The URL can be used to link to this page

Home My WebLink AboutB06-0196 Column Structural Repair Submittal 021810Department. of Community Development; `ate Revision Submittals: 1. "Field Set" of approved plans MUST accompany revisions. 2. No further inspections will be performed until the revisions are approved & the permit is re-issued. 3. Fees for reviewing revisions are $55.00 per hour (2 hour minimum), and are due upon is uan e. _f Permit #(s) information applies to: Attention: _evisi_ons i ( ) Response to Correction Letter p /~l -attached copy of correction letter Deferred Submittal I O Other i Project Street j~dAress: /S./, V41 Descri ion /List of Changes: (Suite ulnN (Number) (Street) *GS 061 i i Building/Complex Name: 3 Contact Information: i Company: - / Com any Address: ✓-I - ArS vas I City: State: 60 Zip: Contact Name: Contact Phone: 944 cl7D-~f E-Mail fJllU Revised ADDITIONAL Valuations (Labor & Materials) (DO NOT include original valuation) - - i Building: Plumbing: Electrical: Mechanical: i Total: $ ICJ $ - (use additional sheet if necessary) Date Received: i C C~ E sp D FEB 18 2010 I TOWN OF VAI O1-Jan-10 TRANSMITTAL FORM '5*-oiq (o SUPPLEMENTARY CALCULATIONS FOUR SEASONS HOTELS and RESORTS Vail, Colorado for HILL GLAZIER ARCHITECTS 925 Alma Street Palo Alto, CA 94301 by NISHKIAN MENNINGER 1200 Folsom Street San Francisco, CA 9410; NM Job No. 7083 February 17, 2010 FEB 18 2010 TOWN OF VAiL 1 1 ~ 1 1 1 PLAN CHECK RESPONSE FOUR SEASONS HOTEL Vail, Colorado NM Job No. 7083 February 17, 2010 Structural Drawings: Please verify that the submitted drawings reflect all locations where shear rails are required to meet code punching shear strength requirements: 227 locations are shown on the drawings while the submitted letter indicates 235. IBC 1604.2: ACI 318 11.12. Original submitted drawings represent preliminary results of an ongoing investigation. Final drawings showing investigation results will be submitted showing accurate punching shear demand/capacity ratios will be submitted. New Sheet S9.01 is submitted with 2 column repairs shown with calculations. ' 2. Please verity all locations where slab punching shear demand to capacity ratio is over 1.0 neglecting shear rail reinforcing strength will be physically investigated to verify adequate shear rail reinforcing has been provided during construction. IBC 1604.2; ACI 318 11.12. ' Original submitted drawings represent preliminary results of an ongoing investigation. Final drawings showing investigation results will be submitted ' showing accurate punching shear demand/capacity ratios will be submitted. New Sheet 59.01 is submitted with 2 column repairs shown with calculations. ' 3. Submitted calculations show different demand to capacity ratios than on the drawings. For example p. 5 shows 1.93 and 1.69 for column 1313-134.3 at Level 7. while S2.07.3 shows 1.33. Please verify drawings reflect the correct design values. IBC 1604.2. Original submitted drawings represent preliminary results of an ongoing investigation. Final drawings showing investigation results will be submitted showing accurate punching shear demand/capacity ratios will be submitted. New Sheet 59.01 is submitted with 2 column repairs shown with calculations. NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 7919 ' Plan Check Response Four Seasons Hotel. Vail. CO t Februarv 17. 