HomeMy WebLinkAboutB06-0196 Structural Column Repair Submittal #21 05/19/10TOWN OF VAIL
7� S. FRONTAGE ROAD
VAIL, CO 816�7
970-479-? 138
DEPARTMENT OF COMMUN[TY DEVELOPMENT
,- � �'/�J
,� <r t �
� �
NOTE: THIS PERMIT MUS"I� BE POSTED ON JOBSITE AT ALL TIMES
NEW COMM BUILDING PF;RMIT Yermit # f306-0196
Project #: PRJ03-0468
Job Address: l VA[L RD VAIL
Location.....: 1 VAIL ROAD
Parcel No...: 210107101016
OWNER VAIL DEVELOPMENT LLC 07/19/2006
50 S SIXTH ST STE 1480
MINNEAPOLIS
MN 55402
CONTRACTOR DOUG THOMPSON, DIR. OF PRECO 03/18/2010
HYDER CONSTRUCTION
CONTRACTOR HYDER CONSTRUCTION, INC 06/11/2009
543 SANTA FE DRIVE
DENVER
CO 80204
License: 109-A
CONTRACTOR RICK CAUDEL, 03/18/2010
HYDER CONSTRUCTION
APPLICANT VAIL DEVELOPMENT,LLC-THOMAS 07/19/2006
600 FOSHAY TOWER
821 MARQUETTE AVE.
MINNEAPOLIS
MN 55402
License: C000001981
Status . . . : ISSUED
Applied . . : 07/l8/2006
Issued . . : OS/18/2010
Expires . .: 09/26/2007
Phone: 720-932-3264, DIRECT
Phone: 303-825-1313
Phone: 303-
Phone: 612-332-1500
Desciption:
FOUR SEASONS HOTEL-CONSTRUCTION OF A 10 STORY POST TENSION
CONCRETE BUILDING FOR FOUR SEASONS RESORTS. INCLUDES FULL
SERVICE HOTEL, RESTAURANT, SPA, POOL, RECREATION
FACILITIES, CONDO FRACTIONAL UNITS AND GUESTROOMS.
Occupancy Type
NIGHT CLUBS (A2) ZONE 4 IB
CHURCHES (A3) ZONE 4 IB
BUSINESS(B)& HMP (H5 ZONE 4 IB
EDUCATIONAL (E) ZONE 4 IB
INDUSTRIAL/MOD HAZ ( ZONE 4 IB
MERCANTILE (M) ZONE 4 IB
RESIDENTIAL/HOTELS ( ZONE 4 IB
RESIDENTIAL/MULTFAM( ZONE 4 IB
STORAGE/MOD HAZ (Sl) ZONE 4 IB
STORAGE/LOW HAZ(S2) ZONE 4 IB
Additional Amount...
Totals...
Factor
299.08
369.90
300.40
322.53
183.77
220.56
302.22
250.22
169.75
167.15
Sq Feet Valuation
27,353 $8,180,735.24
8,605 $3,182,989.50
31,130 $9,351,452.00
670 $216,095.10
29,600 $5,439,592.00
2,445 $539,269.20
86,991$26,290,420.02
133,695$33,453,162.90
23,080 $3,917,830.00
75,773$12,665,456.95
10,000.00
399,510$103,247,002.9*
TOV Adjusted Valuation: 3,247,002.91 Revision Valuation: $0.00 Revised Total Valuation: �247,00291
++:a*e+***«*+:+*+*�«****++***+**�*+***a««*s*+*+***�+**r+**+***r***+* I I.L SUMMARY *as*********s**a*+**r****es*+***s«***:*r*****+�*#***r:+�+***
�3uildine------> 378, 813. 95 Restuaranl Plan Revie�v--> $0.00 �Ibtal Caiculated Fces---> 157, 360. 90
Plan Check---> 378, 813 . 95 Recreation Fec--------------> 399, 510. 00 Additional Fces-----------> $20, 019.25
hivestigation-> $0. 00 IOTAL FNIiS------------> 157, 360. 90 Iolal Pennit I ee----------> 177, 380. 15
W ill Call-----> $ 3. 0 0 Payments----------------> 17 7, 3 8 0. 15
[3ALnNC�i uuE---------> So . o0
*+++.+**.*.*:*.*«:*+**t«***:+.*:*»**r*+a*+*#�++++*+*:+«+a�r++***+*+*+*+**.****a*s*.**:+.»:**s****:*r**.****+*+*******:*+�r*«**s***++r*.t**«******
Approvals:
Item: 05100 BUILDING DEPARTMENT
08/17/2006 MROYER Action: DN Corrections e-mailed to applicant.
12/18/2006 cdavis Action: PA For Staging plan anci trailer set tor plan c
stamped
by TOV 12/13/06.
An electrical permit is required for the temp power proposed for the trailer.
03/29/2007 MROYER Action: PA IR:1215- G&E permit approval only. Conditic
apply.
03/29/2007 cdavis Action
06/12/2007 CDAVIS Action
No additional fees assessed
07/16/2007 jplano Action
AP To Allow Release for G& E Phase Only
PA Tower Crane footing pads.
CR Aciditional work being requesteci to be acicie<
phasing, correction letter sent.
08/Ol/2007 jplano Action: CR
information
supplied.
Second correction letter sent, insuffient
3) The submittal is to include all cirawings relatecl to the work that is requested
added
work
full
e)
to
to the phasing. All drawings are to be stamped by the assoeiatecl ciesign protessioi
arehitect anci/or engineer. The ciesign protessionals are to verity that the additi<
being requested is not in contlict with the corrections that are requested regard=
building permit.
All sheets are to be stampeci and signed by the associated ciesign protessional. ThE
architectural and the plumbing sheets have not been stampeci. The stamp on the strl
sheets has not been signed. The stamp on the electrical sheets has not been signec
4 There is insufficient detail to approve this submittal. Some examples are:
a) There are several sections that are pertinent to this request that are not pro�
b) The elevator pit sections 10/54.04, 18/54.04, 19/54.04, 20/54.04 are missing.
c) Ramp transition section 22/56.01, 6/56.01, 7/54.04 are missing
d) Exterior tounciation wall connection to the matt slab 9/S6.OlD, 27/56.01, 6/S.0_
7/56.01
Sump pit details 28/54.04 and 29/S4.04
f) Column schedule, transition of the columns to slab?
g) Slab steps 11/S6.OlD.
This review has stopped because of lack of information.
5 The Public Works Department in Vail has not approveci the submittal tor addition<
be added to the phasing. Their approval will be necessary.
08/06/2007 jplano Action: PA Additional work approved tor phasing. Unde�
plumbing, underground electrical, rebar and concrete placement tor elevator and s;
pits. NO
APPROVAL FOR MAT SLAB
09/11/2007 jplano Action: AP
10/22/2007 DPLACE Action: PA
only.
No charge.
10/22/2007 dplace Action: PA
CHARGE.
11/13/2007 ependley Action: AF
stamps. No added valuation.
11/15/2007 ependley Action: AP
valuation.
Added plan review fee of $60.00 due
11/30/2007 jplano Action: AP
valuation.
Added plan review fee of $60.00 due
12/18/2007 JPLANO Action: AP
tension
slabs, no added valuation
12/26/2007 jplano Action: AP
cable
for
016
hours
023A,
with thickened slab. $120.00 due
12/27/2007 MROYER Action: AP
appropiate stamps, no charge
03/24/2008 CDAVIS Action: PA
Full permit approved, see conditions
REV 4 IR 5881: Approved shop drawings tor :
REV 3,IR 5512: SHOP DRAWINGS. NO ADDITIONAI
REVS/IR6042. Approved shop drawings tor de:
Rev7/IR6058. Approved RFI-0237, No added
Rev6/IR6057. Approved RFI-0221, No added
Rev9/IR6236. Approved shop drawings tor po:
Rev10/IR6252. Approved changing a post ter:
Revll/IR6266,6267. Rebar shop drawings rev=
REV 12 SAFEBUILT REFERENCE NUMBER LAYTON Si
#05510-004 (EMBEDS @ LEVEL l, 2, 3 ns 4) FROM JT STEEL NO ADDITIONAL CHARGE
03/24/2008 CDAVIS Action: PA REV.13 SAFEBUILT REFERENCE NUMBER SUBMITTAI
(STUD RAILS, LEVELS 4& 5) FROM SUNCOAST NO ADDTIONAL CHARGE
06/10/2008 jplano Action: AP Rev14,15,16, IR6685,6687,7744 are approved
of plan review due, $720.00
07/08/2008 jplano Action: AP Rev 19, IR 7989 are approved, Bulletins
10,25,29,31,35,40 - 8 hours of plan review due, $480.00
08/Ol/2008 jplano Action: AP Revl7, IR 7777 are approveci, Bulletins 023
swimming pool revisions, $360 due
08/O1/2008 jplano Action: AP Rev 20, IR8245 are approved, storm and sewE
connetions outside the building, public works has approved it. No charge trom SatE
09/29/2008 jplano Action: AP Revl8, IR7988 are approved. The sub-duct s�
for
the dryers and range hoods are not approved. 46 hours ot plan review due =$2760.(
12/04/2008 jplano Action: AP Rev22/IR9384 - This is the revised ADMOD t<
exterior
wood above 40'. This is to be approveci by the tire department to be issued. No ch�
f rom SB
12/18/2008 jplano Action: AP Rev23/IR9488, Aciditional tire-stopping subr
approved, no charge
Ol/02/2009 jplano Action: AP Rev21/IR9008, Approved Bulletins 036, 037,
040,
043, 044, 050, 051, 052, 055, 056 and firestopping submittal.
055, generator fueling needs fire department approval prior to issuance
056, deck extention needs DRB approval prior to issuance
29 hours of plan review due=$1740.00
02/09/2009 jplano Action: NA Rev24/IR9666 - Fire Alarm Plans to be apprc
the
fire department
02/09/2009 jplano
approved
for HVAC ducting as
02/10/2009 jplano
dryer
by
Action: AP Rev25/IR9587 -"3M Fire Resistive Wrap 15A'
shown on apporved plans. 2 hours of plan review Due=$120.00
Action: AP Rev26/IR9663 - Subduct system tor resident:
system approved. 8 hours of plan review due=$480.00
04/16/2009 jplano Action: CR Rev27, IR9840 - Bulletins 59-73, correctior
sent, revisions needed and full sized drawings for collation
04/23/2009 �plano Action: CR Rev28, IR9926 - Submittal to be stamped anc
FPE. This is the exit passageway conditions.
05/28/2009 ependley Action: AP Rev28/IR9926 approved. No aaaea valuation.
plan review at $240.00
06/18/2009 jeaton Action: AP REV 27/IR # 9840 approved by Satebuilt. No
value
& no added square footage. Invoiced 10 Hours of Plan Review at $600.00
09/30/2009 JEaton Action: AP Rev 29 IR#10435 Approved Bulletin 110 Therr
Insulation No added Valuation 3 hrs �$60 per hr =$180.00 JEaton
Ol/04/2010 ependley Action: AP Rev 28/IR9926 Classitication ot tire-rated
diffusers
approved. 2-Hr/Plan Review $120.00 due
Ol/26/2010 EPendley Action: AP Rev 30 IR# 10731 Approved ***May need Plant
approval for additional railings added along west side of building at employee
corridor.*** 2
hrs plan review @$60 per hr =$120 Jae
02/11/2010 EPendley Action: CR Rev 31 IR#10750 Denied Correction Required
02.11.10
03/08/2010 DGoodman Action: AP Rev 32 IR# 10795 Approved No Added Valuatic
***Bulletins #071-#121R*** 6.5 hours �$60.00 per hr =$390.00 Jae
03/09/2010 EPendley Action: DN Rev 33 IR#10849 Denied Revisions Required �
03.09.10
03/16/2010 EPendley Action: AP Rev 35 IR# 10868 Revision to Bulletin 123R
Approved
See FAL for details 2 hrs plan review @$60 =$120 Jae
03/16/2010 ependley Action: AP Rev #31 IR10750 First Structural repair pac
approved tor construction. No aaaea valuation. Total Plan review tee due =$3701.:
being hand delivered to Vail on 3/17/10
03/22/2010 ependley Action: DN Structural Repair submittal #2 Rev 33 IR 1(
comments generated and sent to contractor and EOR on 3/22/10
03/22/2010 ependley Action: DN Strucutal Repair submittal #3 Rev #34 IR 1(
comments generated sent to applicant and EOR on 3/22/10
03/22/2010 ependley Action: DN Strucutal Repair submittal #4 Rev #36 IR 1(
comments generated sent to applicant and EOR on 3/22/10
04/Ol/2010 ependley Action: AP Structural Repair submittal #2 Rev 33 IR 1(
approved. No aaaea value total tee due =$1,102.50. The package will be hand deli�
Vail on 4/2/2010. Contractor has also been notitied ot cost to generate a check rE
04/09/2010 ependley Action: AP Structural Repair Submittal 3 Rev 34 IR108E
approved
Total cost = $1,625.50
No added valuation stated
04/09/2010 ependley Action: AP Structural Repair Submittal 4 Rev 36 IR 10£
approved
Total cost = $1,215.00
No added valuation stated
04/13/2010 sgremmer Action: AP REv 39 IR 11036 Bulletin 130 approved
1.5 hrs ot plan review completed $90.00 in plan review tees due No aaaea valuatior
04/16/2010 ependley Action: DN Rev 38 IR 11035 comments generatd and sent
applicant via email 4/16/10
04/16/2010 ependley Action: DN REv 40 IR11066 comments generated and sent
applicant 4/16/10 Alt. Analy. Responses
04/21/2010 ependley Action: AP Rev 40 IR 11066 Alt. Analysis request apprc
sent to Vail on 4/20/10 This approval is tor L/H/N dated 4/14/10 identitied as "Cc
Repair
Submittal #16" Alt. Analysis Procedure Response
Total Fees due = $652.50
04/26/2010 ependley Action: AP Rev41 IR11087 Bulletin 128 tor condo 6 app�
4/26/10
Plan review fee of $180.00 due
05/05/2010 ependley Action: AP Rev42 IR11088 Structural repair package #£
approved
Total of $322.50 due. No added valuation stated
05/07/2010 ependley Action: AP Rev 38 IR11035 Structural repair package 11
approved
Total due =$592.50 No added valuation stated
05/18/2010 ependley Action: AP Rev 37 SAFEbuilt IR 11030 Structural columz
submittals are approved.
Total Fees Due = $1365.00
No added vaulation
05/20/2010 MH
06/11/2010 mdenney
IR #11266
Plan Review Fee = $217.50
06/11/2010 mdenney
Package
IR #11266
Hand delivered to Vail 5/18/10
Action: AP
Action: AP Rev. No. 37/ RFI 3339 Hybrid Detail L8-15 f
Action: AP Rev. No. 43/ Structural Repairs: Final Rev=
Plan Review Fee = $570.00
Item: 05400 PLANNING DEPARTMENT
10/20/2006 Warren Action: AP
Cross
The Planning Department has approved the Hc
Utility relocation permit request. The applicant shall remove only those trees wh_
absolutely necessary for the utility relocation work.
10/20/2006 Warren Action: AP The Planning Department has approved the
application
to dewater the site.
03/31/2007 Warren Action: AP Planning recieved a bond to cover the Grad=
Excavation in the amount ot 3.2 million. Planning has approved the grading and exc
permit.
06/25/2007 Warren Action: COND Planning has approved the tull building pe�
dated recieved on May 29, 2007, with a single condition. A complete Design Review
aplication
will need to be submitted tor review and approval tor the additonal set ot stairs
f rom
the pool deck to West Meadow Drive.
08/20/2007 Warren Action: AP The set ot plans provided to allow tro the
of
some work prior to release ot a tull building permit has been approved. The plans
date
stamped July 26, 2007
09/05/2007 Warren Action: AP Planning is approving the set ot plans datE
August 3,
2007, with the condition that the applicant submits a reviseci lanciscaping plan to�
and
approval prior to requesting a TCO.
11/02/2007 GRUTHER Action: AP REV 3,IR 5512: SHOP DRAWINGS. NO ADDITIONA]
CHARGE.
06/12/2008 Warren Action: AP The planning ciepartmetn signs ott on Bullel
and
23A with one condition. The gate on teh new set ot stairs shal be as the base ot t
stairs
I
Four
on the pool deck not on the top of the stairs adjacent to Meadow Drive.
09/26/2008 Warren Action: CR Regarding the above permit my only comment
need a detail ot the gate at the top ot the stairs serving as an exit trom the poc
This detail shall be depict the ciesirecl gate which tits not only the aesthetics o]
Season but that ot the Meaclow Drive streetscape. The design shoulcl take into accol
need
tor security trom the public sicle ot the tence anci be ciesign with this in mind. F<
example
the Town cioes not want to see a nice gate submitted, approved, ancl installed and t
because
ot security reason we adcl a piece ot plexi-glass to the gate as an atterthought. �
plans
are dated 5-8-08 Bullentin #40.
02/10/2010 Warren Action: CR
approved
The changes containecl in Revision 30 are nc
by Planning are not approveci. There is a gate anci railing on the west elevation wt
not
have DRB approval which is necessary. This is adjacent to the employee housing un-
02/17/2010 Warren Action: CR Bulletin #123 needs to be revised to removE
gates
and railings adjacent to the Four Seasons employee housing. Revised plans should t
arriving
in 4 days.
03/05/2010 Warren Action: AP Bulletin #123R has been approved by plannit
railings were removed from the employee housing level.
03/19/2010 Warren Action: AP Rev. 32 - Bulletins #071 through #121R havE
approved by planning.
Item: 05600 FIRE DEPARTMENT
07/2�/2006 McGee Action: DN Plans submitted dated 4/14/06 and received
04/17/06.
on
south
the
of
work
Note: Review was postponed pending evidence project was proceeding.
Review:
Fire Apparatus Access and Egress Plan is Denied:
1. Fire Dept staging on south side ot project is shown on east end. The apporved :
the west end. The hydrant on the west end is not shown either. No FDC is shown on
side. Sheet A0.3.00
2. Sheet A0.3.05 does not show an acceptable route to the interior ot the buildinc
Fire Command Center.
3. The plans submitted by RJA are not stamped and are labeled "Not tor Constructic
4. The plans show a dead end corridor behind the front desk.
5.
12/19/2006 McGee Action: PA Permission to locate job site trailer is g�
Relocate electrical disconnect to the trailer or provide ready access on southwest
site. Location as proposed on plan submitted 12/13/06 is not accepted.
03/22/2007 mvaughan Action: PA g and e permit is approved
03/29/2007 cdavis
07/11/2007 McGee
as submitted 7 11 07.
09/07/2007 McGee
Life Safety Report 5 22 07
Action: AP
Action: AP
Action: AP
For G & E only
Area l, Area 2, and Area 3A approved tor 1=
The full permit is approved as noted:
l. LSR, MOU's, and Admin Mod's must be signed by Rybka et.al. as the Fire Protect=
Engineer
of Record.
2. Page 14 ot the LSR reterence occupancy ot the pre-tunction and ballroom is not
accepted.
RJA alledgedly has run calculations to show adequate exiting but such evidence ha:
been
presented.
3. Appendix A- Fire Alarm Matrix is not accepted.
4. Appendix B- Small Scale Plans, is not accepted.
5. MOU 5/22/07 ret Emergency Generator and Emergency Power is subject to addition�
review.
12/08/2008 MAH Action: AP Rev21/IR9008 - This is the revised ADMOD tc
exterior
wood above 40'. This is to be approved by the tire department to be issued. No ch�
f rom
SB. PER VERBAL FROM MIKE VAUGHAN, OK TO APPROVE FOR FIRE.
02/25/2009 clrhoades Action: AP Permanent location ot FDC tor South sicie oj
building.
03/26/2009 mcgee Action: AP Sub duct revisions 1 27 09 per RJA
1. Add clean out of lint traps to OEM manual for project.
09/25/2009 mvaughan Action: AP revision ctateci 4/20/2009 revisions to two t
exit
passageways.
02/19/2010 mvaughan Action: AP revision 33 and revisions to diffuser
classification
03/02/2010 mvaughan Action: AP revisions to ciittuser are numbered 32, anci
approved.
03/17/2010 MVAUGHAN Action: AP Bulletins 95-115 are approved.
05/21/2010 mvaughan Action: AP architects bulletin 128, dated 3/10/10
Item: 05500 PUBLIC WORKS
10/20/2006 ls Action: DN Awaiting for additional information
12/20/2006 ls Action: PA Approval to allow grading anci prep work to�
installation ot their construction trailer. A PW permit has also been issued tor t
site
access for small construction vehicles ONLY, off of W. Meadow Drive.
03/26/2007 ls Action: PA Staging plan tor Phase 1 ot the G&E permit
approved
only. Engineer approval tor the G&E permit still requirecl currently under review.
staging plan approval still required which requires CDOT approval.
03/29/2007 cdavis Action: AP For G& E Only
08/07/2007 csalli Action: AP acictitional work proposed tor phaseci permit
approved,
no approval for mat slab
09/13/2007 csalli Action: DN waiting for executed MOU
10/04/2007 TK Action: AP Approved Building Permit with the condtion,
in
the memo dated 8/5/07 from Chad Salli.
07/31/2008 csalli Action: AP revisecl sheets C17, C20 clated 7/18/08 and :
C18,
C18A, C19 dated 7/1/08 approved
Item: 05550 ENGINEERING CIVILS
Item: 05700 ENVIRONMENTAL HEALTH
Item: 05101 BUILDING DEPT REVISION
05/20/2010 Martin Action: AP Revision number 133 hallway hght. anci wicitt
revison
per Fire protection engineer report
*>..*««�..*****�***..************�.****�*****.*******««****.****.#**..*:+.*.****«*********�*****.*********.*#*******».«»«*.*#.«***M��*.*.�*.«***.
See Conditions section of this Document for any conditions that may apply to this permit.
DECLARATIONS
1 hereby acknowledge that ] have read this application, filled out in full the information required, completed an accurate plot plan,
and state that all the information as required is correct. I agree to comply ���ith the information and plot plan, to comply with all
Town ordinances and state laws, and to build this structure according to the towns zoning and subdivision codes, design revie���
approved, International Building and Residential Codes and other ordinances of th� Town applicable thereto.
REQI'ESTS FOR I�SPECTIOti SHALL BE MAUE "I'�i'EN"I'1'-FOI�R IfOURS 1V' :�DV:�'�C � I3Y'I'EI.EPIIONF: .aT 479-2149 OR A"I' OL�R OFFICE FR011 8:U0 _1�1
- � P11.
tiz �: � t� � � %� ��),
GN�fTURE OF OWNER OR CONTRACTOR FOR�HIM$ELF AND OWNER
****�************�*****�******************************************************************�*************
CONDITIONS OF APPROVAL
Permit # B06-0196 as of 06-16-2010 Status: [SSUED
*************�**�***************************************************************************************
Permit Type: NEW COMM BUILDING PERMIT
Applicant: VAIL DEVELOPMENT,LLC-THOMAS J. BRINK
6 ] 2-332-1500
Job Address: 1 VAIL RD VAIL
Location: 1 VAIL ROAD
Parcel No: 2101071 Ol 016
Description:
FOUR SEASONS HOTEL-CONSTRUCTION OF A] 0 STORY POST TENSION
CONCRETE BUILDING FOR FOUR SEASONS RESORTS. INCLUDES FULL
SERVICE HOTEL, RESTAURAN"C, SPA, POOL, RECREATION
FACILITIES, CONDO FRACTIONAL UNI"['S AND GUESTROOMS.
COIIdItIOIIS:
Cond: CON0008815
CONDITIONS OF APPROVAL
3i?8/07
"l�o: Hill-Glazier Architects
Attn: Douglas Atmore
925 Alma Drive
Palo Alto, CA 94301
Applied: 07/18/2006
Issued:05/18/?O10
To E�pire: 09/26/2007
The following co►nments were generated during the review of documents submitted for grading and
excavation permit The review team has found no issues that will impact the grading and excavation
for this project. All of the comments listed below w�ill need to be incorporated into the full
building pern�it response for review and approvaL The numbers below correspond with the original
comment number for clariri�.
General: Several responses are indicating the use of an "intervening vestibule° to prevent a room
that is not normally occupied from opening directiv into an eYit enclosure. '1'he response is
indicating that the intervening vestibule be "rated as a corridor". "I'he E'ire and Life Safery Report
prcpared by Rolf Jensen and Associates dated February 21, 2007 as last modified, states the
��estibule be separated by 2 hour assemblies with 90 minute opening protection. Opening protection
shall be automatic closing; self closing would allow the door to be propped open by the occupants.
These will be required for full permit issuance.
General: The Fire & Life Safety Report dated February 21, 2007 �ti�as submitted ���ith the packet per
the agreement from 03/13/?007. The applicant understood that this is not the tinal document and
moditications will be required for full building permit. Everyone at the meeting a�reed that future
changes �rill not impact the grading and escavation permit approval. All issue must be resolved
prior to the approval for fiull building permit.
3) The layout of the exiting in this area requires that the occupants of Stair Q to utilize this
e�it balcony. The occupants are required to travel past unprotected openings serving employee units
3005 and 3006. Change these openings to maintain the same protection as the exit enclosure that is
discharging.
8) See the general comment above. This exit passageway, G414, is actually a horizontal portion of
Stair D. Either 90 minute rated doors are required to separate the stairs from the passageway or
remove the designation of passage�vay.
10) See the general comment above.
l 1) See the general comment above.
1?) See the general comment above.
l 3) See the general comment above.
16) See the general comment above.
?'_') For the revie�a� team to approve a window in the passageway the window will be required to be
tested in accordance with ASTME 1 19, tested as a wall assembly, and has a minimum tire-resistance
rating not less than the fire-resistance rating of the wall. Provide specific documentation on the
��indow �vhen responding for full building permit.
23) See the general comment above.
39) Please add the total number of occupants and the occupant load of the driving floor at each
etit discharge location. Specifically, stair Q and F as the number of these occupants will be a
factor in determining exit components size outside the enclosures.
Stair F discharges onto the exit balcony. The occupants from the stair enclosure are not added to
the occupant already shown exiting on the balcony. Please add the occupants from the stair to the
e�it balcony totals and amend eziting accordingly �vidths accordingly. This item has no impact on
the issuance of a grading and excavation permit, but will be required at the time of full building
permit issuance.
4?) See response the comment n��mber 39.
46) Egress from Vestibule 210A requires traveling through the CO-ED Lounge/Waiting Area. This space
is not accessory.
�6A) It has come to the review team's attention that there is a possible issue with common path of
travel of travel from the rooms exiting into Vestibule 21 OA as there is no access to stair Q.
Please supply an illustration showing compliance to common path of travel.
�9) The common path of travel issues within the residential units will be required to be approved
by the To�r�n of Vail's Building Official.
�7 through 61 and 149) The issues regarding use of wood in and on this building will be addressed
�vhen full building pennit cotnments are submitted and reviewed.
Cond: 1
(FIRE,): FIRE DEPARTMENT APPROVAL IS REQUIRED BEFORE ANY WORK CAN BE S'I�ARTED.
Cond: 12
(BLDG.): FIELD INSPECTIONS ARE REQUIRED TO CHECK FOR CODE COMPLIANCE.
Cond: 14
(BLDG.): ALL PENETRATIONS IN WALLS, CEILINGS, AND FLOORS TO BE SEALED W[TH AN APPROVED FIRE
MATERIAL.
Cond: 17
(BLDG.): A STRUCTUAL ENGINEER WILL BE REQUIRED TO APPROVE ANY STRUCTUAL CHANGES BEFORE A FRf
INSPECTION IS APPROVED BY THE TOWN OF VAIL.
Cond: 34
(BLDG.): A COPY OF THE SOILS REPORT WILL BE REQUIRCD BEFORE A FOOTING INSPECTION WILL BE CALLED
Cond: 3�
(P.W.): ACCESS AND DRAINAGE INSPECTIONS MUST BE DONE BF,FORE FOOT[NG INSPECTION.
Cond: 40
(BLDG): (MFR/COMM) FIRE ALARM REQUIRED PER NFPA 72.
Cond: 5
(PLAN): PRIOR TO THE TOWN BUILDING DEPARTMENI� CONDUCTING A FRAMING INSPECTION, AN IMPROVEME
LOCATION CERTIFICATE (ILC) SHALL BE SUBMITTCD 1'O THE UEPARTMENT OF COMMUNITY DEVELOPMENT A
MINIMUM
OF FORTY-EIGHT HOURS IN ADVANCE OF THE REQUESTED 1NSPECTION. ROOF RIDGES AND BUILD(NG F001'PR
SHALL BE [NDICATED ON THE ILC.
