 5 10 4 420 11201: 40 Yes.+ 18.7 50 1170 100 No 100.0 50 25 0 200 0 0 0 (101; 69.9 24.9 94.8 224.8 76.3 301.1 391.8 4 10 4 420 1211, 40. Yes". 17.5 1 0 0 Yes 0.0 0 010 0 0 t7.0! D'! 54.4 7.4 61.8 279.2 83.7 362.8 468.8 3 10 m 4 _ 420 138 40 Yes' 16.7 160. 0 0 Yes 0.0 D D. D 0 0! 0.0 62.0 7.0 69.0 341.1 90.7 431.8 554.4 r2 12 420 x:128 1125 Noc i' 125.0 100 0 0 Yes : 0.0 0 D Q 0 '01 , 0.D . 4 0 'i 58.6 52.5 111.1 399.7 143.2 542.8 708.7 1 0 0 10 0 0 0 No! 0 0 0 ZIo a 4.0 0.0 4.0 403.7 143.2 546.8 713.5 1 0 4 0 . . . . . Footing- Sizereq'd 136.7 ft2 = 11.7 ft x 11.7 ft Note 1. Pu is a maximum of 1.41D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever 3 Edge Column w/ Cantilever 4 Interior Column and Exterior Column wo/ Cantilever C) .A - - Column Rundown (BC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location:. 2/A13 Col. Mark: C8 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K_LL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height Area DU LL1 Rd c? L1 Rd Area DL2 LL2 Rde? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2)' (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (p If) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 280 31 ' 80 No: ` 80.0 :100• 0 60 No' 80.0 0 777 - tf • = " D 0.0 0.0 I! 8.7 22.4 31.1 8.7 22.4 31.1 46.3 10 0 4 0 0 0 Yet 0.0 100 0 D Yes 0.0 0 U.D, p Or 0.0 O :i 0.0 0.0 OA 8.7 22.4 31.1 46.3 9 - 0 4 0 < 0 Yes:: 4.0 100 0 0 No' • 0.0 0 0.0 0 0 0 0 p : 0.0 0.0 0.0 8.7 22.4 31.1 46.3 8 10 . 4 280 420 .40 Yes' 27.9 100 0 0 Yes 0.0 0 2b-0 ' ; 200 0 O0 0 4 41.6 7.8 49.4 50.3 30.2 80.5 108.7 7 10 4 280 32d 40 Yet 22.7 100 0 b Yes 0.0 0 20 0: 20fk 0' 0.0 ! 0 0 41.6 6.3 47.9 91.9 36.6 128.4 168.8 6 10 4 230 . ;1 ~ 40 Yes S 20.7 100 0 p Yes : 0.0 0 20.0' 200 Q'; 0 Q : 0 0 ` 35.6 4.8 40.4 127.5 41.3 168.8 219.1 5 10 4 390 120 401,;: Yes= 19.6 , 50 ; 170 1D0 No 100.0 50 X20.0 2{70 0: 0_+0 0 0 r 64.6 23.3 87.9 192.0 64.6 256.7 333.9 4- 10"' 4 390 ' 20 , 40 Y.es 18.1 100. 0 0 Yes 0.0 0 0 0 0 0i 0 0 0 0 ;i 50.8 7.1 57.9 242.8 71.7 314.5 406.1 3 10 4 390 138 40 Yes 17.1 100 0 0 Yes 0.0 0 0 0 0 0 0 - 0 0 57.8 6.7 64.5 300.7 78.4 379.0 486.2 42 4 440 128. 125' No` 125.0 100 0 0 Yes 0.0 0 0 0 0 0-0 61.1 55.0 116.1 361.8 133.4 495.1 647.5 1 10 4 0 0 Q No I' 0.0 1,00 0 0 No 0.0 0 00. 0 0" 0 0- 00 i' 4.0 0.0 4.0 365.8 133.4 499.1 652.3 1 Oat = ooo.25 -I15.5.4 4aa. I footing Size req'd = 124.8 W = 11.2 ft x 11.2 ft Note,. . T. Pu is a maximum of 1.41D and 1.2D+1.6L_ 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever 3 _ Edge Column w/ Cantilever W W 4 Interior Column and Exterior Column wo/ Cantilever C1 Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. t-ocation- - 2/A14 Col. Mark: C8 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor LL K Trib. Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height _ Area DI-1 LL1 Rdc? L1 Rd Area ID-2 LL2 Rdc? L2 Rd Area Lengt DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 100 .31 " SD " -''No 80.0 1 OW;; 0 80 Na 80.0 0 U.0 0 0'0 i q L1 3.1 8.0 0 0 11.1 OA 3.1 3 1 8.0 8 0 11.1 11 1 16.5 16 5 10 0 4 0 0" 0 YrS i; 0.0 100" 0 0 Yes 0.0 0 0:Q - 0 0 0 0; 0 Q 0.0 . . . . . " 0 0 Y s 0 0 100 ; 0 10 No 0 0 0 0.0 0 0 . II.0' U 0 ! 0.0 0.0 0.0 3.1 8.0 11.1 16.5 9 0 4 0 . , e - Yes . 40 0 JO 0 0 Yes . 0 0 0 16 0 ' 200 Q f~.0' t7 0' ! 19.2 4.0 23.2 22.3 12.0 34.3 46.0 8 10 0 4 4 100 200 12 0 120 40 40 " Yes . 27 3 100" ` 0 0 Yes . 0.0 0 t 6 a " 200 0 0' 31.2 5.5 36.7 53.5 17.5 71.0 92.1 7 1 . , . . . 7 49 9 96 7 1 24 120 8 154 7 6 10 4 300 .120 40 Yes;' 22.2 10a . 0 0 Yes 0.0 0 16 0 '200 0 Q.O 0.0 43.2 6. . . . . . 5 10 4 340 1~0 °40 Yes.;' 2 20 80. 170 100 No 100.0 20 16-0 200 0 0_D' Q a"; 51.4 12.3 63.7 148.1 36.4 184.5 236.0 es . 100 0 0 Yes 0 0 0 0 Q 0 0 0.0 I U G 44.8 6.3 51.1 192.9 42.8 235.7 299.9 4 10 4 340 120 ' 40 Y Ye 18.6 17 6 , D 0 Yes . 0 0 0 0 0 D t) >J O; 0 Q 50.9 6.0 56.9 243.8 48.7 292.6 370.6 _ 3 2 A._ 12 4 34 0 1.38 • 0 : 40 0 s No ' . OA 100; 0 0 Yes . 0.0 0 . 0 0 Q Q , (I.D 4 0 4.8 0.0 4.8 248.6 48.7 297.4 376.3 No 0 0 tAO D 0 No OA 0 O.D 0 " 0 0;0 4.0 0.0 4.0 252.6 48.7 301.4 381.1 1 10 4 0 . , . ¢ AQ 7 2fN d fLoot~ng ize req"d = 75.3 W = 8.7 ft x 8.7 ft ,Note, 1. Pu is a maximum of IIAD and 1.2D+1.6L 2. K LL 1 All other cases 2 Corner Column wl Cantilever (A 3 Edge Column w/ Cantilever CY) 4 Interior Column and Exterior Column wo/ Cantilever - - Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA c Project: Four Seasons Resort, Vail, CO (NM#E 7083) Got -Location: .._3/A13 Col. Mark: C8 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor LL K Trib. Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height _ Area DL1 LL1 Rdc? L1 Rd Area DLZ LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 480 ' No 80.0 T00 , 0 80 No 80.0 0 0.0 0: 0 14.9 38.4 53.3 14.9 38.4 53.3 79.3 10 0 4 0 0" b Ye's ' 0.0 1,00 0,._ :,:!:O Yes 0.0 0 0,0_ - U ti 0 0 QJ 9• " 0-0 D.0 0.0 14.9 38.4 38 4 53.3 53 3 79.3 79 3 9 0 4 0 Q 0 Yes 0 0 100 0 0 No 0.0 0 0O 0 Q T0' ' QO 0.0 0.0 0.0 14.9 . . . - 120 " 44 Yes . 23 7 100,• 0 14 Yes 0 0 0 0 0 0 p 0 0 0 0 61.6 11.4 73.0 76.5 49.8 126.3 171.4 8 10 4 480 • . Yes . 19 7 . 100 0 0 Yes ! . 0 0 0 0 0 0 0 0 o 61.6 9.4 71.0 138.1 59.2 197.3 260.4 7 6 10 10 4 4 480 480 120. 120 :.!4Q ..4{7 Yes:' . 17.9 . 10Q ; 0 ;D Yas . 0.0 0 . 0 0 ";~.0 4" Q fl!_ D 61.6 8.6 70.2 199.7 67.8 267.5 348.1 10 4 480 11:20 - 40 Ye 16 8 : :TM' ' Q D tVU 0.0 0 O.Q. 0 0 0.0'' 0 d, 61.6 8.1 69.7 261.3 75.9 337.2 435.0 5 " " . ' " " - _ ;1; 0 Ye§ 0 0 0 0 0 61 6 7.7 69.3 322.9 83.6 406.5 521.3 TO ?F 480 i 12D ' ;40 Yes 16.1 1:00 Q s . 0 0 0 Q 0 0 0 D a O 0 . 2 70 7 7 77.9 393.1 91.3 484.4 617.9 - "2 10 12- 4 -4 480 0 13&, 128 40: 1!25 Yes No 16.0 125.0 ;,.1;00 1d0 0 : 0 0 0 Ye Yes . 0.0 0 00. 0. 0D' ~tt •O.G . 4.8 . 010 4.8 397.9 91.3 489,2 623.6 . No" 0 0 , 10 0 0 No 0 0 4.0 0.0 4.0 401.9 91.3 493,2 628.4 1 10 4 0 a 0 ! . . Footing Size req'd = 123.3 ft2 = 11.1 ft x 11.1 ft 1, Pu is a maximum of 1.41D and 1.2D+1.6L 2. K _LL = 1 All other cases _ Corrj_Column w/ Cantilever W 3 Edge Column w/ Cantilever 0) 4 Interior Column and Exterior Column wol Cantilever Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) COI~lQCltion: 161A2 Col. Mark: C9 Col. Size: 24 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor 'Floor KILL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height Area DO LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rdc Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 320 31 • ..'$0 No 80.0 100 " 0 80 No 80.0 0 On- 0 0' 0 0:: 0 . 9.9 25.6 35.5 9.9 25.6 35.5 52.9 10 0 4 0 0 :4 Yes : 0 0 100 • 0 0 Yes 0.0 0 0 0 0 ff 0 0 ; 01a i 0.0 0.0 0.0 9.9 25.6 35.5 52.9 9 0 4 0 , 0 0 Yes ' . 0 0 100: 0 0 No 0 0 0 0 0 0.D` - 0 0 i' 0.0 0.0 0.0 9.9 25.6 35.5 52.9 8 0 4 0 0 50 - Yes . 0.0 100' 0 0 Yes . 0.0 0 0 0 G : b,0. 0 0 0.0 0.0 0.0 9.9 25.6 35.5 52.9 7 0 4 320 . '`'120 . i 40 :Yes 26.8 100 0 0 Yes 0.0 0 32.0 '.200 p 0.0' 0 0 'i 44.8 8.6 53.4 54.7 34.2 88.9 120.3 6 10 4 0 0 0 ° Yes 0,0 100; 0 0 Yes 0.0 0 ::32-O 200 Q 0.0 ! {3 0..! 12.4 0.0 12.4 67.1 34.2 101.3 135.2 5 10 4 680 1'20 i00 . N 100 0 ; :50 170 100 No ' 100.0 50 32.0 200 10 00 Ci 0 ! 111.0 68.0 179.0 178.1 102.2 280.3 377.2 4 10 4 660 . 100 . No . 100.0 1fl0 0 -0 Yes 0.0 0 52.0 200 0 O;j 0 0 ! 91.6 66.0 157.6 269.7 168.2 437.9 592.7 3 10 4 350 ,1152 ; 100 No 100.0 100' 0 0 Yes 0.0 0 82:o 200 0 0 O V O 65.6 35.0 100.6 335.3 203.2 538.5 727.5 2 t2 4 _ 1000 12$ 40 No 40.0 106.: 0 D Yes 0.0 0 25 0 2304 0 142:43 9.p 334.7 135.0 469.7 670.0 338.2 1008.2 1345.1 1 10 4 0 0 0 No 0.0 10b 0 0 No 0.0 0 0.0 0 Q 0.0; .0.01 6.0 0.0 6.0 676.0 338.2 1014.2 1352.3 Footing Size-req'd 253.5 ft2 = 15.9 ft x 15.9 ft Note 1. Pu is a maximum of 1.41D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column wl Cantilever 3 Edge Column w/ Cantilever 4 interior Column and Exterior Column wo/ Cantilever DD - - - - - - Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Date: 10/18/2005 Project: Four Seasons Resort, Vail, CO (NM# 7083) Cot., Locatto n: 11A4.6 Col. Mark: C10 Col. Size: 24 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Floor Floor LL K Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Heigh _ Area DL1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 360 80.0 10Q . 0 0 No! ' 0.0 0 0 0 • , 'la Q = fl.,)l ' '0 0 'i 11.2 28.8 40.0 11.2 28.8 40.0 59.5 10 10 4 0 138' 40 Yes' 40.0 100.' 0 0 Yes 0.0 0 0 0 tl 0; 0 0 ' 6.C, 6.0 0.0 6.0 17.2 28.8 46.0 66.7 9 1Q 4 360 188 40 Yes; 25.8 1,100 . 0 0 No 0.0 0 2T 0 200 Q; 0,0 ' 0 79.1 9.3 88.4 96.2 38.1 134.3 176.4 _ 8 10 . 3 . 500 120 1 4d ' Yes: 22 0 ; ! 70 120 100. No 100 0 30 27 0 2b0 4 0 0, 0 : 71.4 22.7 94.1 167.6 60.8 228.4 298.4 , . ' . 2 ! 1 4 ; 2 74 6 378 8 471 8 135 4 2 607 782 8 7 10 3 860 -'120 ,40 _Yes, 18.8 85 ; 120 1,00 No. 100.0 15 25.5 306 Q. 0 3 48 q 304. . . . . . . 6 10 4 0 _ 120 , , .1Q0 No : 100.0 100 0 0 Yes 0.0 0 27.0 200 C# 0 ! 3 b 11.4 0.0 11.4 483.2 135.4 618.6 796.5 5 10 4 290 153 ° 250 No 250 0 ! 100 0 0 No' 0 0 0 ;0.0. b Oil Q 0 .0 0 50.4 72.5 122.9 533.6 207.9 741.5 972.9 4 t0'_ 4 29 120 , -100 No . 100.0 1 400 ' 0 0 Yes ! . 0.0 0 0.0 0 D i 0:0 ' 40.8 29.0 69.8 574.4 236.9 811.3 1068.3 3 12 4 290 138 ' "1;00 No!`: 100.0 ! 10Q 0 0 Yes 0.0 0 0 0 0 0 0 0 X7,0 47.2 29.0 76.2 621.6 265.9 887.5 1171.4 _ ..2- 10. 4 17 138 , 1,0:0 No 100.0 1 QO , 0 0 Yes _ 0.0 0 0 0 0' 0 0 . 0 4..'. 29.5 17.0 46.5 651.0 282.9 934.0 1233.9 1 10 4 0 Ntl, 0.0 ! 1.00 , 0 0 No ' 0.0 0 020 p 0: 0 0 6.0 0.0 6.0 657.0 282.9 940.0 1241.1 Pooting Size eeq'd = 235.0 ft2 = 15.3 ft x 15.3 ft .Note 1. Pu is a maximum of 1.41D and 1.2D+1.6L 2. K_LL = 1 All other cases _ 2 Comer Column w/ Cantilever 3 Edge Column w/ Cantilever 4 Interior Column and Exterior Column wo/ Cantilever (O Column Rundown (IBC 2003) Mishkian Menninger, San Francisco, CA Date: 10/18/2005 ;Project: Four Seasons Resort, Vail, CO (NM# 7083) tvsl-L.ocatiom -1lA2 Col. Mark: C10 c.. Col. Size: 24 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Floor ' Floor K'LL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Heigh Area- DL1 LL1 Rdc? L1 Rd Area DI-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft" 2) (psf) (psf) (psf) % (psf) (pso (psf) % (ft) (plo (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 190 131 ':80 - N'o. l 80-0 100 0 0 No 0.0 0 0 0 ' .0 D O.D; 7 7 { 0 is 5.9 15.2 21.1 5.9 15.2 21.1 31.4 10 10 4 0 138` >40 Yes.' 40.0 100; 0 0 Yes 0.0 0 60, 0 0 ]A Q f3 0 l 6.0 0.0 6.0 11.9 15.2 27.1 38.6 9 10 4 190 ! 188 . 40 Yes : 31.8 100: 0 0 No 0.0 0 010 0 0 a 0'i 0 0 41.7 6.0 47.8 53.6 21.2 74.8 98.3 8 10 3 190 . -s 120 , 40' 'Yes ! 26 5 100 ' 0 0 No 0.0 0 26 c 200 b ;'60, i 0.0 ! 34.0 5.0 39.0 87.6 26.3 113.9 147.1 7 10 3 470 120 . 40 -Yes . 21 5 . 106' V 0 No 0 0 0 29.0 23010 0 65 6 25 0 189.5 35.1 224.6 277.1 61.3 338.5 430.7 6 - 10 4 0 120 > 10Q No . 100.0 1D(1. . 0 0 Yes . 0.0 0 26 0 „200 0 0:0' a 0 ;`I 11.2 0.0 11.2 288.3 61.3 349.7 444.1 5 10 4 220 153 '.'25O R'o' ° 250.0 ,00, ! 0 0 No 0.0 0 0 0 0; 0 0 39.7 55.0 94.7 328.0 116.3 444.3 579.7 4 10 4 220 " 120 l'25 No : 125 0 100 ! 0 0 Yes 0 0 0 0 0 0 q 0.a D 0 ! 32.4 27.5 59.9 360.4 143.8 504.2 662.6 3 12 4 220 138.' 1!00 No . 100.0 100 , 0 0 Yes ' . 0.0 0 011&1,1 b 0 0:01 , 0 0 37.6 22.0 59.6 397.9 165.8 563.8 742.9 2 10 4 0 138 ' , 7:00 No 100.0 1A0 : 0 0 Yes 0.0 0 0 01111 '11;`!0- 0 :0:0:,: 0 4 ! 6.0 0.0 6.0 4019 165.8 569.8 750.1 1 10 4 0 0 0 No 0 0 100 ' 0 0 No 0 0 0 00 0 `0 p:Ql O.D 6.0 0.0 6.0 409.9 165.8 575.8 757.3 . . . , Fno'ting Sizeretl'd 143.9 ftz = 12.0 ft x 12.0 ft Note 1. Pu Is a maximum of 1.4D and 1.2D+1.6L 2. K_LL = 1 All other cases Corner Column w/ Cantilever 3 Edge Column w/ Cantilever 4 Interior Column and Exterior Column wo/ Cantilever 4 O i ocai = %Vu.tr 1W.0 vi o.o - - - Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Go1,-t"ocatian-: - - 1/A7 Col. Mark: C10 Col. Size: 24 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 r Fl S Accumulated Load Pu Floor Floor Height K_LL Trib. Area DL1 Ar LL1 ea Loa Rdc? d 1 L1 Rd Area DL2 Ar LL2 ea Loa Rdc? d 2 L2 Rd Area L LengtJ ine Loa DL d LL Point DL Load LL u DL m per o LL o DL+LL DL LL DL+LL - MY (ftA2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 160 80.0 100: " ! 0 0 No 0.0 0 D o , . . - 4 5.0 12.8 17.8 5.0 11 0 12.8 12 8 17.8 8 23 26.4 33 6 10 10 4 0 0 0 Yes :i 0 0 100: 0 0 Yes 0.0 0 0 0 ; D a Y3 0 0 0 6.0 0.0 6.0 . . . . . . N G U 0 No 0 0 0 0 0 0 0 0.0 {3 0 ' 28.1 5.4 33.5 39.0 18.2 57.2 76.0 9 . .-10 4 160 138 40 Yes.;, 337 ' I, - . 1 . 0 25 E 210 0 ` 0 0 O b• 30.4 4.5 34.9 69.4 22.7 92.1 119.6 8 10 3 160 120: 40 Yes 27.9 10Q 0 d No 0.0 0 0 28 0 23Q0 . 112 0 3~ 0 252.0 49.3 301.3 321.4 72.0 393.4 500.9 7 10 3 580 :120„, ; ;':40y' Yes ! 21.2 100: ` 0 0 0 No Yes 0. 0 0 0 . 2 0 ~2 W 0 0 11.2 0.0 11.2 332.6 72.0 404.6 514.3 6 10 4 0 6 ;0 ' ' 0.0 100 : 0 . _ 1 4 t? 0 0` Q 0 44 3 62 5 106.8 376.9 134.5 511.4 667.4 5 10 4 250 ' 153 250 ,No.! . : 250.0 100 0 ;0 No 0.0 0 0 ( ' #10 . 0 36 . 25 0 0 61 412 9 159.5 572.4 750.6 3 10 12 4 4 250 250 120 13$; 100 0 No s; No 100.0 100.0 100 1tl0 0 0 0 0 Yes Yes 0.0 0.0 0 0 0 0 0 0 q 0 q O.fl D Cl; D t1;' . 41.7 . 25.0 . 66.7 . 454.6 184.5 639.1 840.7 - '10 4 250- 138' 125 , No 125 0 10b • 0 Yes 0.0 0 t30 0 -0 0.0 b,0 40.5 31.3 71.8 495.1 215.7 710.8 939.3 -2 . . D ' 0 No 0 0 0 fl 0 0 ` ; 0 0<L? 0' D ! 6.0 0.0 6.0 501.1 215.7 716.8 946.5 1 10 4 0 0.. 0 No 0.0 1 0 0 . , . ; . 7ntnl - F01.1 215-7 716.8 Fbofing Size req'd = 179.2 ft2 = 134 ft x 13.4 ft Notes-- 1. Pu is a maximum of 1.41D and 1.2D+1.6L .2. K_LL = 1 All other cases I.. _,_..__2.-_ Cnra"Zolumn w/-Cantilever. W 3 Edge Column w/ Cantilever 4 Interior Column and Exterior Column wo/ Cantilever Column Rundown (IBC 2003) Nishkian Menninger; San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) COL ocation: 11A9 Col. Mark: C10A Col. Size: 24 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10118/2005 Floor Floor K LL Trib. Ar ea Load 1 Area Load 2 L ine Loa d Point Load Sum per Floor Accumulated Load Pu Height _ Area DL1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DLL DL+LL DL LL DL+LL ki (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) ( p) Roof 0 4 470 1 80' NP 80.0 1-00 A 0 No 0.0 0 !;,o Q t}, 4 0 0 0 Q €I" 14.6 37.6 52.2 14.6 37.6 52.2 77.6 84 8 4 0 1 8 40 0 ' 100•: Yes i' 40 0 0 Yes ; 0.0 D 0 0 a D 0 0 f 0 p 6.0 0.0 6.0 20.6 37.6 58.2 . 10 10 ;3 ' . . 100. 0 0 0 No 0 ' 9 0 0 0 6.0 0.0 6.0 26.6 37.6 64.2 92.0 9 10 4 0 1 $8 40• Yes 40.0 0 .':140 40 Ye . 0 0 0 0 0" No 0 . 0 0 ` 0 D O fl,, i 0.0 6.0 0.0 6.0 32.6 37.6 70.2 99.2 8 10 3 0 170 ' 40 0 s . 0 :100 Y 26 . 0 0 0 0 No 0 22 4 2300 0 54.0 .18.0 173.0 30.2 203.2 205.6 67.8 273.4 355.2 7 10 3 470 0 1 20 20 4 ; 1Q.0 . es 0 100 No 100 . Yes: 0.0 0 0 0! 18.D 20 D°:` 0 0• 0 0: 9.6 0.0 9.6 215.2 67.8 283.0 366.7 6 5 10 10 4 4 190 „ 1 153 250 , . No : 250.0 100 ` . 0 No 0.0 0 0 0 " G A 0 0 4 0 0.0 0.0 ' 0 0 Q 0 35.1 47.5 82.6 28.8 19.0 47.8 250.2 115.3 365.5 279.0 134.3 413.3 484.6 549.7 4 10 4 190 120 100 No 100.0 i-10A : 0 0 Yes 0. 0 Q G q 0, 0 , t3 0 0 0 • 4 19.0 52.4 33 312.5 153.3 465.8 620.2 3 ^ 12 4• 190 138 10Q No,; 100 0 1 D0, 0 0 Yes 0.0 0 Q D . Q 4 0 4 ' . 8 56 0 2 23 32 344.7 177.1 521.7 696.9 2 10 4 190 1!88 125 No 125.0 :100 0 01! Yes 0.0 0 0 : : Q' O ` . . . 0 0 6 0 0 6 1 527.7 7 177 350 704.1 1 10 4 0 0 0, No 0 0 1;00 0 0 No I' 0.0 0 C3.0. 0. D .t3 ; 0 . . . . . TM.1 - 35n 7 177.1 527.7 FOOMg-SVzereq'd = ' 131.9 W = 11.5 ft x 11.5 ft Note 1. Pu is a maximum of 1.4D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever CO 3 Edge Column w/ Cantilever 4 4 Interior Column and Exterior Column wo/ Cantilever iV - --Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col.-Location.- 11A9.9 Col. Mark: C10A Col. Size: 24 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL Trib. Ar ea Loa d 1 Area Load 2 L ine Load Point Load Sum per Flo or Accumulated Load Pu Height _ Area DL1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (pSf) (psf) % (psf) (psf) (psf) % (ft) {plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 490 31 : " 8.0 No it 80.0 1 Q0 0 4 No' ' 0.0 0 i0 i} A.0 - 0,0" = 15.2 39.2 54.4 15.2 39.2 54.4 4 80.9 1 88 10 10 4 0 18 4`C? Y es;.~ 40A 1p0; -0 Q Yes0-0 0 013 ? 00 0C)- 6.0 OA 6.0 21.2 39.2 60. . . Ye 40 0 I"1-00 " 0 ~0 Q No0 0 •:OCf 0 Q- 0;0.0 6.0 0.0 6.0 27.2 39.2 66.4 45.3 10._ __.4--. s ' . . 0 0 0 N 0 0 0 Q 0" ; 0 0 Q 0 6.0 0.0 6.0 332 39.2 72.4 102.5 8 10 3 0 120 40 Yes! 40.0 100:; . D o. 0 22 0 2u 00 D i . 64 : 4 38.6 176 215.0 209.6 77.8 287.4 375.9 7 1 D 3 490 t21bQ " Yes:. 25.6 100 0 0 No 0.0 , 0 ~ fI O D f . 6 0 0 9 9 6 2 77.8 297.0 219 387.5 6 10 4 0 1:QQ 120 K6,- 100,0 i.QQ. Q 0 Yes 0.0 0 1.8- 0 0 2f , 3 . . . . 3 410 0 548 1 5 10 4 250 i53 250 No'- "5 250 0 0 203 250 No 250.0 50 :`0 0 0 0 : D 0 ` 0 C~ . 50.5 62.5 113.0 . 269.7 140. . . , . 0 0 Q Y ' 0 D 0 0 D 0 0 :i 36.0 25.0 61.0 305.7 165.3 471.0 631.3 4 10 4 250 250 120. 100„ 8 1010' " ,No NoP= 100.0 100- 100: 100 0 . es 0 0 D Yes::' 0.0 0 0 ,0 00 ; 0.0 . 4iJ 25.0 66.7 347.4 190.3 537.7 347.4 721.3 3 12 4 . . 0 0 0 Y 0 0 Q " '0 0' Q 0 ; C3 0 19.8 10.0 29.8 367.2 200.3 567.5 761.1 2 -10 4 100 `138 1.00 No 100.0 100 . es 0 . 0 0 7 0° 00 Q O 0 0 0 6 6.0 373.2 200.3 573.5 768.3 1 10 4 0 0 0 No 0.0 100 : 0 0 No 0.0 j 0 11 . , : . . a7'A 9 'Jr{n S7A-.r, Footing Size req'd = 143.4 ft2 = 12.0 ft x 12.0 ft Note„- 1. Pu is a maximum of 1.4Diand 1.2Dt1.6L 2. K_LL = 1 All other cases CD1umn w/ Cantilever W 3 Edge Column w/ Cantilever 4 Interior Column and Exterior Column wo/ Cantilever W f 1 Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location:- 4/A3 Col. Mark: C11 Col. Siie: 20 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/1812005 Floor -Floor LL X Trlb. Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height _ Area DL1 1_1_1 Rdc? Li Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft-2) (Psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (Plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 0 Cy: Q, Nn 0.0 0 80 No 80.0 0 0 0 0 0 010 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 10 10 4 0 Yes 0 0 100 0 0 Yes 0,0 0 O -D 0 0 0 0 4 0 :j 5.0 0.0 5.0 5.0 0.0 5.0 7. 9 10 4 0 0 Q Yes . 0.0 100 " 0 0 No 0.0 0 0-0 0 0 0 0:' p 5.0 0.0 5.0 10.0 0.0 10.0 14.0 8 10 4 0 0 Yes 0 0 10tl 0 1o Yes 0.0 0 0.0. i; 0 17 0.0; 6'61I 5.0 0.0 5.0 15.0 0.0 15.0 21.0 Q" 0 ? Yes . 0 0 : 100 0 0 Yes 0 0 0 0 0 0 0 O,O 0.9 " 5.0 0.0 5.0 20.0 0.0 20.0 28.0 7 10 4 0 0 " 0 Yes . 0 0 100 0 0 Yes . 0 0 0 0 0 0 0 0 0 " 0.0 5.0 0.0 5.0 25.0 0.0 25.0 35.0 6 10 4 0 : , , , ' `i' . 10 - 0 0 No . 0 0 0 00 0 0 0 L~" 0 0 5-0 0.0 5.0 30.0 0.0 30.0 42.0 5 10 4 0 b.. 0 No 0.0 0 , . . . 4 10 4 0 tf 0 No."'- 0.0 : 1 00 0 0 Yes 0.0 0 Q O 3 ❑ 0' 0.0 5.0 0.0 5.0 35.0 0.0 35.0 49.0 3 12 4 460 :.152 1"25. " No 125.0 1.00 0 0 Yes 0.0 0 18 0 1650 0 29, 0 193,0 397.6 250.5 648.1 432.6 250.5 683.1 919.9 'It1 7r" 230 .,1 "28" 40 40.0 0. -10 0 0 Yes 0.0 0 0" 0.; 0 34.4 9.2 43.6 467.1 259.7 726.8 976.0 982 0 1 10 4 0 0 Q IV a 1 0 0 100 i 0 0 NO ! 0.0 0 0 D: 0 Q 0.6; 0.0: 5.0 0.0 5.0 472.1 259.7 731.8 . ; . Foote Size req'd 182.9 ft2 = 13.5 ft x 13.5 ft 1. Pu is'a maximum of 1.4D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever 3 Edge Column w/ Cantilever W 4 Interior Column and Exterior Column wo/ Cantilever 4 Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col-tocation: -5.4/A5 Col. Mark: ._C12 Col. Size: 20 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL Trib Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height _ . Area DL1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL L IL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft-2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (pif) ( (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 540 NoJ j 80.0 ...100 ' 0 80 Nd, - 80.0 0 O0; " :::.0 ' 0 fl_0 ' 0 0 ` 16.7 4 3 43.2 12 4 59.9 7 96 16.7 1 101 43.2 6 55 59.9 156 6 89.2 2 210 10 10 4 540 -138 44 Yes = 22.9 100; 0 0 Yes 0.0 0 i2 t 0 00 0 0" L~. a 0 ? . 8 . . . . . . _ - . "120 40 Y69 J: 8 19 100° 0 " ' A Nol ' 0 0 0 246- 0 D'.. O,D , 66": 57.8 7.9 65.7 158.9 63.5 222.3 292.2 9 8 10 10 4 4 400 400 120 : 40 Yes` . 18 2 : 100 : , 0 Q Yes . 0.0 0 24 Q 200 0 O.0 . . 0.0 . 57.8 7.3 65.1 216.7 70.8 287.4 373.2 t . 100 0 0 Yes 0 0 0 l 24 0' 200 0.0 "-00': : 57.8 6.9 64.7 274.5 77.6 352.1 453.6 7 10 4 400 4 " 12 ~ Yes i N 17.2 125 0 . WA 0 0 Yes . 0 0 0 24 D . 500 `0 fl+ 80.6 66.3 146.9 355.1 143.9 499.0 656.3 6 10 4 530 20 ; 5 " 40 1 uy.";! N . 100 0 • 50 203 100 . No . 100 0 50 : 24 0 i :204 0 • 0_D 0,0' - 113.0 58.0 171.0 468.1 201.9 670.0 884.7 5 " 10 4 580 0 6 153 120 : 0 100 o No; . 100 0 " 100' 0 , 0 Yes . 0.0 0 0.fl" 0 o' 0.0 0.0 ! 86.6 68.0 154.6 554.7 269.9 824.6 1097.5 4 10" 4 8 , ; . s 0 0 As' 0 0' 0 0 ` 4 0 94 7 73.8 168.4 649.4 343.6 993.0 1329.1 3 2 " 10 '-12 4 -4 590 570 152 128 125 40 ' No No' 125.0 40.0 100 100 0 0 0 0 Ye Yes 0.0 0.0 0 ,O :Q 0, fl 0'' 7 0 . 79.0 22.8 101.8 728.3 366.4 1094.8 1460.3 0 No'' 0 0 1 00 0 D No ; 0 0 0 6 0 0 0' D:0 5.0 0.0 5.0 733.3 366.4 1099.8 1466.3 1 ' 10 4 0 0 ; . , . . T--l - 711 '3 1C.9 a 1 ncA R Footing Size req'd = 274.9 ft2 = 16.6 ft x 16.6 ft NOtp_; - 1. Pu is a maximum of 1.41 and 1.2D+1.6L 2. K -LL = 1 All other cases . g.- C-~orneoC-olumnw/Eantilever_. W 3 Edge Column w/ Cantilever 4 4 interior Column and Exterior Column wo! Cantilever Ut Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Date: 10/18/2005 Project: Four Seasons Resort, Vail, CO (NM# 7083) N CoL-Lacation., 61A5 7/A5, 8/A5, 9/A5 C01. Mark: C13 Col. Size: 16 x 16 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) ~ Fl Accu mulated Load Pu Floor Floor K_LL Trib. A DL1 Ar LL1 ea Loa Rdc? d 1 1 1 Rd Area DL2 Ar LL2 ea Loa Rdc? d 2 L2 Rd Area L Length ine Loa DL d LL Point DL Load LL Su DL m per o LL or DL+LL DL LL DL+LL Height (ft) rea (ft^2) (psf) (psf) - (psf) % (psf) (psf) (psf) % (ft) (pif) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 0 0 0 hl o 0.0 100 0 80 No 80.0 0 G o ! 0 0 O O s ' 0 i 0.0 0.0 0 0 0.0 0 0 0.0 0 0 0.0 0 0 0.0 0 0 0.0 0 0 10 0 4 0 0: 0: Yes ; 0.0 ,140 0 0 Yes ! 0.0 0 0 0 > 0 0, 0 0 J fl, 0.0 . . . . . . . 9 0 4 0 Yes 0.0 100 0 0 No 0.0 0 0 0 J 0 0 Q', 0 0 ' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 4 0 0 ' : 0 Yes:: 0 0 10(} 0 0 Yes 0.0 0 ,00: >0 g 0 p 00"~ 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8 7 0 4 Q . D : , 0, . Yes . 0.0 100 , 0 0 Yes 0.0 0 0 C, 0 0 II 0 Q 0 0.0 D.0 0.0 0.6 0.0 0.0 0.0 0 0 Yes 0 0 7 QQ 0 0 Yes 0.0 0 'O :O 0 C f1i 0 4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 5 0 0 4 4 0 0 . 0.0 100'' 0 :0 No OA 0 Q0 fk 0 0.= 0 0 0.0 0.0 0.0 0 0 0.0 0 0 0.0 0 0 0.0 0 0 0.0 0 0 4 0 4 0 0 0 0.0 100 C). ..0: Yes 0.0 0 QO 0 0 00; 00 0.0 0.0 . . . 0 45 . 99 7 . 137 7 3 A 4 - 3 152 125 No 125.0 100 0 0 Yes 0.0 0 O :b 0 L7 0 0 '0:0 54.7 45.0 99.7 54.7 . . 1 7 . 217 7 , 2 12 _ 4 350 128 40 No 40.0 100 0 0 Yes 0.0 0 0 0 0 0 0 fl 0 4 ` 48.0 14.0 62,0 102.7 59.0 . 16 . OA 61 : 0 No 0 0 0 00 ,.,a0 fl Ot0 0 0 2.7 0.0 2J 105.4 59.0 164.4 220.9 1 10 4 0 0 :9 . r~+~i - in, d rg n 164.4 Foofn'g' Side Yeq'd 41.1 ft2 = 6.4 ft x 6.4 ft n, Note 1. Pu is a maximum of 1.41) and 1.2D+1.6L 2. K_LL = 1 All other cases 1 2 Comer Column wl Cantilever 3 Edge Column w/ Cantilever 4 Interior Column and Exterior Column wo/ Cantilever 0. Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col.-Location: _ 9.61A5 Col. Mark: C14 Col. Size: 16 x 16 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height _ Area DL1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL 00 (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 210 7 31 '80 17 7 80.0 100 tl !8¢ No 80.0 0 0,,0 0 4 ` 0,0 0 0 ? 6.5 16.8 23.3 6.5 16.8 23.3 34.7 10 10 4 210 138 40 Yes; 30.7 100;. ' 0 0 Yes 0.0 0 22 "0 200 P p Cl 0 36.0 6.4 42.5 42.6 23.2 65.8 88.3 _ _9 _ 10• . 210 , ! 120 40• ,Yes': 24.6 '100, 0 0 No 0.0 0 22_Q " 200 . 0 0_Q 0.0. ; 32.3 5.2 37.4 74.8 28.4 103.2 135.3 , 8 10 4 210 ° 1 20 40 Yes 22.0 1001:. 0 0 Yes 0.0 0 22"0 0 0.0 0.0 ' 32.3 4.6 36.9 1071 33.0 140.1 181.4 7 10 4 200 , 120 40 Yes . 20 4 100 0 0 Yes 0.0 0 22:0 " 200 0 0 U ;Q0" 31.1 4.1 35.1 138.2 37.1 175.3 225.2 6 10 4 100 • 128, 100 . K . 100.0 100 0 Yes ' 0.0 0 2~~ 0 200 0 0 O 0,0 19.9 10.0 29.9 158.0 47.1 205.1 265.0 5 10 4 410 1 :203 :1' 00 NO 100 0 100 : ' 0 0 No 0.0 0 22 0" .200 0 0 .D ` , C 6 " 90.3 41.0 131.3 248.3 88.1 336.4 439.0 4 ' : ' `T0 160 . ' 12b-" 125 No !1 . 125.0 . 100.: 0 0 Yes 0.0 0 14.0 200 0 0 0` 4. ' 24.7 20.0 44.7 273.0 108.1 381.1 500.6 3 , 10 4 360 ' 152 1:25 No", 125.0 100,:. J 0 0 Yes 0.0 0 O :q 0 0 0 0' 0 fl . 57.4 45.0 102.4 330.4 153.1 483.5 641.4 ---2 - - 1.2• 4 27 :;1128;' 125 No. ! 125.0 100 0 Q Yes 0.0 0 OD 0 fl 0 0? ' 0 8 37.8 33.8 71.5 368.1 186.9 555.0 740.7 1 10 4 0 0 0 No - 0 0 100 0 0 No 0.0 0 Q.4 0 o o t},0 2.7 0.0 2.7 370.8 186.9 557.7 743.9 . . . Footing Size lreq`d = 139.4 ft2 = 11.8 ft x 11.8 ft Note- . 1. Pu is a maximum of 1.41 and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Comer _Column _w/ Cantilever 3 Edge Column w/ Cantilever 4 4 Interior Column and Exterior Column wol Cantilever 4 Column Rundown (IBC 2003) Nishltian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Gel. Loc-atlon:- -13.7/A5 Col. Mark: C15 AP . Col. Size: ' 24 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 S Fl Accu mulated Load Pu Floor Floor K _LL Trib. Ar ea Loa d 1 Ar ea Loa d 2 L th ine Loa DL d LL Point DL Load LL u DL m per LL oor DL+LL DL LL DL+LL Heigh Area DL1 LL1 Rdc? 1_1 Rd Area DL2 LL2 Rdc? L2 Rd Area Leng i ki (ki ) (ki ) (kip) (kip) (kip) (ft) (ft-2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (k p) p) ( p p Roof 0 4 0 0 - . ' • p No-•r; 0.0 100 0 80 Na 80.0 0 0 0 . :'r 0 QI D 0' €3.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ' 0 Y s 0 0 0 Q 0 0 00';'. 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 0 4 0 0 0 Ye$; 0.0 100 0 e . 0 0 0 0' Q;0 0;0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 9 0 4 0 0 0 Yes 0.0 100. 0 0 Na ' 0.0 0 . ' . 0 ; 0 . 0 0 0 0 0 0 0 0 0 0 0.0 0.0 8 0 4 0 0 :0 i Ye's ! Y ( 0.0 0 0 100: 100 0 0 0 A Yes Yes _ 0.0 0 0 0 0 0"0 0 0 0 , 0 0 DI 0 0.1; 0 0 , . 0:0.I . 0.0 . 0.0 . 0.0 . 0.0 . 0.0 0.0 0.0 7 0 4 0 0 es . _ Y s ' . 0 0 0 ' fl 0 0,0;; Q 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 0 4 0 0 kl Ye5 0.0 100 ' 0 e No . 0 0 0 35 Q 2uD0 0 381 q 136.0; 579.1 233.0 812.1 579.1 233.0 812.1 1067.7 5 0 4 980 .120 I DO : No 100.0 100 . 0 Y S . 0 0 Q 9 4 `'0 0 0 0; 0 0 6.0 0.0 6.0 585.1 233.0 818.1 1074.9 4 10 4 0 0 d t Nos i 0.0 100: 100 0 0 0 4 , e YeS . 0 0 0 Q 0 0 (3 0 0 0 - 85.0 52.0 137.0 670.1 285.0 955.1 1260.2 _.3 1.0. 52Q_ 152 I` 128 i0q 40: No; rl N 100.0 40 0 : 100 r ' 0 0 Yes . 0 0 0 0 0 0 73.8 20.8 94.6 743.9 305.8 1049.7 1382.0 2 12 4 520 o . - No J . 0 0 0 d Q d0 0 6.0 0.0 6.0 749.9 305.8 1055.7 1389.2 1 10 4 0 0 : `0 0.0 IdO, 0 0 . . T-f.1 7AA A sns.n 1055_7 Footing Siie req'd263.5 ft2 = 16.2 ft x 16.2 ft Note Y. Pu Is a maximum of 14D and 1.2D+1.6L 2.K LL= 1 All other cases ' Corner Column w/ Cantilever W 3 Edge Column w! Cantilever 4 4 Interior Column and Exterior Column wo/ Cantilever O n Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 15/A5 Col. Mark: C16 Col. Size: 20 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/1812005 Floor Floor K LL Trib Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height _ . Area DL1 LL1 Rdc? L1 Rd Area DI-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL M (ft42) (psf) (PSO (psf) % (psf) (psf) (psf) % (ft) (pit) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 0 0 0 -pz No 1.l 0.0 1:00. 0 80 No 80.0 0 D 0 II. - D 0,0 0fl.i 0.0 0.0 0.0 0.0 0.0 0.0 0 0.0 0 0 10 0 4 0 0 0, Yes ! 0.0 " 900 0 0 Yes ` 0.0 0 0 0 0 Oi0 00 ; 0.0 0.0 0.0 0.0 0.0 0. . e : 0 0 100:: 0 0 No 0 0 0 0 0 0 p 0.0. O,U 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9 8 0 0 4 4 D 0 Q . 0 s Y Yes . 0.0 140;, 0 0 Yes . 0.0 0 0 0 0 0 0;0;; 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 0 0 0 10 0 0 Yes 0 0 0 0 Q 0 0 0 0 0.0 0.0 0.0 OA 0.0 0.0 0.0 7 0 0 . e . 0:0' 0 0 ! 0 0 0 0 0 0 0.0 0.0 0.0 0.0 6 0 4 0 D. 0 Yes 0.0 1b0 0 0 s Y 0.0 0 . 0 f3 . 0 4 . 0 0 . 0 0 0 0 0 0 0 0 OA 5 0. 4 0 . z! 0 0 N4,,: 0.0 100:: 0 b No 0.0 0 D D D . . . . . . ...4 _ 0 4 0 - 0 Q No 0.0 100: 0 -0 Yes 0.0 0 0 0 0 D O.tP' d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 0 4 1040 125 No" 0 125 1 tl4~ : 0 0 Yes = 0.0 0 0 0 ; P R 0a1: Q #3 158.1 130.0 288.1 158.1 130.0 288.1 397.7 1 4 10441 !128 " . 40 No . 40 0 100 0 0 Yes 0.0 0 D 0 Q 0 D.(?i b 0,(, 139.1 41.6 180.7 297.2 171.6 468.8 631.2 2 2,.,. ' . 0 0 : 100` 0 0 No 0 0 0 5.0 0.0 0. 5.0 302.2 171.6 473.8 637.2 1 :r 10 4 0 0 0 . No . . . r..c..i - 7n7 n X Footing Size req'd = 118.5 ft2 = 10.9 ft x 10.9 ft Note 1. Pu is a maximum of 1.4D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever 3 'Edge Column w/ Cantilever 4 4 Interior Column and Exterior Column wo/ Cantilever ~ Column Rundown (160 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location - 16.9/A5 Col. Mark: C17 Col. Size: 24 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10118/2005 Floor Floor LL K 7ribr Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Flo or Accu mulated Load Pu Height _ Area DL1 LL1 Rdc? L1 Rd Area DI-2 1-1-2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft"2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 0 No:: 0.0 1.00... 0 80 No 80.0 0 0 0 0 0 q ! 0 0 0.0 0 0 0.0 0 0 0.0 0 0 0.0 0 0 OA OA 0.0 0 0 OA 0.0 10 0 4 0 0 0 Yes i 0.0 100 0 0 Yes 0.0 0 O.Q 0 C3: 0 0 ' Q 0 . . . . . , . `i ' 1b 0 D No 0 0 0 0 0 0' 0 0'i 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9 0 4 Q 0 ;10 Yes 0.0 tl . 0 Y s . 6 0 0 00 0 0. 00`: 00! 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8 0 4 0 0 Y65 0.0 100 : 0 e . Y s . 0 0 0 t3 0 J Q 0 0"' 0 fl 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7 0 4 0 Q 0,. Yes: 0.0 100 0 Q e Y s . 0 0 0 ' 0 0 0 0 Q 0 0 ' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 Q 4 0 Yes 0.0 100 ; 0 0 e . . . 0 0 0 0 0 0 0 0 0 0 0 5 0 4 0 0 Q No 'i 0.0 100' ° 0 •0 No 0.0 0 0 0 0 0 0.0 : 0.0 0. . . . . . 4 0 4 0 0 0 " : No 0 0 1 0 0 Yes 0.0 0 0 0 6. d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 0 0 0 No . 0 0 100 0 0 Yes 0.0 0 0,0 i 0' " fl 0.0 O,Q 0.0 0.0 0.0 0.0 6.0 0.0 0.0 2' D 4 _ 490 .:128 , . 40.0 100 " 0 0 Yes! OA 0 42.0 2000 0 2670 176"0; 426.3 195.6 621.9 426.3 195.6 621.9 824.5 1 10 4 0 0. 0 . ' " No; 0.0 100' 0 O No 0.0 0 D,6 I 0 :0 0.0 flA 6.0 0.0 6.0 432.3 195.6 627.9 831.7 d1J'1 IQ,A R97 -a Footing. Size req'd = 157.0 W = 12.5 ft x 12.5 ft Note 1. Pu is a maximum of 1.4D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Comer Column w/ Cantilever 3 Edge Column w/ Cantilever 00 4 Interior Column and Exterior Column we/ Cantilever O Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) C.ol.].ocatiQn.z- _ 3.3/A7 Col. Mark: C18 Col. Size: 24 x 28 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Floor Floor Height (ft) K_LL Trib. Area (ft-12) Roof 0 4 0 10 10 4 0 .a- 10.. _.4 0 8 10 4 0 7 10 4 960 ?6 10 4 0 5 10 4 710 "-4- 10 _ 4 710' .3 10 4 710 2 . 12 - 4. 710"- 1 10 4 0 Area Load 1 LL1 Rdc? L1 40.0 40.0 40.0 19.7 100.0 250.0 100.0 100.0 125.0 0.0 Area Oooti-ng Size req'd = 440.5 ft2 = 21.0 ft x 21.0 ft Nogg,-- - 1. Pu is a maximum of 1.41D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Comer Column w/ Cantilever W '--3 Edge Column w/ Cantilever 00 4 Interior Column and Exterior Column wo/ Cantilever Area Load 2 R- dTE Rd Area psf) % 30.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 Date: 10/18(2005 Line Load Point Load Sum per Floor Accumulated Load Pu h DL LL DL LL DL LL DL+LL DL LL DL-LL 7.0 0.0 7.0 7.0 0.0 7.0 9.8 7.0 0.0 7.0 14.0 0.0 14.0 19.6 7.0 0.0 7.0 21.0 0.0 21.0 29.4 688.2 175.9 864.1 709.2 175.9 885.1 1132.5 7.0 0.0 7.0 716.2 175.9 892.1 1140.9 151.1 177.5 328.6 867.3 353.4 1220.7 1606.2 92.2 71.0 163.2 959.5 424.4 1383.9 1830.5 '105.0 71.Q 176.0 1064.5 495.4 1559.9 2070.0 '106.4 88.8 195.1 1170.9 584.1 1755.0 2339.7 7.0 0.0 7.0 1177.9 584.1 1762.0 2348.1 - 1177.9 584.1 1762.0 o Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Cal. Lacadon:. _:8/AB Col. Mark: C19 Co1.!Size: 16 x 24 Sg/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10118/2005 Fl6or Floo -K LL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height Area 511 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (p(f) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 400 31 ' 80 N6:' 80.0 ! 100 0 80 No 80.0 0 i0.0 t~ O.i fl 0 0 0 _ 12.4 32.0 44.4 12.4 32.0 44.4 66.1 10 4 404 ";1a8 40 Yes ! 25 0 -100 0 0 Yes 0 0 0 27 D .200 G 0 0 ; 4 0 : 64.6 10.0 74.6 77.0 42.0 119.0 159.6 10 4 : 120 40 s Y . 20 6 100 0 0 No' . 0 0 0 -27 Q "2EJ0 0 ' GO 40" 57.4 8.2 65.6 134.4 50.2 184.6 241.7 9 10 10 4 4 00 400 : 20 40 e, Y . 7 18 7 QO 0 0 Yes . 0 0 0 2 T 0 ; :200 : 0 D 0 0 57.4 7.5 64.9 191.8 57.7 249.5 322.5 8 7 10 4 400 : 120 •46 es Yes: . 17 5 I""100 0 Q Yes . 0.0 0 ; 0.01 (}.0 ! 57.4 7.0 64.4 249.2 64.7 313.9 402.6 o . Y 6 0 0 0 27 0 200 4 = 0 0 0 4 9 4 0.0 9.4 258.6 64.7 323.3 413.9 6 10 4 0 1.20 N 125.0 I OQ 0 q e . . 0G 0 0 D ' 0 0 ! . 116 4 76 0 4 192 375 0 140 7 515.7 675.1 5 10 4 760 120, 1:00, No 100.0 75 303" 100 No ! 100.0 25 27 4 , . . . . . . 4 10 4 620 120 100 • No 100 0 10Q 0 Yes' 0.0 0 270, 200 0'i 0.0"I 00 83.8 62.0 145.8 458.8 202.7 661.5 874.9 3 10 4 450 152. . 12 No . 125.0 , 100.` 0 Yes 0.0 0 0 0 : D 0 ! 0.0 72.4 56.3 128.7 531.2 259.0 790.1 1051.7 2 12 a 4 170 8: t 40 No 40 0 100 ti 0 l Yes 0.0 0 26.6 6.8 33.4 557.7 265.8 823.5 1094.5 0 0' N: I . 0 0 400' 0 , N, i, 0 0 0 0;0 0 , D " 0 0 O.t'', 4.0 0.0 4.0 561.7 265.8 827.5 1099.3 1 10 4 0 . o . l . . . Footing Sire req'd = - 206.9 ft2 = 14.4 ft x 14.4 ft Note 1' Pu is d maximum of 1.413 and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Comer Column w/ Cantilever 3 Edge Column w/ Cantilever W 4 Interior Column and Exterior Column wo/ Cantilever CD N e - Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) C,ol.-t;ocati-on: 91A6 Col. Mark: C19 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor I< LL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Heigh - Area 131-1 LL1 Rdc? L1 Rd Area 131-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 510 ;';31 8D No'` 80.0 100 0 $D No 80.0 0 0.0 ; .,;0 Or 0.4;! Ot3;; 15-8 40.8 56.6 15.8 40.8 56.6 84.3 10 10 4 510 38 40" Y s- 23 3 T00 4 0 Yes 0 0 0 0" ?27 00" 0 0.4 O,t3 79.8 11.9 91.7 95.6 52.7 148.3 199.0 - 37 1 120 QO . e Yes : . 20.1 100 0 0 No' . 0.0 0 . ::270:: .2.00 0; 0 ff d 0 53.8 7.4 61.2 149.4 60.1 209.5 275.5 8 10 4 370 120 : " 40 Y"es 18.5 b00 0 0 Yes' 0.0 0 27. 200 0? O t? ; O i3 53.8 6.8 60.6 203.2 67.0 270.1 351.0 7 10 4 370 40 Yesl 17.5 100 0 0 Yes' 0.0 0 270 200 Ofi 0.0 , 0 1! 53.8 6.5 60.3 257.0 73.4 330.4 425.9 6 10 4 0 .:120 .:125 :,W' 125 0 9 oo 0 0 Yes' 0.0 0 ,2760 " " 200 0:! 0 r 0 f5 ii 9.4 0.0 9.4 266.4 73.4 339.8 437.1 5 10 4 630 , 120 . ::100 No" . 100-0 75 " 203 100 No ! 100.0 25 2r.0 ',:200: 07'I 4 i1. 0 0": 98.1 63.0 161.1 364.5 136.4 500.9 655.6 4 10 4 510 120 " 100 Nos: 100 0 1 Qq` ; " II 0 Yes 0.0 0 ?7 0 2017 0 O.tl 0 0 ' 70.6 51.0 121.6 435.1 187.4 622.5 821.9 3 10 4 400 152 "125 . 125.0 100. 0 Q , Yes 0.0 0 00 , . 0 , 0;. 00 00; 64.8 50.0 114.8 499.9 237.4 737.3 979.7 -2- - -12 4 170 12$'. ",4O No 40.0 D 0 Yes 0.0 0 0 G 0 0 0.0 0 0 26.6 6.8 33.4 526.4 244.2 770.6 1022.4 1 10 4 0 i 0 0 No 0 0 10 0 - 0 0 No' 0 0 0 0.0 '0 4.0 0.0 4.0 530.4 244.2 774.6 1027.2 - . _ . Footing Size req'd 193.7 ft2 = 13.9 ft x 13.9 ft Nate - - - - - - 1. Pu is a maximum of I AD and 1.2D+1.6L 2F'Kµ 1 All other cases mn wl Cer~tilever - _ .3 Edge Column w/ Cantilever W 4 Interior Column and Exterior Column wo/ Cantilever 03 CO Column Rundown (1gC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Co} Locatlorr: 13/A7 12/A7 Col. Mark: C20 Col. Size: 16 x 16 Sq/Rect AI-low. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL Trib. Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height _ Area 511 LL1 Rdc? L1 Rd Area 131-2 LL2 Rdc? L2 Rd Area Length DL LL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) ( (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 0 0 0 Ndz' 0.0 100 : 0 80 No 80.0 0 t} 0 3 t)' 017-;i 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 0 4 0 Q 0 Yes j 0.0 : 100 rr 0 D Yes : 0.0 0 0 0 0 0 q 0 0 -0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 4 0 . a hes? 0 0 . 100 : 0 0 No 0 0 0 t 0 0 - 0.0 ! 0 D; 0.0 0.0 OA 0.0 0.0 0.0 0.0 9 0 0 0 Y s . 0 0 . 100 ! 0 D Yes . 0 0 0 0 0 . D 0.0 Q,0 0.0 0.0 0.0 0.0 0.0 0.0 OA 8 7 0 0 4 4 0 A 0 e Yes ; . 0.0 100 0 0 Yes . 0.0 0 6 0 0 Q O.Q. Q_0 ; 0.0 0.0 0.0 0.0 D.0 0 0 0.0 0 0 0.0 0 0 6 0 " 4 0 Yes i 0 0 tOQ 0 0 Yes 0.0 0 0 4 0 Q iv: i : 0.0 0.0 0.0 0.0 . . . ' ' s . 0 0 No 0 0 0 0 0 0 0 0' 4 0 ! 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5 0 4 0 D 0 No 0.0 . 4 0 4 0 0 0 N& 0.0 100' 0 0 Yes 0.0 0 0 0 a . 0 G.0 O P ! 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 A 4 0 0 0 : , No 0 0 10Q 0 0 Yes 0.0 0 0 0 ; 0 d 0 0 b L} 00 0.0 0.0 0.0 0.0 0.0 0.0 . 2 . T 0 _ t- 4 490 12$ . I_ 4D . . No' . 40.0 .1,0,0 0 , O Yes 0.0 0 p Q 0 11 1 1 0 0,0..; Q ' 62.7 19.6 82.3 62.7 19.6 82.3 106.6 1 10 4 0 0 0 :i Na 0 0 10Q ! 0 0 Na 0 0 0 Q 0 - 1: 6: i 0 0 0 . 0' 6 ! 2.7 0.0 2.7 65.4 19.6 85.0 109.8 : . . , 1 e~ . ,n c ac n Foo ing'Size eeq'd 21.2 W = 4.6 ft x 4.6 ft Note 1. Pu is a maximum of 1.41D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Comer Column w/ Cantilever W 3 Edge Column w/ Cantilever W 4 Interior Column and Exterior Column wo/ Cantilever Z, i Y • _ Column Rundown (1BC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 141A8.2 Col. Mark: C21 Col. Size: 20 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K_LL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height Area 131-1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 0 31 80 80.0 ; Qq' 0 80 No 80.0 0 0.0 D „IQ 0 4,'_ Q:0 ' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 10 4 790 ' 1 88: 100. No ! 100 0 Ito 0 0 Yes 0.0 0 0:0 Q 0 Q Q:! 0 153.5 79.0 232.5 153.5 79.0 232.5 310.6 9 10 4 95Q , 138 40 Yes . 17.2 100 0 0 No 0.0 0 fl.0 0 t7 D 0 ` 0 D 136.1 16.3 152.4 289.6 95.3 385.0 500.1 8 10 4 950 1'20 40 , Yes.'. 16.0 , 100 0 0 Yes 0.0 0 6:o.; 0 0 0 0 0 119.0 15.2 134.2 408.6 110.5 519.2 667.2 7 10 4 950 ,120 =40'` Yes' 16.0 100, C 0 Yes 0.0 0 00 0 ~6 0©:! Dft 119.0 15.2 134.2 527.6 125.7 653.4 834.3 6 10 4 1000 120 40 Yes;: 16.0 100 0 0 Yes 0.0 0 16.0: 500 .0 0 0 ` 133.0 16.0 149.0 660.6 141.7 802.4 1019.5 5 10 4 950 40 Ye's:i'• 16.0 100 0 0 No 0.0 0 010 0 4 0-0 D 0,:!• 119.0 15.2 134.2 779.6 156.9 936.6 1186.6 0- ; ! 