2010 ' 4. Calculations p.1-2 assume 10" thick slabs, while slab near column 1313-134.3 at Level 7 is 8.5" thick per S2.07.3. Please verify proposed strengthening will be designed considering the existing slab depth. IBC 1901.2; ACI 318. 11.12. Calculations were submitted for a typical column reinforcing fix. For each specific situation, reinforcing, drop cap panels, and factors for perimeter and corner columns will be considered as appropriate. 5. Calculations p. 1-2 assume interior colunm locations only. Verify factors for perimeter and corner columns will be considered as appropriate. Verify slab openings adjacent to columns, shear rail reinforcing or retrofit drop panels will be considered as appropriate. IBC 1902.1; ACI 318. 11.12. Calculations were submitted for a typical b column reinforcing fix. For each specific situation, reinforcing, drop cap panels, and factors for perimeter and corner columns will be considered as appropriate. 6. Punching shear force for column Bb-B4.3 at Level 7 per calculations p. 1 &2 is 334k. much larger than the slab tributary area which appears to be closer to 140k factored load. Note. 334k is larger that 6*sgrt(fc) limit and therefore exceeds code limits for an 8.5" thick slab. IBC 1901.2; ACI 318. 11.12.3.2. The particular location level 4 1313-134.3 submitted for sample repair is inappropriate. The loading and slab thickness used in the calc. was from an older version prior to the design revision. The slab is 8-1/2", correct live load is reducible 40psf without snow load. 7. Calculations p. 5 show biaxial moment output, while column moment in one axis only has been considered in calculations p. 1-2./ Verify moments in the weak column direction also have been considered. IBC 1901.2; ACI 318. 11.12.6. See attached calculations. 8. SKS011410-1: it appears temporary slab shoring may be required during repairs. Concern is related to the effect of drilled holes on slab punching shear strength and column strength. IBC 3403.2. Use full size sheet 59.01 detail 1 to show typical added drop cap detail. Temporary ' shoring notes added. t 2 1 Plan Check Response I Four Seasons Hotel. Vail. CO February 17. 2010 9. SKS011410-1: Please verify drilled holes for dowels from below will not interfere or damage PT tendons in the slab. IBC 1901.2. 3403.2. Notes added to detail. Please note that the slab has been scanned to locate all re-bar, stud rails and post-tensioned tendons around the column. ' 10. SKS011410-1: It appears the slab holes drilled from below for epoxy dowels may significantly weaken the net slab section, in particular at banded PT tendons. Please verify compression and tension stresses at remaining net section. IBC 3403.2; ACI 318, 18.4. The impact of temporary holes around the column is minimal for compression effect. Post tensioned force averaging 700 kip per 32 ft bay has about 22 kip per foot stress. 3/4" hole at 8" o.c. will increase the compression force to 24 kip per foot or 235 psi which is within the allowable compressive stress. Since the slab is shored and design live load is not included, the stresses are within the allowable. 