Cond: CON000909�
The applicant shall submit a complete Design Review aplication fior review and approval for the
additonal set ofi stairs added from the pool deck to West Meado��- Drive, �vithin 30 days of the
release of the building permit.
Cond: CON0009121
The applicant shall submit a seperate Design Review application for review and approval for all
signage design, locations, and materials prior to installation.
Cond: CON0009294
The applicant shall submit a revised landscape plan which addresses the landscaping conflicts
created by the shallow soild depths on the culvert containing Spraddle Creek. This plan shall be
reviewed and approved prior to requesting a certifcate of occupancy.
Cond: CON0009330
SAFF,built Colorado Conditions of Approval
To: Layton Construction
Re: Full Building Permit Conditions of Approval
The following conditions will be required to be addressed prior to construction. Sufficient time
shall be granted for revie���, response and approval before work is initiated. �
Building Department-
The items listed within the building department comments are numbered to correspond �vith the 3
round comment letter dated 08/21/2007.
46. Change the exiting from Vestibule 21 OA. [t appears to exit through intervening room that is not
accessorv to the vestibule.
I IGA Response: We submit that the adjacent space is accessory.
Vestibule 210A services mechanical rooms and the scrvice elevators. To exit from Vestibule 210A the
occupants have to pass through Vestibule 275A, ���hich is basically for the spa staff, then through
the CO-ED Lounge/Waiting area, then to hallway 279, then through erit passage�vay 293, then through
erit passageway 297, then to exit discharge.
The issue is that the CO-ED Lounge/Waiting area is not accessory to the mechanical rooms. It is
accessorv for the rooms off Vestibule 275A for the staff of the spa but not the mechanical areas.
Please change the layout accordingly.
HKS/HGS Response (7/18/07): Vestibule 21 OA is purely circulation space and do�s not carry an
occupant load. This vestibule provides connection between the Spa and the service elevators, IDF
Room 2l 0, and Mechanical Room 257. Relative to egress, it provides the egress route for the one
occupant from IDF 210 and the one occupant from Mechanical ?�7 (as shown on A0.3.02). IDF 210,
Mechanica) 257, Vestibule 210A, and Service Elevator Lobby E-202 are considered to be part of the
overall Spa as they serve Spa fiinctions. The service elevators stop at this location solely to
pi�ovide connection to the Spa. IDF 210 houses audio-visual, telephone, and data system equipment
that specitically serves the Spa and must be accessed by Spa personnel. Similarly, Mechanical 257
houses the equipment serving the pools within Room 25� and must be accessed by Spa staff. In
summary, we submit that all these spaces are part of the overall Spa and are "accessory" to each
other. Therefore, current layout provides egress that complies with IBC 1 O l 3.2 as the spaces are
accessory, are not hazard occupancies, and provide a discernible patll of travel to an exit.
This comment is in reference to the electrical room #212. Please revise
64. A2.03.1 - Wall tag both shais located in room 304 (storage room). Wall tags must reference an
approved assembly from the partition schedule.
HGA Response: W'all tag has been added.
One shaft in room 304 does not have ���all tags.
HKS/HGS Response (7/18/07): The drawing has been updated to include wall tags for this shaft.
Still have one shai not tagged
Any duct that penetrates more than 2 stories will require a shaft and appropriate protection
through the shaft walL The architectural drawings are substantially incomplete indicating vertical
and horizontal shafts that match the mechanical drawings. Please coordinate the mechanical
responses on the architectural drawings.
1�2. Provide accessible parking spaces per IBC Table 1 106.1. Providing 212 spaces would require 7
to be accessible, 2 of those to be van accessible. Verify 98" of vertical clearance for the van
spots.
HGA Response: We submit that the number of accessible parking stalls complies with IBC Table
1 106.1 and section 1106.�. The hotel is operating on l00% valet parking stalls, with an additional
59 self=parh stalls for fractional ow�nership, full o�vnership, and employee. Per Table l l 06.1, 3
stalls are required for the self-parking, and at least one of the three is required to be van
accessible.
Plan sheet A0.3.01 indicates there are 228 parking spaces. Spaces marked for Valet parking number
78. With those counts, Table 1 106.1.3 would require 5 accessible spaces with one van accessible
space.
HKS/HGS Response (7/18/07): Per previous response, most ofthe parkinb spaces are valet only. There
are �9 selr park stalls that will be allocated to fractional ownership, full ownership condos, and
employees. The drawings have been updated to identify each space as either valet or self-park. We
submit that only the 59 self-park stalls are considered per Table 1 106.1 and that the number of
accessible spaces required are provided.
Deducting the 78 Valet parking from the total spaces, you are still req�iired to add t���o additional
accessible spaces for a total number of 5 accessible spaces.
1�S. All the massage rooms on the 2nd level are required to be accessible. Please amend the toilet
facilities, changing rooms, lavatories, tubs and the showers meet to accessibility requirements of
the ANSI Al 17.1-98. (IBC 1 109.14.3)
HGA Response: We submit the Wet Massage Suite #289 complies with the accessibility requirements of
ANSI A1 17.1-98 (IBC ] 109.14.3).
All massage rooms on the 2nd level are required to be accessible.
HKS/HGS Response (7/18/07): We disagree that IBC l 109.14.3 requires that ALL spa treatment rooms be
accessible. IBC l 109.14 pertains to "recreational facilities". If the Spa is going to be considered
a"recreational facility" then it should be considered as a whole. As such, the Spa is accessible -
it provides accessibility at the entry/reception, locker rooms, toilets, showers, whirlpools,
lounges, treatment rooms, ete. We submit that nothing requires ALL treatment rooms to be accessible
any more than ALL lockers, ALL toilets, or ALL showers.
Add grab bars at the tub in room 289 for accessibility.
167. We are unable to locate a designated accessible Type "A" condominium per Section 1] 07.6.2 of
the 2003 IBC. As the condominiums are a different typc of R-2 occupancy from the time-share units,
an accessible Type "A" condominium is required.
1 iGA Response: Since only 16 condominiums are proposed, no ��ype "A" units are required. Refer to IBC
1 ] 07.6.2.1. I .
With the condominiums, employee housing and timeshare �mits there are a total of 63 units
classified as an R-2 occupancy group. Per Section 1 107.6.2.1.1 Type A units shall be dispersed
among the various classes of units. Therefore a Ty�pe A accessible unit is required in each of the
following groups: the condominiums, the employee housing, and the timeshare units.
HKS/HGS Response (7/l 8/07): To resolve this issue we have revised Condo #8 (on Level 9, sheet
A4.28.1)) to be a°Type A" unit per ICC/ANSI Al 17.1. "I�wo accessible employee housing units and one
accessible timeshare unit are already provided and indicated on the drawings.
Comment 169-180 - Submit a Memorandum of Understanding to the To�vn of Vail for approval by the
Building Official to reference the 2003 ICC/ANSI A-1 17.1. If accepted by the to���n, please revise
entire plan to comply with the 2003 ICC/ANSI A-1 17.1 in its entirety. If not accepted please revise
plans per 1998 ANSI A-1 17.1 and comments above.
169. In the accessible units in the guest rooms of the R-1 occupancy, all bathing & toilet
facilities are required to be accessible per Chapter 6 of ANSI Al 17.1.
HGA Response: We submit that the accessible units include the accessible bathing and toilet
facilities and comply with Chapter 6 of ANSI A 1 17.1.
Plan sheet A4.07.1 A and A�.07.1 B for Unit PR-HC shows a raised platform in media room #116 w�hich
does not have an accessible route. Also, bathrooms/rooms #103, #108, #109, #110, #l33 do not show
compliance for wheelchair turning space, toilet compartment size and clearances, grab bars, water
closet seat heights, accessible bathtubs and showers, bathtub and shower controls, accessible
lavatories, and door maneuvering clearances. Show required clear floor spaces for all rooms.
HKS/HGS Response (7/18/07): The raised platform within Media 1 16 is intended to provide tiered
seating within this "home theater". We submit that an accessible route is not required for this
small platform as it is less than 25% of the overall room and the remainder of the room is
accessible. While this room is not an "assembly" space, we subrnit that IBC l 108.2.4.1, ezception 2
provides guidance regarding this roorn. See belo« regarding accessible bathrooms.
Plan sheet A4.06.1 for Unit 2KK-HC has bathrooms/rooms # 103, # 108 which do not show compliance for
�vheelchair turning space, toilet compartment size and clearances, grab bars, water closet seat
heights, accessible bathtubs and showers, bathtub and shower controls, aecessible lavatories, and
door maneuvering clearances. Show required clear floor spaces for all rooms. HKS/HGS Response
(7/18/07): See below regarding accessible bathrooms.
Plan sheet A�.05.3 for Unit 1 K-HC has bathroom # 103 which does not show compliance for wheelchair
turning space, toilet compartment size and clearances, grab bars, w°ater closet seat heights,
accessible showers, shower controls, accessible lavatories, and door maneuvering clearances. Show
required clear floor spaces for all rooms. HKS/HGS Response (7/l 8/07): See below regarding
accessible bathrooms.
Plan sheet A�.04.4A for Unit ES2-HC has bathroom # 103 �vhich does not show compliance for
���heelchair turning space, toilet compartment size and clearances, grab bars, water closet seat
heights, accessible showers, sho�r�er controls, accessible lavatories, and door maneuverin�
clearances. Sho�a� required clear floor spaces for all rooms. HKS/HGS Response (7/18/07): See below
regarding accessible bathrooms.
Plan sheet A4.Ol.l for Unit K1-HI has bathroom #]03 which does not show compliance for wheelchair
turning space, toilet compartment size and clearances, grab bars, water closet seat heights,
accessible showers, shower controls, accessible lavatories, and door maneuvering clearances. Sho�v
required clear floor spaces for all rooms. HKS/HGS Response (7/18/07): Unit type Kl-HI is a unit
for the hearing impaired. It is not an accessible imit.
HKS/}[GS Response (7/18/07): We submit that only one accessible bathroom is required within an
accessible hotel unit. This requirement is consistent with the federal standard - ADAAG Chapter 9.
�I�o interpret lBC Chapter 1 1 as requiring that ALL bathrooms must be accessible is to raise the
standard beyond the federal requirements. We submit that this is not reasonable, does not reflect
industrv standard, and is not the intent of the IBC / ICC.
Rather, w�e submit that the IBC / ICC intends to coordinate and correlate with the federal
standards. As an eYample, we can examine the accessibility requirements for condominiums. The
federal standard is the FHA Fair Housing Desig►� ManuaL This document allows condo units to be
provided �vith one "Specification B" bathroom and that is the highest level of accessibility.
Similarly, the 2003 edition of ICC / ANSI Al 17.1 has been revised to better correlate to FfiA and
require that "Type A" units provide "at least one" accessible bathroom ."I,he common thread is the
requirement is for one or "at least one" accessible bathroom - not all.
Since the ADAAG. FHA Design Manual, and A1 17 (2003) all require one or "at least one" accessible
bathroom it is reasonable to interpret the IBCs requirements in the same manner. Otherwise, all
the hotel units would be held to a higher standard than the condominium units within the same
building.
170. In Type "A" dwelling units of the R-2 occupancies, all toilct and bathing facilities must
comply with Sections 1002.1 l.1 through 1002.1 1.7 of ANSI A1 17.1. Some Type "A" dw�elling units have
bathrooms which do not comply. Please clarify.
HGA Response: Refer to response to comment # 167.
See response to comment #167.
HKS/HGS Response (7/18/07): We request that ICC/ANSI Al 17.1 - 2003 be used as the applicable
edition relative to the "Type A" condominium. This is the most recent version of A 1 17 and our
research has found that the various revisions in Chapter 10 were intended to correct the intent of
various provisions and to better coordinate with federal requirements (FHA and ADA). Per 1003.1 1.1
of the A 1 17-2003, at least one bathroom is required to comply with 1003.1 1. This correlates with
FHA requirements ("Specification B" bathrooms) and Chapter 9 of the ADA. Therefore, we submit that
the latest intent of the various codes and standards is that at least one bathroom, but not all, is
required to comply with 1003.1 1.
171. In Type "A" dwelling units, a permanent seat is required at the head end of the bathtub per
Section 607 of ANSI Al 17.1.
HGA Response: Refer to response to comment # 167.
See response to comment # l 67.
HKS/HGS Response (7/18/07): ICC/ANS] A 1 17.1 - 1998, 607.3 states that a permanent seat OR a
removable in-tub seat shall be provided. However, 1002.1 1.6, eYCeption 1, states that the removable
in-tub seat required by 607.3 is NOT required. Since 607.3 gives the option of either permanent or
removable seats, we submit that the true intent of 1002.1 1.6, exception I is to NOT require either
t�pe of seat ICC / ANSI A1 17.1 - 2003 carries similar language. but also includes Figure ] 003.1 1.8
(a) to clarify that the seat (permanent or removable) can be omitted.
172. In Type "A" dwellinb units, clearance in firont of bathtubs shall extend the length of the
bathtub and shall be 30 inches wide minimum per Section 607 of ANSI A 1 17.1. Some of the bathtubs
have lavatories eneroaching into the required clearances.
HGA Response: Refer to response to comment #] 67.
See response to comment # 167.
HKS/HGS Response (7/l 8/07): Refer to A4.28. I where the required bathtub clear floor area is
indicated.
173. In T}�pe "A" dwelling units, per Section 1002.1 l.l ofANSI Al 17.1, doors shall not swing into
the clear floor or ground space or clearance for any fixture, unless a clear floor space of 30
inches minimum by 48 inches minimum is located beyond the arc of the door swing. There are water
closet compartments and some other bathroom areas that do not meet those requirements.
HGA Response: Refier to response to comment # 167.
See response to comment #167.
HKS/HGS Response (7/18/07): Refer to A4.28.1. The door swings do not swing into the other clear
floor spaces.
17�3. In Type "A" dwelling units, per Section 1002.13 ofANSI Al 17.1, ���here operable windows are
provided, at least one window in each sleeping, living, or dining space shall have operable parts
complying with Section 1002.13 of ANS[ A 1 17.1. All windows of "accessible units" shall comply with
Section 309 of ANSI A 1 17. I, Operable Parts. Provide documentation showing compliance.
HGA Response: Refer to response to comment # 167.
See response to comment # 167.
HKS/HGS Response (7/18/07): Refer to A4.28.1. A note has been added to indicate requirement that
all operable windows (and sliding doors) comply �vith 1002.13.
175. For Type "A" and "accessible units", provide details showing accessibility compliance for the
operable parts of the show�ers, lavatory height, lavatory knee and toe clearance, and bathroom
mirror height per Section ] 002.1 1 of ANSI A 1 17.1.
HGA Response: Refer to interior elevations shown within the Interio►• Uesibn drawings.
I am unable to locate the Interior Design Drawings in the plan set submitted.
HKS/HGS Response (7/18/07): Refer to accessibility details illustrated o�� sheet A0.�.3.
1 80. For Type "A" dwelling units, provide details showing accessibility compliance for kitchen ���ork
surfaces, sinhs, range controls, and refrigerator/freezer requireinents per Section 1002.12 of ANSI
Al 17.1.
HGA Response: Refer to response to comment # 167.
See response to comment # 167.
HKS/HGS Response (7/18/07): Refer to A4.28.1 where the required kitchen features are illustrated.
183. In the Type "B" dwelling �mits of the condominiums, some "U" shaped kitchens do not have the
required 60 inch minimum clearance between opposing base cabinets per Section ] 003.12 of ANSI
A117.1.
HGA Respo��se: Sheets A4.22.1, A4.25.1, and A�.30.1 have been revised to provide 60"
clearance at U-shaped kitchens.
Provide corrected plan sheets.
HKS/HGS Response (7/18/07): These sheets are included in the 7/18/07 resubmittal set.
185. In the Type "B" dwelling units of the time share units, the water closets do not have required
clearances and some doors encroach required clearances per Section 1003.1 1.2 of ANSI Al 17.1.
HGA Response: Refer to the response to comment # 186 below. As such, there are no Type "B"
timeshare units.
See response to comment # 186.
HKS/HGS Response (7/18/07): Refer to response to comment # 186.
186. Is Option "A" being used for the bathroom fixtures in the Type "B", Time-share units? lf so,
each fixture is reqtiired to meet the requirements of the option per Section 1003.1 l.3.1 of ANSI
n117.1. Please clarify.
HGA Response: As previously discussed and resolved, the timeshare units are transient occupancy
(similar to hotel units) and not reside��ces. As such, one accessible timeshare unit is provided per
IBC Table 1 107.6.1.1. This accessible unit is #3l 03 located on Level 03. The enlarged plan for this
accessible unit is on sheet A4.12.1 A and the associated WC bathroom in 2/A4. ] 2.2A.
Provide signed letters from persons representing the operating authority for this facility stating
that the timeshare units will not be used as residences.
I IKS/HGS Response (7/18/07): These letters will be submittcd bv ownership
203. Enclose both mechanical rooms on the 9th level in 2 hour rated construction, it appears that
the 2 hour shafts from below terminate in these rooms.
Rvbka Response: Refer to sheet M4.06 (Part Plan Attachment No. M06). The Area 3A mechanical room is
unrated, and the 2 hour rated vertical risers through the building through the 8th floor slab. In
order to avoid the installation of inaccessible fire dampers at the top of the riser, RYBKA have
revised sheet M4.06 to ductwork is to be fire rated in the attic space. I:xhaust fans located in
attic space are to be enclosed in two hour rated enclosures with fire-rated access doors for
serv�ce.
The Area 3B mechanical room is a 2 hour rated room that ends at column line A14. The ductwork that
extends to the south across column line A 14 is 2 hour fire rated to avoid the installation of fire
dampers in inaccessible locations. Fire dampers are shown in the penetrations of the two hour rated
Area 3B mechanical room, where ductwork exist the mechanical room.
A) The mechanical room on the 9th level over "AREA-03A"has not been addressed on the plan sheets.
The partial ninth floor plan on 8'/ " i l]" indicate wrapping ducts. If duct wrap is used on the
fans then an engineer judgment is required from the wrap company indicating how it is to be
installed on the fan housing and confirmation from the fan manufacturer that the fan will funetion
and not over heat.
R��bka Response: Refer to Sheet M4.06. F.xhaust fans located in attic space are to be enclosed in t�vo
hour rated enclosures with fire-rated access doors for service. Ductwork is to be w�rapped to
provide 2 hour tire rating in attic space. (Refer to Details 6, 7 and 8 on Sheet M6.03).
Provide architectural details rated enclosure.
B) In the mechanical room labeled 91 1 the rated walls do not appear to enclose the room entirely.
�I�he wall is labeled 30 minutes on the north end and the �rall is labeled 1 hour w�here Trash 912
(above "AREA-03B") is located on sheet A0.3.09. There are 3 duct penetrations in this area to be
addressed, 28x10 S/E F/B, 24Y18 G/e F/B and 24x14 S/A F/A T/B.
Rybka Response: Refer to Architectural Sheet A0.3.09 where Mechanical Room 911 is to be provided
�vith 2 hour rating. Three ducts identified enter riser shaft from Mechanical Room 91 1 and riser is
considered to be connected to and form part of inechanical room and so no fire smoke damper is
provided.
1'he ducts in question enter a shaft in the floor below within Maid Room G-71 1.
Fire/Smoke Dampers are required where these ducts enter the shaft. One duct is not in a shaft.
Please address accordingl}'.
C) How will the 2 hour shaft assembly be maintained at EF-14 and F;F-30? If duct wrap is used on the
fans then an engineer judgment is required from the wrap company indicating how it is to be
installed on the fan housing and confirmation from the fan manufacturer that the fan will function
and not over heat.
Rybka Response: Refer to Sheet M4.06. Exhaust fans located in attic space are to be rated for
operation �vithin rated enclosures by fan manufacturer or are to be relocated within Mechanical Room
911.
Provide architectural details for the shafts.
214. Add a fire/smoke damper to the penetration by the 8�6 duct that penetrates the 30 minute fiire
partition on page M2.08.1 on grid line 1 1 and between A9 and A10.
Rvbka Response: Fire dampers are not required in one hour rated fire barriers per IMC 607.5.2.
(Refer to Response No. 208.)
This is not a fire barrier; it is a tire partition defining a rated corridor. A tire/smoke damper
is required fior this duct.
Rybka Response: Combination fire smoke damper is provided where this duct exits the rated shaft.
The response indicates an f/s damper has been added to the duct as exits the rated shaft. A smoke
damper is required where it penetrates the rated corridor.
215. Fire and smohe dampers are substantially incomplete; evaluate the entire mechanical plan for
fire and smoke dampers per IMC section 607.
Rybka Response: Mechanical floor plan sheets, sheets M2.01.1 thru M2.1 1.1 have been revised to
show:
" Combination fire smoke dampers (FSD) or shunt duct* on rated shaft penetrations.
" FD in duct floor penetrations when no more than three filoors are penetrated, and
" FD on 2 hour rated wall penetrations.
* shunt ducts per NFPA 90A (2002), Figure A.5.3.
NFPA 90A is not an adopted doctnnent by the Town of Vail or referenced in the IMC. The review team
is not familiar with the term "shunt duct". Fire smoke dampers are required at the shaft and
corridor duct penetrations. ([MC 607.5.3, 607.5.4 and 607.�.5.1)
R�°bka Response: The 2006 IMC now calls the use of 22" upturned sheet metal ducts in 2 hour fire
rated risers as 'sub ducts'. The provision of the 'sub duct' is an exception to the requirement
that a combination fire smoke damper be provided where this duct penetrates a rated shaft, provided
the eYhaust fan is on emergency power. The use of sub ducts on the project is sho�a�n in Details 6, 7
and 8 on Sheet M6.03.
M2.03.1 - Remove designations for shunt ducts for the ducts run in the garabe ethaust shaft.
Rybka Response: EF-8, EF-43 and residential dryer exhaust have been shown terminating in a vertical
area«�ay (garage exhaust riser) that is al��ays being eYhausted by EF-1 B on emergency po���er. It was
agreed during the June TOV plan review meeting that this condition is analogous to the 'sub duct'
provisions identified earlier.
The exception is for a fan to be at the top of the termination and that it runs continuously.
Neither of these has been met with the garage e�haust. These eshausts are not in Group B or R's.
2. In Group B and R occupancies equipped
throughout with an automatic sprinkler system
in accordance with Section 903.3.1.1 of the
International Building Code, smoke dampers
are not required at penetrations of shafts �vhere
kitchen, clothes, dryer, bathroom and toilet
room exhaust openings with steel exhaust
subducts, having a wall thickness of at least
0.019 inch (0.48 mm) extend at least 22 inches
(�59 mm) vertically and the exhaust fan at the
upper terminus is powered continuously in
accordance with the provisions of Section
909.1 1 of the International Building Code, and
maintains airflow upward to the outdoors.
The dra���ings are still substantially incomplete when labeling FSD's. I will attempt to identify
some locations. It will be up to the design team to identify all locations.
Rybka Response: HVAC floor plan drawings have been updated and FSD designations have been provided
��here ducts exit rated shafts.
All draw�ings are indicting F.D. on the bathroom exhausts where penetrating the shaft. There is an
administrative modification request to eliminate dampers on the bathroom exhausts.
Rvbka Response: HVAC floor plan dra��°ings have been updated and FD desig�nations at restroom exhausts
have been deleted where 'sub-ducts' are provided per the administrative moditication.
l�he draw ings are indicating ducts from below and ducts from above. Please create a tag for
sub-ducts and clearly mark the plans on all the ducts that are to be utilizing this system.
M2.03.1 - There are several duct penetrations in Corridor C-301 that are labefed F.D. these are
required to be FSD. 2-8a6 ducts and 1-10Y6 duct.
Rybka Response: Sheet M2.03.1 has been updated and FD desig��ations have been deleted where not
required.
SD's are required for the ducts serving the rated corridor. (IMC 607.5.3 and 607.�.4)
M2.03.1 - There are several duct penetrations in Corridor C-31 l that are labeled F.D. these are
required to be FSD. 1-8x10 duct and 1-12x6.
Rybka Response: Sheet M2.03.1 has been updated and FD designations have been deleted where not
required.
SD's are required for the ducts serving the rated corridor. (1MC 607.53 and 607.5.4)
M2.03.3 - Change all duct pe��etrations servicing corridors C-301 and C-311 to FSD.
Rybka Response: The IMC requires smoke fire dampers be installed in corridor �valls that are 2 hour
rated. Where the w�all is not so rated, fire dampers and smoke fire da►npers have not been provided.
If the wall is not rated, why provide a higher level of protection to the HVAC penetrations of the
tire separation? HVAC sheet has been updated; FD designations have been deleted where not required
and FSD provided where HVAC ducts penetrate 2 hour rated risers.
SD's are required for the ducts serving the rated corridor. (IMC 607.5.3 and 607.5.4)
M2.03.3 - All duct penetrations through the shafts are marked F.D. These are required to be FSD.
There are too many to list individually.
Rybka Response: HVAC floor plan dra���ings have been updated and FSD designations have been provided
�vhere ducts penetrate rated shafts.
There are multiple places that indicate FSD's where an administrative modification has been
requested to utilize a 22" sub-duct. Please coordinate.
M2.04.1 - Change all duct penetrations servicing corridors C-401 and C-41 1 to FSD.
R��bka Response: The IMC requires smoke fire dampers be installed in corridor walls that are 2 hour
rated. Where the wall is not so rated, fire dampers and smoke fire dampers have not been provided.
If the wall is not rated, w�hy provide a higher level of protection to the HVAC penetrations of the
fire separation? HVAC sheet has been updated; FD designations have been deleted where not required
and FSD provided where FiVAC ducts penetrate 2 hour rated risers.
SD's are required for the ducts serving the rated corridor. (IMC 607.5.3 and 607.5.4)
M2.04.1 - There is a 14x10 duct supplyinb corridor C-41 1 missing a damper designation. The duct is
near A9.9 and 11/1 1.4.
R��bka Response: The 1MC requires smoke fire dampers be installed in corridor walls that are 2 hour
rated. Where the �vall is not so rated, fire dampers and smoke fiire dampers have not been provided.
If the wall is not rated, why provide a higher level of protection to the HVAC penetrations of the
tire separation? HVAC sheet has been updated; FD designations have been deleted where not required
and FSD provided where HVAC ducts penetrate 2 hour rated risers.
This duct has changed size to 12�8 since last review. SD's are required fior the ducts serving the
rated corridor. (IMC 607.5.3 and 607.5.4)
These are just a few of the un-complying damper designations, stopped review on this correction.
Again, tire and smoke dampers are substantially incomplete; evaluate the entire mechanical plan for
fire and smoke dampers per IMC section 607.
Reconfiguration is still necessary.
216. Ductwork, pipes and electrical are prohibited in an exit passageways unless serving the exit
passage�vay. It appears that above non-rated ceilings in the exit passage��ays the space is being
used as a plenum and contains construction elements not allowed, please address all exit
passage�tiays.
Rybka Response: Mechanical services not associated with exit passage�vays have been
relocated.
The review team's interpretation of IBC 1020.5 is that anv ductwork serving an exit
passageway shall be a completely separate system from the rest of the building and separate from
all other passageways. Also, this system is required for pressurization.
1020.5 Penetrations. Penetrations into and openings through an eait passageway are prohibited
e�cept for required exit doors, equipment and ductwork necessary for independent pressurization,
sprinkler piping, standpipes, electrical raceway for fire department communication and electrical
raceway serving the exit passage�vay and terminating at a steel bo� not exceeding 16 square inches
(0.010 m2). Such penetrations shall be protected in accordance with Section 712. There shall be no
penetrations or comm�micating openings, whether protected or not, between adjacent eYit
passage�� ays.
Rr�bka Response: It is our understanding that only portions orthe building service
sr'stems that serve the eYit enclosure are allowed to penetrate the exit enclosure. We note that IBC
1019.1.3, VERTICAL EXIT ENCLOSURE, VENTILATION, Item .2 permits HVAC equipment (FCUs) to be located
in the exit enclosure:
1019.1.3 Ventilation. Equipment and ductwork for exit enclosure ventilation shall ....where located
�uithin the building, be separated from the remainder of the building, including other mechanical
equipment, with construction as required for shais.
All ductwork serving the exit passageways shall be protected at the point of penetration of the
passageway with a fire/smoke damper. �The passageway is an extension of the vertical exit enclosure
that it serves and lesser protection is not allowed. (1017.1)
Rybka Response: RYBKA concurs, and have provided FSD where ►nakc-up air ductworh penetrates the esit
enclosure.