0 0 No 0 0 100 0 0 Yes 0 0 0 fl 0 0 D 0 D` 0 4 % 5.0 0.0 5.0 784.6 156.9 941.6 1192.5 3 10 4 950 _ 152 ::1100 NO . 100 0 100 : i 0 0 Yes . 0.0 0 Q O c 0 0 0 t3 i O Q , 149.4 95.0 244.4 934.0 251.9 1186.0 1523.9 ' 2 -2 4 .950 No . 40.0 , 10d':: , 0 0 Yes 0.0 0 0 0 I'. 0 0 tl D'. . tl 0 127.6 38.0 165.6 1061.6 289.9 1351.6 1737.8 1 10 _ 4 0 D °0 No 0.0 1,00:: 0 0 No ' 0.0 0 0.0, 0 fl O.Or 0 0:, 5.0 0.0 5.0 1066.6 289.9 1356.6 1743.8 Footing Size req'd = 339.1 ft2 = 18.4 ft x 18.4 ft Note _ _ 'f_ Pu is a maximum of 1.41D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever 3 Edge Column w/ Cantilever Ca 4 Interior Column and Exterior Column wo/ Cantilever tb Cn n Column Rundown (IBC 2003) Nishirian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 151A8.2 Col. Mark: C22 Col. Size: 20 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 EIQOr Floor LL Trib_ Area Load 1 Area Load 2 Line Load Point Load sum per Floor Accumulated Load Pu Height Area DU LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft" 2) (psf)" (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (pit) (kip) (kip) (kip) (kip) (kip) (kip) (klp) (kip) (kip) Roof 0 4 950 39" ; 80 Nq 80.0 ; 140 - 01, 80 No 80.0 0 0 J G 0,< Q:0 0 0'i 29.5 76.0 105.5 29.5 76.0 105.5 156.9 10 16 4 0 0,. 0' Yes f-- 0.0 100" 0 q Yes' : 0.0 0 0 5.0 0.0 5.0 34.5 76.0 110.5 162.9 9 10 4 950 188 " 'tbb Yes:, 49 3 100 0 0 Na ! 0 0 0 0 0 10 ; 0 0 , 183.6 46.9 230.5 218.1 122.9 340.9 458.2 8 10 4 950 122 46%' Yes- . 16 9 1"00" 0 0 Yes . 0 0 0 0 0• Cl 0';i 0 0 U 119.0 16.0 135.0 337.1 138.9 476.0 626.7 7 10 4 950 120 40 Yes:. . 16.0 ii 100" D 0 Yes . 0.0 0 `0 0 O 0=': 0.{k _ 0 0 j 119.0 15.2 134.2 456.1 154.1 610.2 793.8 6 10 4 950 120 dQ Yes 16.0 ;1fl0 i 0 0 Yes i' 0.0 0 0 Q C] 0 Q.O ! Q"d 119.0 45.2 134.2 575.1 169.3 744.4 960.9 5 10 4 950 , 12b " 40 Yes 16 0 . ; ,100 0 0 No 0 0 0 . 0 0 0 d 40 t 0 ! 119.0 15.2 134.2 694.1 184.5 878.6 1128.1 4 10 4 0 0 '-0 Yes- . 0.0 :100 0 -11 0 Yes: . 0.0 0 5.0 0.0 5.0 699.1 184.5 883.6 1134.1 :3 10 .4 950 1;52 '"10D Na' 100.0 , ;:900 p d Yes" OA 0 00 0 0! 0`0 149.4 95.0 244.4 848.5 279.5 1128.0 1465.3 _ 2 12 4 950 1;28 , . 40 No" 40.0 I"100 0 0 Yes 0.0 0 0 0 " „ 0 4;' 0 0'.! 0 127.6 38.0 165.6 976.1 317.5 1293.6 1679.3 1 10 4 0 0 Q! No ! 0.0 , 140 0 0 No 0.0 0 . 0.0 0; 0 0.0 5.0 0.0 5.0 981.1 317.5 1298.6 1685.3 Footing Size req'd = 324.6 ft2 = 18.0 ft x 18.0 ft Note 1., Pu, i6, a maximum of 1.413 and 1.2D+1.6L 2. K_LL = 1 All other cases 2 CorneeColumn w/ Cantilever 3 Edge Column w/ Cantilever Ga 4 Interior Column and Exterior Column wo/ Cantilever 00 rn t Otai = U611.1 ;31 /,b 12U6.b Column Rundown (IBC 2003) Nish "an Menninger, San Francisco, CA Project:. a Four Seasons Resort, Vail, CO (NM# 7083) .Col. Location: -115/A10. Coll ark: C22A Col. Size: 20 x 24 Sq/Rect Tow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 i Floor Floor K_LL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height Area DO LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (p-90 (psf) (psf) % (psf) (psf) (pst) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 440 No 800 s! 100 0 80 No 80.0 0 b 0 4 Q 0 0 0 ' 13.6 35.2 48.8 13.6 35.2 48.8 72.7 10 10 4 0 0 0 Yes c 0.0 n'6: 0 0' Yes ! 0.0 0 0 0 v 4 D 0 0 5-0 0.0 5.0 18.6 35.2 53.8 78.7 9 10 4 440 188 190 Yes . 60.8 100 0 a No 0.0 0 32 4 200 0 17,4 94 1 26 7 120 9 112 8 61 9 174.7 234 4 8 10 4 560 120 40 Yes; 20.2 . 120 100 No.' 100.0 25 ;324" 20 0 0.0 ~0"= . 78.6 . 22.5 . 101.1 . 191.4 . 84.4 275.8 . 364.7 7 10 4 610 120 40i Y 18.3 75'. 1,20 100 No 100.0 25 u2:0' -230 0 G D„` 84.6 23.6 108.2 276.0 108.0 384.0 504.0 - 120 100 84 6 23 1 107 7 360 6 1 131 491.7 642 5 5 10 4- 610- ; 120 40 Yes' 16.3 .I 76'4:11 . 124 , 100 No 100.0 25 0 32 ':'200 0 0 0 j p 4 . 84 6 . 22.7 . 107 3 . 445 2 . 153 8 599 0 . 780 3 4 10 4 0 0 0 , Y.es„ 0.0 100 _ 0 , 0 Yes 0, 0 0 - X2.0 . 200 ' . 11.4 0.0 . 11-4 . 456.6 . 153.8 . 610.4 . 794.0 3 10 4 720 166 400 „ No 100.0 _ 100 IO tl' Yes 0.0 0 320. , ,2L0 0 130.9 72.0 202.9 587.5 225.8 813.3 1066.3 „ iw2 12 4 720. : 128 40 - No 40.0 100 _ 0 0' Yes 0.0 0 0 0 0 Q O.d' . 60'* 98.2 28.8 127.0 685.6 254.6 940.3 1230.2 1 10 4 0 0 0' No 0.0 100 0 0' No, 0.0 0 D 0 G b 0 4 5.0 0.0 5.0 690.6 254.6 945.3 1236.2 FoatiTrg -Size-req'd 236.3 W = 15.4 ft x 15.4 ft Note 1,'PU iaa maximum of 1.4D and 1.2D+1.6L 2. K_LL = 1 All other cases "w. 2 + Comer Column w/ Cantilever 3. Edge Column w/ Cantilever 4 Interior Column and Exterior Column wo/ Cantilever Oo v - 1 r ' a total= 690.6 254.6 945.3 I i Column Rundown (IBC 2003) Nishkian Menninger, Can Francisco, CA Project: a Four Seasons Resort, Vail, CO (NM# 7083) r Col. Location:- - -16/A8.2 Col. Mark: C23 Gaol:ixe 16 x 24 Sq/Rect )allow: Soif Bearing:'- 4 ksf (DL+LL) ^ l Date: 10/18/2005 Floor Floor k_LL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height Area. , DO LLi Rdc? Li Rd Area DI-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (pit) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 570 '31 80 No : 80.0 i t00; I 0 80 No. 80.0 0 17.7 45.6 63.3 17.7 45.6 63.3 94.2 10 10 4 0 b Q! Yes f 0.0 i; 100, 0 D Yes 0.0 0 0 0 0 A ! Q 0 4.0 0.0 4,0 21.7 45.6 67.3 99.0 9 10 4 570 f;8$ " 190 yes; 56.4 ' i OQ : 0 0 No' 0.0 0 23"0' . 2pQ 0''' p.4i 4 " 0 116 8 32 2 148 9 138 4 77 8 2 216 290 5 8 10 4 970 1.20 40 , Yes',. 17.6 iGO; 0 0' No 0.0 0 23.0. ••200 . , O,G . 126.0 . 17.1 . 143.1 . 264.4 . 94.9 . 359.3 . 469.1 7 10 4 950 , 1;2-(,)' -40,' Yes',i 16.0 100. 0 00, Np 0.0 0 ..6:0 0 0 118.0 15.2 133.2 382.4 110.1 492.5 635.0 6 10 4 950 ;-t20. 40 Yes`, 16.0 :1:00 0 0 No, 0.0 0 00 " G 0 0 fl 118.0 15.2 133 2 500 4 125 3 625 7 801 0 5 10 4 950 :-1,2011 ::.4101,: Yes, 16.0 100 0 0! No 0.0 0 ~0~ 4 0 Q : 118.0 15 2 . 133 2 . 4 618 . 140 5 . 758 9 . 966 9 4 10 4 420 " 120 125 No 125.0 100 0 0. Yes' 0.0 0 29`0 20 0 . 0.0 ! ' 0 b 60.0 . 52.5 . 112.5 . 678.4 . 193.0 . 871.4 . 1122.9 -3 10 4 166 : 1fl0 Na 100.0 1Q0 0 0 Yes' 0.0 0 4.0, C 0 ` 0:0 Q:} 161.7 95.0 256.7 840.1 288.0 1128.1 1468.9 2. , a 12 4- ! j 28 40 40.0 100 0 0 Yes 0.0 0 G 0 . 126.4 38.0 164.4 966.5 326.0 1292.5 1681.4 1 10 4 O .0 O No 0.0 100 0 Q No 0.0 0 Q"4 010 " 0 0 4.0 0.0 4.0 970.5 326.0 1296.5 1686.2 Footl+ig Size-req'd- - 324.1 ft2 = 18.0 ft x 18.0 ft Note 1,'Pu isra maximum of 1:4D and 1.2D+1.6L 2. K_LL = I: All otheir cases 2 Corner Column w/ Cantilever 3 Edge Column w! Cantilever 4 1ntedor'Column and Exterior Column wo/ Cantilever CD CD r iotai = Y[U.b 32b.U 12Y6.b - Column Rundown (IBC 2003) Nish ian Menninger, San Francisco, CA :,d..~F. . . Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. 4.ocation: 17/A8.2 17/A10 Col. Mark: , C23 Col. Size: 16 x 24 . Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K_LL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height Area DL1 1-1-1 Rd c? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 280 31 80 No 80.0 :.1.00 O 80 No t r' 80.0 0 0 0 0 0 ` 0 II J 0 : 8.7 22.4 31.1 8.7 22.4 31.1 46.3 10 10 4 0 0 Yes!, 0.0 100, 0 0 Yes- 0.0 0 0 0 0 i7- Q 0 : {7, 4.0 0.0 4.0 12.7 22.4 35.1 51.1 -9 ° 10 4_ 0 =U1 E1 'Fes? 0.0 400 0 0 No 0.0 0 0 0 O CI' ` 0.0; : C) 0 i 4.0 0.0 4.0 16.7 22.4 39.1 55.9 "8 10 4 280 120 '..40 Yes;: 27.9 100; 0 0 No 0.0 0 22.0 20G 0 0 0 ! 0. 41.8 7.8 49.6 58.5 30.2 88.7 118.5 7 10 4 300 1!20 40 Yes:, 22.5 :100: 0 0 No 0.0 0 21 0 260• 0 0.4 ! D,O ! 44.2 6.7 50.9 102.7 37.0 139.6 182.3 6 10 4 300 ' .12 0 40. ; Yes;,' 20.1 100 0 0 No Pf 0.0 0 21 b 200 0 ; 0 0 , O.G : 44.2 ^0.0 50.2 146.9 43.0 189.9 245.0 5 10 4 440 , 120 40 , Yes' 18.3 100 0 0 No 0.0 0 21,,o 2QO 0 . 0.0 : . 0,0 ' 61.0 8.0 69.0 207.9 51.0 258.9 331.1 4 10 -.4. 300 120 125 No: i. 125.0 100 0 0 Ye'sl' 0.0 0 21,0 200, .0 ' R,0 00 ! 44.2 37.5 81.7 252.1 88.5 340.6 444.1 3 10 4 440 J 52 100 Nd 100.0 10a O a Y 0.0 0 , 0.0 ' 0 O. 70.9 44.0 114.9 323.0 132.5 455.5 599.6 ° 2" " 12 - 4.. 440- , : i'28.` 4Q No 40.0 :!..1 06i J 0 0 Yes'' 0.0 0 (10 :O q , 4 0 Orb ; 61.1 17.6 78.7 384.1 150.1 534.2 701.1 Y 1 10 4 0 0 0!` No;-;: 0.0 i 100 0 0 No 0 0 0 4 0 0 0 4 0 388 1 150 1 538 2 705 9 , . . . . . . . . Footi'ng Size req'd = 134.6 W = 11.6 ft x 11.6 ft Note _ - 1._Pu I a maximum of 1.4D nd 1.2D+1.6L - - 2. K L = 1 All other cases Corns4Column W Cantilever 3 Edge Column w/ Cantilever W t 4 Interior Column and Exterior Column wo/ Cantilever 00 CO , i orai - :SiM I l OUA 0001 i Column Rundown (IBC 2003) Nishkian Menninger,. an Francisco, CA t Project: wFour Seasons Resort, Vail, CO (NM# 7083) Col. Location: 2.31A16:6 Col. Mark: C24 Col. Size: 16 x 24 Sq/Rect dhow,-Sail Bearing__ 4 ksf (DL+LL) Date: 10/18/2005 Floor" Floor K LL Trib. ' Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Flo or Accu mulated Load Pu Height _ Area 131-1 1-1-1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+1-L DL LL DL+1-L (ft) (ft^2).: (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (pin (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 460 , 31 ° 80 No i'; 80.0 0 80 No ! 80.0 0 G 0 0 0 1 o G 0 0 = 14.3 36.8 51.1 14.3 36.8 51.1 76.0 10 0 4 0 . . 0 ' 413 Yes 40 0 :100 0 0 No - 0.0 0 0 0 - .0 0 0 0` t~ 0.0 0.0 0.0 14.3 36.8 51.1 76.0 0 . I I O 0 Y s": . 40 0 , 1106 1' 0 0 No 0 0 0 00 0 0. 0,0 0~3 0.0 0.0 0.0 14.3 36.8 51.1 76.0 9 0 4 . . 4 e . . ' . 0 0 0 00 0 f?I 0.0 ` ! 00 0 0 0.0 0.0 14.3 36.8 51.1 7fi.0 8 0 4 0 O - d0 Yes' 40.0 1 00.. Q 0 0 No, " N . 0 0 0 Q 0 { 0 . 0 0 0 0 'i . 0.0 0.0 0.0 14.3 36.8 51.1 76.0 7 0 4 0 0 ' 40 Yes' 4010 100: 0 0 o N - . 0 0 0 ;21 0 200 0 0 0 - fl 0 67.7 11.0 78.7 81.9 47.8 129.8 174.9 6 0 4 460 138 40 Yes ; 24.0 100 0 0 0 o N ' . 0 0 0 , '21 0 200 0 . 0 0 0 0 ' 63.4 9.1 72.5 145.3 57.0 202.3 265.6 5 10 4 460 .420 40. Yes 19.9 100 0 0 0 o N . 0 0 0 21' G 2b0 0 .:,00.; 0 0 63.4 8.3 71.7 208.7 65.3 274.0 355.0 4 10 10" 4 460 460 • 1120 ;138 40 : 4' . Yes ?`Yes 18.1 17.0 1 0 700 0 o No . 0.0 0 _ 21.0. 0 0 200 0 0";. 0 0 D ' 0 0 f} 0 f3 0 ! 71.7 4 8 7.8 0 0 79.5 4 8 280.4 285 2 73.1 73.1 353.5 358.3 453.5 459.2 2 12 4 0 '0 0 No 0.0 1 d0 0 0 0 Yes 0.0 0 0 . 0 G' = ; < . . 4 0 . 0 0 . 4 0 . 289.2 73.1 362.3 464.0 1 10 4 0 0 0; , No 0.0 .100 0 No 0.0 . . . Footing Size req'd = 90.6 ft2 = 9.5 ft x 9.5 ft Not6E 1. Pu is a maximum of 1.413 and 1.213+1.61- 2. K_k,L = A All other cases 2 Corner Column w/ Cantilever W 3 Edge Column w/ Cantilever CO 4 Interior Column and Exterior Column wo/ Cantilever O --Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: -,.Four Seasons Resort, Vail, CO (NM# 7083) O Locati.orl _41A9.9 Col. Mark- C25 Col. Size: 20. x 30 SglRect Allow, Soil Bearing: 4 ksf (DL+LL) Floor IFloor K_LL Trib. Helaht Area Area Load 1 LL1 Rdc? L1 Rdc Area (nsf) (osf) % Area Load 2 LL2 Rdc? 10 10 4 520 138 4Q. Yes,;' 28.6 50 138 100 r . 10. . A 370_4 120" 40 Yes') 24.2 5D 120 100 8 10 4 720. 12Q '•40 Ye$"i 20.6 "5Q 120 100 7 10 4 550 • 120• 40 Yes j' 19.1 50 120 100 13 10 4 , 420 `.120 40 Yes 18.4 50 -120 100 5 10 4 550 120: 40 Yes 17.6 50ki` 120 100 4- °-10 :4 550- -120 40 • Yes 17.0 50 120 100 3 10 4 550 . 138 " 40," Yes 16.5 50 138 100 12 4. 58 128 ti25 "IVd " 125.0 ...100" 0 0 1 10 4 0 0• ~0 No 0.0 1136i = 0 Footing Size req'd = 312.1 ftz = 17.7 ft x 17.7 ft Note r1. Pu is a maximum of 1.40 end 1.2D+1.6L _ 2. K_LL = 1 All other cases 2 Comer Column w/ Cantilever . _ -3 3 .,Edge olumn w/ Cantilever r. W (p 4 Interior Column and Exterior Column wo/ Cantilever L2 Rd Area (Psf) % 80.0 0 100.0 50 100.0 50 100.0 50 100.0 50 100.0 50 100.0 50 100.0 50 100-0 50 0.0 0 0.0 0 Line Load Date: 10118/2005 Point Load Sum per Floor Accumulated Load Pu DL LL DL LL DL+LL DL LL DL+LL ;kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) k? 0^ } 16.1 41-6 57.7 16.1 41.6 57.7 85.9 . Q 0 ' . 0 Q 85.0 33.4 118.4 101.1 75.0 176.2 241.4 Q 0 0,Q; 50.7 23.0 73.6 151.8 98.0 249.8 339.0 0 0 0 Q,ij 103.7 43.4 147.1 255.4 141.4 396.9 532.8 0 0 0 ; 72.3 32.8 105.0 327.7 174.2 501.9 671.9 56.7 24.9 81.5 384.3 199.0 4 231 583.4 0 688 779.7 918 1 0 O i 0 Q - 72.3 32.3 104.6 456.6 . . . QO• Q { 72.3 32.2 104.4 528-8 263.5 792.4 1056.3 i).0 0 0 82-2 32.0 114-2 611.0 295.6 906.6 1206.1 103:0 5 a ~ 1979 137.5 335.4 808.9 433.1 1242.0 1663.7 0.0? , 0.0 ! . 6.3 0.0_ 1 6.3 815.2 433.1 1248.3 1671.2 Total - 815.2 433.1 1248.3 Column Rundown (IBC 2003) Nish ian Menninger, San Francisco, CA Proj6ct: Four Seasons Resort, Vail, CO (NM# 7083) Col-Locatiorv- -.5/A10 Cal. Mark: C26 ColA1ize r 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 1 Fl Accumulated Load Pu Floor Flooe Height --K 1_L Trib. Area, DL1 Ar LL1 ea Loa Rdc? d 1 L1 Rd Area DL2 Ar LL2 ea Loa Rdc? d 2 L2 Rd Area L Length ine Loa DL d LL Point I DIL Load LL Su DL m per LL oor DL+LL DL LL DL+LL (ft) (ftA2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) {pl#1 (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 400 80.0 100 0 80 No 80.0 0 0 Q : 0 0, Q 0 'Q o ' 12.4 32.0 44.4 80 8 12.4 77 2 32A 0 48 44.4 2 125 66.1 4 169 10 10 4 400 "!138 40" Na 40.0 106' 0 0 Yes 0.0 0 2$ 0 b0 0' Q 0 . Q 0 64.8 16.0 0 7 . 56 2 . 126 4 . 0 55 . 181 4 . 239.6 9 10 4 330 120 40 ` Yes' 21.1 " ?00. 0 0 No ! 0.0 0 X8,0. 200 0' Q 0 0 t] 49.2 . . . . . " " 0 0 Y s 0 0 0 '12 4 "600 0, 0 0 4 78.4 10.3 88.7 204.8 65.2 270.0 350.1 8 10 4 560 120" ° 4f3 . Yes ! 18.4 1 QO 0 e s Y . 0 0 0 . 28 tt 260 0"' 0;0 D t? 68.4 8.4 76.8 273.2 73.6 346.8 445.6 7 10 4 490 1"20 40 Yes 17.1 100 0 e . ' 6 0 323 6 2 79 8 402 515 1 6 10 4 340 120 40 Yes' 16 5 100 0 0 Yes 0.0 0 28 fl ; 200 0 0 t~ . Q 11, 50.4 5.6 . 5 . . . . 10 4 490 1. 1 400 No: . 100 0 10Q 0 0 Na 0.0 0 28.0: .200 Q t1 ! P Q" 68.4 49.0 117.4 392.0 128.2 520.2 675.6 5 ` . 0 0 0 Yes 0 0 0 280 200 p 0 fS 0 t1 , 50.4 5.4 55.8 442.4 133.7 576.1 744.8 4 10 4 340 120 40 1 Yes , o : 16.0 100 1 0 75 202 1 00 N ! . 100 0 25 . 28 0 . 200 0: 0 4' O Q : 109.9 61.0 170.9 552.3 194.7 747.0 974.3 3 10 4_ 610 152 00 ' N : ' .0 . o s . 0 0 0 . 0 0 5n0 0 ` 0 0 0 0 75.1 51.0 126.1 627.4 245.7 873.1 1146.0 2 12 4 510 128 00. 1 Noi3i 100.0 100 0 0 Ye N . 0 0 0 . O T fl 0 . ' 0 0 0 0 4.0 0.0 4.0 631.4 245.7 877.1 1150.8 1 10 4 0 0 0 NoL 0.0 ,100 0 0 o . . , 1 a ^ds 7 877.1 Fgotng Size req'd, = - 219.3 ft2 = 14.8 ft x 14.8 ft Note 1. Pu is a maximum of 1.4D and 1.2D+1.6L 2. K_LL = 1 All other cases 2' Comer Column w/ Cantilever W 3 Edge Column w/ Cantilever (O 4 Interior Column and Exterior Column wo/ Cantilever N G - - - - --:Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) G(at: ~oaa#ien: 6/A10 IQol. Mark: C26 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 i Fl S Accumulated Load Pu -L A ad L 1 Ar ea Loa d 2 L ine Loa d Point Load u o m per or Floor Floor K_ L Trib. r ea o L LL DL LL DL+LL DL LL DL+LL Height Area DL1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL D ki ki ) (ki ) (kip) (kip) (kip) ft (ft^2) ( sf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) p) ( p ( p ) ( p 0 0 t}'I O 14 6 37.6 52.2 14.6 37.6 52.2 77.6 Roof 0 4 470 31 80 80.0 fOQ- i0 80, N0;1' 80.0 0 G. Q , ' . ` . 7 18 8 92 5 2 88 4 56 144.6 196.1 10 10 4 470 138 ; . 40 No 40.0 1 Q0:' 0 0 Yes' 0.0 0 24.0 20J , 0 i 0 0, :I 0 0 0 0 0 0 j 73. 58 0 . 8 2 . 2 66 . 146.2 . 64.6 210.9 278.9 ..9- 1,0 4- -41 120 .40 l es 20.1 + 100: 0-• 0 No 0.0 0 24 b 200 0 . . . . . 4 199 71 5 270 9 353 7 8 10 4 370 120 40 Yes; 18.5 100: " 0 0 Yes 0.0 0 24 0 24 0 :200 200 0 0 O 0 ' 0 0 0 0 O C} 53.2 53.2 6.8 6.5 60-0 59.7 . 252.6 . 77.9 . 330.6 . 427.9 7 10 4 370 120 40 Yes' 17.5 . 100 0 0 Yes 0.0 0 ' 200 ? 0 t) Q Q a a 8 8 0 0 8.8 261.4 77.9 339.4 438.4 6 10 4 0 120 40 Ye5;a 17.5 100 0 0 Yes ' 0.0 0 24.0 4 ' 2 0 0:I : :'0 0' .Q o . 73 8 . 0 50 123.8 335.2 127.9 463.2 607.0 5 10 4 500 1120. 106, ; NQ:: ' 100.0 80 17Q 100 No 100.0 20 2 .0 0 6 . 8 . 0 0 8 8 344 0 127 9 472.0 617.5 "4 --407 T 0 420 4 ' ;'Y 16.7 cy: 16 0 0 Yes 0.0 0 2A.a 200 0 ,0. ! 0-0 8. . . . . 176 9 8 628 825 3 . 10 4 490 242 100 No ; 100 0 1W 0 0 Nb 0.0 0 24,0, 200 0 0 0 0 107.8 49.0 156.8 451.8 . . . 3 2 12- 4 490 ' 128. 1110 N 4;: . 100.0 100 0 0 Yes : 0.0 0 100 5J0 0-': i3;Q, j 0fh..i 72.5 49.0 121.5 524.3 225.9 750.3 4 3 990.7 995 5 1 " 0 D No 0 0 0 0 0 0 0 C O. io: 4.0 0.0 4.0 528.3 225.9 . 75 . 1 10 4 0 Q No,, 0.0 10Q . Total 528.3 225.9 754.3 Footing Size req'd = 188.6 ft2 = 13.7 ft x 13.7 ft Nete--- T. Pu is a maximum of 1.4D end 1.2D+,a _61-2. K -LL = 1 All othgr cases 3. Edge Column w/ Cantliever ((0 4 Interior Column and Exterior Column wo/ Cantilever CO i S t j }Column Rundown (BC 2003) Nish ian Menninger, San Francisco, CA Project: 'Four Seasons Resort, Vail, CO (NM# 7083) Col. • ocation;- - ----7/A10 8IA10 Col. Mark: C26 !~ol. Size: V 16 x 24 Sq/Rect Allow. Soil Beari ng:._, 4 ksf (DL+LL) ib Area Load 1 Floor Floor K_LL : Tr Heioh Area DL1 LL1 Rdc? L1 Rd Area DL2 10 10 4 360 - X138 " 4b ; No 40.0 80 7.38 9 10 4 410 1f20 40 1(es . 22.1 80 120 8 10 4 410 1!20 .4Q Yes;. 19.8 80 120 7 10 4 410 120 f " 40 Y,es', 18.4 80 120 6 10 4 0 120 , 40 Yes 18.4 100 0 5 10 4 390 120:, • -100 No i 100.0 80 170 4 10 4 0 1'20 40 ; Yes'' 17.5 ;'10 0: 0 _4 .39(L 152, 1Q'0 No.' 100.0 ;100 _ 0 ' 4' 12 4, '400 ; 128 1't70 NO 100.0 1Q0 0 `I 10 4 0 0 0.0 400. 0 "1=oogt~g Sii~ feq'd 164.7 ft2 = 12.8 ft x 12.8 ft Note'. 1. Pu is a maximum of 1.4D and 1.2D+1.6L LL = 2. K 1 All other cases _ 2 Comer Column wl Cantilever 3 Edge Column w/ Cantilever W flo 4 Interior Column and Exterior Column wol Cantilever .A Date: 10/18/2005 a er Floor Sum Accu mulated Load Pu Ar ea Load 2 Li ne Loa d Point d Lo LL DL p LL DL+LL DL LL DL+LL LL2 Rdc? L2 Rd Area Length DL LL DL (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) 80 Na', 80.0 0 ( 0 . 0 1 0 0 11.2 28.8 40.0 11.2 0 69 28.8 47 5 40.0 6 116 59.5 158 9 100 No _ i 100.0 20 21.0:° 2C0 •0'? `0 Q 57.9 18.7 76.6 . . . 4 . 252 5 00 N 0 100 20 ?1 0` ' 230 0= 0.0 : t) 0 57.4 15.4 72.8 126.4 63.0 189. . 4 100 o No . 100.0 20 Z~.O X00 0 is Lf 0^ 01:', 57.4 14.7 72.1 183.8 2 77.6 91 9 261.5 1 333 344.8 436 5 100 No 100 0 20 21 0; 20~? 0' 0 0 i~ 0 0 57.4 14.2 71.6 241. . . . ' . 0 . 21 0 200 Q b 0 0 0 8.2 0.0 8.2 249.4 91.9 341.3 446.3 0 100 Yes No 0.0 100 0 20 : 21,9_ =200 0';f . 0 0 C6+6` r 58.9 39.0 97.9 308.3 130.9 439.2 579.4 . 0 0 21 `0 230 0'=, 8.2 0.0 8.2 316.5 130.9 447.4 589.3 0 0 Yes No 0- 0.0 0 2t.0 200 t};° 0.0. ti 0 s' ~ 67.5 39.0 106.5 384.0 169.9 209 9 553.9 654 9 732.6 869 8 0 Yes = 0.0 0 10 D 500 0; II 0 0 t} 61.0 40.0 101.0 445.0 . . . , 0 d `0 0; 0 4•' .0:0 4.0 0.0 4.0 449.0 209.9 658.9 874.6 0 0.0 0 . . . . - T_.__ AAn n inn o C,5R Q i i 6 i --column Rundown 2003> (IBC Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) C -I,ot.atiam- _ 91A10 Cal. Mark: C26 Col. Size: 16 x .24 Sq/Rect Allow. Soil Beari ng: 4 ksf (DL+LL) Floor Floor l L K Trib. oad 1 A Ar ea Load 2 Height _ Area DO LL1 FRdc? L1 Rd Area DI-2 LL2 RdT Rdc Area Lengt rftl MA2) (osf) (psf) (psf) % (psf) (pSf) psf) % (ft) ' 10 10 4 440 1;38 40 N6 40.0 100'. 0 0' No A 0.. - 4 . 3& ~i20 40 Yes.i 20.6 = 100 0 0 No 8 10 - 4 330 120 40 Yesii 18.9 100 0 Q, No 7 10 4 330 2p 4'0 Y.es:: 17.9 100 0 0! No 6 10 4 0 120 40 Yes.- 17.9 100;; 0 0 Ye: 5 10 4 460 t20 140 No.; 100.0 80 170 100 Nc 10" 0 120.:. ' 4( Yes, 17.0 100:; , 0 0 Ye 3 10 4 440 152 ' 109 No 100.0 100! 0 0 NC _-1 2 - 4 44 X128 109 No : 100.0 1)0 ; 0 0 Ye! 1 , 10 4 0 0 Q N 0.0 ; 100 , . 0 0 Nt Fboffng Size req'd = 166.4 W = 12.9 ft x 12.9 ft T:'Pu Is a maximJm of 1.4D' and 1.2D+1.6L LL = ' 2. K 1 All other cases _ 2 Corr4 Column WI Cantilever W 3 Edge Column w/ Cantilever (o 4 Interior Column and Exterior Colum n wo/ Cantilever Ut 80.0 0 0.0 0 0.0 - 0 0.0 0 0.0 0 0.0 0 100.0 20 0.0 0 0.0 0 0.0 0 0.0 0 Date: 10/1812005 Line Load Point Load Sum per Floor Accumulated Load Pu DL LL DL LL DL LL DL+LL DL LL DL+LL (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) !0 0;. Q 0,_;" 0 0'.I 13.6 35.2 48.8 13.6 35.2 48.8 72.7 COQ O i 4 0 c t3 0 68.9 17.6 86.5 82.6 52.8 135.4 183.6 2CiQ Os, O;tt: 0;0 ' 51.4 7.4 58.8 134.0 60-2 194.2 257.1 246 0 ' 0 q 0 "0' °i 47.8 6.2 54.0 181.8 66.5 248.2 324.5 . 20 , 0; - 0 0 0:0 47.8 5.9 53.7 229.6 72.4 301.9 391.2 . 8.2 0.0 8.2 237.8 72.4 310.1 401.1 200 0! 68.0 46.0 114.0 305.8 314 0 118.4 4 118 424.1 432 3 556.3 566 1 200 Q' 0.0 tY4 8.2 OA 8.2 . . . . 270 O'. 0.0 f}.0 75.1 44.0 119.1 389.0 162.4 551.4 726.6 I` X50 0 ? 013 = 0 0 ~E 66.1 44.0 110.1 455.2 206.4 661.5 876.4 ~ _ ' 0 0 4 0 0 0 4 0 459.2 206.4 665.5 881.2 3 fl ' D 0 . . . Total = 459.2 206.4 665.5 Y r (IBC 2003) 'Column Rundown Nishkian Henninger,, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) 6-ation; - ----4~1.6/A10 10.61A10 ~I. Mark: C26 P-i Col. Size: 16 x 24 Sq/Rect Allow; _Soil_Bearing: 4 ksf (DL+LL) Floor Floor K LL Trib. Ar ea Load 1 Height _ Area DI-1 LL1 . Rdc? L1 Rd Area DL2 (ft) (ft"2) (Psf) (Psf) (Psf) % (Psf) Roof 0 4 630 31 80 No! 80.0 100: 0 10 10 4 580 :138 40 No.:` 40.0 ! 100 0 9 10 4 630 '-10 40 Yes 18.6 18.6 ; 100 0 8 10 4 840 .120 40: Yes: 16.6 i' 100 0 7 10 4 840 :12Li 40 Yes" 16.0 ,00 0 6 10 4 840 129 40 - Yes:' 16.0 100 0 5 10 4 840 120 100 NO 100.0 100 0 4 10 4 840 120 ,40 Yes ' 16.0 100 0 3 A_. _ 4.. -84a s 152 , 10,0 ..No: 100.0 0 u 2 . 12 4 650 - 4 '128 1 Q0 Na, 100,0 100 0 1 10 4 0 0 c0 Na 0.0 100 0 Ar ea Load 2 LL2 Rdc? L2 Rd Are (Psf) (Psf) % 80 No 80.0 0 0 No 0.0 0 0 No 0.0 0 D No ; 0.0 0 0 No 0.0 0 Q Yes, ! 0.0 0 0 No 0.0 0 0 Yes 0.0 0 tl No'. 0.0 0 Yes 0.0 0 0 No 0.0 0 Fgt3f<i5~ ~z req'~ 331.3 ftZ = 18.2 ft x 18.2 ft Note ` 1•. Pu a maximum of 1.4D and 1.2D+1 -6L 2. KILL = 1 All other cases A : - 1 Corner Column w/ Cantilever W 3 Edge Column w/ Cantilever (O 4 Interior Column and Exterior Column wo/ Cantilever W F Date: 10/1812005 Li ne Loa d Point Load Su m per Flo or Accu mulated Load Pu Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) 3 0: 6 19.5 50.4 69.9 19.5 50.4 69.9 104.1 '1 0` 20 r 0 ~0 i! 88.2 23.2 111.4 107.8 73.6 181.4 247.1 _ , ; . 6CG C i 0 0 ' ' C}60 92.2 11.7 103.9 200.0 85.3 285.3 376.5 21.0 D D 0 : 0' 0 0 . . 4 0 104.8 14.0 118.8 304.8 99.3 404.1 524.6 ; „ 0;; . D 104.8 13.4 118.2 409.6 112.7 522.3 671.9 104.8 -13.4 118.2 514.4 126.2 640.5 819.1 104.8 84.0 188.8 619.2 210.2 829.3 1079.3 L 104.8 "13.4 118.2 724.0 223.6 947.6 1226.6 0 0 0 a 131.7 84.0 215.7 855.7 307.6 1163.3 1519.0 11 b00 ~l 93.0 65.0 158.0 948.7 372.6 1321.3 1734.6 P: ) 0 p O RtP 4.0 0.0 4.0 952.7 372.6 1325.3 1739. Total= 952.7 372.6 1325.3 r 3 v I 7 9 I 3 C Ai tc 7 g `Column"- Rundown (IBC 2003) Nish! Man Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Qol_-Lso_cation _12.61A10 6oi: Mark: ! C26 . 601.61ie: 16 x 24 Sq/Rect Mow. Soil Bearing: 4 ksf (DL+LL) Date: 10/1812005 Fl6or "Floor K LL Trib: Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Flo or Accu mulated Load Pu Height _ Area DL1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc7 L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft-2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plo (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 360 ;31 80 No 80.0 '10G: 0 80 No 80.0 0 D 6 ,4 0 Oro j 0 0 11.2 28.8 40.0 11.2 28.8 40.0 59.5 ` . 0 40 100 0 No : 0 0 0 21 0 2flQ 0 0 0 ! t p,! 57.9 14.4 72.3 69.0 43.2 112.2 152.0 10 10 4 360 1.G8 ' 4;0 , No : ' . , ' 0 0' No . 0 0 0 . . 21 0 200 0 O D 40 ? 38.2 5.5 43.7 107.2 48.7 156.0 206.7 9 10 4 250 72i} 40 lfas ' 22.1 . 100 . 0 0 21 20Q 0 , t3 Q 4 0 : 50 2 9 6 57.1 157.4 55.6 213.1 277.9 7 i 8' a10 !6 - 4 350 Y12Q ' 40 Yes 19 7 i 100: 0 0. No 0.0 0 0 0 , 0 1 200 0 0 f 00 . 71.8 . 9.4 81.2 229.2 65.0 294.3 379.2 7 10 4 530 120 : 40 0 Yes Y ' 17.8 16 7 ; 100 0 0 0 No Yes . 0 0 0 2 . 214 . ' 200 0 . , 71.8 8.8 80.6 301.0 719 374.9 479.5 6 10 4 530 , 420 4 es ' . 1 ' O , Q No . 0 0 0 21 Q :200 0: -0:0 if 71.8 53.0 124.8 372.8 126.9 499.7 650.4 . ' . 10 . ...4, . 530, 460- 120. 20 1 100 40 No:; ' Yes ; 100.0 1 6 0 Q0 ' , 1 d0 : 0 0 Yes . 0.0 0 2!,0: .200 .0 0 0; 0 t1! 63.4 7.4 70.8 436.2 134.2 570.5 738.3 . q 1 ' 3 --18-- 10 '4. 530 , i 152 10 0 .'No: - . 0 100 100:. 0 0 No 0.0 0 21 0 200 0 66 0 0. 1 88.8 53.0 141.8 525.0 187.2 712.2 929.6 I s i ' '1 4 '28 . , . , 10l) N . 100 0 100 0 Q Yes! 0 0 0 ~ p Q 500 0 Q ! 63.6 42.0 105.6 588.6 229.2 817.8 1073.1 .2 2 4 20 1 o . 0 N . 0 0 0 Q 0 0 0 0 ' 0; {3 4.0 0.0 4.0 592.6 229.2 821.8 1077.9 1 10 4 0 Q' 0 No ` 0.0 100, 0 o . „ _ : , • ~09 n ??A ? R?1-H poting Sizereq'd 205.5 ft' = 14.3 ft x 14.3 ft Note ' 1! Pu, i* a maximum of 1.7nd 1.26+1.6L 2- K_Llr = 1 All-othLr cases a 2 Corner, Column wl Cantilever _ ile._. Edge~olumnw/(antilever ~p 4 Interior Column and Exterior Column wo/ Cantilever 4 'Column Rundown (I13C 2003) Ivlaulan rrrcruuny~.,,......... . - Project: Four Seasons Resort, Vail, CO (NM# 7083) [Pol. Mark: C26A CoL Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) F1ooF I He 4htl K_Lt I Area DL1 LL1 Roof 0 4 460 6U 10 10 4 460 `13$;• - 40 9 10 4 340 12fl 40 8 10 4 310 120 •44 7 10 4 . 430 .120: 4Q 6 10 4 430 '120 40 5 10 4 430 '120 40, 4 10 4 0 0 41 0 3 « t70 123 . . _ _ ILF.` "12' tez 510 '11:8 40 1 10 4 0 %G 0. ofing Siia Fd',4rd-z- 187.6 ft2 = 1*o 13.7 ft x 13.7 ft 1 , Note,, '1. Put Y maximum of 1.4D and 1.213+1.6L LL = 2. K 1 All other cases _ 0, `'27 Corner Column 4 Cantilever (0 3 Edge Column w/ Cantilever ( 0 4 Interior Column and Exterior Column wo/ Cantilever 00 Date: 10/18/2005 Floor Accumulated Load Pu ea Loa d 1 Ar ea Load 2 L ine Loa d Point Load LL Su DL m per LL DL+LL DL LL DL+LL Rdc? Li Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL (psf) % (psf) (psf) (psf) °/n (ft) (pif) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) No'i 80.0 ! 10U'! 0 80 No! 80.0 G -00 A a 00 , U 14.3 36.8 18 6 51.1 90 7 14.3 3 86 36.8 4 55 51.1 141.8 76.0 192.3 Yes: 25.6 80 13$ 10fl No ! l 100.0 20 23.0 200 4 'Q 0 i3 72.1 . . . . 9 272 0 Y 21 9 80 120 100 No' 100.0 20 23.0 ' 2t~p 0'i 0 0 O.p. 49.4 12.7 62.1 135.7 68.2 203. . ep Ys5'ii! . 20.1 . 80 120 100 No 100.0 2C ;2` 0:1 200 0- ' fl 0 ~i 0 i1: 45.8 11.2 5 0 57.0 2 75 181.5 7 241 79.4 94 3 260.9 1 336 344.8 441.0 Yes-: 18 5 80 120 100 No ! 100.0 2C 23 0 Z04 0 0 b 13 60.2 1 . . . . . Yes:: . 17.6 80. 12Q 100 No: 100.0 20 23.0 ~iJO 0+ 0 0 0 t3 J 60-2 14.6 74,8 301.9 109.0 410.9 536.7 0 632 8 80 120 100 No: 100 0 20 23.13 0„ D 0 0 0 " 60.2 14.4 74.6 362.1 123.4 485.5 . Y25'<' 16. . . 12 0 5O0 0 ' 0 (3' ! 4 0 10.0 0.0 10.0 372.1 123.4 495.5 644.0 Nt7!' I' 0.0 100 ° 0 0 0 Yes Y s 0.0 0 0 0 0 "0 0 0 4 0:0 0 ti 90.7 63.8 154.5 462.8 187.1 650.0 854.8 No 125.0 100 e . 0 12 0 ' 540 : 0 d 0: 0 0 s. 76.1 20.4 96.5 538.9 207.5 746.4 978.7 No 40.0 1013 Q 0 Yes 0.0 : . , ' '10 0''( 4 0 0 0 4.0 542.9 207.5 750.4 983.5 N0 : ` 0 0 100 0 Q No 0.0 C . . . . a qn7 s 750.4 - i I j i ~ ' --Column Rundown -(IBC 2003) Nishkian Menninger, San Francisco, CA I?roject: Four Seasons Resort, Vail, CO (NM# 7083) Ccsl.-lrocatioar_ -141A10 Col. Mark: 'C26A Col. Size: 16, x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Floor Floor K_LL Trib. Height Area 5L1 (ft) (ft"2) (Psf) Roof 0 4 4 500 31 80 80.0 " 500 138, 0' 0, 10 10 4 j0 a ; : 47 b38 - _ `10 d 520" l20 10 4 7 610 - 120. ; -10 4 10 610 ;=1 U, - 10 4 5 610 ;:-4 ~,b* 7-4 7 _ i3 0 3 10 4 720 : 12 --4 72 1,2$ y1 .i 10 4 0 0 Fp Ong SLZ a t`eq'd 254.5 W = 16.0 ft x 16.0 ft r a4. Pu s'a maxi nUm of 1.4DJand 1.2D+1.6L.. L' L 1 2. K Ali ot&r cases _ 3 Edge Column w/ Cantilever 4 (0 Interi6r Column and Exterior Column wo/ Cantilever a i, t r Date: 10/18/2005 I S Flo or Accu mulated Load Pu Ar ea Loa d 1 Ar ea Load 2 L ine Loa d Paint DL Load LL u DL m per LL DL+LL DL LL DL+LL LL1 Rdc? Li Rd Area DL2 LL2 Area Length DL LL i (Psf) (psf) % (Psf) (Psf) % (ft) (plf) (pif) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) p) (k No;'; f0 8C1 0 0 0 0 0 .0 f -0 15.5 40.0 55.5 15.5 40.0 55.5 82.6 6 4 Y 4 23 1 Q0 , : 0 4 0 32 0 200 0 ` 0 Q O.t? ` 79.4 11.7 91.1 94.9 51.7 146.6 196. p 40 es, s Y . ; ! 100 0 0 N 7 0 32 0 • 200 C'. 0 0" - 0 0 ' 75.3 9.2 84.5 170.2 60.9 231.1 301.7 e 19.6 - - 0 0 2 0 200 0 t7 0 ' ( 0 S 72.8 9.2 82.0 243.0 70.2 313.1 403.8 40 Yes' 17.8 100 0 O 83 6 30 6 114.2 326.6 100.8 427.3 553.1 40 Yes 17.0 80 120 100 40 s l , , 6 83 . 30 4 114 0 2 410 131.2 541.3 702.1 40 `Yes 16 4 60 720 100 40 32.0 230 0: 00 . 0 ] . . . . tJ Y S . 16 0 fi0 120 100 No 100.0 40 X2.0 200 0,,- 0 0"0 . ; 83.6 30.3 113.9 493.8 161.4 655.2 850.8 4 ; e . 100 0 0 Yes 0 0 0 32 fl .<.q0 0 ! Q 0".'- t1,0' 10.4 0.0 10.4 504.2 161.4 665.6 863.3 " No N 0.0 0 125 100 " 0 0 - Yes' . 0 0 0 32.0 200 O i; 0 Q, 0 0 1 132.8 90.0 222.8 637.0 251.4 888.4 1166.6 115: a0 o No . 40.0 . 100: 0 0 Yes . 0.0 0 0=fl I : 0 0: 0 0, !:,M 0 97.0 28.8 125.8 733.9 260.2 1014.2 1329.1 9 0 0 No 0 0 0 ' ' 0 (I. fl.0 4.0 0.0 4.0 737.9 280.2 1018.2 1333. Q No 0.0 100. . r-I- 717O 9Rn9 1n1R.2 i ~ Column Rundown (IBC 2003) in Menninger, n Francisco, CA Four Seasons Resort, Vail, CO (NM# 7083) ~r~lFinn r _ _ 1 alA~ 0 Col. Size: 16 x 24 SglRect Al,lowr s Soil Bearing: 4 ksf {DL+LL} Date: 10/18/2005 S r Floor Accumulated Load Pu A d L 1 Ar ea Load 2 L ine Loa d Point Load u m pe Floor Floor K_LL Trib. r oa ea LL DL LL DL+LL DL LL DL+LL Height Area 7DL1 LL1 Rdc? Li Rd Area DL2 LL2 Rdc? L2 Rd Area Lengtj DL LL DL I ki ki ) (ki (kip) (kip) (kip) ft (ft^2) sfl (psf) (Psf) % (PS9 (Psf) (PSf) % (ft) (Plf) (Plf) (kip) (kip) (kip) ( p) P) ( p ( ) p 0 13 0 Q O 8 4 21.6 30.0 8.4 21.6 30.0 44.6 Roof 0 4 270 ;<i31 80f ' N. 80.0 100, 0 80 No ! 80.0 0 0 fl 0 . 4 0 0 4 0 4 12 21 6 34.0 49.4 0 Y 0 0 100 0 0 Yes 0.0 0 0 0 Q- 0 0 % b 0 .0 . . . . 10 10 4 0 0 es . 0 t] 32 200 0 " 0 0 ; 0 0 47.7 7.6 55.3 60.0 29.2 89.3 118.8 9 j 10 4 270 138' 4Cf Yes : 28.3 .100 0 D No 0.0 _ " . . . 72 8 10 8 6 83 132.8 40.0 172.8 223.4 8 10 4 520 0, 1 . " 40: Yes " 20.7 100. 0 0 N o - 0.0 0 32.0: 200 O d 4 Q . 80 0 . 6 22 . 102 6 212.8 62.6 275.4 355.5 7 10 4 580 120. 40` " "Yes 18.6 75 120 100 N o 100.0 25 32 0. 2b0 ' b" . 0 0 0 . 83 6 . 23 2 . 106 8 296.4 85.7 382.2 492.9 6" 10 4 610 L-1201 40. Yes 17.3 75, 120 12 100 0 No N 100.0 0 100 25 25 32:0: 32 C j: 200 200 . 83.6 . 22.8 . 106.4 380.0 108.5 488.6 629.7 5 10 4 610 f20' 40 Yes 16.5 75 0 10 ' o . 0 0 0 . , 340 20+3 0 0 0 . Q 0 41.6 32.5 74.1 421.6 141.0 562.7 731.6 4 10 4 260 " .12O " 125 No 125.0 0 0 Yes . ' Ct0 ' 0 1 O D , 0 4 129 9 72.0 201.9 551.6 213.0 764.6 1002.7 3~ 10 72Q 166 1:QQ; No ' 100.0 1L}0 0 . , 0 Yes 0.0 0 2 4. 2 , , . 8 125 648 5 241 8 890.3 1165.1 12. {-12 F' 4 720 ;8 '12 No 40.0 -100 0 0' Yes 0.0 0 0 0 L 0 0 0 0 6", O 0 J, 97.0 4 0 28.8 0 0 . 4 0 . 652.5 . 241.8 894.3 1169.9 1. 10 4 0 No, 0.0 100 0 D No , 0.0 0 #:0 0,,, . . . TMAI = 652.5 241.8 894.3 Fob C[St -MCI` 223.6; ftz = 15.0 ft x 15.0 ft Note 1, Flu ii~a maximum of 1.4D and 1.213+1.61- 2. K_LL = 1 All other cases A. Z Comer,Column wlCantilever 3 Edge Column w/ Cantilever O 4 Interior Column and Exterior Column wo/ Cantilever O k ....._-Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA r roje'bt: Four Seasons Resort, Vail, CO (NM# 7083) Cbl., Location: 121A5 C61. Mark: 'C28 Col. Size: 24 x 28 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) w Date: 1 011 812 00 5 PI dot 'Floor' -K LL Trib. Ar ea Load 1 Area Load 2 Line Load Point Load Sum per Floor Accu mulated Load Pu Height Area DL1 LL1 Rdc? L1 Rd Area DI-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL L DL+LL DL LL DL+LL (ft) (ft"2) (Psf) (Psf) (Psf) % (Psf) (Psf) (psf) % (ft) (Plf) (Plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) foof- - 0 4 530 . '31 , , $0 No 80.0 100 0 80 No ! 80.0 0 0" 0 0" ; 0.0 16.4 42.4 58.8 16.4 42.4 58.8 87.6 08 1 10 i 10 4 530 138 40 Yb§:; 23.0 1:00 0 0- Yes 0.0 0 20 0 .200 0 0 0 4.0 84.1 12.2 96.3 100.6 54.6 155.2 . 2 530 . 120 , 40 Yes'' 19 2 . - 00- - 1 0 0 No 0 0 0 20 0' 2C0 f3 00 : 00 74.6 10.2 84.8 175.2 64.8 240.0 313.9 9• . ' : 10 4 . „ , 0 , Y ° . 0 0 0 -0 0 0 t} t! 4 0 : 91.0 12.0 103.0 266.2 76.8 343.0 442.3 i' 8 < 10 , 4 700:, ` 1.20 4i3 Yes ; 17.2 100 0 ' es . , 0 0 91 0 11 2 102 2 357.2 88.0 445.2 569.5 7 10 4 700 40 Yes- 16.0 100 0 0 Yes ! 0.0 0 0 . . . . 25 2 . 119 1 451 1 2 113 564 3 5 722 6 ` 10 1 4 630 i;Al.38, 100 Yes 40.0 100' 0 0 Yes 0.0 0 a0 G 0 ? 0 0 0 0. 93.9 . . . . . . - . 10 4 1130 ' 1120 100 No 100 0 ` 100: 0 0' No 0.0 0 41 0 . 2300 0 I. 348't! 143" 0 584.9 256.0 840.9 1036.0 369.2 1405.2 1834.0 . . Y 0 0 0 00' 0 0 I 0 0 0 0 : 32.2 21.0 53.2 1068.2 3902 1458.4 1906.2 1-*-- -40 10 4-- 4 - 21 900- #20 C52 " : 160 No'' 100.0 100.0 10& it30" 0 D 0 Q es Yes: . 0.0 0 Y 0 - 0 0 . . 0 to , - 0 0- 143.8 90.0 4 233.8 119 3 1212.0 1304 9 480.2 506 6 1692.2 1811 5 2222.8 2376 5 2 12 , 4_. 600 t281 " 41j No ! 40.0 1170 0 0 Yes N 0.0 0 0 0 0 0 1J 0 ? 0 0 fl- - IG 0 0 : 92.9 7.0 26. 0.0 . 7.0 . 1311.9 . 506.6 . 1818.5 . 2384.9 1 „ 1.0 4 0 0. 0! info;;;; 0.0 0 o . -4-,1- 1'li1 o anaa IAI AB Rbiot" :Size: req'd = 454.6 ft2 = 21.3 ft x 21.3 ft Note 9_.P- u maximum of 1.4aand 1.2D+1.6L 2. K -LL _ 1 All other cases 2 Corner Column w/ Cantilever `T"-'T=9d e"toFumA'w/ Can~U eGer 4 Interior Column and Exterior Column wo/ Cantilever !.Column Rundown (IBC 2003) Ni$hkian Menninger; San Francisco, CA Projgct: :four Seasons Resort, Vail, CO (NM# 7083) [Col. Mark: C29 Col. Size: 24 x 28 SgiRect Allow. Soil Bearing;, 4 ksf (DL+LL) Date: 10/1812005 Floor Floor K LL T ib Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height _ . r Area 711 LL1 Rdc? L1 Rdc Area DLZ LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ftA2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (pif) (pif) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 340 -:J31 : 80 No`-: 80.0 100' _a:" .80 No: 80.0 0 G,0 U 0[fl 0.0i; 10.5 27.2 37.7 10.5 27.2 37.7 56.2 10 0 4 0 0 0 Ye 0 0 Ado" 0 p Yes 0.0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 10.5 27.2 37.7 56.2 9 10 4 340 120. ' Yes ! . 26.3 100: 0 0 No 0.0 0 324 ; 2flII 0< 0''' 0 0 r 54.2 8.9 63.1 64.7 36.1 100.9 135.5 10 4 300 120 40 Yes: 21 9 1AO:. 0 0 Yes 0.0 0 320 2PO O fl 0:s (0 ; 49.4 6.6 56.0 114.1 42.7 156.8 205.3 8 50 . 120 40 Yes . 16 9 100: 0 0 Yes 0 0 0 Cf 0. 0 0:! 116'0 40 6- 273.0 61.1 334.1 387.1 103.8 491.0 630.7 7 10 4 12 , , Y . 16 0 100;; 0; 0 Yes . 0 0 0 33 b' 2900 of 0 4" 0 ` 190.3 11.7 202.0 577.4 115.5 692.9 877.7 6 10 4 730 920 ' 40 es; j . 1 0 100 ! 0 4 No . 0 0 0 32 0 2[O Oi 0 4.:' 0 0 165.8 127.0 292.8 743.2 242.5 985.7 1279.9 5 10 4 1270 120 100 No ! 00. , , 0 0 Yes' . 0 0 0 32 ':200, 0 0 0 0 0 27.8 '12.0 39.8 771.0 254.5 1025.5 1332.4 4 3 . 10 4 4 120 , 699 °120 --1 b2 , 100 % 1A0 NoG ! 100.0 0 }00 A00 140 0 0 Yes' . 0.0 0 0 fl f7 G . t3 0 Q:0 111.9 69.0 180.9 882.9 323.5 1206.4 1577.1 . 7 980 128 40 No`lil : 40.0 . f00 0 0 Yes 0.0 0 17 0 2300 125 0 82'0:; 297.9 121.2 419.1 1180.9 444.7 1625.6 2128.5 N 0 0 100 0 0 No 0 0 0 0 0 - ; c0 ; O 0 tJ 0 0 7.0 0.0 7.0 1187.9 444.7 1632.6 2136.9 1 +I ; - r10 4 0 0 0 o . . . r. ,tai 1187 Q AAA 7 1ri37 F Foot ng'Size req'd =_7 408.1 ftz = 20.2 ft x 20.2 ft Note-' 1. u is a maximum of 1.4D and 1.2D+1.6L 2. K LL = I All other cases 2 Corner Column w/ Cantilever 3 Edge Column w/ Cantilever O 4 Interior Column and Exterior Column wo/ Cantilever N i w--- ----ColUrn Rundown --(113C2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Cul.a.ocatiol7r ._14/A5 Col. Mark: C30 Col. Size: 24. x 28 Sq/Rect Allow. Soil Bearing: - 4 ksf (DL+LL) Floor Floor K_LL Trib. Ar ea Loac Height Area DI-1 LL1 Rdc? (ft) (ft"2)' (pst) (psf) Roof 0 4 0 i`31 80 No:'i. 10 10 4 500 .:A'88 100. No 138 4 esI r 4' 720 , .,120. 40' Yes- 10 4 1570, 120. : 90 Yes ~ 6 10 4 1090` -1120 . 100 Na: 5 --10 -10 4 1320 - `:120 100, No'° 0 0 - 0 No ; 0, 4 780 152 IM No.., - 2 -•-42• -A 4 t 78 `;`:128. A0 , . 'No, 7 . , 10 4, 0 -Q 0 No.. Date: 10/18/2005 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu 1 Rd Area DI 2 LL2 Rdc? L2 Rd Area Lengt DL LL DL LL DL LL DL+LL DL LL DL+LL • (psf) % - (psf) (psf) (psf) % (ft) (plf) (p1f) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) 80.0 1Q0' 0 80 Nol . s 80.0 0 0 ; 00 0 0 0 200 0; 0! 0 0: 0 0' 0 0 -,i Q 0 ' 0.0 107.0 0.0 50.0 0.0 157.0 0.0 107.0 0.0 50.0 0.0 157.0 0.0 208.4 100.0 100 0 0 ! Ye 0.0 0 : , '200 0 0 @' :;,:0:01 ; 73.7 8.7 82.4 180.7 58.7 239.4 310.8 J19.8. qp0. 0 0 _,p.., 0 . t"10 Yes r 0.0 0 0 0 D 30 O zD0' : U . 0 Q j 0 0 ! 99.4 12.5 111.9 280.1 71.2 351.3 450.1 17.4 1 D . 0 . , 0 1B5A 64;0: 380.4 69.1 469.5 660.5 160.3 820.8 1049.1 16.0 100 0 ~0 Yes 0.0 X30 200 0 D0;' 233.5 109.0 342.5 894.0 269.3 1163.3 1503.7 100.0 100 0 Q Yes:: N 0.0 0 0 0 0 0 0 0' 0 Os 0 0 165.4 132.0 297.4 1059.4 401.3 1460.7 1913.4 100.0 1,00 0 0 o s . 0 0 0 0 0 0' 0 0 0 0 : 7.0 0.0 7.0 1066.4 401.3 1467.7 1921.8 0.0 100 0 0 Ye Yes . 0 0 0 D b 0 . a 01 4'Q 125.6 78.0 203.6 1192.0 479.3 1671.3 2197.3 100.0 100, ' 0 0 0 Yes' . 0 0 0 0 6 ' 0 ; 0 O 'D 108.2 31.2 139.4 1300.2 510.5 1810.7 2377.1 40.0 100 0 . , b ? . , 0 O Q! 0 0 7 0 0 0 7.0 1307.2 510.5 1817.7 2385.5 0.0 1 00 = 0 0 N 0.0 0 fl . . 0 . . I . . , Total - 1307.2 510.5 1817.7 1066'ing=$lae'req'd 454.4 fe = 21.3 ft x 21.3 ft af. u Is4 maximum of 1.41D~and 1.2D±1..6L._ 2. K_LL = 1 All otigr cases 3 Edge Column w/Cantilever O 4 Interior Column and Exterior Column wo/ Cantilever W r.. _ i ~ .:;Column Rundown (IBC 2003) Nishhian Menninger, San Francisco, CA Project: dour Seasons Resort, Vail, CO (NM# 7083) Col:- CaGatier~ - --31A9.9 Col. Mark: C31 Col. Size: 26 x 26 Sq/Rect Allow-Spil.i3"earing:..- 4 ksf (DL+LL) Date: 10/18/2005 .11 ^ r Flo S or Accumulated Load Pu Floor Floor K_LL Trib". Ar ea Load 1 Ar ea Load 2 L ine Loa d Point Load LL u DL m pe LL DL+LL DL LL DL+LL Height Area DL1 LL1 Rdc? L1 Rd Area DI-2 LL2 Rdc? L2 Rd Area Length DL LL DL ki ki ) (ki (kiP) (kip) (kip) (kip) (kip) (kip) (ft) (ft'-2) (Psf) (Psf) (Psf) % (Psf) (Psf) (Psf) % (ft) (Pifl (Pif) ( p) p) ( p 1 12 31.2 43.3 12.1 31.2 43.3 64.4 Roof 0 4 390 1" 89 No-!! 80.0 100 31 80 No 80.0 0 010 " ` 0 ` 0 0 0 ' . 74 4 9 8 84 2 86.5 41.0 1 27.5 169.4 10 10 4 390 1; 38" 40 Yes; 25.2 100 0 0 Yes 0.0 0 15,0 9b0 0 : 0 " , . . 1 49 129 9 7 46 176.6 230.6 9 10 4 260 120 40 Yes ! 21.8 100 0 4 No 0.0 0 26.0 ' "200 0 ` 0 0 0" '0'6 0.0 0 fl 43.4 85 4 5.7 91 3 . 7 96 . 215.3 . 57.9 273.3 351.1 8 10 4 610 .120 40 Yes:'! 18.5 100 0 0 Yes 0.0 0 0 26- 2U0 ' . 0 5 . 8 519 . 82 5 . 602 3 735.2 140.4 875.6 1106.9, 7 10 4 1080 121G, , "40• Yes" 16.2 100 0 0 Yes 0.0 0 84 0 2300 1900 b : . 04l . 7 0 . 0 0 . 7 0 742.2 140.4 882.7 1115.4 6 10 4 0 120 100 " . No 100.0 100 0 Q Yes - 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 t}.. . 171.5 . 202.5 . 374.0 913.7 342.9 1256.6 1645.1 5 10 4 810 , 20, 250 No 250.0 100 ' 0 0 No- . 0 0 " - 0 0 0 0 `I 0 0 104.2 81.0 185.2 1017.9 423.9 1441.9 1899.8 4 . --10 4 810 1 ZA t,00: No.: 100.0 100 " 0 0 Yes ` 0.0 0 66 !{7 0 0 0" 4 0 ' 118.8 81.0 199.8 1136.8 504.9 1641.7 2172.0 : _1.0- ' 4. ` ` $1 7 38 1:00 2 No ! _10Q.0 125 0 ..100 100; ! .0.- 0 0 0 Yes Yes 0.0 0 0 - 0 0 0 0 . 