11. SKS011410-1: I" of column cover will be removed. Verify existing reinforcing will not ' be damaged. Verify column strength is adequate during construction due to reduced area. Also. slab punching shear perimeter length 'b,,' will be reduced due to smaller bearing area duriniz construction. IBC 1901.2. 3403.2. Notes specified in detail not to damage column reinforcing. Column strength at reduced section are checked and confirmed adequate. (design live load is not included, with construction load + dead load) ' Shoring is provided to compensate for the lower shear capacity. 12. SKS011410-1: slab #5 dowels are not shown to be standard hooks at bottom of bar. Verify adequate development is provided. much less than Ldh is available. IBC 1901.2: ACI 318. 12.5. Notes added for standard hook for dowels. Note that the bars are not designed to be fully developed in the horizontal shear demand. See attached calculations. 1 13. SKS011410-1: Verify adequate bond will be provided at new drop panel to create a monolithic structure as assumed in calculations p. 102. Additional criteria such as bonding aent, low water. consolidation. curing requirements. etc.. appears required. IBC 1902- Z__ ACI 318, Ch. 5. Notes added to include bonding agent. Mix design and pouring sequence to be reviewed and inspected per specification. 3 ' Plan Check Response 1 Four Seasons Hotel. Vail. CO February IT 2010 14. SKS011410-1: Verify adequate horizontal shear capacity is provided for composite section at the construction joint between the existing slab and retrofit drop panel, i.e. VQ/1. typical where repairs are implemented. IBC 1901.2, 1604.4. See attached calculations. ' 15. SKS011410-1: Verify adequate special inspection of repairs will be specified and provided. IBC 1704.4. Inspection notes added to detail. 16. Calculations p. 1-2 do not appear to reflect the highest punching shear demand to capacity ratio; values of over 2.0 are shown on the drawings an din the calculations. IBC 1604.2. ACI 318-05 11.12. Please discard calculation pl-2. D/C ratio will be updated and submit the final plot to Building official. 17. 52.03.2: Please verify if additional dead load from topping slab has been included in calculations for columns supporting ball room floor. Calculations have not been provided for the ballroom slab. IBC 1604.2. 1601.1. The additional load of topping is checked. It is within the miscellaneous added load 1 in the original calculations. 18. S2.03.2: Please explain why ballroom punching shear demand in 1.95 at 14-A8.2 and ' much smaller at adjacent columns with similar floor area supported. IBC 1604.4. ACI 318- 05 11.12. Please discard the D/C ratio at this specific location. A final plot will be submitted. 19. Verify final slab analysis uses concrete strength fc equal to minimum specified fc on the drawings, or per the submitted mix strengths delivered to the jobsite. If construction testing data is used, consider reduced average strength based on standard deviation and other factors per ACL IBC 1901.2: ACI 318. 5.3. F'c of 5,000 psi of slab is used (per original design). ' [End] 4 NISNKIAN ENNiNGER CONSULTING AND STRUCTURAL ENGINEERS 0 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 Vu= 79 M~ = 3 x-54 k-~' Mrs, =109.5 'l k, (91 ~1 I ~2 CaGu,~~ Rr ~T~ s~~Tb~ ~ ~ ~ n II ~ lxv~ 51 co L ~D r~ Ate" --4~ F-P MA~c S ~T Co t ~Mr.f A211) ~oL , Sim 16 X ? 