M2.03.1- There is a duct termination shown in Stair Q exit enclosure, labeled "16x12
Employee Dryer T/A". This is not allowed in an e�it enclosure. (IBC 1019.1.2)
Rvbka Response: Sheet M2.03.1 has been revised to show routing of dryer eYhaust so that it does not
pass through Stair Q.
M2.04.1 - There is an 8x6 duct penetration within the erit passageway C-402. It is not allowed
unless it is for independent pressurization, this duct is not independent or for pressurization.
(IBC 1020.5)
Rybka Response: Sheet M2.04.1 has been revised and transfer openings deleted.
M2.04.1 - There is a transfer opening 24x�1 within exit passageway C-402. [t is not allow�ed unless
it is for independent pressurization; this transfer opening is not independent or for
pressurization. (IBC ]020.�)
Rybka Response: Sheet M?.04.1 has been revised and transfer openings deleted.
M2.05.3 - There is a 6" duct shown penetrating Stair N exit enclosure. Please move o�it of the
enclosure. (IBC 1019.1.2)
Rybka Response: Sheet M2.05.3 has been revised and ductwork has been rerouted so as not to pass
through Stair N.
M2.06.1 - The ducts serving Exit Passage�vay C-601 are not independent (IBC l 020.5)
Rybka Response: Rybka ���ill rectify this condition by separating the supply of air to the corridor
from the elevator lobby and maid's room.
M2.06.1 - There is an 8x6 duct shown passing through Exit Passabeway C-601. It is sho��n using a 2
hour fire wrap where it passes through. Penetrations are not allowed wrapped or not. Grid lines
3.3/4 and A 1 1. (IBC 1020.5)
Rybka Response: Rybka submits that the construction of a 2 hour fire rated enclosure that
physically separates the duct from the exit corridor and means that the service does not penetrate
the exit passagew�ay.
M2.06.1 - There is a duct penetration between Exit Passageway C-601 and Stair 5-601. Penetrations
are not allowed. (IBC 1 O19.1.2)
Rybka Response: Rybka ���ill rectify this condition by providing a 2 hour fire rated enclosure around
this duct penetration, effectively removing the ductwork from the exit passageway.
M2.06.1 - The ducts serving E�it Passageway C-6l l are not independent. (IBC 1020.5)
R��bka Response: Rybka will rectify this condition by separating the supply ofi air to the corridor
from the guest room.
M2.06.1 - There are return air slots shown in the ceiling of Exit Passageway C-61 ]. It is not
allowed unless it is for independent pressurization, this duct is not independent or for
pressurization. (IBC ] 020.5)
Rybka Response: Rybka submits that the return air slot shown in Corridor C-61 1 is not deliberate
and is to be deleted.
M2.06.1 - There is an 8a6 and a 12x6 duct passing throu�h Exit Passage�vay C-61 1. It is not allo�ved
unless it is for independe��t pressurization, this duct is not independent or for pressurization.
Grid lines 11/1 l.d and A8.2/A9.9. (IBC 1020.5)
Rvbka Response: Rybka ���ill rectify this condition by separating the stipply of air to the corridor
trom the guest room.
M2.06.1 - There is a 20x10 duct shown passing through Esit Passageway C-61 1. It is shown using a 2
hour fire �vrap where it passes through. Penetrations are not allo�a�ed wrapped or not. Grid lines
Q3/B4.3 and BC/BD. (tBC 1020.5)
Rybka Response: Rybka submits that the construction of a 2 hour fire rated enclosure that
ph��sically� separates the duct from the exit corridor and mcans that the service does not penetrate
the exit passageway.
M2.06.2 - There is a 12x10 duct penetrating the unlabeled Exit Passage�vay serving Stair S-605. [t
is not allowed unless it is for independent pressurization, this duct is not independent or for
pressurization. (IBC 1020.�)
Rvbka Response: Rybka submits that Stair S-605 is connected to eait passageway C-614. and that the
'unlabeled passageway' is rated 2 hours, this upper levcl of the hallway is rated to provide
separation between levels 4 and 5 and this portion of the ceiling space does connect to a rated
vertical e�it enclosure, the hallwav is not an exit passageway, and that 1020.5 does not apply.
M2.06.2 - There are return air slots shown in the ceiling of the �mlabeled Exit Passageway serving
Stair 5-605. lt is not allowed unless it is for independent pressurization, this duct is not
independent or for pressurization. (IBC 1020.5)
R�bka Response: See previous comment.
M2.07.2 - There are several ducts penetrating E�it Passage�vay C-717. It is not allo�ved unless it is
for independent pressurization, these ducts are not independent or for pressurization. (IBC
] 0?0.5)
Rybka Response: Rybka will rectifv this condition by providing a 2 hour fire rated
enclosure around this duct penetration, effectively removing the ductwork from the eYit
passage��a�.
M2.07.2 - There are return air slots sho�v�n in the ceiling of Exit Passage�vay C-717. It
is not allowed unless it is for independent pressurization, these ducts are not independent or for
pressurization. (IBC ] 020.5)
Rybka Response: Rybka submits that the return air slot shown in Corridor C-717 are not intended to
function as returns, are to be show�� 'blanked-off and are provided fior aesthetic reasons only.
M2.07.3 - There are several ducts penetrating EYit Passageway C-712. It is not allowed unless it is
for independent pressurization, these ducts are not independent or tior pressurization. (BC
1020.5)
R��bka Response: Rybka ���ill rectify this condition by providing a 2 hour fire rated
enclosure around this duct penetration, effectively removing the ductwork from the exit
passage��ay.
M2.07.3 - There are return air slots shown in the ceiling of Exit Passage�vay C-71 ?. It
is not allowed unless it is for independent pressurization, these ducts are not independent or Cor
pressurization. (IBC 1020.5)
R��bka Response: Rybka will rectify this condition by separating the supply oCair to the corridor
from the guest room.
M2.08.1 and M2.083 - There are several ducts penetrating Exit Passage�r�ay C-803. It is not allo���ed
unless it is for independent pressurization, these ducts are not independent or for pressurization.
Penetrations are not allowed fire wrapped or not. (IBC 1020.5)
Rybka Response: Rybka submits that the construction of a 2 hour fire rated Enclosure that
physicall_y separates the duct from the exit corridor and means that the service does not penetrate
the eYit passageway.
"[�hese comments are still outstanding. Tim Willings P.C. ���ith Rybka met �vith the plans examiner on
8/14/07 to bring updated drawings addressing these corrections. It was advised to submit the
drawings ��°hen all other comments are addressed.
222. Please address the garage exhaust on the east side of tlle structure that will cause a nuisance
thru the casement windows (W 102) in rooms 5318, 6318 and 73l 8.
Rybka Response: Refer to sheet A2.05.2 for plan location, and sheet A0.7.2 (W 102) for ���indow type.
Architect to revise windo�v to be fixed type.
HGA Response: The architectural documents have bcen revised to provide fixed ���indows at these three
locations.
The architectural drawings are indicating ���indo�i�s W 10?. This w�indow is casement not
fi�ed on sheet A0.7.2. Please coordinate.
HKS/HGS Response (7/18/07): Revised drawings indicating fixed �vindo��°s at these locations are
included �r�ith this resubmittal.
Since this review, the Town ofi Vail has informed our rcvie�� team that garage eYhausts on the CO2
detectors are product-conveying outlets requiring being 10' above grade, 10' f�rom openings into the
building and l0' from property lines. The continuous fan is considered environmental, thus allowing
3' from openings and 3' from property lines. Please address accordingly.
224. Please i►ldicate how° the 18" flue from the gas ironer, on the 3rd level is routed thru the
loading dock above on the 4th level.
R��bka Response: Laundr}' gas-fired flat ironer vent leaves the laundry room at level 3(Sheet
M2.03.1) and runs verticallv through the building in a rated chase with fire enclosed offsets
before being vented at the roof of level 1 1(Sheet M2.1 1.1).
M2.06.1 - The flue pipe is indicating a 2 hour fire wrap through this level. Provide documentation
that the wrap is listed for flue pipes and provide documentation that the flue pipe being utilized
is listed to be wrapped with insulation.
R��bka Response: M2.06.1 has been revised to indicate that horizontal vents are to be enclosed in 2
hour rated drywall enclosures and not fire wrap.
Provide architectural details for the shaft.
228. Specify on the plans the location of EC-1, Type I fan for the kitchen.
Rybka Response: Sheet M4.04 has been revised to show Ecologti' Unit EC-1 in F.cology Room M-�302A.
Ecology Room M-402A as designed is a component of the grease duct enclosure. "The duct enclosure
shall serve a single grease erhaust duct system and shall not contain any other ducts, piping,
�� iring or systems." Remove the other exhaust fans, ducting and electrical within the room not
associated with the Type 1 duct. (IMC 506.3.10)
R��bka Kesponse: The 2 hour rated architectural enclosure of the Ecology u�lit has been reconfigured
to that only the ductwork and equipment associated with the commercial kitchen eYhaust is contained
«�ithin the Ecology Room M-402A.
Change the architectural drawin�s to reflect the 2 hour �i�all and 90 minute door that is shown on
the mechanical drawings.
233. lndicate on the plans that the 36" dryer duct and the l 8" f7ue from the Ironer are in a 2 hour
shaft on the 6th level, page M2.06.1.
Rybka Response: RYBKA concurs, the 36" dryer exhaust duct and 18" gas-fired flat ironer vent that
both run horizontally at level 6(on sheet M2.06. I) are to be in a 2-hr tire rated enclosure.
M2.06.1 - The f7ue pipe is indicating a 2 hour fiire wrap through this level. Provide documentation
that the ���rap is listed for flue pipes and provide documentation that the flue pipe being utilized
is listed to be wrapped with insulation. (from comment 224)
Rybka Response: M2.06.1 has been revised to indicate that horizontal vents are to be enclosed in 2
hour rated drywall enclosures and not fire wrap.
Change the architectural drawings to reflect the 2 hour shaft walls and details for construction.
Please sho�v compliance to IBC 707.1 1 for the bottom of the shaft housing the 34" dryer duct.
234. Provide manufiacturers instructions to verify° the dryers in rooms 312 and 310D are capable of
exhausting the developed length shown on the plans.
Rybka Response: Residential dryer exhaiist system shown on Sheet M2.03.1 serving Employee Laundry
Room 310D and Valet Room 317, with quantity five (4+1) dryer exhaust connections to dryer exhaust
EF-43 has been rerouted. In addition to the lint filter integral to the appliance, and auxiliary
lint trap and cleanout has been shown on the common dryer exl�aust duct system before the duct
leaves the Employee Laundry Room 31 OD. The entire length of the residential dryer exhaust duct is
to be fire ���rapped to maintain clearances to combustibles. Discharge of laundry dryer e�haust is
routed to eYterior via connection to rated garage eshaust riser. Penetration is protected by fire
�tirap and minimum 22" shunt duct extended into garage exhaust riser. In addition, RYBKA have
specified a laundry exhaust booster fan EF-43 which is interlocked with dryer operation.
Dryer exhaust ducts are required to terminate to the outside the building and shall be equipped
with a back draft damper, also clothes dryer exhaust ducts shall not extend into or through ducts
or plenums. Route the dryer ducts directly to the exterior with a back draft damper. (IMC 504.4)
Rybka Response: Rybka will rectif_y this condition by showing the backdraft damper. The use of
upturned 22" sheet metal sub duct in 2 hour fire rated risers is an exception to the requirement
that a combination fire smoke damper be provided where this duct penetrates a rated shaft, provided
the exhaust fan is on emergency power. In this case, Rybka submits that the garage exhaust areaway,
to �vhich this system is connected, is effectively outdoors, since the exhaust fan which ensures
continuous upward flow in the riser always runs (min. level of garage exhaust is required by code)
and is po���ered from emergency circuit.
The exception is for a fan to be at the top of the termination and that it runs continuously.
Neither of these has been met with the garage exhaust. These exhausts are not in Group B or R's.
238. The Laundry Layout, page LA1.2, indicates a flue pipe for the dry cleaner in room #317. Add
the flue and the 2 hour chase to the architectural sheets and to the mechanical sheets, clarify
that it does not pass through a plenum.
Rybka Response: RYBKA has revised sheet M2.03.1 to show dry cleaning machine exhaust fan EF-8 and
ducted connection to outdoors.
M2.03.1 - The termination is sho�vn with a 22" sub-duct �rithin the garage exhaust duct. This is not
to the exterior as required per IMC 502.7.3.6. The revie��� team also is concerned that when the
garage exhaust is not operating the fumes from the dry cleaning can migrate to the garage.
Terminate the dry cleaning exhaust to the e�terior.
R��bka Response: The use of upturned 22" sheet metal sub duct in 2 hour fire rated risers is an
e�ception to the requirement that a combination fire smoke damper be provided �vhere this duct
penetrates a rated shaft, provided the exhaust fan is on emergency power. In this case, Rybka
submits that the garage exhaust areaway, to which this system is connected, is effectively
outdoors, since the exhaust fan which ensures continuous upward flow in the riser always runs (min.
level of garage exhaust is required by code) and is powered from emergency circuit.
The exception is for a fan to be at the top of the termination and that it runs continuously.
Neither of these has been met with the garage exhaust. These ezhausts are not in Group B or R's.
244. Add a 2 hour shaft below and proper opening protection fior the duct designated as 24s 14 S/A
F/A-24x ] 2 S/A T/B on page M2.08.1 on grid line 1 OA and between 10.5/l ].
Kybka Response: RYBKA has revised sheet M2.08.1 and relocated the duct riser to the protected shaft
in the North West corner of the Maids Room G-81 1.
See comment #215, smoke/fire dampers are required where the duct penetrates a shaft.
Rybka Response: Rybka will rectify this condition by properly coordinating the duct offset/riser
transfer shown at this level with rated shaft location or rating requirements. These two ducts that
transition between shafts that are not aligned between the 8th and 9th filoor levels are both to be
shown enclosed in a 2 hour rated drywall enclosure, negating the need for combination fire smoke
dampers, except �vhere duct connections penetrate the shaft wall (one location).
The duct on this level is indicating 24x14 S/A(supply air) F/A(from above). The 9th floor level or
the enlarged M4.06 does not sho�v this duct. Please clarify.
?45. Add a 2 hour shaft or designate a fiire damper fior the 28x10 and the 28x14 as it passes through
a Z hour floor/ceiling assembly into the mechanical room above. On page M2.08.1 between grid lines
10.� /11 and A8.2/A9.9.
Rvbka Response: RYBKA has revised sheet M2.08.1.
See comment #215, smoke/fire dampers are required where the duct penetrates a shaft.
Ry�bka Response: Rybka submits that ducts that rise vertically through the building that are
protected with two hour fire rated enclosures and are connected to a 2 hour rated mechanical room
at the highest level do not have a fire damper at the floor penetration of the mechanical room.
Rybka submits that the 2 hour rated shaft enclosure is an estension of the 2 hour rating of the
mechanical room fire rated enclosure.
There is a 24x10 duct shown penetrating the shaft connecting to the 28x10 duct within the shaft.
Add the S/F damper at this location. (The architectural overlays indicate a shaft too s►nall to
house the duct?)
There is a 24x18 duct shown in this vicinity penetrating the floor/ceiling above. Please address
�vith a fire damper.
�46. Add a 2 hour shaft and proper opening protection on all levels for the 8�10 duct on page
M2.07.2 between grid lines A8.2/A9.9 and 10/10.5.
Rybka Response: RYBKA has revised sheet M2.07.1.
The duct has not been addressed on all levels also see comment #215, smoke/fire dampers are
required ���here the duct penetrates a shaft.
Rybka Response: Rybka �vill rectify this condition by coordinating the dtict riser serving the
elevator lobby for levels 7, 8, 9 and 10 and attic levels (Sheets M2.07.2, M2.08.2, M2.09.2,
M2.10.2 and M2. I 1.1). Rybka will show a combination �re smoke darnpers at the penetration of the
riser at each level where duct penetrate the shaft wall (one location each occupied floor),
The response is indictin�= that fiire/smohe dampers will be added to the shaft, one on each level.
�I�he drawings have been changed to show fire dampers at the floor levels. The fire damper at the
tloor line is only allowed if the duct connects not more than 2 stories. This comment stands, the
duct in question has been changed to 12x 18 on the 7th levcl.
2�17. Add a 2 hour shaft and proper opening protection on all levels for the 12x6 duct on page
M2.07.1 between grid lines A6/A7 and on grid line 4.2.
Rvbka Response: RYBKA has revised sheet M2.07.1, M2.08.1, M209.1.
This duct serving the elevator lobbies has not been addressed.
Rybka Response: Rybka will coordinate the duct riser serving the elevator lobby for levels 7 in
this location with level above and below. Rybka ��ill correct this by rerouting existing ductwork
through rated risers provided by HGA in these locations and Rybka will show a combination �re
smoke dampers at the penetration of the riser at each level where duct penetrate the shaft .
The same issue as response to #246. The response is indicting that fire/smoke dampers will be added
to the shaft, one on each leveL The drawings have been changed to show fire dampers at the floor
levels. The fire damper at the floor line is only allowed if the duct connects not more than 2
stories. This comment stands. The supply duct from level 1 1 to 10 has no shaft, the duct runs
horizontallY on the 9th level with no shaft and runs to the 7th level with fire dampers at the
floors of the 8th and 9th. This duct requires a shaft.
26�. Fire dampers ai�d rated shafts for ductwork through floor/ceiling assemblies are substantially
incomplete; evaluate the entire mechanical plan for fire dampers and shafts per IMC section
607.6.
Rybka Response: Refer to response to cornment 215
Here are some f7oor penetrations by ducts that have not been addressed, please evaluate the entire
mechanical plan for fire dampers and shafts per IMC section 607.6.
M?.03.1 - 12Y20 duct, grid lines A�1.6 and 2.7/3
The duct in question has changed to 20x16. The vertical and horizontal shafts need to be shown on
the architectural sheets.
M2.03.] - 18x14 duct, grid lines Al2 and 3.3/4
The horizontal shaft sho���n on M2.02.1 is not shown on the architectural sheets.
M2.04.1 - 16x10 duct, grid lines A13 and 3.3/4
This duct will require a fire damper at the bottom of the shaft. (IBC 707.1 1)
M2.04 - 12x6 duct, grid lines A10/Al 1 and 10.5/1 l
A fire damper has been added to the 2 floors above. The fire damper at the tloor line is only
allowed if the duct connects not more than 2 stories.
M2.04 - 8Y6 duct, grid lines Al0/Al 1 and 10.5/11
This duct �vill require a fire damper at the bottom of the shaft. 'l�he duct is connecting more than 2
stories below the shaft.
M2.04 - 6� 12 duct, grid lines A 10 and ] 0.5
The dra�vings have been changed to add fire dampers at the floor line. This duct connects more than
? stories, a shaft is required.
M?.05 - 26x14 R/A, grid lines A6/A7 and 5
A fire damper is required at the floor bet«een the 5th and 6th level.
M2.05 - 12x12 paint shop e�haust, 12x1? carpenter exhaust and a 24x12 sanitary duct, grid lines
A4.6 and 4/5. These ducts traverse from what appears to be a rated shaft from below through the
Resid. Club Concierge Desk (512) room up through the ceiling with no protection.
This duct enters a shaft on this level, add a fire damper to the duct as it enters the bottom of
the shaft. (IBC 707. ] 1)
M2.05 - 6x6, 8x6, (2)12x6 and l Ox20 ducts, grid lines A10 and 10/10.5
M2.05 - 8x6 duct, grid lines A 10 and 10.5/] 1
Review on duct penetrations through the floors has been stopped. The plans examiner's function is
not to make a punch list for the design team. Evaluate the entire mechanical plan for tire dampers
and shafts per IMC section 607.6.
Rvbka Response: Rybka submits that fire dampers, rated shafts and combination fire smoke dampers
have been added to the floor plans in general conformance with requirements of the plan reviewer.
Additional damper, combination fir dampers and shaft wall construction will be required where this
drawing revision has not correctly identified that they are required.
Any duct that penetrates more than 2 stories will require a shaft and appropriate protection
through the shaft wall. The architectural drawings are substantially incomplete ii�dicating verlical
and horizontal shafts that match the mechanical drawings. Please coordinate the mechanical
responses on the architectural drawings.
Structural Conditions-
"1'he conditions listed are taken from the last comment letter dated 07/l 8/2007. The open issues are
listed in Red.
S] 06 F 9,1 1,14/S6.01 E Sheet 52.03.2: 12 ft. cantilever retaining wall extension of
exterior two span wall belo���, outside of ballroom areaway on line A 1 1 bet«�een 14 and 1�.5 has not
been checked and appears to be overstressed for flexure, please check. Consider moment resistinb
joints at slab to wall connections. Design / detail planter walL �I,hese details require rebar and
splices to be shown for proper detailing and construction. Verify cantile�er deflection.
KL&A 6/26/07: Please respond to this issue.
KL&A 8/31 /07: Submitted calculations show restraint at top of planter wall, while per dra���ings,
the wall is cantilevered. It appears wall type 'WS' is required at retaininb walls south of the
ballroom area, please review.
S 1] 0 F S2.02.4 No calculations have been provided for the cantilevered retaining wall around the
pool structure, or on gridline D] . Verify lateral load capacity, consider pedestrian surcharge and
���ater surcharge due to site drains behind this wall as appropriate. Verifv footing width.
KL&A 6/26/07: Wall in question beriveen gridlines 6-8.5 south of A 18 supports roof loads and also
is the lateral load path for pool structure loading, and for roof uplift for partially enclosed
structures. Wall also is monolithic with Area 3A perimeter b�iilding wall. Design is part of EOR's
scope, please provide wall designs accounting for support of roof structure.
KL&A 8/31 /07: Coordinate ne�v retaining wall detail ? l/S4.03 with foundations shown on plan,
52.02.4. Verify ne�v steel roof around pool structure will resist lateral soil reaction of 1.0 klf,
verify metal deck shear strength and connection to resisting perpendicular retaining walls.
S 128 GS S2.09.3 Top slab bars 1 OT3 & 1 OT6 are shown at line 10.6/A14. It seems these bars are
sho�vn in error as the conerete beam is upturned at this location. Beams south of line Al2.2 are not
identified. Please check. IBC 1603.1.
KL&A 6/26/07: Top bars also appear required at gridline Al 0. S2.093 PT profile is incomplete,
details are required.
KL&A 8/31/07: Top bars are still not shown on plan, please review.
S 1�� LS 1/S3.02C Wall thickness is shown as 8 inches. Plan S201.2 indicates a 12" ezterior
foundation wall, please coordinate.
KL&A 6/26/07: Coordinate reinforcing shown on shear wall elevation with'W2' or'W3' per
S2.01.2, it is unclear which wall type controls for soil lateral loading. Wall must span two way
due to stair shaft opening, verify designs.
KL&A 8/31/07: Submitted calculations show restraint at top of planter wall, while per dra�vings,
the wall is cantilevered. It appears �vall type'WS' is required at retaining walls south of the
ballroom area, please review.
S 164 LS S2.1 1 Provide detail of roof diaphragm to concrete cores. Provide or indicate detail of
steel beams to conerete cores for gravity plus lateral loading, per ASCE 7-02 load combinations.
Verify drag loads and chord force detailing at eave framing. Verify diaphragm welding is sufficient
for expected shear forces, provide shear and moment diagram at roof deck levels. ASCE 7-02:
9.�.2.6.2.2, 9.5.2.6.2.6, 9.5.2.6.2.7.
KL&A 6/26/07: New detail 13/S1.0.5B:Welded studs, thickness and dimensions of embed plate are
not defined. Please provide this information for all beams and reaction conditions on the drawings.
Verify connection is adequate with short slot or long slot holes in the shear tab, if permitted for
erection. Provide roofdiaphragm calculations per original comment. IBC l91 l, 1912, 2205.1.
KL&A 8/31/07: Submitted materials are incomplete, review ofthis item is ongoing.
S 165 LS S2.1 1 Provide detail of conerete diaphragm to concrete cores, verify shear transfer at
each level and comment �vhether any drags are required. Verify if typical details 12 & 23/S 1.0.3A
apply throughout the job. ASCE 7-02: 9.5.2.6.2?, 9.5.2.6.2.6, 9.5.2.6.2.7, 9.5.2.6.2.8.
KL&A 6/26/07: Please respond to this issue.
KL&A 8/31/07: Submitted materials are incomplete, revie�v of this item is ongoing.
S169 LS S3.02A Calculations show a significant force reversal / back-stay effect fro►n Level 6 to
Level 5 shear force, i.e. SW 14 & SW 16. Verify this load path has been designed for the loads per
3D analysis. Verify soil plus wind / seismic loading has been used for drag design. Note per plan,
S2.05.1, a large hole exists adjacent to wall SW 16, and per calculations page 536, (38+57)=95k
shear transfer is required. No drags are shown on plan. Please verify. Note, elevations S3.02A show
#5 �� 14" o.c. at upper levels, calculations shown (2) #5 L 24" o.c., please verifv designs match
calculations. IBC 1616.1.1, IBC 1604.4.
KL&A 6/26/07: Original comment calculated (38+57)=95k load for SW 14 not SW 16 as noted, how�ever
collector bars have not been added for SW 14. SW 16 collector load is (86+143)=229k, (4) #7 shown on
plan are not adequate for 229k, please review all collector designs.
KL&A 8/31 /07: Submitted materials are incomplete, review of this item is ongoing.
S 171 S2.1 l.l -2, etc. Roof framing plans are incomplete. Please address the following and confirm
detailing �vill be provided in future drawings issues, per IBC 1604.�, 220�.1.
a) KL&A 8/31/07: Closed
b) KL&A 8/31/07: Closed
c) KL&A 8/31/07: Closed
d) KL&A 8/3 U07: Closed
e) KL&A 8/31/07: Closed
� KL&A 8/31 /07: Closed
g) W8 & W 16 eave supports do not cantilever outwards and support eave in RAM analysis submitted,
instead all load is transferred directly to columns via eave rim beam. Verify eave supports and
perimeter girders are adequately sized
KL&A 8/31/07: Submitted materials are incomplete, review ofthis item is ongoing.
h) S2.09.3, ete: HSS6x6 to W8, W 14 moment connection at eave needs a detail
KL&A 8/3l /07: Submitted materials are incomplete, review of this item is ongoing.
i) 1/S2.10.3: W16x31 on line A10.5 is shown as W18x35 per calculations, please verify all beams
match calculations. IBC 2205.1.
KL&A 8/�1/07: Submitted materials are incomplete, review ofthis item is ongoing.
S172 1/S2.08.3 W18x46 eave support girder near gridlines CB-Cl is shown as W21x44 per
calculations; W 14x30 on line BE is shown as W2l x48 per calculations. Several cantilevered eave
rnoment connection supports are shown without a backspan member. Please review. IBC 2205.1.
KL&A 8/31 /07: Submitted materials are incomplete, review of this item is ongoing.
S 173 1/S2.08.3 Verify lateral support of the low roof structure for wind and seismic loading; low
roof section is not connected to Level 8 PT slab beyond or core walls within the roof area, and
braced frames are not sho�vn. Similar at 2/S2.08.3 and other low roof structures. IBC 1604.4.
KL&A 8/31/07: Submitted materials are incomplete, review ofthis item is ongoing.
S 173 1 1,26,28/S7.01 A Calculations indicate that roof deck is attached to slab edge along line 2 and
other locations w�here deck and floor slab are near the same elevation. Provide a detail for lateral
roof to slab connection where required by lateral analysis. BC 1604.4.
KL&A 8/31 /07: Submitted materials are incomplete, revicw of this item is ongoing.
S 174 S2.1 l.l , etc Show roof diaphragm to conerete core connection, consider in-plane collector
shear forces and out of plane anchorage forces. 1BC 1604.8.2; ASCE 7, 9.5.2.6.2.6, 9.5.2.6.2.8.
KL&A 8/3 U07: Submitted materials are incomplete, review ofi this item is ongoing.
S 17� S2.1 1.1 Verify diaphragm continuity at dormers line AS between upper roof deck and lower roof
deck, provide collectors as required for in plane shear and out of plane shear. 1BC 1604.4.
KL&A 8/31/07: Submitted materials are incomplete, review of this item is ongoing.
Sl 76 S2.09.2 Roof ridge support columns near15.5-A4.8 shown on 52.1 1.2 are not supported by slab
belo�v, please check. IBC 1604.4.
KL&A 8/31/07: Column in question is 20 feet tall, �erify HSSSxS is adequate, per 52.1 1.2.