0 0 106.4 88.8 195.2 1243.2 593.7 1836.9 2441.7 2, 12 i1 4 710 138" .1 5 No . ' N . 0 0 0 } C ) 0 0 4 " ,0 0 7.0 0.0 7.0 1250.2 593.7 1843.9 2450.2 1 10 : 4 0 0" 0 No'" 0.0 100 " 0 0 o . Total = 1250.2 593.7 1843.9 I'p Fopfyi,§ -;Ce- Fecj'd 461.0 ft2 = 21.5 ft x 21.5 ft Note, 1'. u is a maximum of 1.4D-and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Cornor Column wl Cantilever 3 Edge Column wl Cantilever 0 4 Interior Column and Exterior Column wol Cantilever i t - a _ j - - - - -Coiumn Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: _ Four Seasons Resort, Vail, CO (NM# 7083) CCgl-L„acatiJOM _13/A5 Col. Mark: C32 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Floor Floor K_LL Trlb. Ar ea Loa d 1 Height Area DL1 LL1 Rdc? L1 Rd (ft) (ft"2) (psf) (psf) (Psf) Roof 0 4 0 0.0 10 0 4 0 0' Yes::: 0.0 9 4 Sl b` p.. Yes> 0.0. 8 0 ¢ 0 0: 0 Yes:; 0.0 7 . ; 0 4 0 !C.. ...0 Ye" ; 0.0 6 0 4 0 0 0 Yes; 0.0 ..6 ..0 4 0 0 -0 :No 0.0 r 4- - B - -4- 0 0 No; 0.0 3 p 4 Z~ S2 No 100.0 2 19... U , No 40.0 1 10 4 0 0 No,•';•i 0.0 Area % DL2 (psf) Ar LL2 (psf) ea Load Rdc? 2 L2 Rd (psf) Area % 17 - 0 80 No 80.0 0 -10II o 0 Yes'-, 0.0 0 10r) 0, 0 No 0.0 0 100: 0 0 Yes 0.0 0 100: 0 0 Yesi 0.0 0 10.0 0 0 "Yes.. 0.0 0 100 0.. 0 No, 0.0 0 100: o. A Ye& ' 0.0 0 100 0 Cl Yes 0.0 0 100 0 Q Yes' 0.0 0 inn n' r a No- 0.0 0 Footing Size req'd = 69.2 ft2 = 8.3 ft x 8.3 ft Note 1. Pu Is a maximum of I AD Tand 1.2D+1 6L 2. K_LL-= 1 All othtr cases 2 ,Corne Column W1 Cantilever 3 Edge Column w/ Cantilever O 4 Interior Column and Exterior Column wo/ Cantilever Cn Date: 10/18/2005 Line Loa d Point Load Su m per Flo or Accu mulated Load Pu n DL LL DL LL DL LL DL+LL DL LL DL+LL (plf) (pif) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) 0 0; X3.0 . 4.0 ? 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 , 0 O fl :i .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 . 0' a o a 0.0 0.0 0.0 0.0 0.0 0.0 0.0 {y . D"; . 0 0 ! 0 0'i OA 0.0 0.0 0.0 0.0 0.0 0.0 a fl o' a 0.0 0.0 0.0 0.0 0.0 0.0 0.0 p ` 0 , 0 0 ! 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 , 0.0 0.0 0.0 0.0 0.0 0.0 0.0 n o a o.t~ 0.0 0.0 0.0 0.0 0.0 0.0 0.0 109.4 72.0 181.4 109.4 72.0 8 2 181.4 272 8 246.5 5 364 70.6 20.8 91.4 180.0 9 . . . 0.0' 6.0 4.0 0.0 4.0 184.0 92.8 276.8 369.3 Total = 184.0 92.8 276.8 i ;Column Rundown (IBC 2003) Mlshlgian Menninger, $an Francisco, CA Project: -Tour Seasons Resort, Vail, CO (NM# 7083) FC01 Mark: 2C3 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) 7 Date: 10/18/2005 Floor S Accumulated Load Pu Floor- Floor tt Trib.' Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point L Load LL u DL m per LL DL+LL DL LL DL+LL Height Area DLi LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL D ki ki (ft) (ft^2) (psf} (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) p) ( p) ( Roof 0 4 0 31, 84 No 80.0 100: D 80 No, ^ , ' 80.0 0 0 0 C 0'- 0:0 'Off" 0.0 0 0 0.0 0 0 0.0 0 0 0.0 0 0 0.0 0 0 0.0 0.0 0.0 0.0 10 0 4 0 138 40 Yes 40.0 1D0 0 0 yes - 0.0 0 00 0 0, 0:0 0 . . . . . 9 0 4 0 t2D.• 40 Yes 40.0 100 0 0 No', 0.0 0 0 0 0 0 0.0 0 0 : , 0.0 0.0 0.0 0.0 0.0 0.0 0.0 s ` 00 1 0 0 Yes 0 0 0 O:Q' . 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8 0 4 0 120 40 Ye ' 40.0 , . 0 0 0 ~3 0 4 0 0 0 0 37.2 31.0 68.2 37.2 31.0 68.2 94.2 7 6 0 10 4 4 310 200 120 120 1;00 40 No; , Yes!; 100.0 23.3 100 100 0 0 0 Q Yes Yes . 0.0 0 0 0 ;(7 0 &O 0 {J• 28.0 4.7 32.7 65.2 35.7 100.9 135.3 0 0 0 0 0 0 0 D 0 ;j 36.4 27.0 63.4 101.6 62.7 164.3 222.2 5 10 4 270 120 ti00 No' 100.0 100 0 0 No . 0 0 0 . 0 4 0 0: . 0 0 rr 0 0 36.4 27.0 63.4 138.0 89.7 227.7 309.1 4 10 4 270 120 100. Nom 100.0 100 0 0 Yes . 0 : 0 0 0 D 3 41 27 0 68 3 179.3 116.7 295.9 401.8 3 . - 10 4 270 138 100, ' N 100.0 1,00; 0 0 0 Yes Yes 0.0 0 0 0 0 00 D O - Q 0 ! {1 ;j Q q ` 0 0 . 4.8 . 0.0 . 4.8 184.1 116.7 300.7 407.5 ~ 12 FX b 11'28 . 125 NbE? 125.0 ,1 0 ' . 0 ~0 0! 0,.0 0 0 0 0 0.0 184.1 116.7 300.7 407.5 1 0 4 0 : 0 0 No 0.0 100 0 0 No 0.0 0 0 . . . Tnfnl = IRA 1 116.7 300.7 Footing Size-feq'd 75.2 ft2 = 8.7 ft x 8.7 ft Note - 1': Pu iS a maximum of 1.41D and 1.2D+1.6L 2. K_LL = 1 A11 other cases 2 Comer Column w/ Cantilever 3 Edge Column w/ Cantilever O 4 Interior Column and Exterior Column wo/ Cantilever C) 0) t i 'Column Rundown (IBC 2003) Nishidan Menninger, San Francisco, CA L', v-- , r Project: Four Seasons Resort, Vail, CO (NM# 7083) Cot.-tocatiorr..- --16.6/A4 Col. Mark: 2C3 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 d l t Load Pu d 1 Ar ea Loa d 2 L ine Lo Point Load Su m per Flo or Accu mu a e Floor Floor K_LL Trlb. Area Loa F L LL DL LL DL+LL DL LL DL+LL h H i Area DL1 LLi Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rdc Area Lengt DL D i ki e g ^ f sf) ( % I (psf) (psf) (psf) % (ft) (plf) kjp kip) kip) kip) kip) kip) kip) k p) { p} (ft) (ft 2) (psf) (ps ) p 41; 0 0 0 `0 0:4 6 5 14.4 20.0 5.6 14.4 20.0 29.7 Roof 0 4 180 31 ' 80; No ! 80.0 :100 0 80 No i 80.0 0 ~ . t~ 0 ; ! . 0 0 0 0 0 0 6 5 14.4 20.0 29.7 10 0 4 0 1!38 401 Yes; 40 0 `100 4 Y2s 0.0 0 Q } 0 0.0 ; . . . . 4 14 20 0 29 7 c - @ 20 41 3 Yes; 40 0 FOQ' 0 0' NO 0.0 0 Oi) fl 0 IIfl.' 00. 0.0 0.0 0.0 5.6 . . . } - 4 1 ; . ' C 0 110 4 D ' 0 0 0.0 0.0 5.6 14.4 20.0 29.7 8 p 4 0 120 .4Q Yes: 40.0 EOtS 0 0' ' Yes - 0.0 0 0 0 5 fl 2C0 0 ' 0 4 4"' q . 26.6 5.8 32.4 32.2 20.2 52.4 71.0 7 0 4 180 1'.20 44 Yes- 32.4 100. 0 0 Yes 0.0 0 2 2 0 0 0 0 . O;D 0 9 0 0 9.0 41.2 20.2 61.4 81.8 10 4 0 0 Yes ' 0.0 100. 0 0' Yes 0.0 0 2540 C 7 D 0 0 0 . 88 8 . 0 55 143.8 129.9 75.2 205.2 276.3 5 10 4 550 124 1x10, No ? 100 0 1,70 100 No ' 100.0 50 25 C: . 240 : 0 Q 0 : . 0,0.' . 4 64 . 58.8 119.2 190.3 134.0 324.3 442.8 ~4 10 4 470 120 ; 125 No, 125 0 100 0 0' Yes - 0.0 0 0 4 0 . 87 6 0 55 6 142 277.9 189.0 466.9 635.9 3 10 4 550 1;52 , 100 No 100 0 ' 100 0 0 Yes : 0.0 0 .0 G 0 O t) Q ' ' . 4 8 . 0 0 . 4.8 282.7 189.0 471.7 641.6 "2 12 4" 0 0.0 100 0 0' Yes ! 0.0 0 0 0 G Q C 0 0' : •O t~;> : ; D 0' . 0 0 . 0.6 O.Q 282.7 189.0 471.7 641.6 1 0 4 0 O 0 No 0.0 .i40 0 Q' No 0.0 0 . , . . . Total = 282.7 189.0 471.7 Footing Size req'd = 117.9 ft2 = 10.9 ft x 10.9 ft Rtote~ 1. Pu is~ a maximum of 1.4D and 1.2D+1.6L 2. K_LL = 1 All other cases - 3 Edge Column w/ Cantilever O 4 Interior Column and Exterior Column wo/ Cantilever 4 (IBC 2003) Nishk/an Menninger, San Francisco, cA Project: Four Seasons Resort, Vail, CO (NM# 7083) Cot: liecatio - - --I 6.6/A5 Col. Mark: 2C3 r Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) r. Date: 1011812005 Floor Floors Height (ft) K_LL Trib. Area (M) Ar DU LL1 (psf) (psf) ea Load 1 Rdc? L1 Rd (psf) Area % " Area Load 2 DL2 LL2 Rdc? L2 Rd (psf) (psf) (psf) Area % L Lengt (ft) 0 ine Loa DL (plf) } d LL (plf) 0 Point DL (kip) } 0 Load LL (kip) 13 0 Sum per Floor DL LL DL+LL (kip) (kip) (kip) 1 20.8 28.9 8 Accu DL (kip) 8.1 mulated Load LL DL+LL (kip) (kip) 20.8 28.9 Pu (kip) 43.0 Roof 0 4 260 ..;31 ` ' 80 " N b 80.0 100. ' 0 80 0 No Y 80.0 0 0 0 0 0 0 0 E G 0 ; 0 0 0 # . 0.0 0.0 0.0 8.1 20.8 28.9 43.0 10 0 4 0 138 ' 40 : Yes " 40-0 i 100 0 es . 0 G 0 Q 0 ! ! 0 0 ; 0 0 0 0 0.0 8.1 20.8 28.9 43.0 9 0 4 0 120 : . 46. .Yes;: 40.0 100 0 0 No " 0.0 0 0 . !6 'O :N . 0 0 . 0 0 0 0 1 8 20.8 28.9 43.0 8 0 4 0 10 40 Yes;; 40.0 100 0 0 Yes: 0.0 0 O Q b 0 0 0:0 - " fi7 64 . 36 2 . 4 7 . 43 6 . 44.3 28.2 72.5 98.3 7 0 4 260 120: 40 Yes 28.6 i'' 1 flD 0 0 Yes! 0.0 0 25:0 ' 2 200 0 " 0: D O: i : (31l . 9A . 0 0 . 9-0 53-3 28.2 81.5 109.1 6 10 4 0 '0 0? Yes 0.0 100 0 0 Yes 0.0 0 5.0 0 2 500 0 i ; 0 0 ; 0 0 64 5 . 0 40 104.5 117.8 68.2 186.0 250.5 5 10 4 400 1, 120 100 No 100A ' 1.00 0 0 No 0.0 0 0 5 0 25 0 2070 . . 0 6 0 t7 fl . 61.8 . 55.0 116.8 179.6 123.2 302.8 412.7 4 _ 10 4 440 120 X 5 0 1 Yes 0.0 0 0 0 0 0 0 0 0 0 64.8 4.0.0 104.8 244.4 163.2 407.6 554.4 .3 1D . 4 sF00 152 0 100 No 100.0 100 0 0 Yes Y 0.0 0 0 0 4.8 0.0 4.8 249.2 163.2 412.4 560.2 2 12 4 0 0 No. 0.0 .100 0 0 es . 0 d ' t,0 0 0 0 0 0 0 249.2 163.2 412.4 560.2 1 00 0 0 No 0.0 0 0 0 0 , 'i; Q . . . . Tnf.l - 2492 163.2 412.4 l=noting Size req'd = m 103.1 ft2 = 10.2 ft x 10.2 ft Note 1. Pu is a maximum of 1.41 and 1.2D+1.6L 2. K_LL = 1 All other cases Comer Column w/ Cantilever 3 Edge Column w/ Cantilever O 4 Interior Column and Exterior Column wol Cantilever OD j olumn Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: B3/BD Col. Mark: 2C3 Col_ Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Trib. Area Load 1 Area DL1 LL1 Rdc? L1 Rd Area MA2} (psf) (psf) (psf) % Roof 0 4 470 31 . ti u! NO:. ; uu u w; W 10 0 4 0 1;38 40 ` Ye; 40.0 100' b 9 0 4 0 120 40' Yes. 4010 :1100 .0 ;8 0 w _ 4 0 120. , 40 Yes 40.0 ;',1.00 i 0 7 0 4 470 :120, 40. Yes ` 23.8 ' 100,; 0 . 6 10 4 600 40 , Yes 19.2 'i 100-. 0 . 5 10 4 600 ,120 46 ..Y.ps.: 17.3 100 0 ? ~9 - - 4 - 600- : 1120 - 4(}1 Yesa 16.3 ; 100.. 0 3 10 0 0 0', . . No i 0.0 100 0 2 2 L 0 OA 1 1 0 47 0 E}, O No 0.0 100, 0 Footing Size req'd = 103.9 ft2 = 10.2 ft x 10.2 ft Note.... 1. Pu is a maximum of 1.4D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever Edde-tol6mn w/ Cantilever O 4 Interior Column and Exterior Column wo/ Cantilever Date: 10/18/2005 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Rdc? L2 Rd Area Length DL LL DL LL DL LL DL-LL DL LL DL+LL (psf) % (ft) (plf) (ptf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) No 80.0 0 t3.0 . 0 0x3 " 0 {t.' 14.6 37.6 52.2 14.6 37.6 52.2 77.6 Yes 0.0 0 Q 0 4k 0 . d 0 0 0' 0.0 0.0 0.0 14.6 37.6 52.2 77.6 No 0.0 0 0 0 D 0 0,10 0 0.0 0.0 0.0 14.6 37.6 52.2 77.6 Yes 0.0 0 4 0 0 0 (3 0.4 0.0 0.0 0.0 14.6 37.6 52.2 77.6 Yes 0.0 0 25:0 20 0 ! 0 0. 0;0 61.4 11.2 72.6 76.0 48.8 124.8 169.3 Yes 0.0 0 200 0..0 81.0 11.5 92.5 157.0 60.3 217.3 284.9 NO 0.0 0 25-,0, 500 0 0 0 { 0 0 88.5 10.4 98.9 245.5 70.7 316.2 407.7 Yes0.0 0 2s 0; 200 0 0 0b 81.0 9.8 90.8 326.5 80.5 407.0 520.5 Yes 0.0 0 =;0 4 4 0 0 0 0 4.0 0.0 4.0 330.5 80.5 411.0 525.3 Yes:: 0.0 0 0 D 0 0 0 0 4 0'; 4.8 0-0 4.8 335.3 80.5 415.8 531.1 No ! 0.0 0 s 0 0 0.(f ' D,0, 0.0 0.0 0.0 335.3 80.5 415.8 531.1 Total = 335.3 80.5 415.8 (IBC 2003) Project: Four Seasons Resort, Vail, CO (NM# 7083) Col_. -Location: BA/B.2 Col. Mark: 2C4 Cof. S'~iie: ` 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor, K LL Trib - Area Load 1 Ar ea Load 2 L ine Load Point Load Su m per Floor Accumulated Load Pu Height _ . Area DL1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft"2) (psf) (Psf) (Psf) % (Psf) (Psf) (Psf) % (ft) (P1f) (pif) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 730 31 No ! 80 0 0 8..0 No - 80.0 0 0„0" Q 0 ' -0.0 ' t3A. 22.6 58.4 81.0 22.6 58.4 81.0 4 101 0 6 58 120.6 144 6 10 0 4 0 0 Qi Y950.0 f 100'; 0 0 Yes 0.0 0 0:0 0 0' 20 0: ` 00.: 20.0 0.0 20.0 . . 42. . 0 40 0 40 ' Ye 10p ° . !0 Or 0 No 0 0 332.0 200 0. ! 0 0 0 p " 6.4 0.0 6.4 49.0 58.4 107.4 152.3 9 0 4 0 12 . s . 0 40; 0 0 00" Obs" 87 6 15.4 103.0 136.6 73.8 210.4 282.4 8 0 4 730 "120 40 .Yes; 211 100" 1 0 0 Yes0.0 0 0 0 Q 0 0 0 0 0 I 0" ' 0 . 91.6 13.0 104.6 228.2 86.8 315.1 412.8 7 10 4 730 1;20: 40 Yes17.9 100,;: 0 0 0 . Yes; 0 0 Y 0 . 0 0 : . 0 _ 91.6 12.0 103.6 319.8 98.8 418.6 541.9 6 10 4 730 120 40 Yes; 16.4 " 100 0 . es 6 0 4: 0 0 'C Q 0 91 6 7 103.3 11 411.4 110.5 521.9 670.5 5 10 4 730 120 40 Yes; : 16.0 ` 100 0 0 No 0.0 0 0 Y 0 0 a Q 0 0 d . D 0 0 ff < . 91.6 . 11.7 103.3 503.0 122.2 625.2 799.1 4 10 4 730 1;20 " 1 16.o - 40 Yes 16 0 40 Y 100 1:00 0 0 ! 0 0 . es 0 Yes 0 0 „ 0 0 0 ; 0 Y} 0 01 104.7 11.7 116.4 607.8 133.9 741.6 943.5 3 ' 10 ' 4 " ' 730 38 0 . es 6' N 0 0 : 100' 0 0 . Yes 0 0 0 0 D 0 0 0 : 0 {1 4.8 0.0 4.8 612.6 133.9 746.4 949.3 2 12 . 4 0 . o : 0 . 0 N = 0 0 0 0': ".{1 0,` 0.0 0.0 0.0 612.6 133.9 746.4 949.3 1 0 4 0 0.0 (00, o . . . Tn/al = R11> A 11114 Q 74A.4 FootingSizerreq'd = - 186.6 ft2 = 13.7 ft x 13.7 ft Note 1: Pu is' a maximum of 1.41D and 1.2D+1.6L, 2. K_LL = 1 All other cases 2. Comer Column w/ Cantilever 3 Edge Column w/ Cantilever 4 Interior Column and Exterior Column wo/ Cantilever O - - - `Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) C-ol.-Location: 10.61A14 Col. Mark: _„2C5 Col. Size: 16 z 24 Sq/Rect Allow. Soil Searing: 4 ksf (DL+LL) Date: 10/1812005 Floor Floor K LL 7rib. Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height _ Area DL1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft} (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 430 31.. ; 80 No:', 80.0 1004 ::'0'! 80 No 80.0 0 0 0 d 0 0 i' , " t:0 13.3 34.4 47.7 13.3 34.4 47.7 71.0 10 0 4 0 D Q' Yes : 0 0 1 D0 Q Q Yes I' 0.0 0 0 O 0 0 E ?0 0; 1z 0 20.0 0.0 20.0 33.3 34.4 67.7 95.0 9 0 4,- 840 120 " 40 . Yes . 20 4 1 10Q 0 0 No 0.0 0 32.0 200 0 Oi3 D 107.2 17.1 124.3 140.5 51.5 192.0 251.0 . 8 10 - . 4 840 . ;1 20 40 Yes . 17 3 100 0 0 Yes ! 0.0 0 0 0 G Q : 0.,0 0.0: 104.8 14.5 119.3 245.3 66.0 311.4 400.1 7 10 4 840 , ; 120 . 40. , Yes . 16.0 100' 0 . 01 Yes 0.0 0 t} Q 0 0. 0 0 01j., 104.8 13.4 118.2 350.1 79.5 429.6 547.3 6 10 4 840 ` 120 4D" Yes': 16 0 ' 100': ! 0 0 Yesl' 0 0 0 O fl.' " El O 0 0= 104.8 13.4 118.2 454.9 92.9 547.9 694.6 5 10 4 840 .1;20 40 Y s . 16 0 11111 I! 0 0. Na . 0 0 0 ?D n 104.8 13.4 118.2 559.7 106.4 666.1 841.9 4 - 10 4 "840 , ...1'20 4T.:1 e , ':Yes', . 16.0 , 10D" - 0 0 Yes . 0.0 0 0,0 0 0 0 0< Q.0 ! 104.8 13.4 118.2 664.5 119.8 784.3 989.1 11 4 5 3 10 4 840 1!38 40, Yes' 16.0 ! 100: 0 0- Yes' 0.0 0 D, 0 0 119.9 13.4 133.4 784.5 133.2 917.7 5 . -0 0' D No': 0 0 100: 0 0 Yes:' 0.0 0 0 .11.0 4.8 0.0 4.8 789.3 133.2 922.5 1160.3 , . - N 0 0 0 0 Q 0 0 0.0 0.0 789.3 133.2 922.5 1160.3 1 0 4 0 0 ,II 0.0 100 0 0 o . . 0676ting Size req'd = 230.6 ft2 = 15.2 ft x 15.2 ft Nate----- - - 1: Pu is a maximum of IIAD~nd. 1.2D+t6L 2. K_LL 1 All other cases _ 2 Qrr~Coiumn.yd Cantilever.. 3 Edge Column w/ Cantilever 4 Interior Column and Exterior Column wo/ Cantilever t .Column Rundown (113C 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) C7a . Location:- 41A12 Col. Mark: 2C6 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 I Floor Floor K LL Trib Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height _ . Area DI-1 LL1 Rdc? L1 Rd Area DI-2 LL2 Rdc? L2 Rd Area Length DL LL LL DL LL DL LL DL+LL DL I LL DL+LL (ft) (ft-2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) ( (kip) (kip) (kip) (kip) (kip) {kip) (kip) (kip) (kip) Roof 0 4 670 31 . ..,80 No - 80.0 100 0 80 No ° 80.0 0 O.fl D 0 . Q 0 ` 0 0 - 20.8 53.6 74.4 20.8 53.6 74.4 4 110.7 139 5 10 10 4 0 0 0 . : Yes;i 0.0 , 100 0 0 Yes 0.0 0 0 0 'C# 0=! 200! D 0 24.0 0.0 24.0 44.8 53.6 98. . ' 0 0 10b 0 0 No 0 0 0 30.0 500 0; OOJ= 4,0" 19.0 0.0 19.0 63.8 53.6 117.4 162.3 9 10 4 0 0 Yes: ' . " 0 0 Yes . 0 0 0 0 0 D 0' 0 0 % 0 0 84.4 14.5 98,9 148.2 68.1 216.2 286.7 8 10 4 670 1.2a; 4fl Yes: 21.6 :100. . 0 0 0 0 O yl 0 0 0' ' 4 84 12 2 96.6 232.6 80-3 312.8 407.5 7 10 4 670 = ,120 , • . 40" Yesi 18.2 100 0 0 Yes- sr' 0.0 0 0 00 } 0. 0 0 : Q O . 84 4 . 112 95-6 317.0 91.4 408.4 526.7 6 10 4 670 !120 Yes" 167 100 0 0 Ye 0. , . 670 120 40 Yes' 16 0 100: 0 0 No.' 0 0 0 0 t3 b 0' 0.0' ` 0 0 84.4 10.7 95.1 401.4 102.2 503.5 645.1 5 -4 10 10 4 4 670. . " 120 40 Yes . 16.0 100 0 0 Yes . 0.0 0 0 0 d 0 {t 0 {7 84.4 10.7 95.1 485.8 112.9 598.6 763.5 4 40 Ye 16 0 0 0 0 Yes 00 0 0 0 96.5 10.7 107.2 582.2 123.6 705.8 896. _.3 :.10 -4- 670- ' . s . 0 " 0 Ye 00 0 0.0 4.8 587.0 123.6 710.6 902.2 2 12 4 0 11 No- , 0.0 1 0 s 1 0 4 0 ::11:.O'c"'] No f 00 193 r 71n r, F6-6-f ng'Ti ii req'd 177.7 fe = 13.3 ft x 13.3 ft Note 1. Pu is a maximum of 1.413 and 1.2D+1.6L 2. K -LL = 1 All other cases 2 Corner Column w/ Cantilever 3 Edge Column w/ Cantilever N 4 Interior Column and Exterior Column wo/ Cantilever - -Column Rundown (I13C 2003) Nishkian Menninger, San Francisco, CA Date: 10/18/2405 Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Location: 4.21A4.6 Col. Mark: 3C1 Col. Size: 14 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Fl Accumulated Load Pu Floor Floor K_LL Trib. Ar ea Loa d 1 Ar ea Load 2 L ine Loa d Point DL Load LL Su DL o m per LL or DL+LL DL LL DL+LL i ht H Area DO LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL e g ^2 f f sf) ( % (psf) (psf) (psf) % (ft) (pBf) (I; If) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (ft) 4 ) (ft 380 (ps ) 31 - (ps ) :80 Nd:; p 80 0 100;• 31 80 No 80.0 0 0 0 b 11.8 30.4 42.2 11.8 30.4 42.2 62.8 Roof 0 , ' . , ` ` _ 0 0 Y s 0 0 0 0 a .0 0= 0 p 0 0;. 55.9 9.6 65.6 67.7 40.0 107.8 145.3 10 10 4 380 138, 40 Ycs 25.4 100 0` 0 0 e No i . 0 0 0 0 4 Q 0 0 0. s , :0.0 49.1 7.9 57.0 116.8 48.0 164.8 217.0 _g-- -1-0.- 4 120" " 4,0 Yes_S 20.9 20,9 10 " . 0 0 D 0 Q Q 0 0 9 ' 0:,G:, 49.1 7.2 56.3 165.9 55.2 221.1 287.4 8 10 4 380 : '120. ' 40 Yes,,; 18-9 . 100 0 0 Yes. . 0 0 0 " 0 . 0 0 : 0 0 1 49 8.7 55.8 215.0 61.9 276.9 357.0 7 10 4 380 120"° 40 Yes;:: 17.7 100 0 0 Yes 0.0 0 # ' . 00 0 t7 0 0 0 . 30 5 20.0 50.5 245.5 81.9 327.4 425.6 6 10 4 200 120 " 1'00 No 100.0 100: D 0 Yes ' 0.0 0 0 5 0 15 t) 2 200 Q 0 0 ' O fl ` . 87 6 132.5 220.1 333.1 214.4 547.5 742.7 5 4 10 10 V 4 4 530 530 .•13 ; `120 250 1'00 No, No; 250.0 100.0 100; 109 0 0 0 Q Na Yes ' 0.0 0.0 Q . 0 0 0 0'; , . 0 0 ' 0 0 - . 67.1 53.0 120.1 400.2 267.4 667.6 908.1 " , " " Y s ' 0 0 0 0 4 0 Or a 0 ! 0 ' 4.2 0.0 4.2 404.4 267.4 671.8 913.1 3 12 4 0 0 0 No, 0.0 100 D 0 e : . " Q J 0 0 : } 0 0 0 0 0 0.0 404.4 267.4 671.8 913.1 - 2 0 0 0 Q No:,'. 0.0 104 ; 0 0 Yes 0.0 0 0 0 fJ : . . 404 4 267 4 671 8 913 1 0 0 ~ , 0 0 140 0 0 Na 0.0 0 D.0" 0 0.0 0.0 0.0 . . . . 1 0 4 0 d . TM.1 404 4 267.4 671.8 'Footing Size req'd 167.9 ft' = 13.0 ft x 13.0 ft Note 1. Pu is a maximum of 1.4D and 1.2D+1.6L 2. K_LL = 1 Ali other cases Gorn_,Qolumn w/ Cantlever 3 Edge Column w! Cantilever 4 Interior Column and Exterior Column wo/ Cantilever W da.,~._. ~.,r ~ fir. _ _ ~ . Rundown (IBC 2003) Date: 1 0/1 81200 5 M.31Anr011 .r.cN.....tr- - Project: Four Seasons Resort, Vail, CO (NM# 7083) P CoL Location: - .-t32/BC Col. Mark: 3C2 Col. Size: 16 x 24 Sq/Rect Allow., Soil Bearing: 4 ksf (DL+LL) er Floor S Accumulated Load Pu Floor Floor K_LL Trib. Ar ea Loa d 1 Ar ea Loa d 2 Li ne Loa d Point Load LL u DL m p LL DL+LL DL LL DL+LL Height Area 1)L1 LL1 Rdc? L1 Rd Area DI-2 LL2 Rdc? L2 Rd Area Length DL if LL lf) DL ) (ki (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (ft) (ft^2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) 0 ) (p ( (p D p 0 d 0 0 ' 18 0 46.4 64.4 18.0 46.4 64.4 95.8 Roof 0 4 580 r.'3i 80 Mo• ' 80.0 0 80 Nv 80.0 0 D } a '0 20 0 . fl tl . 20 0 0 0 20 0 38.0 46.4 84.4 119.8 10 0 4 0 0 0 Yes 010 100' . 0 0 Yes 0.0 0 Q 0 200 0 0 0 0 f} . 4 6 . 0.0 . 6.4 44.4 46.4 90.8 127.5 9 0 4 0 4~ 0 , Yes 0.0 100 0 0 No 0.0 0 32 D 0 0 0 , 0 '0 0 ' . 0;0 : . 0 0 0.0 0.0 44.4 46.4 90.8 127.5 8 0 4 0 D 0 Yes': 0 0 100 0 OI Yes 0.0 0 " 0 . 0 80 13 0 1 93 124 4 59.4 183.8 244.4 7 0 4 580 11,38 40 Yes'I 22.5 10Q 0 Yes 0.0 0 D 0 0 0 4.0 .0 . 4 103 . 2 13 . 116 6 . 227.8 72.6 300.4 389.5 6 10 4 720 138, ` 40 Yes 18.3 ` 100 0 Q Yes l 0.0 0 0 0 " ' . . 12 0 . 102 4 318 2 84 6 402.8 517.2 5 10 4 720 120. 40 Y.es;i; 16.7 ! 100 0 0, No 0.0 0 0 0. • . 0 tl. 0 0 0 Q0 0.0 0 0 90.4 90 4 . 1 1 5 . 101.9 . 408.6 . 96.1 504.7 644.1 4 10 4 720 1'20 d0.. Yes 16.0 100 0 0 ' Yes' 0.0 0 Q 0 0 G 0 d 0 0 0 0 . 4 0 . 0.0 4.0 412.6 96.1 508.7 648.9 3 1 Q . .,._4 0 g 0- . Yes 0.0 ` 100 0 0 Yes 0.0 0 i7 . 0 0 0 0 0 412 6 1 96 508.7 648.9 . .2 0 4 0 b Q. No". 0.0 100; 0 0' Yes' 0.0 0 0 0 G : 0 0 0 0 0. 0 0 . 0 0 . 0 0 . 412.6 . 96.1 508.7 648.9 1 0 4 0 Q Q: No 0.0 "1fl0 0 0 No. 0.0 0 . . . Total = 4.12.6 c.6.1 508.7 Pcroting Stze-req'd 127.2 fe = 11.3 ft x 11.3 ft Note 1 `Pu is a maximum of 1.41) and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Comer Column w/ Cantilever 3 Edge Column w/ Cantilever 4 Interior Column and Exterior Column wo/ Cantilever -Column Rundown - (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col. Locatian: _15/A2 Col. INark: 4C1 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 I Fl Accumulated Load Pu Floor Floor K_LL Trib. A DL1 Ar LL1 ea Loa Rdc? d 1 L1 Rd Area DL2 Ar LL2 ea Loa Rdc? d 2 L2 Rd Area L Length ine Loa DL d LL Point DL Load LL Su DL o m per LL or DL+LL DL LL DL+LL Height (ft) rea (ft^2) (psf) (psf) (Psf) % 05f) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 0 `0 0 No; 0-0 100, Q 80 No 80.0 0 0 0 0 Q Q 0 } Q 0.0 0.0 0.0 0.0 0.0 0 0 0.0 0 0 OA 0 0 10 0 4 0 D Yes' 0.0 1 QD , 0 0. Yes 0.0 0 0 0 0 Q ° ~7 4 Q O.D 0.0 0.0 Q.0 . . 0 0 . 0 0 0 0 Yes' 0 0 100 '0 0 'Na 0.0 0 0 0 D 4 O a 0 4 0.0 0.0 0.0 0.0 0.0 . . 9 0 0 4 4 „ 0 . r7: . Yes . 0 0 100 D 0 Yes 0.0 0 0 0 G 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8 . D Y 0 0 0 16 0 2,tl0 a 0,0 ' ❑ 0 ! 41.6 32.0 73.6 41.6 32.0 73.6 101.1 7 0 4 320 120 100 No 100.0 0 es . 0 16 0 7Q0 0 . 0 0 ` t b 45 6 40.0 85.6 87.2 72.0 159.2 219.8 S • - 10 4 320 .120. 125 No 125.0 1.Oll 0 0 Yes ! 0.0 0 0 , . 56.8 44.0 100.8 144.0 116.0 260.0 358.4 _ 5 10 4 440 1217 100 , No ' 100.0 m6 D D t No Y 0. 0 0 0 d 0 a t 0 0 0: ; 0 0 4.0 0.0 4.0 148.0 116.0 264.0 363.2 -4 - 10 ~ 4 0 - 0 0 ` " No ` 0.0 1017; 0 0 0 es s' ` Y . 0 0 0 C W 6:6 ' . 0 0 0.0 0.0 0.0 148.0 116.0 264.0 363.2 3 0 4 0 O . 0 , No < 0.0 100 f 0 0 0 Q e Yes . 0 0 0 0 0 0 D? . ff 0 L~ 0 0.0 0.0 0.0 148.0 116.0 264.0 363.2 _2 0 4 A 0 0: ] Kix ! 0.0 0 . ~ ' " 0 0 d 0 0 0 0 0 0 148.0 116.0 264.0 363.2 1 0 4 0 0 0 1::: fa ; 0.0 460:1 1 0 , . '1 0 . No 0.0 0 r .Q .1 .1 : 1 . . . . , r..r~i . ~dR n 11fl-0 264.0 Footing Size req'd = 66.0 ft2 = 8.1 ft x 8.1 ft Note 1. Pu is a maximum of 1.41 and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever 3 Edge Column w/ Cantilever 4 Interior Column and Exterior Column wo/ Cantilever Cn a Column Rundown (isC 2003) Nishk'ian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col.-Location:- 121A4 - J -131A4 Col. Mark: 5C1 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor 14LL Trib. Area Loa d 1 Ar ea Load 2 L ine Loa d Point Load Sum per Floor Accu mulated Load Pu Heigh Area DO LL1 Rdc? 1-1 Rd Area DI-2 LL2 Rdc? L2 Rd Area Lengt DL LL DL LL DL LL DL+LL DL LL DL+LL ki (ft) (ftA2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) p) ( Roof 0 4 460 31 No ! 60.0 '400' 0 80 No 80.0 0 D 4 € 0 y? :;.To;,; 14.3 36.8 51.1 9 6 37 5 14.3 5 46 36.8 51.1 4 88 9 42 76.0 123.7 10 10 4 170 '40 Yes;• .1138" 33.0 1flD 0 0 Yes' 0.0 0 24 b 200 0 . . 32.3 . . . , , s' 40 Y 3 100 26 0 0 0 0 No 0 2470"' 2G0 0 0 29.2 4.5 33.7 75.7 46.9 122.6 165.9 9 10 4 170 e 120 . . 24O 200 0 ` 0 0 ! 0 0' 4 4.2 34.6 30 106.1 51.0 157.2 209.0 8 10 4 180 120 40, Yes l 23.2 100 0 0 Yesr- 0.0 0 ` ' 0 , . ' b la 00"' . 3 5 109 8 31 77 183 9 82.6 266.5 352.8 7 10 4 450 .120 40, Yes: ' 21.3 40 170 100 ' No 100.0 60 0 0 ' 0 24.0 0 0 2G0 G " 4 R . 0, 00 ' 0 . . . 67.5 46.0 113.5 . 251.4 128.6 380.0 507.4 6 10 4 460 100 " No 1218-i 100.0 100 100 0 0 0 . Yes 0 0 0 No ' . 0 0 . 0.II 0.0 4.0 0.0 4.0 255.4 128.6 384.0 512.2 5 10 4 0 0 " No 0.0 0 . - 0 0 0 Y Q O C b" 0.0 ! D O" 0.0 0.0 0.0 255.4 128.6 384.0 512.2 4 0 4 0 0" " . ."Q No ~ 0.0 "1"00 0 0 0 . es 0 0 y s 0 0 0 .0 {T' 0 0, i O q ' 0.0 0.0 0.0 255.4 128.6 384.0 512.2 3 0 4 , 0 0 0.0 ' D . . e . 00 . 0 0 T7 0 0 0.0 0.0 0 255.4 128.6 384.0 512.2 2 0 4 0 0. No.;' 100, 0.0 ' 0 0 Yes0,0 0 0 0 ` 0 N 0 0 d"" , , . . 0.0 0.0 0.0 255.4 128.6 384.0 512.2 1 0 4 0 0 0.0 100 0 D . o . TM.1 = 955.4 128.6 384.0 Fuottng Sizureq`d = 96.0 ftz = 9.8 ft x 9.8 ft Note 4. Pu I§ a maximum of 1.41D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever 3 Edge Column w/ Cantilever 4 Interior Column and Exterior Column wo/ Cantilever 0 Column Rundown (isC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col: Location:- 131A5 Col. Mark- 5C1 Col. Size: 16 x 24 Sq/Rect Allow. Soil Searing: 4 ksf (DL+LL) Floor Floor LL K Trib. Ar ea Load 1 Height _ Area 77 LL1 Rdc? L1 Rd Area (ft) (ft^2) (psf) (psf) (psf) % Roof 0 4 710 31' 80. No ! 80.0 F 100 10 10 4 670 t_3'8 , . • 40' 21.6 :100 9L ,4, SW-- 138 46 Yes i 18.5 8 10 4' 710 1120 4d Yes i! 17.0 80 7 10 4 770 t20.., '40 Yes`; 16.0 100 -6 10 4 300 13B 100 NO : 100.0 100 5 10 4 0 0 d No 0.0 100 p'. ' - b a la N, a.0 100 . 3 0 _ 4 0 0 Q[ No : 0.0 TOa• 2. . D 4 - 0 0 01,, . . No 0.0 1'00 1 0 4 0 0.0 :100 Footing Size req'd = 155.4 W = 12.5 ft x 12.5 ft Note- 1. Pu is a maximum of 1.4Dpand 1.2D+1.6L 2. K_LC~ 1 All other cases ~ 3 Edge Column w/ Cantilever 4 Interior Column and Exterior Column wo/ Cantilever Date: 10/18/2005 i Area Load 2 Li ne Loa d Polnt Load Sum per Floor Accumulated Load Pu DL2 LL2 Rdc? L2 Rd Area Lengt DL LL DL LL DL LL DL+LL DL LL DL+LL (Psf) (psf) (psf) % (ft) (plf) (pif) (kip) (kip) (kip) (kip) (kip) (kip) (klp) (kip) (kip) 0 80 No 80.0 0 oQ 0 _ Q 0 0 0 22.0 56.8 78.8 22.0 56.8 78.8 117.3 9 261 0 0 0 Y 24 0 200 0 0 p:0'' 101.3 14.5 115.7 123.3 71.3 194.5 . . es 0 0 0 0 24 0 2G0 0 : 0 0 - ' Q 0 90.2 10.9 101.1 213.5 82.2 295.6 387.6 0. 20 ' ~4 0 21 t10. 0 0 101.1 23.9 125.0 314.6 106.0 420.6 547.1 r 100.0 170 100 No 0 0 24 0 2 0 0 ! 0;0. 070: 101.2 12.3 113.5 415.8 118.3 534.1 688.3 0 0:' No 0. 1 0' ` 50 0 ' G 0 fl 0 , 53.4 30.0 83.4 617.5 469.2 148.3 800.4 0 0 Yes!;I 0.0 0 6 : ' . fl t ' 0 0 4 0 0 4 473.2 148.3 621.5 805.2 0 0' No : 0.0 0 =.0 0 Q 0 . . 0,0 } 0 9 . . . 0 0.0 0 0 0 473.2 148.3 621.5 805.2 'A 0.. Yes !i 0.0 0 0''' 4 0 0 G . . 0 0.0 0.0 0 473.2 148.3 621.5 805.2 p 0: Yes 0.0 0 0 fl . , . . 0 0 0 0 0 0 2 148.3 621.5 473 805.2 0 0! Yes"- 0.0 0 "Q Q . 0 0: 0 " 00 0Q f1 f? Ox0'"! . . . 0 0.0 0 0 0 . 473.2 148.3 621.5 805.2 0 0 No': 0.0 0 . . -r..-- A7av 1AFL 3 891.5 Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Cot. L- ation: 11.21A2 Col. Mark: 6C1 Col. Size: 16 x 16 Sq/Rect Allow. Soii Bearing: 4 ksf (DL+LL) Floor THiaht K_LL I Trib.Area Load 1 Area Loa2 Llne Load Area - DL1 LL1 Rdc? L1 Rd Area DI-2 LL2 Rdc? L2 Rd Area Length DL { 10 10 4 0 D Q Yes - 0.0 100' 0 9 10 4 0 ;Q .0~-i Yes 0 0 100. 0 8 10 4 150 - a20, - 40 Yea 4010 ` 50 170 7 10 4 210 1,20 49' Yes:; 32.4 50 170 6 10 4 0 0 0`: Yes OA 100 0 5 10 4 0 0 0. No 0.0 100., 0 4 10 4 0 No 0.0 100 0 1.2 , -4 . D ;0 4: No : 0.0 100.. 0 2 1 10 " 4 0 0 4U. No:'f 40.0 100. 0 1 10 4 0 0.0 ' 100 0 l:~pting Size req'd = - 25.1 ft2 = 5.0 ft x 5.0 ft Note 1. Pu is a maximum of II AD and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantilever 3 Edge Column w/ Cantilever 4 Interior Column and Exterior Column wo/ Cantilever CID (psf) % 80.0 0 0.0 0 0.0 0 40.0 50 32.4 50 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 Date: 10/18/2005 Point Load Sum per Floor Accumulated Load Pu DL LL DL LL DL+LL DL LL DL+LL (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 2.7 0.0 27 2.7 0.0 2.7 3.7 40 t)0-' 2.7 0.0 2.7 5.3 0.0 5.3 7.5 . 0 0. ` ` 0 0 28.6 6.0 34.6 34.0 6.0 40.0 50.3 i3 0 0 0 37.3 6.8 44.1 71.3 12.8 84.1 106.0 , 0 0 t ; 2.7 0.0 2.7 73.9 12.8 86.7 109.2 0 p; , 0 b ! 2.7 0.0 2.7 76.6 12.8 89.4 112.4 , 0 t5. q:D'' 2.7 0.0 2.7 79.3 12.8 92.1 115.6 1 66 ` 3.2 0.0 3.2 82.5 12.8 95.3 119.4 1 0 0 0.0.;; 2.7 0.0 2.7 85.1 12.8 97.9 122.6 0.0 27 0.0 2.7 87.8 12.8 100.6 125.8 Total = 87.8 12.8 100.6 Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col:_L-gatkon: 2/A2 Col. Mark: 7C1 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Floor K_LL Trib. Area Load 1 Height Area DL1 LL1 Rdc? L1 Rd Area raz (ft^91 (ncfl (nsfl (osf) % Area Load 2 LL2 Rd c? 71 Roof 10 0 10 4 4 J/U 0 3"i 138 tSV; ."40 ~V Yes OU.U 40.0 1.00 0 9 10 4 370 , .1:20' 40` Yes 32 1 . 50 138 .8 10 . _f 4 370 120 - 40 22-7 • s1pQ. 0 7 10 4 0 0 '0 "Yes:: 0.0 1D0" 0 6 0 4 0 0 0; No 0.0 1.00.. 0 5 0 4 0 1y. 0 No I; 0 0 1.00' 0 4 ._.0_... _.4.. 0 0. ,0' Na ! 0.0 500; 0 "3 0 4 0 kk 0.0 100 0 2 A~ 0 0 - 0 No 0.0 10b: 0 1 0 47 0 Z 'a' I 0.0 Footing Size req'd = 44.9 ft2 = 6.7 ft x 6.7 ft Note _ ,1. Pu is a maximum of 1.4D and 1.20+1.6L 2. K_LL = 1 All other cases 2 Corner Column w/ Cantileve r 3 Edge Column w/ Cantilever 4 Interior Column and Exterior Column wo/ Cantilever 2 Rd Area (psf) % 80.0 0 0.0 0 32.1 50 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 Date: 10/18/2005 Line Load Point Load Sum per Floor Accumulated Load Pu hr-DL LL DL LL DL LL DL+LL DL LL DL+LL (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) 11.5 29.6 41.1 11.5 29.6 41.1 61.1 0 : P ~O . 4.0 0.0 4.0 15.5 29.6 45.1 65.9 2k3 D , 0 0 0 0 i! 56.7 11.9 68.6 72.2 41.5 113.7 153.0 "0.0 53.4 8.4 61.8 125.6 49.9 175.5 230.5 00 - 4.0 0.0 4.0 129.6 49.9 179.5 235.3 0.0 0.0 0.0 129.6 49.9 179.5 235.3 4r (3 " 0 0 ' 0.0 0.0 0.0 129.6 49.9 179.5 235.3 D 0 Q Q 0 0.0 0.0 0.0 129.6 49.9 179.5 235.3 0.0 0.0 0.0 129.6 49.9 179.5 235.3 0 0 fl 0 is O,Q`; 0.0 0.0 0.0 129.6 49.9 179.5 235.3 Q 0 0.0 0.0 0.0 129.6 49.9 179.5 235.3 Total = 129.6 49.9 179.5 .Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col,-Location: 151A5 Col. Mark: 7C1 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 S Fl r Accumulated Load Pu Floor Floor K_L'L Trib. Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load LL u DL o m per LL o DL+LL DL LL DL+LL A DU LL1 Rdc? L11 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL Height rea f f sf) ( % (ft) (pff) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (ft) (W) (psf) (psf) ' (psf) % 00 (ps ) 31 ) (ps 80 No p 80 0 0 0 0 0 0 ' 00 0,0 12.4 32.0 44.4 12.4 32.0 44.4 66.1 Roof 0 4 400 -:31 80 No ! 80.0 1 . . 0 f3 0 0 0 0 t3 CIO 4.0 0.0 4.0 16.4 32.0 48.4 70.9 10 10 4 0 :,:i39': 40 Yes, 40.0 , 100 0 0 Yes> Y 0.0 0 0 0 . 25 Q 200 0 0 0 0 0'I: 64.2 10.0 74.2 80.6 42.0 122.6 163.9 9 10 4 400 138 40, Yes 25.0 100 0 es . , 32 0 20D 0 , 76.4 10.9 87.3 157.0 52.9 209.9 273.0 8 10 4 550 120 40 Yes,: 19.7 ! 100 o 0 Yes 0.0 0 ' 0 RO ; 04 4 0 0.0 4.0 161.0 52.9 213.9 277.8 7 10 4 0 `:'O l 0' Yes": 0.0 00 100 0 6 0' 0 Yes- Yes 0.0 0 0 0 0 .q 0 0 d •.0 0 0= 0 0 , 0 . 0.0 0.0 0.0 161.0 52.9 213.9 277.8 6 0 4 0 0 Q Na 0.0 ' . 0 . 0 0 4 0 : 0 q' 0 0 ; 0.0 0.0 0.0 161.0 52.9 213.9 277.8 5 0 4 0 0.0 100 0 0 ' No ' 0.0 0 0 0 ;01101 0 0 4 0- . 0 0 0.0 0.0 0.0 161.0 52.9 213.9 277.8 4 0 4 0 0 0 No D 'O 100 ' 0 0 0 Yes, ` Y . 0 0 0 1 G'0 - :Q 0 0.0 0 0 0.0 0.0 0.0 161.0 52.9 213.9 277.8 3 2 - 0 0 4 4 0 0 0 0 • a• 0:.. No Nol 0.0 0.0 ! Ano 100 0 0 0. es Yes- . 0.0 0 fl 0 0 0 . O b:.; . 0.t7 0.0 0.0 0.0 161.0 52.9 213.9 277.8 8 L . 0 No 0 0 0 0,0: 0-D 0.0 0.0 0.0 161.0 52.9 213.9 277. 1 0 _ 4 0 I '0 0 Noi' 0.0 100 0 . . , TMAI = 161 .Q 52.9 213.9 FvUdM Size req'd = 53.5 ftZ = 7.3 ft x 7.3 ft Note 1: Pu is a maximum of 1.4D and 1.2D+1.6L 2. K LL = 1 All other cases T " 'Z -Comer Column w/ Cantilever 3 Edge Column w/ Cantilever IV 4 Interior Column and Exterior Column wo/ Cantilever O n - Column Rundown (I BC 2003) Nishkian Menninger, San Francisco, CA I , t-_ 11 - Project: Four Seasons Resort, Vail, CO (NM## 7083) Coo. arlatioal- - -2/A4.6 Col. Mark: 7C2 Col. Size: r 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Floor Floor K_LL Trib. Helaht Area DO 10 10 4 290 ,,g -49- 690 8 10 4 690 7 10 4 0 6' 0 4 0 5- 0 4 0 3 0 4 0 1 0 4 0 Date: 10/18/2005 Fl or S Accumulated Load Pu A L d 1 Ar ea Loa d 2 L ine Loa d Point Load u o m per r oa ea L LL DL LL DL+LL DL LL DL+LL LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL D ki ki ) (ki ) (kip) sf) ( (Psf) % (psf) (psf) (psf) % (ft) (Pif) (PIt) (kip) (kip) (kip) (kip) (kip) p) ( ( p p p O 0 00 'O0 8 19 51 2 71.0 19.8 51.2 71.0 105.7 $0" No ? 80.0 100"" 0 0 Na 0.0 0 00 J ` . . 52 0 63 9 2 59 123 1 171.4 Yes 27 6 3OQ " 0 0 Yes 0.0 0 00 0' 0 ; 0 fl ' 4 Q: 44.0 8.0 . . . . ,49 . 262 50 0Q "0t5;' 93.0 16.6 109.6 156.9 75.8 232.7 309.5 Odd Y25,. 21.9 120 40 ` Yes 0 t} 0' 0 0 0 - 0 0 ' 86.8 12.6 99.4 243.7 88.4 332.0 433.8 40' Y.es . 18 2 " tl 00 0 0 Yes 0.0 0 ' 0 0 , Q D 4 0 0 0 4 0 247.7 88.4 336.0 438.6 0 "Yes ! 0 0 100 0 0 Yes 0.0 0 Q fJ b 0 0 0 . 0 0 0 : 0 . 0 0 . 0 0 . 0.0 247.7 88.4 336.0 438.6 0 ..'Yes" 0.0 1D0" 0 0 Yes 0.0 0 0 0; . , 4 . . O Q . 0 0 . 0 0 OA 247.7 88.4 336.0 438.6 0" No , 0 0 100 0 0 No 0.0 0 0 0 0 b 0 0 0 0 ! t 0 . 0 0 . 0 0 OA 247.7 88.4 336.0 438. p. Ho ;'s 0.0 100 0 0 Yes OA 0 t§ Q;. ' > . 0 0 . 0 0 0 0 247J 4 88 336.0 438.6 0 .No 0.0 x:100'. 0 0 Yes 0.0 0 0 0 0, - , ' 0 ? U 0 't~ L1 . . 0 0 . 0 0 7 247 . 4 88 336.0 438.6 0 No 0 0 40D 0 D Yes 0.0 0 D 0 0' 0 0 4 0,0 . . . . : . 0 0 N no OitS 0.0 0.0 0.0 247.7 88.4 336.0 438.6 D No 0.0 J 00 o Tm. 9a7 7 RR 4 336.0 Footing-Size req'd = 84.0 ft2 = 9.2 ft x 9.2 ft Note---- T. 1: Pu is a maximum of 1.4D And 1.2D+1.6L 2. K_LL = 1 All other cases 9 -roce4Colu+nn w/ Cantilever -P, 3 Edge Column w/ Cantilever N 4 Interior Column and Exterior Column wo/ Cantilever Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) _ . Col L-ewdon:-- 2/A7 Col. Mark: 7C2 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor LL K Trill. Area Load 1 Ar ea Load 2 L ine Loa d Point Load Su m per Flo or Accu mulated LL Load DL+LL Pu Heigh _ Area DL1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Lengt ft DL lf) LL lf) ( DL } (ki LL (kip) DL (kip) LL (kip) DL+LL (kip) DL (kip) (kip) (kip) (kip) (ft) (ft^2) (psf} (psf) (psf) % (psf) (psf) N (psf) 0 0 % 0 ) ( 0 D (p 0 p b p 0 D ? Q.0 14.3 36.8 51.1 14.3 36.8 51.1 76.0 Roof 0 4 460 :31 80:, N 80.0 100 0 0 0 o Y . 0 0 0 0 24 , 200 0 0 0 " 0 ; 61.2 9.6 70.9 75.5 46.4 121.9 164.9 10 10 4 380 .1: 8 46 Yes , 25.4 ' 100 es ' . 0 . g fl 2Qt~ 0 0 0 4 66.9 11.9 78.9 142.4 58.4 200.8 264.4 9 10 4 460 , 938 d0: Yes 22.1 50 120, 40 Yes 29.8 5 . b D 0 0 0 0 : 49 6 E 5 56.1 192.0 64.9 257.0 334.3 8 10 4 330 120: . 40: Yes 19 8 1.00. 0 ' 0 ' Yes 0.0 0 30 0 0 0 20 0 . 0 0 0 ' 4 . 4 0 . 0.0 4.0 196.0 64.9 261.0 339.1 7 10 4 0 0 . 0' Yes 0.0 100, D 0 Yes 0.0 0 0 0 0 0 0 c' . , D 0 . D tl . 0.0 0.0 0.0 196.0 64.9 261.0 339.1 6 0 4 0 0.. 0; Yes 0.0 100 0 0 Yes 0.0 D D ' 0 D 0 Q 0 0 0.0 0.0 196.0 64.9 261.0 339.1 5 0 4 0 0- b No 0.0 10a 0 0' No ; 0.0 0 0 0 0 D f 0 : Q ; , 0 0 00 . 0.0 0.0 0.0 196.0 64.9 261.0 339.1 4 0 4 0 i0 . 0' No 0.0 100 0 D, ' Yes Y 0.0 0 0 0 OD d ; 0 , . "0.0 017.1 0.0 0.0 0.0 196.0 64.9 261.0 339.1 3. 0,. ` - -Q 0, No N 0.0 0 0 100 `''100 0 0 0 0 es Yes . 0.0 0 00 fk p D.O.< 0 0 r' 0.0 0.0 0.0 196.0 64.9 261.0 339.1 2 0 4 0 A Q: ? o . 0 0 No 0 0 0 0 0 b 0._ 6o ; i OQ 0.0 0.0 0.0 196.0 64.9 261.0 339.1 1 0 4 0 0 0 : No., 0.0 iD0 . . . Total = 196.0 64.9 261.0 ' Fpoli~g STie'req'd _ 65.2 ft2 = 8.1 ft x 8.1 ft Note 1."Pu is a maximum of 1.41D and 1.2D+1.6L 2. K_LL = 1 All other cases 2" Corner Column w/ Cantilever 3 Edge Column w! Cantilever N 4 Interior Column and Exterior Column wo/ Cantilever N -Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Gol.. ocation: 3.3/A7 Col. Mark: 7C2 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K L- Trib. Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height _ Area DL1 LL1 Rdc? L1 Rd Area 131-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ftA2) (psf) (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 460 777 777 : N o : 80.0 100 0 0 ! No 0.0 0 O Q 0! 0 ; Q O 0 0 t 14.3 36.8 51.1 14.3 1 7 36.8 47 8 51.1 129 6 76.0 174 6 10 10 4 460 :,0 38 - 40 "Yes 24.0 °10b 0 0 Yes 0.0 0 D 0 p` 0 0 ! 0 0 67.5 11.0 78.5 . 8 . . . ' 0 ' 40 Y 19 6 100 0 0 Yes 0 0 0 Q 6i 0 ` 0 0 0 0 ! 65.2 10.0 75.2 146.9 57.8 204.8 268.9 9 _ ' 1a _ _5 t0 12 1:20 . ,es _ Y . 18 6 SO 120 100 No . 0 100 50 0 Q 0; , 0 0 0.0 65.2 30.2 95.4 212.1 88.1 300.2 395.5 ,8 10 4 510 : es- . : ' . 0 d O fl " . qQ ; 4 0 0 0 4.0 216.1 88.1 304.2 400.3 7 10 + 4 0 0 ' Yes: 'Y 0.0 0 0 :1.00. 100 ~0 0 0 0 - Yes Yes 0.0 0 0 0 0 0 0 0 0 0 ' ` 0,0: . 0.0 . 0.0 0.0 216.1 88.1 304.2 400.3 6. ~0 4 0 0" es . . 0 0 C1 0 Q', 0 0 0 f~ 0 0 0 0 0 0.0 216.1 88.1 304.2 400.3 5 0 4 0 ` . No 0.0 100" 0 0 0 0 Nn Yes 0. 0 0 0 0 0 0 I) `I " 4 0 = Q 0" . 0.0 . 0.0 0.0 216.1 88.1 304.2 400.3 4- 0 4 0 0 0 No ; " 0 0 10 . 0 d 0 0 0 0 Q 0 0 0 0 0.0 216.1 88.1 304.2 400.3 4 0 „r0 b 0 ;i , 0 No. ` N 010 0 0 . !100.: 100 0 4 0 0 Yes Yes 0.0 0 0 0 Q 0 Q G 0 a 0 0 EY - . 0.0 . 0.0 0.0 216.1 88.1 304.2 400.3 0 . _ A. 0 " . o , • 0 D N . 0 0 0 =g 0 0! 0 r; 0 0 _ ta.4 ! 0.0 0.0 0.0 216.1 88.1 304.2 400.3 1 0 4 0 0 0 ! . No 0.0 .:1 Q0 o . , . a nu 1 'and 9 Fdoting Size req'd = 76.1 ft2 = 8.7 ft x 8.7 ft 1. Pu is a maximum of 1.4D and 1.213+1.61- 2. K_LL = 1 All other cases 2 Comer Column w/ Cantilever 3 Edge Column w/ Cantilever N 4 Interior Column and Exterior Column wo/ Cantilever W Nishkian Menninger, San Francisco, cA Project: Four Seasons Resort, Vail, CO (NM# 7083) Col-Locatian_-- WAS Col. Mark: 7C2 Col. Size: 16 x 24 Sq/Rect A11o~nr. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL Trib Ar ea Loa d 1 Ar ea Loa d 2 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu Height _ . Area 01-1 LL1 Rdc? L1 Rdc Area DI-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL LL. D (ft) (ft^2) (psf} (psf) (psf) % (psf) (psf) (psf) % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) ki (p) ki (p) (kkip) ip) {kip) Roof 0 4 250 No:';' 80.0 100 0 Q- No 0.0 0 0.0 0 0.{3 0 7.8 42 0 20.0 7 2 27.8 2 49 7.8 49 8 20.0 27 2 27.8 77 0 41.3 103.3 10 10 4 250 138 40 Yes 29.0 100 0 0 Yes 0.0 0 17 5 200 0 0, 0 Q . . . . . . 9 10 4 200 . 12b 46; " Yes 24.1 100, 0 0 Yes 0.0 0 17 5 200 0 ' iT.O 0 0' 31.5 4.8 36.3 81.3 32.1 113.3 148.8 8 10 4 200 1;20 . 40 Yes` 21 8 100 0 D No 0.0 0 17:5 200 0, OA' : ff ; 31.5 4.4 35.9 112.8 36.4 149.2 193.6 0 Q Y s 0 0 100 0 Yes 0 0 0 -0:0 0 0. 0 Q O O 4.0 0.0 4.0 116.8 36.4 153.2 198.4 7 6 10 0 4 4 0 0 0. 0! ; e Yes'I . 0.0 ir.100 Q 0 Yes . 0.0 0 00 0, 0 j 0.0 0;.0 0.0 0.0 0.0 116.8 36.4 153.2 198.4 5 0 4 0 No 0 0 100 0 0 No 0.0 0 D 0 k 0 0 0 0 ! 0.0 0.0 0.0 116.8 36.4 153.2 198.4 0 4 0 b 0 ' No 0 0 100 0 0 ' Yes':' 0 0 0 0 0 d 0 00 t30 0.0 0.0 0.0 116.8 36.4 153.2 198.4 4 . b . . N ` . 0 0 t OQ 0 : 0 Yes . 0 0 0 0 0 0 0 0 D d 4t 0.0 0.0 0.0 116.8 36.4 153.2 198.4 3 0, 4 ` 0 0 0 o N . 0 0 100 Q 0 Yes . 0 0 0 t3 0 0 b 0 4 ! t3 0.0 0.0 0.0 116.8 36.4 153.2 198.4 2 0 4 0 0 i a I . 0 N . OA 0 0 Q 0 0 0 0 0 0 ! 0 0 0.0 0.0 116.8 36.4 153.2 198.4 1 0 4 0 ; 6 Na. , 0.0 ;1100 D a . , . . r_._ . TAC O 1. A AK7 n Footing Size req'd = 38.3 ft2 = 6.2 ft x 6.2 ft Note 1. Pu is a maximum of 1.41D and 1.2D+1.6L 2. K_LL = 1 All other cases 2 Comer Column w/ Cantilever 3 Edge Column w/ Cantilever N 4 Interior Column and Exterior Column wof Cantilever .A C ) Column Rundown (IBC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM#E 7083) 3/A9 C61. Mark: 7C2 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor LL K Trib Ar ea Loa d 1 Ar ea Loa d 2- 1 L ine Loa d Point Load Su m per Fl oor Accu mulated Load Pu HeighE _ . Area DI-1 LL1 Rdc? L1 Rd Area 131-2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (ft^2) (PsO (Psfl (Psf) % (Psf) (PSO (Psf) % (ft) (Plf) (Plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 440 31 8Q: Nv : 80.0 .100' 0 0 No 0.0 0 00 0 ' Q 1 fl ;0:0.' 