1 0 S Y ( I O M,omq--~TA~ 5-5 C, _ 2-11 c 2=16 Ila ms'-k7 P- r C, =l6 ) C - 2f. J, 2 Std THrt~N~ss=g~~~ ' AT +Z Fes" Co u,--,3 ff'r~ 0'75 - o• 6z-1 = !3• /2-5 h A __d C2 c,tc, +tid~ _ ~3-~~-5> ~ zX 16 -r 24 /b79° 6 1 C)s S -Tc-,55, ~ 3 2 {-l3•IZS~/S ~~~(1t~3•/2~~~2 f ~ j 1 2 _ ~37•►~ Cl • oq~~-r (~7•I~s l B`~-41) t /3•l zfi) (Z2.50 (3-742 9 55978+ 6`~95+ 20zpo52 'S 1t~ ~cc d> /f / 3- 7 3 eU l~ (~22 C ~ JOB t~~ 5fP5a~sS f!(JTd r~ NO. 769'5 SHEET NO. OF CALCULATED BY CHECKED BY NISHKIAN MENWNGER. CONSJLTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 JOB y/~-~4 Sa~s~ ~C NC SHEET NO. OF CALCULATED BY CHECKED BY DATE A-~=~C~ft~2tzd) ) _ X3.1 i5~ (21y, 16-f -v 2 V-?-l2-0 Gb7 q C - CC 1+ Z 16+ /3•/ZS L _ w1;,06 = 6,1 9 b A-9- ~2G(-f-(2X16f2J-P-t- 2~/-?-11,5) g S 1 /3-/z51 2 l -r- 4- CAg +CGD -r co C~-f d~ GAB 3 (16f 0-5X13-12- /.2• / 1y t ~~l 3-12~~ C6• /9 f lb 2- 3~ - /3•l Z 2-4-1-/31 L j9) ~ 6 ~ C ■ _ 8~0 / 8672- 67703 -w4 V'rr l-F 2 CI + 22• j 1 3 c~+d 3 37•/ 2-5 ~ u VL(s T ~1 c-T Slt~ Uu - D. b7,?2- A-- /0-79.6 NISHKIAN UNLINK CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 JOB Tg'L50- SfA~ cS ~c NO. {(n27 SHEET NO. OF (V ) CALCULATED BY DATE CHECKED BY DATE T-, .J`C S 5 A SS Cr = 24 CZ "y 1~1 M„ SS ~r -rd vss _ ~•46~~315~~I~~ 2- (2-A +I3•I 2 ~ • 46~ (37g 7, ~ /8-jK Z6 70-1 O . of 21 ~s T l6 l C- C6, 2 - ~ Pyl CA3 (M75-23P(6-17) = 0611( ks_r 7&;0l, Fri,-cz6Proj SNP 5-f~? Ss = 0-0-?32-to-012-1+0,0614 /I C-7 )P57r NISHKIAN PIER CONSULTING AND STRUCTURAL ENGINEERS j 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 JOBS -5~ NO. J~b& SHEET NO. OF R`7 _r CALCULATED BY DA CHECKED 5~P ~ ss Gy,~-~--7_ 2--t W 36( 13 -1 L =4~~g .lt~1z~+ 31 ~?5 Pe- ,6 = 15 ti~ = zf2~) ° ~4 S~ = ~~•'2 ps,> /~j 6•? PSG ~ d 1 ~~r -ASasr 5-s 0:75 - o.6- = 7' 25" c;. = ~d) CZCZ-~~, f2d~=~,~S~CZX.~2f~6+ 2,-7.1 ~C~ -f d 3 t ~C -f~~ d 0 fi C 2 7-121 t7-l2s +7~Zsx~-t-~q~t7~a~jC~•~~s'3)~_i~~ (5 zt o-~~zr~~ C l 2 1 - ~ r 6~/l~/7 + ~10~•4 -1-395• (~c~-~z Z ~ = G~II~ I -f-~f68--~ -t- ~ lo~S4 l • 4 NISHKIAN .1-AENNIN ER CONSJLTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 DATE _ / - / = ! _ o • 524 = 0'476 ~ ss ~ l+ j to3-1 i~ 1 2 3 55.56 1 49, t--~ 4,,- 5 52- A, z= % i _ d Cz~, 4-<--2-+> "I C, ' Cam= CY2-t --71': L 2cl -i-CZ+2d) ~X 5z+ % +z-?~7-Izs C = CC/ f-c) - CA17 = C~2 -t-- 7-1 - ll~.l,~ = l• !6 2 JG> r_ C~ t t C2d) C C GAD -f - ~Gi+d~ CAS 3 = C5Zt 7 IZs x~-~~ C7 ►~S3 + (2-f-7-/ ~sP C~4• y+zrl•163~ ~q~+7•►zs~ (~4- 4~~ 3 46 7 47 l = o-32j fv 55 AcarC92I-D 5 f~. sass yu A'~~ Zo 735 C-T SHE Vu = ~9 o, 05/ kS!, AG JOB Fe- - / _ °SSO^~S ++uv NO. 7(19? SHEET NO. OF CALCULATED BY CHECKED BY JoBFcasR 57fpjsor-s s . I "l r-L NO. 6 NISHKIAN TAIEN I R CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 SHEET NO. OF IS (9 CALCULATED BY DATE CHECKED BY DATE SCALE ~~sp~.,,s~ ~gotrr G~ = i , C Z 52 !r K b DtrE 7~ s s A ss ' M Mass CC+~ (65-'~? j vas ~ Ca_ ~ ~~,ss ~75g1~) 0.00-?L-r Ksr Mue - Nty, -t V ~ e CJ S Z/ `L Z / I ' MUe = 1oq-5~12_ +(79) ~l f6~ fv~tllll Mue CDsEj c,f r ~~f Ili I 797At F-P c-70pD stAt-pf P- s7PeSs = o-05/8-t- 0 •.oo3~ -t- 0.0237 b?9q tSf- 49 = 7s• 7 PST Cb-_73) F smfP" s- rr s5 er r ~v~ _ 952- lob P5x Joe F0 VIb- J L_ C NO -70,f-> 7--n SHEET NC. / OF l 7 CALCULATED BY ~V y DATE CHECKED BY DATE NISHKIAN MENNINGER CONSULTING AND 5TRUC-JRAL ENGINEERS A 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 EZ ~ vx - G~x= ,DUX = (5 r 72g J 12 v 13 71 t XX -7, 1-7 Z6 CR v /V V" 8 / Vr - D7/ x D. `7S X x 31 x G~~ x/,2 =130%K~q~5 4°~ NISHKIAN MEhtl INGER CONS'JLTINC AND STRJCTURAL ENGINEERS 12DO Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (41S) 543-5071 y- P//Z . JOB Sly cCQ; f, yjli L, L~ NO.7(~.