S 178 A2.1 1.1 R, etc. Structural roof plans do not incorporate snow fences shown on architectural
drawings. Please provide snow fence with adequate structural connection shear and moment associated
��ith sliding snow. IBC 1608.
KL&A 8/31/07: Submitted materials are incomplete, review of this item is ongoing.
KL&A 8/31/07: COMMENTS ON NEW DETAILS FOLLOW
S 187 21 /S4.03 Minimum depth shall be 48° for frost depth requirement. IBC 1805.2.1. Verify wall
vertical rebar is adequately developed at top of footing, ACl 318, l 2.2. Appears that variables D
and D' are reversed with calculations variables hf and hp, please review. IBC 1806.
S 188 S�.03 Revised beams 4B8 & 4B9 appear too shallow to support one way slab at ramp. Shear ties
are spaced greater than d/2. Please revie�v beam sizes for rarnp loads. IBC 1604.?.
Planning Department Conditions-
From: Warren Cambell
Submit a revised landscape plan for review and approval prior to requesting a TCO.
Public Works Conditions-
From: Chad Salli, Project Engineer
1. Install snowmelt in loading dock dwy. Sheet M5.15 not in resubmittal package, Sheet MS.I � shows
heat in the southern half of the d���y. The dwy should be heated from the back of pan along the
Frontage Rd to the trench drain.
?. "I�he fountain entry feature shall not be public right-of-way, please remove from right-of-way.
3. The t��o tier retaining wall shall be designed/stamped by a Colorado registered professional
engineer, greater than 4' in height from the top of wall to the bottom of the foundation.
4. Provide Final Drainage report including hydrology and hydraulic analyses (Box culvert, Storm
pipe, inlets, swales, etc...). This shall include storm sewer profiles with HGL shown. A 100 yr
analysis shall be completed showing no private/public property damage as a result. Provide capacity
analysis for major swales and all inlets. The SCS method may be used for large mountain basins, the
Rational method shall be used for the smaller site and developed basins.
�. A Developer Improvement Agreement will be required prior to release ot�permit.
6. Sho«� proposed location for Comcast tiber line along the west property line.
Frontage RoadNail Road
1. To���n of Vail Street lights shall be placed at 50' spacings along the project limits. Coordinate
��°ith TOV electricians for electric meter location. Relocate private lighting to private property.
2. Set back (detach) the frontage rd sidewalk 6' from back of curb east of the porte cochere exit.
Sod shall be installed between the curb and walk.
3. Use attached sidewalk detail for sidewalks located ��ithin the right-of=way.
4. Use TY 13 curb inlets vs TY R where the sidewalk is attached to the curb.
�. If necessary, raise Spraddle Creek vault #1 manhole to finished grade.
6. The cross-walk at the roundabout shall be asphalt thru the travel lanes and concrete only across
the median.
7. Use CDOT TY 3A curb ramps at the roundabout, 6' �vidth at the throat.
8. Storm line A shall be at 1% minimum slope. Leaving the existing proposed invert elev at TY R
inlet 3 and working upstream at 1°/o appears to still allow for a min of 2' cover at the existing
inlet on the north side of the frontage road.
9. Sheet E 1.00, please turn off extra curb&gutter alignment.
10. l��stall 2-4" conduits to medians for irrigation and 3-4" conduits to the west median for
future use.
Spraddle Creek Drainage
1. Per previous agreement with the 'I'own, f�our-Seasons is responsible for the construction cost of
continuing Spraddle Creek to S"I'A 4+40.
?. Instal] an impenneable membrane around the RCP/CBC due to proposed landscaping and irrigation.
3. Please provide additional detail of proposed walls along the RCP/CBC alignment Construction of
these walls shall be designed so as not to disturb/undermine the RCP/CBC.
W Meado�v Drive
1. Final approval of the West Meadow Drive construction drawings will be completed in conjunction
���ith the Town of Vail design. Modifications to tie-in grades on the Four Seasons site may be
necessary to accommodate this final design. W Meadow plans shall also develop streetscape related
items in the right-of-way (street lighting, landscaping, etc).
2. Storm line G alignment needs to be revised. There is not enough room to install between Spraddle
Creek and a large tree on the south side of W Meadow that shall be protected. Will finaliz_e with W
Meadow plans.
3. Storm line E appears to in conflict ���ith the reccntly installed water line. Will finalize with W
Meadow plans.
Landscaping/Irrigation
1. Detailed landscaping comments to follow within the next couple of ���eeks.
?. Coordinate irrigation with TOV irrigation supervisor for final head ty�pe/location and water
source.
3. The Town is currently in talks with CDOT on permissible landscaping within CDOT
ri�ht-of-«ay.
Fire Department Conditions-
1. LSR, MOU's and Administrative Modifications must be signed by Rybka et.al. as the Fire
Protection Engineer of record.
2. Page l 4 of the LSR reference occupancy of the pre-function and ballroom is not accepted. KJA
allegedly has run calculations to show adequate exiting but such evidence has not been presented.
Appendix A- Fire Alarm Matrix is not accepted.
Appendix B- Small Scale Plans is not accepted.
MOU 5/22/07 ref Emergency Generator and Emergency Power is subject to additional revie�v.
Cond: CON0010349
Sub-duct system for the dryers and range hoods is not approved.
********�************��*********************�***********************************************
TOWN OF VAIL, COLORADO Statement
*************************************�****�*�******�*******�********************************
Statement Number: R100000687 Amount: $787.50 06/16/201009:18 AM
Payment Method: Check Init: LC
Notation: #2815 /
DOUGLAS THOMPSON FOR HYDER CONS. REV 37 & 43
Permit No: B06-0196 Type: NEW COMM BUILDING PERMIT
Parcel No: 2101-071-0101-6
Site Address: 1 VAIL RD VAIL
Location: 1 VAIL ROAD
Total Fees: 177,380.15
This Payment: $787.50 Total ALL Pmts: 177,380.15
Balance: $0.00
*******************************************************************************�*�**********
ACCOUNT ITEM LIST:
Account Code Description Current Pmts
-------------------- ------------------------------ ------------
00100003112300, GFPO PLAN CK - project GFP012 787.50
J� �
l'� ������InC.
June 10, 2010
Martin Haeberle
Chief Building Official, Town of Vail
75 South Frontage Road
Vail, CO 81657
RE: PROJECT:
PERMIT NUMBER:
REVISION NUMBER:
INTERNAL REF #:
ADDRESS:
Dear Mr. Haeberle:
"'�J�A'P°! 1 �rra ....
..... .f.;�-��;l�� �'l
' `',1 "1 ," .-i
� '� —� • J
����i���i���
- � - ��
Buildittg Departar�nt Servi "_ �.. _ ;. .,.._ . ,
����
\��
������ ����
Four Seasons, Vail
B06-0196
43/Structural Repairs Final Review Package
11266
1 Vail Road
SAFEbuilt has reviewed the following set of documents for their conformance to the provisions of
the 2003 Intemational Building Code as adopted by the Town of Vail. SAFEbuilt finds these
documents submitted to be complete for Town approval and release for construction.
Corresqondences returned to the Town of Vail:
Final Approval email from James Horne dated 6/02/10.
One set of office documents and one set of field documents which include the following:
o Structural Calculation package and narrative dated May4, 2010.
o Appendices 1 through 7 which includes reports from all ground penetrating
radar used for identification of structural repairs dated 4/22/2010.
o Structural drawings identified as "Bulletin # 126" dated May 4, 2010.
Contact us if there are any questions.
Plan review fee: 2 hours =$120.00 +$450.00(Structural Review) _$570.00
No additional square footage- No added valuation
Sincerely,
Eric Pendley,
Certified Building Official
SAFEbuilt Colorado
eric.pendlev�SAFEbuilt.com
- g'� , � ��
�� ��
���
��
elofl
SAFEbuilt Colorado Eagle Office ✓ P.O. Box 1618 ✓ 1286 Chambers Av�
Phone: (970)328-1790 ✓ Toll Free: (877) 428-6412 ✓ Fax: (970) 328-1791 ✓V:APlan Review\Vail\4 Seasons\tov-B06-
0196 rev43_IR11266_FAL.doc
:, X- _• , .
Charlie Davis
From:
Sent:
To:
Cc:
Subject:
Charlie,
James Horne [james@hesllc.com]
Wednesday, June 02, 2010 3:34 PM
Charlie Davis
Matt Denney; Eric Pendley
Four Seasons Rev. 43
� i )���Cc;
1� � (� ; C_; i t/� %
,r:���� $�',,;,Y�;�.�'i=»L�:�
���
�CE
COP
�
I have completed my review of Rev. 43 submittal including structural calculation package and narrative dated May 4, 2010
including Appendices 1 through 7, structural drawings "Bulletin #126" dated May 4, 2010. This submittal describes the
procedure and analysis methods used by the EOR Nishkian Menninger to determine where potential deficiencies in the
slab to column concrete connections are located based on refined structural analysis and physical testing. The package
also identifies the 27 locations that required repairs as identified in the previously reviewed drawings S9.01 through
S9.01G, and supporting structural calculations.
Ref. 43 submittal appears to be in general conformance with the previously reviewed materials, including the request for
the use of alternative structural analysis procedures. This submittal did not generate any structural plan review comments.
Please contact me with any questions. Thank you,
James P. Horne, PE, SE
Horne Engineering Solutions, LLC
12600 West 32nd Avenue, Suite 400
Wheat Ridge, Co/orado 80033
(303) 854-7495 (mobile)
(303) 379-7433 (fax)
James@HESL L C, com
www. HESLL C. com
JOHN C. HILL, AIA LEED AP
PRINCIPAL AND SENIOR VICE PRESIDENT
May 20, 2010
Mr. Charlie Davis
Chief Building Official
SAFEbuilt Colorado, Inc.
1286 Chambers Avenue, Unit 101
Eagle, Colorado 81631
Re: Four Seasons Vail Project
HKS Project No. 11247
Dear Mr. Davis:
� :.� �!; = �`: �J �`t
H I<S 4 _ __ � ��.�
HILL GLAZIER STUDIO
... . =:.....: .,...... __.�
�����.; �I� � I1�(rL.-
OFFi�� ��PY
�� �; - �� i�-
HKS as the design professional designated by the Owner, Vail Development 09 LLC is submitting to
Safebuilt and the Town of Vail the package titled "Review of As-Built Shear Reinforcing at Flat Slab to
Column Locations" dated 05/04/2010 as prepared by Nishkian Menninger for your review.
To the best of our knowledge and belief, HKS has determined that the NM package submittal is
consistent with the project design and the package has been coordinated based on the project conditions
and information available at the time this package was prepared for submission.
Best Re rds,
John . Hill, AIA
Principal
Attachment
cc: Mr. Mike Rossi - RAL
Mr. Doug 'Thompson - Hyder
Mr. Kirk Krueger - HKS
0
� OF C0� p�9
5 �� C. y��� p,G .
C•2765 '
�/ �/�� I � v :
c�ysFO RC�����
� A
C C�f��MC�
D
MAY 2 5 2Q1�
TOW�i �� �/�oiL
� �r
925 ALMA STREET PALO ALTO. CALIFORNIA 94301-2405 650.617.0366 FAX 650.617.0373
�
�
��-� 1, �=P�
Department of Cammunity Developrrtent
°�� �- �5�uth Frontage�Raad
�'����itsl�� _ : . � .�.
`�/�il,.Colorado .,f���.�-�
.,.,:`� �� �, . �:'e�� .TeT : 970-479 �-fi�2�:_,
TRANSMITTAL FORM
�
� � _����__ ��..
�� �
Revision Submiftals: � ' v / � � `
1. "Field Set° of approved plars MUST accompany revisions.
2. No further inspections will be performed until the revisions are approved & the pennit is re-issued.
3. Fees for reviewing revisions are $55.0� per haur (2 hour minimum), and are due upon issuance.
__,.. � .__
Perrr�it #t�) information applies to:
� ���
�
��
_ _. _.._. __ _ _.._.. _... . . .... _ _..
Aftention: �Revisions
` � )"kesponse to l,orrectian Letter
attached copy of correction letter
( ) Deferred Submittal
( ) Other
�r�.
; Pro'ect Str t Ad re :
--��----�� (, � Dascription / List of hanges
; (Number) (Street) (Suite #) OI�V�(.�✓ 0� �(,(�Ci�l 0Y7L�%��
; Building/Complex Name: � �� �d/LGL �� (.� 'O �d,�(,l�,1'
_ _ . _
: ' (�va-�caivs — � � �
; Contact Info mation: �� � , ,/
Company: D� V - ___.__
Co anyAddress: , ' CN�I" ��� ���" ✓ � ��-�'7►�
; CifZ�1/�i�'' : C,C� Zip: �� �%' o A���, � S�/.�0�.. ���i.�2. Z
' %- i-
' Contact Name: i�� �2�3,, S2• �3 •��,�2. d3 � 2� 52�03, �j�
Contact Phone:
2�-`{''1 /- �� �.�, l, S�►. b�. 2, SZ, d�, 3, S2 ,a �, I,
E-Maif �IC.�N�-� 1..�/'-' rIL�%� u�G•65�3.SZ.0�. �1 SZ���'2%
, 52.0��3. �2,07,1,52,�7,2�SZ,c�7,3�
: .:_ , : ', '�,i78• l, SZ.o�, Z, SZ,O�, , 52 ,�./,:
---�
Revised ADDITIONAL Valuations (Labor & Materials) 2�y_+ 2�Z � 2 7�% � 52 /Q �
(DO NOT include original vafuation) �� � �� � . '> . • f
J< � �D � �(�1�7c '�/ "
Building: $ .� (use addi icna sheet if necessary)
_ __ _ __����5_�-�
Plumbing: � �
Date ReeeivA •
Electrical: S �r ___ ,; �, I ��[ •
-O- li�`'�
Mechanical: $ ' ��,� ��
; � � , ,�I/ GO�
Ota�. �_ � �� GGI "-
�
�,
r" _� 7 �
, ��, _Q M �
1`��� i 9 �0�0
� l/
xP',_ ` 1� � �F V f".
�� A /�i/�
u�--
�CANNED
-_�,= 7Q
� t
'` ; -° . Department,of Communi#y Developinent-'
�. .
� � f �` . " � '` �
r, ,�..__ . ,�.. � ', �`` � _ �_ � . �, South Frontage Ro�c! ,
75
_ -�< ' VaiI,:CQl.orac�4.,8�:fi5�`��
� ; �. ��"3 g � ,
,� � � ' -��,. - �fe.i 9�0°»�#?� �$ `;
��:;; ,° � �� ��a��r ;�������� -,
�` � � �� . �E�' , �� �" � �a
. � r � - �lUeb ww�vv �a��go�t��
z � � � ,� _ , � ,�
� ; Deve'Iopment E��u�ev�rz'L�'�as�tn�t� E,
�, s:� �,; ,. �, � �'= � �° -�
�� ti
''� .�Y,x,z#,= �?il H"S ..i' ^"' D�Rx' T" ,. .. .. C� �i'v.;'���
:.*�.,,�� � �� vd � / ...
TRANSMITTAL FORM �l. /��'�� �?,`�
�ZZ � /b
Revision Submittais: R � � ��� ��
1. "Field SeY' of approved plans MUST accompany revisions. rz�,/ "' �`"" �
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 issuance.
��P rmit #(s) information applies to: A i n:
- bl�'� ���,�.l.l�
Project
C�
// �
��.0
— —,—
(Number) (Street) (Suite #}
Buiiding/Complex Name: /�S
Contact Info a io •
Company: � �
Comp ny Address: v � •
City: �L� St � Zip: � �
Contact Name:
Contact Phone: _ �( (.�' ��� bb O�
E-Mail ���WN%
Revised'ADDITIONAL Valuations (Labor 8� Materials)
(DO NOT include original valuation)
Building:
Plumbing:
Electrical:
Mechanical:
Total:
$.
�(h�Revisions
s () kesponse to Lorrection Letter
attached copy of correction letter
( ) Deferred Submittal
( ) Other
�� ,�J
�I�i�
�� �. �� �
(use additional sheet if necessary)
_ _ __ __ . _ __
Date Received:
p ��r�o�rr�
MAY 2 5 2010
TQWN OF VAIL
�����ti
� ,
Trs�l
Ship Vi�
D�e
Pnoject Name
ProjeCt No.
Hand Delivered
M23/2010
Four Seasons Resorts - Vaii
11247000
To
MiclwM Ro�i
RAL Companies
� Vaii Road
Vail CO 80204
Phone 374-861-4433 FAX
Subject
Description
HI<S
Ground Penetrating Radar Scan Data from RRJ
���:����::;��
� . _. ;,;
__:;
Pages 2
Included:
�Copies of Appenduc IV - Four Seasons Vail - Ground Penetrating Radar Scan Data from
�
Raths, Raths & Johnson, Incorporated; Apnl 22, 2010.
NKS-HIII �ilazier Studio
Sent By .Iames Alotto
cc David Sorenson - RAL, Kirk Krueger - HKS
��<s
���
$,�r�%a Hand Delivered Pages 2
� 5/17/2010
Q�rOject Name Four Seasons Resorts - Vail
Pro��Ct No. 11247000
TC
�Ille+�. #�si
�i1„ GpFTtpanies
(,�'i�Yail Road
llail CO 80204
Phone 374-861-4433 FAX
Subject Final Reviewal Package to be Submitted to the Town of Vail regarding Structural Column
Fixes from Niskian Meninger, including the revised and updated Appendix II, dated
May14th, 2010
Description
Included are 5 booklets reviewing As-Built Shear Reinforcing at Flat Slab to Colum�i
Locations. As the appendix indicates, the booklet contains the following analyses:
Appendix I- Updated Flab Slab Analyses of level 2-10 with Punching Shear/Demand
Capacity Ratios
Appendix II - Column/Slab Testing Summary Spreadsheet, revised 5/14/2010
Appendix III - Discussion of use of 1.075 as Defining Demand/Capacity Ratio
Appendix IV - Ground Penetrating Radar Field �nvestigation from RRJ (Under Seperate
Cover) '
Appendix V- Analysis of As-Built Conditions to Determine Acceptability (Portions previously
submitted)
Appendix VI - Alternate Analysis Supporting Data from Dilger and Hawkins
Appendix VII - Sample Calculations for Slab Repair (Previously submitted)
5 sets of revised structural drawings, sheet S2.02.1 through S2.10.2.
HKS-Hill Glazier Studio
Sent By James Alotto
cc David Sorenson - RAL, Kirk Krueger - HKS
�
VAIL FOUR SEASONS
STUDRAIL EVALUATION
Appendix IV
Protocol for Studrail Verification
�� � � .
�EGE
MAY 19 2010
& Johnson, Inc.
TCaWN OF VAI�z
Ground Penetrating Radar (GPR) was use - ck slab-
column connections for the presence of shear stud reinforcement (studrails) at a
total of 365 locations', including all 297 locations that require studrails for
strength. The following narrative describes the general procedure followed to
verify studrails at typical slab-column connections.
1
2.
3.
C�
5
0
An RRJ field crew surveyed the selected locations to identify
accessibility issues. The Contractor was directed to remove build-out
where necessary to provide access. Locations that required light build-
out removal (stud walls, tracks, drywall, etc.) were typically addressed
immediately by the Contractor's crews. Those locations in need of
significant build-out removal were treated separately, and addressed on
a case-by-case basis.
Once access for the GPR scanning was provided, a GPR crew was
directed to scan the location from above. The GPR crew recorded: a)
the floor level and grid location of the connection, b) studrail quantity,
depth, spacing, and lengths, and c) other relevant observations or
comments. Studrails were verified through a combination of longitudinal
and transverse GPR "line" scans.
In certain cases, the GPR scans were initially inconclusive or studrails
were difficult to detect in the areas surrounding the columns. Closely
spaced slab top reinforcement, numerous embedded prestressed
tendons, and limited working space for GPR crews contributed to
inconclusive initial GPR results. Where GPR results were inconclusive
and where the GPR line scans identified studrail deficiencies, a 3-
dimensional (3D) GPR scan was performed. A 3D scan uses computer
software to integrate data from a grid of closely-spaced orthogonal GPR
line scans, to generate a 3D image of slab embedments in the scan
area. 3D scans require substantially more time to complete than line
scans, but, when necessary, they provide more conclusive results.
Slab soffits below column locations were observed and documented,
where supplemental verification helped to achieve conclusive verification
of studrails. In some cases where access was available, GPR was
conducted from below.
Concrete was removed to physically verify the presence or absence of
studrails if 3D scans or slab soffit documentation were found to be
inconclusive.
Completed GPR scan data was submitted to RRJ for review and
comment. Often, RRJ directed GPR crews to re-scan slab-column
' Numerous GPR scans were conducted at random slab-column connections during initial studrail
� verification work (December 2009), before updated analysis generated a list of 297 connections
that required studrails for strength. The updated analysis indicated that many of the connections
scanned in December had adequate punching shear capacity without studrails.
Raths, Raths & Johnson, Inc.
VAIL FOUR SEASONS
STUDRAIL EVALUATION
connections using different personnel, different equipment or modified
�� scanning techniques, if review of the initial scan data indicated
questionable results.
�
VAIL FOUR SEASONS
� RRJ 09096
4/22/2010
Sample GPR Field Reports
1. Column 3.4/A4.9 on Level 9, A-Type studrails required by design drawings
• A-Type studrails were detected by GPR on four sides of the column.
2. Column B2/BA on Level 8, D-Type studrails required by design drawings
• D-Type studrails were NOT detected by GPR on four sides of the column.
3. Column 3/Al2 on Level 5, A-Type studrails required by design drawings
• A-Type studrails were detected by GPR on three out of the four sides of
the column. East side studrails were verified to be missing by GPR and
chipping of concrete.
4. Column C1/CA on Level 6, D-Type studrails required by design drawings
• A-Type studrails were detected by GPR on four sides of the column.
5. Column 4.1/A4.4 on Level 9, A-Type studrails required by design drawings
• A-Type studrails were detected by GPR on three sides of the column
(edge).
6. Column D2/DA on Level 6, A-Type studrails required by design drawings
• A-Type studrails were detected by GPR on two sides of the column
(corner).
�
•
Column 3.4/A4.9 on Level 9
�
Raths, Raths 8� Johnson, Inc.
� an rub,oa coraororton C� q0 Q�
snucw.or e���+.�s a►�n��ecr: ewarne saennsrs
835 Midway Drive Job Number
Wil(owbrook, IL 60527-5549
630 325-6160 of
By: �jL.. Oate:�2�(s"�p� Chkd: Sheet
�s-3.y �c3 / Lv�9/ r� KL�
(�
P � �(8
N �
T Q l�t� � zM .. P�49
-� }b . !r
�pitib
�
1'-1��
�� -Ib�
��-{I"
S W
�.24 r, � >
-0.�0 p,�o
s, �•j
I" `�.,
tb �
i-+
�h'
�
Pa.w.
4.46 �►2,nS'
- n.�Y
/D.�` �6'
t.s"
3, s"
I'-q'
I "-�t"
...ilbaf�
for. �,,,,��� Z '-Y�; `'
ba Pr
Z"� ` 1'— i e� Avc�
�.r�
-O.aL
���r
(;Ja.`f 1 L�
o.�D —e��u
• 814� c.�bQ,ac we,K. �w,�.J� �� a�.-t t p+�ev��1b �. R6�P lo� UC T:
��
��s
� 8ty
Four �easons- Vail, Colorado � Page 1 `
Project No. RV1700-A
1.1 Photograph of Grid 007-Grid 010 (Column 3.4/A4.9 Level 9)
F � a� .
q � � North
fp L �` � .r.. • "� s .
� � ;� '�
rit • *s � �_ ,} RL ��� ry...
♦ � �,��, '��� Ty � � � �
i � �a '� �
'� , tir, 4,N <2 { 4
�°� � . .i _ ��tet , ��` ���E,.""b� �`a . a _ .
.�� ,�.r,r �r� �. :s
"h%F.�' r �� "� �9,�. 3x 3 : .
x .�.Q � �. ��
_. ,,k ., �..
:,. ,e a �
''� � ^. �s��
+Ir � �' fi . - - 'yy, �<"
�?4. +�:? r. r.�3'M�.. ��,�'-a.. __.. t �'!n � � �'a�e,.k� � �d� �� �"•� . �., ��..��'�
�� . x. � ��;:. . at, . �."e� i�q����� � e `�� "k' .� �:
rR��7i' � . 'Y: . T' � �� .. . � � . - �'' ` Y; � . xr �- "ap . -�
, � ,
. . «
�. ..., . _ . . : .
Q � � � ' . . G ° F + ..P .4.x.
� t
� � . ° � ..,a :. S.t kF . -�� ^` : a,,�.
� ,
,: :
,�. , . , . .. ... -.�..w.� �..a�.� �R�", .� � _. . �,5,,,�" ..� �'�.. . x`.�a . ,} .�aa". �.
... .. _ ..,..�. . �, : ,. e � +
�'' �;g .;� � Y�; , �. -�
3.4/A4.9 � �"�.. " . -
��,�`',� __``d' i j♦; �, ":�,� � � � " � .: .s�" .
Y..s . � t'"_ i4,
� . . � A {�H�;� 'KK �.. � � �:. . . +s ^�q ��
+ y v
. . '�' � • ^y.' ��� �" �+� €�� : F;"., A• {�" �f'« �� {4i `�r" _
„ . " .
;� �G. �{, M� �� �
��� ;` .: J t,``� .. ,.. �"
-. ,+i ,fi 3. . \^s+�. '° : .. � . . � :� s P `' �"" ; p 'z: � '+.i. "
" �l'€e:s� .. ..�..._._ _ .,., , .. ; .. � F .
� .
., .. .. � ., .. .aa ' . i�Y � f�^.. . A�h .x�.
,. . . �'c��r � �.v�. y� �t�. .�. '�� ``� x .
. . . 'P'. t : ^ ' Yi'.
¢• 4_ �• � . . .. �;,i �..� �..
. . . . i. .� ;. .. (� �
Radarview LLC � January 16, 2010
Civil/Structural and Geotechnical Surveys �ppOAqwEw
{ � f
Four Seasons- Vail, Colorado Page 2
Project No. RV1700-A
1.1.1 Radar Image of Grid 007-Grid 010 (Column 3.4/A4.9 Level 9)
Three stud rails
�� ar w wr �
Three stud rails
� ��
� �
� %�� � �� _
�;.
� � � . �� ,,,� ,,� �■� �
��
�'.e
�. f
�:
�■
3.4/A4.9
NOrth
Three stud rails
_,� -_�� i,-- � � �II���
i� �r � �
�� �A �! _
�! Three stud rails
���- � '�1�' �!��t� �1---�--
� � �' � li �i�� II ��� �
Images are not to scale.
Radarview LLC /� January 16, 2010
Civil/Structural and Geotechnical Surveys � �,o.►av�EVv
f ( (
Four Seasons- Vail, Colorado Page 1
Project No. RV1700-A
1.1 Photograph of Grid-006 (Column 3.4/A4.9Level 9) 12/19/2009
North
South and west faces
�. :� , n
�;
�
.. �. r.
:�
�
�.
��:� ���.
�;��
�`�'.
�;���� .�= �
Scanned areas outlined in yellow.
Radarview LLC w January 12, 2010
Civil/Structural and Geotechnical Surveys ^pqOAp1AFW
..., .,... .,. .;atr.r.>s �..�.....
�
N
�
a
� '
�
O I
O
UQ
_, o
�� o
��
i �
O �
v� O
� ?
� �
�I� '1
� �.l
�
a�
>
d
�
a�
�
�
ri
_
�
�
0
U
r..
cc
0
0
�
,�L^
V
�
O
d
�
�
�
�
�
�
�
�
•--�
�
i
�
0
Z
�t
� o
�
c
.o 0
�v
��
��
� U
M '0 �
LL _ O O�"'' L caIIIU Y
rn
Q
�
�
�
�:�..
� �.;�'° .
� �
`� 3
C
O
� �
N V
a� a�
� U
M '� w
�
��b .r
,�: '
� � �
,
;
....��.:���,..;� �...�� .
�. �� ��
,�.��
�y �
� �� tt .
���
, �
���
�� �
0
�
0
N
N
�
�
_
�
�:
�:
o:
a;
�\ �
�
Z
�
�
�6
U
.�
U
N
O
�
C�
a
c
U �
J �
J �
� i
a �
� ��
� U
•
Column B2/BA on Level 8
•
C�
+l,r���. ��D��'. S`���J��S �7�9D��t�i�, ���G�i'�7z�iT.A?�{3;�a rOR�;�
LEVEl: � TECH�IICI,AIV: �t��
� COLUMN GRiDLiNES: aI , � CO�APANY: �A^�.'A"f��"��T�
LISTED STUDRAIL TYPE: � DATE: �" 2 Z���
, f j' `SHOW SPACING SETWEEN STUDRAILS ON DRAWING
NORTH � _ ._ . ; .�;,
MG-�� �,;/�;; ��- .�
- -_ .._ --��. ..... _,..,� ._. � 4 } .