13.6 35.2 48.8 13.6 35.2 48.8 72.7 10 10 4 440 13$ 4D' Yes 24 3 11Q~ 0 0 Yes 0.0 0 C"0 0 1 Q 0 0 64.7 10.7 75.4 78.4 45.9 124.3 167.5 1 41 44 12 40. ` s = „Y0, . 20 1 04. 1 0 0 Yes 0.0 0 4:4 0 fl 0 0 `0.0, ; 56.8 8.8 65.6 135.2 54.7 189.9 249.8 8 10 - 4= 440 10 40 18 3 100 0 0 No ! 0.0 0 :.00 '0 0. 56.8 8.0 64.8 192.0 62.8 254.7 330.8 , i: ' x s i . 0 0 100 Yes 0 0 0 O,o 0 0 0 0 0 0 4.0 0.0 4.0 196.0 62.8 258.7 335.6 7 - 10 4 0 Oi o ' : Ye . 0 0 . 100 0 0 , 0 • Yes . 0 0 0 0~0 0 0: 0:01,1 : 0 0 0.0 0.0 0.0 196.0 62.8 258.7 335.6 6 5 0 0 4 4 0 0 Q! 0! 0::: 0 , -Yes No . 0.0 100. 0 0 . No . 0.0 0 Q0 . Q'i. 0. ! , 0 0 , 0 o 0.0 0.0 0.0 196.0 62.8 258.7 335.6 ,0 - -4• 0 Qr 0;' fro ;i 0 0 '100. 0 0 Yes 0.0 0 a0 Ci 0. ' 0 Q 0#%' 0.0 0.0 0.0 196.0 62.8 258.7 335.6 3 ' ; u. 0 ! , . 0 0 0 Y ' 0 0 0 Q t3 0 0 0 0 Cf 0 0 0 0.0 0.0 196.0 62.8 258.7 335.6 0 0_. 4 _4- 0 0 0 0 Q No . No 0 0 O.Q 1 0 .100 -0 0 ! es Yes . 0.0 0 . Oo 0" , 0 0.0, . ±Q.O+i . 0.0 0.0 0.0 196.0 62.8 258.7 335.6 N 0 0 ?00 0 0 No : 0 0 0 Q' 0 '0 r , 0.0 60 0.0 0.0 0.0 196.0 62.8 258.7 335.6 1 . 0 4 0 o . . . _ , Footing Size req'd = 64.7 ftz = 8.0 ft x 8.0 ft Note 1. Pu Is a maximum of 1.41D and 1.2D+1.6L 2. K_LL= 1 All other cases 2 Corner Column w/ Cantilever 'W3 Edge Column w/ Can=tilever N~ 4 Interior Column and Exterior Column wo/ Cantilever CJl Column Rundown (1BC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) CoF. tocataorr: 2fA9.9 Col. Mark: 7C2 Col. Size: 16 x 24 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/18/2005 Floor Floor K LL Trib. Area Load 1 Area Load 2 Line Load Point Load Sum per Floor Accumulated Load Pu Height _ Area DI-1 LL1 Rdc? L1 Rd Area DL2 LL2 Rdc? L2 Rd Area Length DL LL DL LL DL LL DL+LL DL LL DL+LL (ft) (f (psf) (psf) (psf) % (psf) (psf) (psf} % (ft) (plf) (plf) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Roof 0 4 360 31 80 ! No ! 80.0 .:100' 0 0 No 0.0 0 D:0 0= 0 : ..J.0 . 0A; 11.2 28.8 40.0 11.2 28.8 40.0 59.5 10 10 4 140 108 Yes'' 35.4 ]00 0 0 ! Yes' 0.0 0 24fl :"200 0:0 28.1 4.9 33.1 39.3 33.7 73.0 101.1 9 10 4 140 120` 40(; Yes 27.9 100 . 0 0 Yes 0.0 0 24'0 :200 0 0 0 0 b 25.6 3.9 29.5 64.9 37.7 102.5 138.1 8 10 4 360 "120 40 ` Yes' 22 6 a0 920 100 No 100 0 20 2 0 200 0' 017 0 0 'I 52.0 13.7 65.7 116.9 51.4 168.2 222.4 7 10 4 0 0 : 0 Yes ; . 0 0 100 0 , 0 Yes . 0 0 0 . 0 t7 f1,i 0 0 0 " 4.0 0.0 4.0 120.9 51.4 172.2 227.2 0" ' Y . 0 0 100 0 0 Yes . 0 0 0 00 0;' 0 , 0 0 "43 Q' = 0.0 0.0 0.0 120.9 51.4 172.2 227.2 6 0 4 0 0 : • 0 es : ' :N . 0 0 . :1100 0 0 No . 0 0 0 (x 0 On 0 ' ' , . ti 4 0.0 0.0 0.0 120.9 51.4 172.2 227.2 5 4 0 0 4 4 0 0 O Q. 0 o No . 0.0 . 100:. 0 0 Yes . 0.0 0 .4 0 .0 ` 0 . 0 0' • 10 0.0 0.0 0.0 120.9 51.4 172.2 227.2 0 0' O..S No 0.0 100: 0 0' Yes ` 0.0 0 G 0- 11 0 0 0 0!J 0.0 0.0 0.0 120.9 51.4 172.2 227.2 0 4 0 (1 0 No 0.0 1;00 0 0 Yes 0.0 0 U 0 0 0 D 0 0.0 0.0 0.0 120.9 51.4 172.2 227.2 1 0 4 0 Q" 0 No 0 0 100 0 0' No 0 0 0 G 0 0' O.: 00 0,0 0.0 0.0 0.0 120.9 51.4 172.2 227.2 . . . ~'qof g iie req'd = ' 43.1 fe = 6.6 ft x 6.6 ft Note _ 1'. Pu is a maximum of II AD and 1.2D+1.6L 2. K LL = 1 All other cases 2 Corner Column W/ Cantilever 3 Edge Column w/ Cantilever N 4 Interlor Column and Exterior Column wo/ Cantilever 0) _Zolumn Rundown (iaC 2003) Nishkian Menninger, San Francisco, CA Project: Four Seasons Resort, Vail, CO (NM# 7083) Ctrl: Location: _ 14.51A5 Col. Mark: 7C3 . Col. Size: 16, x 16 Sq/Rect Allow. Soil Bearing: 4 ksf (DL+LL) Date: 10/1812005 Fl Accu mulated Load Pu Floor Floor K_LL Trib. L1 Ar LL1 ea Load Rdc? 1 L1 Rd Area DL2 I Ar LL2 ea Loa Rdc? d 2 L2 Rdc Area L Length ine Loa DL d LL Point DL Load LL Su DL m per o LL or DL+LL DL LL L DL+LL Height. Area ^ D f f sf) ( % (psf) (psf) (psf) (ft) I (plf) (pif) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (ft) (ft 2) ) (ps (ps ) p t 4} 0 i 0 0 G 0 ! 11 2 28.8 40.0 11.2 28.8 40.0 59.5 Roof 0 4 360 31 80;i No 80.0 'i1 Q4: 31 80 No 80.0 0 D 3 i . ' , 400 1fl0, 0 0' Yes 0 0 0 Gl0 ¢ 0 0,0 00 2.7 0.0 2.7 13.8 28.8 42.6 62.7 10 10 4 0 138 40': Yes . . 1 , 0 0 0 0 0 i) 55 3 9 3 64.6 69.2 38.1 107.3 144.0 .3651 t38 40` Yes• ; 25.8 1;OQ ; 0 0 Yes 0.0 0 1 ¢ 2 1 : ' 0 0 0 I &0 . 66 3 . 6 10 76.9 135.4 48.7 184.2 240.5 8 10 4 53Q r 120 4a' Y6:' + 20.1 100 0 0 Yes 0.0 0 (J 0 f . . 0 0 7 2 1 138 7 48 186.8 243.7 7 10 4 0 YeS 0 0 100 0 0 : Yes 0.0 0 7 0 0_ 0 . 0 Q L10 • 2.7 . . . . ti• 0 4 0 0 o No 0 0 100 0 0 Yes 0.0 0 €10 q! 0 0 d 0.0 0.0 0.0 138.1 48.7 186.8 186 8 243.7 243 7 _ " . ' " ' N 0 0 Q 0 tY 0 0 0:W: 0.0 0.0 0.0 138.1 48.7 . . z 0 .4 0 0` "No' , " 0.0 -100. 0 Q o . 0 P " 0 (10 Cf 0 0 0 0.0 0.0 138.1 48.7 186.8 243.7 0- -4- fl ti 0 No . 0 0 A00 0 0 Yes 0.0 0 fl 00 " 0 . 0 0 0 . 0:( . 0 0 0.0 0.0 138.1 48.7 186.8 243.7 3 0 4 0 0 fl:;;, No 0.0 ;:1OQ. _0 0: Yes 0.0 0 0 0 7 0 0 0 s 0 . 0 0 0 0 0.0 138.1 48.7 186.8 243.7 N 0 0 1:00 0 0' Yes 0.0 0 310 ' ' ; , . " . 0 0 . 0 0 0 0 138 1 48 7 186.8 243.7 1" 0 4 0 b 0' No i` 0 0 100 0 0'r No 0.0 0 b.0 0 0 ; 0 0 : 0 .Q . . . . . . TMAI = 138.1 48.7 186.8 Footing Sizek rdq'd = 46.7 fe = 6.8 ft x 6.8 ft Note 1."Pu is-a maximum of 1.4D and 1.2D+1.6L _ 2. K_LI; 1 All other cases 2 Corner Column w/ Cantilever 3 Edge Column w/ Cantilever N 4 Interior Column and Exterior Column wo/ Cantilever ti O O Y x 16 x 16 in Code: ACI 318-02 Units: English Run. axis: About X-axis Run option: Investigation I Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 06/14/05 Time: 15:00:14 P (kip) (Prnax) 80Q'• , 600 - - 00 fs=0; z , -200 fs=0.5fy i -200 : -160 -120 - -40 40 120 160 200 Mx (k.ft) , , in - . -200 pcacolumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA r - Filp: untitled.col I Project: Column: f Ed- 4031 -ksi fc r 4.25 ks'i e4 = 0.003 in/in 1( Bets1 = 0.8 Confinement: Tied Engineer: fy = 60 ksi Ag = 256 in"23 r jEs = 29000 kse t' As = 3.16 in"2 Rho i= 1[20% fc = 4.25 ksi Xo = 0.00 in Ix = 5461.93 in"4 Yo = 0.00 in IY = 5461.33 in"4 : 4 Clear spacing = 10.25 i CleJ cov = 1.88 it jphi(a'= 0.8, phi(by= O 'g, phi(c) = 0.65 I ~i 428 r- O O O y O +X O O O O 16 x 16 in wk~ Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 06/14/05 Time: 14:59:26 P (kip) - - -------1000- (Pmax) - - - - - - 00 00 - -----------400 - - - - fs 0 2Q0 fs=0.5fy - - -250 .50 -50 50 150' 250 Mx (k -ft) 200--- - (Pmin) -400- pcaColumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA File: untitled.col Project: Column: Engineer: .i fy = 60 ksi Ag = 256 in A2 Ec = 4031 ksi " Es = 29000 ksi As = 6.32 in^2 Rho ==2.47% n fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 5461.33 in^4 e u = 0.003 inlin Yo = 0.00 in iy = 5461.33 in A4 - Beta1 = 0.8 k Clear spacing = 4.63 in Clear cover = 1.88 in Confinement: Tied , , phi(a) = 0.8, phi(b) =0.9, phi(c) = M5 i P (kip) Pmax i 00 O O O I y oo + O 7 j O O 00 O 5 - - - 16 x 16 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 004105 Time: 14:58:36 - fs 0 3 - - 00 ; fs=0.5fy :100 -250 \50 0 50 -150 250 -100 - - Mx (k-ft) - - -300 - - - (Pmin) - _rnn 11 pcacolumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA File: untitled.col Project: Column: Engineer: fy = 60 ksi Ag = 256 inA2 ~c = 4031'ksi' ~s = 29000 ksi As = 8.010 in A2 fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in e u = 0.003 inlin Yo = 0.00 in Beta1 0.8 Clear spicing = 4.43 in Oonfinbment: Tied phi(a) =D.8, phi(b) 0.9, phi(c) = 0.65 Rho 3.13%1 Ix = 5461.33 in^4 ly = 5461.33 in A4 Clear cover = 1.88 in 430 Y O +X O O O O 16 x 16 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered column type: Structural Bars: ASTM A615 Date: 06/14/05 Timer 14:57:43 P (kip) max) TP - 0 - . 00 fs=0 / = -300 -200 ! -100 ! 100 200 300 Mx (k-ft) -200 - - - , - (Pmin - sao _ pcaColumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA File: untitled.col Project: Column: Ec = 4031 ksi fc = 4.25 ksi e -u = 0.003 in/in Beta1 = 0.8 Confinement: Tied Engineer: fy = 60 ksi Ag = 256 in^2 fflw Es = 29000 ksi As = 10.16 in^2 Rhea = 3.97% fc = 4.25 ksi Xo = 0.00 in Ix = 5461.33 in^4 Yo = 0.00 in ly = 5461.33 in^4 Clear spacing = 4.22 in Clear cover = 1.88 in phi(a) = 0.8, phi(b) _ 0.9, phi(c) = 4.65 _ { 431 O O O O O y O X O O O O O O 16 x 16 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 06/17/05 Time: 11:53:18 P (kip) . -~---1200 - - - - - (Pmax) s ; --'-------800- - - - - 400 - - fs=0 fs 0.5fy - -350 250 -150 -50 50 150 250 350 Mx (k-ft) - 0 (Pmin) -800 - pcaColumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA File: untitled-col Project: Column: Engineer: N;J fy = 60 ksi Ag = 256 in^2 " . Ec = 4b31 `ksi Es'-' 29000 ksi As = 12.00 in A2 fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in ~ e u = 0.003 in/in - Yo = 0,00 in i Beta1 = 0.8 Clear spacing = 2.58 in - "ConfinerneInt: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.66 Rho = 4.69% Ix = 5461.33 in^4 ly = 5461.33 in^4 Clear cover = 1.88 in fill r 432 0 0 0 Y X O O 0 24 x 16 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 06/14/05 Time: 14:54:38 P (kip) (Pmax) - - - 1200 . -----•------..-------;800--------- - ~ - - ~ - - 400 , s0 fs=0.5fy -300 -200 00 -400- pcaColumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA File: untitled.col Project: Column: x.W; 'Ec = 4031 ksi ` fc = 4.25 ksi e_u = 0.003 in/in Beta1 = 0.8 Confinement: Tied Engineer: fy = 60 ksi Ag = 384 in^2 Es = 29000 ksi As = 4.74 in^2 fc = 4.25 ksi Xo = 0.00 in Yo = 0.00 in Clear spacing = 8.62 in phi(a) = 0.8, phi(b) =`0.9, phi(c) = 0.65 10 200 300 Mx (k-ft) - (Pmin) Rho, = 1.23% Ix = 8192 in^4 ly = 18432 in A4 Clear cover = 1.87 in 433 P (kip) 0 0 0 Y 0 + x O O O O 24 x 16 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 06/14/05 Time: 14:53:42 . (Pmax) - 00 fsl s - - 00 fs=0.5fy -300 i -200 -100 i 100 200 300 Mx (k-ft) - . . (Pmin) pcacolumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA File: untitled.col Project: Column: Ec = 40SI ksi fc = 4.25 ksi u = 0.003 in/in e _ Beta1 = 0.8 - Confinement: Tied Engineer: fy = 60 ksi Ag = 384 in^2 1+, E~s'290 0 jCsi As = 6.3? in-2 Rho 1.65%' fc = 4.25 ksi Xo = O.Od in Ix = 8192 in^4 Yo = 0.0~ in ly = 18432 in^4 Clear spading = 4.63 in Clear cover = 1.88 in phi(a).= 0.8, phi(b) = 0.9, phi(c) = 0.6 i f 434 O O O O Y 0 +x O O O O O 24 x 16 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 06/14/05 Time: 14:52:41 P (kip) . : : . : ( max . - .400: 1 0 ' 00 - - - - 600 fs=0 ; / fs=0.5f Y 0 -400 -300 -200 -100 100 200 300 400 Mx (k-ft) ` -200 - ~ (Pmin L----------- inn - - pcaColumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA File: untitled.col Project: Column: Engineer: fy = 60 ksi Ag = 384 in^2 Ec = 4031 ksi ` Es = 29000 ksi As = 10.00 in^2 Rho 2.60% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 8192 in^4 - e -u = 0.003 inAn Yo = 0.00 in ly = 18432 in^4 Betall = 0.8 Clear spacing = 4.43 in Clear cover = 1.87 in ' Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 O O O O Y O + x O O O O O 24 x 16 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 06114/05 Time, 14:51:47 P (kip) -1600 - (Pmax) - , - - , 0 - - - fs=0 - 0 40 !fs=0.5fy - -400 -`3 0 -200 -100 400- i__... i----- --800- 100 200 396 1 400 Mx (k-ft) (Prn n) pcaColumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA File: untitled.col Project: Column: Engineer: fy = 60 ksi Ag = 384 in^2 td = 4'031 ksi Es'-~ 29bd0 ksi As = 12.10 in^2 fc = 4.25 ksi i fc = 4.25 ksi Xo = 0.09 in ( e u = 0.003 in/in Beta1 = 0.8 -Confinement: Tied Yo = 0.06 in Clear spacing = 4.22 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.61P Rho 3.31 % Ix = 8192 in^4 ly = 18432 in^4 Clear cover = 1.8 iin O O O O O O O ~ 1- x O ~ 1- O O O O O O 24 x 16 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 06114/05 Time: 15:11:46 P (kip) . 18 (Pmax) " -1400 - -10d0 600 , f s=0 fs=d.5fy - 200- = -500 - 00 -300 ; -200 ; -100 - - - - -200 -----:----1000. 100 200 300 4M 500 , (Pmin) pcaColumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA File: untitled.col Project: Column'. . Ec = 4031 ksi fc = 4.25 ksi u = 0.003 in/in e - Beta1 = 0.8 Confinement: Tied Engineer: fy = 60 ksi Ag = 384 in12 Es = 29000 ksi As = 17.78 in^2 Rho = 4.63% fc = 4.25 ksi Xo = 0.00 in Ix = 8192 in^4 Yo = 0.00 in ly = 18432 in^4 Clear spacing = 2.39 in Clear cover= 1.87 fin phi(a) = 0.8, phi(b) =10.9, phi(c) = 0.65 „ _ . 437 r, A O O O O O O ix O O + O O O O O O 24 x 14 in P (kip) - = !....1400- - , - ---1000 600---. - - fs=0 , / fs=0.5f y - 0 20 3 -250 -150 -50 50 150 250 5 ' 200 Mx~ ft) - - - - - i-------------600 - - - (Pmin) Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered %olumn type: Structural Bars: ASTM A615 Date: 06/16/05 Time: 09:36:11 pcaColumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA File: untitled.col Project: Column: Engineer: f'c = 5 ksi fy = 60 ksi Ag = 336 in^2 14 #10 bars Ec = 403fiksi E~s =,29000 ksi As = 17.78 in^2 Rho = 5.29%-, - fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 5488 in^4 e_u = 0.003 in/in Yo = 0.09 in ly = 16128 in^4 Beta1 = 0.8 Clear spacing = 1.72 in Clear cover = 1.87 in Confinement: Tied phi(a) = 0.8; phi(b) = 0..9, phi(c) = 0.6 438 O O O O O O ~ X O O O O O O O O 24 x 16 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 06/14/05 Time: 14:47:43 P (kip) - - - (Pmax) 18¢4- . , 7W;~_.Ir; - ---1400 - ' -1000- ' - 60Q fs=0 i - - -200 -500 - 00 1-300: -200 ' -100 100 200 300 40 500 - - -200 H 'Mx (k ft) HH: - -600 i_. -1000- (Pmin)------- pcacolumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA File: untitled.col Project: Column: Engineer: fy = 60 ksi Ag = 384 in^2 Ec = 4415 ksi F Es = 29000 ksi As = 17.78 in^2 fc = 5.1 ksi fc = 5.1 ksi Xo = 0.00 in e -u = 0.003 in/in Yo = 0.00 in f Beta1 = 035 Clear spacing = 2.39 in Confinement: Tied phi(a) = 0.8, phi(b) _ O.8; phi(c) = 0.65 Rho = 4.63% Ix = 8192 in^4 ly = 18432 in^4 Clear cover = 1.87 in 439 ,F O O O O O O O y O + X O O O O O O O O 24 x 24 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 06/15/05 Time: 14:07:11 P (kip) 2500 (Pmax ) 1500 I fs=0 - - - '500 =0.5f Y ls -1200 ; 400 -400 400 0 1200 Mx (k-ft) - ----500- - - (Pmin) ' - ---1500 - , - pcaColumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA File: untitled.col Project: Column: Engineer: 5 ksi fy = 60 ksi Ag = 576 in^2 I`_c = 4031 Rsi 'Es = 2000 ksi As = 20!32 in ^2 fc = 4.25 ksi fc = 4.25 ksi Xo = 0-00 in u = 0.003 in/in e Yo = 0.9 0 in _ Beta1 = 0.8 Clear sP{ cin9 - 3.47 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.~5 16 #10 bars Rho = 3.53%0 Ix = 27648 in^4 ly = 27648 in A4 Clear cover = 1.88 in 440 i ~ i O O O O O O O Y O + x O O O O O O O O 24 x 24 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 06/13/05 Time: 11:28:47 P (kip) - (Prnax) - . - - -2500- - - 2 E C? 1500 - fs=0' fs=0.5f - 00 - - -1200 -8 0 -400 00\ 0 1200 Mx (k-ft) . 500- ~ - (Pmin) -1500- - - _ pcaColumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA File: untitled.col Project: Column: Engineer: ~fc 6 ksi . fy = 60 ksi Ag = 576 in^2 16 #10 bars Ec = 4415 ksi Es = 29000 ksi As = 20.32 in12 Rho' = 3:53% fc = 5.1 ksi fc = 5.1 ksi Xo = 0.00 in Ix = 27648 in^4 003 inlin e u = 0 Yo = 0.00 in ly = 27648 in^4 _ . Beta1 = 0.75 Clear spacing = 3.47 in Clear cover = 1.88 in Confinement: Tied phi(a) = 0.8, phi(b) = P .9, phi(c) = 0.65 - 441 0 0 0 0 0 0 O O p ~ O X O O O O 0 0 0 0 0 0 24 x 24 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 06/14105 Time: 09:55:18 P (kip) ) • - - - - 2500 - - - 1500 fs=0 . fs=o 5fy 500- - -1400 -1 0 -600 -200 - - 0 50 200 600 1 00 1400 + Mx (k-ft) (Pmin) pcaColumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA I File: untitled.col Project: Column: Ec = 4415 ksi fc = 5.1 ksi e_u = 0.003 in/in Beta1 = 0.75 ! Confindment: Tied Engineer: fy = 60 ksi Ag = 576 in^2 5s = 29000 ksi As = 25.40 in"2 fc = 5.1 ksi Xo = 0.00 in Yo = 0.00 in Clear spacing = 2.53 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.~5 Rho = 4.41 % --11V4, Ix = 27648 in14 ly = 27648 in^4 Clear cover = 1.88 in 442 O O O O O O Y O +X O O O O O O O 20 x 24 in P (kip) 100 . - 1400 ' - - - - "1000 fs=0 ; ? 600 f fs=0.5fy 900 - 0 ` -500 -300 -100 100 300 500 7 0 900 - -200 - Mx (k-ft) -600 . ,.----•-----1000- ) Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 09/30/05 Time: 14:25:00 pcaColumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA i File: T:\7083\Calculations\PCACOL\20X24-14-5ksi.COL Project: Four Seasons Resort, Vail, CO Column: 16x24 Engineer: CK Pc = 5 ksi fy = 60 ksi Ag = 480 inA2 Ec = 4031 ksi Es = 29000 ksi As = 17.78 in^2 fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in e -u = 0.003 in/in Yo = 0.00 in Beta1 = 0.8 in Clear spacing = 3.66 i Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 14 #10 bars "Rhb ' = 3.70% Ix = 23040 in^4 ly = 16000 in^4 Clear cover = 1.50 in 443 I O O O O O O y O +x O O O O O O O 20 x 24 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered iolumn type: Structural Bars: ASTM A615 Date: 06/14/05 Time: 14:42:21 P (kip) (Pmax) - - - -------2"000 - - . . - 1000 fs=0 ' f - - - ~ ~ s=0.5fy , II I -900 -7 ; -500 -300 ; -100 100 300 ; 500 0 900 Mx (k-ft) - .------1000- (Pmin)~---------- - pcaColumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA File: untitled.col Project: Column: Engineer: c €'c 6 fy = 60 ksi Ag = 480, in^2 Ec = 4415 ksi' Es = 29000 ksi As = 17.E 8 in ^2 fc = 5.1 ksi fc = 5.1 ksi Xo = 0.00 in u = 0.003 in/in e Yo = O.Op in - r Beta1 = 0.75 Clear spicing = 3.47 in 'C'oriflrnament: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 bars Rho = 3.70% Ix = 23040 in^4 ly = 16000 in^4 Clear cover = 1.87 in 444 i O O O O O O O Y O +x O O O O O O O O P (kip) - 2500-- . - 1(Pmax) - ~ -•----1500- • , fs=0 • • ; • . 500 fs 0.5fy 20 x 24 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slendemess: Not considered Column type: Structural Bars: ASTM A615 Date: 06/14/05 Time: 14:39:33 -1000; -80 -600 ; -400 ; -200 200 400 600 ; 0 1000 Mx (k-ft) - 500 (Pmin) • _1500 I pcacolumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA File: untitled.col Project: Column: Engineer: is=iC+ar' ± fy = 60 ksi Ag = 480 in^2 ~ 4Q 9Q bars Ec = 4415 ksi Es = 29000 ksi As = 20.32 in ^2 Rho = 4.23% fc = 5.1 ksi fc = 5.1 ksi Xo = 0.00 in Ix = 23040 in^4 i e u = 0.003 in/in - Yo = 0.00 in ly = 16000 in^4 Beta1 = 0.75 Clear spacing = 2.47 in Clear cover = 1.88 in Confinement: Tied phi(a) = 0.8, phi(b) = b.9, phi(c) = 0.65 445 i 'r , 0 0 0 0 0 O o o ~ a X O O O O 0 0 0 O O 40:x 24 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 06/14/05 Time: 13:49:49 P (kip) 2500 - - ) - - - - - (Pmax ~i 15 as ;fS=0 - - 300-- fs=0.5fy-- - -1200 00 -400 400 80~ 1200 Mx (k-ft) 500---------- - - - , (Pr -1500 ` . pcaColumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA File: untitled-col Project: Column: Engineer: f 60 ksi Ag = 480 in^2 bam ' 8 ¢ Ec = 4415 ksi Es = 29d00 ksi As = 22,0 in ^2 Rho = 4.76% fc = 5.1 ksi fc = 5.1 ksi Xo = 0.00 in Ix = 23040 in^4 u = 0.003 in/in e Yo = 0.0p in ly = 16000 in^4 - Betal = 0.75 Clear spacing = 2.47 in Clear cover = 1.87 in - ~ ~ °Cbnfinb'mtynt: Tied phi(a) = 0.8, phi(b) 0.9, phi(c) = 0.0 i 446 O O O O O O O O ~ O X 0 0 O o 0 0 0 0 0 20 x 24 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 06/15/05 Time: 11:01:09 P (kip) - - - - (Pmax) - -2500-, - 11,161) - 1500 - fs=01 i 1' 1 500 fs=0.5fy- -1200 ? 00 -400 400 80, 1200 Mx (k-ft) -5 0 - 0 - (Pmin) -1500- pcaColumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA File: untitled.col Project: Column: Engineer: f'c = 6.5 ksi fy = 60 ksi Ag = 480 in^2 ~rs r Ec = 4595 ksi Es = 29000 ksi As = 22.86 in12 Rho = 4.76% fc = 5.525 ksi fc = 5.525 ksi Xo = 0.00 in Ix = 23040 in^4 u = 0.003 in/in e Yo = 0.00 in ly = 16000 in^4 I _ Beta1 = 0.725 Clear spacing = 2.47 in Clear cover= 1.87 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 065 - 447 0 0 0 0 0 0 0 0 O Y 0 0 + x 0 O O O O O O O O 28 x 24 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered column type: Structural Bars: ASTM A615 Date: 06114/05 Time: 14:43:58 P (kip) -----------3500 - - (Pmax) - - - i----- 1500- fs 0- fs= 0.5fy C 500 -1400 -10 0 -600 -200 200 600 1 0:0 1400 Mx (k-ft) - -50 0 - - : (Pmin ) ' 1500- pcaColumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA File: untitled.col Project: Column: Ec = 441'5 ksi fc = 5.1 ksi e - u = 0.003 in/in Betal = 0.75 1 'Confinernent: Tied Engineer: fy = 60 ksi Ag = 672 in^2 Ls 29600 ksi As = 25.40 in A2 fc = 5.1 ksi Xo = 0.00 in Yo =0.00 in Clear spacing = 2.53 in phi(a) = 0:8, phi(b) = 0.9, phi(c) = 0.q5 i Rho = 3.78%- Ix = 32256 in"4 ty = 43904 in^4 Clear cover = 1.88 in 448 0 0 0 0 0 0 O O O Y O X O O O O 0 0 0 0 0 0 -N - 24 x 28 in C' Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 06/14/05 Time: 13:27:36 P (kip) - 3500 - (Pmax) i • • . y - 1500---- /s=0:5f Y 500--- -1600::-l 100 -800 -400 - - -5 0 0 - - - -1500- pcacolumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA File: untitled.col Project: Column: Ec = 4415 ksi ' fc = 5.1 ksi e u = 0.003 in/in Betal = 0.75 Confinement: Tied Engineer: fy = 60 ksi Ag = 672 in^2 s Es =29000 ksi As = 25.40 in^2 Rho ='3.78% fc = 5.1 ksi Xo = 0.00 in Ix = 43904 in^4 Yo = 0.00 in ly = 32256 in^4 ; I Clear spacing = 2.53 in Clear cover = 1.88 in i phi(a) = 0.8, phi(b) = 0A phi(c) = 0.65 449 400 800 I Z90 1600 Mx (k-ft) (Pmin) (II O O O O O O I~ O O O - O x O T O O O 0 0 0 0 0 0 6 x 26 in '*R we Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 06/14/05 Time: 13:28:16 P (kip) - 3500- - • , , {Pmax} ' 50 50 #s 0 fs=O.Sfy 500--- -1600 ; -1200 ; -800 -400 -500 1500- -I-I 400 800 200 1600 Mx (k-ft) - (Pmin)pcacolumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA File: untitled.col Project: Column: Ec = 4415 ksi° fc = 5.1 ksi e_u = 0.003 in/in Beta1 = 0.75 ,I Confinement: Tied Engineer: fy = 60 ksi Ag = 676 in"2 E6- 29000 ksi As = 25.40 in^2 Rho = 3.76°J° fc = 5.1 ksi Xo = 0.00 in Ix = 38081.3 in^4 Yo = 0.00 in ly = 38081.3 in^4 Clear spacing = 2.93 in Clear cover = 1.88 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.615- 450 0 0 0 0 0 0 Y 0 } X 0 I 0 O O O O O 30 x 20 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Oolumn type: Structural Bars: ASTM A615 Date: 06/15/05 Time: 18:02:54 P (kip) - - (Pmax) -2000 - 0 fs=0 s-0.5fy i -800 -61 -400 -200 200 400 Of~ 0 800 Mx (k-ft) - - - - pcaColumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA File: untitled.col Project: Column: Engineer: fc = 5 ksi fy = 60 ksi Ag = 600 in^2 Ec = 4031 ksi Es = 29000 ksi As =17.78 in^2 r fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in e u = 0.003 in/in Yo = 0.00 in Beta1 = 0.8 Clear spacing = 3.72 in - ' Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 14 #10 bars Rho = 2.96% Ix = 20000 in^4 ly = 45000 in^4 Clear cover = 1.87 in 0 0 0 0 0 0 y O 0 + X 0 0 0 0 0 0 0 0 30 x 20 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered .;olumn type: Structural Bars: ASTM A615 Date: 06/15/05 Time: 18:00:29 P (kip) (Pmax) , !1500 - fs=0 500 fs/0.5fy- = , -900 -70 ! -500 -300 -100 100 ; 300 500 i 700 900 Mx (kft) -500- - - , Tmin) . - -1500 ---L---- I------..... pcaColumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA File: untitled.col Project: Column: Engineer: fc = 5 ksi fy = 60 ksi Ag = 600 in^2 16 #10 bars Ec = 4031 ksi ' PS = 29000 ksi As = 20.2 in^2 Rho = 3.39% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 20000 in^4 e u = 0.003 in/in Yo = 0.0'0 in ly = 45000 in^4 i Beta1 = 0.8 Clear spiking = 2.47 in Clear cover = 1.88 in Gonfinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.~5 j ; 452 I,, ,.F,~, I per^ wo pb(~f lD~ 6F y~PQoR'f~~a (a")- g~gJA1oK WPd.L ~2PT-1~ Pi ~k~ . i 453 P (kip) - , ma -2000 48 x 32 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 10126/05 Time: 15:26:55 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . - - - - - - - - - - - - - - - - - - - - - - - Oa 10 fs=0 f =0.5fy 41 -800 -400 40 800 1200 Mx (k-ft) - - (Pmin) _ -1000 pcaColumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA File: T:\7083\CalculationS\PCACOL\8X48.COL Project: Four Seasons Resort, Vail, CO Column: 8x48 Engineer: CK f'c = 5 ksi fy = 60 ksi Ag = 576 in^2 26 #7 bars Ec = 4031 ksi Es = 29000 ksi As = 15.60 in"2 Rho = 2.71 % fc = 4.25 ksi fc = 4.25 ksi Xo = 2.67 in Ix = 44032 in14 u = 0.003 in/in e Yo = 1.33 in ly = 125952 in^4 _ Beta1 = 0.8 Clear spacing = 2.44 in Clear cover = NIA I Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 454 10/26/05 pcaColumn V3.63 PORTLAND CEMENT ASSOCIATION - 12:19:02 Licensed to: Nishkian Menninger, San Francisco, CA General Information: File Name: T:\7083\Calculations\PCACOL\8X48.COL Project: Four Seasons Resort, Vail, CO { Column: 8x48 Engineer: CK Code: ACI 318-02 Units: English Run Option: Investigation Run Axis: X-axis Material Properties: f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: Exterior Points No. X (in) Y (in) 1 -28.0 -8.0 4 12.0 24.0 Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi No. X (in) Y (in) 2 20.0 -8.0 5 12.0 0.0 Gross section area, Ag = 576 in'2 Ix = 44032 in'4 Iy = 125952 in^4 Xo = 2.66667 in Yo = 1.33333 in Reinforcement: Rebar Database: ASTM A61.5 Size Diam (in) Area (in"2) 3 0.38 0.11 6 0.75 0.44 # 9 1.13 1.00 14 1.69 2.25 Size Diam (in) Area (in"2) 4 0.50 0.20 7 0.B8 0.60 10 1.27 1.27 # 18 2.26 4.00 Page 2 BX48 No. X (in) Y (in) 20.0 24.0 6 -28.0 0.0 Size Diam (in) Area (in~2) # 5 0.63 0.31 4 8 1.00 0.79 # 11 1.41 1.56 Confinement: Tied; #4 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular Total steel area, As = 15.60 in''2 at 2. 710 Area in"2 X (in) Y (in) - Area in'2 X (in) Y (in) - 0.60 - -25.8 -1.6 0.60 -20.7 -1.5 0.60 -11.0 -1.5 0.60 -5.2 -1.5 0.60 6.0 -1.6 0.60 11.5 -1.6 0.60 -20.6 -6.2 0.60 -15.8 -6.2 0.60 -4.9 -6.2 0.60 0.7 -6.2 0.60 11.6 -6.5 0.60 13.7 18.4 0.60 13.5 13.3 0.60 18.6 13.2 0.60 18.7 7.9 0.60 13.7 1.7 0.60 18.2 -1.6 0.60 18.5 -6.3 Area in''2 X (in) Y (in) 0.60 -15.9 -1.5 0.60 0.7 -1.6 0.60 -25.8 -6.2 0.60 -10.8 -6.2 0.60 6.2 -6.5 0.60 18.9 18.4 0.60 13.3 7.9 0.60 18.5 1.7 455 10/26/05 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - Page 3 12:19:02 Licensed to: Nishkian Menninger, San Francisco, CA 8X48 . Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Mux fMnx ( No. kip k-ft k-ft fMn/Mu - 1 200.0 200.0 611.0 3.055 Program completed as requested! Ct 456 OpG1 Basement Walls 457 N I S H K I A N M E N N I N G E R CONSULTING AND STRUCTURAL ENGINEERS 1200 FOISOM STREET, SAN FRANCISCO, CA 94103 (415) 541-9477 FAX (415) 543-5071 SHEET CALCULATED BY CHECKED BY. OF r7 , DATE DATE N I S H K I A N M E N N I N G E R CONSULTING AND STRUCTURAL ENGINEERS 1200 FOLSOM STREET, SAN FRANCISCO, CA 94103 (415) 541-9477 FAX (415) 543-5071 I ,os~10,03) four ~S. ~'s%~'°f SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE Project: ~OU S ~ oD ~ , vML-, C7~~- By: Date: Checked: Date: Page: Reactions - kips, kip ft 90.909 1.108 cl~ Shear - kips Moment - kip ft L EC-~Y t;o x12 cs ~x o c}, x 6o x w~ 90.906903 2- 01)1 O,q)4D 11 ttV Rotation - radians -LO. 002942 Deflection - inches TY- 002995 k -n n,) -ic. 6311 460 WinHekm 3.30 - Registered to Shareware.- Please Register ~roject: LIO$aj~ By: Date: Checked: ~?3-oar Date: - - _ Description: Units: English Properties - X = feet, E = ksi, I = in^4 X = 0; E = 3605; I = 2744; 7 , X = 41; E = 3605; 12744; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; Rotation = 0; X = 23; Disp = 0; X = 41; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad X = 41; RSpring = 60000; Point Loads - X = feet, PLoad = kips, Moment = kip ft Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 23; UStart = -1.6; UEnd = -1.6; XStart = 0; XEnd = 10; UStart = -1; UEnd = 0; XStart = 23; XEnd = 41; UStart = -1.6; UEnd = 0; ~l Page 461 winBeam 3.30 - Registered to Shareware - Please Register A"IP Project: 1 r By: Date: Q~Z~ X05 Checked: Analysis Data: Beam Length = 41. feet Number of Nodes = 202 Number of Elements = 201 Number of Degrees of Freedom = 404 Reactions: Date: X Vert Rot feet kips kip ft 0 24.315 -90.909 23.000 [2-r-9-7D 41.000 1.907 1.108 Equilibrium: Force Reaction Diff Vert -56.200 56.200 0.000 kips Rot 857.467 -857.468 -0.002 kip ft Min & Max values: Min Shear = -17.485 kips at 23.000 feet Max Shear - 24.315 kips at 0 feet Min Moment = -90.909 kip ft at 0 feet Max Moment = 42.344 kip ft at 12.031 feet min Rotation = -0.002995 radians at 19.344 feet Max Rotation = 0.002942 radians at 4.898 feet Min Deflection = -0.276311 in at 12.031 feet Max Deflection = 0.027512 in at 26.273 feet te Page: 462 " vWinBeam 3.30 - Registered to Shareware - Please Register i l Project: By: Date: Checked: Date: Page: X EI Shear Moment Rotation Disp in kip in^2 kips kip in rad in 0.000 9892120 24.315 -1090.907 0.000000 0.000000 9.796 9892120 22.226 -863.003 0.000966 -0.004915 '''19.592 9892120 20.204 '-655'.238 0.001716 -0.018217 29.388 9892120 18.248 -466.959 0.002270 -0.037891 39.184 9892120 16.359 -297.513 0.002647 -0.062111 48.980 9892120 14.536 -146.246 0.002865 -0.089231 58.776 9892120 12.780 -12.508 0.002942 -0.117784 68.571 9892120 11.091 104.357 0.002896 -0.146472 78.367 9892120 9.468 204.999 0.002741 -0.174161 88.163 9892120 7.912 290.072 0.002495 -0.199874 97.959 9892120 6.423 360.229 0.002171 -0.222785 107.755 9892120 5.000 416.123 0.001766 -0.242213 117.551 9892120 3.644 458.406 0.001352 -0.257616 127.313 9892120 2.340 487.604 0.000884 -0.268551 137.063 9892120 1.040 504.084 0.000394 -0.274796 146.813 9892120 -0.260 507.888 -0.000106 -0.276206 156.563 9892120 -1.560 499.018 -0.000603 -0.272746 166.313 9892120 -2.860 477.472 -0.001085 -0.264500 176.063 9892120 -4.160 443.252 -0.001540 -0.251676 185.813 9892120 -5.460 396.356 -0.001955 -0.234603 195.563 9892120 -6.760 336.786 -0.002317 -0.213731 205.313 9892120 -8.060 264.540 -0.002614 -0.189632 215.063 9892120 -9.360 179.620 -0.002834 -0.163002 224.813 9692120 -10.660 82.024 -0.002964 -0.134655 234.563 9892120 -11.960 -28.246 -0.002992 -0.105531 244.313 9892120 -13.260 -151.192 -0.002904 -0.076688 254.063 9892120 -14.560 -286.812 -0.002690 -0.049308 263.813 9892120 -15.860 -435.108 -0.002335 -0.024694 273.563 9892120 -17.160 -596.078 -0.001828 -0.004272 283.364 9892120 11.528 -549.877 -0.001234 0.010672 293.182 9892120 10.294 -442.798 -0.000742 0.020287 303.000 9892120 9.118 -347.550 -0.000351 0.025577 312.818 9892120 8.003 -263.548 -0.000049 0.027471 322.636 9892120 6.947 -190.208 0.000176 0.026788 332.455 9892120 5.950 -126.946 0.000332 0.024243 342.273 9892120 5.013 -73.178 0.000431 0.020454 352.091 9892120 4.135 -28.319 0.000480 0.015944 361.909 9892120 3.317 8.215 0.000490 0.011151 371.727 9892120 2.558 37.008 0.000467 0.006432 381.545 9892120 1.859 58.644 0.000419 0.002069 391.364 9892120 1.219 73.708 0.000352 -0.001729 401.182 9892120 0.639 82.783 0.000274 -0.004814 411.000 9892120 0.118 86.454 0.000190 -0.007096 420.818 9892120 -0.343 85.306 0.000104 -0.008539 430.636 9892120 -0.744 79.922 0.000022 -0.009155 440.455 9892120 -1.086 70.886 -0.000053 -0.008995 450.273 9892120 -1.369 58.784 -0.000118 -0.008146 460.091 9892120 -1.592 44.198 -0.000169 -0.006727 469.909 9892120 -1.756 27.714 -0.000205 -0.004878 479.727 9892120 -1.860 9.915 -0.000224 -0.002761 489.545 9892120 -1.905 -8.614 -0.000224 -0.000547 463 WinBeam 3.30 - Registered to shareware - Please Register -[wK ~AGkM~"r v1A1,L P P roject: d'g3 Page: B Date: Checked: Date: Reactions - kips, kip ft 17.078 Shear - k Moment - kip ft Rotation - radians 0.239017 Deflection - inches 0.000653 t5 013406 464 ease Regzste wi-nBeam 3.30 - Registered to Shareware - Plr I By: Dat Checked: Date: Description: Units: English Properties - X = feet, E = ksi, I = in"4 X = 0; E = 3605; I = 4096; X = 41; E = 3605; 2 = 4096; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; Rotation = 0; X = 10; Disp = 0; X = 22; Disp = 0; X = 32; Disp = 0; X = 42; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad X = 42; RSpring = 60000; Point Loads - X = feet, PLoad = kips, Moment = kip ft Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 22; UStart = -1.6; UEnd = -1.6; XStart = 0; XEnd = 10; UStart = -l; UEnd = 0; XStart = 22; XEnd = 42; UStart = -1.6; UEnd = 0; Page: l 465 WinBeam 3.30 Registered to shareware - Please Register Project: ~-(pC03) j By: Date: Checked: Analysis Data: Beam Length = 42. feet Number of Nodes = 202 Number of Elements = 201 Number of Degrees of Freedom = 404 Reactions: X Vert Rot feet kips kip ft 0 11.123 -17.078 10.000 19.733 22.000 17.029 32.000 7.549 42.000 0.765874 0.239017 Equilibrium: Force Reaction Diff Vert -56.200 56.200 0.000 kips Rot 862.533 -862.535 -0.002 kip ft i Min & Max values: Date: Min Shear = -9.877 kips at 10.000 feet Max Shear = 11.123 kips at 0 feet Min Moment - -19.178 kip ft at 10.000 feet Max Moment = 11.177 kip ft at 16.105 feet Min Rotation = -0.0002742 radians at 19.895 feet Max Rotation = 0.0002689 radians at 12.526 feet Min Deflection = -0.013406 in at 16.105 feet Max Deflection = 0.0006527 in at 23.042 feet Page: 1 466 WinBeam 3.30 - Registered to Shareware - Please Register Project: By: Date: Checked: Date: Page: X BI Shear Moment Rotation Disp I in kip in"2 kips kip in rad in 0.000 14766080 11.123 -204.931 0 0.000000 10.000 14766080 8.991 -104.416 0.0001035 -0.000574 20.000 14766030 6.929 -24.873 0.0001462 -0.001868 30.000 14766080 4.936 34.392 0.0001418 -0.003341 40.000 14766080 3.012 74.074 0.000104 -0.004593 50.000 14766080 1.158 94.867 4.575e-005 -0.005353 j 60.000 14766080 -0.627 97.465 -2.039e-005 -0.005481 70.000 14766080 -2.342 82.564 -8.232e-005 -0.004959 80.000 14766080 -3.988 50.857 -0.0001284 -0.003888 90.000 14766080 -5.564 3.039 -4D.0001476 -0.002481 100.000 14766080 -7.071 -60.196 -0.0001291 -0.001062 110.000 14766060 -8.509 -138.153 -6.27le-005 -0.000059 120.000 14766080 -9.877 .230.138 6.123e-005 0.000000 130.105 14766080 8.509 -137.347 0.0001862 -0.001304 140.211 14766080 7.161 -58.171 0.0002523 -0.003565 150.316 14766080 5.814 7.389 0.0002689 -0.006236 160.421 14766080 4.467 59.334 0.0002453 -0.008865 170.526 14766080 3.119 97.663 0.0001908 -0.011090 180.632 14766080 1.772 122.377 0.0001148 -0.012649 190.737 14766080 0.425 133.476 2.643e-005 -0.013368 200.842 14766080 -0.923 130.958 -6.483e-005 -0.013173 210.947 14766080 -2.270 114.826 -0.0001497 -0.012079 221.053 14766080 -3.618 85.077 -0.0002189 -0.010200 231.158 14766080 -4.965 41.713 -0.0002631 -0.007740 241.263 14766080 -6.312 -15.266 -0.0002729 -0,004999 251.368 14766080 -7.660 -85.861 -0.0002391 -0.002372 261.474 14766080 -9.007 -170.071 -0.0001523 -0.000346 271.500 14766080 6.701 -139.319 -3.704e-005 0.000576 281.500 14766080 5.437 -78.672 3.606e-005 0.000547 291.500 14766080 4.229 -30.386 7.23le-005 -0.000022 301.500 14766080 3.076 6.095 7.988e-005 -0.000804 311.500 14766080 1.979 31.325 6.659e-005 -0.001550 321.500 14766080 0.937 45.861 3.987e-005 -0.002091 331,500 14766080 -0.049 50.259 6.766e-006 -0.002327 341.500 14766080 -0.979 45.072 -2.604e-005 -0.002227 351.500 14766080 -1.854 30.859 -5.224e-005 -0.001828 361.500 14766080 -2.674 8.172 -6.592e-005 -0.001224 371.500 14766080 -3.438 -22.430 -6.153e-005 -0.000570 381.500 14766080 -4.146 -60.394 -3.388e-005 -0.000071 391.535 14766080 2.748 -48.454 7.548e-006 0.000050 401.581 14766080 2.148 -23.909 3.182e-005 -0.000162 411.628 14766080 1.604. -5.107 4.138e-005 -0.000540 421.674 14766080 1.117 8.515 3.995e-005 -0.000956 431.721 14766080 0.685 17.521 3.084e-005 -0.001317 441.767 14766080 0.310 22.474 1.703e-005 -0.001560 451.814 14766080 -0.009 23.937 1.055e-006 -0.001652 461.860 14766080 -0.273 22.474 -1.488e-005 -0.001582 471.907 14766080 -0.480 18.649 -2.899e-005 --0.001359 481.953 14766080 -0.631 13.023 -3.985e-005 -0.001010 492.000 14766080 -0.726 .6.162 -4.643e-005 -0.000573 501.600 14766080 -0.764 -1.032 -4.812e-005 -0.000115 467 WinSeam 3.30 - Registered to Shareware - Please Register Lj-_7 11 -Tg(CK OAzt1- Protect: ( By: Date: b Checked: Date: Page: ~'J- y~ Reactions - kips, kip ft 11.046 WI CWJk~~1~ C ~2`Zt = t7.$ 3.021 Shear - kips ' A'2QCrO Moment'- kip ft 1(°0 Rotation - radians 909617 . T" k yb -12.492138 { y~ .~iX i 2 i✓~2 Sri ~ / 000468 1 t~ ~s-0.00 Deflection - inches , i f - t=0025337 469 WinBeam 3,30 - Registered to Shareware - Please Register Project: By: Date: Checked: Date Description: Units: English Properties - X = feet, E = ksi, I = inA4 X = 0; E = 3605; 1 = 1728 X = 22; E = 3605; 1 = 172;;-----) 7. l~. Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; Rotation = 0; X = 10; Disp = 0; X = 22; Disp = 0; Springs - X = feet, VSpring = kip/inch, Rspring = kip in/rad X = 22; RSpring = 65000; Point Loads - X = feet, PLoad = kips, Moment = kip ft Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 10; UStart = -1; UEnd = 0;' XStart = 0; XEnd = 22; UStart = -O.B5; UEnd = -0.85; F 1 470 WinHeam 3.30 - Registered to Shareware - Please Register roject: t By: Date: Analysis Data: Beam Length = 22. feet Number of Nodes = 201 Number of Elements = 200 Number of Degrees of Free dom = 402 Reactions: X Vert Rot feet kips kip ft 0 7.439 -11.046 10.000 11.951 22.000 4.311 3.021 Checked: Date: Page: Equilibrium: Force Reaction_ Diff Vert -23.700 23.700 -0.000 kips Rot 222.367 -222.367 -0.000 kip ft min & Max values: Min Shear - -6.061 kips at Max Shear = 7.439 kips at Min Moment = -12.492 kip ft at Max Moment - 7.910 kip ft at Min Rotation = -0.0005835 radians at Max Rotation = 0.0004681 radians at Min Deflection = -0.025337 in at Max Deflection = 0.0003213 in at i 10.000 feet 0 feet 10.000 feet 16.936 feet 21.229 feet 12.642 feet 16.606 feet 9.560 feet 471 WinBeam 3.30 - Registered to Shareware - Please Register Project: ~~~-vb~.~~. ~ t , °✓~,t~,.° . ~t~ G~ By: !V- Date: ~~pr Checked: Date: Page: Reactions - kips, kip ft 1.429 8.502 Shear - kips 24.429408 Moment - kip ft .ry k, I `Q-11~ X 2 ~-8.501650` D,xo-`fixa-0€~,~ Rotation - radians ,0.000391 -0. Deflection - inches U . U.L 74.]L 472 WinBeam 3.30 - Registered to Shareware - Please Register Project: By: Date: Checked: Date: Description: Units: English Properties - X = feet, E = ksi, I = in'4 X = 0; E = 3605; I = 1000; X = 12; E = 3605; I = 1000; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; Rotation = 0; X = 12; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad X = 12; RSpring = 45000; Point Loads - X = feet, PLoad = kips, Moment = kip ft Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 12; UStart = -0.96; UEnd = 0; Page: 473 WinBeam 3.30 - Registered to Shareware - Please Register Project: By: Date: Checked: Analysis Data: Beam Length = 12. feet Number of Nodes = 201 Number of Elements = 200 Number of Degrees of Fre edom = 402 Reactions: X Vert Rot feet kips kip ft 0 4.429 -8.502 12.000 1.331 1.429 Equilibrium: Force Reaction Diff Vert -5.760 5.760 0.000 kips Rot 23.040 -23.040 -0.000 kip ft Min & Max values: Min Shear = -1.331 kips at Max Shear = 4.429 kips at Min Moment - -8.502 kip ft at Max Moment = 3.687 kip ft at Min Rotation = -0.0004118 radians at Max Rotation = 0.0003912 radians at Min Deflection = -0.019432 in at Max Deflection = 0 in at C Date: 12.000 feet 0 feet 0 feet 6.240 feet 10.920 feet 2.580 feet 6.420 feet 0 feet Page: i 474 WinBeam 3.30 - Registered to Shareware - Please Register Project: ~C?