~~ SHEET NO. / OF ~j Pb CALCULATED BY v l~ DATE G/1 ( J CHECKED BY DATE Qyy= ~~yy=(~z3~~2~~) X3 1 77 r--2 !q-3 k`y y; = V Q (7q 3,7) <,q35 k r i3Zoo /.h I Dv;; -iL V,,~ = O,7 7 5 X, D z 1x~ o x l 2= 7/ 3 K ~'k- j Vv~ JOB I L) ham' NC 72-7 ~ NISHKIAN MEli NINGER SHEET NO. OF CDNSJL TINC AND STRUC-URA: ENGINEERS --7 /f 1200 Folsom Street, San Francisco, CA 94103 CALCULATED BY w DATE 4 ! flG Tel: (415) 541-9477 Fax: (415) 543-5071 CHECKED BY DATE SCALE 'off Ulu = 12 1 G = 2p ~ = c~ CSI +GzT ZA ) 0 7 ~ in2 J/z cApT*u ~ L 47b 77 :S' (Z- Y, zit L,+ Zx~,~ 121 ~2% JOB I NISHKIAN MENNINGER '_CNSJ~TING AND 5-RJc-URAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 SHEET NO. 0= J'~ I V -111 DATE / l '"1 CALCULATED BY CHECKED BY DATE v 714 751 I 7, 'G I-r : ; - CL'-. v 21 D 1 z~7'7 ~ 7~, I211~ ~12I~ l7"2 xl~-- 1 NISHKIAN MENN[NGER CDNSULTI,NG AND STRJCrJRAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 JOE NO- 7Q~ SHEET NO. OF 144.1 L CALCULATED EY ✓J DATE 7, t CHECKED BY DATE J ~ ~ = 0 75~ z ►70 2 ,7 ~ ~ z bo 3 0 7- 0,7 I~TITIIT~ TRIG' flplt`l~ittl AI+I(l 11t~I~IPf~I;(`lil"!1 idlMllC n~ ~rt7r rainiAirr-n barn T~~r FlLL Dr~AWIIVGS AND '~'filiTLN MAIEKIl1L APPEARING tICREIiV CONSTITUTE TI1E 0 z ° i D z z z z Win. A CJ O z N z z O A mc- i n c a ''r . z z m ~r.- A N P~ ~ 1 O r ~ i i 1 i' 4 } N r i ` i. n „ t J. S~ Y!- 1 ` E ~ ! f~ a o aa~ o o ~ ~ ~ 0 0 0 0 0 o a o ~ -d 0 0 0 0 0 ~ 3'~~» -n f 0 0 0 0 a ~U!„ m 0 0 0 0 d I r- ~ ~ ~t r f~ ~ i ,t o~ ~r r ~ ~ rn G -t-~ z _ m m m ~ f V m ~ -o xa r ~x~~rnorn~m ~~z--ice o~ ° m e~ o rn as ~ 0 0° ~ c, ~ c cn ~ rn ITI m m r ~ UI C7 ~ O ~ ~ m N ~ 0~ D cn ~ ~ ~ m ~ ~ ~ ' ~ z ~ ~ ~ ~ ~ rn ~ ~ ~ rn ~ c~~ ~ rn rn ~ -o ~ --a ~ r ~ ~ r r -a cn ~ ~ z ~ ~ °7 ~ ua ~ ~ ~ r~-. rn m ~ rn - ~ ~ z ~y a> -n ~ ~ _ o r~ ~ x y 6 c~ ca to vi -n p _ ~ x cn as ~ ~ ~ r U.Q.N. ~ rn ~ : ~ cn ° oa c~ i f ~ ° m cmn z rn ~ CLR c~ - ~ o ~ ~ 1 MAX ~ ~ z ~ ~ ~ rn cn ~ c, a c~ s ~ ~ II _ cn Q vi ~ ~ w ~ y rn r „D ~ ITi - ~ rn - c~ cs ~ _ ca ~ ~ ~ ~ as c~ m z m V rn ~ ~~_rn-o m ~ ~ ~ c~ c~ v_a C7 ~ to I 1 rn ~ N ~ 3l4 rn~ -v m~~ Z ~ ~ ~ a ~ rn ~ ~ ~ CLR. ~ _ z ~ ~ ~ rn I ~ rn rnrn~ m ~ m ~ ~ ~ chi ~ ~ °~~rn~ m z ~ a ~ cs ~ z C"~ ~ ~ ~ c, a ~ z O ~ o v ,m ~ z ~ ~ -D m rn I- I c7 ° ~ e ~ o ~ r p p< z~ I rn z ~ ~ m p ~ I m ~ ~ -D C~ m ~ o ~ ~ ~ ~ ~'t _ r~---- ~ I I _ y. i'ri G!l ~ c'> ~ m m ~ ~ rn e-> ~ ~ x z ~ ~ ~ ~ m - o ~ r ~ ~ ~ ~ ~ ~i 'D ~ ~ ~ 1. m ~ ~ ~ ~ ~ ~ a _ . a~ cai m m Rl m _ ~ ~ a~ ~ c~ m ~ ~ ~ ~ ~ ~ m ~ -~i ~ ca c~ ~ 1 ~ rn c~ o c~ ~ ~ - ~ ~ c~ ~ ~ oc~ cam -Ni 7> qz o m ~ ° ~ z z ~ z ~ ~ ~ ~ i ~ ran ~ ~ ~ ~ ~ c -~i rr- °z ~ ~ ~ ~ II m z ~ ~ l_____ = ~ ~w ~ ~ ~ p, J ~ ~ GJ ~ ~ Q ~ Z $ J} ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ G'~ ~ C~ n'i i i E m 0 Y wu 2 N m a a o m I m r m m ~ - c cl) y m m m n m ;0 Q , m y o fJ m FOUR SEASONS ~b Ida ~S r Vail, Colorado Nu r4t I (Gj (A M Ir