- _ _ - � �� �
�, �� �, .
� E' i
�� �.:
i� � �
-._` . �'�--! .. ... _, ._�i
(- .._, ....._ ... . .
_ � - � ' (� (� ; j 1�..� �� � � _, ^! `} �`�
�`� h�`��; ua� � d � \ �j r' � � v ` - _ _
� -
+ .._ - _ ,�
, y �I �,�r �, �;' '
.S � - �_ ._�:. __. _ ,
�_ .._ _., '�`-'"' ._.�~._..�_�-�__..._� '1
�.._.. _._ �i 1
�'
`._ �
� C� ``.
, �� {
. '�
I
� �
�
COLUMN
FACE
North
South
East
w�st
STUDRAIL
LENGTH
��.�.
n1 S �
N��
r� S L
STUDRAIL
DEPTH
�, S r—
,� S �
�<f �
�vS�
UR = tJNCLEAR READING
BI = BUIi.DOUT INTERFERENCE
NS� = NO STUDRAILS FOUND
Y
ERAL COMMENTS
COMMENTS
VAIL FOUR SEASONS STUDRAIL DOCUMENTATION F�RM
LEVEL 8 TECHNICIAN: Almir Maksumic
� COLUMN GRlDLINES: B2�BA COMPANY: UCT
I.iSTED STUDRAIL TYPE: D DATE: O i-29-201 O
( sz
�Y "SHOW SPACING BETWEEN STUQRAILS ON DRAWING
�
NoRrH
�
�.
I r 3D GRID
� I
�
I
' $TU[F \'U7
FOU�D
I
I
C;H.UMN AFt.OW
— � �I�7HE St,IA
�
�' , ;' �
=�—
�
w k--� �
JL' �filr
ST1105 \°JT
r��U��L�
r iC Ci�
I I �
� I
I I O
� � i
S7Uf.?S GT � STUDS AVT
fUUf� I FOUi`D
� ,' I
r;�,��
�
1
I
� �
I
I
' �' 8E�11.' 1,41Dc`n
�� i�� 'HE S'vi8
�
�
I
COLtJMN STUDRAIL STUDi�AIL COMMENTS
FACE LENGTH DEPTH
Nortn See Sketch
�u�' See Sketch
East
W8� See Sketch
UR = UNCLEAR READ[NG
BI = BUILDOUT INTERFERENCE
NSF = NO STUDRAILS FOUND
GENERAL COMMENTS
NO S7UDS FOUND AROUND 7HIS COLUMN 3D SCAN WAS DONE FORM THE
TOP ON ALL SfDES OF THE COLUMN LIMiTED TEStING WAS DONE FROM THE
�BOT70M OF THE SEAB.
� ONLY BOTTOM BARS WERE DETECTED.
f
rvo s.�,a �,,;is ,� u,;s
3o Irnaye �NOr[Iiwest
side of the cdumn�
g2
No s[ud rails detected from
rop of [he slab z[ [his Ioca[io .
Limi[ed xans were [�iken 60
the botrom of [he siab
no ztud rails found
Photograpn of 3D gnd area nortnwest side of ine column
BA ----
�? ,
�w�r I,. ,...
���� ��� ��
1I�� �; t 1�
�. No Stud rails in t7iis
3D Image �Southeas[
s,Ce o`;hc col��mn�
O
,f; ,y� � : No stud rails detected I
w;�^.��, ., �� ', °�. ''�:W�� from rop of [he slab at I �
__. �j.. ^w .::^ `,�k --- .- [his bcation.Bo[[om of �
[he slab could not be � I 4' BEAM UNDER
I r wCUyiapr � ut �J y� �1 ai �a �uuU i��v��[ sic;c ut Cr i�� �ulum ��cessible due co me THE SLAB
concre[e beam below
GPR Testing to Evaluate Presence of Shear Studs
f.
,,# �;�, ,
�
4..
.�.«
�� 1�" �..� ..,:,
. l�.. „;!!.a-
� �
�# ��"�y#��,!.,
� ,�
/ ' ,.
Phorograph of 3D grid area nor[heast side of ine column
� �"'�
i (1 � 1 t �
�� k f
�:;:�_.
��
----�
...:
Phorograph of 3D grid area sou[heas[ side of [he column
� �- Raths, Raths & Four Seasons Date: Flgure No.:
universal Construction �ohnson, Inc. Hotel and Resort o�-z9-zo � o LEVEL 8
Testing, LtC�. UCT Project No.: COIUiilil: BZ�BA
z36 Eg�di �n�e, su��e �, �r✓neeiing, minois boo�o 835 Midway Drive Vail, Color�do 09-304
Pr,one: eai �59 9090 www.uc�Uroupcom Willowbrook, Illinois 605Z7
•
Column 3/Al2 on Level 5
•
C�
\�
�
7
�
�
KBLIiS� KaalNfnWsCOrpwaflai�v��, ���a..
� SfrucfurRl E�glneers NCAifacls 9uJldfn9 SC1enNsts
835 Midway Drive
Willowbrook, lL 60527-5549
630 325-6160
By: �� Date: +� i�b� Chkd:
R �2 -3� �LVG S� IbxL�i
�$cc:, i -�'y � � �
�Q�qo � �qa.
y P'a"
� ��
1u P...� .� ;%�I �— PiA S'
`
P►a�� T Pig�
��-i0i,.,`"
E�;��t%y �
�:
��•�" �,_Z. � �
& " ~�
li-_ ':
V g
j,_`�
G�VC�2
S
+•s' 3a �.2�
�O•'F5 — ��4q Dti'"�4'
� G+.-�.� �.'�.
\ G� /�v GtCCCS�
V
3�D - __ ----�
3N
�� �G.� � . .
�
q ��Y� ; ,\ �;
i1' �''
`,
�«
S%s r
�h+
ia4��r l.l�R
1�-ii' I`' �� 'L�.'j `r
�.5`�
� o, � �
�,�
lbt,�.�
! ��jp" `
�%Z�/Z(a
of
Sheet
8'� `�
8T�
�CP�:�t 1,p.� �%'�� � �.�A,r : � 1' � Cence.�rwAkah . ++�+(. G����> �CNH�
Fo�r �easons- Vail, Colorado � Page 1 `
Project No. RV1700-A
1.1 Photographs of Grids 060-062, 134 (Column 3/Al2 Level 5)
�
�
r�
�
�
�
0
�
�
i
v
Sheetrock wall
North
i � ��1 ! °"'' . ' l ��"1
�
Radarview LLC February 5, 2010
Civil/Structural and Geotechnical Surveys �----
^i1A0ApVtEW
.... ...., .iti'Nir11T�`s, i,...�,.
Four aeasons- Vail, Colorado � Page 2 �
Project No. RV1700-A
1.1.1 Radar Image of Grids 060-062, 134 (Column 3/Al2 Level 5)
Three Stud Rails
� � �
� r� ` a�
.i
��s�
� � ,
�
�
r�
�°
�
0
�
�
�
�
Sheetrock wall
3/Al2
�
�
�
�
�
0
n
�
ai
North
Previously
chipped
out area
� ����
� � No stud rails
�� � detected on east
�
�,. �_ face
-�1� � ��
�� � �►�
There were only two stud rails found on the south face possibly due to build-out interference. No stud rails detected
on the east face.
Images are not to scale.
Radarview LLC � February 5, 2010
Civil/Structural and Geotechnical Surveys ��o���
.... ..... ... ...: :.�,�
�
Column C1 /CA on Level 6
•
•
�
Raths, Raths 8 Johnson, lnc.
� nn rnmas caorpo.orion
Sftuclural FngMeers Archifach 8uilding SGenfisJs
835 Midway Drive
Willowbrook, I160527-5549
630 325-6160
By: g�/� Date: ? //r� Chkd:
�VF ` l Cl����'� �6 t � y
st ��2a �� � : ,�' !�
� r r to6
P :: -� �
� Pn �
�
G���. ---� �����,;.-�' � P,,2
���
.
� � �
I���
i,. �, �t,r,
i'- ro"
_�.i
� �` �
�� y �� � Q
i• 1'-q "
f-y� T � ���;
�- � , �,
� ' `�.
� �1
� , i�:
1
� : � . �- i �•,� �
' T�. ���r-3�' '
(�------. _� :. _ s
;� -- ... -� , - .
1:
�, � 5 w.
�, r, l.5 t �-`'� �• `� 7
-0.�3 , t.::► -n.gi -a�1
�lC. ���'�C _` =�� •=�
� ir r �,I'� �2
�' i�" `yc:.
Job Number
of
Sheet
� �, � w
Io i �
� �! �
� �� ? '-S' r
\
�
� _� � .:; r�, � . �
�� i�. � �,_ �,.
., �J . w �
'I ' ` `' ,
` �• r �`>' ' (
,i'' y
4 , .s•�-� �
/ i
�; r. .'�h��l�_� � ---� -1 � Z !, �
��._._ r
� f '-� �=� �
�� BA 'r� b • � N
� �. _.
8a4r�s �'n:
�
�
g �,.e e�
�
�,>N
,! '77
�
�
!.� f
_ ��'. ��'•—
� � :?VL%.�A'iS j�i '�!%' :'� .u' ; � � "� a L(�.vG ' D,C�i:��..rJGJ !�d r , r•%, y' f''' _ cavL
/
�
`�'�i �i���,' �s=1�`�s'�� Q����+�',��L �'�y�f�i�=�'� J i�'��C�a'� F�J3�?P
��v��: � _ ?�c�ryic�^-�z: � '�,
coLUM�a ��i�u�v�s: -C , � C co���ar��: �� v���,�
LISTED STUDRAIL TYPE: � �c�io+�i DA�E: (-`etQ� � 8
*SHOW SPACING BETWEEN STUDRAILS ON DRAWING
NORTH �� ��� ���Z� �;��b �� ���s"� o�
� � � Gu� � Q �- at,y,-�-
� / ,, �,�
� �� _, �,5
.. ,__ �`t ��.�,�`�
�
���
�
�
3�� tk5'
y��s.��
��<c
G � � `�
G ll�]
w��ti
COLUMN STUDRAIL STUDRAIL COMMENTS
FACE LENGTH DEPTH
North �
�,.3� �v
soutr, Z Z'iZ'� } `/ �"'
East �,, y�/Z� ,K?,� ��� �'
WeSt ��� �u �I � r f� b'
t
UK = UNC:LtAK KtAiJWC�
Bl = BUILDOUT INTER�ERENCE
NSF = NO STUDRAI�S FOUND
GENERAL COMM
�
�
3 stud rails detected
on south-west side of
the column
Photograph of the 3D grid area south-
west of the column
Photograph of the 3D grid area south-
east of the column
���
0
Universal Construction
Testing, Ltd.
Z36 Egidi Drive, Swte D. Wheelirig, Illinois 60090
Phone 847-459 9090 �vww uc[qroup.com
�
3 stud rails detected
on south-east side of
the column
�1
�
North-east side of the
column not accessible
for 3D imaging at time
of testing
� �
�
�� �
Reflection from 3 stud rails
masked by greater reflection
from P/T tendons crossing
the stud rails diagonally
�
�..
� : ��
GPR Testing to Evaluate Presence of Shear Studs
Raths, Raths &
Johnson, Inc.
835 Midway Drive
Willowbrook, Illinois 60527
Four Seasons
Hotel and Resort
Vail, Colorado
Photograph of the 3D grid area north-
east of the column
Date:
Jan.21, 2010
UCT Project No.:
09-304
Flgure No.:
Level: 6
Column: C1/CA
Four a'easons- Vail, Colorado � Page 1 �
Project No. RV1700-A
1.1 Photograph of Grids 114-117 (Column C1.2/CA Level 6)
h9 �i�a
- _"�- _ _ i
.- ;
` � --i
T ��
�
i
�-�- r�
�
�
����,., .:�.�
��t� F�!''i'�
,_.� ..�.�, _ �
Radarview LLC � January 20, 2010
Civil/Structural and Geotechnical Surveys � qA�q���w
North
( � (
Four Seasons- Vail, Colorado Page 2
Project No. RV1700-A
1.2 Overall Photographs of Column C1.2/CA Level 6
� .,
(
�
`
��
`
-u-
�
�
'°���, � �
�, , .
.,,
.� ,
a
kf ;ti
� 'a�,
South face
;
-�, -� - � �
�: �
�y +�' ����«�.. ;'
E �
p �r � �r
� � ��
� _
�tJ-:,�,� ���
� . ^a�� ....�.,z��ri
�
� :,'�, . r�,
Radarview LLC � January 20, 2010
Civil/Structural and Geotechnical Surveys ^�oA��
.... . ,.. ... .,. ..:,.. ..a..,,.
0
( ( (
Four Seasons- Vail, Colorado Page 3
Project No. RV 1700-A
1.2.1 Radar Image of Grids 114-117 (Column C1.2/CA Level 6)
Three stud rails
were detected.
Due to
reinforcement
running at an angle
in the slab, the
image is difficult to
optimize.
� � s
\,
�
R
I I I
�
�
cD
(D
�
�
0
n
�
v
Stud rail type listed is D. Stud
rails were measured and ranged
from 21" to 24 %2" from the
column's faces.
�
_ `
� �
r
� � .
� .�
.A �
�+r
�
� �
Three stud rails were
detected. Due to
reinforcement running at an
angle in the slab, the image
is difficult to optimize.
Radarview LLC January 20, 2010
Civil/Structural and Geotechnical Surveys �---
�MOANIAEVIf
� u:-t�mr..�:.-z �rr:,:.
North
Three stud rails were
detected. Due to
reinforcement running
at an angle in the
slab, the image is
difficult to optimize.
•
Column 4.1 /A4.4 on Level 9
❑
C�
VAIL FOUR SEASONS STUDRAIL DOCUMENTATION FORM
LEVEL: TECHNICIAN: ��'�
C COLUMN GRIDLINES: COMPAENY: �,.�� �:•?�►�
�r LISTED STUDRAIL TYPE: DATE: j`"'" �� �'`r �
W
NORTH
`
�i�� *�
� `1���
'SHOW SPACING BETWEEN STUDRAI�S ON DRAWING
�. ������
:
�-� /��.�
~�l a� �
�5 �
■
�. / ,��' .�:_ .� , r �
` , �,ai .� � �..'� , � c:..� �..-�.--.-
� �� .
0
,�,���, -
_ -�
��
�,I ,,
H
� �
-�D �,,`j�7r
� �'~ ,_"'� � .
� `� �'
��
COLUMN STU�RAIL STUDRAIL COMMENTS
FACE LENGTH DEPTH
North � `� �� t� �'
South 'fl� (,...
East Z, � �
West � � t� ' ,
UK = UNGLtAK KtAUINC�
BI = BUILDOUT INTERFERENCE
NSF = NO STUDRAILS FOUND
COMMENTS
( ( f
Four Seasons- Vail, Colorado Page 1
Project No. RV1700-A
1.1 Photograph of Grid 011-Grid 013 (Column 4.1/A4.4 Level 9)
_.��� �:; � � ��::
i: 9 k � -�`
�� T
�:.�[t�r�,y�.��"� .:!.
�4�'2L��:{'s� � :�
y{� ir
�xp -
t� ; , i .„
5r.:
F �� �� ,
Radarview LLC /� January 16, 2010
Civil/Structural and Geotechnical Surveys � \��p���
�--
North
Four Seasons- Vail, Colorado � Page 2 �
Project No. RV1700-A
1.1.1 Radar Image of Grid 011-Grid 013 (Column 4.1/A4.4 Level 9)
Three stud rails
Three stud rails
�i �� �
-----.._,_ ��..w
;
�
i � � . �
� �.` �
� � �$ � 4.1/A4.4
..€,: ��� � i�
� I!� '_ ,
�► �
Stairwell
� � ��
�
�
� � �
��?
�, .��.
North
Three stud rails
Three stud rails detected on the north, west, and east faces. No stud rails detected on the south
face possibly due to build-out interference.
Images are not to scale.
Rada►view LLC � January 16, 2010
Civil/Structural and Geotechnical Surveys qA0AAVIEW
•
Column D2/DA on Level 6
C�
C�
VAIL FOUR SEASONS STUDRAIL DOCUMENTATION FORM
LEVEL:�_, TECHNICIAN: ��u
�, COLUMN GRIDLWES: �Z..f �� COMPANY: �J►, n��}t�dA,I
LISTED STUDRAIL TYPE: i�t �-' DATE:_ i'�t�r�D
�,-'
�"
NORTH �
'SHOW SPACING BETWEEN STUDRAILS ON QRAWING
COLUMN v STUDRAtL S7UDF,.,
FACE LENGTH
North � � � �
South � A- � �..
j� East �1'/t. 3/I ',
,
N w�st � � � � � ,
UR = UNCLEAR READING
BI = BUILDOUT 1NTERFERENCE
NSF = NO STUDRAILS FOUND
DEP7H�� I COMMENTS
GENERAL
r
�
a�
a�
m
�
a
O
UQ
_, o
�m o
��
i ]
O �
�°
�?
n �
� � •�
�i a
�O
�
�
�
J
Q
�
�
N
0
�
�
0
U
�
O
t/�
ii
�
L
�
�
�
�
a
�
L
�
i
O
�
�
s
�
0
z
�
,.
�.
: ,
.... .�. . . _.. . ..: � .
.� � �
� �' .
R.
!f"' - 'H: \
,, `l4 \
0
�
0
N
Oi
�
a
c
�
�
�
�
m
�
c
m
�
�Y
�a :
!�'�
(�_
�,
�
�
�
�
U
.�
U
r.�.
O
�
�
�
�
U �0
J m
J �
��
a �
� ,�
� U
�
N
�
�
a
�
�
O
O
UQ
�, o
•� o
>�
�
� >
� �
O •
�n O
�?
n �
� � •�
�i a
.-.
�
�
i
a�
�
a
�
�
N
0
C
�
�
O
U
.�
rn
rn
0
�
�
�
O
�
C
�
M
�
O
N
00
O
N
.Q
'i
�
�
�
�
�
�
i
�
�
�
�
a
N
r
t
�
O
Z
{
ca
�
U
O
L
N
N
t
�
0
�
0
N
Oi
�
�
�
�
z
m
�
c
�
�;
:a `
a:
a�
�\'
�
a�i
Z
�
�
�
U
._
U
+�..
O
�
C�
a
c
U �°
J �
J �
� U
� `
a �
>
� U
M
�
�
�
a°
�
0
O
U�
:c
�E r
� �
��
CO
O
� C
� �
( � f
•�� � c
` `o �
lL C
�
d
i
�
J
Q
�
�
N
�
�
�
0
�
o�
0
00
rn
0
-a
_
ea
M
�
O
N
�
O
N
'a
�,L^
V
�
Q
d
�
e�
�
L
c�
�
�
�
N
.-�
t
�
Z
�
m
:�
� ,o
a�
'O U
7 N
� N
�
O �
H 3
O
C
N
L
l3
� �
N �
�c N
C 0
_ y..�
��t� a�irn 3 �
�o.-....�o�.a�i
Q
���u�����
� � o � � � N
�
c==3�o0�
� ._ O (� L
� Y � cq "a Q
� � N U � y N
p � "� O � � � •�
N � L N/�` C L
� � Qi W � � L� � Qi
L O � � O �• � � �..i
� C Q C/i U fa � N�
ra
�
���M
Q
�
�
N
�
�+ r��r
� ���
� 4� � .... s�
�
r
�
.�
� .�
�
�6 U
� N
� �
v
o �
H 3
f�
�
�
U
O
�
�
�
�
�
0
e-
O
N
oS
r-
�
�
m
�
�'
�
�
m
�
�S;
iQt
a:
,� �
��`
h
�
a�
�
�
�
�0
U
.�
U
�
0
a�
C�
�
C
U �0
J @
J �
� U
N �
� �
�
� U
4�
�
�
► /
�� � , •
p �c��oM�
MAY 19 2010
TOWN OF VAIL
REVIEW OF AS-BUILT SHEAR
REINFOR�ING AT FLAT SLAB
TO COLUMN LOCATIONS
FOUR SEASONS RESORT
Vail, Colorado
by
NISHHIAN NIE1���GER
1200 Folsom Street
San Francisco, CA 94103
� NM Job'�o. 7083.10
May -�. 2010
REVIEW OF AS-BUILT SHEAR
REINFORCING AT FLAT SLAB
TO COLUMN LOCATIONS
FOUR SEASONS RESORT
Vail, Colorado
by
NISHKIAN MENNINGER
1200 Folsom Street
San Francisco, CA 94103
NM Job No. 7083.10
May 4, 2010
�,�,,.,,...... •�f-�+�r
:'�,• N1 Sy.�i •`•,c9� �'i
�; % ,r �'.y •.° � �:-
277� 1 =��
�
t: �' r : '�°s
NISHKIAN [N��R����V���
� CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919
� May 4, 2010
Mr. Jim Alotto
HKS ARCHITECTS, 1NC.
1 Vail Road
Vail. CO 81657
Re: Four Seasons Resort
Vail. Colorado
Review of As-built Shear Reinforcing
at Flat Slab-to-Column Locations
NM Job No. 7083.10
Dear Mr. Alotto:
A review of the testing and inspection reports for this project has revealed some inconsistencies
in the inspection records for the placement of the shear reinforcing at concrete slab-to-column
connections. An initial investigation of random locations indicated that in soine locations the
�_ shear reinforcing (studrails) that was indicated in the permit documents was not installed as
specified. In order to coniinn that the as-built structure is in conformance with the applicable
code requirements a program was developed to detennine the following:
1. Which column-to-slab connections actually require shear reinforcing to comply with the
stren�-th requirement of the Building Code;
2. for those locations where studrails are required for strength, verify tllat the specified
studrails are present;
3. For a particular location, if something less than the specified studrails are present,
determine if the existing condition is adequate to meet the project requirements as
described herein:
4. for a particular location if this updated analysis detennines that the specified condition,
even though built according to the approved plans, is not in strict confonnance with the
Building code, detennine if the existing condition is adequate to meet the project
requirements as described herein;
5. For a particular location if the existing condition is not adequate, design and detail
remedial measures to correct the condition to meet the project requirements.
A discussion of each of these steps follows:
1. Which cotumn-to-slab connections actually require shear reinforcing to comply with the
strength requirements of the building Code:
The project contains a total of 744 column connections. Of these 744, tl�e pennit
� documents indicate studrails at a total of 671 column slab locations (73 column
connections did not require studrails, per the construction permit documents). The
unreinfarced punching shear analysis of all flat slabs on all levels was updated to
1200 Folsom Street, San Francisco, CA 94103
Tel: (415) 541-9477 Fax: (415) 543-5071
� Mr. Jim Alotto
Re: Four Seasons Resort, Vail, Colorado
Review of As-built Shear Reinforcing
at Flat Slab-to-Column Locations
May 4, 2010
Page 2
accurately reflect the loading conditions present within the building and changes in the
structure to reflect the final permitted submitted plans. This was performed for both the
post-tensioned slabs and the mild reinforced slabs. (See Appendix I)
This analysis yielded the demand/capacity (D/C) ratios for unreinforced punching shear
at most of the 744 column-to-slab connections (column-to-slab connections not subject to
sib 7ificant punching shear demand because of the presence of supplementary framing
such as walls, beams, or other means of shear reinforcement did not generate
unreinforced D/C ratios). The results of this analysis are provided in the Summary
Spreadsheet provided. For the 73 column-to-slab connections where no studrails were
specified in the pennit documents, it was detennined via the aforementioned analysis that
no studrails are required.
For each of those locations where the unreinforced punching shear D/C ratio was less
than or equal to 1.075* (See Appendix III) it was detennined that no further action was
required. For each such location, even if no studrails were present, the connection was
determined to meet the project requirements ��vithout this reinforcing. Using this
approach, it was detennined that for 447 com7ections (73 where the construction perrnit
documents did not call for studrails and 374 locations where construction permit
documents did call for studrails), the Building Code was satisfied whether or not studrails
were present in the as-built condition. The construction docume�lts have been updated to
identify these column-slab locations where the original permit documents depicted
studrails, but where studrails are not required to meet the Building code. These locations
are indicated by (N) on the updated plans. Revised Sheets S2.02.1 through S2.10.2 are
submitted herein for approval.
2. For those locations where studrails are required for strength, verify that the specified
studrails are present:
For a total of 297 coluinn-to-slab connections, the punching shear D/C ratios exceed
1.075. It has been detennined that these locations require studrails to comply with the
Building Code. Using Ground penetrating Radar (GPR) coupled with limited visual
inspection and chipping to eapose the studrails, these locations were eaamined to verify
the presence of the required studrails (examples of the GPR process used are provided in
Appendix IV). if the required studrails specified on the revised construction documents
presented herein were present, no further action was required. Of the 297 locations
requiring verification, 232 of these were verified to have the specified reinforcing in
place per the revised construction documents submitted herein. (See Appendix II)
3. If something less than the specified studrails are present, determine if the existing
condition is adequate to meet the revised project requirements as described herein:
In 65 locations the as-built condition was fou��d to deviate from the specified studrail
configuration, based on feld verification. These defective locations were analyzed on a
Mr. Jim Alotto
Re: Four Seasons Resort. Vail, Colorado
Review of As-built Shear Reinforcing
at Flat Slab-to-Columsi Locations
May 4, 2010
Page 3
case-by-case basis depending on the as-built geometry of the connection, proximity of
slab openings near the column, type of column (edge, corner or interior) and the amount
of punching shear reinforcing that was confirmed to have been installed.
At 30 of these 65 locations the as-built conditions were found to meet the explicit ACI
Code design provisions for punching shear, considering the deviations from the required
studrail configuration. These locations are indicated by (0) on the updated plans.
At 3� of these 65 locations the as-built conditions did not meet the explicit ACI Code
design provisions for punching shear. In these situations, Alternative Analysis
techniques were researched, developed, verified and applied to demonstrate adequate
capacity at several column/slab locations. Guidance and consultation was provided by
the patent holder of the studrail product and principal author of the ACI Building Code
provisions regulating the use of this form of punching shear reinforceme�lt, who are also
preeminent researchers and authors in the field of concrete shear (see previously
submitted reports from Professor Walter Dilger and Professor Neil Hawkins). (Attached
again as Appendix VI). Use of the Alternative Analysis }�ielded predictable higher,
reliable punching shear capacities than can be achieved using explicit interpretation of the
AC1 Code design provisions. This information has been previously submitted and
reviewed.
Eleven (1 l) of the 35 locations found to not meet the explicit ACI Code design
provisions for punching shear demonstrated adequate capacity using the Alternative
Analysis, developed specifically for tl�is project, and therefore do not require any
remediation (the as-built condition is adequate). These locations are indicated by (0)
on the updated plans. (See Appendix V)
In 24 other locations, the as-built condition «�as deternlined to be inadequate with the
Alternative Analysis; therefore, these columns were reco�nmended for reinfarcement
(remediation).
4. For a particular location if this updated analysis determined that the specified
condition, even though built according to the approved plans, is not in strict
conformance with the Building Code, determine if the existing condition is adequate to
meet the project requirements as described herein:
In 48 locations the as-built condition was found to be in accordance with the approved
plans, but was not in strict accordance with the ACI Code design provisions for punching
shear, based on field verification and updated analysis. These locations were analyzed on
a case-by-case basis depending on the as-built geometry of the connection, proximity of
slab openings near the column, rype of colum�� (edge, corner or interior) and the amount
of punching shear reinforcing that was confinned to have been installed.
� Mr. Jim Alotto
Re: Four Seasons Resort, VaiL Colorado
Review of As-built Shear Reinforcing
at Flat Slab-to-Column Locations
May 4, 2010
Page 4
Forty-five (45) of the 48 locations found to not meet the explicit ACI Code design
provisions for punching shear demonstrated adequate capacity using the Alternative
Analysis, developed specifically for this project, and therefore do not require any
remediation (the as-built condition is adequate). These locations are indicated by (0)
on the updated plans. (See Appendix V)
In three (3) other locations, the as-built condition was determined to be iiladequate the the
Alternative analysis: tl�erefore, these columns were recommended for reinforcement
(remediation)
5. Where the as-built condition is not acceptable, determine remedial measure to bring
connection into compliance.