~~j f~ ~ ~•6~fic~~-- ~"~t'f~~~+~ I By: Date: -7 Checked: Date: Page: Reactions - kips, kip ft 8a\ GJ~h t Lo t~Ga~ G-j- ks t,n1/~A 4, i V-/ 1 T shear - kips 24.395374 T Moment - kip ft X 12 TA .1 >1-6o -,3-612626 _1 g-q A Rotation - radians 0745 -0. Deflection - inches 738 475 WinHeam 3.30 - Registered to Shareware - Please Register Project: By: Date: Checked: Date: Description: Units: English Properties - X = feet, E = ksi, I = in'4 X = 0; E = 3605; I = 512; X = 12; E = 3605; I = 512; Moment Releases X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; Rotation = 0; X = 12; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad X = 12; RSpring = 30000; Point Loads - X = feet, PLoad = kips, Moment = kip ft Uniform Loads - XStart & XEnd = feet, UStart & UEnd = ki.p/ft XStart = 0; XEnd = 12; UStart = -0.96; UEnd = 0; U I Page 476 WinBeam 3.30 -.Registered to Shareware - Please Register Project: I, By: Date: Analysis Data: Beam Length = 12. feet Number of Nodes = 201 Number of Elements = 200 Number of Degrees of Freedom = 402 Reactions: X Vert Rot feet kips kip ft 0 4.395 -8.366 12.000 1.365 1.701 Equilibrium: Force Reaction Diff Vert -5.760 5.760 -0.000 kips Rot 23.040 -23.040 -0.000 kip ft min & Max values: Min shear = -1.365 kips at Max Shear = 4.395 kips at Min Moment = -8.366 kip ft at Max Moment = 3.613 kip ft at Min Rotation = -0.0007637 radians at Max Rotation = O.DO07454 radians at Min Deflection = -0.036738 in at Max Deflection = 0 in at Checked: Date: Page: 12.000 feet 0 feet 0 feet 6.180 feet 10.740 feet 2.580 feet 6.360 feet 0 feet 477 WinBeam 3.30 - Registered to Shareware - Please Register U Spread Footing Design 0 478 N I S H K I A N M E N N I N G E R CONSULTING AND STRUCTURAL ENGINEERS 1200 FOLSOM STREET, SAN FRANCISCO, CA 94103 (415) 541-9477 FAX (415) 543-5071 { JOB rout &9ek ' , VALHI o C?o SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE N I S II K I A N M E N N I N G E R CONSULTING AND STRUCTURAL ENGINEERS 1200 FOLSOM STREET, SAN FRANCISCO, CA 94103 (415) 541-9477 FAX (415) 543-5071 VHL SHEET NO. OF CALCULATFD BY CHECKED BY DATE I n'~ DATE AF(IDIIf.T 1014Mb S6eV 20511Poddd1 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 1 Ir PROJECT: Four Seasons Resort, Vail, Colorado PROJECT# 7083 CALCULATED BY: DATE. Apr-06 SPREAD FOOTING DESIGN Shrinkage and Temprature Requirement: min reinforcement ratio (fy=60) _ fc= 3 ksi fy= 60 ksi At = 0.85 0.65 0.0018 slab Maximum Soil Bearring Pressure = 4000 psf FOR BASEMENT LEVEL CAN BE INCREASED UP TO 7000 PSF 27.8 pal Modulus of subgrade reaction for 1 0 footing k1 = 300 pci B = Largest Dim of a MAT footing If B is large then ((B+1y(2B)r2 - 0.25 k= k1 [(13+1)!(28)]"2 k= 75 pci Allowable Deformation = 0.37 in I I ) 1 i 1 ] I r i fc= 3 fy= 60 Case 1 Development length in tension ksi Cese 2 or Class A splice length ksi Hooked Case 1 Case 2 Hooked Bar A. db Cue 1 m2 in ft #3 0.11 0.375 1037 #4 0020 0.500 1.83 #5 0.31 0.625 2,2i- $8 0 44 0150 274 #7 0.60 0.875 3.99 #8 0.79 1.000 4656 #9 1.00 1,128 5.15 #10 1.27 1.270 5.80 #11 1.56 1.410 8.44 #14 2.25 1.893 7.73 #18 4.00 2.257 10.30 Add 30% for Top reinforcements Add 30% for Light weight concrete Add 30% for Class B splice length Columns/Beams Case 1 Coven=t db, c.c. spacing - 2 db with min. ties along the splice length Case 2 Cover<1 tlb, c.c. spacing < 2 db Other members (footings) Case 1 Cover-1 db, c.c, spacing= 3 db Case 2 Cover<1 db, c.c. spacing <3 db NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Sheet, San Francisco CA 94103 SQUARE FOOTINGS: flexure and shear check 1 Axial Load kips UR Factor 1 49 kips 4 bending 0.9 RM R 4 shear= 0.85 R it Long Side L col= Bar Max As as max L2 max h tl dl Area Spacing A. 0.75Asb 4x Mn (service) Rex ft in # in 1-bar in in2/R In2uR kips-NR ksf ft 3.5 37.3 #9 1.128 1.00 12 1.00 72 163.5 4.0 8.41 ok ok Shorter or equal side ear Max As # db in Area 1-bar Spacing n in' As in2/R 0. r2/ft #9 1.128 1.00 12 1.00 2-WAY SHEAR check Shear 1-way 1-way F. Area P max P. as Demand Capacity (service) (ult.) Vu 4 Vc fl2 kips kips kips/fl kips/ft 256.0 1024.0 1525.8 25.2 417 Pc = 3 kai F1 16x16, t =3.5 y= 60 kai 16#9, 16#9 Of = 0.85 Soil Pressure =4ksf 0.85 24x16 Column OK 24.0 In Add Steel 'D/C) Reduced L to satisfy in Add Steel B 1 to satisfy PUNCHING SHEAR check Shear interior 40 Shear 2-way edge 30 2-way ! Demand corner 20 Capacit y Vu 4 Vc DIC kips A (in2) Col. location Pc by kips D/C ok 0.80 1390.5 8552 interior 40 1.5 229.232 4.0 15926 ok 0.87 f OUARE FOOTINGS: flexure and shear check 2 Axial Load M kips kips R R It Long Side h Shorter or equal side 75ASb 4 x Mn kips-ft/ft 7.2 163.5 ok UR Factor= 1.49 Pc= 3 ksi 4 bending = 0.9 y = 60 ksi 4 shear= 0.85 01 = 0.85 0.75Asb Ber Max As # db in Area 1-bar Spacing in As in2/ft 0.75ASb n2uR #9 1.128 1.00 12 1.00 2-WAY SHEAR check Shear 1-wa 1-way F. Area P max P. max Demand Capacity (service) (ult.) Vu 4 Vc h2 kips kips kips/fit kips/fit 196.0 784.0 1168.2 22.2 35.0 ok 0 85 L col = 24.0 in as max U2 max Flex (D/C) Reduced L 'service) flex D/C Ld I selected ksf ft ft ft 4.0 7.77 0.81 0.92 14 ok B col = 15.0 In L2 mar flex (D/C Reduced B Rez D/C Ld selected R R ft 7.43 0.89 1.00 14 PUNCHING SHEAR nhnrlr F2 14x14, t =3 14#9,14#9 Soil Pressure =4ksf I 24x16 Column OK Add Steel to satiny t As min Minimum in2 in2 I i2 Shear interior 40 Shear 2-we Demand edge 30 corner 20 2-way Capacity Vu 4 Vc D/C kips Ap (in2) Col. Location P c bs kips 0.83 1059.9 6425 interior 40 1.5 205.232 4.0 1196.8 ok Add Steel to satisfy D/C i 0.89 -U- r-I Wigs: nexure ana smear check 3 Axial Load 403 kips UK Factor= 1.49 F.= 3 ksi 173 kip. 0bending = 0.9 y= 60 ksi M 12 It ¢shear= 0.85 P1= 0.65 12 ft 0.85 t= 2.50 R Long Side L cot= 24.0 In Bar Max As as max L2 max Fiex (D/C Reduced L h tl tlb Area Spacing As 0.75Asb 4x Mn (service) Rex D/C Ld selected fl in - if in 1-bar in-' in2/R in2/R kips-ftM ksf ft - - R R 2.5 25.5 #8 1 0.79 12 0.79 4.9 67.9 4,0 6.43 0.87 0.87 12 ok ok Shorter or equal side B colt _ 16.0 In L2 max Flex (D/C Reduced B 4x Mn flex D/C Ld selected ok _ 2-WAY SHEAR PUNCHING SHEAR check check F3 12x12, t =2.5 12#8,12#8 Soil Pressure =4ksf 24x16 Column OK r I I ~ dd Steel to satisfy in2 Shear 1-way 1-w F. Area P max i P. as Demand Capacity (serv ce) (ult.) Vu 4 Vc 2 ip. ips ips/ft ips/ft Shear interior 40 Shear 2-way edge 30 2-way Demand corner 20 Capacity Vu 4 Vc D/C kips Ap (in2) Col. Location P c ba kips 144.0 576.0 858.2 19A 28.5 ok 0.87 773.2 4641 interior 40 1.5 182 4.0 864.3 ok Bar Max As # db in F Area 1-bar Spacing -'ac m' As O.75ASb in2/ R #8 1 0.79 12 0.79 x Mn _ kips-tuft R ft R 4.9 87.9 6.10 0.97 0.97 12 ki s-R/R 6.0 136.5 ak Steel D/C 0.89 1 T- I :-1 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 I C SQUARE FOOTINGS: flexure and shear check 4 Axial Load P DL = 101 kips UR Factor = 1.49 43 kips bantling 0.9 K 8 shear= 0.85 6 R I 2.00 ft ft Long Side Bar Max As s ma h d db Area Spacing As 0.75Asb ¢x Mn (servic ft in # in 1-bar in in2 ft in2/- kips-ft/R ksf 2 19.7 #7 0.875 0.60 12 0.80 3.8 51.6 4.0 ok ak Shorter or equal aide Bar Max As tlb Area Spacing As 0 Msb Ox Mn # in 1-bar in I,2/ft In2/R kips-ft/ft #7 0.875 0.60 12 0.60 3.8 51.6 ok MAY SHEAR check Shear 1-way 1-way F. Area P max Pu max Demand Capacity (..,Joe) (u it.) Vu 4Vc 112 kips kips kips/ft kips/R 36.0 144.0 214.8 4.1 22.0 ok fc = 3 ksi F4 6X6, t =2 fy = 60 ksi 6#7, 6#7 41 = 0.85 Soil Pressure =4ksf 0.85 24x16 Column OK L col = 24.0 In Add Steel 2 max Flex (D/C) Retlucetl L to satisfy flex D/C Ltl selected As As min Minimum ft ft It no # In2 in2 In2 5.16 I 0.34 I 0.30 I 8 I B.01#7 I 38 311 ok 3 col = 16.0 In Add Steel 2 max Flex (D/C J Reduced B to satisfy PUNCHING SHEAR check Shear interior 40 hear 2-way Demand edge 30 - corner 20 -way f pacdy Vu Vc D/C kips Ap (in2) Col. Location p c bo kips 0.19 150.0 3125 interior 40 1.5 158.75 4.0 582.0 ok D/C 0.26 I C K 484 L401 Lateral Analysis X 485 I C SITE CLASS: C R= 4.5 STORY: 10 DFSIGN SPFCTRAI RFSPnN.qF A(-(-r=l FRATInni inle%- DIRECTION: both SYSTEM: Concrete Bearing wall shearwall SEISMIC USE GROUP: I UNIT: KIP, FT NISHKIAN MENNINGER ENGINEER: HL SAN FRANCISCO DATE: 4/10/2005 VERTICAL DISTRIBUTION OF SEISMIC FORCE PER IBC 2003 CHAPTER 16 & ASCE-7 PROJECT NAME: Four Seasons, Vail CO JoB # 7083 SS= 0.35 T 1.2 SMS=FaS,= 0.42 SDS= 0.28 St= 0.08 F,= 1.7 SM,=FvSt= 0.136 I SD1= 0.09 SEISMIC DESIGN CATEGORY: B PERIOD: Ct= 0.02 x= 0.75 hn= 80 FT Ta= 0.535 SEC SEISMIC COEFFICIENT: IE= 1.00 R= 4.5 CS=Sds/(R/I) 0.062 ASCE EQ. 9.5.5.2.1-1 CS=Sdt/T*(R/I) 0.022 ASCE EQ. 9.5.5.2.1-2 (MAX.) ~Zo 0.44 Sds*I 0.012 ASCE EQ. 9.5.5.2.1-3 (MIN.) %d*S1/(R/I) 0.009 ASCE EQ. 9.5.5.2.1-4 (MIN.) E&F V=Cs W = 0.022 W cu= 1.7 Tmax= 0.909 SEC k= 1.02 169 : qrrav*o~ ~3 = +9o 11 X 486 r O N O N C O N N N O M O O 4 LL 0 Q C1 O ~ W F U U W W 7 Q' d' Q CL a C )c rn rn W U Z U) W w~ Z Z ~ W U J LLB Z W ~LL 0 ~ 5 G z y Q Q ` u~ cD ( M i Z E J O n LL Z 0 Z O ~2 ti 00 Iq rn rn W U Z N c U W W z~ Z Z W Up Z J O Z N W F~ C Z) LL c F- Cc Z wU) a a~ U Z E J ~ O LL y Z O 0 0 0 0 U C 0 N d N C O N lC d O t7 LL r Q } m # W F U U W W 7 O O ~ H 2 ¢ ¢ LL a U 1 J J Q W U) J ~b Z 00 00 v. N MAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 2nd floor Plan PROJECT: Four Seasons Resort, Vail, Colorado PROJECT# 7083 CALCULATED BY: DATE: Apr-06 li, 489 N MAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 3rd floor Plan . t _ ^4 PROJECT: Four Seasons Resort, Vail, Colorado PROJECT# 7083 CALCULATED BY: DATE: Apr-06 1 1 { ~ I i II II 490 K MAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 4th floor Plan PROJECT: Four Seasons Resort, Vail, Colorado PROJECT# 7083 CALCULATED BY: DATE: Apr-06 n 491 K MAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 5th floor Plan 1 , J It ~ PROJECT: Four Seasons Resort, Vail, Colorado PROJECT# 7083 CALCULATED BY: DATE: Apr-O6 -c, rt~ 492 K MAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 6th floor Plan PROJECT: Four Seasons Resort, Vail, Colorado PROJECT# 7083 CALCULATED BY: DATE: Apr-O6 ~J 493 K MAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 PROJECT: Four Seasons Resort, Vail, Colorado PROJECT # 7083 CALCULATED BY: DATE: Apr-06 7th floor Plan 494 K MAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 8th floor Plan PROJECT: Four Seasons Resort, Vail, Colorado PROJECT# 7083 CALCULATED BY: DATE: Apr-06 471 40- 495 N, XIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 9th floor Plan PROJECT: Four Seasons Resort, Vail, Colorado PROJECT# 7083 CALCULATED BY: DATE: Apr-O6 ,i1 496 N XIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 10th floor Plan PROJECT: Four Seasons Resort, Vail, Colorado PROJECT # 7083 CALCULATED BY: DATE: Apr-06 rt:~ 4' 497 N, ;KIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 Shear Wall Lables PROJECT: Four Seasons Resort, Vail, Colorado PROJECT# 7083 CALCULATED BY: DATE: Apr-06 498 N JKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 Shear Wall Lables PROJECT: Four Seasons Resort, Vail, Colorado PROJECT# 7083 CALCULATED BY: DATE: Apr-06 499 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 n U(1 `7 0 1' PROJECT: Four Seasons Resort, Vail, Colorado PROJECT# 7083 CALCULATED BY: DATE: Apr-06 Story Item Load Point X Y 2 DrI1U( DrIftY Total Drift Story Height Inter Story Disp (in) N.L. inter Story Disp (in) / Drift 10TH Max Drift X EQX 167 1746 -741 1060 0.0005 0.0005 10 0.056 0.21 10TH Max Drift Y EQX 116 3984 -1357.5 1080 0.0001 10TH Max Drift X EQY 307 3258 447 1080 0.0001 0.0006 10 0.078 0.30 10TH Max Drift Y EQY 116 3984 -1357.5 1080 0.0006 9TH Max Drift X EQX 56 3137 -2127 960 0.0006 0.0006 10 0.077 0.30 9TH Max Drift Y EQX 185 4764 -661.5 960 0.0002 9TH Max Drift X EQY 56 3137 -2127 960 0.0001 0.0006 10 0.066 0.26 9TH Max Drift Y EQY 128 3436.5 -1347 960 0.0005 8TH Max Drift X EQX 218 2472 -278.5 840 0.0007 0.0007 10 0.085 0.33 8TH Max Drift Y EOX 35 3629.58 -2466.272 840 0.0002 8TH Max Drift X EQY 10 2749.281 -2934.335 840 0.0002 0.0006 10 0.067 0.26 8TH Max Drift Y EQY 50 552 -2127 840 0.0005 7TH Max Drift X EQX 216 1242 -278.5 720 0.0007 0.0007 10 0.084 0.32 7TH Max Drift Y EQX 213 0 -278.5 720 0.0002 7TH Max Drift X EQY 7 3500.073 -3094.341 720 0.0002 0.0006 10 0.069 0.27 7TH Max Drift Y EQY 39 2463.5 -2396.859 720 0.0005 6TH Max Drift X EQX 227 4374 -278.5 600 0.0005 0.0006 10 0.068 0.26 6TH Max Drift Y EQX 130 0 -1167 600 0.0001 6TH Max Drift X EQY 1 3397.45 -3430.004 600 0.0001 0.0005 10 0.062 0.24 6TH Max DriftY EQY 133 5134.5 -1148 600 0.0005 5TH Max Drift X EQX 21 0 -2781 480 0.0002 0.0003 10 0.038 0.15 5TH Max Drift Y EQX 213 0 -278.5 480 0.0002 5TH Max Drift X EQY 120 5288 -1357.5 480 0.0001 0.0004 10 0.054 0.21 5TH Max Drift Y EQY 213 0 -278.5 480 0.0004 4TH Max Drift X EQX 12 734.5 -2902.5 360 0.0002 0.0003 10 0.031 0.12 4TH Max Drift Y EQX 21 0 -2781 360 0.0001 4TH Max DnftX EQY 119 5134.5 -1357.5 360 0.0001 0.0004 10 0.045 0.17 4TH Max Drift Y EQY 203 1746 -363 360 0.0004 3RD Max Drift X EQX 49 234 .2127 240 0.0001 0.0001 10 0.007 0.03 3RD Max Drift Y EQX 10 2749.281 -2934.335 240 0.0000 3RD Max Drift X EQY 52 1140 -2127 240 0.0000 0.0001 10 0.013 0.05 3RD Max Drift Y EQY 79 1746 -1707 240 0.0001 2ND Max Drift X EQX 233 5051.326 -104.578 120 0.0000 0.0000 10 0.005 0.02 2ND Max Drift Y FOX 403 687 -2643 120 0.0000 2ND Max DriftX EQY 401 552 -2600 120 0.0000 0.0001 10 0.011 0.04 2ND Max Drift Y EQY 215 906 -278.5 120 0.0001 MAXIMUM DRIFT - No Factor MAXIMUM NONLINEAR DRIFT v.ww u.vuuo u.uuw / 0.00071 ^ oM=0.7xRn ~ T= 0.75 sec Drift Limit 0.02 x H 0.003 0„ D/C = 0.14 S~II ow u.aa in MAX CA X 6S MAX 500 ETABS v8.5.7 File:FOUR SEASON HOTEL VAIL UnitsCip-in May 9, 2006 19:18 PAGE 1 S T 0 R Y D A T A STORY SIMILAR TO HEIGHT ELEVATION ROOF None 120.000 1200.000 10TH None 120.000 1080.000 9TH None 120.000 960.000 8TH None 120.000 840.000 7TH None 120.000 720.000 6TH None 120.000 600.000 5TH None 120.000 480.000 4TH None 120.000 360.000 3RD None 120.000 240.000 2ND None 120.000 120.000 BASE None 0.000 ETABS v8.5.7 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 9, 2006 19:18 PAGE 2 S T A T I C L 0 A D C A S E S STATIC CASE AUTO LAT SELF WT CASE TYPE LOAD MULTIPLIER DEAD DEAD N/A 1.0000 LIVE LIVE N/A 0.0000 EQX QUAKE IBC2000 0.0000 EQY QUAKE IBC2000 0.0000 ROOFDEAD DEAD N/A 0.0000 SUPERDEAD DEAD N/A 0.0000 EXTWDEAD DEAD N/A 0.0000 LATEARTHP OTHER N/A 0.0000 EQXP QUAKE IBC2000 0.0000 EQXN QUAKE IBC2000 0.0000 EQYP QUAKE IBC2000 0.0000 EQYN QUAKE IBC2000 0.0000 ETABS v8.5.7 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 9, 2006 19:18 PAGE 3 A U T 0 S E I S M I C I B C 2 0 0 0 Case: EQX AUTO SEISMIC INPUT DATA Direction: X Typical Eccentricity = 5% Eccentricity Overrides: No Period Calculation: Program Calculated Ct = 0.02 (in feet units) Top Story: ROOF Bottom Story: 3RD R = 4.5 Seismic Group Type = I Site Class = C I, the occupancy importance factor, is from IBC2000 Table 1613.1.4 I = 1 501 Ss = 0.35g Opp, S1 = 0.08g Fa = 1.2 Fv = 1.7 hn = 960.000 (Building Height) AUTO SEISMIC CALCULATION FORMULAS Sds = 2 Fa Ss / 3 Shc = 2 Fv S1 / 3 Ta = Ct (hn^(3/4)) Cu is linearly interpolated from IBC2000 Table 1613.4.9.2 If Tetabs Cu * Ta then T = Tetabs, else T = Cu * Ta Cs = Sds I / R (Eqn. 1) Cs Shc I / (R T) (Eqn. 2) Cs 0.044 Sds I (Eqn. 3) V = Cs W k = exponent applied to story height when distributing shear over the building height If T 0.5 sec, then k = 1 If 0.5 < T < 2.5 sec, then k = 0.5T + 0.75 If T 2.5 sec, then k = 2 AUTO SEISMIC CALCULATION RESULTS Sds = 0.2800g Shc = 0.0907g The Seismic Design Cateaorv is determined based on worst case of IBC2000 Tables 1613.1-1 and 1613.1-2 Seismic Design Category = B Ta = 0.5350 sec Cu = 1.7000 T Used = 0.7768 sec Cs (Eqn 1) = 0.0622 Cs (Eqn 2) = 0.0259 Cs (Eqn 3) = 0.0123 Cs Used = 0.0259 W Used = 53304.83 V Used = 0.0259W = 1382.68 K Used = 1.1384 AUTO SEISMIC STORY FORCES STORY FX FY FZ MX MY MZ n 502 ROOF 0.00 0.00 0.00 0.000 0.000 0.000 10TH 251.23 0.00 0.00 0.000 0.000 240601.203 9TH 225.78 0.00 0.00 0.000 0.000 214637.290 8TH 269.95 0.00 0.00 0.000 0.000 354783.314 7TH 249.67 0.00 0.00 0.000 0.000 361772.396 6TH 160.16 0.00 0.00 0.000 0.000 276730.173 5TH 172.71 0.00 0.00 0.000 -163.498 197681.086 4TH 53.16 0.00 0.00 0.000 -74.273 71120.000 3RD 0.00 0.00 0.00 0.000 0.000 0.000 2ND 0.00 0.00 0.00 0.000 0.000 0.000 ETABS v8.5.7 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 9, 2006 19:18 PAGE 4 A U T 0 S E I S M I C I B C 2 0 0 0 Case: EQY AUTO SEISMIC INPUT DATA Direction: Y Typical Eccentricity = 50 Eccentricity Overrides: No Period Calculation: Program Calculated Ct = 0.02 (in feet units) Top Story: ROOF Bottom Story: 3RD R = 4.5 Seismic Group Type = I Site Class = C I, the occupancy importance factor, is from IBC2000 Table 1613.1.4 I = 1 Ss = 0.35g S1 = 0.08g Fa = 1.2 Fv = 1.7 hn = 960.000 (Building Height) AUTO SEISMIC CALCULATION FORMULAS Sds = 2 Fa Ss / 3 Shc = 2 Fv S1 / 3 Ta = Ct (hn^(3/4)) Cu is linearly interpolated from IBC2000 Table 1613.4.9.2 If Tetabs Cu * Ta then T = Tetabs, else T = Cu * Ta 503 APP Cs = Sds I / R (Eqn. 1) Cs Shc I / (R T) (Eqn. 2) Cs 0.044 Sds I (Eqn. 3) V = Cs W k = exponent applied to story height when distributing shear over the building height If T 0.5 sec, then k = 1 If 0.5 < T < 2.5 sec, then k = 0.5T + 0.75 If T 2.5 sec, then k = 2 AUTO SEISMIC CALCULATION RESULTS Sds = 0.2800g Shc = 0.0907g The Seismic Design Category is determined based on worst case of IBC2000 Tables 1613.1-1 and 1613.1-2 Seismic Design Category = B Ta = 0.5350 sec Cu = 1.7000 T Used = 0.8338 sec Cs (Eqn 1) = 0.0622 Cs (Eqn 2) = 0.0242 Cs (Eqn 3) = 0.0123 Cs Used = 0.0242 W Used = 53304.83 V Used = 0.0242W = 1288.02 K Used = 1.1669 AUTO SEISMIC STORY FORCES STORY FX FY FZ MX MY MZ ROOF 0.00 0.00 0.00 0.000 0.000 0.000 10TH 0.00 237.52 0.00 0.000 0.000 500675.148 9TH 0.00 212.52 0.00 0.000 0.000 519834.005 8TH 0.00 252.78 0.00 0.000 0.000 591267.833 7TH 0.00 232.31 0.00 0.000 0.000 567911.673 6TH 0.00 147.80 0.00 0.000 0.000 376300.806 5TH 0.00 157.55 0.00 149.145 0.000 374299.360 4TH 0.00 47.55 0.00 66.425 0.000 100427.111 3RD 0.00 0.00 0.00 0.000 0.000 0.000 504 2ND 0.00 0.00 0.00 0.000 0.000 0.000 STABS v8.5.7 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 9, 2006 19:18 PAGE 5 A U T 0 S E I S M I C I B C 2 0 0 0 Case: EQXP AUTO SEISMIC INPUT DATA Direction: X + EccY Typical Eccentricity = 5% Eccentricity Overrides: No Period Calculation: Program Calculated Ct = 0.02 (in feet units) Top Story: ROOF Bottom Story: 3RD R = 4.5 Seismic Group Type = I Site Class = C I, the occupancy importance factor, is from IBC2000 Table 1613.1.4 I = 1 Ss = 0.358 S1 = 0.08g Fa = 1.2 Fv = 1.7 hn = 960.000 (Building Height) AUTO SEISMIC CALCULATION FORMULAS Sds = 2 Fa Ss / 3 Shc = 2 Fv Sl / 3 Ta = Ct (hn^(3/4)) Cu is linearly interpolated from IBC2000 Table 1613.4.9.2 If Tetabs Cu * Ta then T = Tetabs, else T = Cu * Ta Cs = Sds I / R (Eqn. 1) Cs Shc I / (R T) (Eqn. 2) Cs 0.044 Sds I (Eqn. 3) V = Cs W k = exponent applied to story height when distributing shear over the building height If T 0.5 sec, then k = 1 If 0.5 < T < 2.5 sec, then k = 0.5T + 0.75 If T 2.5 sec, then k = 2 AUTO SEISMIC CALCULATION RESULTS Sds = 0.2800g Shc = 0.0907g 505 The Seismic Design Category is determined based on worst case of IBC2000 Tables 1613.1-1 and 1613.1-2 Seismic Design Category = B Ta = 0.5350 sec Cu = 1.7000 T Used = 0.7768 sec Cs (Eqn 1) = 0.0622 Cs (Eqn 2) = 0.0259 Cs (Eqn 3) = 0.0123 Cs Used = 0.0259 W Used = 53304.83 V Used = 0.0259W = 1382.68 K Used = 1.1384 AUTO SEISMIC STORY FORCES STORY FX FY FZ MX MY MZ ROOF 0.00 0.00 0.00 0.000 0.000 0.000 10TH 251.23 0.00 0.00 0.000 0.000 240601.203 9TH 225.78 0.00 0.00 0.000 0.000 214637.290 8TH 269.95 0.00 0.00 0.000 0.000 354783.314 7TH 249.67 0.00 0.00 0.000 0.000 361772.396 6TH 160.16 0.00 0.00 0.000 0.000 276730.173 5TH 172.71 0.00 0.00 0.000 -163.498 197681.086 4TH 53.16 0.00 0.00 0.000 -74.273 71120.000 3RD 0.00 0.00 0.00 0.000 0.000 0.000 2ND 0.00 0.00 0.00 0.000 0.000 0.000 ETABS v8.5.7 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 9, 2006 19:18 PAGE 6 A U T 0 S E I S M I C I B C 2 0 0 0 Case: EQXN AUTO SEISMIC INPUT DATA Direction: X - EccY Typical Eccentricity = 5% Eccentricity Overrides: No Period Calculation: Program Calculated Ct = 0.02 (in feet units) 506 Top Story: ROOF Bottom Story: 3RD R = 4.5 Seismic Group Type = I Site Class = C I, the occupancy importance factor, is from IBC2000 Table 1613.1.4 I = 1 Ss = 0.35g S1 = 0.08g Fa = 1.2 Fv = 1.7 hn = 960.000 (Building Height) AUTO SEISMIC CALCULATION FORMULAS Sds = 2 Fa Ss / 3 Shc = 2 Fv Sl / 3 Ta = Ct (hn^(3/4)) Cu is linearly interpolated from IBC2000 Table 1613.4.9.2 If Tetabs Cu * Ta then T = Tetabs, else T = Cu * Ta Cs = Sds I / R Cs Shc I / (R T) Cs 0.044 Sds I (Eqn. 1) (Eqn. 2) (Eqn. 3) v=Csw k = exponent applied to story height when distributing shear over the building height If T 0.5 sec, then k = 1 If 0.5 < T < 2.5 sec, then k = 0.5T + 0.75 If T 2.5 sec, then k = 2 AUTO SEISMIC CALCULATION RESULTS Sds = 0.2800g Shc = 0.0907g The Seismic Design Category is determined based on worst case of IBC2000 Tables 1613.1-1 and 1613.1-2 Seismic Design Category = B Ta = 0.5350 sec Cu = 1.7000 T Used = 0.7768 sec Cs (Eqn 1) = 0.0622 Cs (Eqn 2) = 0.0259 Cs (Eqn 3) = 0.0123 Cs Used = 0.0259 W Used = 53304.83 V Used = 0.0259W = 1382.68 507 K Used = 1.1384 AUTO SEISMIC STORY FORCES STORY FX FY FZ MX MY MZ ROOF 0.00 0.00 0.00 0.000 0.000 0.000 10TH 251.23 0.00 0.00 0.000 0.000 240601.203 9TH 225.78 0.00 0.00 0.000 0.000 214637.290 8TH 269.95 0.00 0.00 0.000 0.000 354783.314 7TH 249.67 0.00 0.00 0.000 0.000 361772.396 6TH 160.16 0.00 0.00 0.000 0.000 276730.173 5TH 172.71 0.00 0.00 0.000 -163.498 197681.086 4TH 53.16 0.00 0.00 0.000 -74.273 71120.000 3RD 0.00 0.00 0.00 0.000 0.000 0.000 2ND 0.00 0.00 0.00 0.000 0.000 0.000 ETABS v8.5.7 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 9, 2006 19:18 PAGE 7 A U T 0 S E I S M I C I B C 2 0 0 0 Case: EQYP AUTO SEISMIC INPUT DATA Direction: Y + EccX Typical Eccentricity = 50 Eccentricity Overrides: No Period Calculation: Program Calculated Ct = 0.02 (in feet units) Top Story: ROOF Bottom Story: 3RD R = 4.5 Seismic Group Type = I Site Class = C I, the occupancy importance factor, is from IBC2000 Table 1613.1.4 I = 1 Ss = 0.35g S1 = 0.08g Fa = 1.2 Fv = 1.7 hn = 960.000 {Building Height) 508 AUTO SEISMIC CALCULATION FORMULAS Sds = 2 Fa Ss / 3 Shc = 2 Fv S1 / 3 Ta = Ct (hn^(3/4)) Cu is linearly interpolated from IBC2000 Table 1613.4.9.2 If Tetabs Cu * Ta then T = Tetabs, else T = Cu * Ta Cs = Sds I / R (Eqn. 1) Cs Shc I / (R T) (Eqn. 2) Cs 0.044 Sds I (Eqn. 3) V = Cs W k = exponent applied to story height when distributing shear over the building height If T 0.5 sec, then k = 1 If 0.5 < T < 2.5 sec, then k = 0.5T + 0.75 If T 2.5 sec, then k = 2 AUTO SEISMIC CALCULATION RESULTS Sds = 0.2800g Shc = 0.09078 The Seismic Design Category is determined based on worst case of IBC2000 Tables 1613.1-1 and 1613.1-2 Seismic Design Category = B Ta = 0.5350 sec Cu = 1.7000 T Used = 0.8338 sec Cs (Eqn 1) = 0.0622 Cs (Eqn 2) = 0.0242 Cs (Eqn 3) = 0.0123 Cs Used = 0.0242 W Used = 53304.83 V Used = 0.0242W = 1288.02 K Used = 1.1669 AUTO SEISMIC STORY FORCES STORY FX FY FZ MX MY MZ ROOF 0.00 0.00 0.00 0.000 0.000 0.000 10TH 0.00 237.52 0.00 0.000 0.000 500675.148 9TH 0.00 212.52 0.00 0.000 0.000 519834.005 8TH 0.00 252.78 0.00 0.000 0.000 591267.833 7TH 0.00 232.31 0.00 0.000 0.000 509 567911.673 6TH 0.00 147.80 0.00 0.000 0.000 376300.806 5TH 0.00 157.55 0.00 149.145 0.000 374299.360 4TH 0.00 47.55 0.00 66.425 0.000 100427.111 3RD 0.00 0.00 0.00 0.000 0.000 0.000 2ND 0.00 0.00 0.00 0.000 0.000 0.000 ETABS v8.5.7 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 9, 2006 19:18 PAGE 8 A U T 0 S E I S M I C I B C 2 0 0 0 Case: EQYN AUTO SEISMIC INPUT DATA Direction: Y - EccX Typical Eccentricity = 5% Eccentricity Overrides: No Period Calculation: Program Calculated Ct = 0.02 (in feet units) Top Story: ROOF Bottom Story: 3RD R = 4.5 Seismic Group Type = I Site Class = C I, the occupancy importance factor, is from IBC2000 Table 1613.1.4 I = 1 Ss = 0.35g Sl = 0.08g Fa = 1.2 Fv = 1.7 hn = 960.000 (Building Height) AUTO SEISMIC CALCULATION FORMULAS Sds = 2 Fa Ss / 3 Shc = 2 Fv Sl / 3 Ta = Ct (hn^(3/4)) Cu is linearly interpolated from IBC2000 Table 1613.4.9.2 If Tetabs Cu * Ta then T = Tetabs, else T = Cu * Ta Cs = Sds I / R Cs Shc I / (R T) Cs 0.044 Sds I (Eqn. 1) (Eqn. 2) (Eqn. 3) V = Cs W k = exponent applied to story height when distributing shear over the building height 510 If T 0.5 sec, then k = 1 If 0.5 < T < 2.5 sec, then k = 0.5T + 0.75 If T 2.5 sec, then k = 2 AUTO SEISMIC CALCULATION RESULTS Sds = 0.2800g Shc = 0.0907g The Seismic Design Category is determined based on worst case of IBC2000 Tables 1613.1-1 and 1613.1-2 Seismic Design Category = B Ta = 0.5350 sec Cu = 1.7000 T Used = 0.8338 sec Cs (Eqn 1) = 0.0622 Cs (Eqn 2) = 0.0242 Cs (Eqn 3) = 0.0123 Cs Used = 0.0242 W Used = 53304.83 V Used = 0.0242W = 1288.02 K Used = 1.1669 AUTO SEISMIC STORY FORCES STORY FX FY FZ MX MY MZ ROOF 0.00 0.00 0.00 0.000 0.000 0.000 10TH 0.00 237.52 0.00 0.000 0.000 500675.148 9TH 0.00 212.52 0.00 0.000 0.000 519834.005 8TH 0.00 252.78 0.00 0.000 0.000 591267.833 7TH 0.00 232.31 0.00 0.000 0.000 567911.673 6TH 0.00 147.80 0.00 0.000 0.000 376300.806 5TH 0.00 157.55 0.00 149.145 0.000 374299.360 4TH 0.00 47.55 0.00 66.425 0.000 100427.111 3RD 0.00 0.00 0.00 0.000 0.000 0.000 2ND 0.00 0.00 0.00 0.000 0.000 0.000 ETABS v8.5.7 File:FOUR SEAS ON HOTEL VAIL Units:Kip-in May 9, 2006 19:18 PAGE 9 M A S S S O U R C E D A T A MASS LATERAL LUMP MASS FROM MASS ONLY AT S TORIES 511 Masses & LoaYes Yes M A S S S O U R C E L 0 A D S LOAD MULTIPLIER ROOFDEAD 1.0000 SUPERDEAD 1.0000 EXTWDEAD 1.0000 ETABS v8.5.7 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 9, 2006 19:18 PAGE 10 A S S E M B L E D P O I N T M A S S E S STORY UX UY UZ RX RY RZ ROOF 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 10TH 11.505864 11.505864 0.000000 0.000000 0.000000 0.000000 9TH 12.323986 12.323986 0.000000 0.000000 0.000000 0.000000 8TH 18.133676 18.133676 0.000000 0.000000 0.000000 0.000000 7TH 21.621634 21.621634 0.000000 0.000000 0.000000 0.000000 6TH 19.243970 19.243970 0.000000 0.000000 0.000000 0.000000 5TH 32.924355 32.924355 0.000000 0.000000 0.000000 0.000000 4TH 22.310253 22.310253 0.000000 0.000000 0.000000 0.000000 3RD 35.049283 35.049283 0.000000 0.000000 0.000000 0.000000 2ND 27.920268 27.920268 0.000000 0.000000 0.000000 0.000000 BASE 3.984120 3.984120 0.000000 0.000000 0.000000 0.000000 Totals 205.017408 05.017408 0.000000 0.000000 0.000000 0.000000 ( ~ 9 1. % - 3. 3 IA- ETABS v8.5.7 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 9, 2006 19:18 PAGE 11 M 0 D A L P E R I O D S A N D F R E Q U E N C I E S MODE PERIOD FREQUENCY CIRCULAR FREQ NUMBER (TIME) (CYCLES/TIME) (RADIANS/TIME) 512 Mode 1 0.83383 7.53532 Mode 2 767 8.08907 Mode 3 840 9.69029 Mode 4 0.39437 15.93224 Mode 5 0.32130 19.55526 Mode 6 21.45926 Mode 7 21.81680 Mode 8 21.84048 Mode 9 21.99633 Mode 10 22.15225 Mode 11 23.88887 Mode 12 25.99972 ETABS v8.5.7 File: OUR S M O D A L P A R T I C I P MODE X-TRANS ROTN RZ-ROTN NUMBER %MA S <SUM> <SUM> %MASS <SUM> Mode 1 1.8 < 2> < 4> 1.01 < Mode 2 24.62 26> < 59> 7.61 < Mode 3 12.54 < 39> < 82> 23.57 < 32> Mode 4 0.02 < 39> < 82> 1.42 < 34> Mode 5 5.28 < 44> < 84> 8.56 < 42> Mode 6 0.00 < 44> < 84> 0.00 < 42> Mode 7 0.51 < 45> < 85> 0.53 < 43> Mode 8 0.76 < 46> < 85> 0.66 < 43> Mode 9 0.01 < 46> < 85> 0.00 < 43> Mode 10 0.07 < 46> < 85> 0.01 < 43> Mode 11 3.34 < 49> < 87> 0.06 < 43> Mode 12 0.02 < 49> < 87> 0.04 < 43> 0.29280 0.28800 0.28769 0.28565 0.28364 0.26302 0.24166 1.19928 1.28742 1.54226 2.53569 3.11232 3.41535 3.47225 3.47602 3.50083 3.52564 3.80203 4.13798 HOTEL VAIL Units:Kip-in May 9, 2006 19:18 PAGE 12 T I N G M A S S R A T I O S Y-TRANS Z-TRANS RX-ROTN RY- MASS <SUM> %MASS <S UM> %MASS <SUM> %MASS D3.44 43> 0.00 < 0> 83.48 < 83> 3.52 0.55 < 44> 0.00 < 0> 1.07 < 85> 55.50 1.29 < 45> 0.00 < 0> 2.74 < 87> 22.48 1.31 < 47> 0.00 < 0> 1.68 < 89> 0.14 0.04 < 47> 0.00 < 0> 0.08 < 89> 2.69 0.00 < 47> 0.00 < 0> 0.00 < 89> 0.00 4.84 < 51> 0.00 < 0> 1.43 < 90> 0.30 6.14 < 58> 0.00 < 0> 1.80 < 92> 0.45 0.03 < 58> 0.00 < 0> 0.01 < 92> 0.00 0.10 < 58> 0.00 < 0> 0.03 < 92> 0.04 8.75 < 66> 0.00 < 0> 3.38 < 96> 2.35 0.00 < 66> 0.00 < 0> 0.00 < 96> 0.00 ETABS v8.5.7 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 9, 2006 19:18 PAGE 13 M 0 D A L L 0 A D P A R T I C I P A T I O N R A T I O S (STATIC AND DYNAMIC RATIOS ARE IN PERCENT) 513 TYPE NAME STATIC DYNAMIC Load DEAD 0.1699 0.0000 Load LIVE 0.1698 0.0016 Load EQX 99.8624 96.9166 Load EQY 99.9850 99.3649 Load ROOFDEAD 0.1502 0.0000 Load SUPERDEAD 0.2351 0.0001 Load EXTWDEAD 0.0642 0.0000 Load LATEARTHP 33.5141 1.0014 Load EQXP 99.8624 96.9166 Load EQXN 99.8624 96.9166 Load EQYP 99.9850 99.3649 Load EQYN 99.9850 99.3649 Accel UX 96.2589 49.0076 Accel UY 98.4712 66.4922 Accel UZ 0.0000 0.0000 Accel RX 99.8641 95.6861 Accel RY 99.3313 87.4834 Accel RZ 126.6961 43.4772 ETABS v8.5.7 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 9, 2006 19:18 PAGE 14 TOTAL REACTIVE FORCES (RECOVERED LOADS) AT ORIGIN LOAD FX FY FZ MX MY MZ DEAD 0.00 0.00 67441.89 -79949070.3-158782175.9 0.061 LIVE 0.00 0.00 36421.97 -39034034.9 -81959929.1 0.040 EQX -1382.6 0.00 I 0.00 0.005-1092506.156- 1717325.440 J EQY 0.00 -1288.02 0.00 1021342.698 -0.004- 3030715.411 ROOFDEAD 0.00 0.00 2458.06 -4155376.87 -5832877.72 0.002 SUPERDEAD 0.00 0.00 7421.85 -9056984.20- 17662748.32 0.011 EXTWDEAD 0.00 0.00 2064.63-2892456.512 -4863500.15 0.004 LATEARTHP 0.00 3970.00 0.00- 1310099.935 0.003 9456539.585 EQXP -1382.68 0.00 0.00 0.005-1092506.156- 1717325.440 EQXN -1382.68 0.00 0.00 0.005- 1092506.156- 1717325.440 EQYP 0.00 -1288.02 0.00 1021342.698 -0.004- 3030715.411 EQYN 0.00 -1288.02 0.00 1021342.698 -0.004- 3030715.411 ETABS v8.5.7 File:FOUR SEASON HOTEL VA IL Units: Kip-in May 9, 2006 19:18 PAGE 15 S T 0 R Y F O R C E S STORY LOAD P VX VY T MX MY ROOF EQX 0.00 0.00 0.00 0.000 514 0.000 0.000 10TH EQX 0.00 -251.23 0.00 -240601.203 0.000 -30147.652 9TH EQX 0.00 -477.01 0.00 -455238.493 0.000 -87389.415 8TH EQX 0.00 -746.97 0.00 -810021.811 0.000 -177025.701 7TH EQX 0.00 -996.64 0.00-1171794.204 0.001 -296622.850 6TH EQX 0.00 -1156.80 0.00-1448524.379 0.002 -435439.111 5TH EQX 0.00 -1329.51 0.00-1646205.440 0.003 -594817.042 4TH EQX 0.00 -1382.68 0.00-1717325.440 0.003 -760663.899 3RD EQX 0.24 -1191.01 7.68-1156967.619 14789.004 -837118.320 2ND EQX -76.57 -1012.36 30.15 -574412.850 180350.652 -820097.667 ROOF EQY 0.00 0.00 0.00 0.000 0.000 0.000 10TH EQY 0.00 0.00 -237.52 -500675.148 28502.155 0.000 9TH EQY 0.00 0.00 -450.04-1020509.151 82507.143 0.000 8TH EQY 0.00 0.00 -702.82-1611776.958 166845.821 0.000 7TH EQY 0.00 0.00 -935.13-2179688.529 279061.245 0.000 6TH EQY 0.00 0.00 -1082.93-2555989.172 409012.650 -0.001 5TH EQY 0.00 0.00 -1240.48-2930288.357 557720.673 -0.002 4TH EQY 0.00 0.00 -1288.02-3030715.410 712217.065 -0.003 3RD EQY 7.48 -106.29 -784.26-1674265.517 681271.959 -75191.781 2ND EQY 105.40 -50.47 -529.82 -982656.283 471240.822 -211537.476 ROOF EQXP 0.00 0.00 0.00 0.000 0.000 0.000 10TH EQXP 0.00 -251.23 0.00 -240601.203 0.000 -30147.652 9TH EQXP 0.00 -477.01 0.00 -455238.493 0.000 -87389.415 8TH EQXP 0.00 -746.97 0.00 -810021.811 0.000 -177025.701 7TH EQXP 0.00 -996.64 0.00-1171794.204 0.001 -296622.850 6TH EQXP 0.00 -1156.80 0.00-1448524.379 0.002 -435439.111 5TH EQXP 0.00 -1329.51 0.00-1646205.440 0.003 -594817.042 4TH EQXP 0.00 -1382.68 0.00-1717325.440 0.003 -760663.899 3RD EQXP 0.24 -1191.01 7.68-1156967.619 14789.004 -837118.320 2ND EQXP -76.57 -1012.36 30.15 -574412.850 180350.652 -820097.667 ROOF EQXN 0.00 0.00 0.00 0.000 0.000 0.000 10TH EQXN 0.00 -251.23 0.00 -240601.203 0.000 -30147.652 515 9TH EQXN 0.00 -477.01 0.00 -455238.493 0.000 -87389.415 8TH EQXN 0.00 -746.97 0.00 -810021.811 0.000 -177025.701 7TH EQXN 0.00 -996.64 0.00-1171794.204 0.001 -296622.850 6TH EQXN 0.00 -1156.80 0.00-1448524.379 0.002 -435439.111 5TH EQXN 0.00 -1329.51 0.00-1646205.440 0.003 -594817.042 4TH EQXN 0.00 -1382.68 0.00-1717325.440 0.003 -760663.899 3RD EQXN 0.24 -1191.01 7.68-1156967.619 14789.004 -837118.320 2ND EQXN -76.57 -1012.36 30.15 -574412.850 180350.652 -820097.667 ROOF EQYP 0.00 0.00 0.00 0.000 0.000 0.000 10TH EQYP 0.00 0.00 -237.52 -500675.148 28502.155 0.000 9TH EQYP 0.00 0.00 -450.04-1020509.151 82507.143 0.000 8TH EQYP 0.00 0.00 -702.82-1611776.958 166845.821 0.000 7TH EQYP 0.00 0.00 -935.13-2179688.529 279061.245 0.000 6TH EQYP 0.00 0.00 -1082.93-2555989.172 409012.650 -0.001 5TH EQYP 0.00 0.00 -1240.48-2930288.357 557720.673 -0.002 4TH EQYP 0.00 0.00 -1288.02-3030715.410 712217.065 -0.003 3RD EQYP 7.48 -106.29 -784.26-1674265.517 681271.959 -75191.781 2ND EQYP 105.40 -50.47 -529.82 -982656.283 471240.822 -211537.476 ROOF EQYN 0.00 0.00 0.00 0.000 0.000 0.000 10TH EQYN 0.00 0.00 -237.52 -500675.148 28502.155 0.000 9TH EQYN 0.00 0.00 -450.04-1020509.151 82507.143 0.000 8TH EQYN 0.00 0.00 -702.82-1611776.958 166845.821 0.000 7TH EQYN 0.00 0.00 -935.13-2179688.529 279061.245 0.000 6TH EQYN 0.00 0.00 -1082.93-2555989.172 409012.650 -0.001 5TH EQYN 0.00 0.00 -1240.48-2930288.357 557720.673 -0.002 4TH EQYN 0.00 0.00 -1288.02-3030715.410 712217.065 -0.003 3RD EQYN 7.48 -106.29 -784.26-1674265.517 681271.959 -75191.781 2ND EQYN 105.40 -50.47 -529.82 -982656.283 471240.822 -211537.476 ETABS v8.5.7 File:FOUR SEASON HOTEL VAIL Units:K ip-in May 9, 2006 19:18 PAGE 16 STORY DRIFTS STORY DIRECTION LOAD MAX DRIFT 516 10TH X EQX 1/1831 10TH Y EQX 1/8936 9TH X EQX 1/1206 9TH Y EQX 1/5478 8TH X EQX 1/1345 8TH Y EQX 1/3669 7TH X EQX 1/1650 7TH Y EQX 1/5259 6TH X EQX 1/1640 6TH Y EQX 1/5630 5TH X EQX 1/3828 5TH Y EQX 1/4403 4TH X EQX 1/3747 4TH Y EQX 1/9113 3RD X EQX 1/17261 3RD Y EQX 1/33195 2ND X EQX 1/33397 2ND Y EQX 1/33544 10TH X EQY 1/6232 10TH Y EQY 1/1146 9TH X EQY 1/5534 9TH Y EQY 1/1593 8TH X EQY 1/4530 8TH Y EQY 1/1572 7TH X EQY 1/3566 7TH Y EQY 1/1693 6TH X EQY 1/7059 6TH Y EQY 1/1739 5TH X EQY 1/7320 5TH Y EQY 1/2050 4TH X EQY 1/7786 4TH Y EQY 1/2554 3RD X EQY 1/31997 3RD Y EQY 1/10278 2ND X EQY 1/50097 2ND Y EQY 1/7594 10TH X EQXP 1/1831 10TH Y EQXP 1/8936 9TH X EQXP 1/1206 9TH Y EQXP 1/5478 8TH X EQXP 1/1345 8TH Y EQXP 1/3669 7TH X EQXP 1/1650 7TH Y EQXP 1/5259 6TH X EQXP 1/1640 6TH Y EQXP 1/5630 5TH X EQXP 1/3828 5TH Y EQXP 1/4403 4TH X EQXP 1/3747 4TH Y EQXP 1/9113 3RD X EQXP 1/17261 3RD Y EQXP 1/33195 2ND X EQXP 1/33397 2ND Y EQXP 1/33544 10TH X EQXN 1/1831 10TH Y EQXN 1/8936 9TH X EQXN 1/1206 9TH Y EQXN 1/5478 8TH X EQXN 1/1345 8TH Y EQXN 1/3669 7TH X EQXN 1/1650 7TH Y EQXN 1/5259 6TH X EQXN 1/1640 517 6TH Y EQXN 1/5630 5TH X EQXN 1/3828 5TH Y EQXN 1/4403 4TH X EQXN 1/3747 4TH Y EQXN 1/9113 3RD X EQXN 1/17261 3RD Y EQXN 1/33195 2ND X EQXN 1/33397 2ND Y EQXN 1/33544 10TH X EQYP 1/6232 10TH Y EQYP 1/1146 9TH X EQYP 1/5534 9TH Y EQYP 1/1593 8TH X EQYP 1/4530 8TH Y EQYP 1/1572 7TH X EQYP 1/3566 7TH Y EQYP 1/1693 6TH X EQYP 1/7059 6TH Y EQYP 1/1739 5TH X EQYP 1/7320 5TH Y EQYP 1/2050 4TH X EQYP 1/7786 4TH Y EQYP 1/2554 3RD X EQYP 1/31997 3RD Y EQYP 1/10278 2ND X EQYP 1/50097 2ND Y EQYP 1/7594 10TH X EQYN 1/6232 10TH Y EQYN 1/1146 9TH X EQYN 1/5534 9TH Y EQYN 1/1593 8TH X EQYN 1/4530 8TH Y EQYN 1/1572 7TH X EQYN 1/3566 7TH Y EQYN 1/1693 6TH X EQYN 1/7059 6TH Y EQYN 1/1739 5TH X EQYN 1/7320 5TH Y EQYN 1/2050 4TH X EQYN 1/7786 4TH Y EQYN 1/2554 3RD X EQYN 1/31997 3RD Y EQYN 1/10278 2ND X EQYN 1/50097 2ND Y EQYN 1/7594 518 Shear Wall Design 519 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 TABS DESIGN OUTPUT SHEAR WALL DESIGN FORCES AND REINFORCEMENTS min -959421 max 806238 FLEXURAL No of Layers = SHEAR No of Lavers = From Detailed Shear Wall Design Output FLOOR WALL Required Flexural Steel Required Shear Av B-Zone fc fy tw Length Combo (P M) Pu Mu7 Combo (P M) Pu Mu3 Combo (Shear) Vu Av Limit {(10.2) sgd(fc)) heer Steel Limit Check Min Av Ratio PLA CED UNIF REINF ORM H ORCE OP 6 VERT. MENT Ratio in"2fA Length ksi ksi in in kips kips-in kips kips-in kips DESIGN INADEQUACY MESSAGE 0 0025 MESH in2lA 87TH d P5 ~ Top 0.0025 0 3 5 60 20 20 Boundary Element Check COM826 6.564 1.307 Flexural Design C0MB26 3.106 1.233 COMB26 0 in21A 226 FLOOR 8TH WALL P5 tw (in) 20 . Min Av (in2) 0.6 BAR #5 SPACING 12 0,62 Shear Steel (Prov lReq.) ek Bottom 0.0025 0.6 20 C0MB26 6.564 1.307 C0MS10 -0.565 0.6 0.62 1.0 7TH P5 Top B 0.0025 0 0025 0 0 6 3 5 60 20 20 C0MB22 49.758 -41.966 COMB26 17.189 16.234 COMB26 0 2.26 7TH P5 10 D.6 #5 12 0,62 ok ottom . . 20 C0MB26 20.647 -13.224 COMB10 -1.08 0.6 0.62 1.0 6TH P5 T 0 0025 0 op B . 0 0025 0 6 3 5 60 20 20 C0MB22 97.747 -43.696 C0MB26 43.879 14.241 C0MB26 0 2.26 6TH P5 20 0.6 #5 12 0.62 ax ottom . . 20 C0MB26 47.337 -9.403 C0MB70 -1.075 0.6 0.62 1.0 5T H P5 Top B 0.0025 0 3 5 60 20 20 C0MB22 142,589 -47.615 C0MB26 63.959 15,652 COMS26 0 2.28 5TH PS 20 0,8 #5 12 0.62 ok ok ottom 0,0025 0.6 20 C0MB26 67.417 -7.911 C0MB10 -1.072 0.6 0.62 4TH p5 T 0 op B tt .0025 0 0025 0 3.237 5 60 20 20 COMB10 304.89 -56.961 C0MB26 103.018 42,767 C0MB26 0 2.26 4TH P5 20 0.6 #5 12 0.62 dt o om . 0.6 20 C0MB26 106.476 -39.425 C0MB22 -0.922 0.6 0.62 t0 3RD P5 T op B 0.0025 0 0 3.716 5 60 20 20 COMB10 389.119 -73.081 COMB26 174.094 61.744 COMB26 0 2.26 3RD P5 20 0.6 #5 12 0.62 ok ottom .0025 0.6 20 C0MB26 177.552 -67.748 C0MB2 -1.632 0.6 0.62 1.J 2ND PS T 0 0025 op S d . 0 0025 0 4.678 5 60 20 20 C0MB10 558.032 -208.88 COMB26 285.787 101.76 C0MB26 0 2.26 2ND P5 10 0.6 #5 12 0,62 ok o om . 0.6 20 C0MB26 289.245 -148.88 C0MB2 -3.526 0.6 0.62 1.0 7TH P23 T 0 op B t .0025 0 0025 0 3 5 60 20 20 C0MB25101.557 -13.399 C0MB26 84,036 -27.411 C0MS26 0 2.26 7TH P23 20 0.6 #5 _72- 762 ok ot om . 0.6 20 C0MB26 87.494 13.343 C0MB9 0.948 0.6 0.62 LO 6TH P23 T 0025 0 op B tt . 0 0025 0 0 3 5 60 20 20 C0MB26 86.622 -23.395 C0MB26 83.164 10,651 COMB26 0 2.26 6TH P23 20 0.6 #5 12 0.62 01 o om , .6 20 C0MB26 86.622 -23.395 C0MB22 -1738 0,6 0.62 1rJ 5TH P23 T 0 0025 0 op B tto . 0 0025 0 6 3.398 5 60 20 20 COMS10 333.209 12151 COMB26 78.918 -38.03 C0MB26 0 2.26 5TH P23 20 0.6 #5 12 0.62 ok o m . . 20 C0MB26 89.34 35.022 C0MB22 1.078 0.6 0.62 1.J 4TH P23 T 0 0025 0 op Bottom . 0 0025 0 6 3.324 5 60 20 20 C0MB10 320.181 9.718 COMB26 78.58 -6567 C0MB26 0 2.26 4TH P23 20 0.6 #5 12 0.62 OF. . . 20 COMB26 82.038 20.368 C0M89 -1.148 0.6 0.62 13 3RD P23 To O W25 0 3 5 p B tto . 0 0025 0 6 . 3 5 60 20 20 C0MB13 356.424 19,779 C0MB26 92,717 -47.592 COMB26 0 2,26 3RD P23 10 0.6 #5 12 0.62 01., o m . . 20 C0MB26 96,175 32.908 COMB2 1.057 0.8 0.62 1.0 2ND P23 T 0 0025 op B tto . 0 0025 0 0 6 3.623 5 60 20 20 C0MB13 372107 -29.586 C0MB26 85.503 -10.869 C0MB26 0 2.26 2ND P23 20 0.6 #5 12 0.62 ox o m . . 20 C0MS26 88.961 2.006 COMB14 -0.663 06 0.62 1A 8TH P25 To 0 0025 0 p Bott . 0 0025 0 3 5 60 20 20 C0MB26 35.441 -88.734 C0MS26 31.983 87141 C0MS26 0 2.26 6TH P25 20 0,6 #5 12 0.62 ok om . ,8 20 C0MB26 35.441 -88.734 C0M810 -6.662 0.6 0.62 10 7TH P25 T 0 0026 ap Bottom , 0 0025 D 0 6 3 5 60 20 20 C0MB21 115.588 5.005 C0MB26 59.583 47.64 COMB26 0 2.25 7TH P25 20 0.6 #5 12 0.62 ok . . 20 C0MS26 63.041 -29.769 COMB10 -3.302 0.6 0.62 1.0 6TH P25 To 0 0025 0 p Bottom . 0 0025 0 6 3.222 5 60 20 20 C0MB9 302.346 .54.815 COMB26 85.601 50,455 C0MB26 0 226 6TH P25 20 0.8 #5 12 0.62 0k . . 20 C0MB26 89.059 55.179 C0MB10 -2.452 0.6 0.62 111 5TH P25 To 0 0025 0 3 919 p Bottom . 0 0025 0 6 . 5 60 20 20 C0MB9 424.663 •30.285 C0MS26 122.673 6.434 C0MB26 0 2.26 5TH P25 20 0.6 #5 12 0.62 ok . . 20 COMB26 126.131 -12.667 C0MB10 -1.537 0.6 0,62 1.11 4TH P25 To 0 0025 0 4 937 p Bottom . 0 0025 0 6 . 5 60 20 20 C0MB9 603.461 41.803 C0MB26 177.902 16.22 COMB26 0 2.26 4TH P25 20 0.6 #5 12 0.62 ok . . 20 C0MB26 181.361 47.775 C0MB13 -0.372 0.6 0.62 1.0 3RD P25 To 0 0025 0 36 73 153 4 p Bottom . 0 0025 . 0 36 . 73 5 60 12 487.684 C0MB25 669.355 -35884.33 COMB26 1024.27 -40954.8 C0MB9 185.953 1.21 3RD P25 11 0.36 #4 12 0.4 ok . . .1 3 487.684 C0MB25 719.955 -36410.49 COMB26 1078.328 - 48494.99 C0MB9 185.953 0.36 0.4 15.. 5TH P30 Ta 0 0025 0 42 N p Bottom . 0 0025 . 0 42 ot N 4 60 14 4764 C0MB13 1884.87 -3499112 C0MS26 660.995 -44280.23 C0MB22 -1293.457 1.42 5TH P30 14 0.42 #5 12 0.62 ok . . ot r 4714 C0MB13 2997,16 -218132.4 C0MB26 1333.764 - 73556.65 C0MB22 -1402.357 0.42 0.62 1.5 4TH P30 Top 0 0025 0 42 N t J 4 So e B ottom . 0 0025 . 0 42 a N t 764 C0MB1397.10461 -309.408 C0MB26 1436.413 -225520.7 C0MB10 6327.338 1.42 4TH P30 14 0.42 #5 12 0.62 ok . . o 4764 COMB13 4805.2 -798640.9 C0MB26 2047.18 -223977,8 C0MB22 -1555.427 - 0.42 - 0:62` 1.5 3RD P30 Top 0 0025 0 42 714 6 B ottom . 0 0025 . 0 42 . 114 6 4 60 14 4764 C0MB1382-14826 -66,603 COMB26 2188.673 -434613.3 C0MS22 -1223.223 1,42 3RD P30 14 0.42 95 12 062 ok . . . 4764 COMB 1317-12988 -10.786 COMB26 2788.642 -429019.7 C0MB22 1321.284 0.42 0.62 1.6 2ND P30 Top 0 0025 0 42 N t 4 60 B ottom . 0025 0 . 0 42 o N t 14 4764 C0MB13 7862,7 -692059.1 COM826 3069.749 24746.99 C0MB22 -1135.197 1.42 2ND P30 f4 0.42 #5 12 0.62 ok . . o 4764 C0MS13 9212.47 -959420.6 COMB26 3842.041 - 102643.5 C0MB10 6327.338 0,42 0.62 1.5 5TH P31 To 0 0025 0 42 N t 4 p . . o 60 14 480 C0MS9 190.428 11390.909 C0MB26 58.823 20281.463 C0MB2 -342.399 1.42 5TH P31 14 0.42 #5 12 0.62 ok ADDITIONAL EDGE REINFORCEMENT FOR FLEXURE In21A in2 #4 #5 #6 #7 #8 #9 #10 #11 Steel Area Additional Steel Edges=0.5' For Flexure 273 A-Extra 0.20 0.31 0.44 0.60 0.79 1.00 127 1.56 520 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 SHEAR WALL DESIGN FORCES AND REINFORCEMENTS TABS DESIGN OUTPUT min -959421 max 806238 From Detailed Shear Wall Design Output Required FLOOR WALL Flexural Required B-Zone f0 fy tw Length Combo Pu Mu3 Combo Pu Mu3 Combo Vu Steel Shear Av (P,M) (P.M) (Shear) Ratio In"21ft Length ksl ksl in in kips kips-in kips kips-in kips Bottom 0.0025 0.42 Not 480 COMB9 279.333 1147.058 COMB26 116.925 -17927.13 COMB2 -342.399 4TH P31 Top 0.0025 0.42 Not 4 60 14 480 COMB10 403,889 14244.766 COMB26 145.919 23647.047 COMB26 -320.234 Bottom 0.0025 0.42 Not 480 COMB10 492.794 -4736,454 COMB26 204,022 -14781.06 COMB26 320.234 3RD P31 Top 0.0025 0.42 Not 4 60 14 480 COMB10 634.964 12376.085 COMB26 249.977 30556.668 COMB26 -498.185 Bottom 0.0025 0.42 Not 480 COMB10 723.868 -2765.039 COMB26 308.08 -29225.56 COMB26 -498.185 2ND P31 Top 0.0025 0.42 Not 4 60 14 480 COMB10 698.6 13056,929 COMB26 360,208 25034.809 COMB26 -508.591 Bottom 0.0025 0.42 Not 480 COMB10 787.504 7200.713 COMB26 418.311 -35996.06 COMB26 -508.591 5TH P32 Top 0.0025 0.42 Not 4 60 14 430.5 COMB14 67.944 3802.718 COMB26 67639 7949.209 COMB22 -149.116 Bottom 0.0025 0.42 Not 430.5 COMB14 147.68 -5945.25 COMB26 119.75 -9626.431 COMB22 -149.116 4TH P32 Top 0.0025 0.42 Not 4 60 14 430.5 COMB26 201.99 8015.274 COMB26 201,99 8015.274 COMB22 -150.911 Bottom 0.0025 0.42 Not 430.5 COMB14 274259 -5769.192 COMB26 254.101 -9832.849 COMB22 -150.911 3RD P32 Top 0.0025 0.42 Not 4 60 14 645 COMB14 368,19 36113.292 COMB26 354.653 45755.285 COMS26 -482.197 Bottom 0.0025 0.42 Not 645 COMB14 487.655 16552.175 COMB26 432.729 -12108.32 COMB26 -482.197 2ND P32 Top 0,0025 0.42 Not 4 60 14 645 COMB14 522.17 26682.822 COMB26 483.098 16754.847 COMB26 -587.869 Bottom 0.0025 0.42 Not 645 COMB14 641.636 5784.399 COMB26 561.174 53789,44 COMB26 -587.869 3RD P33 Top 0.0025 0.36 Not 4 60 12 1851.5 COMB9 649.578 -32847,43 COMB26 291.13 43500.369 COMB21 442.754 Bottom 0.0025 0.36 Not 1851.5 COMBS 943.519 -14961.39 COMB26 483.233 87926.578 COMB21 442.754 2ND P33 Top 0.0025 0.36 277.725 4 60 12 1851.5 COMB13 1315.04 -7196202 COMB26 678.8 135561.59 COMB21 503.174 Bottom 0.0025 0.36 277.725 1851.5 COMB13 1608.98 -72572.13 COMB26 870.903 185259.8 COMB21 503.174 2ND P34 Top 0.0025 0.36 Not 4 60 12 2884.5 COMB10 545.611 43459.121 COMB26 208.913 -9140.643 COMB9 283.788 Bottom 0.0025 0.36 Not 2884.5 COMB10 1003.55 62049.255 COMB26 508.195 -22325.12 COMBS 283.788 2ND P35 Top 0.0025 0.36 Not 4 60 12 552 COMB13 128.56 7599.956 COMB26 35.536 893.775 COMB9 59.201 Bottom 0.0025 0.36 Not 552 COMB13 216.194 14097,821 COMB26 92.809 -660775 COMB9 59.201 2ND P36 Top 0.0025 0.36 120.75 4 60 11 805 COMB14 462,067 -57615.52 COMB26 173.484 5711.107 COMB26 -160.406 Bottom 0.0025 0.36 120.75 805 COMB14 589.867 -55997.74 COMB26 257.007 -13537.66 COMB26 -160.406 3RD P37 Top 0.0025 0.36 Not 4 60 12 121.5 COMB13 54.375 -2194.169 COMB26 3.36 7404.598 COMB26 -174.718 Bottom 0.0034 0.36 Not 121.5 COMB13 73.665 3445.203 COMB26 15.966 -13561.51 COMB26 -174.718 2ND P38 Top 0,0025 0.36 Not 4 60 12 181 COMB9 -22.961 2234.1 COMB26 -15.486 1922,646 COMB2 -13.551 Bottom 0.0025 0.36 Not 181 COMB10 6.969 635.792 COMB26 3.293 747.665 COMB2 -13.551 3RD P39 Top 0.0025 0.36 Not 4 60 12 734.5 COMB10 190701 22754.258 COMB26 70.861 -4017.592 COMB22 -253,247 Bottom 0,0025 0.36 Not 734.5 COMB10 307.309 15658.349 COMB26 147.07 -30816.92 COMB22 -253.247 2ND P39 Top 0.0025 0.36 Not 4 60 12 734.5 COMB14 285.944 -9489.621 COMS26 209.144 -18829.79 COMB22 -202.802 Bottom 0.0025 0.36 Not 734.5 COMB14 402.552 -13937.59 COMB26 285.352 -41769.42 COMS22 -202.802 3RD P40 Top 0.0025 0.36 417.15 4 60 12 2781 COMB9 2511.95 803123.18 COMB26 1266.929 374909.91 COMB26 -2057.491 Bottom 0.0025 0.36 417.15 2781 COMB9 2953.46 806237.85 COMS26 1555.473 128011.02 COMB26 -2057,491 2ND P40 Top 0.0025 0.36 Not 4 60 12 2781 COMB10 3139.87 609970.92 COMB26 1588.463 94651.475 COMB26 -2001.687 Bottom 0.0025 0.36 Not 2781 COMB10 3581.37 639227.4 COMB26 1877.007 -145550.9 COMS26 -2001.687 3RD P41 Top 0.0025 0.36 Not 4 60 12 465.5 COMB14 179.155 -2136.879 COMB26 127.741 -3226.452 COMB22 53,737 Bottom 0.0025 0.36 Not 465,5 COMB14 253.057 -1460.696 COMB26 176.04 -4224.097 COMB22 -63.737 3RD P42 Top 0.0025 0.36 Not 4 60 12 228.749 COMBS 138.199 575.231 COMB26 79.198 3192.955 COMS26 -93.482 Bottom 0.0025 0.36 Not 228.749 COMB9 174,515 705.041 COMB26 102.932 -8024.875 COMB26 -93,482 3RD P43 Top 0.0025 0.36 Not 4 60 12 138.5 COMB14 55.695 -1492.744 COMB26 39.386 -3046.637 COMB21 47.18 Bottom 0.0025 0.36 Not 138.5 COMB14 17683 80.499 COMB26 53.756 767.763 COMB21 47.18 3RD P44 Top 0.0025 0.36 Not 4 60 12 180 COMB10 74.161 1316.533 COMB26 11.14 3894.114 COMB26 -129.545 Bottom 0.0025 0.36 Not 180 COMB10 102.737 3793.889 COMB26 29.816 -11651.33 COMB26 -129.545 3RD P45 Top 0.0025 0.36 Not 4 60 12 390 COMB14 242.457 -6531-648 COMB26 126.361 -7692.988 COMB2 119.11 Bottom 0.0025 0.36 Not 390 COMB14 304.373 -481.128 COMB26 166.825 6361.322 COMB2 119.11 3RD P48 Top 0.0025 0.36 83.25 4 60 12 555 COMB9 505.566 -44739.82 COMB26 216.47 17056.483 COMB26 -588.212 Bottom 0.0025 0.36 83.25 555 COM89 593.677 -47090.19 COMB26 274.054 - 53528.97 COMS26 -888.212 Av Limit 1a2) sgrt(fc)} Shear Steel Limit Check DESIGN INADEQUACY MESSAG FLEXURAL No of Layers = 2 SHEAR No of Layers = 2 Min Av PLACED UNIFORM HOFL&VERT. Ratio REINFORCEMENT 0.42 0.62 1.5 142 4TH P31 14 0.42 #5 12 0.62 ok 0.42 0.62 1.5 1.42 3RD P31 14 0.42 #5 12 0.62 ok 0.42 0.62 Ti-- 1 42 2ND P31 14 0.42 #5 12 062 ok 0.42 0.62 15 1.42 5TH P32 14 0.42 #5 12 0.62 ok 0.42 0.62 1.5 1.42 4TH P32 14 0.42 #5 12 0.62 do 0.42 0.62 1.5 1.42 3RD P32 14 0.42 #5 12 0.62 ok 0.42 0.62 1,5 1,42 2ND P32 14 0.42 #5 12 0.62 ok 0.42 0.62 1.5 1.21 3RD P33 12 0.36 #4 12 0.4 ok 0.36 0.4 1.1 1.21 2ND P33 12 0.36 #4 12 0.4 ok 0.36 0.4 1.1 1.21 2ND P34 12 0.36 #4 12 0.4 ok 0.36 0.4 1.1 1.21 2ND P35 12 0.36 #4 12 0.4 Ok 0.36 0.4 1.1 1.21 2ND P36 12 0.36 #4 12 0.4 ok 0.36 04 1.1 1.21 3RD P37 12 0.36 #4 12 0.4 0k 0.36 04 1.1 1.21 2ND P38 12 0.36 #4 12 0.4 ok 0.36 0.4 1.1 1.21 3RD P39 12 0.36 #4 12 0.4 ok 0.36 0.4 1.1 1.21 2ND P39 12 0.36 #4 12 0.4 ok 0.36 0.4 1.1 1.21 3RD P40 12 0.36 #4 12 0.4 ok 0.36 0.4 1.1 1 1 121 2ND P40 12 0.36 #4 12 0.4 ok 0.36 0.4 1.1 1.21 3RD P41 12 0.36 44 12 0.4 o6 0.36 0.4 1.1 121 3RD P42 12 0.36 #4 12 0.4 ok 0.36 0,4 1.1 1.21 3RD P43 12 0.36 #4 12 0.4 ok 0.36 0.4 1.1 1.21 3RD P44 12 0.36 #4 12 0.4 ok 036 0.4 1.1 1.21 3RD P45 12 0.36 #4 12 0.4 ok 0.36 0.4 1.1 1.21 3RD P48 f2 0.36 #4 12 0.4 ok 0.36 0.4 1.' REINFORCEMENT FOR FLEXURE 521 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 SHEAR WALL DESIGN FORCES AND REINFORCEMENTS TABS DESIGN OUTPUT min -959421 max 806238 From Detailed Shear Wall Design Output Required Required Combo Combo Combo FLOOR WALL Flexural Shear Av B-Zone Tc fy tw Length Pu Mu3 (PM) Pu Mu3 (Shear) Vu Steel ~ (P,M) , 5TH P52 Top 0.0025 0.24 Not 4 60 8 307 C0MB10 232.97 -25808.65 C0MB26 108.154 -10988.4 C0M89 123.706 Bottom 0.0025 0.24 46.05 307 C0MB26 129.389 -12422.76 C0MB26 129,389 -12422.76 COMB9 123.706 4TH P53 Top 0.0025 0.36 Not 4 60 12 586.5 COMB10 682.918 -79143.2 COMB26 293.865 3741.646 C0MB26 -780.921 Bottom 0,0025 0.36 Not 586.5 COMB10 776.03 -48067.02 C0MB26 354.717 -89968.9 C0MB26 -780.921 10TH P54 Top 0.0025 0.24 Not 4 60 8 216 C0MS9 92.851 -249.027 COMS26 31.834 701.45 COMB14 -32.442 Bottom 0.0025 0.24 Not 216 COMBS 115.712 -1017.294 COMB26 46375 -1610.007 C0MB14 -32.442 9TH P56 Top 0.0094 0 Not 5 60 20 20 C0MB13 -20.307 -769.899 C0MB2 -3.51 1589.564 COMS26 0 Bottom 0.0055 0.6 20 C0MB13 -20.307 -769.899 COMB2 -20.296 9TH P57 Top 0.0116 0 4.38 5 60 20 20 C0MB13 505655 -1930.595 COM82 570.651 3740.754 COMS26 0 Bottom 0.0025 06 20 C0MB26 195.467 -928.144 C0MB2 -49.366 5TH P58 Top 0.0025 0.24 54.45 4 80 8 363 C0MB14 275.86 -19277.95 C0MB26 86.77 -319252 C0MB13 256.67 Bottom 0.0025 0.24 54.45 363 COMS14 314.28 -19552.97 C0MB26 111.879 -6475.453 COMB13 256.67 5TH P59 Top 0,0025 0.285 57.33 4 60 8 376 COMBS 1650.6 82068.596 C0MB26 791.748 52038.91 COM82 -686.598 Bottom 0.0025 0.285 58.032 376 COMBS 1690.39 30459.717 COMS26 817.756 -13523.16 C0MB2 -685.598 4TH P60 Top 0.0025 0.24 Not 4 60 8 278.5 C0MB9 172.326 -14341.24 C0MB26 90.871 1490T08 C0MB13 63.254 Bottom 0.0025 0.24 Not 278.5 COMBS 223.86 6125.875 C0MB26 126.419 -22719.32 C0MB26 -381,844 4TH P61 Top 0.0025 0.371 Not 4 60 8 390 C0MB14 534.139 -63904.1 COMB26 267.206 -25889.82 C0MB2 -838.404 Bottom 0.0028 0.371 Not 390 C0MB14 575.416 -153369.7 C0M62 634.426 -171769.2 C0MB2 -638.404 3RD P62 Top 0.0025 0.24 Not 4 60 8 278.5 C0MB14 528.093 -35931.82 C0MB26 263.486 -5505.848 C0MS13 195.893 Bottom 0.0025 0.24 Not 278.5 C0MB14 557.569 -18528.02 COMB26 282.75 -25092.76 C0MB13 195.893 7TH SWi Top 0.0025 0.24 Not 4 60 8 135 C0MB14 59.12 -4486.973 COMB26 35.207 -2555.237 C0MB2 49.543 Bottom 0.0025 0.24 Not 135 C0MB14 73.409 216.179 C0MB26 44,545 922.949 C0MB2 49.543 6TH SW1 Top 0.0025 0.24 Not 4 60 B 135 C0MB14 172.329 -3508.116 C0MB26 108.03 -1650.304 COMBS 53.372 Bottom 0.0025 0.24 Not 135 COMB14166.618 1566.228 C0MB26 117.368 1846.01 C0MB9 53.372 5TH SWi Top 0.0025 0.24 20.25 4 60 6 135 C0MB10177.688 472.957 C0MB26 183,702 103.889 COMBS 55.797 Bottom 0.0025 0.24 Not 135 COMB14 261.177 2515.945 C0MB26 193.04 1932.425 COMBS 55.797 4TH SWi Top 0.0025 0.24 Not 4 60 8 135 C0MB14 318.939 -243.92 COM826 273.597 730.457 COMBS 63.333 Bottom 0.0025 0.24 Not 135 C0MS14 333,227 2653.094 COMB26 282.935 281.565 COMBS 63.333 3RD SWi Top 0,0025 0.24 20.25 4 60 8 135 C0MB26 332.982 -1902.729 C0MB26 332.982 -1902.729 C0MB10 23.502 Bottom 0.0025 0.24 20.25 135 C0MB25 131.576 -839.912 C0MB26 342.32 -1451.248 C0MB10 23.502 2NO SWi Top 0.0025 0.24 20.25 4 60 8 135 C0MB25131.576 -839.912 COMS26 342.32 -1451.248 COMB10 23.502 Bottom 0.0025 0.24 20.25 135 C0MB25140.914 -710.829 COMB26 351.658 -999.767 COMB10 23.502 7TH SW2 Top 0.0025 0.24 33.45 4 60 8 223 C0MB21 32.61 2218.637 C0MB26 22.462 6845.283 C0MS14 -126.743 Bottom 0.0025 0.24 33.45 223 C0MB21 48.035 2117.762 C0MB26 31.887 -4457.46 C0MB14 -126.743 6TH SW2 Top 0.0025 0.24 Not 4 60 8 223 COMBS 235.891 6453.796 COMB26 76.98 9073.975 COMB14 -118.45 Bottom 0.0025 0.24 Not 223 C0MS9 259.493 3943.528 C0MB26 92.405 -4599.48 C0MB14 -118.45 5TH SW2 Top 0.0025 0.24 Not 4 60 8 223 COMBS 367.536 11447.198 C0MB26 142.88 10478.957 C0MS26 -215.838 Bottom 0.0025 0.24 Not 223 COMBS 391.138 -1458.103 C0MB26 158.305 -15421.59 C0MB26 -215.838 4TH SW2 Top 0.0025 0.24 33.45 4 60 8 223 C0MS13 414.353 11642.599 C0MB26 216.463 2934,042 COMB26 -262.515 Bottom 0.0025 0.24 33.45 223 C0MB13 437.955 13208.59 C0MB26 231.888 -28567.71 C0MB26 -261515 3RD SW2 Top 0.0025 0.24 Not 4 60 8 223 COMBS 597.079 3129.807 COMB26 267.564 -16475.22 COMB2 -154.822 Bottom 0.0025 0.24 Not 223 COMBS 620.681 -4197.906 COMB26 182.989 -30105.77 C0M92 -154.822 2ND SW2 Top 0.0025 0.36 Not 4 60 12 223 C0MB9 1446.206 7774.787 C0MB26 123.504 -19421.23 C0MB13 -64.672 Bottom 0.0025 0.36 Not 223 C0MB9 481.609 4031.135 C0MS26 146.642 -13207.12 C0MB13 -64.672 7TH SW3 Top 0.0025 0.24 Not 4 60 6 135 C0MB13 83.389 -1058.645 COMB26 21.454 -1452.633 COMB21 48.016 Bottom 0.0025 0.24 Not 135 COMB13 97.678 815.742 C0MB26 30.792 1599.288 C0MB21 48.016 6TH SW3 Top 0.0025 0.24 Not 4 60 B 135 C0MB13 237.305 -1556.644 COMB26 49.048 -1445.088 COMB9 65.862 Bottom 0.0025 0.24 Not 135 C0MB13 251.593 1628.923 COMB26 58.386 2031.694 C0MB9 65.862 AV Limit ((10.2) sgrt(fc)} Shear Steel Limit Check DESIGN INADEQUACY MESSAG FLEXURAL No of Layers = 2 SHEAR No of Layers = 2 Min Av PLACED UNIFORM HOR. S VERT. Ratio REINFORCEMENT 0,81 5TH P52 8 0.24 #5 24 0.31 ok 0.24 0.31 13 111 4TH P53 12 0.36 #4 12 0.4 ok 0.36 0.4 1 A 0.81 10TH P54 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 2.26 9TH P56 20 0.6 #5 12 0.62 ok 0.6 0.62 10 2.26 9TH P57 20 0.6 #5 12 0.62 ok 0.6 0.62 1.0 081 5TH P58 8 0.24 #5 24 0.31 ok 0.24 0.31 13 0.81 5TH P59 8 0.24 #5 24 0.31 ok 0.24 0.31 1.1 0.81 4TH P60 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 4TH P61 6 0.24 #5 24 0.31 NG 0.24 0,31 0.8 0,81 3RD P62 6 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 7TH SWf 8 0.24 #5 24 0.31 ok 024 0.31 1.3 0981 6TH SWf 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 5TH SWf 8 0.24 #5 24 0.31 ok 0.24 0.31 13 0.81 4TH SWf 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 3RD SWf 6 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 2ND SWf 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 7TH SW2 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 6TH SW2 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.51 5TH SW2 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 4TH S1412 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 3RD SW2 6 0.24 #5 24 0.31 ok 0.24 0.31 1.3 1.21 2ND S142 12 0.36 #4 12 0.4 ok 0.36 0.4 1.1 0.81 7TH SW3 8 0.24 #5 24 0.31 ok 0.14 0.31 1.3 0.81 6TH SW3 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 ADDITIONAL EDGE REINFORCEMENT FOR FLEXURE in21R in2 #4 #5 #6 #7 #8 #9 #10 #11 1.6 0.9 5 3 3 2 2 1 1 1 0,7 0.4 2 2 1 1 1 1 1 1 2.2 1.2 7 4 3 3 2 2 1 1 522 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 SHEAR WALL DESIGN FORCES AND REINFORCEMENTS TABS DESIGN OUTPUT min -959421 max 806238 From Detailed Shear Wall Design Output Required Required Combo Combo Combo FLOOR WALL Flexural 8-Zone fc fy tw Length (p M) Pu Mu3 (PM) Pu Mu3 (Shear) Vu Steel ShearAv 5TH SW3 Top 0.0025 0.24 Not 4 60 8 135 COMB13 348.032 -638.436 COMB26 7.178 -765.191 COMB9 63.96 Bottom 0.0025 0.24 Not 135 COMB13 362.32 1200778 COMB26 16.516 1935.934 COMB9 63.96 4TH SW3 Top 0.0025 024 20.25 4 60 8 135 COMB26 -90.765 519.274 COMB26 -90.765 519.274 COMB9 48.303 Bottom 0.0025 0.24 20.25 135 COMS26 -81.427 597.111 COMB26 -81.427 597.111 COMB9 48.303 3RD SW3 Top 0.0032 024 20.25 4 60 8 135 COMB13 524.967 -960.087 COMB26 -139,796 1790.108 COMB21 -51.062 Bottom 0.0035 0.24 20.25 135 COMB13 539.255 -326.007 COMB26 -130.458 -3330.436 COMB21 -51.062 2ND SW3 Top 0.0025 0.36 20.25 4 60 12 135 COMB10 393.674 -691648 COMB26 63,883 3501.287 COMB9 36.252 Bottom 0.0025 0.36 20.25 135 COMB10 415.106 -596.021 COMB26 -49.876 -1060.016 COM89 -36.252 7TH SW4 Top 00025 0.24 Not 4 60 8 223 COM810 103.91 1683.067 COMB26 20.913 2735.01 COMB25 101.377 Bottom 0.0025 0.24 Not 223 COMBIO 127.512 -1902.237 COMB26 36,338 -1322.399 COMB25 101.377 6TH SW4 Top 0,0025 0.24 Not 4 60 8 223 COMB10 259.999 1328.932 COMB26 56.158 5021.432 COMB25 101.551 Bottom 0,0025 0.24 Not 223 COMB10 283.601 -992.281 COMB26 71.583 -2280,322 COMB25 101.551 5TH SW4 Top 0.0025 0.24 33.45 4 60 8 223 COMB25100.763 10855.195 COMB26 98.053 6439.564 COMB26 -166.526 Bottom 0.0025 0.24 33.45 223 COMB25 116.188 9567.727 COMB26 113.478 -13543.53 COMB26 -166.526 4TH SW4 Top 0.0025 0.24 Not 4 60 8 223 COMB10 460.166 2276.151 COMB26 173.913 -301.572 COMB26 -227.247 Bottom 0.0025 0.24 Not 223 COMB10 483.768 5683.49 COMB26 189,338 -27571.27 COMB26 -227.247 3RD SW4 Top 0.0025 0.24 33.45 4 60 8 223 COMB26 265.125 -15982.72 COMB26 265.125 -15982.72 COMB25 -58.663 Bottom 0.0025 0.24 33.45 223 COMB26 280.55 -17373.53 COMB26 280.55 -17373.53 COMB25 -58.663 2ND SW4 Top 0.0025 0.24 33.45 4 60 8 223 COMS26 258.878 -18610.24 COMB26 258.878 -18610.24 COMB14 40.553 Bottom 0.0025 0.24 33.45 223 COMB26 274.302 -16606.86 COMS26 274.302 -16606.86 COMB14 40.553 8TH SW5 Top 0.0025 0.24 Not 4 60 8 318 COMB14109.852 10110.478 COMB26 56.16 4089.72 COMB10 -154.818 Bottom 0.0025 0.24 Not 318 COMB14143.509 723.597 COMB26 78.156 2798.947 COMB10 -154.818 7TH SW5 Top 0.0025 0.24 Not 4 60 8 318 COMB9 280.223 14477.288 COMB26 135,852 7806.418 COMB10 -201.951 Bottom 0.0025 0.24 Not 318 COMB9 313.88 9442.179 COMB26 157.848 2215.659 COMB70 -201951 6TH SW5 Top 0,0025 0.24 Not 4 60 8 318 COMB9 490.121 19176.838 COMB26 230.139 8130.486 COMS10 -200.336 Bottom 0.0025 0.24 Not 318 COMB9 523.778 16218.303 COMB26 252.135 3635.66 COMB10 -200,336 5TH SW5 Top 0.0025 0.24 Not 4 60 8 318 COMB9 646.22 23402.525 COMS26 309.949 9004.876 COMB10 -194,819 Bottom 0.0025 0.24 Not 318 COMB9 679.877 19696.068 COMB26 331.945 4568.62 COMB10 -194,819 4TH SW5 Top 0.0025 0.24 47.7 4 60 8 318 COMBS 797.504 27876.273 COMB26 378.439 11969.466 COMS22 -141568 Bottom 0.0025 0.24 47.7 318 COMBS 831.161 25329.343 COMB26 400.436 661.516 COMB22 -143.568 3RD SW5 Top 0.0025 0.24 47.7 4 60 8 318 COMB14 83153 21252.516 COMB26 424.769 12662.811 COMB26 -100.321 Bottom 0.0025 0.24 47.7 318 COMB14 867.187 20172.017 COMB26 446.765 624.315 COMB26 -100.321 2ND SW5 Tap 0,0025 0.24 47.7 4 60 8 318 COMB10 457,535 -18022.82 COMB26 238.618 -5442.585 COMB26 -81,323 Bottom 0.0025 0.24 47.7 318 COMB14 497.678 -10231.34 COMB26 260.614 -15201.37 COMB26 -81.323 10TH SAS Top 0.0025 0.24 15.6 4 60 8 104 COMB9 79.766 -1980.608 COMB26 25.733 -198.605 COMB10 -31.436 Bottom 0.0025 0.24 15.6 104 COMB9 90.773 -1665.43 COMB26 32.927 -764.069 COMB10 -31.436 9TH SW6 Top 0.0025 0.24 Not 4 60 8 104 COMB10156.261 981.262 COMB26 62.642 -1566.235 COMB9 37.442 Bottom 0.0025 024 Not 104 COMB10 167.269 -1359.982 COMB26 69.836 1020.142 COM89 37.442 8TH SW5 Top 0.0025 024 Not 4 60 8 104 COMB14 209.267 -1508,098 COMB26 117.398 -1297.014 COMB9 23.434 Bottom 0.0025 0.24 Not 104 COMB14 220.274 1024.775 COMB26 124.592 744.991 COMB9 23.434 7TH SP73 Top 0.0025 0.24 Not 4 60 8 104 COMB14 265.969 71.885 COMB26 156.726 -726.274 COMS10 -36.679 Bottom 0.0025 0.24 Not 104 COMB14 276.977 475.553 COMS26 163.92 537,803 COMB10 -36.679 6TH SW8 Top 0.0025 0.24 15.6 4 60 8 104 COMB14 340.185 -925.362 COMB26 196.37 -1400.185 COMS9 42.024 Bottom 0.0025 0.24 156 104 COMS14 351.193 2175.118 COMB26 203.563 1627.795 COMB9 42.024 5TH SW5 Top 0.0025 0.24 16.871 4 60 8 104 COMB14 513.998 -1784.936 COMB26 272.331 -3104.232 COMB26 63,978 Bottom 0.0025 024 17.065 104 COMB14 525.005 1311.512 COMB26 279.524 4573,153 COMB26 63.978 4TH SW5 Top 0.0025 0.24 18.506 4 60 8 104 COMB14 606.669 380.341 COMB26 364.138 1107.985 COMB26 8.658 Bottom 0.0025 0.24 18.701 104 COMS14 617.676 -364.012 COMB26 371.332 68.989 COM826 -8.658 3RD SW6 Top 0.0025 0.24 19.92 4 60 8 104 COMB14 686.765 1235.514 COMB26 421.268 -121.101 COMB14 -29.246 Av Limit 1-2) sgrt(fc)) Shear Steel Limit Check DESIGN INADEQUACY MESSAG FLEXURAL No of Layers = A SHEAR No of Layers = 2 Min Av PLACED UNIFORM HOR.&VERT. Ratio ,c REINFORCEMENT 081 5TH SW3 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 4TH SW3 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 3RD SW3 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 1.21 2ND SW3 12 0.36 94 12 0.4 ok 0.38 0.4 1.1 0.81 7TH SW4 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 081 6TH SW4 8 0.24 #5 24 0.31 ok 0.24 0.31 1,3 0.81 5TH SW4 8 0.24 #5 24 0.31 -0k- 0.24 0.31 1.3 0.81 4TH SW4 8 0.24 #5 24 0.31 ok 0.24 0.31 1,3 0.81 3RD SW4 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.61 2ND SW4 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 8TH SW5 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 7TH SW5 8 0.24 #5 24 0.31 ok 014 0.31 0.81 6TH SW5 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 5TH SW5 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 4TH SW5 8 0.24 95 24 0,31 ok 0.24 0,31 1.3 0.81 3RD SW5 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 2ND SW5 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 10TH SW6 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 9TH SW6 8 024 #5 24 0.31 ok 0.24 0.31 12 0.81 8TH SW6 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 7TH SW6 8 0.24 #5 24 0,31 ok 0.24 0.31 1.3 0.81 6TH SW6 8 0.24 #5 24 0.31 ok jM 0.24 0.31 1.3 0.81 SW6 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0,81 4TH SW6 8 0,24 #5 24 0.31 ok 0.24 0.31 1.3 0-81 3RD SW6 8 0.24 #5 24 0.31 ok AL EDGE in2 523 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 SHEAR WALL DESIGN FORCES AND REINFORCEMENTS TABS DESIGN OUTPUT min -959421 max 806238 From Detailed Shear Wall Design Output Required FLOOR WALL Flexural Required B-Zone fc fy tw Length Combo Combo I Pu Mu3 Combo Pu Mu3 Combo Vu F Steel Shear Av (P.M) (Shear) Ratio in"21ft Length ksi ksl in in kips kips-in kips kips-in kips DESIGN INADEQUACY M Bottom 0.0025 0.24 20.114 104 COMB14 697.772 -2273.97 COMB26 428.461 1144.464 COMB14 -29.246 2ND SWB Top 0.0025 0.24 22.261 4 60 8 104 COMB14 819.394 -2131.847 COMB26 507.665 -2287,441 COMB2 57.02 Bottom 0.0025 0.24 22.455 104 COMB14 830.401 2535.704 COMB26 514.859 1229.905 COMS2 57.02 10TH SW8 Top 0.0025 0.24 15.6 4 60 8 104 COMB26 47.911 -546.197 COM326 47.911 546.197 COMB9 23.342 Bottom 0.0025 0.24 15.6 104 COMB26 55.105 -523.044 COMS26 55.105 -523.044 COMB9 23.342 9TH SW8 Top 0.0025 0.24 Not 4 60 8 104 COMB14 149.296 -2857.915 COMB26 92.131 -1099.857 COMB9 66.59 Bottom 0.0025 0.24 Not 104 COMB14160.303 898.314 COMB26 99.325 222.953 COMB9 66.59 8TH SW8 Top O.DO25 0.24 Not 4 60 8 104 COMB10 234.213 -1065.906 COMB26 125.322 -251.847 COMB9 64.329 Bottom 0.0025 0.24 Not 104 COMB10 245.28 996.619 COMB26 132.516 20.319 COMB9 64.329 7TH SW8 Top 0.0025 0.24 Not 4 60 8 104 COMS13 311.706 -1305.459 COMB26 159.911 253.628 COM89 51.522 Bottom 0.0025 0.24 Not 104 COMB13 322.713 2670.155 COMB26 167.17 -269.753 COMB9 51.522 6TH SW8 Top 0.0025 0.24 15.6 4 60 8 104 COMB14 369,974 -875.601 COMB26 192.57 -421.631 COMB9 54,707 Bottom 0.0025 0.24 15.6 104 COMS14 380,981 680,366 COMB26 199.764 -237.983 COMB9 54,707 5TH SW8 Top 0.0025 0.24 15.98 4 60 8 104 COMB9 463.503 1826.469 COMB26 251.102 -511.311 COMB22 30.98 Bottom 0.0025 0.24 16.174 104 COMB9 474.51 1371.516 COMB26 258,296 1405.495 COMB22 30.98 4TH SW8 Top 0.0025 024 17.497 4 60 8 104 COMS10 549.475 -3314.729 COM1326 237.363 3770.031 COMB21 -50.139 Bottom 0,0025 0.24 17.691 104 COMB10 560.483 1435.874 COMS26 244,557 -1979.915 COMB21 50.139 3RD SW8 Top 0.0025 0.24 18,506 4 60 8 104 COMB10 606.636 -750.763 COMB26 224.317 1484.576 COMB21 -35.724 Bottom 0.0025 0.24 18.7 104 COMB10 617.643 -1106.27 COMB26 231.511 •2272.517 COMB21 -35.724 2ND SWB Top 0.0025 0.24 19.327 4 60 8 104 COMB10 653.189 -4114.861 COMS26 229.028 •1551.951 COMS14 61.549 Bottom 0.0025 0.24 19.522 104 COMB10 664.196 3254.03 COMB26 236.222 1197.025 COMB14 61.549 10TH SW9 Top 0.0025 0.24 Not 4 60 8 110.5 COMB9 138.224 -8384.913 COMB26 69.201 4270.713 COMB2 137.582 Bottom 0.0025 0.24 Not 110.5 COMB9 149.92 6240.128 COMS26 76.844 2757.687 COMB2 137.582 9TH SW8 Top 0.0025 0.24 Not 4 60 8 110.5 COMB14 194.925 -499.864 COMB26 110.318 1655.364 COMB13 101.312 Bottom 0.0025 0.24 Not 110.5 COMB14 206.62 1352.721 COMB26 117.961 -634.45 COMB13 101.312 8TH SW9 Top 0.0025 0.24 Not 4 60 8 110.5 COMB10 241.893 4506.826 COM926 140.741 324.149 COMB13 147.052 Bottom 0.0025 0.24 Not 110.5 COMS10 253,588 4820.826 COMB26 146.384 -360.155 COMB13 147.052 7TH SW9 Top 0.0025 0.24 Not 4 60 8 110.5 COMB10 303.27 -1779.943 COMB26 171.457 1092.636 COMB13 81.977 Bottom 0.0025 0.24 Not 110.5 COMB10 314.965 2968.923 COMB26 179,101 -1130.616 COMB13 81.977 6TH SW9 Top 0.0025 0.24 16.575 4 60 8 110.5 COMB26 215241 193.182 COMS26 215.241 193.182 COMB13 133.918 Bottom 0.0025 0.24 16.575 110.5 COMS26 222,885 236.395 COMB26 222.885 236.395 COMB13 133.928 5TH SW9 Top 0.0025 0.24 18.487 4 60 8 110.5 COMB10 577.969 -4730.564 COMB26 244.487 4012.817 COMB13 80.717 Bottom 0.0025 0.24 18.694 110.5 COMB10 589.664 4092.47 COMB26 252.131 -4093,853 COMS13 80.717 4TH SW9 Top 0.0025 0.24 19.248 4 60 8 110.5 COMB10 621.072 -4522.214 COMB26 277.72 1740.854 COMB13 84.792 Bottom 0.0025 0.24 19.455 110.5 COMB10 632.767 5243.802 COMB26 285.364 4571.058 COMB13 84.792 3RD SW9 Top 0.0025 0.24 20.816 4 60 8 110.5 COMB10 709.903 -2526.781 COMB26 378.866 -1227,61 COMS14 55.103 Bottom 0.0025 0.24 21.022 110.5 COMB10 721.598 2417.542 COMB26 386.509 -2839.002 COMB14 55.103 2ND SW9 Top 0.0025 0.24 21.885 4 60 8 110,5 COMBIO 770.488 4180.292 COMS26 414.299 1494.625 COMB14 56.449 Bottom 0.0025 0.24 22.091 110.5 COMB10 782.183 2441.549 COMS26 421.943 4210.758 COMB14 56.449 10TH SW10 Top 0.0025 0.24 Not 4 60 B 104 COMB9 102.333 3140.236 COMB26 27.599 1809.55 COMB10 -85.321 Bottom 0.0025 0.24 Not 104 COMB9 113.341 -3500.855 COMB26 34.793 -1957.485 COMB10 -85.321 9TH SW10 Top 0.0025 0.24 Not 4 60 6 104 COMB9 192.758 -1381.455 COMB26 74.697 110.263 COMB10 -48.722 Bottom 0.0025 0.24 Not 104 COMB9 203.765 10.706 COMB26 81.89 -1029.501 COMB10 -48.722 8TH SW10 Top 0,0025 0.24 Not 4 60 8 104 COMB14 230.008 983.722 COMS26 114.79 705.317 COMB10 •28,88 Bottom 0.0025 0.24 Not 104 COMB14 241.015 -1003.814 COMB26 121.983 -1123.962 COMB10 -28,88 7TH SW10 Top 0.0025 0.24 Not 4 60 8 104 COMB14 294.101 1679.639 COMB26 159.961 765.325 COMB10 -32.685 Bottom 0.0025 0.24 15,6 104 COMB13 236.038 1169.761 COMS26 167.155 -39277 COMB10 -32.685 6TH SW10 Top 0.0025 0.24 15.6 4 60 8 104 COMB14 379.966 541682 COMB26 203.279 270.76 COMB10 -43.01 Bottom 0.0025 0.24 15.6 104 COMB14 390.973 1692.06 COMB26 210.473 -1125.174 COMB10 -43.01 Av Limit {(1D2) sgn(fcShear Steel Limit Check FLEXURAL No of Layers = 2 SHEAR No of Layers = 2 Min Av PLACED UNIFORM HOR. EVERT. Ratio REINFORCEMENT nnrot nr#au ln7ie 0.24 0.31 1.3 0.81 2ND SW6 6 0.24 #5 24 0.31 ok 0.24 0.31 1,3 0.81 10TH SW8 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0,81 9TH SW8 6 0.24 #5 24 0.31 0k. 0.24 031 1.0 0.81 8TH SW8 6 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 7TH SW8 8 0.24 #5 24 0.31 ok 0.24 0.31 1.y-- 081 6TH SW8 8 024 #5 24 0.31 ok 0.24 0.31 1.3 0-81 5TH SW8 8 0.24 #5 24 0.31 ok 0.24 0.31 1,3 0.81 4TH SWB 8 0.24 #5 24 0.31 ok 0.24 0.31 1.'s 0.81 3RD SW8 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 - 0.81 2ND SW8 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 10TH SW9 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 9TH SW9 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 8TH SW9 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 7TH SW9 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 67H SW9 8 024 #5 24 0.31 ok 0.24 0.31 1.3 - 0.81 5TH S1419 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 4TH SW9 8 0.24 #5 24 0,31 ok 0.24 0.31 1.3 0.81 3RD SW9 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 2ND S1419 8 0.24 45 24 0.31 ok 0.24 0.31 1.3 0.81 10TH SW10 8 0.24 #5 24 0.31 0k'-- 0.24 0.31 1.3 0.81 9TH SW10 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 8TH SW10 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 7TH SW10 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 6TH SW10 8 024 #5 24 0.31 ok 0.24 0.31 1.3 FOR FLEXURE 524 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 SHEAR WALL DESIGN FORCES AND REINFORCEMENTS TABS DESIGN OUTPUT min -959421 max 806238 From Detailed Shear Wall Design Output Required Required Combo Combo Combo FLOOR WALL FIS`ueral Shear Av B-Zone III ty tw Length IPM) Pu Mu3 (PM) Pu Mu3 (Shear) Vu DESIGN INADEQUACY 5TH SWIG Top 0.0025 0.24 16.598 4 60 8 104 COMS14 498.53 1930.862 COMB26 232.681 -771.799 COMS13 -43.266 Bottom 0.0025 0.24 16,792 104 COMS14 509,537 -684.572 COMS26 239,875 1792.554 COMB13 -43.266 4TH SW10 Top 0.0025 0.24 18,292 4 60 8 104 COMB14 594.493 1723,099 COMB26 308.494 4665.752 COMB26 -65.713 Bottom 0.0025 0.24 18.486 104 COMB14 605.5 -1320.316 COMB26 315.687 -3219.851 COMB26 -65.713 3RD SWIG Top 0.0025 0.24 20.235 4 60 8 104 COMB14 704.634 3000.933 COMB26 425.101 2872.845 COMB2 -100.06 Bottom 0.0025 0.24 20.43 104 COMB14 715.641 -4055,698 COMB26 432.295 -3777,17 COMB2 -100.06 2ND SWIG Top 0.0025 0.24 21.381 4 60 8 104 COMB14 769.536 -3132.931 COMB26 491.815 -1175.567 COMB14 58.117 Bottom 0.0025 0.24 21.575 104 COMB14 780.543 3841.106 COMB26 499.009 1380.299 COMB14 58.117 10TH SW11 Top 0.0025 0.24 16.575 4 60 8 110.5 COMB9 111.552 288.679 COMB26 51.948 248.943 COMB2 5.905 Bottom 0.0025 0.24 16.575 110.5 COMB9 123.247 291.027 COMB26 59.591 799.498 COMB2 5,905 9TH SW11 Top 0.0025 0.24 16,575 4 60 8 110.5 COMB13 154.176 -588.171 COMB26 72.914 1676.199 COMS14 -33.797 Bottom 0.0025 0.24 16,575 110.5 COMB13165A71 -506.17 COMB26 80.557 -852.432 COMB14 -33.797 8TH SW11 Top 0.0025 0.24 Not 4 60 8 110.5 COMB9 277.441 -1144.884 COMB26 121.772 1377.223 COMB13 57.716 Bottom 0,0025 0.24 Not 110.5 COMBS 289.136 1800.73 COMB26 129.415 -892.603 COMB13 57.716 7TH SW11 Top 0.0025 0.24 16.575 4 60 8 110.5 COMB9 399.769 885.899 COMB26 172.917 1892.364 COMB13 35,208 Bottom 0.0025 0.24 16.575 110.5 COMB9 411.464 -81.353 COMB26 180.58 -2162.777 COMB13 35.208 6TH SW11 Top OW25 0.24 16.695 4 60 8 110.5 COMBS 476.388 -808.864 COMB26 188.973 -105.19 COMB25 58.168 Bottom 0.0025 0.24 16.901 110.5 COMB9 488.083 3402.51 COMB26 196.616 50.718 COMB25 58.168 5TH SW11 Tap 0.0025 0.24 19.19 4 60 8 110,5 COMB9 617,771 4888.249 COMS26 282.16 2920.37 COMB2 -76.66 Bottom 0.0025 0.24 19.396 110.5 COMB9 629.466 -3805.204 COMB26 289.803 -2892.312 COMB2 -76.66 4TH SW11 Top 0.0025 0.24 19.871 4 60 8 110.5 COM89 656,374 -410.909 COMB26 322,137 3575.46 COMB26 -76.068 Bottom 0.0025 0.24 20.078 110.5 COMB9 668.069 1020.29 COMB26 329.78 5552.718 COMB26 -76.068 3RD SW11 Top 0.0025 0.24 20.757 4 60 8 110.5 COMB9 706.592 1162.902 COMB26 305,826 1152.646 COMB2 -82.342 Bottom 0.0025 0.24 20.964 110.5 COMB9 718.287 -1348.435 COMB26 313.469 -5509.554 COMB2 -62.342 2ND SW11 Top 0.0025 0.24 23.368 4 60 8 110.5 COMB9 854.533 -914.164 COMB26 373.346 -562.122 COMB25 -49.934 Bottom 0.0025 0.24 23.575 110.5 COM89 866.228 1126.106 COMB26 380.989 -5042.849 COMB25 -49.934 10TH SW12 Top 0.0025 0.24 Not 4 60 8 104 COMB9 111.903 3714.91 COMB26 58.387 2463.447 COMB10 -95,792 Bottom 0.0025 0.24 Not 104 COMB9 122.91 -3390.401 COMB26 65.581 -1837.602 COMS10 -95.792 9TH SW12 Top 0.0025 0.24 Not 4 60 8 104 COMB9 195.87 -1326.721 COMB26 107.037 -88.127 COMB10 -45.272 Bottom 0.0025 0.24 Not 104 COMB9 206.878 -382,854 COMB26 114.23 -474.428 COMB10 -45.272 8TH SW12 Top 0.0025 0.24 Not 4 60 8 104 COMB9 260.865 -396,407 COMB26 134.784 -277.168 COMB10 -37.951 Bottom 0,0025 0.24 Not 104 COMBS 271.872 1049.103 COMB26 141.978 39,457 COMB10 -37.951 7TH SW12 Top 0.0025 0.24 15.6 4 60 8 104 COMBS 324,965 1189.754 COMB26 157.002 -121.34 COMS10 51.949 Bottom 0.0025 0.24 15.6 104 COMB9 335.973 1356.667 COMS26 164.196 130.313 COMB10 31.949 6TH SW12 Top 0.0025 0.24 15.6 4 60 8 104 COMB14 352.721 748.202 COMB26 186.263 -395.356 COMB10 -71.104 Bottom 0.0025 0,24 15.6 104 COMB14 363.728 -962.15 COMB26 193.457 37,088 COMB10 -71.104 5TH SW12 Top 0.0025 0.24 17.114 4 60 8 104 COM513 527.753 3784.333 COMB26 215.079 -1800.429 COMB13 -61.535 Bottom 0.0025 0.24 17.308 104 COMS13 538.76 -3599.819 COMB26 222.273 3418.045 COMB13 -61.535 4TH SW12 Top 0.0025 0.24 18.489 4 60 8 104 COMB13 605.66 929,975 COMB26 201.324 1861.452 COMB9 -30.592 Bottom 0.0025 0.24 18.683 104 COMB13 616.667 -842.252 COMB26 208.518 -233.373 COMB9 -30.592 3RD SW12 Top 0.0025 0.24 20.062 4 60 8 104 COMB9 694,795 5151.635 COMS26 223.4 914.256 COMB14 -96733 Bottom 0.0025 0.24 20.256 104 COMB9 705.803 -6406.216 COMB26 230.594 -2634.25 COMB14 -96,733 2ND SW12 Top 0.0025 0.24 20.974 4 60 8 104 COMB9 746.49 -3446.837 COMB26 218.904 -3139.793 COMB2 98.14 - Bottom 0.0025 0.24 21.168 104 COMB9 757.497 5471.067 COMS26 226.098 2595251 COMB2 98.14 10TH SW14 Top 0.0025 0.24 Not 4 60 8 135.5 COMB13 69.168 1064.021 COMB26 -1.541 532.804 COMB14 -40.922 Bottom 0.0025 0.24 Not 135.5 COMB13 83.509 -1996.432 COMS26 7.831 -2286.661 COMB14 -40.922 9TH SW14 Top 0.0025 0.24 Not 4 60 8 135.5 COMB13194.911 -2634.709 COMB26 69.846 -548,764 COMB10 -22,411 Bottom 0.0025 0.24 Not 135.5 COMB13 209.252 -747.881 COMB26 79.219 -2933.326 COMB10 -22.411 AV Limit {(10.2) sgrtQc)} Shear Steel Limit Check FLEXURAL No of Layers = 2 SHEAR No of Layers = 2 Min AV PLACED UNIFORM HOP S VERT. Ratio 1 c REINFORCEMENT 0.81 5TH SW10 8 0.24 #5 24 031 do 0.24 0.31 1.3 0.81 4TH SWIG 8 0.24 #5 24 0.31 ok 0.24 0,31 1.3 0.81 3RD SWIG 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 2ND SWIG 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 10TH SW11 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 9TH SWf1 B 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 8TH SW71 B 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 7TH SW11 B 0.24 #5 24 0.31 06. 