At a total of 27 locations, 24 based on construction defects plus three (3) based on re-
analysis, the as-built condition required repair. Each column was analyzed and a design
to provide the required capacity ��as generated and submitted for pennitting. Concrete
shear heads or added structural steel reinforcing details have been developed and
submitted under separate cover for review and approval. Sheets 59.01 through S9.01 G
have been submitted separately and Appendix VII. These locations are indicated by (P)
on the updated plans.
Very truly your�,�'
NISHKIA�d ME�� II�dGER
f_ ! ,'
�-- f;
� � / �_
, �,_.: ._
.__.-�,ev6n`H. Nishkian
'"lPresident
LHN:cp
L}-I'�050410_Itr�CA CoRes
TABLE OF CONTENTS
Appendix I
Updated Flab Slab Analyses of levels 2-10 with Punching Shear
Demand/Capacity Ratios
Appendix II
Column/Slab Testing Summary Spreadsheet
Appendix III
Discussion of use of 1.07� as DefininQ Demand/Capacity Ratio
Appendix IV
Ground Penetrating Radar Field InvestiQation
(Under separate cover.) �
Appendix V
Analysis of As-built Conditions to Detennine Acceptability
(Portions previously submitted.)
ApAendix VI
Alternate Analysis Supporting Data from Dilger and Hawkins
Appendix VII
Sample Calculations for Slab Repair
(Previously submitted)
Note: Revised drawings sheets S2.02.1 through S2.10.2 are part of this Submittal.
NISHKIAN MENNINGER
APPENDIX I
Updated Flat Slab Analysis of Levels
Z-10 With Punching Shear
Demand/Capacity Ratios
NISHKIAN MENNINGER
1
� . .. � .
r"� �._
4/14/2010 1:16 PM I�I2S! j�� ; g,�,p ��
, i
Y I
SAFE 12.2.0 ePunching Shear Capacity Ratios/Shear Reinforcement � Kip, in, F '
+...... r. s�ma, ... "
3rd_right 02f
!qi�"_
`�, .
4/14/2010 1:43 PM ���
Y
.
� ,.---., '-, � {-. -; --,. -- -� , ; - . -' :-' , ; .�� ---,
9! I 57 ! 1 1C � �,70.oib.6; ; 77 �, '11.'0: � 72 i �12.6) �� 11 j �,73.5�331 � 14 i `ivj i" � �i6.5� �76.97 / ' 18 �
�..� ��.i � ti. `�.. �.-' �°,! . ,�.
I 1 I I I 1 1 I 1 1 I I i I I I I I 1
SAFE 12.2.0 � Punching Shear Capacity Ratios/Shear Reinforcement . f Kip, in, F
�
_"��q` }
��
—° � A3 j
- A4 I
_. (_,
�
:�
—•^ ( AS )
.�"^�
_"r`6�
—^�A7j
,�:
��
—•• �AB...�
�'
—•• A8.91
--- �Ai 0 �
�'
.. �,`p/9�
1
—•• �412.?1
��
—•. /P.1J )
—°IA74)
'.� .
—•• LA151
1
• 15.3:
_. (_,
`
_" �q1$.5
`-.
—^ Ati)
—" �At 8
�..
�� �'s��tT
�
3rdFLLeft 02e
''At �i -
\`- ..
;At.i� "-
�c: ,,
'p$ 1'_
;�
�A3 �-•-
��)' _
IA4� ..-
�:
� AS �'•-
`�K'
�A5�°-
. A� _
AB > "-
qg �.._
C_ /
!����___y '
��� •
�� �..._
_�
�A72 ) °-
�� "_
�� .._
�
�AiS ••-
�'
�tq� "_
(�
�5�.._
,—.,
la� s.�l -•—
—,
A76� "-
16.f� •-
A77 -•-
-�
A78) -•-
Y
4/14/2010 1:32 PM
.-. �-.. � ._, �... .-.
Z �.: � 3 ;(;.4�� ts.�l r 4,. ..5.` '�85�, '$..,1 7..,� ''8 ('9 i;9.3� �9.6j �10; �76.5� �71171.3� iii.6� �12j � 13 j
�\_.� �� � �.' �`\..-' �: �. ,�.��� '�:
I I I I I 1 1 I I I I I' I i I i I I I 1 I
� SAFE 12.2.0 Punching Shear Capacity Ratios/Shear Reinforcement Kip, in, F
R�� 3� ��.
�� �
.�
/��
�
��� - x
�
,
�� �'3/01/10
- I 1:43:23
4ThLeft.adm
sR r � oss
SR_sOK 0.54
SR r= 0.32 SR r� 0.90 SR_rO 0.7D S� rQ D.71
SR_5 K 0.32 � $R_5�K 0.82 $R_5❑K 0.71 eR_5❑K 0.70
SR_s�K 0.9
SR_r� 1.10
SR_s = 1.23
Coiunn 8
SR_r = 0.97
SR_r = 0.57 SRenfor�'36
�R_5 = 0.45
CoWnn q
K SR_r = I.09 �
❑ SR_s = 1.10 � SR_ S= 1.11
SR_r 0.89 Reinforce
SR_s❑K �.96 Colunn 7 Remforce
Cotunn ll0 r Q
SR
SR_s = 0.56
OK
(i �I
SR_r = 034 S� r� 0.70
SR_s = 035 SR s= 0.74 � �
K �K SR_rO 0.95 � .
SR_s❑K 0.82 �
��I - 0.68
SR_s❑K 0.53
SR r= O.E7 SR_r � 0.72
SR_s K O.Z7 SR zaK p.74
"'R r 0.77
SR s = 0.82
OK
S� r= 0.3� SR r� 1.04 SR r= 127 SR r 0.61 �
SR_s = D.36 SR_s = 7.32 � SR_s = 1.49 SR_s = 0.59
K O Re;nforce Remforce ❑
�R_r = 0.55 Cotunn 20 Cotunn 2]
SR_s = 0.51
OK
S� r �' U36
S� sQK 0.39
°R_r Q 0.70
SR s= OA7 SR s- 0.55 SR rQ 1.14 SR rQ 1.30 SR_r
K �K SR_s = 1.13 SR_s = 7.23 SR s= 0.7
Reinfor'ce RelnPorce OK
- CoWnn 26 Cofunn 27
SR_r - �35 SR r Q 0.71 SR_r Q 0.59 SR_� 0.55
SR_s = 0.39 SR s= 0.79 SR_s - 0.77 SR_s 0.46
K SR r � 0.70 �K OK 0
SR_s❑K 0.52
°R r= 0.25 NA j� SR_r� 0.45 SR r= 0.
SR_s Y 0.22 � L-� SR_s�K 0.59 SR_spN OJO
SR_r = 0.96 i �
SR_s K 0.77 SR r 0.62
SR_s�K �.55
SRrQ1.09 � '
SR s=0.99 �
Re�nforce I
Colunn 39 � 5
°R_rOK �"-�
SR s spK 0.50
SR_r Q o.so SR_r � 0.78
SR r= 0.97 SR_s = 0.4< SR_s - 0.69
SR_s❑K 0.75 pK OK
SR_r 0.87
SR_s ).O4 SR_r 0.55
ReInF SR s 0,55
� Column SI SR r= U.66 � " OK
SR sOK 0,65 �
SR_r = .
SR_s = 0.6
SRr =0.2 S r=�.64 �K '
SR_s=0 0 . S 5= 0.70
�K - OK
Stress check .-- �c�� �,���z
Genera�l name
Specific name
- 0.63
= 0.59
�t.��
IfTH� ��e --L�FT
������ `o��s
Y
W x
4/16/10
�` _� 11:30:08
RightTEST1.adm
Rebar Plan
.. . � . •• �
L�1�1_i_l�lL� 1 � ■ [�_llil�
Specific name
�T� ���' �'�C-�7
� tli�.�i �-�?Ai�S
034
0.24 '
�� � � �119/10
� _ r0:07:35
5th_ Right.adm
�+ �i sR �= ai sR �_�.�3 ' sa_,-p o� �� ue sa �Q set �
SR_s - U S SR_s = 0.93 � SR z- O.�t=s = 0.81 SF:s = REl,s = 1]1
OK Reinfor .' ON Renforce Reinforc@eMSO�c�
R sp �8 ' [olimn 176 � i Copmn i23 Colunn IE41unn�12,
- OK I � �
�
i
� ' CI (
0.'!] SR r� 0.87 SR r� 739 ' ISF �'A{.! �R_r - "` ° - 0.95 SR r�
�2 SR:s❑K 0.8] SReHiorcea SR sOK 0.'l2 s� s� . SR s- 054 SR s+
Colvnn 102 � OK " OK
I
I
I �
� �
� �
SR �� IL]
SReinforc� SR'rO1.25
Cotuv� BO CoWnn 82
i
i
i
i
� :. I _. o 0
�A Np SR_r = i.lg� ER s 7.09
1 E„ceetls �CaCC �o� f�3 SR_s�N 057
Cduru� 62
�.67 SR_r� IAS SR r� 0.97 SR r� U.]5 SR_r 0.90
OJS SR_z = i.13 SR_s = 7A6 St[s =]A1 SiZs 699
Coiimn�i5 Lolun��6 �p��or.� 0
n o
0.69 SR r= 12i SR_r = 1.13
�.62 SR_5 = 1.19 SR_5 m 0.89
Renfor[e Remfa-c¢
Colum� 39 Lot�mn 10
�
035
OS3
SR_r� 1.38
SRerfa�ce�
COlum 89
SR_r� tA6
SR_s = 7C.22 SR t- 9
Col�mnr3t SR.sOK .77
SR �� 1.09
SRemforc�pb �
Coi�mn 2S +R_SpK �.Z26
SR_r� 127
SReh(wce�
Colimn 21
'R_�O �.5q = 0.31
]6 Q SR_svK Ob3 R_i� 2]
� r� 131 SR_r E U.<3
SReinFOrc�2 SH_sOM, Ob5
Co1wv� 1�
SR_�� 0.'l9
SF s� 81 SR_spK OS9 � 5 +R_SON ���
S ° 8�4
SR s�
SR � � 1.3U�
E�EeetlS �Lobde
COlwm 88
•� PunchNO shear eMCeetls ollo+able vnlue '
� PvN���, 5
General na�me
Specific name
�� �'l�� T� !�-�
�'EvT� � L o�4..�s
SR r� 1.73
SRS=7.10
� Calunn�54 ❑ ❑
0.74 SR_r I.80� SR_r = 1.36
- 0.84 SR_s = 1.76• SR_s = 1.38
K ExCotunn SSde Coiunn�56
SR r � 1.58�
SR_5 ' 1.64•
ExCol nn qbde
j 0.74
- 0.87
�� SR r = I.58•
SR r� 1.42 SR_s = I.58•
SR s= 1.46 ExColunn qgtle
Reinforce
ColuM 47
K 0.]e SReoif❑orc�e�
Colunn 4I SR_r� 0.90
SR_saY 0.99
] 0.55 SR=s a 12
K Colunn�38
j 0.70 SR_r� IA3
= 0.60 SR s = ]A9
�K SR_r � 0.83 Coiunn 32
SRS =0.80
�K
i� �
SRr= 0.60 �
SR 50� 0.60
SRr=0.93 SR.
Sff_s = 1.01 SRE
Colufn�n 33 Cc
SR_r � 0.97 �
SRemforce2
Cotunn 57 R �� 0.7a
R_s 0.77�
OK
;R r p 0.75 SP, r 0.84
K ps� �R s= 0.59 SR_rQ 1.03 SR r� 1.28 SR s
- OK SR s= 1.03 SR_s = 1.72 0
Coiuno 26 Col�imn�25
- 0.40 "R r p 0.72 °R_r � 0.69 SR_r 0.70
- 039 SR_s - 0.73 SR_s = 0.70 SR_s 0.58
K SR_r 9 0.54 �K �K ❑
SR_s❑K 0.51
B
= 0.20 NA SR_r = 0.49 SR r= 0.
K O.I9 SR sOK OS2 SR_S�K 0. 7
=0.63 SR�Q 0.71
SR_r
SR_s❑K
�� / �� 3/01 /10
_ -i6:32:16
5th Left.adm
SR_s�K U.59
SR_r 4 3.07
SR_s = 0.98
Reinfarce
Colunn 10 �
SRr =
SR_sOK
SR r p 0.44 SR_r p 0.72
SR_s❑K 0.50 SR_s❑K 0.7a
SR_r D.BI
SR_s 1.03 �
ReNF
Colunn 2 SR,r = OJB
SR.sOK Ob5
SR r p 1.49�
SR_s - 1.39�
Exceeds Code
Colunn 43
SR r = L57/
SR s = 0.74
SR_r = 0. 9 S r= 0.73 OK
SR_s�K U. R. _. p�.nc �ngKSR'ep� exceetls a1lo.nbie
'. vat�e
Structural Plan -
General name
Specific name
Exceeds
Cotunn
�
5��� ��. -- � ��.�--r
�=���-� �-a�.�
�
� `4/19/10
� 13:15:28
N � Np NA SR_r - 0.39 SR_r � 685r4 �.�1 SR_r
SP._s = 0.29 SR_5 = HILSK = D.71 SR_s
� �K OK Reinfor[e
, Colunn 49
� O
SR_r - 0.57 SR_r - 0.53
SR_sDY 0.66 SR_spK 0.60
SR_r =. R_r = 0.33 SR_r = 1.01 SR_r 0.77 SR_r�_1.11 A�-��
SR s= 0.4 R_s = 0.43 SR_s = 0.76 ^aP._s 0.86 SR s= I.24
❑K pK Rein orce ❑ Re�nforce
CoW n 40 Cotunn 42
�--1
gR'S -�;jg SR r� 1.37 SR_r � 1.58x
Re�nFOrce SR_s = 1.20 SR_s = 7.26■
Column 39 Reinforce Exceeds Code
Cotunn 31 � CoWnn 38
o � o
0.73 SR r= 1.22 SR_r� 7.78 SR_r . �_
0.87 SR_s = 7.20 SR_s = 1.33 SR_5 1. 5= ;gg SR_ -.
Remforce Re�nforce Retnf rce ' pK SR s= .03
Colunn 26 Colunn 27 Colun 2 nfor
Colunn 30
� O O O
= 0.96 SR_r = 1.04 SR_r = 0.99 SR_r =
= 7.03 SR_s = 1.15 SR_s = 1.06 SR_s =
orce Retnforce Retnforce OK
m 20 Cotunn 21 Colunn 22
� O
= 7.00 SR_r = 1.20
K 0.81 SRenforc�e4
Cotunn IB
�
= o.no
= o.s�
SR_r� 1.03
SR_s = 7.17
O
= 7.07
= 0.9�
Remforce SN_5 = .U4
Cotunn�l4 � Re�nfor
Colunn i
r 0.97
S- s 1.01 � r= 1.79
R lnFo ce SR_s = ].26
Co unn 3 Retnforce �
Cotunn 17
�\ // \
Y/
SR_r = 1.14 �
SR_s = ].29 f
Retnforce
' Colunn 10 .
SR_r =
SR_r 0.75 SR_s =
SR_s 0.99 d �K
K SR_r - ]S3 SR_r � 0.49
SR_s = 1.04 SR s❑K 0.53
Recnforce
S _ �7� Colunn 7 SR_r � 0.59
S s; . IK SR_s❑K 0.6�
SR_r �
SR_sQK
= 0.52
= 0.64
--RA SR_r = 0. 1
SP._s = 0. 8
�K
SR_r 0.63
SR_s� 0.94
$R r p 7.60■
SR_5 = 1.45•
Exceeds Code
Coiunn 36 SR_r D.�O
SR_s0 0.65
Q o.�s
SP,'rn� 0. 4 SR 5❑K 0.54
' SK_5 = 1.16 . �
Retnforce
Cotunn 1 �= Punching shenr exceeds nllownbte vntue
�uN c��� S�}�;/�L ,�M4�,�4�
General name �
Specific name �
��f� ,�L.� '�.�' �'.5�-�i�'�'
-�'��.s�=� ��'-s
��
-' I
'4/19/10
i 1:00:04
>thLeft.adm
SR r = 0.30
SR=s = 0.26
K
SR_r = 0.94
SRs=0.80
SR-s =
� pK
,
��l� �Gcsr�� .- �..�.�7'
;
" ��U�.�� Ga�4t�-�
y. _ __.. _ _._..-------_.. i
NA
r = 0.50
SR-s = 0.49
SR_r = 0.01 ��'
SP,_s = 0.01.
I� '�
SR_r = 0.01
SR_s = 0.01
SR_ = 0.3
SR_ ❑K 0.3
SR_r = 0.01 SR_r = 0.90 SP,_r 0.53
SR_s = 0.01 SR_s = 0.93 SR_s 0.53
OK �
SR_r = 0.49 �rc_r = u.ui
SR_s - 0.18 SR_s❑K 0.01
K.
SR_r - 0.58 ❑ ❑ SR_r 1.78
SR_s = 0.50 SR_r = 0.86 SR_r - 1.42 SR_s . 9
K SR_s = 1.01 SR_s = 1.14 Remf rc
Reinforce RetnForce Colum 2
Colu�n 24 Cotu�n 23
SR_r = 1,U 43 SR_r � 0.76 SR r 0.56
SR_s = 1.02 SR_s - 0.77 SR�s 0.42
SR_r - 0.61 Remforce OK ❑
SR_s = 0.43 CotuMn 20
K
�
NA SR r= 0,44 SR r=
SR_s = 0.47 SR=s = .89
OK ❑K
SR r � 0.57
SR_s�K 0.51
SR r � 1.76
SR s = 1.05
Remforce
Colur�n 16 SR_r � -
� SR_s '
Remfo � �. 0.6
Column 10
SR_r � 0.54 SR_r � 1.00
SP,_s = 0.43 SR_s = 0.90
❑K Re�nforce
SR_r 1.07 Colur�n 18
SR_s 1.03 SR-
Reinf SR_ = 0.89
Colur�n gR- OK 0.87
SR_r =
SR_r =.63 SR r= 0.92 SR_s = 1. �
SR_s❑K .57 SR sOK 1.00 Re�nforce
Cotur�n 8
Gener�l name
Specific name
�
SR_r ° 0:73 SR_r � O.BB
K SRe nforc�e�
Cotumn 10
SR_r � 0.69
SR_s = 0.73
�R-s = 0.54 ❑K
SR_r = 0.15
SR_s = 0.75
SR_r QA� 0.66
SR_s �aK 0.72
SR_r �
SR_s 'D�l� 0.49
� ❑K
SR_r 0.73
SR_s 0.96
K
SR_r = 0.21
SR_s = 0.24
�K
�
SR_r "= 0.76 SR_r 0.77
SR_s❑K 0.69 SR_s� 0.57
�
r � 0.89
s� 0.90
SR_r = 0.65 SR_r�
SR_s = 0.58 SR_s =
❑K ❑K
! � li
;�i i�i'
0
SR_r = 0.28
SR = 0.30
�K
O �
SR_r = 0.85 SR_r =
SP._s = 0.74 SR_s =
❑K Reinfo
SR_r � 1.22 �P S 0:64�
SR_s = 1.14 p
Reinforce
CotuMn 13
SR_r � 0.67 SR_r p.62
SR_s = 0,75 SR_so 0.53
SR_r = 0.96 SP,_r 0.79
SR_s = 0.89 SR_s 0.59
1.07
0.94
SR = 0.68
SR_ �K 0.78
SR_r 0.35
SR_so 0,35
� 0.59
= 0.50
r = 0.04
SR_s❑K 0.04
SR_r � 1.03 SR_r Q
SR_s = 1.05 SR_s =
Re�nforce OK
Column 23
�
1�1E
`4'19'10 General name
. 3:55:24
7th-Left.adm Spe�r�f�� nC�me
�T.� �Lc�� - �.�T
���...��� L.v.A-�75
-��a� �7�-M Rt�6�.D
_ --
�� �/01 /10
����� ,14:04:30
NA�SR_r = OS�3_r = 0.64R_r = 6R4r = 0.45 SR_r = 0.63 SR_r =S�.QA = 0.95 SR_r RQ.ri = 0.87 SR_r = 74
i SR_s = 09F3_s = O.S�R_s =��$7s = 0.47 SR_s = 0.51 SR_s =SB.Fd = 0.73 SR_s RQ� = 0.69 SR_s = 0.
�K ❑K ❑K ❑K OK �K OK ❑ K ❑K
0 0
SR_r = 0.75 SR_r = 0.68 SR_r 0.42
SR_s = 0.70 SR_s = 1.06
SR_s 0.33
OK Retnforce �
Cotur�n 57
� O O O O f� ,,..,.._
- -- Gj
SR_r = 0.��_r = 0.58 SR_r = 1.18 SR_r = 1.10 SR_r = 1.50� NA NA SR_r = 0
�- SR_s = O.QQ_s = 0.60 SR_s = 1.04 SR_s = 1.03 SR_s = 1.31 �- SR_s = 0
r= 0.38 SR_r 0.59 K
�K Reinforce Reinforce Exceeds Code ❑K
s = 0.62 SR_s 0.64
�K pK �otur�n 4 Cotu�n 46 Colur�n 47
❑ ❑ �J ❑
r= 0.53 SR_r = 1.06 SR_r = 1.07 � �
s= 0.90 SR_s = 1.11 SR_r = 1.36 SR_r = 1.38
SR_s = 0.91 SR_s = 1.17 SR_s = 1.22
❑K Retnforce Re�nforce
Column 39 Retnforce Re�nforce
ColuM 38 Cotumn 37 Column 36
�_ o 0 0 0
r= 0.71 SR_ = 0.68 _r = 1.01 SR_r = 1.26 SR_r = 1.22 SR_r _r = 66
SR r 1.11
s= 0. " S s= 0.82 SR_s = 1.16 SR_s = 1.37 SR_s = 1.22 SR_s � 7 5=
1-� � � _ :6�'......_._._
�K pK Re�n orce Re�nforce Retnforce Re�nf rc ❑K Reinforce
Cotu n 23 Cotumn 24 Colunn 25 Cotur� Cotumn 26
� o 0 0
= 0.96 SR_r = 1.08 SR_r = 1.09 SR_r = O.S6t_r 0.66
= 0.80 SR_s = 1.13 SR_s = 1.21 SR s= 0.'3f�_s 0.67
K Reinforce Re�nforce ❑K ❑
Column 17 Cotumn 18
a
SR_r = 0.99 SR r= 1.29
S s= 0.85 SR_s = 1.35
K Reinforce
Column 13
SR_'r � 0.40
SR_s 0.50
a
SR_r - 0
S s = 'i.
R �nfo
mn 12
�R_'r = 1.30
SR_s = 1.31
Re�nforce
Cotumn 10 �
SR_r = 1.35
SR_s = 1.06
Remforce
NA
' � Cotumn
SR_r = 1.36
SR_s = 1.34
Reinforce
� Colur�n 4
SR_r 0.50 SR r� 0. 3
_ = 0,49 p SR_s = 0.
SR_r = 0.54 � SR_r = 0,61
SR_s = 0.34 - �
DK �K
� Generai name
Specifiic name
NA
�
SR_r = I.'c9
SR_s = 1.30
Re�nforce
Cotumn 34
S _r = 1.06
SR_s = 0.85
Reinforce
Cotum� 30
SR_r 0.92
SR_s 1.04
Re�nf rce
Colu n 33
SR_r 0.81
SR_s 0.76
0
❑
r - O.B9
R_s = 0.98
OK
��'� �=�. ��,c�r-
R�tl� �� ��,5
�o� �� �� �b�,
/ 7� V �� �� ��
�
�' -' � �`3/04I10
� 0:13:21
18th Left.adm
SR_r = 0.53 SR_r = 0,84 SR_r =' 0.86 SR_r `_' 0.70
SR_s = 0.48 SP._s = 0.71 SR_s = 0.74 SR_s = 0.70
K pK ❑K ❑K
R r = l.l
O SR_s = 1. 0
r= 0.94. SR r= 1.05 e�nforc�
s= 0.98 SR s= 1,02 � ,i ��afl--�'3
K Remforce SR_r = 1,08 i
Cotur�n 41 SR_s = 1.30 �
Re�nforce I� �
Cotur�n 42 � i
I ;
I�)
SR_r = 0.38 SR_r = 0,89 SR_r = 1,27�
SR_s = 0.41 SR_s = 0.92 SR_ - 2
pK �; Exceeds C d
ColuMn 3
�
SR_r = 0.30 SR_r = 0.55
SR_s = 0.26 SR_s = 0.59
K �K
O
SP. - -
R_ = 0.60 SR s= 1.01
❑K Re�nforce
Cotur�n �15
SR_r = 0.80 SR_r � 1,26
= 0,77
- K SR_s = 1.03
Reinforce
Colur�n 9
SR r � 0.71
SP._s = 0.68
SR s = 0.57. �K
SP,_r � 0.62
SR_s 0.61
❑
SR_r 0.89
SR_s 1.10
ReInP rce
Colur�n R_r - 0,54
SR_s❑K 0.55
SR_r � 1.26 SR s a .69
SR_s = 1.06 - ❑K
Reinforce
Colur�n 10
r � 0.68 SR_r 0.52
-�,0.69 SP._s_.. 0.46
SR_r � 1,03
SR_s = 1.07
Re�nforce
Cotur�n 36
_s =
OK
NA SR r = 0.45
�= Punch�ngR s�}p �' e8 ceeds altowable value
•.• • � . �
• � �
� �
•' . '
SR_r = 0.�5
SR_s = 0. 9
OK
SR_r � 0.�4
SR_s�K 0. 2
r =-U"Y 3
s 0.7'9
___
� gTlf ���� "' G�'i"-7`
�£V�:�� �2"��. �""r,��>
�4/16/10
r7:54:36
r= Punching shear exceeds allownble vnlue
r= Punching shear exweds nUownble vutue
General name
Specific name
6
6
3
2
8�l ��- �'-i��°�"
_� 1� , � �
� GH�� S��t.. T.��n-�%�'��t ��2'.�0
q �-� ����.
��-v �.s� ��:�s
��tJGt�:�,
� 4/16/10
,09:31:26
.adm
General�name
S�ecific name
R_ 1.20
R_ = 1.09
force
Cotunn 18
J SR_r = 1.3 *
R_s - 1.5 �
� ceeds Co e
R_r = 0.63 Column 17
P_sOK 0.79 p
SR_r = 0.67
, SR_s❑� 0.69 �
', (
�
I
O
SR_r = 0.87 SR_r = 1.01
SR s K 0.85 SR_s = 1.07 I-' �
Reinforce � �� i
Cotur�n 14 �
� !�
O
SR_r = 0.45 SR_r = 0.81
SR_s K 0.49 SR_spK 0.88
O O
SR_r -. - 1.20 SR_r = 1.50M SR_
SR_s =� 0.35 SR_s 1.24 SR_s ��:54�-3�
I �K Refnf rce Fxree s Cnde
SR_r = r = 0.45
SR_s = 0.52 SR_s = 0.46
�K �K
�
' ( 3/02/10
\ 14:15:30
10th.adm
i
O
= 0.66
OK 0.58
SR_r � 1.02
SR_s = 0.99
Re�nforce
Cotur�n 21
SR_r � 1.41
SR_s = 1.37
Re�nforce
Cotunn 11
� I.1i
= 1.0
Farce
ar�n B
--�--
SR_r = 1.03
SR_s = 0.85
Re�nforce
Cotunn 47
�D�f � ����?'
��� a ���- w+��
= 0.56 SR r =
= 0.77 SR s =
OK OK
o c� 'o o�
SR_r = 7.12 N SR r= 1.40 SR_r = 1.
SR_s = 1.10 s=].28 SR_s = I.67�
Re�nforce Reinforce Exceeds Code
SR_r = 1.15 SR_r = 1.16 Catur�n 38 Column 41 Column 42
SR_s = 1.13 SR_s = 1.14 �R_r 1.00
Re�nforce Re�nforce SR_s0 0.98
Colu�n 22 Column 40
Ii ��
I ,_____ I (,
I ( i i.
' �!
11 I
SR_r � ].05 SR_r� 1.01 SR_r � 1.40 � -- �� SR_r � ].33
SR_s = 1.09 SR_s = 1.06 SR_s = 1.38 SR_s = i.Z6 SR_r � 1.71x
Reinforce Reinforce Re�nfarce Reinforce SR_s.= 1.60�
Cotunn 12 Colur�n 25 Colunn 26 Colunn 35 Exceeds Code
Colur�n 34
� SR_r � 0.65 SR_r � 1.52� � R_r � 0.