0.24 0.31 1.3 0.81 6TH SW11 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 5TH SW11 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 4TH SWf1 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 3RD SW11 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 2ND swil B 0.24 #5 24 0.31 ok 0.24 0.31 1.3 081 SW12 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 j9TH SW12 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 SW12 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0-81 7TH SW12 8 0.24 #5 24 0.31 ok 024 0.31 1.3 0.81 6TH SW12 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 5TH SW12 B 024 #5 24 0.31 ok 024 0.31 1.3 0.81 4TH SW12 B 0.24 95 24 0.31 ok 0.24 0.31 1.3 0.81 3RD SW12 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 - '2ND SW12 8 0.24 #5 24 0.31 ok 0.24 0,31 1.3 0.81 10TH SW14 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 9TH SW14 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 EDGE REINFORCEMENT 525 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SI NCE 1919 1200 Folsom Street, San Francisco CA 94103 SHEAR WALL DESIGN FORCES AND REINFORCEMENTS TABS DESIGN OUTPUT min -959421 max 806238 From Detailed Shear Wall Design Output Required FLOOR WALL Flexural Required B-Zone fc fy tw Length Combo Pu Mu3 Combo Pu Mu3 Combo Vu Steel ShearAv (P.M) (P,M) (Shear) Ratio in"2lft Length ksi ksl in in kips kips-in kips kips-in kips 8TH SW14 Top 0.0025 0.24 20.325 4 60 8 135.5 COMB25127.557 -716.152 COMB26 135,653 1133.463 COMB10 -48.576 Bottom 0.0025 0.24 20.325 135.5 COMB25 136.929 -624.304 COMB26 145.025 -1627.603 COMB10 -48.576 7TH SW14 Top 0.0025 0.24 20.325 4 60 8 135.5 COMB26 221.246 2207,483 COMB26 221.246 2207.483 COMB10 -48.252 Bottom 0.0025 024 20.325 135.5 COMB26 230.619 1995.731 COMB26 230.619 1995.731 COMB10 -48152 6TH SW14 Top 0.0025 0.24 20.829 4 60 8 135.5 COMB14 604.419 -3998.917 COMB26 296.08 -3060.246 COMB10 38.136 Bottom 0.0025 0.24 21.082 135.5 COMB14 618.76 -455187 COMB26 305.452 -2265.267 COMB10 -38.136 5TH SW14 Top 0.0025 0.24 25.3 4 60 8 135.5 COMB14 859.683 4953.982 COMB26 355.251 1277.493 COMB22 56,768 Bottom 0.0025 0.24 25.587 135.5 COMS14 874.024 8564.471 COMB26 364.623 5566.369 COMB22 56.768 4TH SW14 Top 0.0025 0.24 83 4 60 8 135.5 COMB10 709.481 -10368.8 COMB26 322.377 243722 COMB13 108.853 Bottom 0.0025 0.24 22.936 135.5 COMB10 723.822 2290.712 COMB26 331.749 -2758.75 COMB13 108.853 3RD SW14 Top 0.0025 0.24 23.006 4 60 8 135.5 COMB14 727.771 -2466.65 COMS26 403.494 1725.956 COMB10 37.26 Bottom 0,0025 0.24 23259 135,5 COMB14 742,112 1213.63 COMS26 412.867 -1508.584 COMB10 37.26 2ND SW14 Top 0.0025 0.24 23.092 4 60 8 135.5 COMB14 732.643 -5526.395 COMB26 422.14 -2469.149 COMB2 68.893 Bottom 0.0025 0.24 23.345 135.5 COMB14 746.965 2657.439 COMB26 431.513 795.211 COMB2 68.893 10TH SW15 Top 0,0025 0.24 Not 4 60 8 175.5 COM510122.768 8926,649 COMB26 33.03 6532.913 COMB14 -121.429 Bottom 0,0025 0.24 Not 175.5 COMB10 141.342 -2926.813 COMB26 45169 -751.917 COMB14 -121.429 9TH SW15 Top 0.0025 0.24 Not 4 60 8 175.5 COMB10169.949 7886.499 COMB26 40.778 9054.925 COMS14 -198.262 Bottom 0.0025 0.24 Not 175.5 COMB10 188.523 -6612.911 COMB26 52.917 -6612.984 COMB14 -198.282 8TH SW15 Top 0.0025 0.24 Not 4 60 8 175.5 COMB13186.713 -1230.17 COMB26 45.253 5866.315 COMB14 -175.007 Bottom 0.0025 0.24 Not 175.5 COMS13 205.288 2357.688 COMB26 57.392 -9797.349 COMB14 -175.007 6TH SW15 Top 0.0025 0.24 Not 4 60 8 175.5 COMB9 247.129 8573.419 COMB26 68.159 7350.433 COMB14 -250.764 Bottom 0.0025 0.24 Not 175.5 COM89 265,704 -9883.37 COMS26 80.298 -12199.32 COMB14 -250.764 4TH SW15 Top 0.0025 0.307 26.325 4 60 8 175.5 COMB14 561.976 11668.098 COMB26 233.453 14432.411 COMS2 -335.074 Bottom 0.0025 0.307 26.325 175.5 COME14 580.55 -10975.52 COMB26 245.593 -18115.65 COMB2 -335.074 3RD SW15 Top 0,0025 0.279 29.004 4 60 8 175.5 COMB13 897,652 16531,459 COMS26 313.69 7044.516 COMB2 -316.855 Bottom 0.0025 0.279 29.332 175.5 COMB13 916.227 -2018.416 COMB26 325.829 -17126.13 COMS2 -316.855 2ND SW15 Top 0.0025 0.24 27.753 4 60 8 175.5 COMS13 826,757 8786.183 COMB26 273.567 -997.312 COMB2 -121.881 Bottom 0.0025 0.24 28.081 175.5 COMS13 845.332 6074.883 COMB26 285.706 -13135.49 COMB2 -121.881 10TH SW16 Top 0.0025 0.24 Not 4 60 8 135.5 COMB14 94.643 4475.59 COMB26 46.603 2209.764 COMB2 -64.032 Bottom 0.0025 0.24 Not 135.5 COMS14108.985 -1182.97 COMB26 55.975 -414.197 COMS2 -64.032 9TH SW16 Top 0.0025 0.24 Not 4 60 8 135.5 COMB9 231.592 -4527.585 COMB26 102.981 -1301.636 COMB22 -21.481 Bottom 0.0025 0.24 Not 135.5 COMS9 245.933 -2384.626 COMB26 112.353 -763.452 COMB22 -21.481 8TH SW16 Top 0.0025 0.24 20.325 4 60 8 135.5 COMB21 173.156 -1804.395 COMB26 129.345 -1699.28 COMB10 -85.617 Bottom 0.0025 0.24 20.325 135.5 COMB21 182.528 -1726.973 COMB26 138.717 -3375.397 COMB10 -85.617 7TH SW16 Top 0.0025 0.24 20.325 4 60 8 135.5 COMB21 245.496 4315.046 COMB26 132.219 2783.31 COMB10 -132.859 Bottom 0.0025 0.24 20.325 135.5 COMB21 254.869 4467.105 COM826 141.591 329.67 COMB10 -132.859 6TH SW16 Top 0.0025 0.24 21.417 4 60 8 135.5 COMB13 637.701 1950.711 COMB26 113.321 1614.798 COMB10 -143.268 Bottom 00025 0.24 21.67 135.5 COMS13 652.042 -10211.41 COMB26 122.694 -2348.243 COMB10 -143.266 5TH SW16 Top 0.0025 0.24 30.916 4 60 8 135.5 COMB131175.98 9022.83 COMB26 300.797 -208.354 COMB22 85.795 Bottom 0,0025 0.24 31.169 135.5 COMB131190.32 6806.23 COMS26 310.17 8919.964 COMB22 85,795 4TH SW16 Top 0.0025 0.24 28.414 4 60 8 135.5 COMB13 1034.18 -10327.09 COMB26 218.306 -963.542 COMB13 117.223 Bottom 0.0025 0.24 28.667 135.5 COMB13 1048.52 3739.705 COMB26 227.678 1225206 COMB13 117.223 3RD SW16 Top 0.0025 0.24 35.622 4 60 8 171.5 COMB13 1289.67 -4905.691 COMS26 249.608 -3453.712 COM82 27.755 Bottom 0.0025 0.24 35.943- 171.5 COMB13 1307.82 -3089.302 COMB26 261.471 -1334.543 COMB2 27755 2ND SW16 Top 0.0025 0.24 35,988 4 60 8 171.5 COMB131310.41 3922.513 COMB26 207.339 -4668.436 COMB2 68.303 Bottom 0.0025 0.24 36.309 171.5 COMB131328.56 3198.015 COMB26 219.202 994.773 COMB2 88.303 10TH SW17 Top 0.0025 0.24 26.325 4 60 8 175.5 COMB10 48.622 -702.309 COMB26 25.086 1655.552 COMB14 -30126 Bottom 0.0025 0.24 26.325 175.5 COMS10 67.197 -847.063 COMB26 37.225 -1949.696 COMB14 -30.126 7TH SW17 Top 0.0025 0.24 Not 4 60 8 175.5 COMB10 98.717 5052.346 COMS26 40.482 6594.534 COMB14 -170.272 Av Limit ((102) sgrl(fc)) Shear Steel Limit Check DESIGN INADEQUACY MESSAG FLEXURAL No of Layers = 2 SHEAR No of Layers = 2 Min Av PLACED UNIFORM HOR 6 PERT. Ratio "c REINFORCEMENT 0.81 8TH SW14 8 0.24 #5 24 031 ok 0.24 0.31 13 0.81 7TH SW14 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 6TH SW14 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 5TH SW14 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0,81 4TH SW14 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 3RD SW14 8 0.24 #5 24 0.31 Ok 0.24 0.31 1,1 0.81 2ND SW14 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0,81 10TH SW15 6 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 9TH SW15 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 8TH SW15 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 6TH SW15 8 0.24 #5 24 0.31 ok 0.24 0.31 1? 0.81 4TH SW15 8 0.24 #5 24 0.31 ok 0.24 0.31 1.0 0.81 3RD SW15 8 0.24 #5 24 0.31 ok 0.24 0.31 1.1 0.81 2ND SW15 8 0.24 #5 24 0.31 ok 0,24 0.31 1.3 0.81 10TH SW16 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 9TH SW16 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 8TH SW16 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 081 7TH SW16 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 6TH SW16 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 - 081 5TH SW16 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 4TH SW16 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 3RD SW16 8 0.24 #5 24 0.31 ok 0,31 1.3 0.81 2ND SW16 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 10TH SWi7 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.61 7TH SW17 8 024 #5 24 0.31 ok EDGE REINFORCEMENT FOR FLEXURE 526 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street San Francisco CA 94103 SHEAR WALL DESIGN FORCES AND REINFORCEMENTS TABS DESIGN OUTPUT min 959421 max 806238 From Detailed Shear Wall Design Output Required FLOOR WALL Flexural Required B-Zone fc fy fw Length Combo Pu MuJ Combo Pu Mu7 Combo Vu St l Shear Av (P,M~ (P,M) (Shear) ee Ratio in"21R Length ksl ksl in in kips kips-In kips kips-in kips Bottom 0.0025 0.24 Not 175.5 COMS10 117.291 -7281.092 COMS26 52.621 -8820.928 001VIB14 -170.27; 10TH SW19 Top 0.0025 0.24 Not 4 60 8 104 COMB10105.659 119.352 COMB26 26.396 -532.056 COMB9 35.354 Bottom 0.0025 0.24 Not 104 COMB10116.666 -480.144 COMB26 33.59 -142.38 COMB9 35.354 9TH SW19 Top 0.0025 0.24 Not 4 60 8 104 COMB10158.495 548.478 COMB26 57.454 -989.591 COMB9 54,386 Bottom 0.0025 0.24 Not 104 COMB10169.502 -298.776 COMB26 64.647 916.387 COMB9 54,386 8TH SW19 Top 0.0025 0.24 Not 4 60 8 104 COMB14 190889 -577.325 COMB26 96.872 -606,046 COMB22 -30,905 Bottom 0.0025 014 Not 104 COMB14 201.896 1164.814 COMB26 104.066 1035.439 COMB22 -30.905 7TH SW19 Tap 0,0025 0.24 Not 4 60 8 104 COMB14 251.419 -529.517 COMB26 137.539 -266.63 COMB22 -44.019 Bottom 0.0025 0.24 Not 104 COMB14 262.427 214.097 COMB26 144,733 -54.838 COMB22 -44.019 6TH SW19 Top 0,0025 0.24 Not 4 60 8 104 COMB14 325.807 868.306 COMB26 170.282 -216.595 COMB10 -47.712 Bottom 0.0025 0.24 15.6 104 COMB14 336.814 290.172 COMB26 177.476 355.675 COMB10 -47.712 5TH SW19 Top 0.0025 0.24 15.6 4 60 8 104 COMB21 117.415 1387.944 COMB26 218.954 -1450.032 COMB22 21.937 Bottom 0.0025 0.24 15.6 104 COMB21 124.609 1277.183 COMB26 226.148 750.448 COMB22 21.937 4TH SW19 Top 0.0025 0.24 15.6 4 60 8 104 COMB14 396.885 90.151 COMB26 278,986 -1726.949 COMB22 40.389 Bottom 0.0025 0.24 15.6 104 COMB14 407.892 257.572 COMB26 286.18 2369.873 COMB22 40.389 3RD SW19 Top 0.0025 0.24 16.074 4 60 8 104 COMB14 468.851 -1185.543 COMB26 364.664 -994.785 COMB2 47.236 Bottom 0.0025 0.24 16.268 104 COMS14 479.858 1474.503 COMB26 371.858 1989.238 COMB2 47.236 2ND SW19 Top D.W25 0.24 17.642 4 60 8 104 COMB14 557.668 -284.748 COME26 461.033 -1000.015 COMB2 13.606 Bottom 0.0025 0.24 17.836 104 COMS14 568.675 -210,764 COMB26 468.227 -342.276 COMB2 13.606 10TH SW20 Top 0.0025 0.24 9 4 60 8 60 COMB13 13.523 -178,591 COMB26 6.676 -474.76 COMB14 8.571 Bottom 0.0025 0.24 9 60 COMB13 19.873 -109.835 COMB26 10,826 369.135 COMB14 8.571 9TH SW20 Top 0.0025 0.24 Not 4 60 8 60 COMB10 70,626 -271.462 COMB26 27.763 28.238 COMB13 3.113 Bottom 0.0025 0.24 9 60 COMB26 31.913 54.165 COMB26 31.913 54.165 COMB13 3,113 8TH SW20 Top 0.0025 0.24 Not 4 60 8 60 COMB10 91.518 -724.853 COMB26 48.021 -304,08 COMB2 15.247 Bottom 0.0025 0.24 Not 60 COMB10 97.868 783.575 COMB26 52.171 442.425 COMB2 15.247 7TH SW20 Top 0.0025 0.24 9 4 60 8 60 COMB25 58.71 121296 COMB26 51.899 207.014 COMB26 -6.197 Bottom 0.0025 0.24 9 60 COMB13120.164 274.183 COMB26 62.049 -536.663 COMB26 -6197 6TH SW20 Top 0,0025 0.24 9 4 60 8 60 COMB14153.239 -96.304 COMB26 74.172 -560.003 COMB25 14.746 Bottom 0.0025 0.24 9 60 COMB14 159.59 -95.188 COMB26 78.322 737.023 COMB25 14.746 5TH SN20 Top 0.0025 0.24 9 4 60 8 60 COMB13166.368 241.64 COMB26 83.17 568.384 COMB25 -16.531 Bottom 0.0025 0.24 9 60 COMB10132.946 -32.847 COMB26 87.32 -841.909 COMB25 -16.531 4TH SW20 Top 0.0025 0.24 9 4 60 8 60 COMB14194.423 -707.923 COMB26 105.499 -869.09 COMB2 20.727 Bottom 0.0025 0.24 9 60 COMB14 200.113 513.326 COMB26 109.649 509.736 COMB2 20.727 3RD SW20 Top 0.0025 0.24 9 4 60 8 60 COM614 221.01 -323.097 COMB26 122.714 447.609 COMB25 -13.95 Bottom 0.0025 0.24 9 60 COMB14 227.36 232.043 COMB26 126.864 -332.071 COMB25 -13.95 2ND SW20 Top 0.0025 0.24 9 4 60 8 60 COMB14 242.381 -38.222 COMB26 125.077 465.102 COMB2 -22.769 Bottom 0.0025 0.24 9 60 COMB14 248.731 -295.034 COMB26 129.227 -1970.245 COMB2 -22769 10TH SW21 Top 0.0025 0.24 Not 4 60 8 104 COMS10 88.586 2375.641 COMS26 41.895 17,143 COMB10 -24.306 Bottom 0.0025 0.24 Not 104 COMB10 99.594 -541.065 COMB26 49.089 -74.322 COMB10 -24.306 9TH SW21 Top 0.0025 0.24 15.6 4 60 8 104 COMB13 105.12 311.145 COMB26 67.654 401.411 COMB10 -30.014 Bottom 0,0025 0.24 Not 104 COMB10 141.945 -1237.373 COMB26 74.848 -301.666 COMB10 -30.014 8TH SW21 Top 0.0025 0.24 Not 4 60 8 104 COMB10186.203 1318.016 COMB26 85.08 646.443 COMB9 31.071 Bottom 0.0025 0.24 Not 104 COMB10 197.21 -1407.955 COMB26 92.273 -399.974 COMBS 31.071 7TH SW21 Top 0.0025 0.24 Not 4 60 8 104 COMB13 285.16 -782.952 COMB26 96.986 1001.062 COMB10 -24.018 Bottom 0.0025 0.24 Not 104 COMB13 296.167 690.024 COM826 104.18 -818.131 COMB10 -24.018 6TH SW21 Top 0.0025 024 15.6 4 60 8 104 COMB13 340.972 372.662 COMB26 77.013 1071.488 COMB22 -36.869 Bottom 0.0025 0.24 15.6 104 COMB13 351.979 509.34 COMB26 84.206 -1559.631 COMB22 -36.869 5TH SW21 Top 0.0025 0.24 15.6 4 60 8 104 COMB13 423.855 315.626 COMB26 76.421 456.36 COMB9 -28.907 Bottom 0.0025 0.24 15.6 104 COMB13 434.862 -286.617 COMB26 83.614 1269.008 COMB9 -28907 Av L mit ((10 2) sgrt(fc)I Shear Steel Limit Check DESIGN INADEQUACY MESSAG FLEXURAL No of Layers - 2 SHEAR No of Layers = 2 Min Av PLACED UNIFORM HOFL & VERT. Ratio REINFORCEMENT ~~era 024 0.31 1.3 0.81 10TH SW19 B 0.24 #5 24 0.31 Ok 0.24 0.31 1.3 0.81 9TH SW19 B 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 8TH SW19 B 0.24 #5 24 0.31 Ok 0.24 0.31 1.3 0.81 7TH SW19 8 0.24 #5 24 0.31 Ok 0.24 0.31 1.3 0.81 6TH SW19 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 5TH SW19 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 4TH SW19 B 0.24 95 24 0.31 ok 0.24 0.31 1.3 0.81 3RD SW19 8 014 #5 24 0.31 Ok 0,24 0.31 1.3 0.81 2ND SW19 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.61 10TH S'22 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 9TH SW20 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 8TH SW20 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 7TH SW20 B 014 #5 24 0.31 ok 0.24 0.31 1.3 0-81 6TH SW20 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 5TH SW20 6 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 4TH SW20 B 0.24 #5 24 031 ok 0.24 0.31 1.3 0.81 3RD SW20 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 2ND SW20 B 024 #5 24 0.31 ok 0.24 0.31 1.3 0.81 10TH SW21 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 9TH SW21 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0,81 STH SW21 8 0.24 #5 24 0.31 Ok 0.24 0.31 1.3 0.81 7TH SW21 8 0.24 #5 24 0.31 Ok 0.24 0.31 1.3 0,81 6TH SW21 8 0.24 #5 24 0,31 ok 0.24 0.31 1.3 0.81 5TH SW21 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 EDGE REINFORCEMENT FOR FLEXURE 527 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 SHEAR WALL DESIGN FORCES AND REINFORCEMENTS TABS DESIGN OUTPUT min -959421 max 806238 From Detailed Shear Wall Design Output Required Required Combo Combo Combo FLOOR WALL Flexural Shear Av B-Zone fc fy tre Length (P M) Pu Mu3 PMT Pu Mu3 (Shear) Vu Steel 4TH SW21 Top 0.0025 0.24 16.359 4 60 B 104 COMS13 484,987 803.744 COMB26 72.807 655,028 COMB21 -28,112 Bottom 0.0025 0.24 16.553 104 COMB13 495.995 -1173.914 COMB26 80.001 -713.81 COMS21 -28.112 3RD SW21 Tap 0.0025 0.24 17.624 4 60 8 104 COMB13 556.685 510,421 COMB26 68.886 1254.744 COMB25 -24.556 Bottom 0.0025 0.24 17.819 104 COMB13 567.692 -1263.326 COMB26 76.079 -565.34 COMB25 -24.556 2ND SW21 Top 0.0025 0.24 17.153 4 60 8 104 COMB13 529,992 2327.763 COMB26 30.439 1755.635 COMB2 -40.158 Bottom 0.0025 0.24 17.347 104 COMB13 540.999 -750.014 COMB26 37.633 -1200.681 COMB2 -40.158 10TH SW22 Top 0.0025 0.24 Not 4 60 8 216 COMB9 197.084 -3502.736 COMB26 74.518 -612,352 COMB25 25.407 Bottom 0.0025 0.24 Not 216 COMB9 219.945 -2197.094 COMB26 89.459 388.924 COME25 25.407 9TH SW22 Top 0.0025 0.24 32.4 4 60 8 216 COMB9 244.575 -1754.121 COMB26 122.542 1901.839 COMB25 67.139 Bottom 0.0025 0.24 32.4 216 COMB9 267.436 -1631051 COM826 137.483 .1548.28 COMB25 67,139 8TH SW22 Top 0.0025 0.24 Not 4 60 8 216 COMBIO 383.47 -5209.841 COMB26 169.548 2363.455 COMB13 184.114 Bottom 0.0025 0.24 Not 216 COMB10 406.331 5718.124 COMB26 184.489 -2838.016 COMB13 164.114 7TH SW22 Top 0.0025 0.24 Not 4 60 8 216 COMB10 557.635 -746.793 COMB26 242.722 2111.724 COM825 130.231 Bottom 0.0025 0.24 Not 216 COMB10 580.496 3617.115 COMB26 257.663 -6262.907 COMB25 130.231 6TH SW22 Top 0.0025 0.24 Not 4 60 8 216 COMB10 670.369 856.366 COMB26 279.417 -1981.413 COMB25 136.143 Bottom 0,0025 0.24 32.4 216 COMS10 693.23 5412.58 COMB26 294.358 -3477.775 COMB25 136.143 5TH SW22 Top 0,0025 0.24 32.4 4 60 8 216 COMBIO 827.485 2179.34 COMB26 352.803 3401,921 COMB26 -143.189 Bottom 0.0025 0.24 32.4 216 COMB10 850.346 1324.443 COMB26 367.744 -13780.73 COMB26 -143.189 4TH SW22 Top 0.0025 0.24 32.4 4 60 8 216 COMB14 707.882 6318.913 COMB26 36L269 -3459.43 COMB26 -58.213 Bottom 0.0025 0.24 32.4 216 COMS14 730.743 -2286.835 COMB26 376.21 -10445.03 COMB26 -58.213 3RD SW22 Top 0.0025 0.24 33.333 4 60 8 216 COMB10 970.804 5559.796 COMB26 414.305 408.104 COMB25 -222.531 Bottom 0.0025 0.24 33.736 216 COMB10 993.665 6261.685 COMB26 429.246 -21322.55 COMB25 -222,531 2ND SW22 Top 0.0025 0.24 34.089 4 60 8 216 COMB701013,68 -491.801 COMB26 512.96 -6768.352 COMB2 -212.567 Bottom 0.0025 0.24 34.493 216 COMBIO 1036.54 4179.137 COMB26 527.901 -29119.67 COMB2 -212.567 10TH SW23 Top 0.0025 0.24 Not 4 60 8 104 COMS10 56.33 -2112.762 COMB26 20.195 -1591.465 COMB9 58.374 Bottom 0.0025 0.24 Not 104 COMB10 67.338 2054.255 COM826 27.388 1262.683 COMB9 58.374 9TH SW23 Top 0.0025 0.24 Not 4 60 8 104 COMB10118.405 -809.823 COMB26 53,067 -1631.277 COM89 80.571 Bottom 0.0025 0.24 Not 104 COMB10129.412 1029.371 COMB26 60,261 1501.285 COMBS 80.571 8TH SW23 Top 0.0025 0.24 Not 4 60 8 104 COMB10170.569 32.482 COMB26 82.562 -1058.43 COMB9 69.376 Bottom 0.0025 024 Not 104 COMB10 181.576 411.85 COMB26 89.756 1105.387 COMB9 69.376 7TH SW23 Top 0.0025 0.24 Not 4 60 8 104 COMBIO 215.685 84.445 COMB26 106.672 -329.829 COMB9 61.572 Bottom 0.0025 0.24 Not 104 COMB10 226.692 -1833,493 COMB26 113.866 99.748 COMB9 61.572 6TH SW23 Top 0,0025 0.24 Not 4 60 8 104 COMB10 259.761 549.416 COMB26 129.152 -73.042 COMB9 45.812 Bottom 0.0025 0.24 Not 104 COMB10 270.768 -2740.466 COMB26 136.346 -32.111 COM89 45.812 5TH SW23 Top 0.0025 0.24 15.6 4 60 6 104 COMB9 275.679 1433.169 COMS26 153.158 -1268.645 COMB10 40.183 Bottom 0.0025 0.24 15.6 104 COMB9 286.686 1380.268 COMB26 160,351 880.825 COMS10 40.183 4TH SW23 Top 0.0025 0.24 15.6 4 60 8 104 COMB21 153.391 1047.108 COMB26 176.967 -1446.667 COMB22 37.897 Bottom 0.0025 0.24 15.6 104 COMB14 353.045 1337.67 COMB26 184.161 1603.763 COMB22 37.897 3RD SW23 Top 0.0025 0.24 156 4 60 8 104 COMB14 391.068 -2149.408 COMB26 204.243 616.689 COMBIO 42.674 Bottom 0.0025 0.24 15.6 104 COMB14 402.076 1857.327 COMB26 211.436 817.221 COMB10 42.674 2ND SW23 Top 0.0025 0.24 15.809 4 60 8 104 COMB10 453.821 -547.695 COMB26 225.579 634.586 COMB21 -15.228 Bottom 0.0025 0.24 16.003 104 COMBIO 464.828 -487.045 COMB26 232.773 -948.234 COMB21 -15.228 10TH SW24 Top 0,0025 0.24 Not 4 60 8 242 COMB14163.546 8530.795 COMB26 71.458 3620.293 COMBIO -141.59 Bottom 0.0025 0.24 Not 242 COMB14 189,159 -3020.389 COMB26 88.197 -1473.824 COMB10 -141.59 9TH SW24 Top 0.0025 0.24 36.3 4 60 8 242 COMB13 238.966 1388.4 COMB26 160.304 -1500.283 COMB9 102.485 Bottom 0.0025 0.24 36.3 242 COMB13 264.579 1369.272 COMB26 177.044 133.45 COMB9 102.485 8TH SW24 Top 0,0025 0.24 Not 4 60 8 242 COMB14 421.393 3914.782 COMB26 238.662 1555.826 COMB10 -143.098 Bottom 0.0025 0.24 Not 242 COMB14 447.006 827.397 COMB26 255.402 924.777 COMB10 -143,098 Av Limit {(10.2) sgd(rc)) Shear Steel Limit Check DESIGN INADEQUACY MESSAG FLEXURAL No of Layers = 2 SHEAR No of Layers = 2 Min Av PLACED UNIFORM HOR. BERT. Ratio REINFORCEMENT wx 0.81 4TH SW21 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 3RD SVV21 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 2ND SW21 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 10TH SW22 8 024 #5 24 0.31 ok 0.24 0.31 1.3 0.81 9TH SW22 6 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 8TH SW22 6 024 #5 24 0.31 ok 0.24 0.31 1.3 0.81 7TH SW22 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 6TH SW22 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 5TH SW22 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0,81 4TH SW22 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 3RD SW22 6 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 2ND SW22 8 0424 #5 24 0.31 ok 0.24 0.31 1.3 0.81 10TH SW23 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 9TH SW23 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 6TH SVv23 8 0.24 #5 24 0.31 ok 0.24 0.31 1.1 0.81 7TH SW23 8 0.24 #5 24 0.31 ok 0.24 0.31 1.1 0.81 6TH SW23 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 5TH SW23 8 0424 #5 24 0.31 ok 0.24 0.31 1.3 0.81 4TH SW23 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 3RD SW23 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 2ND SV✓23 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 10TH SW24 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 9TH SW24 8 0.24 05 24 0.31 ok 0.24 0.31 1.3 0.81 8TH SW24 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 ADDITIONAL EDGE REINFORCEMENT FOR 528 NISHKIAN MENNINGER CONSULTI NG AND STRUCTURAL ENGINEERS SI NCE 1919 1200 Folsom Street, San Francisco CA 94103 SHEAR WALL DESIGN FORCES AND REINFORCEM ENTS TABS DESIGN OUTPUT min -959421 max 806238 From Detailed Shear Wall Design Output Required FLOOR WALL Flexure I Required &Zane Ire fY tw Length Combo Pu Mu3 Combo Pu Mu3 Combo Vu Steel Shear Av (P,M) (P.M) (Shear) Ratio in"21ft Length ksi ksl In in kips kips-in kips kips-in kips 7TH SW24 Top 0.0025 0.24 Not 4 60 8 242 COMB14 555.619 4172.677 COMB26 332.972 2164.174 COMB10 -147.255 Bottom 0.0025 0.24 Not 242 COMB14 581.232 -87.164 COMB26 349.711 -1253.276 COMB10 -147.255 6TH SW24 Top 0.0025 0.24 Not 4 60 8 242 COMB14 751,841 4043.403 COMB26 431465 -101.968 COMB10 -156.359 Bottom 0.0025 0.24 36.3 242 COMB14 777.454 -3845.681 COMB26 449.205 -5145.512 COMB10 -156.359 5TH SW24 Top 0.0025 0.24 36.3 4 60 8 242 COMB14 880.341 -369.679 COMB26 548.096 -4682.228 COMB9 -102.212 Bottom 0.0025 0.24 36.3 242 COMB14 905.953 -3143.662 COMB26 564.835 305.85 COMB9 -102.212 4TH SNf24 Top 0.0025 0.24 36.3 4 60 8 242 COMB26 662.54 1360.727 COMB26 662.54 1360.727 COMB9 -118.52 Bottom 0.0025 024 36.601 242 COMB14 1045.52 -4450.566 COMB26 679.279 1223.524 COMB9 -118.52 3RD SW24 Top 0.0025 0.24 39.052 4 60 8 242 COMB141184.37 1861.218 COMB26 802.607 1835.177 COM89 -81.894 Bottom 0.0025 0.24 39.504 242 COMB14 1209.98 -4732.583 COMB26 819.346 -1193.162 COMB9 -81.894 2ND SW24 Top 0.0025 014 44.309 4 60 8 242 COMB14 1482.28 -1916.836 COMB26 1021.625 -2295,128 COMB2 -41.347 Bottom 0.0025 0.24 44.761 242 C0MB14 1507.9 -5581.823 COMB26 1038.365 -6103.644 COMB2 -41.347 10TH SW25 Top 0.0025 0.24 Not 4 60 8 216 COM89 87.054 -819.104 COMB26 35.855 2786.194 COMB14 -62.015 Bottom 0.0025 0.24 Not 216 COMB9 109.915 -1574.01 COMB26 50.796 -3730.552 COMB14 -62.015 9TH SW25 Top 0.0025 0.24 Not 4 60 8 216 COMBS 238.851 -8161.391 COMB26 107.817 1547.431 COMB13 231984 Bottom 0.0025 0.24 Not 216 COM89 261.712 7932.079 COMB26 122.758 -3308.712 COMB13 232.984 8TH SW25 Top 0.0025 024 Not 4 60 8 216 COMB9 355.253 -1335.33 COMB26 169.554 2463.45 COMB13 216.995 Bottom 0,0025 0.24 Not 216 COMB9 378,114 5666.598 COMB26 184,495 -4854.377 COMB13 216995 7TH SW25 Top 0.0025 0.24 32,4 4 60 8 216 COMB21 246.097 1750.766 COMS26 227.13 3686.94 COMB13 161.507 Bottom 0.0025 0.24 32.4 216 COMB21 261.037 1623.48 COMB26 242.071 -8046.141 COMB13 161.507 6TH SW25 Top 0.0025 0.24 Not 4 60 8 216 COMB9 558.742 3569.732 COMB26 286.017 1800.299 COMB14 -132.786 Bottom 0.0025 0.24 Not 216 COMBS 581.603 -2333.675 COMB26 300,957 -9468.772 COMS14 -132.786 5TH SW25 Top 0.0025 0.24 32.4 4 60 8 216 COMB14 654.838 -6321.764 COMB26 340.595 2942.53 COMB26 -142.802 Bottom 0.0025 0.24 32.4 216 COMB9 694.993 2138.484 COMS26 355.536 -14193.73 COMB26 -142.802 4TH SW25 Top 00025 0.24 32.4 4 60 B 216 COMB14 763.593 -5732.57 COMB26 388.866 -1956.103 COMB26 -80.955 Bottom 0.0025 0.24 32.4 216 COMB14 786.454 -3101.419 COMB26 403.807 -11670.66 COMB26 -80.955 3RD SW25 Top 0.0025 0.24 32.4 4 60 8 216 COMB14 835.353 -4597.626 COMB26 421.658 2860.031 COMS25 -250.568 Bottom 0.0025 0.24 32.4 216 COMB14 858.214 -4800.114 COMB26 436.599 -20420.1 COMB25 -250.568 2ND SW25 Top 0,0025 0.24 32.4 4 60 8 216 COMB14 694.426 -5297.045 COMB26 346.841 -4382.607 COMB2 -207.265 Bottom 0.0025 024 32.4 216 COMB14 717,287 -6702.084 COMB26 361.782 -26732.9 COMB2 -207.265 10TH SW26 Top 0.0025 0.24 Not 4 60 8 242 COMB9 162.584 6030.677 COMB26 72.37 5428.752 COMB10 -92.8 Bottom 0.0025 0.24 Not 242 COMB9 188.197 2130.301 COMB26 89.109 1750.106 COMB10 -92.8 9TH SW26 Top 0.0025 0.24 Not 4 60 8 242 COMB9 320.426 -1276.618 COMB26 111.031 5669.538 COMB10 -158.398 Bottom 0.0025 0.24 Not 242 COMB9 346.039 -1965.633 COMS26 127.771 24,822 COMB10 -158.398 8TH SW26 Top 0.0025 0.24 Not 4 60 8 242 COMB13 502.413 1953.452 COMB26 153.511 4096.846 COMB10 -148.774 Bottom 0.0025 0.24 Not 242 COMB13 528.025 -2301.277 COMB26 170.25 -740.88 COMB10 -148.774 7TH SW26 Top 0.0025 0.24 Not 4 60 8 242 COMB13 685,162 1070.414 COMB26 183.164 3457.819 COMB10 -156.057 Bottom 0.0025 0.24 Not 242 COMB13 710.775 -4299.618 COMB26 199.903 -4171.97 COMB10 -156.057 6TH SW26 Top 0.0025 0.24 36.3 4 60 8 242 COMB13 847.019 7042.629 COMB26 192.956 3463.266 COMB10 -153.737 Bottom 0.0025 0.24 36.3 242 COMB13 872.632 2309.329 COMB26 209.695 -4989.51 COMB10 -153.737 5TH SW26 Top 0.0025 0.24 36.3 4 60 8 242 COMS13 960,864 3831.079 COMB26 188.484 -2595.259 COMB9 -142.417 Bottom 0.0025 0.24 38.3 242 COMB13 986.477 -5723.813 COMB26 205.224 -4361.808 COMB9 -142,417 4TH SW26 Top 0.0025 0.24 38202 4 60 8 242 COMB13 1136.2 1882.106 COMB26 212.302 277.419 COMBS -116.845 Bottom 0.0025 0.24 38.654 -242 COMB13 1161.82 -8422.796 COMS26 229.041 -1201.61 COMB9 -116.845 3RD SW26 Top 0.0025 0.24 41.225 4 60 8 242 COMB131307.55 1688.561 COMB26 239236 4394.453 COMB9 -86.644 Bottom 0.0025 0.24 41.677 242 COMB13 1333.16 -5392.107 COMB26 255.976 764.709 COMB9 -86.644 2ND SVV26 Top 0.0025 0.24 44,66 4 60 8 242 COMB13 1502.17 -3515.485 COMB26 279.569 3464.101 COMB2 -53,328 Bottom 0.0025 0.24 45.112 242 COMB13 1527.79 -6243.408 COMB26 296.308 -1253.207 COMB2 -53.328 9TH SW27 Top 0.0025 0.24 Not 4 60 8 60 COMB10112.853 -468.735 COMB26 41.271 196.276 COMB13 14,411 Av Limit {(1a2) sgn(fc)) Shear Steel Limit Check INADEQUACY MESSAG FLEXURAL No of Layers = 2 SHEAR No of Layers = 2 Min Av PLACED UNIFORM HOR. BVERT. Ratio REINFORCEMENT 0.81 7TH SW24 B 0.24 95 24 0.31 ok 0.24 0.31 1.3 0.81 6TH SVv24 B 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 5TH StW4 8 0.24 #5 24 0.31 oX 0.24 0.31 1.3 0.81 4TH SW24 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 3RD SW24 B 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 2ND SW24 6 0.24 #5 24 031 oh 0.24 0.31 1.3 0.81 10TH S14125 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 9TH SW25 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 BTH Sy125 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 7TH SW25 8 0.24 #5 24 0.31 ok 0.24 0.31 1: 0.81 6TH SW25 B 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 5TH 51425 B 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 4TH SW25 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 3RD SI425 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 2ND SVV25 B 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 10TH SW26 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 9TH SW26 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 8TH S1926 B 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 7TH 51426 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 6TH SW26 B 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 5TH SW26 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 4TH SW26 8 0.24 #5 24 0.31 ok 0.24 0.31 - 1.3 0.87 3RD SW26 8 024 #5 24 0.31 ok 024 0,31 1.3 0.81 2ND SW26 8 0.24 #5 24 0,31 ok 024 0.31 1.3 0.81 9TH SW27 8 0.24 #5 24 0.31 ok ADDITIONAL EDGE 529 NISHKIAN MENNINGER CONSULTI NG AND STRUCTURAL ENGINEERS SI NCE 1919 1200 Folsom Street, San Francisco CA 94103 I SHEAR WALL DESIGN FORCES AND REINFORCEMENTS TABS DESIGN OUTPUT min -959421 max 806238 From Detailed Shear Wall Design Output Required FLOOR WALL Flexural Required B-Zone fo fy tw Length Combo Pu Mu3 Combo Pu Mu3 Combo Vu Steel Shear Av P, M) (P,M) (Shear) Ratio in^2Jft Length ksi ksi in in kips kips-in kips kips-in kips Bottom 0.0025 0.24 Not 60 COMB10119.204 91.788 COMB26 45.421 -119,956 COMB13 14.411 8TH SW27 Top 0.0025 0.24 Not 4 60 8 60 COMB10129.464 -358.547 COMB26 52.642 -116.196 COMB2 8.575 Bottom 0.0025 0.24 Not 60 COM610 135.814 522.095 COMB26 56.792 211.715 COMB2 8.575 7TH SW27 Top 0.0025 0.24 9 4 60 8 60 COMB10150.318 140.706 COMB26 65.026 364,824 COMB26 -8.035 Bottom 0.0025 0.24 9 60 COMB10156.669 166.037 COMB26 69.177 -599.332 COMB26 -6.035 6TH SW27 Top 0.0025 0.24 Not 4 60 8 60 COMB10 188.492 233.358 COMB26 84.756 -291.437 COMB25 13.987 Bottom 0.0025 0.24 9 60 COMB13161,062 484.543 COMB26 88.907 408.905 COMB25 13.987 5TH SV27 Top 0.0025 0.24 9 4 60 8 60 COMB14185.532 -428.067 COMB26 98.229 704.132 COMB25 -18682 Bottom 0.0025 0.24 9 60 COMB10 219.799 -179.897 COMB26 102.379 -1030.022 COMB25 -18.682 4TH SW27 Top 0.0025 0.24 9 4 60 8 60 COMB14 216.688 -432.365 COMB26 111.224 -691.925 COMB2 17.316 Bottom 0.0025 0,24 9 60 COMB14 221038 306.365 COMB26 115.374 307.011 COMB2 17.316 3RD SW27 Top 0.0025 0.24 9.353 4 60 8 60 COMB10 274.992 373.745 COMB26 128.266 639646 COMB25 -16.549 Bottom 0.0025 0.24 9.465 60 COMB10 281.342 -20.743 COMB26 132.416 -438.869 COMB25 -16,549 2ND SW27 Top 0.0025 0.24 9.961 4 60 8 60 COMB10 309.434 111.406 COMS26 145.743 723.62 COMB22 -25.645 Bottom 0.0025 0.24 10.073 60 COMB10 315.784 -264.584 COMB26 149.893 -2181.487 COMB22 -25.645 7TH SW28 Top O.DO25 0.24 Not 4 60 8 114 COMB14 66.086 550.713 COMB26 39.828 601,195 COMB9 39.495 Bottom 0.0025 0.24 Not 114 COMB14 78.152 193.559 COMS26 47.714 -299.993 COMB9 39.495 6TH SW28 Top 0.0025 0.24 17,1 4 60 8 114 COMBtO 141.817 -2177,955 COMB26 79.806 -510.454 COMB9 85.486 Bottom 0.003 0.24 17.1 114 COMB10 153.683 -1711.203 COMB21 6.63 6863.756 COMB9 85.488 5TH SW28 Top 0.0025 0.24 Not 4 60 8 114 COMB14 309.79 -1451.141 COMB26 122.864 -586.362 COMB10 41.531 Bottom 0.0025 0.24 Not 114 COMB14 321.856 206.653 COMB26 130.749 -1587.197 COMB10 41.531 4TH SVV28 Top O.DO25 0.24 Not 4 60 8 114 COMB14 291.433 -1530.49 COMB26 152.776 -334.779 COMB10 41.132 Bottom 0.0025 0.24 Not 114 COMB14 303.499 113.927 COMB26 160.661 -1415.158 COMS10 41.132 3RD SW28 Top 0.0025 0.24 17.1 4 60 8 114 COMB14 399.079 -875501 COMB26 251.014 1674.287 COMB22 -32.282 Bottom 0.0025 0.24 17.1 114 COMS14 411.145 319.282 COMB26 258.899 -1642.565 COMB22 -32.282 2ND SW28 Top 0.0025 0.24 17.1 4 60 8 114 COMB14 467.721 2177.465 COMB26 362.29 3360,02 COM82 -53.432 Bottom 0.0025 0.24 17.1 114 COMS26 370.175 -1666.433 COMB26 370.175 -1666.433 COMB2 -53.432 7TH SW29 Top 0.0028 0.24 Not 4 60 8 108 COM89 67.09 -4126.12 COMB10 9.583 -6027.189 COMB13 115.309 Bottom 0.0025 0.24 Not 108 COMB9 78.521 3192.93 COMB26 24.808 -21.042 COMB13 115.309 6TH SW29 Top 0.0034 0.24 Not 4 60 8 108 COMB9 238.613 -2997.952 COMB22 -46.917 -4496.48 COMB2 111.471 Bottom 0.0035 0.24 Not 108 COMB9 250.044 2817.467 COMB22 -39.447 5085.678 COMB2 111.471 5TH SW29 Top 0.0025 0.509 Not 4 60 8 108 COMB9 313.673 -3980.19 COMB26 81.398 -1898.225 COMB2 288.056 Bottom 0.0025 0.24 Not 108 COMB9 330.245 2866.163 COMB26 93.375 -1061.987 COMBS 47.777 4TH SW29 Top 0.0025 0.24 Not 4 60 8 108 COMB9 254.659 -2312.981 COMB26 100.965 1710.739 COMB9 47.952 Bottom 0.0025 0.24 Not 108 COMB9 266.089 3441.246 COMB26 108.435 -1800.159 COM89 47.952 3RD SW29 Top O.DO25 0.24 Not 4 60 8 108 COMB14 312.589 -3481,315 COMS26 153.147 4153.675 COMB22 -105.197 Bottom 0.0025 0.24 Not 108 COMS14 324.019 1546.929 COMB26 160.617 -7397.157 COMB22 -105,197 2ND SW29 Top 0.0025 0.24 16.2 4 60 8 108 COMS14 408.433 -1198.699 COMB26 200.777 253.207 COMB22 -69.308 Bottom 0.0025 0.24 16.2 108 COMB14 419.864 -1057.086 COMB26 208.247 6994.704 COMB22 -69.308 7TH SW30 Top 0,0025 0.24 Not 4 60 8 114 COMB13 96.463 -971.271 COMB26 36.673 -1820.482 COMB9 70.639 Bottom 0.0025 0.24 Not 114 COMB13 108.529 -1981.519 COMB26 44.558 34.314 COMB9 70.639 6TH SW30 Top 0.0025 0.24 Not 4 60 8 114 COMB13182.071 331.337 COMB26 56,695 -125.169 COMB22 -97.02 Bottom 0.0025 0.24 Not 114 COMB13194.136 77.341 COMB26 64,581 -1148.49 COMB22 -97.02 5TH SW30 Top 0,0025 0.24 17.1 4 60 8 114 COMB13 222.917 5035.841 COMB26 86.434 -1083.318 COMB21 123.813 Bottom 0.0025 0.24 Not 114 COMB13 278.676 -2583.477 COMB26 107.93 1332.136 COMB9 -84.263 4TH SW30 Top 0.0025 0.24 Not 4 60 8 114 COMB13 295.503 3393.613 COMB26 89.074 -927.117 COM69 -83.917 Bottom 0.0025 0.24 Not 114 COMB13 308.568 -3074.382 COMB26 96.959 1364.697 COMB9 -83.917 3RD SW30 Top 0.0025 0.24 Not 4 60 8 114 COMB13 347.73 -279.557 COMB26 79.157 -2561.709 COM622 51.895 Bottom 0.0025 0.24 Not 114 COMS13 359.795 69.187 COMB26 87.042 1954.655 COMB22 51.895 DESIGN INADEQUACY MESSA( Av Limd {(10.2) sgd(fc)) Shear Steel Limit Check FLEXURAL No of Layers = 2 SHEAR No of Layers = 2 Min Av PLACED UNIFORM HOR. & VERT. Ratio , c REINFORCEMENT 0.24 0.31 1.3 0.81 8TH SW27 8 0.24 #5 24 0.31 0k 0.24 0,31 1.3 0.81 7TH SW27 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0,81 6TH SW27 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 5TH S14127 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 4TH SW27 8 024 #5 24 0.31 ok 0.24 0.31 1.3 0.61 3RD SW21 6 0.24 #5 24 0.31 ok 0.24 031 1.3 0.81 2ND SW27 6 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 7TH SW28 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 6TH SW28 6 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0,81 5TH SVV28 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 4TH SVV28 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.61 3RD SW28 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 2ND SW28 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 7TH SW29 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0-81 6TH SW29 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 5TH SW29 8 0.24 #5 12 0.62 ok 0.24 0.62 1.2 0.81 4TH SW29 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 3RD SW29 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 2ND SW29 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.61 7TH SW30 8 0.24 05 24 0.31 ok 0.24 0.31 1.3 0.81 6TH SW30 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 5TH SW30 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 061 4TH SW30 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 3RD SW30 8 0.24 #5 24 0.31 ak 0.24 0.31 1.3 EDGE REINFORCEMENT FOR FLEXURE 530 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 SHEAR WALL DESIGN FORCES AND REINFORCEMENTS TABS DESIGN OUTPUT min -959421 max 806238 From Detailed Shear Wall Design Output Required Required Combo Combo Combo FLOOR WALL Flexural ShearAv Boone fc fy tw Length (P M) Pu Mu3 (P M) Pu Mu3 (Shear) Vu Steel 2ND SW30 Top 0.0025 0.24 17.1 4 60 B 114 COMB13 395.391 1541.193 COMB26 49.291 -1413.385 COMB14 -25.299 Bottom 0.0025 0.24 17.1 114 COMB13 407.457 -932.019 COMB26 57.176 -27.683 COMB14 -25.299 8TH SW35 Top 0.0025 0.24 Not 4 60 8 487,684 COMB14 408.243 -24697.31 COMB26 179.426 -9197.204 COMS9 382.487 Bottom 0.0025 0.24 Not 487,684 COMB14 459.859 -3097.303 COMB26 213.159 -3753.823 COMB9 382.487 7TH SW35 Top 0.0025 0.24 73.153 4 60 8 487,684 COMB10 797.17 -27690.74 COMB26 374.131 -12083.87 COMB9 419.121 Bottom 0.0025 0.24 Not 487.684 COMB10 848.785 -25575.5 COMB26 407.864 -10355.07 COMBS 419.121 6TH SW35 Top 0.0025 0.24 73.153 4 60 8 487.664 COMB26 530.558 -17020.53 COMS26 530.558 -17020.53 COMB9 369,827 Bottom 0.0025 0.24 73,153 487.684 COMB26 564,291 -17711.02 COMB26 564.291 -17711.02 COM89 369,827 5TH SW35 Top 0.0025 0.24 73.153 4 60 8 467.684 COMB26 674.313 -26781.18 COMB26 674.313 -26781.18 COMB9 337.932 Bottom 0.0025 0.24 73.153 487.684 COMS26 708.046 -26849.12 COMS26 708.046 -26849.12 COMB9 337.932 4TH SW35 Top 0.0025 0.24 73.153 4 60 8 487.684 COMB25 702.656 1399.474 COMB26 796.568 -39857.04 COMB9 303.515 Bottom 0.0025 0.24 73.153 487.684 COMB25 736.389 -4073.539 COMB26 830.301 -57129.25 COMBS 303,515 7TH SW36 Top 0.0025 0.24 Not 4 60 8 232.035 COMB13 167.59 -10637.92 COMB26 54.524 -9372.514 COMB9 153.108 Bottom 0.0025 0.24 Not 232.035 COMB13 192.148 -2944.301 COMB26 70.574 1872.357 COMB9 153.108 6TH SW36 Top 0.0025 0.24 34.805 4 60 8 232.035 COMB22 210.808 -3729.325 COMS26 103.828 -9337.669 COMB9 163.602 Bottom 0.0025 0.24 34.805 232.035 COMB22 226,858 -3437.556 COMB26 119.878 1853.485 COM89 163.602 5TH SW36 Top 0.0025 0.24 34.805 4 60 8 232.035 COMB22 283.098 -7643.923 COMS26 121.218 -9935.775 COMB9 144.569 Bottom 0.0025 0.24 34.805 232.035 COMS22 299.148 -8608,52 COMS26 137.268 -960.166 COMBS 144.569 4TH SW36 Tap 0.0025 0.24 34.805 4 60 8 232.035 COMB26 74.43 -19822.23 COMB26 74.43 -19822.23 COMB9 136,744 Bottom 0.0025 0.24 34.805 232.035 COMB26 90.48 -19689.91 COMS26 90.48 -19689.91 COMB9 136.744 7TH SW37 Top 0.0025 0.24 Not 4 60 8 232.035 COMB14 49.253 5611,149 COMB26 26.811 5231.169 COMB26 80.35 Bottom 0.0025 0.24 Not 232.035 COMB14 73.811 -607.545 COMB26 42.861 -2010772 COMB26 80,35 6TH SW37 Top 0.0025 0.24 Not 4 60 8 232.035 COMB14 305.182 -1851.601 COMB26 166.946 1807.42 COMB13 87.311 Bottom 0.0025 0.24 Not 232.035 COMS14 329,74 -5966,866 COMB26 182.996 -8478.382 COMB13 87,311 5TH SW37 Top 0.0025 0.24 34.805 4 60 8 232,035 COMB10 347.96 -11923.05 COMB26 304.745 -1178.457 COMB13 94.097 Bottom 0.0025 0.24 34.805 232.035 COMB10 372.518 -13110.05 COMB26 320.794 -11398.11 COMS13 94.097 4TH SW37 Top 0.0025 0.24 34.805 4 60 8 232.035 COMB14 560.508 -14055.97 COME26 449,11 -3589.193 COMB9 111.371 Bottom 0.0025 0.24 34.805 232.035 COMB14 585.066 -14656.44 COMB26 465.16 -6159.462 COM89 111.371 7TH SW38 Top 0.0025 0.24 Not 4 60 8 129.812 COM89 18.456 -4801.499 COMB26 4.883 -4614,892 COMB14 96.147 Bottom 0.0025 0.24 Not 129.812 COMB9 32.195 4583.405 COMB26 13.862 4817.192 COMB14 96,147 6TH SW38 Tap 0.0025 0.24 Not 4 60 8 129.812 COMB9 119,763 1708.684 COMB26 33.715 -1705.583 COMB13 -65.934 Bottom 0.0025 0.24 Not 129.812 COMB9 133.502 1114.255 COMB26 42.694 2628,111 COMB13 85.934 5TH SW38 Top 0.0025 0.24 19.472 4 60 8 129.812 COMB9 208.174 701.412 COMB26 44.871 -6321.467 COMB26 112.861 Bottom 0.0025 0.24 19.472 129.812 COMBS 221.913 588.235 COMB26 53.85 7221.831 COMB26 112.861 4TH SW38 Top 0.0025 0.293 Not 4 60 8 129.812 COMB9 369.292 1863.124 COMB26 111.366 8060.4 COMS26 240.969 Bottom 0.0059 0.293 Not 129.812 COMB9 383.031 -161.569 COMB26 120.345 22855.832 COMB26 240.969 6TH SW39 Top 0.0025 0.24 Not 4 60 8 289,037 COMB14 164.094 -15831.63 COMB26 90,197 -17932.65 COMB26 257.818 Bottom 0.0025 0.24 Not 289.037 COMB14 194.685 6609.89 COMB26 110.19 13005.502 COMB26 257.816 5TH SW39 Top 0.0025 0.24 Not 4 60 8 289.037 COMS13 303.966 -9494.548 COMS26 98.906 -10203.67 COMS26 458.584 Bottom 0.0025 0.24 Not 289.037 COMB13 334.557 -32510.69 COMB26 118.899 44826.369 COMB26 458.584 4TH SW39 Top 0.0025 0.339 Not 4 60 8 189,037 COMB13 387.002 -26914.75 COMB26 10.269 12439.819 COMB26 585.03 Bottom 0.0054 0.337 Not 289.037 COMB13 417.593 -61254.77 COMS26 30262 82643.425 COMB26 585,03 8TH SW40 Top 0.0025 0.24 Not 4 60 8 299.5 COMB14 522.062 43040.89 COMB26 241.61 22666.624 COMB14 -378.862 Bottom 0.0025 0.24 Not 299.5 COMB14 553.761 -2422.534 COMB26 262,327 -6193.96 COMB14 -378.862 7TH SW40 Top 0.0025 0.324 Not 4 60 8 299.5 COMS14 707.707 52616.962 COMB26 340.009 25235.642 COMB14 -591.236 Bottom 0.0025 0.324 Not 299.5 COMB14 739.405 -18331.39 COMB26 360.725 -18070.12 COMB14 -591.236 6TH SW40 Top 0.0025 0.336 Not 4 60 8 299.5 COMB14 637.025 44307,999 COMB26 308,884 19624.885 COMB14 -605.208 Bottom 0.0025 0.336 Not 299.5 COMB14 668.724 -28316,9 COMB26 329,601 -24691.39 COMB14 805.208 Av Limit ((10-2) sgrt(fc)) Shear Steel Limit Check DESIGN INADEQUACY MESSAG FLEXURAL No of Layers = 2 SHEAR No of Layers = 2 Min Av PLACED UNIFORM HOR. B VERT. Ratio , c REINFORCEMENT 0,81 2ND SW30 B 0.24 #5 24 0,31 ok 0.24 0.31 1.3 0.81 8TH SW35 8 0.24 #5 24 0.31 ok 0.24 031 1.3 0.81 7TH SW35 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 6TH SW35 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 5TH SW35 B 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 4TH SW35 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 7TH SW36 B 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 6TH SW36 8 0.24 #5 24 0.31 ok 024 0.31 1.3 0-81 5TH SW36 6 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 4TH SW36 8 024 #5 24 0.31 ok 0.24 0.31 1'3 0,81 7TH SW37 B 0.24 #5 24 0.31 ok. 0.24 0.31 1.3 0.81 6TH SW37 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 5TH SW37 B 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 4TH SW37 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 7TH SW38 8 0.24 #5 24 0.31 ok 0.24 0.31 1.3 0.81 6TH SW38 8 0.24 #5 24 0.31 ok 0.24 0.31 1,1 0.81 5TH SW38 B 0.24 #5 24 0.31 ok 0.24 031 1.3 0.81 4TH SW38 B 0.24 #5 24 0.31 ok 0.24 0.31 1.1I 0.81 6TH SW39 B 0.24 #5 24 031 ok 0.24 0.31 1.3 0.81 5TH SW39 B 0.24 #5 24 0.31 oR 0.24 0.31 1.3 0.81 4TH SW39 8 0.24 #6 24 0.44 ok 0.24 0.44 1.3 0.81 8TH SW40 8 0.24 #5 24 0:31 ok 0.24 0,31 1.3 0.81 7TH SW40 8 0.24 #5 24 0.31 NG 0.24 0.31 1.C 0.81 6TH SW40 B 0.24 #5 24 0,31 NG 0.24 0,31 0,9 EDGE REINFORCEMENT FOR FLEXURE 531 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 SHEAR WALL DESIGN FORCES AND REINFORCEMENTS NCJ utbluN uu i ru i min -959421 max 806238 From Detailed Shear Wall Design Output Required FLOOR WALL ura F l Required B-Zone [rc fy trw Length Combo o Pu MuJ Combo Pu M 3 Combo Stee l Shear Av M) ( (P MI u (Shear) Vu Ratio in"2Kt Length ksi ksi in in kips kips-in kips kips-in pips DESIGN INADEQUACY ME; 9TH SW40L Top 0.0025 0.24 9 4 60 8 60 COMB26 48.865 562.861 COMB26 48,865 562.861 COMB13 67.507 Bottom 0.0035 0.24 Not 60 COMB13 175.36 5840.847 COMB13 175.36 5840.847 COMB13 67.507 9TH SW40R Top 0.0206 0.629 9 4 60 8 60 COMB26 46.79 6691.263 COMB2 107.467 12452.452 COMB14 -177.072 Bottom 0.0132 0.585 Not 60 COMB14 104.989 -8986,574 COMB14 104.989 -8986574 COMB14 -177.072 Check Design Limits for, 5TH IW1 Top 0.0025 0.24 Not 4 60 8 735 COMB9 961.722 •16580.9 COMB26 809.339 -63037.59 COMB10 -251.453 Bottom 0.0025 0.24 Not 735 COMB10 1034.27 -22406.88 COMB26 921.687 -86462.21 COMB9 363.457 4TH IWt Top 0.0025 0.24 110.25 4 60 8 735 COMB9 1019.99 -19664,32 COMB26 862.305 -93069.42 COMB10 -178.575 Bottom 0.0025 0.24 Not 735 COMS10 967.424 -23145.19 COMB26 1012.074 -93258.32 COMB9 238.256 5TH IW2 Top 0.0025 0.24 Not 4 60 8 250.234 COMB14 205.585 3800.379 COMB26 76.78 2212.869 COMB2 -114.288 Bottom 0.0025 0.24 Not 250.234 COMB14 232.07 974.348 COMB26 94.089 -1565.096 COMB2 -114.288 4TH IW2 Top 0,0025 0.24 Not 4 60 8 250.234 COMB9 384236 -3187.01 COMB26 154.42 -8051.951 COMB2 164.596 Bottom 0,0025 0.24 Not 250.234 COMB9 410.72 7473,348 COMB26 171.729 11521.321 COMB2 164.596 Av Limit {(10.2) sgn(fc)] Shear Steel Limit Check OK FLEXURAL No of Layers = 2 SHEAR No of Layers = 2 Min Av I PLACED UNIFORM HOR & VERT. Ratio REINFORCEMENT ADDITIONAL EDGE REINFORCEMENT FOR FLEXURE In21tt in2 #4 #5 #6 #7 #8 #9 #10 #11 0.0 0.0 1 1 1 1 1 1 1 1 1.4 2.3 12 8 6 4 3 3 2 2 0.6 1.1 6 4 3 2 2 2 1 1 532 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 MAT FOUNDATION PUNCHING SHEAR REINFORCEMENT CALCULATION PROJECT: PROJECT # CALCULATED BY: DATE: Four Seasons Resort, Vail, Colorado 7083 Apr-06 Location Type b d COMBO V DEPTH d PERIM bo LOC phi VC [kips] Steel Demand [kips] Required Ate [in2] Number of Bars EW #6 #7 0.44 0.6 Prodded 3.2,tA.2 C2 24 24 COMB02A 1864.0 32 224 1 0.85 1360.0 832.9 9.82 6 5 6#6 13lA.8 C3 24 24 COMB02A 1636.0 32 224 1 0.85 1360.0 564.7 6.65 4 3 6#6 121A.8 C3 24 24 COMB02A 1760.0 32 224 1 0.85 1360.0 710.6 8.37 5 4 6#6 9.&A.10 C4 16 24 COMB02A 1188.0 32 208 1 0.85 1262.9 134.8 1.59 1 1 6#6 3(A.12 04 16 24 CO MB02A 1220.0 32 208 1 0.85 1262.9 172.4 2.03 2 1 6#6 11lA.5 C4 16 24 COMB02A 1256.0 32 208 1 0.85 1262.9 214.8 2.53 2 2 6#6 5.31A.2 C4 16 24 COMB02A 1296.0 32 208 1 0.85 1262.9 261.8 3.09 2 2 6#6 61A.8 C4 16 24 COMB02A 1308.0 32 208 I 0.85 1262.9 275.9 3.25 2 2 6#6 91A.8 C4 16 24 COMB02A 1468.0 32 208 1 0.85 1262.9 464.2 5.47 4 3 6#6 16lA.2 C9 24 24 COMB02A 1360.0 32 224 1 0.85 1360.0 240.0 2.83 2 2 6#6 5.XA.5 C12 20 24 COMB02A 1460.0 32 216 1 0.85 1311.5 429.7 5.06 3 3 8#7 13.5lA5 C15 24 24 COMB02A 1396.0 32 224 1 0.85 1360.0 282.3 3.33 2 2 6#6 3dA.75 C18 24 28 COMB02A 2360.0 32 232 1 0.85 1408.6 1367.9 16.12 10 7 8#7 14/A.8 C21 20 24 COMB02A 1746.0 32 216 1 0.85 1311.5 745.0 8.78 5 4 8#7 151A.8 C22 20 24 COMB04B 1745.5 32 216 1 0.6 1311.5 1597.6 18.83 11 8 8#7 15/A.10 C22A 20 24 COMB04H 1340.8 32 216 1 0.6 1311.5 023.3 10.98 7 5 8#7 16tA.8 C23 16 24 COMB02A 1692.0 32 208 1 0.85 1262.9 727.7 8.58 5 4 6#7 4A.10 C25 20 30 COMB02A 1668.0 32 232 1 0.85 1408.6 577.3 6.80 4 3 6#6 11.5dA.10 C26 16 24 COM902A 1760.0 32 208 1 0.85 1262.9 807.7 9.52 6 4 6#6 10.5/A.10 C26 16 24 COMB02A 1760.0 32 208 1 0.85 1262.9 807.7 9.52 6 4 6#6 1VA.10 C26A 16 24 COMB02A 1336.0 32 208 1 0.85 1262.9 308.9 3.64 3 2 6#6 16/A.10 C26B 16 24 COMB02A 1192.0 32 208 1 0.85 1262.9 139.5 1.64 1 1 6#6 12lA.5 C28 24 28 COMB02A 2400.0 32 232 1 0.85 1408.6 1414.9 16.68 10 7 8#7 161A.5 C29 24 28 COMB02A 2148.0 32 216 1 0.85 1311.5 1215.6 14.33 9 6 8#7 14tA.5 C30 24 28 CO MB02A 2388.0 32 232 1 0.85 1408.6 1400.8 16.51 10 7 8#7 41A.2 C31 26 26 COMB02A 1652.0 32 224 1 0.85 1360.0 583.5 6.88 4 3 6#6 3.2lA.5 C31 26 26 COMB02A 1792.0 32 224 1 0.85 1360.0 748.2 8.82 6 4 6#6 1A.10 C31 26 26 COMB02A 2460.0 32 232 1 0.85 1408.6 1485.5 17.51, 10 8 8#7 01/0 c V17 7-'iG1,,~?/ = Zll elf- 534 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 PROJECT: Four Seasons Resort, Vail, Colorado PROJECT# 7083 CALCULATED BY: DATE: Apr-O6 535 PROJECT: Four Seasons Resort, Vail, Colorado NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 PROJECT# 7083 CALCULATED BY: DATE: Apr-O6 addition III PROJECT: Four Seasons Resort, Vail, Colorado 536 PROJECT # 7083 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 CALCULATED BY: DATE: Apr-06 (Bottom Y-Strip Reinforcement (Sq-in) in addition to #9 @ 12.000 (Bot) M71 PROJECT: Four Seasons Resort, Vail, Colorado PROJECT# 7083 537 CALCULATED BY: NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 #8012_000(Top) r ' (i) i;il ii) fi r~) gi1 pii ril fu-t rp1 iii) ur rwi T i I r t . i f~ S ~ i i i i i r ` t i N5117 - CSk15 • -rte + + r r 1 1 _ q + 1 ry • 7 . 17 1 _ %11 11 ~e . . . . NSk18 i, [SEfB C Sg11 EE 0519 ~ : c t : 168 , I ~fi7 - e - rssa ` DATE: Apr-O6 Q + M5Xf9 Q t 2- + + + - I' ¢ C5X ' + 5X78 <r + + + ~ t f f Q. 4 t - + f15X9 + C5X4 PROJECT: Four Seasons Resort, Vail, Colorado PROJECT# 7083 CALCULATED BY: DATE: Apr-06 538 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 ~r I: 1 i't'1 !il iil fa ~t f.l - f..'1 r•.. . ;y - ~ M! q 6 I HI I, ♦J I 11 11 I NJ a. h . + + + X t+ t , t R ♦ . ♦ t ~k + + I ~ k +1 : ♦ r♦ + r=te ♦ ♦ # t . , ~ { + + ♦ # + ♦ f M f + ♦ + S i1 1 211 } # ♦ + ♦ +h+ + + + + ; 12 01 9 l 20 0 - Ui ?J 12 + + 174 I I L:-?[ V4 { . 11 jr4 + # ♦ # r + + # ♦ ♦ a• + _ } ♦ + + t + + i f + i h h ♦ + { { l~J v ' M f Yy # f h } # h ♦ h ♦ + ! ? ♦ a , 11111613 CSY 4 MSY9 CS YS 67CS Yd MSYd CSY T C5 Y8 MSYB CSt' 9 Y' i f0 P WIMSY11 21 3 214 2 17 M5Yi3 CSi 19 22 2 C5f i5 N5Y15 CSY fd 145Y16 CS J7 N5Y17 CSY 18 Yi d # ~ ~t t h + + t ss 4• + ~ ! s + M1` ! yy t t t T t t 539 SOIL PRESSURE 540 SAFE v8.0.8 File: 110805 lb-ft Units PAGE 50 January 5,2006 11:38 S T A T I C L 0 A D C A S E S STATIC CASE SELF WT DEFLECTION CASE TYPE FACTOR FACTOR DEAD DEAD 1.0000 3,0000 LIVE LIVE 0.0000 1.0000 EQX QUAKE 0.0000 1.0000 EQY QUAKE 0.0000 1.0000 EQXP QUAKE 0.0000 1.0000 EQXN QUAKE 0.0000 1.0000 EQYP QUAKE 0.0000 1.0000 EQYN QUAKE 0.0000 1.0000 WATER OTHER 0.0000 1.0000 LATEAR OTHER 0.0000 1.0000 541 SAFE v8.0.8 File: 110605 lb-ft Units PAGE 51 January 5,2006 11:38 L 0 A D C O M B I N A T I O N D A T A COMBO CASE TYPE FACTOR COMB01A DEAD DEAD 1.400 COMB01B DEAD DEAD 1.400 WATER OTHER 1.400 COMB02A DEAD DEAD 1.200 LIVE LIVE 1.600 LATEAR OTHER 1.600 COMB02B DEAD DEAD 1.200 WATER OTHER 1.200 LIVE LIVE 1.600 LATEAR OTHER 1.600 COMB03A DEAD DEAD 1.200 EQX QUAKE 0.800 COMB03B DEAD DEAD 1.200 EQY QUAKE 0.800 COMB03C DEAD DEAD 1.200 EQXP QUAKE 0.800 COME03D DEAD DEAD 1.200 EQXN QUAKE 0.600 COMB03E DEAD DEAD 1.200 EQYP QUAKE 0.800 COMB03F DEAD DEAD 1.200 EQYN QUAKE 0.800 COMB03G DEAD DEAD 1.200 EQX QUAKE -0.600 COMB03H DEAD DEAD 1.200 EQY QUAKE -0.800 COMB03I DEAD DEAD 1.200 EQXP QUAKE -0.800 COMB03J DEAD DEAD 1.200 EQXN QUAKE -0.800 COMB03K DEAD DEAD 1.200 EQYP QUAKE -0.800 COMB03L DEAD DEAD 1.200 EQYN QUAKE -0.600 COMB03M DEAD DEAD 1.200 LIVE LIVE 1.000 COMB04A DEAD DEAD 1.200 LIVE LIVE 1.000 EQX QUAKE 1.600 COMB04B DEAD DEAD 1.200 LIVE LIVE 1.000 EQY QUAKE 1.600 COMB04C DEAD DEAD 1.200 LIVE LIVE 1.000 EQXP QUAKE 1.600 COMB04D DEAD DEAD 1.200 LIVE LIVE 1.000 EQXN QUAKE 1.600 COMB04E DEAD DEAD 1.200 LIVE LIVE 1.000 EQYP QUAKE 1.600 COMB04F DEAD DEAD 1.200 LIVE LIVE 1.000 EQYN QUAKE 1.600 542 SAFE vB.0.8 File: 110805 lb-ft Units PAGE 52 January 5,2006 11:38 L 0 A D C O M B I N A T I O N D A T A COMBO CASE TYPE FACTOR COMB04G DEAD DEAD 1.200 LIVE LIVE 1.000 EQX QUAKE -1.600 COMB04H DEAD DEAD 1.200 LIVE LIVE 1.000 EQY QUAKE -1.600 COMB04I DEAD DEAD 1.200 LIVE LIVE 1.000 EQXP QUAKE -1.600 COMB04J DEAD DEAD 1.200 LIVE LIVE 1.000 EQXN QUAKE -1.600 COMB04K DEAD DEAD 1.200 LIVE LIVE 1.000 EQYP QUAKE -1.600 COMB04L DEAD DEAD 1.200 LIVE LIVE 1.000 EQYN QUAKE -1.600 COMB06A DEAD DEAD 0.900 LATEAR OTHER 1.600 EQX QUAKE 1.600 COMB06B DEAD DEAD 0.900 LATEAR OTHER 1.600 EQY QUAKE 1.600 COMB06C DEAD DEAD 0.900 LATEAR OTHER 1.600 EQXP QUAKE 1.600 COMB06D DEAD DEAD 0.900 LATEAR OTHER 1.600 EQXN QUAKE 1.600 COMB06E DEAD DEAD 0.900 LATEAR OTHER 1.600 EQY° QUAKE 1.600 COMB06F DEAD DEAD 0.900 LATEAR OTHER 1.600 EQYN QUAKE 1.600 COMB06G DEAD DEAD 0.900 LATEAR OTHER 1.600 EQX QUAKE -1.600 COMB06H DEAD DEAD 0.900 LATEAR OTHER 1.600 EQY QUAKE -1.600 COMB06I DEAD DEAD 0.900 LATEAR OTHER 1.600 EQXP QUAKE -1.600 COMB06J DEAD DEAD 0.900 LATEAR OTHER 1.600 EQXN QUAKE -1.600 COME06K DEAD DEAD 0.900 LATEAR OTHER 1.600 EQYP QUAKE -1.600 COMB06L DEAD DEAD 0.900 LATEAR OTHER 1.600 EQYN QUAKE -1.600 ASDOIA DEAD DEAD 1.000 ASDOIB DEAD DEAD 1.000 WATER OTHER 1.000 543 SAFE V8.0.0 File: 110805 lb-ft Units PAGE 53 January 5,2006 11:38 L 0 A D C O M B I N A T I O N D A T A COMBO CASE TYPE FACTOR ASD02A DEAD DEAD 1.000 LIVE LIVE 1.000 LATEAR OTHER 1.000 ASD02B DEAD DEAD 1.000 LIVE LIVE 1.000 LATEAR OTHER 1.000 WATER OTHER 1.000 ASD04A DEAD DEAD 1.000 LIVE LIVE 0.750 LATEAR OTHER 1.000 WATER OTHER 1.000 ASD04B DEAD DEAD 1.000 LIVE LIVE 0.750 LATEAR OTHER 1.000 ASD05A DEAD DEAD 1.000 LATEAR OTHER 1.000 EQX QUAKE 1.000 ASD05B DEAD DEAD 1.000 LATEAR OTHER 1.000 EQY QUAKE 1.000 ASD05C DEAD DEAD 1.000 LATEAR OTHER 1.000 EQXP QUAKE 1.000 ASD05D DEAD DEAD 1.000 LATEAR OTHER 1.000 EQXN QUAKE 1.000 ASD05E DEAD DEAD 1.000 LATEAR OTHER 1.000 EQYP QUAKE 1.000 ASD05F DEAD DEAD 1.000 LATEAR OTHER 1.000 EQYN QUAKE 1.000 ASD05G DEAD DEAD 1.000 LATEAR OTHER 1.000 EQX QUAKE -1.000 ASD05H DEAD DEAD 1.000 LATEAR OTHER 1.000 EQY QUAKE -1.000 ASDO51 DEAD DEAD 1.000 LATEAR OTHER 1.000 EQXP QUAKE -1.000 ASD05J DEAD DEAD 1.000 LATEAR OTHER 1.000 EQXN QUAKE -1.000 ASD05A DEAD DEAD 1.000 LATEAR OTHER 1.000 EQYP QUAKE -1.000 ASD05L DEAD DEAD 1.000 LATEAR OTHER 1.000 EQYN QUAKE -1.000 544 SAFE r; 0.55 1.10 SAFE v8.0 8 • file 110805 January 5 ,2006 10 4C - Scale Fit to Paqe Soil Pressure Diagram - IASD0IA) - Ibdi Units c ~u Z.IS 3 30 3 85 4.40 4 95 545 E+3. SAFE ~i 0.00 0 ,55 . ! c 1.65 2.20 SAFE v8-0.8 • File 110805 - January 5 ,2006 10:40 Sca = Soil Pressure Diaqram - (ASD019) - lb-fl Units 2 75 3.30 3.8_5 4.40 546 E*3 SAFE v8 0 8 - File: 110805 - January 5.2006 10:41 - Scale Fit to Page Soil Press:;,e Diagram - (ASD02A) - lb-ft Units ,u 3 20 4 00 5.60 6 *3 547 f. E+3 0.00 0,75 SAFE v8.0.8 - File 110805 - January 5 2006 10 42 Scale Fitt ,)Pace Soil Pressure Diagram - (ASD02B) - to-fi Uniis 1.50 2.25 3.00_ 3.75 4.50 5.25 6 00 i! E+3 548 r q ro 1.40 210 2.80 _ 3 .50 20 0- SAFEv8-08 • File- 110805 5 2006 10:44 -Scale Fit to Page - - Soil Pressure Diagram - (ASD04A) - Ip-ft Units 5,60 E+& 549 0.70 2.80 3.50 4 ,20 4 90 5.50 SAFE v8.0.8 - File 110805 - January 5.200E 10.45.: Soil Pressure Diagram - (AS0 46i - !b-ft Units 550 SAFE v8.0 B • File: 110805 - January 5.2006 10 46 - Scale Fit to Page Sail Pressure Diagram - (ASG05A) - lb-ft Units 1QU _ 360 20 4.80 5.40 551 Eta SAFE gpz. 10: WIN 14- pin 0.75 1,50 2,25 3.00 3.75. 5.25 6.00 6.75 SAFE v8,08 -File: t10605 January 5,2006 1047 . Sr-ale F!?,acace Soil Pressure Diagram - (ASD05B; - lb-ft Units E+3 552 SAFE v8.0.8 • File: 110805 - i . anuary 5.2006 10 48 • Sca!e F -t to Page Sou Pressure Diagram - (ASD05C) - b-ft UnIs Z AU -3.60 4 20 4.80 5.40 553 E-3 ~i is is -7 7N i I SAFE v8 0 8 - File:1 10805 - January5 2006 11:11 - Scale: Fitto Page Soil Pressure Diagram - (ASD05D) - lb-ft Urits Z _ 3.0U 3;60 420 aso s ao ~i E-3 554 SAFE i~ i i i ii I Bic- SAFE v8 0 8 - File: 110805 - January 5,200E 1:15 Scale Fit to Page Soil Pressure Diagram - (ASD05F! - ib;l Units 3.00 3.75 _ 4 50 6.00 525 6.75.. F {3 . 555 SAFE L~.. S" S- ~ . I . - 2 ~ " - ~1 ~1 s~sm- w~ a _ r ....u..._..w.,, M., .m ~.+i:;as..ra ~uw._u;anmai.:-.u+.•.#..ro m•,....e,.ew..:; -n a - I ~ ' ~a._. l _ - llj •YS~R:: d r__irv } •x. ".'1 °.4`~r Y7rn-... ?3~..°w'°'•°J~L"~:..~' _ y~~ li i it _ ~ 075 = " 'F 5.00 3.75 4 30 c F e 082c ; 52006 1116 S: a So,i P~es.Daq'z?1 ;ASS c-ftUnlts 525_.... 6.00 673 I~ E•3 556 SAFE I! 0.55 SAFE v8 0 8 • File 110805 - January 5.2006 11 17 • Sca;e, Fit t2 Page Soil Pressure D;agram • (ASD05G) - lb-ft Units 5 3 30 3,85 4,40 4 95 SAFE v8 0.8 • File: 110805 - January 5 2005 1'.13 - Scale., Fit to Page Sail Pressure Diagram (ASD05H) - m-ft lints 2.00 2.50 - 3,00 - 3.50 4.00 - - 4 50 E>3 558 SAFE i { 0.55 1.10 SAFE v8.0.8 - File: 110805 - January 5 ,2006 11 19 • Scale F to pace Soil Pressure Diagram - (ASD051) - lb-ft units z.75 _...330 3.85 4.40 4 95 559 SAFE 0.55 1 10 SAFEV8.0.8 - File: 110805 - January52006 11 19 Scat= -~acv Sod Pressure Diagram - (ASDOSJ) - lb-fl Units 2.75 3 30 3.85 4.40 4 95 E*,3 560 SAFE Y 0.50 1`00 1 50 SAFE v8.0.B • File: 110805 • January 5,2006 11:27 • Scale: Fit to Page Soil Pressure Diagram • (ASD05K) - Ib-ft Units .r ~J 3.00 _ 3 - _ r- n 4- . Rip 3.00 3.50 4.00 4.50 _ E+34 . 662 SAFE v8.0 8' • File: 110805 - Jariuary 3.906 -123--~ Scale: Fit to Page Soil Pressure Diagram - (A.SD05L) - lb-l'! Units 563 PROJECT: Four Seasons, Vail, CO PROJECT # 7083 DATE: May-06 METHODOLOGY The design of the steel roof framing, due to a complex three dimensional nature, is carried out under a simplified plan view mapping methodology. The following is an explanation of the plan view design method. The method consists of measuring the loading tributary width under four predefined loading patterns. The four loading patterns are as follow: • Uniform Loading Pattern • Triangular Loading Pattern One Point Load Pattern • Two Point Load Pattern For each loading pattern three parameters will be measured. On the plan view, two parameters of length and tributary loading width, and on the side view the sloping angle. Details of these measurements are presented in the following figures and text below. Uniform Loading Pattern Based on the uniform loading pattern, the actual tributary dimensions and elevation slope angle for the steel roof framing beams were measured from various views of the plan geometry. With the obtained information of the steel roof framing beams, the callout designation of "(tributary length) - U (tributary width) - a (elevation slope angle)" was provided for the appropriate areas. Triangular Loading Pattern Based on the triangular loading pattern, the actual tributary dimensions and elevation slope angle for the steel roof framing beams were measured from various views of the plan geometry. The tributary dimension for the width of the triangular loading pattern assumed the width of the maximum peak of the triangular loading pattern, which is determined from the total area of where the loading would be applied on either side of the steel roof framing beam. With the obtained information of the steel roof framing beams, the callout designation of "(tributary length) - TRI (tributary width) - a (elevation slope angle)" was provided for the appropriate areas. One Point Load Pattern Based on the one point load pattern, the actual tributary dimensions and elevation slope angle for the steel roof framing beams were measured from various views of the plan geometry. The tributary dimension for the length of the one point load pattern was calculated by assuming that half of the total applied load on the steel roof framing beam was distributed to the supports. With the obtained information of the steel roof framing beams, the callout designation of "(tributary length) - 1 P (tributary width) - a (elevation slope angle)" was provided for the appropriate areas. Two Point Loading Pattern Based on the two point load pattern, the actual tributary dimensions and elevation slope angle for the steel roof framing beams were measured from various views of the plan geometry. The tributary dimension for the length of the two point load pattern was calculated by assuming that one-third of the total applied load on the steel roof framing beam was distributed to the supports. With the obtained information of the steel roof framing beams, the callout designation of "(tributary length) - 2P (tributary width) - a (elevation slope angle)" was provided for the appropriate areas. tl' -.,HKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 Roof: WIND FORCE: VAIL, COLORADO IBC MAP BASIC WIND SPEED V = 90 mph AT 33 FEET EXP C Main System Importance Factor = 1 h of roof = 120 ft B = 450 ft EXP C Cladding a nd Components h>60ft Topographic Factor K1 = 0.53 H/Lh=0.5 max K2 = 0.67 x/Lh=0.5 K3 = 0.14 x/Lz=0.5 Kzt = 1.1 Gust Factor gQ = 3.4 Rigid Structure gV = 3.4 z min = 15 ft z = 72 ft c = 0.2 Iz = 0.18 el = 500 ep = 0.2 Lz_ = 584.4 Q = 0.79 G = 0.83 use: 0.85 PROJECT: Four Seasons PROJECT # 7083 CALCULATED BY: A.Y. DATE: Jan-06 Table 6-3 EXP C Kh = 1.31 ASCE a = 9.5 zg = 900 ft z < zg : Kz = 1.32 Enclosed Building GCpi: 0.18 -0.18 Enclosed Building GCp: -12 Cp: 0.4 -0.6 WW LW qz & qh = Kd = Kz = 25.5 0.85 1.32 Ib/ft2 p max = 35.2 Ib/ft2 565 N MAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 Slope: DEFLECTION LIMIT Proportioned 12 / 12 S 0.7W D+L D+L+W L/ L/ L/ L/ 240 240 180 205 D+S I I DEAD and LIVE Wequiv. L equiv. = W / cos(a) luivalent Load IM psf PROJECT: Four Seasons PROJECT # 7083 CALCULATED BY: A.Y. DATE: yT ' Jan-06 i DL on Zero Slop 25 .r psf COMBO 0.75 0.7! DL 35 psf 1 0.75 0.7! S 80 psf 0.75 0.75 0.37 Roof Slope a a deg rad 45 0.79 Wequiv. 50 psf used: 50 psf 0.75 0.488 0. 32.7 110.8 105.' psf psf psf Chosen Service Uniform VERTICAL Load 132.7 psf 0.133 ksf 566 K AKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 Islope: 4112 D+S DEAD and LIVE Wequiv. L equiv. = W / cos(a) luivalent Load 37 psf PROJECT: PROJECT # CALCULATED BY: DATE: DL on Zero Slop 25 psf DL 26 ' psf S 100 psf Roof Slope a a deg rad 18.5 0.32 Wequiv. 37 psf used: 37 psf Four Seasons 7083 A.Y. Jan-06 %,UIVIGU U. / 5 U. t o 1 0.75 0.75 0.75 0.75 0.375 0.75 0.488 0.975 29.2 112.9 93.E psf psf psf Chosen Service Uniform VERTICAL Load 129.2 psf 0.129 ksf 567 K IKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 slope: 0/12 D+S DEAD and LIVE Wequiv. W equiv. = W / cos(a) Equivalent Load 35 psf L DL on Zero Slop DL S Roof Slope Wequiv used: PROJECT: PROJECT # CALCULATED BY: DATE: 25 25 100 a deg 0 35 35 psf psf psf a rad 0.00 psf psf Four Seasons 7083 A.Y. Jan-06 COMBO 0.75 0.7! 1 0.75 0.75 0.75 10.75 10.375 0 7 5 0.488 26.4 110.9 90.E psf psf psf Chosen Service Uniform VERTICAL Load 126.4 psf 0.126 ksf 568 N. K1AN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 PROJECT: Four Seasons Resort, Vail, Colorado PROJECT # 7083 CALCULATED BY: DATE: Apr-06 PLAN VIEW W Roof Beam F-L I GABLED ROOF SIDE VIEW e HORIZONTAL SURFACE DESIGNATION L- U w- a O TRIANGULAR PATTERN PLAN VIEW Fw] Roof Beam ' L GABLED ROOF SIDE VIEW e HORIZONTAL SURFACE DESIGNATION L- T R 1 w- a 0 Located at mid-span %P =w' U2' (Surface unif. Load) PLAN VIEW Fw] Roof Beam U2] 4-- F GABLED ROOF SIDE VIEW e HORIZONTAL SURFACE DESIGNATION L- 1 P. w- a O TWO POINT LOAD PATTERN P =w' U3' (Surface unif. Load) P ;P PLAN VIEW W Roof Beam L/2 F _L] GABLED ROOF SIDE VIEW e i HORIZONTAL SURFACE DESIGNATION L- 2 P w-a& 569 {f- cadd A3- Ca.. Ir N MAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 I~ PROJECT: Four Seasons Resort, Vail, Colorado PROJECT# 7083 CALCULATED BY: DATE: Apr-O6 METHODOLOGY EXAMPLE s.1 co 6~ 15 (M- Wbxl (C( 1 C1005.5 t Cloy. 15.3 LfJ - F ~ ; ~ ;N 1~ 1 i ~ i c°. -.2r•sb.lltrdl;i~., YYi4:*.2 j 1'ti x t tH8? 11 , ~ : ~•....-~.e.. 7.111 I i ' I 1 1 , _ . - V'oX10 - ~'iY.%il'f I 1 p 1 i i -o : ' •.~,u.'""' ti, "'u . ~ w S t r ~r W rn ~i~i6745 RIDGE KM t l ; 1:5. 7.01 f ~ i W141'.T I o~ cy C: ,Case 3 r~ w r 3 1~, m Case 1 Tx f µ I6x~ 2b t' Vt~ix4` RIDGE AM R - - Vi16x4 s -tiv1 22- 1ABJ ) tT>= ~ ~tsXto tl _ i 12 t)I2xi2i,J--[y -j !_-,t1Cxt2 570 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 Uniform Loading L - UXX - aXX E steel= 29000 ksi Fy= 50 ksi Compact/Braced Sections Fbu= 33 ksi Roof Slope a a deg red 20 0.35 SERVICE UNIFORM LOAD = 0.129 ksf ASC STEEL SECTIONS PROJECT: Four Seasons PROJECT# 7083 CALCULATED BY: A.Y. DATE, Jan-06 DEMAND (WS) ALimit =U L-US-a20 205 ok L - U8- a 20 L U Aial 4.a.ding 205 req W6 W6 W10 W12 W14 W16 W1S HSS4X4 HSS6X6 HSSSXB HSS12X12 A ''03 in and 5-US alfa 20 5 8 1.8 3.2 12 031 18 MX815 WBX10 W10X12 W12X14 W1 4X22 W16X26 W1BX35 HSS4X4X1/8 HSS6X6X118 HSS8X8X3116 HSS12X12X114 Strength D/C 0.23 0.15 0.11 0.08 0.04 0.03 0,02 0.53 0.23 0 09 0 03 e = L l 1655 3464 6051 9965 22381 33853 57356 495 1743 . 6118 . 27892 8.5•USaRa 20 65 8 2.3 5.5 20 0.40 4.0 W6XB.5 W8X10 WlOX12 W12X14 W1 4X22 W1 6X26 W1 8X35 HSS4%4X118 HSS6X6X118 HSS8X8X3r16 HSS12X12X114 Strength DIC 039 0.25 0.18 0.13 0.07 0.05 0.03 0.90 0.39 0 15 0 05 °-LI 758 1577 2754 4536 10187 15409 26108 225 793 . 2785 . 12695 8-US alfa 20 8 8 2.8 8.3 3.0 0.50 7.5 MX8.5 W8X10 WlOX12 W12X14 W1022 W16X26 W1 8X35 HSS4X4X714 HSS6X6X17E HSS8X8X3116 HSS12X12X114 Strength D/C 0,58 0,39 028 0.20 0.10 0.08 0.05 0.17 0,58 0 22 0 07 A=L/ 406 846 1477 2433 5464 8265 14004 214 426 . 1494 . 8810 9.6-US alfa 20 9.5 8 3.4 11.7 4.2 0.59 12.5 WBX8.5 W8X10 WlOX12 W12X14 W14X22 W16X26 W1 BX35 HSS6X6X118 HSS8X8X3116 HSS12X12X114 Strength DIC 0.83 0.54 039 0.28 0.15 0.11 0.07 0.82 0 31 0 10 o = L 7 243 505 882 1453 3263 4938 8362 254 . 892 . 4068 11-Ubalfa 20 11 8 3.9 15.6 57 0.88 19.5 MX12 WBX10 WlOX12 W12X14 W14X22 W16X26 W18X35 HSS6%6X3116 HSS8X8X3118 HSS12X12X114 Strength DIC 0.78 0.73 0.52 0.38 0.20 015 0.10 0.77 0 42 0 11 A = L I 233 325 568 938 2102 3179 5387 236 . 575 . 2819 12.5-US alta 20 12.5 8 4.4 20.2 7.3 0.78 20.5 W8X16 WBX1o WIOX12 W12X14 W14X22 W16X26 W18X35 HSS6X6X114 HSS8X8X3116 HSS12XM114 Strength DIC 0.72 0.94 0.67 0.49 0.25 0.19 0.13 677 0 54 0 16 A=L/ 231 222 387 638 1432 2167 3671 208 . 392 . 1785 14-US alfa 20 14 S . 4.9 25.3 9.2 0.87 40.1 WBX20 WBX15 W10X12 W12XI4 W14)(22 W16)(26 W1 8X35 HSS6X6X112 HSS8X8X3r18 HSS12X12X114 Strength DIC 0,69 0.78 0.85 0.62 0.32 0.24 0.16 657 0 68 0 22 A=L/ 213 246 276 454 1020 1542 2613 247 . 279 . 1271 15.5- U8 alfa 20 15.5 8 5.5 31.0 11 3 0.96 54 4 W9X18 W10X15 W12X14 W14)(22 W16X26 W1 8X35 HSS6X6X518 HSS8X8X114 HSS12X12X714 Strength DIC 0.74 0.82 0.76 0.39 0.29 0.20 0.61 0 64 027 e=LI 234 260 334 751 1136 1925 208 . 267 938 17-US alfa 20 17 8 8.0 37.3 13.6 1.OB 71.8 WBX21 WlOX17 W12X14 W14X22 W18X26 W1 BX35 HSS8X8X5/18 HSS12X12X114 Strength DIC 0.75 0.64 0.91 0.47 0.35 624 0 83 0 33 ° = L I 215 234 254 569 861 1459 . 245 . 710 18,6-US olio 20 18,6 8 8.5 N.2 16.1 1.15 925 WBX28 W10X19 W12X16 W14X22 E)126 Wi8X35 HSSBXBX318 HSS12X12Xi14 Strength DIC 0.88 0.86 0.94 0.55 0.42 0.28 0 85 0 39 A = L I 218 214 229 442 668 1132 . 221 . 551 20-UBalfa20 20 8 7.1 517 18.8 1.24 116.9 WBX35 W10 X22 W12X19 W14%12 W18X28 W1 6X35 HSS8XBX112 HSS12%12%114 Strength O/C 0.60 0.81 088 0.65 0.49 0.33 0 80 0 46 ° - L I 223 207 228 350 529 896 . ~g . 436 21.5 • US alfa 20 21.6 8 7.8 597 21.7 1.34 145.2 MX40 W W12X22 W14%22 W16X26 W18X35 H668XBX518 H5512%12%1/1 Strength D7C 0.81 0,86 0.75 0.57 0.38 080 0 207 221 281 4211 721 207 351 23-US alfa 20 23 8 841 68.4 24.9 1.43 177.8 W8X48 W10%39 VV12X26 W14X22 W16X26 W1 BX35 Strength DIC HSS12X12X114 0.58 0.59 0.74 L 0.86 0,85 0.43 0 60 e = L 1 213 241 238 230 348 589 . 287 24.5-US alfa 20 24.5 8 8.7 77.6 28.2 1.52 2149 MX58 W1 0X45 W12X30 W14X26 W16X26 W! 8X35 Strength DIC 0.54 0.57 0.73 0 80 73 0 0 49 HSS12X12X114 e=Ll . . . 0.88 218 237 228 234 288 468 237 26-US alfa 20 26 8 9.2 87.4 31.6 1.82 256.8 WBX67 WI OX49 W12X35 W14X30 W1 BX26 WlBX35 HSS12X12X5116 Strength DIC 0.53 0.58 0.70 0,76 0,83 0.55 0 63 A=L/ 218 218 228 233 241 408 . 243 27.5-US atfa 20 27.5 8 9.7 97.7 35.5 1.71 303.9 Wl OX60 W12X40 W1 4X34 W16X31 W1 8X35 Strength DIC HSS12X12XSI18 0.53 0.69 0.73 0.75 0.62 0 70 A=L/ 231 208 230 253 345 . 206 29-US alfa 20 29 8 10.2 108.7 39,5 1.80 356a W1 0X68 W12X50 W14X36 W16X31 W1 BX35 HSS12X12X318 Strength DIC 0.52 0.62 0.72 084 0.69 66 0 A = L I 227 225 222 216 294 . 206 30.5-US We 20 30.5 8 10.8 120.2 437 1.90 414,6 W10X77 W12X53 W14%43 W1 6X36 W18X35 Strength DIC HSS12X12Xi12 0.51 0,62 0.70 0.77 0.76 0 57 - - , A=L/ . 225 211 212 1 222 253 . 226 32-US alts 20 32 B 11.3 132.3 48.1 7.99 4789 W1 0X88 W12X65 W1 4X48 W16X40 W1 8X35 Strength DIC HSS12X12X5r8 0.49 0455 0.69 0.74 0.84 0 53 A = L 1 229 229 208 222 219 . 235 33.5-US alfa 20 33.5 B 11.8 145.0 527 2.08 849.a W10X100 W12X72 W14X61 W16X45 W1SX40 Strength DIC 0.47 0.54 0.57 0 73 77 0 °=Ll 233 223 239 . 219 . 229 35-USWe20 35 8 12.4 1683 57.6 2.18 6265 W1 0X112 W12X79 W14X81 W16X50 W18X46 Strength D/C 0.46 0.54 0.63 0.71 73 0 e+N . 235 217 21Q , - .218 .233_ 571 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 Uniform Loading L - UXX - aXX E steel= 29000 ksi Fy= 50 kSi Compact/Braced Sections Fbu= 33 ksl SERVICE UNIFORM LOAD= 0133 ksf Roof Slope a a deg red 45 0.79 ASC STEEL SECTIONS PROJECT: Four Seasons PROJECTX 7083 CALCULATED BY A.Y, DATE: Jan-06 DEMAND (WS) ALimh=U L-U9-a45 205 ok E S benaicq L - U9 - a 45 L U Axial Bending 205 1 req W6 W8 W10 W12 W14 W18 Wib HSSIX4 HSS6%6 HSS8X6 H5512X12 R R kips k-fl in in4 5-US a%a 45 5 9 4.2 3.7 1< 0.41 2.8 416X8.5 WBX10 WlOX12 W12X14 W1 4X22 W16X26 W18X35 HSS4X0118 HSS6X8X118 HSS8X8X3/16 H8S12X12X114 Strength D/C 0.27 0.17 0.12 0.09 0105 0.04 0,02 0.62 0.26 0.10 0 03 e=Ll 1085 2257 3942 8493 14583 22057 37373 322 1136 3986 1 18174 6.5-U9 alfa 45 6.5 9 5.5 6.3 2.3 0.54 6.2 MX8.5 W8X10 WIOX12 W12X14 W1 4X22 W16X28 W18X35 HSS4X4X3/16 HSS6X6X118 HSS8XBX3116 HS312X12X114 Strength DIC 0.45 0029 0.21 0.15 0.08 0.06 0.04 0,71 0.45 17 0 0 06 A=L/ 494 1027 1794 2955 6638 10040 17011 207 517 . 1815 . 8272 8-U9 alfa 45 8 9 6.8 906 35 0.66 115 V668.5 W8X10 Wl OX12 W12X14 W14X22 W16X26 W18X35 HSS4X4X112 HSS8X6X118 HSS8X8X3118 HS812X12X114 Strength D/C 0.68 0.44 0.32 0.23 0.12 0.09 0.06 0.58 0.87 026 0 08 e = L I 265 551 963 1585 3580 5385 9124 213 277 973 . 4437 9.5-U9 alfa 45 9.5 9 8.0 13.5 4.9 0.78 19.2 WBX12 W8X10 W10X12 W12X14 W14X22 W16X28 W1 8X35 HSS6X5X3/18 HSS8X8X3I16 HSS12X12X114 Strength DIC 0.87 0.83 045 0.33 0.17 0.13 0.09 0.66 0 36 0 12 A=L/ 236 329 575 947 2126 3218 5449 238 . 581 . 2650 11•US alfa 45 11 9 9.3 16.1 66 0.91 29.9 MX16 W8X10 W10X12 W12X14 W1 4X22 W16X26 W1 SX35 HSS6X6X5116 HSS8X8X3116 HSS12X12X114 Strength DIC 0.84 0.84 0.60 0,44 0.23 0.17 0.11 0.58 0 48 0 16 A=L/ 221 212 370 610 1370 2072 3510 236 . 374 . 1707 12.5-U9 alfa 45 12.5 9 10.8 23.3 8.5 1.03 43.8 MX25 WBX15 WlOX12 W12X14 W14X22 W18X26 W1 8X35 HS56X6Xi1'2 HSS8X8X3118 HSS12X12X1A Strength DIC 0.50 072 0.78 0,57 0.29 0.22 0.15 053 0 62 0 20 A=L/ 251 225 252 418 933 1412 2392 227 . 255 . 1183 14-U9 alfa 46 14 9 118 29.3 10.6 1.16 61.5 WBX18 WIOX15 W12X14 Wi4X22 W16X28 W18X35 HSS8X8X114 HSS12X12X114 Strength DIC 0.70 077 011 0.37 0.28 0+1 8 0 80 028 4 = L I 207 230 296 884 1005 1702 . 236 828 16.5-U9 alfa 45 15.5 9 13.1 35.9 130 1.28 83.5 VAX28 WI0X19 W12X14 W14X22 W1 6X26 W16X35 HSSBX8X5718 HSS12X12X1l4 Strength D/C 0.54 0.69 0.88 0.45 0.34 0.23 0 61 0 32 A=L/ 241 237 218 490 740 1255 . 211 . 610 17-U9 alfa 45 17 9 14.4 43.1 15.7 1.40 1102 WBX35 W1 0X22 W12X19 Wi 4X22 w! 6X28 W18X35 HSS8X8X112 HSS12X12X114 Strength DIC 0.50 0.88 0.74 0.54 0141 0.27 0 50 0 38 e = L 1 237 220 242 371 561 951 . 233 . 462 18.6-US atfa 45 18.5 9 15.8 51.1 185 1.53 142.0 WBX40 W1 0X26 W12X22 W14X22 WlOX26 W1 8X35 HSS8X8X5f8 HSS12X12X114 Strength D/C 0.52 0.87 0.73 0.64 0.48 0.32 51 0 0 45 211 208 228 288 435 738 . 211 . 359 20-U9 alfa 45 20 9 16.9 59.7 21.1 1.65 179.4 W8X48 W1 0X39 W12X26 W14X22 W1 8X28 W18X35 HSS12X12X114 Strength DIC 0.50 0.52 0.65 0.75 0.57 0.38 0 52 ° = L 1 211 239 234 228 345 584 . 284 21.5-US alfa 46 21.5 9 18.2 89.0 25.1 1.78 222.9 VAX58 W X45 W1 2X30 W1 4X28 1 W 6)(26 W18X35 HSS12X12X114 Strength DlC 0.48 0.51 065 0.71 0 65 0 44 A = L 7 210 229 219 228 . 277 . 470 0.61 ng 23-U9 alfa 45 23 9 19.4 79.0 28.7 1.90 272.9 W1 0X54 W12X35 W14X30 W16X26 W1 8X35 HSS12X12X5116 Strength DIC 0.48 0.63 0068 0.75 0.50 0 57 A=L/ 228 215 219 227 384 . 229 24.6-U9 alfa 45 24.5 9 2047 Wo 32.6 2.02 329.8 W1OX60 W12X45 W1034 W1 6X31 W18X35 HSS12X12X318 Strength DIC 0.49 0.56 0.67 0.69 0.57 0 55 A=L/ 212 217 212 234 318 . 222 26-U9 alfa 46 26 9 22.0 100.9 35.7 2.15 3942 W1 0X77 W1 2X53 W14X43 W1 6X36 W1 8X35 HSS12X12X112 Strength DIC 0.43 0.52 0.59 0.85 0.64 0 48 e = L I 237 221 223 233 268 . 238 27.5-U9 alfa 45 275 9 23.2 112.9 41.1 2.27 4664 Wi 0X88 W12X58 W14X48 W18X40 W1 8X35 HSS12X12X5I8 Strength DIC 0.42 0.53 0.58 0.63 0.71 0 45 A=L/ 235 209 213 228 225 . 241 29-U9 alfa 45 29 9 24.5 125.8 45.7 2.39 5470 W1OX100 W1 2X72 W1061 W16X45 W18X40 HSS12X12X518 Strength DIC DAi OA7 0.50 0.83 0.67 0 50 A=L/ 234 224 240 220 230 . 208 30.5-U9 alfa 45 30.5 9 25.7 138.9 505 2.52 6363 WIOX112 W1 2X79 W14X61 WI6X50 W1 8X48 Strength DIC 0.40 0.47 0.55 0,62 0.64 e=L7 231 214 207 213 230 32-U9 alfa 45 32 9 21.0 152,9 55.6 2.64 734.8 W1 2X87 W14X74 W18X57 W18%50 Strength DIC 0.47 0.50 0.80 0 63 e=1_1 . 207 222 212 224 33.5-U9 alfa 45 33.5 9 28.3 167.6 60.9 2.77 8432 W12X106 W14X82 W16X67 W1 8X55 Strength DIC 0.42 0050 0.51 0 62 e=L1 227 215 236 . 217 35-U9 alfa 46 35 9 29.5 182.9 66.5 2.89 9616 W12X120 W1 4X90 W1SX87 WIBX80 Strength DIC 0.41 0.47 0.58 0 62 A=L/ - - 229 213 207 . 210 572 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 Tow Point Loading L•2PXX-aXX E steel= 29000 ksi Fy= 50 ksl Compact/Braced Sections Fbu= 33 ksi SERVICE UNIFORM LOAD = 0.126 ksf Roof Slope deg ad 0 000 AISC STEEL SECTIONS PROJECT:, Four Seasons PROJECT# 7083 CALCULATED BY', A.Y. DATE, Jan-08 DEMAND(WS) ALimit =U L-2P30-a0 205 ok L • 2830 • a 0 L Tributary Width Axial Bending Sbend'mg W 205 rea WS W8 W10 W12 W14 W18 W78 HSS4X4 HSS6%6 HSSBXB HS912%12 0 0 kips k-8 11n3 in ~nb 5.2P30 atla0 5 30 0.0 10.5 3 5 0.29 5.7 MX8.5 WSX10 Wl OX12 W12X14 W14X22 W1 6X28 W1 8X35 HSS4%4X114 HSS6X6X1l8 HSS6XBX3116 HSS12X12X1l4 Strength DIC 0.75 0.49 0.35 0.28 0.13 0.10 0.07 0.98 0.74 0.28 6.09 e = L I 532 1107 1933 3184 7151 10816 18326 280 557 1955 8912 6.6 atla0 6.5 30 0,0 11.8 55 0.38 12.6 W6%12 WBX10 WlOX12 W12X14 W1022 W16%28 W18X35 HSS6XBX3116 HSS8X8X3118 HSS12X12X1/4 Strength DIC 4 = L I 0.89 381 0.83 504 0.59 880 0.43 1449 0.22 3255 0.17 4923 0.11 8341 0.87 385 0,48 890 0.16 4058 8-2P30 aifa0 8 30 0.0 27.0 9.8 0.47 23.4 MX16 VAX13 WIOX12 W12X14 W1 4X22 W1 6X28 W1 8X35 HSS6XBXS116 HSS8X8X3116 HSS12X12X114 Strength DIC A=L/ 0.96 282 0.99 347 0.90 472 0.66 777 0.34 1746 028 2641 0.17 4474 0.86 301 0.12 477 0.24 2176 9.6-2830 aIfe0 9.5 30 0.0 38.0 138 0,55 39.2 W6X25 W8X18 W10X17 W12X14 W1 4)(22 Wi6X26 W18X35 HSS8X6X1I2 HSSSX8Xi14 HSS12X12X1I1 Strength DIC e=Ll 0.82 281 0,91 324 0.85 429 0.93 464 0.48 1043 0.36 1577 0.24 2672 0.86 253 0.78 370 0.33 1299 11.2P30 alfa0 11 30 0.0 51.0 18.5 0.84 60.9 W8X24 W10X11 W12 1 9 W14X22 W16X26 W1 8X35 HSSBX8X5116 HSS12X12X174 Strength DIC o=L1 0.89 279 0.99 325 0.87 439 0.64 672 0.48 1018 0.32 1721 0.87 289 0.45 837 12.5 alfa0 12.5 30 0.0 65.9 23.9 0.73 89.3 WBX28 W1OX26 W12X22 W14X22 W16X26 WIBX35 HSS8X8X318 HSS12X12X114 Strength DIC 0.99 0.86 0.94 0.83 0.62 0.42 0.96 0 58 e - L I 225 331 359 458 692 1173 229 . 570 14-2P30 atla0 14 30 0.0 82.6 30.0 0.82 125.5 W8X35 W1 OX30 W12X28 W1 4X26 W17X28 WIBX31 HSSBXBX518 HSS12X12X114 Strength DIC 0.96 0.93 0.90 0.85 0.78 0.52 0.62 0 73 A = L I 208 278 334 401 493 835 239 . 406 16.6 alfa0 15.5 30 0.0 101.3 36.8 0.91 1703 WBX48 W1OX39 W12X30 W14X30 W16X26 W1 8X35 2X1 HS612X12X114 Strength DlC 085 0.87 0.95 0.88 0.96 061 089 e - L I 222 152 287 351 363 615 2 99 17.2P30 atla 0 17 30 0.0 121.8 44.3 0.99 224 7 WSX58 W1 0X45 W12X35 W14X34 W1 8X31 W18X35 HSS12X12X5118 Strength D1C e = L 1 0.85 208 0.90 227 0.97 261 0.91 311 0.94 343 0.77 466 687 278 18.5 alfa0 18.5 30 0.0 144.2 52.5 1.08 289.6 W1 OX54 W12X45 W14X36 WI OX36 W1 8X35 HS512%12X318 Strength DIC 017 0.91 0.98 0.93 0.91 0 88 e = L l 215 247 273 318 362 . ~g 20.2P30 aHa0 20 30 0.0 168.8 613 1.17 365.9 W1OX88 W12X50 W14X43 W1 8X40 W18X40 HSS12X12X172 Strength D7C e = L! 0.81 221 0,95 120 0,98 240 0,95 291 0.90 341 080 257 21.6.2830 a1fa0 218 30 0.0 194.8 70.8 1.28 45a.6 W10%77 W12X5B W14X57 W16X45 W1 8X46 HSS11X12X112 Strength D1C 6=1.1 0.82 206 0.91 215 0.91 245 0.97 265 0.90 322 0.93 107 23.2830 atl 30 0.0 222.9 81.1 1.34 556.5 W1OX100 W12X72 W14X61 W! 6X57 W1 8X50 Strength 9 0.72 0.83 0.88 0,88 0.91 e 230 220 236 280 295 24.6-2P30 alfa0 24.5 30 0.0 253.0 92.0 1.43 672.6 W10X112 W12X87 W1068 W16X57 W18X55 Strength DIC 0.73 0.78 0.89 1.00 0.94 e=LI 219 226 221 231 272 26.2P30 atla0 28 30 0.0 284.9 103.6 1.52 803.9 W1 2X96 W1082 W1 6X67 Wt 8X60 Strength DIC 0.79 0.84 0.87 0.98 e-LI 213 225 248 251 27.5.2P30 alfa0 27.5 30 0.0 318.7 115.9 1.61 951.2 W12X120 W1 4X90 W1 6X67 WlBX65 Strength DIC 0.71 0.81 0.97 0.99 e=L1 231 216 210 231 29.1830 aNa0 29 30 0.0 354.4 128.9 1.6A 11155 W1 2X136 W14X10A W16X77 W18X76 Strength D1C 0.69 0.75 0.95 0.88 e - L 1 228 228 208 245 30.5 alfa0 30.5 30 0.0 392.1 142.8 1.78 1297.7 W12 X152 W44X120 W16X89 W1 8X76 Strength DlC 088 0.75 0.91 0.98 e=1-1 228 218 207 1 211 32.2P30 aBa0 32 30 0.0 431.6 156,9 1.87 1498.7 W12X170 W14X132 W16X100 W18%88 Strength O/C 0.87 0.75 0.89 0.95 EHq I A = L/ 228 210 106 210 - 33.5 atla 0 33.5 30 0.0 4730 172.0 1.96 1719.5 W12X190 W14X159 W1 8X97 Strength DIC 0.65 0.68 0.91 e = L I 226 227 209 36.2P30 atla0 35 30 0.0 516.3 1877 2.04 1961.0 W12X210 WI4X176 W16X119 Strength DIC 0.64 0.67 O.B1 A=Ll 2N 224 129 573 Miscellaneous Wind Balcony 574 Wind 575 JOB 1 / ' a L joq NISHKIA.N MENNINGER SHEET NO. OF CONSULTING AND STRUCTURAL ENGINEERS 821 HOWARD STREET, SAN FRANCISCO, CA 94103 CALCULATED BY Cam" DATE / (415) 541-9477 FAX (415) 543-5071 CHECKED BY DATE SCALE ! TKee, i 1 I I f l j ? f , i , L ~ t ?PIG? 1~tNtJ_._.~' ; i ! ! _ ..f... t s J i cr , t ag, _ i i _..i._ t i i ? i ' ! ! ! ! ! t.......`:_........-..._........ ! ; I i i ! ! ; 77 s i i ! ? .I l i I i i . ! i ! , i i : : - ! i ' i i , i i i , ' r i I i ~ I ! i i ; ' I 1 i I , i ! -16 ? ? ; III _ a......_...-. i...._._..3 .............y.-___.._:•__._ .__....._i...._......!,. _ __.i_ .....I....,......,_.._..._._......_......_.......1......._.._.E.._......_i........._..~.......~..j.,......_..~.,I A.............j.... i 1.k i ~i........_...,.i :............f....._..._ f I ; - ' 7 .x.__17)...1_.._-- ' ...2'..... ! _ _ i Cam. i - ...._,?......_r.......... f._.._.b... t4o I { b) 4. 4 L . ii i ' I a -A b S I ! I i s f 2 '4 , t i ? j 1~3 x -..I.?6ab ' I i JOB Pool. VAIL C7a~ N I S H K I A N M E N N I N G E R SHEET NO. OF CONSULTING AND STRUCTURAL ENGINEERS CZ~7 ~a 821 HOWARD STREET, SAN FRANCISCO, CA 94103 CALCULATED BY DATE (415) 541-9477 FAX (415) 543-5071 CHECKED BY DATE SCALE I ; i I f i i ~ ~ i ~ I I I i i I ; I f ; i ! I I I i I { i ! i....._.._....._....._.. I I 7 I _-{....._.__.j........__.; ! I ! : I s ! i ! ! i 1 ! . _ ..._.._....~..___...p. I ! f s j i 3 : O:( D• I i : I ` i 4- , t { 4« I 6~ l._.._;.....,._.... , I / •i•'~ i s f I ; I i-...... .........._....i....._._,..t......._.;..-,...._.i 2~+ f. A i i i ............_........_.._i..._..._............ _.........._i..........._~......._.. { q ! ! : . ll ! I ...1..._ o PD A- if . ..-r .....Y.l..~'....._.......!...._._...1 i I ..j .............t...__......__.......;...... J t! 0.1-it ! ! - _i j I 1 _ _...........i._._.,...,........._....__....{........._.~........_.........., .l„_......_.f.... ! I ,c O F F P,.:.. n...:. _ _...i _._..,...~._......_.L_._.._.., NISHKI.A.N MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 821 HOWARD STREET, SAN FRANCISCO, CA 94103 { (415) 541-9477 FAX (415) 543-5071 SHEETNO, f OF CALCULATED BY DATE 2 CHECKED BY DATE SCALE , W ! i ' i ! : . ....__._q...._,....-.1~_...... ....1.__..__<-.. _ ~...._._....L__._._ , . ' i i ; I i , - - I _ i d_.~ x i{ .Si I ..r q,Ob ~ bS~ P~.~' ~ _ x o I.. QQ C>. i ! 13,0: , i : L.. 4 i t , i, I , bra ~ i ~ i i ( j lam: {3! 1.x.7.. _ s i qq 2 o' i } ff I 21.i I_... _ T ' i , .,~.~...,_w. ' I ; • , , 1 L'cs 1._. SAS f1N...._... _ x... .._"I,._....,..»......t.._...._.........._.T....._....i_........3 I_, .._...L_. ii i s , i , ....i.. 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OF CALCULATED BY DATE &.4 /./p5 CHECKED BY DATE SCALE ~ ! 1 r ' i i i I ; , ~a wT i i i_ _ _ - _ . ; i 1_._..... ! i {i~-i- ; s... I 1 i - ; ! , i i ! _ 1 I 1 77~;~li 0,1 1 : , : ~[7 ; - ~~..F IS _7......_ Y... j......~:. `l , 1 : I ~o 6 . _ - . . I _ E i i ' i 1 I i , ' 1 ._..'.J........._..J..._......... i i ! _ , , A ..___.-.I._,....,.._?....~._....I........_..,..._...... - _ ....i .....I.... r I i I '.__._....,........._..I............._. t....~....- ! ....t.... { i _...I._. II i y. j......._,_ i ! ! i ! { I ; 1 -fix` ~t7 I ! I ; i i ! i ! { I S i 1 i........,.._!.._......_S.._..._...1 I t .___....a...._.._._ _ :............I .............i..............i._..._....._.........I.~....._._~..-.___.t..__......! _ _ ! i i ' ! i { i I i I i ! I , ' 1 i I { i ! I i i 1 I ~ I I i ! 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' I t ! i I f I t 1 1 i ~ i 1 ~ 1 i- i i ! i i ? i I I ' ...j..._.....L..,.._a.._,...:..i...... .J _.,....j ..................._`-t_._.._.L........._y._........:....._._°___.....,_...._._.}._._.-_h..,«.....-..._....-._...._.......,.__.,y._.........y....__-r-_.__._'._.._.i..........., ,_.,.........1 ~._..._.__........I.... j { I I 1 i! 1~~{ i~ j j I E 1 1 , ! I i I + I I ! - ~ ! ~ ' i ~ ! i i 1 s t I I ! { i i { ; i ! i a............. , i E i _ 1 ._.._.........a,.._,......,......._..}..._._.._.--._...~....... , Balcony 580 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street, San Francisco CA 94103 FLEXURAL DESIGN slab thickness = 8.5 in DL= 0.121 ksf LL = 0.1 ksf PROJECT: Four Seasons Resort, Vail, Colorado PROJECT # 7083 CALCULATED BY: DATE: Apr-06 L= 5ft FOR 1 FEET WIDTH M DL = 1.5 k-ft/ft M LL= 1.3 k-ft/ft MU= 3.8 k-ft/ft bending = 0.9 fc fy 01 shear = 0.6 ksi ksi torsion = 0.6 5 60 0.80 0.80 Bar Max As Min As H in B in d' in d in # db in Area 1-bar Number As in2 0.75Asb in2 0.0018 in2 ~ x Mn kips-ft 8.5 12 1 7.5 #4 0.5 0.20 1 0.20 2.3 0.18 ok 6.6 Shear Streng th Vs kip s Vc kips ~ x Vn kips 0.0 12.7 7.6 DEFLECTION E= 4031 ksi Ig = 614 in4 'I cr = 0.5 ?g = 307 in4 A (free end) = DL 0.0011 inch LL 0.0009 inch D+L = 0.0020 inch 581