SR=s - 118 SR_s 1-26�� S� I Ot`� _ 0.70 �� 1.51� SR=s 1.SO��P-5 °�' 2 SR_s = 0.8
Remf rce Excee s Code Remforce OK Exceed Code Excee s Code �r OK
�c = Punchmg shear exceeds ntlowabte value
�= Punching shenr exceeds ntlownble value
Structural Plan.- ;
Genera� name
Specifi� name
�
!l8
APPENDIX II
Column/Sla�b Testing
Summary Spreadsheet
NISHKIAN MENNINGER
VAIL FOUR SEASONS
FOUR SEASONS VAIL
STUDRAIL VERIFICATION SUMMARY SPREADSHEET
RRJ 09096
. • . . . .. - � ' ���������
00�0����������
00�0����������
00�0����������
00�0����������
00�0����������
0000����������
0000����������
0��0����������
00�0����������
00�0����������
0��0����������
0�00����������
00������������
00�0����������
00������������
0000����������
00�0����������
00�0����������
00������������
0000����������
00�0����������
00������������
0000����������
00�0����������
00������������
0000����������
0��0����������
0�0�����������
0��0����������
0�00����������
0�0����������
��0����������
000����������
0��0����������
00������������
0000����������
0�������������
00�0����������
0000����������
0000����������
00������������
00�0����������
0�0�����������
a�o�����������
om�o����������
om�o����������
om�o����������
om�o����������
o��o����������
om�o����������
om�o����������
o��o����������
om�o����������
o�mo����������
o�mo����������
om������������
om�o����������
oo�o����������
oo�o����������
oo������������
oo�o����������
oo�o����������
ao������������
oomo����������
oo�o����������
oamo����������
oomo����������
o��o����������
o�������������
oo�o����������
oo�o����������
o�o����������
o�o����������
o�oo����������
o��o����������
o��o����������
oo�m����������
Studrail Summary.zls 1 of 10
VAIL FOUR SEASONS RRJ 09096
STUDRAIL VERIFICATION SUMMARY SPREADSHEET
� � � �� ��
m �. � � � .� ., � .,� > o ` o .
`o a � d m � °- m=' °- m 10 �u '� o � u'm
C C LL � 0Ci � 9 ` m` V O.' K tl R' E ` V � 0� ��
9 .� 9y 7 E 7 m a a C uf � O W 2 O.m. a� in K q 3 m C
._ . Q 7 � fi d` r y 2 C N Z Q 9�y C �. � C
C7 t9 1O � p c, a m m c°• �� o �� c m m � 0 5,� � 0 5 �
m � c V �� D � m m� n Va�o� �a o',� �� c V� �< UD m
J 7 7 H ; E U N � O 3.A � m A Q ty0 m y C O.' t> q�> � W pi 7
p O Y1 d •y O _ � L y� m L M � Q � � W yf q y� �O yf m
c) U ` �` a C �, •� �� � V c m a c m m 'w � t a c c r y `
a o m o 9 a
y � a �1O c9 'O 2 2op a am m� ou,o,�a om
Z W « � p� a in c u � m� � m•; � V m` Q m �ie �
N y� p O O J m 1' J�N C c) O u
Z � U V�' 0 O� J � J �
3 4 Al2 D Yes
3 4 A13 D
3 4 A14 None Yes
3 4 A9.2 D 1
3 4.2 A14.7 D
3 4.2 A2 D1 Yes Yes
3 4.4 A16.1 D
3 5 A10 D
3 5 Al2 D Yes Yes
3 5 A13 D1 Yes
3 5 A14 D1
3 5 A15.3 None Yes
3 5.4 A15.3 D2
3 5.4 A2 D Yes
3 5.4 AS D Yes Yes
3 6 A10 D Yes Yes
3 6 A10.5 D
3 6 Al2 D1 Yes Yes
3 6 A3 D Yes
3 6 A5 None Yes
3 6 A6 D Yes Yes
3 6 A8 D Yes Yes Yes Yes
3 7 A10 D Yes
3 7 A10.5 D
3 7 Al2 D1
3 7 A3 D Yes Yes
3 7 A5 None Yes
3 7 A6 D Yes
3 7 AB D Yes
3 8 A10 D Yes
3 S A10.5 D
3 8 Al2 D1 Yes Yes
3 S A3 D Yes Yes
3 8 AS None Yes
3 8 A6 D Yes
3 6 A8 D Yes
3 9 A10 D Yes
3 9 A10.5 D
3 9 Al2 D1 Yes
3 9 A3 D Yes Yes
3 9 A5 None Yes
3 9 A6 D Yes
3 9 A8 D Yes Yes
3 9.3 Al2 None Yes
3 9.5 A5 None Yes
3 9.6 A10 D Yes Yes Yes Yes
3 9.7 Al2.2 D3 Yes Yes
3 9.7 A14 D3 Yes Yes
3 9.7 A15 Dt Yes
3 9.7 A2 None Yes
3 10 A5 D Yes
3 10.5 A2 D1
3 10.6 A10 D Yes Yes
3 10.6 Al2.2 D Yes
3 10.6 A14 D Yes Yes
3 11 A2 D Yes
3 11 AS D Yes
3 11.2 Al2.2 None Yes Yes
3 11.6 A10 D Yes Yes
3 11.6 A14 D Yes Yes
3 12 Al2.2 D Yes Yes
3 12 AS D Yes Yes
3 12 AS D Yes
3 12.6 A10 D Yes
3 13 A10 D
3 13 A5 D Yes
3 13 A8.2 D Yes Yes Yes Yes Yes
3 13.5 AS None Yes
3 14 A10 D Yes
3 14 AS D Yes Yes
3 14 A8.2 D Yes
3 15 A10 D Yes
3 15 A5 D Yes
3 15 A8.2 D Yes Yes
3 16 A10 D Yes
3 16 AS D Yes Yes
3 16 A82 D Yes Yes
3 16.5 A5 D Yes
3 16.9 A7 D Yes
Studrail Summary.xls 2 of 10
VAIL FOUR SEASONS RRJ 09096
STUDRAIL VERIFICATION SUMMARY SPREADSHEET
� � � C W C N
p, � C 9 C'm = C'�e > O a� p'
0 9« m w c�i O m�' o� io u 7 o i. i� 'w
� c LL :m �,, � ` m`o �u�� �uKE `u �mwA 2°'
:o � m 'S E 9 °' a a c� 2 ow 2 0:: m m¢'a' m�
(y 1O m p � s � m �° c Z o � Z c a m 0 0�� 9 0� a
e, � � V �9 � � m `m � n �a�on °L O'y� 7 c V a �< Va m
> c' c O� V-m V �a �. co o-Q m o
� > > � 3 € V � � p �� W A m W ¢ W y °' c °' � m� m :°. m � ��
0 o m u, �,� o � = mm = w�Q � 2 w`' A m m
� c� �` �`a ¢ �, •� '��v cm� cdm �„� ta�� ta�
y � � a10 � m 2 'O-� �u`'` ?ad m� `omm`O ��
C C q 'j q � O Q
Z W y ».m a O o o � mC �`m c U c+wa0 u`
Z o U V�' O O�' � G � 0
3 17 A10 None Yes
3 17 A8.5 D
3 D1 DA D2
3 D2 DA None Yes
3 E2 EA None Yes
POST TENSIONED FLOORS, LEVEL 4 THROUGH 10
4 1 Al2 A1
4 1 A13 A1
4 1 A14 A2
4 1 A14.7 A1
4 1 A16.1 A2 Yes
4 1 A2 A1 Yes
4 1 A4.6 At
4 1 A7 At
4 1 A9 A1
4 1 A9.9 At
4 2 A1.7 A
4 2 A10.3 A
4 2 A10.8 A
4 2 A11.9 A Yes
4 2 A13.3 A
4 2 A14 None Yes
4 2 A4 B Yes Yes Yes Yes Yes
4 2 A5.3 A Yes Yes
4 2 A7 A
4 2 A9 A Yes
4 2.3 A15 A Yes
4 2.3 At6.6 A1
4 3 Al2 A Yes
4 3 A13 A
4 3 A9.9 A Yes
4 3.3 A17 A1 Yes Yes Yes
4 3.3 A7.4 A Yes
4 3.4 A2 C Yes
4 3.4 A4.9 A Yes
4 3.7 A16 A
4 3.7 A18 A2
4 4 Al2 A Yes Yes Yes
4 4 A13 A
4 4 A14 A
4 4 A9.3 A1
4 4 A9.9 C1 Yes Yes Yes Yes Yes
4 4.2 A14.9 None Yes
4 4.2 A2 B Yes Yes
4 4.2 A4.5 A1 Yes Yes Yes
4 4.4 A16 A
4 4.4 A18 A2 Yes
4 5 Al2 A1 Yes Yes Yes Yes Yes
4 5 A13 A1
4 5 A14 A
4 5 At5.3 At
4 5 A9.9 A2
4 5.4 A15.3 A2
4 5.4 A2 A Yes
4 5.4 A4.9 A Yes
4 6 A3 A Yes
4 6 A6 A
4 6 AB A2 Yes
4 7 A3 None Yes
4 9.6 Al2.2 C1 Yes Yes
4 9.6 A14 A1
4 9.6 A14.9 Ai
4 9.6 A9.9 A2 Yes
4 10.6 A122 A Yes
4 t0.6 A14 A Yes
4 10.6 A9.9 Bt Yes Yes Yes Yes Yes
4 11 A5 A2
4 11.3 Al2.2 A
4 11.6 A10 A Yes
4 11.6 A14 A Yes
4 12 Al2.2 A
4 12 A5 None Yes
4 12 AS D Yes Yes
4 12.6 A122 A1
4 12.6 A9.9 A1 Yes Yes Yes
4 13 A10 None Yes
4 13 A82 None Yes
4 B1 BA A1 Yes
4 B1 BB A1
Studrail Summary.xls 3 of 10
VAIL FOUR SEASONS RRJ 09096
STUDRAIL VERIFICATION SUMMARY SPREADSHEET
� . . ��, ��
c, c� �� �•,� .. �•,� > o m o�`
`o �� m m:' °-m= °-�`° u� o r u'�e
� c LL �m �,, � ` mo_ u�x u�� �� 2my� �a
a`c�, o
� 9 m c� m u a n �Zw :Z= 9� inC'm'Q a¢
q `� � � � umo w c m Qn `m o�'�°' o5a
` c� O c� O m a
m � � V mo � c `m � n °avc� o� o m .� c V a �a Va m
> C � m d_ C O m p y U . m- �= _'O !. Q o O ' Q y O
J > > T 3 0 V � C O y C q Q � C 0+ �p m a. 2� Yf � 2� 7
(J U = N� R y � O�� C d 9 C o m Q �� L � i0 yN t i�
� ,� a T .V •��� .�� ac� a�
m 3 9 .0'0 C9 � ` : op oa m oa � �n� � .o � y
c c �� •� �;� � 0 4 � � 4
Z W N �•p� a m C � u m c u m•� V .ia ` Q m 'm m
�• p O O J�� J� P V O V
2 C U U'. � 0 01 J� JO
4 61 BC C2 Yes Yes Yes Yes Yes
4 82 BA A Yes
4 62 BB A Yes Yes Yes Yes Yes
4 64.3 BB A Yes
4 85 BD A
4 B6 BB A1 Yes
4 B6 BD A
4 66 BE A1 Yes
4 66.4 BC.2 A2
4 B6.4 BD None Yes
4 67 BD.3 A2
4 67 BE A2
4 C1 CB D2 Yes Yes Yes Yes Yes
4 C12 CA A Yes
4 C2.9 CA A Yes
4 C3 CB D2 Yes Yes Yes Yes Yes
4 D1 DA A2
4 D2 DA A2
4 E2 EA B
5 1 Al2 A1
5 1 A13 A1
5 1 A14 None Yes
5 1 A14.7 A1
5 1 At6.1 A2 Yes
5 1 A2 A1
5 1 A4.7 A1
5 1 A7 A1
5 1 A9 A1 Yes
5 1 A9.9 A1
5 1.9 A11.9 A
5 1.9 A13.3 A
5 2 A1.7 A
5 2 A10.3 A
5 2 A10.8 A
5 2 A4 A Yes Yes Yes
5 2 A5.3 B Yes Yes Yes Yes Yes
5 2 A7 A Yes Yes Yes
5 2 A9 A Yes Yes Yes
5 2.3 A15 A Yes
5 2.3 A16.6 A1 Yes
5 3 Al2 A Yes Yes Yes Yes Yes
5 3 A13 A
5 3 A9.9 A Yes Yes Yes Yes Yes
5 3.2 A7.5 A
5 3.3 A17 A2 Yes Yes Yes
5 3.4 A2 B Yes Yes Yes Yes Yes
5 3.4 A4.9 A Yes Yes Yes
5 3.7 A16 A
5 3.7 A18 A2
5 4 Al2 A Yes Yes Yes Yes Yes
5 4 At3 A
5 4 A14 A
5 4 A9.3 A1
5 4 A9.9 A1
5 4.1 A4.5 D Yes Yes
5 4.2 A14.8 A
5 4.2 A2 A Yes Yes Yes
5 4.4 At6 A
5 4.4 A18 A2 Yes
5 5 A14 A
5 5 A15.3 None Yes
5 5 A9.9 A Yes
5 5.1 A11.9 At
5 5.1 At3 At
5 5.4 A15.4 A2
5 5.4 A2 A Yes Yes Yes
5 5.4 A4.9 A Yes Yes Yes Yes Yes
5 6 A10 A1 Yes
5 6 A3 D
5 6 A6 D Yes Yes
5 6 AS A Yes Yes Yes Yes Yes
5 7 A10 At
5 7 A3 D
5 7 A6 D Yes Yes
5 7 AS A Yes Yes Yes Yes Yes
5 8 A10 A1 Yes Yes
5 8 A3 D
5 6 A6 D Yes Yes
5 8 A8 A Yes Yes Yes Yes Yes
Studrail Summary.xls 4 of 10
VAIL FOUR SEASONS RRJ 09096
STUDRAIL VERIFICATION SUMMARY SPREADSHEET
� . � �� ��
aN �� �•,�.. �•�> om o�
o �« m �u om� omm '���o� '��,�
� c � m a�i � � ` m o� uC x u� E � u � m m W � m
� �
? ? m c� m u a a cn 2Zw �Z 9� m� m Q m�
' ' q ` U V 7 V ii m p N C rN Q 0� O 7�� O� f�
U, Ur O 'O y d C C� O �� C N � 0 W 9
; C C � � 9 9 O d �N � A V d'O f� V� ��N P C p a a Q O a m
m E E a m= p c� 0 �« 4 a � a U m � m� ro� Z m m` z m'S
J 'p O F N€ V •� O Q�` L y m a L� q Q C 2 q`'� q �` ro
c� v ;� �` °' a -'` u c, � c� o� m o�°o n c
y 3 a a'° C9 m 2 2 op a a d m c p� m'o o��
c c �;� '� 'W o
Z W N �'� Q in � � u m c u y'� � U �� m Q m �m m
p'o p oo �w� �dd o`m � om
Z U U_ 0 0� �O .�0
5 9 A10 A1
5 9 A3 D
5 9 A6 D Yes Yes Yes Yes Yes
5 9 A8 A Yes Yes
5 9.5 A5 A Yes Yes Yes Yes Yes
5 9.6 A122 At Yes
5 9.6 A14 A1 Yes Yes Yes
5 9.6 A14.9 At
5 10 A5 A Yes
5 10.5 A2 None Yes
5 10.6 A122 A Yes Yes
5 10.6 A14 A Yes Yes Yes
5 10.6 A9.9 B1
5 11 A2 A1 Yes Yes Yes Yes Yes
5 11 AS D Yes Yes Yes Yes Yes
5 11.3 Al2.2 A Yes
5 11.6 A10 A Yes Yes Yes
5 11.6 A14 A Yes
5 12 AB A Yes Yes Yes
5 12.1 Al2.2 A
5 12.6 Al2.2 A1
5 12.6 A9.9 A Yes
5 13 A10 A1
5 13 A8.2 A Yes Yes Yes
5 13.7 A2 At
5 14 A10 A1
5 14 A2 A1 Yes Yes
5 14 A5 A Yes Yes
5 14 A8.2 A Yes Yes Yes
5 14.7 A2 A1 Yes Yes
5 14.7 A5 B
5 15 A10.1 A1
5 15 A2 A1 Yes Yes
5 15 A8.2 A
5 15.3 A5 B
5 16 A10 A1 Yes
5 16 A5 A Yes
5 16 A82 A Yes Yes Yes
5 16.6 A5 At
5 17.1 A10 A1 Yes
5 172 A8.4 At
5 B1 BA At Yes
5 B1 BB A1
5 61 BC A2 Yes
5 B2 BA A Yes Yes
5 B2 BB A Yes Yes Yes
5 64.3 BB A Yes
5 B5 BD A
5 B5.8 BB A1 Yes
5 B6 BD A
5 B6 BE A1
5 66.4 BC.2 None Yes
5 67 BD.3 A2
5 B7 BE A2
5 C1 CB A2 Yes
5 C1.1 CA A Yes
5 C2.8 CA A
5 C3 CB A2 Yes
5 D1 DA A2
5 D2 DA A2 Yes
6 1 A14 A2
6 1 At4.7 A1
6 1 A16.1 A2 Yes
6 2 A10.8 A2
6 2 Al2 A1
6 2 A13.3 A1
6 2.3 A15 A Yes
6 2.3 A16.6 A1 Yes
6 2.9 A10.8 None Yes
6 3 Al2 A Yes
6 3 A13 A Yes Yes Yes Yes Yes
6 3.2 A17 A2 Yes
6 3.5 A7 None Yes
6 3.5 A9 None Yes
6 3.5 A9.9 None Yes
6 3.7 A16 A
6 3.7 A16 A2
6 4 Al2 A Yes Yes Yes
Studrail Summary.xls 5 of 10
VAIL FOUR SEASONS RRJ 09096
STUDRAIL VERIFICATION SUMMARY SPREADSHEET
� - � ��, ��
O. P' C 9 C �o "' t �0 � O m � O'
`o a � m n: � m=' � m 10 u'� o r u'w
� � � m a�, � ` m o u� a o� E � � c" � � a
9 9 m " .°.' a ac� 2ow 20« °m m�m' wa
' ' c� m v 'm� mZ c wZQF m m c a.Q c
(7 t7 10 � o � c � m �°• c� o �� c w O o a A a ° a�
i � � m �° 'c o d m'n Ua°mr v'Ow 'vo o-¢a o-�
J � ? F- 3 E U H � O 3 m m m m Q W y u�'i � � i� �� j A �� Q
c°� ci �� �� a �''� � �"�v c`v c`ma 'wy La�� r��
N � a a10 c� `0 � 2�� oa` oad m� �mm�o �n`
c c ';, �� ';, o 0 0
Z W y •�• 'p� Q m C V t� m Q t) d'� � U •ja m Q m .A �
N.
O O O � j � J�d R' J Y� y� p m � O G+
Z U � O� � � � �
6 4 A13 A
6 4 A14 A
6 4 A9.4 A1
6 4 A9.9 A1
6 42 At4.7 A
6 4.4 A16 A Yes
6 4.4 A18 A2 Yes
6 5 A14 A
6 5 A15.3 A Yes Yes Yes Yes Yes
6 5 A9.9 A1
6 5.1 A11.9 A1 Yes Yes
6 5.1 At3 A1 Yes
6 5.4 A15.4 A2
6 5.4 A6.6 None Yes
6 9.5 AS None Yes
6 9.6 At2.2 A1 Yes
6 9.6 At4 At
6 9.6 A9.9 None Yes
6 9.7 A14.9 At
6 10 A5 None Yes
6 10.6 Al2.2 A Yes
6 10.6 A14 A Yes Yes
6 10.6 A9.9 A Yes
6 11 A2 None Yes
6 11 AS A1 Yes
6 11.3 A122 A Yes Yes Yes Yes
6 11.5 A2 None Yes
6 11.6 A10 A Yes
6 11.6 A14 A Yes
6 12 A2 None Yes
6 12 A4 A
6 12 A5 A Yes Yes
6 12 A6.1 A Yes Yes
6 12.1 Al2.2 A Yes
6 12.6 Al2.2 A1
6 12.6 A9.9 A Yes
6 13 A10 A1
6 13 A2 A1 Yes
6 13 A4 A
6 13 AS A Yes Yes Yes Yes Yes
6 13 A8.2 A Yes
6 13.7 A2 A
6 14 A10.1 A1 Yes
6 14 A2 A Yes Yes Yes Yes Yes
6 14 A8.2 A Yes Yes Yes
6 14.7 A2 At
6 15 A6.2 A
6 16 A10 A1 Yes Yes Yes
6 16 A8.2 A Yes Yes Yes
6 16.6 AS A1
6 16.9 A7.5 A1 Yes Yes
6 17.1 A10 A2 Yes Yes Yes
6 17.1 A8.5 A2 Yes Yes
6 61 BA A1 Yes Yes
6 B1 BB A1
6 B1 BC D2 Yes Yes Yes Yes Yes
6 62 BA A Yes
6 62 BB A Yes Yes Yes Yes Yes
6 B4.3 BB A Yes
6 BS BD A
6 B5.8 BB A1 Yes Yes Yes
6 B6 BD A1
6 B6 BE C2 Yes Yes Yes Yes Yes
6 C1 CB D2 Yes Yes Yes Yes Yes
6 C12 CA D Yes Yes Yes Yes Yes
6 C2.8 CA D Yes Yes
6 C3 CB D1 Yes Yes Yes Yes Yes
6 D1 DA A2 Yes
6 D2 DA A2 Yes Yes Yes
7 2 A11.9 A1 Yes Yes Yes
7 2 A13.3 A
7 2 A14 At
7 2 A15 None Yes
7 2 A15.5 None Yes
7 2.3 A15 A Yes Yes
7 2.4 A15.5 None Yes
7 2.8 A16.5 None Yes
7 3 Al2 A
7 3 A13 A Yes
Studrail Summary.xls 6 of 10
VAIL FOUR SEASONS RRJ 09096
STUDRAIL VERIFICATION SUMMARY SPREADSHEET
mti � �� �.W_ �.,�> ;; � o�
`o �� d um,� °m°`-' °d10 �u'�o>. �2'm
� � LL m d n 9 m m o o a x u� E � o � m m m a
9 9 m '� E �o � a a"ca : ow 2 0?: m N2'�N' ��
• � Q� � V '` A N Z C w Z a 'O '�y C T Q C
(� R � p t> D V �d C� C O C C y � O O��p 9 O 7 f�
y � C V d� � C wm- `y � j� � a�p f� C a O'N � C U L C Q (J L 9y
C y d" C � p� 0 � (� - m (� . 9 T Q O O ' Q m O
J > > F 3 E V N � cp '3 q q m W Q A m u°1i c � U �� j� y� Q
O N t m L m r` m
U U ` •` G C' j� U V C V G`'O C` m a �N N L a C C t a �
y � s o1O � '0 � �op oa` oam m� �wffi�a �m
c c 'm •� ';, � o o „� o
Z W N �"p� Q N c c�i u ro c U m'� U ie ` Q m m m
N.
O O p O O J Oi C' J d y p m � p�N
Z U V" � O J � J O
7 32 A17 B2 Yes
7 3.7 A16 A
7 4 Al2 A Yes
7 4 A13 A Yes
7 4 A14 At
7 4 A9.4 None Yes
7 4 A9.9 A Yes
7 4.1 A4.4 A1 Yes Yes Yes
7 4.2 A14.8 A
7 4.2 A2 A1
7 4.4 At6 A
7 4.9 A15.6 None Yes
7 4.9 A16.5 None Yes
7 5 A14 A1
7 5 A15.3 A2 Yes
7 5 A9.9 A Yes Yes
7 5.1 A11.9 A1 Yes
7 5.1 At3 At
7 5.4 A2 A2 Yes
7 5.4 A4.9 A1
7 6 A10 At
7 6 A6 A1
7 6 AS A Yes Yes
7 7 A10 A1
7 7 A6 A1
7 7 A8 A Yes
7 8 A10 A1
7 8 A6 A1
7 8 A8 A
7 9 A10 A1 Yes
7 9 A6 A2 Yes
7 9 A8 A Yes
7 9.5 A5 A1
7 9.6 Al2.2 A1 Yes
7 9.6 A14 At Yes Yes Yes
7 9.6 A14.9 A1
7 9.6 A9.9 A Yes
7 9.7 A2 A1
7 10 A5 A Yes
7 10.5 A2 A1
7 10.5 A9.9 A Yes
7 10.6 Al2.2 A Yes
7 10.6 A14 A Yes
7 11 A2 A1
7 11 A5 A Yes
7 11.3 Al2.2 A Yes
7 11.5 A2 None Yes
7 11.6 A10 A Yes Yes
7 11.6 A14 A Yes
7 12 A2 None Yes
7 12 A4 None Yes
7 12 A5 A Yes
7 12 A8 A Yes Yes Yes
7 12.1 At22 A Yes
7 12.6 Al2.2 A1
7 12.6 A9.9 A Yes Yes Yes Yes
7 13 A10 A
7 13 A2 None Yes
7 13 A4 None Yes
7 13 AS A Yes Yes Yes Yes Yes
7 13 A62 A Yes
7 13.7 A2 None Yes
7 14 A10 A1 Yes Yes Yes
7 14 A2 A1 Yes
7 14 AS A Yes Yes
7 14 A82 A Yes Yes Yes Yes Yes
7 14.7 A2 A
7 15 A2 At
7 15 A9.9 None Yes
7 16 A10 A1 Yes Yes
7 16 A82 A Yes
7 16.5 AS At
7 16.9 A7 A1 Yes Yes Yes Yes Yes
7 172 A10 A2 Yes Yes
7 172 A6.6 A2 Yes
7 B1 BA A1 Yes
7 81 BB A1 Yes Yes Yes
7 61 BC A1
7 82 BA A Yes
Studrail Summary.xls 7 of 10
VAIL FOUR SEASONS RRJ 09096
STUDRAIL VERIFICATION SUMMARY SPREADSHEET
.d
m� � �v �•,� _ ��� > o m o°'
`o �o � m m � °- m°•`-' °- d 10 u'� o � 2'A
� c LL : a�i � � ` m o u K x u C� o u � m w w a
a m �E a °' a a`c� 2ow 20.- d w�m� w�
9 ' W m c�i � � � u:o mZ c wZQ �O m O�2�01 0�c�
m m c� p c� � m O m�o
m � c V � 9 9 � y m� n � a a � � a o m �� c V a � a V� m
> m y.. c o py U_a+ U.v a. �o o'Q� o
d � E a � � U � � b C q U � C N W � V Z m>� Z m P
J p o � w m V 'v � � w�` q m a L� q Q =� 10 � m m `° `°'
t� U �W �` a a �, �� '� � v c m c c m m 'q % t a � .c a `
` o m o �o n c E• c
v' 3 � a'� c7 �e 2 °-o a a„ „c oa�° o�
C C q '� q � Q. O
Z w 3 �'p� Q w c u � m Q � m'� U �m m Q m �m m
y � O � O O J"'N a, J m yS p m � O m
Z U V"' O 0 JO JO
7 B2 BB A Yes Yes Yes Yes Yes
7 B4.3 BB D Yes Yes Yes Yes Yes
7 BS BD A
7 B5.8 BB A1
7 C1.2 CA A Yes Yes
7 C2.8 CA A
7 E1 EA A1
7 E2 EA A1
6 1 A2 A2
8 1 A4.7 A1 Yes Yes Yes
8 1 A7 A2
8 2 Al2 A1
8 2 A132 A1
8 2 A7 A
8 2 A9 A1
6 2 A9.9 A1 Yes
8 2.2 A2 At
B 2.2 A4.7 A Yes
6 3 Al2 D Yes Yes Yes Yes Yes
8 3 A13 A
8 3 A9 A
6 3 A9.9 D Yes Yes Yes Yes Yes
8 3.3 A7 A1 Yes Yes Yes
8 3.4 A2 At
8 3.4 A4.9 A Yes Yes Yes
8 4 Al2 D Yes Yes Yes Yes Yes
8 4 A13 A
8 4 A14 A1
8 4.1 A4.4 A1 Yes Yes Yes
8 4.2 A2 A1
8 5 A14 A2
8 5.1 A11.9 A1
8 5.1 A13 A1
8 5.4 A2 A2
8 5.4 A4.9 A1 Yes Yes
6 6 A10 A1 Yes
8 6 A6 A1
8 6 AB A Yes Yes Yes
8 7 A10 A1
8 7 A6 A1
8 7 AS A
8 8 A10 A1
6 8 A6 A1
8 8 AS A Yes
B 9 A10 A1
6 9 A6 A2 Yes Yes
8 9 AS A Yes
8 9.5 A5 C 1
8 9.6 A122 At
8 9.6 A14 A1
8 9.6 A14.9 A1
6 9.6 A9.9 D Yes Ves
8 9] A2 C1
8 10 A5 A
8 10.5 A2 A1
B 10.6 Al2.2 A Yes
S 10.6 A14 A Yes
8 10.6 A9.9 A Yes Yes Yes Yes Yes
S 11 A2 A1 Yes
8 11 A5 A Yes
8 11.3 A122 A Yes
8 11.5 A2 A2 Yes
S 11.6 A10 D Yes Yes Yes Yes Yes
8 11.6 A14 A Yes
8 12 A4 A1
8 12 AS A Yes
8 12 AS A Yes Yes Yes
8 12.1 Al2.2 A
8 12.6 At2.2 A1
S 12.6 A9.9 D Yes Yes Yes
8 13 A10 A2
S 13 A4 A2
8 13 AS A Yes Yes Yes
8 13 A82 A Yes
8 14 A10 A1 Yes
8 14 A2 D2 Yes Yes Yes Yes Yes
8 14 AS A Yes
8 14 A82 A Yes
8 14.5 AS D Yes Yes Yes
Studrail Summary.xls 8 of 10
VAIL FOUR SEASONS RRJ 09096
STUDRAIL VERIFICATION SUMMARY SPREADSHEET
0000����������
0��0����������
00�0����������
0000����������
0��0����������
0�������������
0��0����������
0��0����������
0000����������
00������������
0000����������
0��0����������
0�������������
0�������������
0000����������
00�0����������
0000����������
0000����������
0000����������
00�0����������
0�00����������
0��0����������
0000����������
00�0����������
0�00����������
0�00����������
0��0����������
00�0����������
0�������������
0�00����������
00�0����������
a�oo����������
�mms���������
o�m����������
� omm����������
�omo����������
oo�m����������
oomm����������
oomo����������
oo�m����������
oomm����������
ooma����������
oo�m����������
oomo����������
oomo����������
o�mo����������
o��m����������
o�oo����������
ommo����������
o�om����������
o��m����������
o��m����������
omoo����������
ommm����������
o��m����������
a��m����������
ommo����������
0000����������
ommo����������
o��m����������
om�m����������
ommo����������
o��o����������
o��o����������
om�m���������■�
ommo����������
o��o����������
o�mo����������
om�m����������
ommm����������
om�o����������
om�o����������
o��o����������
m�0����������
�� o������������
� 0�0����������
mamm����������
���m����������
mo�m����������
Studrail Summary.xls 9 of 10
VAIL FOUR SEASONS
STUDRAIL VERIFICATION SUMMARY SPREADSHEET
da"
�
m m � m c ti
C C LL Q' F C
9 9 � 7 E 9 d
• — S 7 � t1
(7 U' �j � G � �
y C C ` 9 � C
' � > > � 3 E o ci
p p r � m U w
.y
U V '` q ? a >.
z w ? � � � Q
y O O
10
10
10
10
10
1D
10
10
10
10
10
10
10
10
10
10
10
10
%�
il slab/
Yes
Yes
Yes
73
Locations
[hat did not
require
studrails per
[he original
C
m
w
a`
u
w
0
O
U
2
�
U
C 9y C�0 = C A�
N V � yd V 0 yd A
m `p �uCH ��� �
a`c � 2 o w 2 0 �
m�� C Z O C Z a�
m� n �a�oa oa o w
O z p V - m�j V -'o i.
C—�' 1�0 C W Q q C dy �C
O 3 A L my m L ydj tp C
�� U C` t c m m a
2 00 4a m 4a�o
•� .� •� m
00 °°'m °�°-'c
U�. � m C � m y
� On
Yes Yes Yes Yes
Yes Yes Yes
Yes
Yes Yes Yes Yes
Yes
�
� V
m
9 m
m O
'� c
m o
� V
� �
R �
n�
m o
� U
RRJ 09096
O m �
u �7 O A
U
� m q q
q � �� �
C T y�
U a c Q
o �a m
N q > �
w m � m
L a C C
o��'o
y � a �
Yes Yes
Yes Yes Yes Yes
Yes�- �� Yes
Yes I I Yes
O `
` c
m
N C
V a m
0
z m '�
P
� ` m
ra�
o�
u w
m
O �
Yes Yes
Yes Yes Yes
Yes Yes Yes
Yes Yes
Yes Yes Yes
Yes Yes Yes
365 225 79 65 30 11 24 45 3
tal Total Locations that Locations that Locations Locations Locations that Locations that Locations that
ations locations require studrails require studrails requiring requiring require studrails require studrails require
ere where per the original for studrails studrails for strength for strength based studrails for
'R was analysis contract strength, found based on based on based on on unreinforced strength based
iducted was documents, to have unreinforced unreinforced unreinforced D/C retio, on unreinforced
performed found to have construction D/C ratio, D/C ratio, D/C ratio, found construded in D/C ratio,
to evaluate construction defects based found to have found to have to have accordance with consWCted in
as-built defects based on field defects based construction construction the original accordance
condition on field verification: on field defects based defects based approved plans, with the original
verification: verification on field on field found to not be in approved
and analysis, verification, verification and compliance with plans, tound to
and found to and found to analysis, and strid ACI have
have have found to have requiremments inadeqauate
adequate adequate inadequate based on field strength based
capacity capacity capacity. verification and on field
based on based on Reinforcement analysis, and verification and
explicit ACI altemate was designed found to have analysis.
design Code analysis to provide the adequate
provisions (Indicated as required capacity based on
(Indicated as "0" on the capacity. Altemative
"0" on the attached Analysis
attached revised Plan (Indicated as "0"
revised Plan sheets) on the attached
sheets) revised Plan
Locations that require studrails per the
744-73 = 671 original permit documents
29� Total locations that require studrails for
strength - Unreinforced D/C exceeds 1.075
Locations that require studrails per the original construction documents but
744-73-297 = 374 DO NOT require studrails for strength, based on unreinforced D/C ratios
(Indicated as "N' on the attached revised Plan sheets)
Total Locations that must be
24+$ = 27 remediated - Indicated by "P"
on the Updated Plans
Studrail Summary.xls 10 of 10
•
�
APPENDIX IV
Ground Penetrating Radar Scan
(Under separate cover.
NISHKIAN MENNINGER
APPENDIX V
Analysis of As-built Conditions
to Determine Acceptability
(Portions previously submitted.)
NISHKIAN MENNINGER
Four Seasons Vail March 10, 2010
Vail, Colorado
NM Job No.7205
Analysis of Construction Defects- Missing Shear Reinforcing at Flat Slab to Column Locations
Forensic testing of the existing conditions have discovered that at 37 slab to column joints the shear
reinforcing indicated on the permit documents does not appear to have been installed as specified .
Therefore it is required to analyze the punching shear forces in the slab at the column and determine
appropriate measures to be taken. In order to determine if remedial action is required, these specific
locations have been re-analyzed using the following methodology:
A. The floor slab for the area in question is verified using the appropriate superimposed dead+ live
loads based on the as-built condition using the ADAPT post-tensioned flat plate analysis
program, which generates the reactions at the column in terms of V, Mx and My.
B. Adapt self checks punching shear at d/2 from the face of column utilizing ACI 318 Equation 11-
36, however the program limits the fps force to a maximum of 125 psi and neglect the Vp
component of the prestress force. If the demand/capacity (D/C) ratio determined from the
program is less than 1.05 then shear reinforcing is not required and no further action is
necessary.
C. For column locations that ADAPT indicates have D/C ratios over 1.05 the slab shear stress is
checked using spreadsheets to determine D/C ratios using equations 11-36 with the actual
prestressing force components. The f'c used for the concrete slabs in all of the post-Adapt
checks will be 5,600 psi. While this strength is slightly higher than the limit of 5000 psi in Section
11.12.2 (b) , this limit is widely recognized as arbitrary and unnecessarily conservative (see
discussion). The minimum compression strength of 5,600 psi is based on both the results of test
of placed concrete as well as the submitted mix design (see discussion Item 1 and attached test
reports from Ground Engineering).
D. If (C) determines that shear reinforcing is required, and none is provided then the joint must be
reinforced with a cast-in-place concrete drop panel. These will be subjectively be designed and
detailed to suit the as-built location. These repairs have been developed and incrementally
submitted separately.
E. If (C) determines that shear reinforcing is required, and the installed reinforcing does not match
that which was specified the exact reinforcing configuration will be verified for conformance
with Equation 11-41, Section 11.12.6.2. Vc and Vs are checked at critical locations from column
face. The punching shear is checked at the critical perimeter at d/2 from the edge of the shear
reinforcing. Research indicates that the limit of 2dYc is widely recognized as arbitrary and
unnecessarily conservative since it neglects the effects of prestress force at this location (see
discussion). Equation i1-40 is modified to conform with the Dilger-Ghali equation, combined
with a prestress factor. This results in a typical equation of Vc= (2.17df'c+.092 fps) bo*d(see
discussion Item 2).
NISHKIAN MENNINGER
�
APPENDIX VI
Alternate Analysis Supporting Data
from Dilger and Hawkins
NISHKIAN MENNINGER
\ _,
�,
Critical Assessment of Shear Stress Resistance of
Prestressed Two-way Slabs
Outside the Shear Reinforced Zone
Report submitted by
Dr.-Ing. Walter H. Dilger
Walter Dilger Consulting Engineers Ltd.
592 Dalmeny Hill
Ca Iga ry AB, T3A 1 Tfi
Canada
�
to
Raths, Raths & Johnson, Inc.
Consulting Engineers
835 Midway Drive �
Willowbrook, IL fi0527
USA
March 2010
'�
2.3 Gradual reduction of shear stress resistance as a function of the distance from the
column face
In the key paper by Dilger and Ghali�s� in which the first proposal for codification of the studrails
was presented it was proposed to gradually reduce the shear stress resistance of the concrete
in slabs reinforced with studrails from distance d to distance �td from the face of the column as
shown in Fig, 1. The original proposal was to have constant value of 4,��' between the column
face and l.�lcl and a linear reduction to z,f�' at distance �c! from the column (d being the
effective slab depth), see broken line in Fig. 1. In order to be more on the conservative side the
value 4.��' was later reduced to � ��' as shown by the solid line in the figure. This solid line
was discussed by the Canadian code committee CAN3-A 23.3 of which Dr. Dilger was a
member.
This relationship between the nominal shear stress resistance and the ratio a= l, i cl - where
1, is the distance of the critical section from the column face - is represented by Eq. (2) and by
the solid line in Fig. 1 and is valid for columns with aspect ratios <_ 2.
�'„-3 .f.'>_ .f.'(10-1,ic�)�3>_2 .f.' (2)
� During the code deliberations this curve was abandoned for a simpler solution: it was decided
that the shear reinforcement as calculated at the critical section at d'2 shall be extended to a
section where the shear stress ���, due to factored loads does not exceed ���' .
However, the relationship of Eq. (2} is still valid as demonstrated in Fig. 1. In this figure the
results of available tests �'�-�12� on the shear stress resistance outside the shear reinforced zone
are shown. The data and the results of the test are listed in Table 1 and the bold values of
Table 1 are plotted in Fig.1. Table 1 and Fig. 1 include some more recent tests�12� with stab
thicknesses of 230 mm (9 in.) and 300 mm (12 in.). Actually, the two last tests listed in Table 1
did not fail outside the shear reinforced zone but near the column face; this means that the
listed shear stress resistance reached at cl'2 outside the shear reinforced zone exceeded the
values listed in the table. These two tests were added to demonstrate that slabs up to 12 in.
thick satisfy the criterion of Eq. (2). The two tests are presented by hollow square symbols in
Fig.1.
For the slabs in the Four Seasons Hotel where the critical sections are frequently located at
distance 3.Sct, Eq. (2) results in a nominal shear stress resistance at this distance of
"„ = 2.17 , f .' .
2.4 Evidence of validity of capacity increase due to prestressing
The aforementioned experiments by Gayed�6� on prestressed concrete slab-column
connections have been conducted under reversed cyclic loading conditions. The goal of these
4
� including the opening; the one resu{ting in the higher shear stresses under factored loads is
the one which controls the shear design.
Resp I ` �r1tj�
� ; -_ ,�t,. ���� �
c., r �' ��-�. 1 ��-
Dr.
w ,� r""
�C? H' � � ��•,�. ��''
�� �:�i��:-:; � �
'`�. i _ �� ,`'y
.�
M �+{ck, 11 , 7�10
7
�
�
��
Table 2
Residual strength of prestressed concrete slabs failing outside the shear
reinforced zone after being subjected to reversed cyclic loading (6)
r [' 0.1; �� b' , 0. I� �' x. v },
Test� �i .��, .l ��c i� Ji /r ��c / + / l�r/ u rr
ho�i .1�' .1�' had .f� .1�� 1�, fc,
kN MPa MPa kN - - - MPa MPa psi
ISP-0 333 26.3 0 0 - -
ISP-3 435 26.7 0.37 18.5 0.008 0.009
ISP-5 435 28.6 0.61 30.3 0.012 0.015
ISP-5R 415 28.4 0.62 30.8 0.012 0.015
ISP-7 405 30.7 0.88 43.1 0.017 0.020
ISP-9 452 23.4 1.13 55.4 0.025 0.030
ISP-9R 431 27.5 1.12 55.4 0.023 0.028
0.017
0.027
0.027
0.037
0.055
0.051
0.73 0.141 1.69
0.95 0.183 2.18
0.95 0.177 2.12
0.90 0.169 2.03
0.88 0.159 1.91
0.98 0.203 2.44
0.94 0.195 2.34
'`Note: R means that in these tests the unbalanced moment was applied in the direction of the
distributed tendons. These tests are shown by a hollow circle in Fig.2.
In the other tests the moment was applied in the direction of the banded tendons.
10
•
G
�
'J
�i '\
'v
v
•''+ . �
�� � �,V
�T
�
3
��
�
r 2 3 � �S � �
o( �
F�G. > Ptor dF ExP�RiME�ur� s y� srQFss �L�-3isTiruc� ovTSio�
�E 3'FfF�Y2 2E/�fz�,2r� Z�o�IE V�Q, SuS 1��2�4T�o
oF Disr�ccC aF c,e �ric�, s�ra�v F�oM coc.uti+�v �-c�
ra cf�cr�vE pFnrx, d.
�!
r�r,�r2
' I
CR�r1G9-( sECr�on�
� _ _. � � � �. �
i � dl2
I � �' � �
� / ��/ �/ OPEN�HG
I // �/ // r .
�/ ' l
, r /// i% d � �ocuM►iv
r; -
� = R�oUcTrou oF
qe�T�c�q-� sEcrlon�
I�uE To oP�lJrti,G
Op��lll�tG
F/G. 3 EFF�cr of op�r�i�rGs o�v c�NGr� oF ce�nc�-c
SE�TIOT! /N 1�l C'/Nr7''I OF ,�} CoLUMN -�4-FTbE �lIV�I�C�t�f ��}
�3
Affiliation:
- Fellow, American Concrete Institute, ACI, member of AC!-ASCE Committee 445,
Shear and Torsion, AC! Committee 209, Creep and Shrinkage
- Fellow, Canadian Society for Civil Engineering
- Federation Internationale de la Precontrainte, F1P, past member
- Federation Internationale du Beton, fib, member
- Comite European du Beton, CEB: past member
- International Association of Bridge and Structural Engineering (IABS�,
past member of Working Commission 3- Concrete Structures
- Association of Professional Engineers, Geologists and Geophysicists of Alberta
(APEGGA). Past member of several committees
- CSA Committee A23.3, Design of Concrete Structures for Buildings, past
member,
Chairman, Subcommittee on Prestressed Concrete
- Member, Advisory Committee, Post Tensioning Institute, U.S.A.
- RILEM Technical Commission TC 161 - Modelling of Concrete Materiai, past
member
Major Awards:
1966 "Deutscher Beton Verein" Prize for most valuable (German) concrete research
publication
1973 Martin P. Korn award for best paper published in the PCl Journa!
1976 T.Y. LIN Award for best paper on Prestressed Concrete in Structures Journal of
Amerrcan Society of Civi! Engineering
1987 Award of Excelience of the Post-Tensioning Institute for design of LRT Bow
River Bridge
1988 Concrete Bridge Award of the Portland Cement Association for desig n of LRT
Bow River Bridge
1989 P.L. Pratley Award for best paper in Bridge Engineering published in the Jouma!
of fhe Canadian Society for Civrl Engineering
1991 Killam Memorial Prize "in recognition of outstanding achievement and
exceptional contribution to the advancement of research in Civil Engineering"
1994 Fellow, Royal Society of Canada
1998 Centennial Leadership Award of APEGGA, the Association of Professional
Engineers, Geologists and Geophysicists of Alberta.
1999 Gzowski Medal for best paper in Journa! of the Canadian Society for Civil
Engineerrng
2000 Structural Engineering Award of the Amerrcan Concrete Inslitute
2002 AB Sanderson Award of the Canadian Society for Civil Engineerrng for
outstanding contributions to Structural Engineering in Canada
2004 P.L. Pratley Award for best paper in Bridge Engineering published in the Joumal
of Che Canadian Society for Civi! Engirreering
2005 Honorary doctorate degree (Dr.-Ing. h.c.) from the University Stuttgart, Germany
Major Contributions to the Advancement of the Civil Engineering
• Development of a model for plastic rotation for reinforced concrete members in
1965, which recognizes the effect of shear on plastic rotation. This serves as the
basis for such models to this day.
• Co-Inventor of the shearstud reinforcemenffor flat slabs in the seventies.
Shear stud reinforcement is now used worldwide and recognised by building
codes all over the globe.
• Development of a rigorous, but easy to understand, method of analysrs forlong-
term effecis of creep and shrinkage in concrete and steel-concrete composite
structures, This method is the standard method in Canadian handbooks.
• Design of partially prestressed concrete members: Research by Dr. Dilger and
co-workers resulted in an easy to understand procedure, and design aids, which
are now used in the Metric Design Manual of the Canadian Prestressed Concrete
Institute, the Concrete Design Handbook of the Canadian Portland Association
• Innovative award winning design of the LRT Bridge over the Bow River in
Calgary: the upside-down box girder bridge.
• Mayor participant during the conceptual design stages of the 13 km Iong
Cor�federaiion Brrdge linking Prince Edward Island with New Brunswick in
Eastern Canada. Dr. Dilger is also responsible for the shear design of the bridge.
The Confederation Bridge was declared one of the Five Technical Wonders in
Canada.
• Special consultant on the world's Iongest (240m) steel-concrete composite bridge
with integral abutments. This innovative bridge was completed in Thunder Bay,
�ntario in 2003.
�
Publications
192 papers in scientific journals and conference proceedings (see attached list),
including:
Two books on time-dependent effects in concrete structures (with Prof. A.M.
Neville)
One monograph -"Plastic Analysis of Concrete Structures" - Deutscher
Ausschuss fur Stahlbeton, {in German), Vol. 179
Co-author of 1995/2005 edition of CPCA "Concrete Design Handbook"
Co-author of 1986 edition of CPCI "Metric Design Manual"
60 reports to government, consulting engineers and trade organizations on subjects
related to structural engineering
March 2010
•
Mr. Levon Nishkian
Nishkian Menninger
1200 Folsom Street
San Francisco, CA 94103
Reply to Writer at
2634 86th Ave NE
Clyde Hill, WA 98004
February 25, 2010
Concerns: Shear Resistance Outside Stud Rail Reinforced Zone in Post-Tensioned
Slabs
Dear Mr. Nishkian:
In response to your recent request I examined available test data related to the above
issue and concluded that there is no direct evidence that can be used to define a precise
value for the m�imum shear resistance that can be developed at a distance of d/2 outside
the end of the stud rail reinforced shear zone in a post-tensioned flat plate. The available
test evidence clearly documents that a value greater than the ❑2�f'� permitted by ACI
Code 318-OS for reinforced concrete slabs is appropriate for post-tensioned slabs meeting
the requirement of Section 18.12.4 of having a minimum average effective prestress of
125 psi. The extent to which the coefficient of D2 can be exceeded has not been
established. However, in my opinion, based on the trends apparent in the available
evidence, it is conservative to use a value of ❑3�f'� provided that, where there is moment
transfer between the slab and the column, acting simultaneously with shear transfer,
account is taken of the additional shear stresses resulting from that moment transfer in
accordance with Secs. 11.11.7.2, 13.5.3.2 and 13.5.3.3(b) of ACI 318-08.
Available Evidence:
1. Gayed, R.B., and A. Ghali (2006) "Seismic-Resistant Joints of Interior Columns
with Prestressed Slabs" ACI Structural Journal, V.103, Sept./Oct. pp. 710-719.
Results are reported of seven tests on slab to interior column connection subassemblages.
Slabs were 75 in. square and 6 in. thick, columns were 10 in. square, and concrete
strengths ranged between 3,400 and 4,460 psi with an average strength of 3,940 psi.
Columns were subjected first to a constant axial force and the edges of the slabs were
restrained to resist that force. The columns were than subject to cyclic uni-directional
lateral displacements of increasing magnitude that simulated the effects of earthquake
loading on a flat plate structure. The slab to column connections were reinforced far
shear transfer using headed studs attached to rails and proportioned in accordance with
Sec. 11.11.5 of ACI 318-08. For the seven specimens the flexural strength of the slab
was maintained constant while the ratio of the prestressed to non-prestressed
reinforcement was varied. One specimen contained no prestressing, while the other six
specimens contained prestressing that resulted in average prestress values, f�, that varied
between 60 and 160 psi. At the critical section d/2 outside the end of the headed stud
i
furthest from the column, the shear stress due to the gravity loading varied between 1.9
and 2.3�f'�. Column displacements due to the gravity loading decreased markedly as the
fp� value for the slab increased. Under cyclic lateral displacements, the lateral drifts that
could be achieved before there was degradation in the gravity load capacity increased as
the level of prestress in the slab increased. For no prestress, degradation in the gravity
load capacity commenced at a drift of 1.5%. For an fp� value of 160 psi, degradation did
not commence until a drift of 4%. With increased cycling until there was a 25% drop in
the gravity load capacity, drifts were 4% for the slab without prestress and 6% for the two
slabs with an fp� value of 160 psi. The higher the prestress in the slab the stiffer was the
connection and the less the degradation in stiffness with increasing column lateral
displacements. Sectioning of the slabs after failure showed that the slab without prestress
was on the point of failure due to the development of a punching shear crack at d/2
outside the end of the shear reinforcement. However, for a 50% greater maximum
imposed drift the same crack was considerably less developed for the slabs with an fp�
value of 160 psi.
2. Texstar Corporation, San Antonio, TX, 1989, Private Communication
In 1987 L'Ambiance Plaza, a 14-story lift-slab structure in Bridgeport, CT, collapsed
while under construction. The collapse was investigated on behalf of OSHA by the
National Bureau of Standards and Technology (Scribner, C.F., and Culver, C. G., 1988
"Investigation of the Collapse of L'Ambiance Plaza," J. Perf. Consh-.Fac., ASCE 2(2),
� 58-79) and by William McGuire ( McGuire, W., 1992 " Comments on L'Ambiance Plaza
Lifting Collar/Shearheads," J. �erf. Constr. Fac., ASCE 6(2), 78-95).
Under the supervision of the writer and Professor Ned Burns from the University of
Texas at Austin, Texstar tested to failure two slab-column connection specimens
representative of the conditions during lifting of the connection by structural steel
shearheads of the post-tensioned concrete slabs to the steel columns of the building. In
one of the tests an X51 shearhead was used and in the other a lighter P50 shearhead was
used. Details of the dimensions and construction of the X51 shearhead are provided in the
paper by McGuire. The slab-column test specimens represented to full-scale conditions
that existed in the structure.
The test setup is shown in an attached figure. There was a central 16 inch WF column on
top of which was placed a lifting jack connected by two lifting rods to the lifting angles
of the steel shearhead. The steel shearheads were cast into 7-in.-thick by 9ft 9 in. square
4500 psi slabs that contained 4 No. 5 Grade 60 bars each way as top steel and that were
centrally prestressed in each direction by six 0.6 in. diameter 270 ksi strands. Those
strands provided an effective prestress fp� of 200 psi in each direction in the slab. In each
test there were two slabs placed on top of each other to represent the typical conditions
extant at a connection during lifting operations. The lifting rods pulled against the
shearhead angles in the lowermost slab and hold-downs anchored against the uppermost
slab and located on the slab diagonals 4 ft. from the column center provided reactions to
the lifting forces. The hold-down rods passed through ducts cast vertically into the slabs
and were in turn anchored in the foundation block on which the central steel column was
erected. For the X 51 shear head the critical section located d/2 outside the edges of the
shearhead had plan dimensions measuring 36.6 in. by 41.6 in. For calculation purposes
the effective depth of the prestress slab was taken as 0.8 h= 5.6 in. With the X S 1
shearhead, failure was by punching shear in the slab at a shear stress of S.SS�f'� on the
critical section. With the lighter P50 shearhead, testing was stopped due to excessive
rotation of the shearhead lifting angles at a shear stress of 4.8�f '� on a critical section d/2
outside the edges of the shearhead. If ineasured ultimate shear stresses are divided by
two to account for the presence of the two slabs, the shear stress at punching for the XS 1
sherahead is 2.78�f'� . For the P50 shearhead a shear stress of 2.4�f'� was achieved,
without a punching failure.
3. Huang, Y., Kang T. H-K., Ramseyer, C. and C. Rha, (2010) " Background to
Multi-Scale Modelling of Unbonded Pot-Tensioned Concrete Structures," Int. J.
Theoretical andApplied Multiscale Mechanics," Interscience, (In-press)
Finite element analyses of unbonded post-tensioned concrete slabs were carried out with
a focus of modeling the unbonded tendons embedded in the concrete. These analyses
permitted the development of a spring system for that modeling that showed reasonable
agreement with available test data for measured strains in slab-column test sub-
assemblages. The technique was applied to the test data for slab-edge column sub-
assemblages reported by Foutch et al. ( Foutch, D.A., Gamble, W.L., and H. Sunidja
(1990) " Tests of Post-Tensioned Concrete Slab-Edge Column Connections, ACI
Structural Journal, V.87 (2), pp.167-179) and the shear stresses at distances of 3d from
the column perimeter were calculated. At the load stage when the connections punched
adjacent to the column the shear stresses at 3d were approximately 3�f'�.
4. ACI 318-08 Provisions for Punching Shear Strength of Prestressed Slabs and
We6-Shear Cracking Strength of Prestressed Beams.
When the effect of the vertical component of the prestressing force is neglected, Eq. 11-
34 of ACI 318 limits the punching shear stress on a critical perimeter located at a distance
d/2 outside an interior square column in a post-tensioned slab to ❑(3.S�f'� + 0.3 f�) and
Eq. 11-12 of ACI 318 provides the same limiting shear stress for the web-shear cracking
strength of a prestressed beam or one way slab. Under ultimate load conditions and for
the typical post-tensioned slab with an f� value greater than 125 psi, there are no flexural
cracks penetrating the top surface of the slab and tangential to the column perimeter
much beyond a distance d from the column perimeter. The flexural cracks that do form
are radial to the column and therefore it is to be expected that the limiting shear stress of
Eq. 11-12 should also apply at a critical perimeter remote from the column perimeter.
There are also results available of tests on post-tensioned slab-exterior column
connections reinforced with headed studs ( Ritchie, M. and Ghali, A. (2005) ACI
Structural Journal, Mar./April) and of dynamic tests on reduced scale post-tensioned flat
plate systems with connections reinforced with headed studs, ( Kang, T. H-K. and
Wallace J.W.(2005) ACI Structural Journal, Sept./Oct.). The results of those tests also
support the conclusion of the first paragraph of this letter but less directly than the four
�J
references quoted previously. For exterior column to slab connections there can be
considerable redistribution with local yielding between the fraction of the moment that is
transferred by shear to that which is transferred by flexure with the result that the
maximum shear stress acting at the end of the shear reinforcement can vary accordingly.
In general in a zone without shear reinforcement, the shear stress that can be resisted
decreases as the size of a member increases. Therefore limiting shear stress values
extracted from reduced scale tests are generally less credible than those obtained from
tests in which the specimen size is better representative of that in an actual structure.
Sincerely
Neil M. Hawkins
Professor Emeritus, Civil and Environmental Engineering
University of Illinois at Urbana-Champaign
Affiliate Professor, Civil and Environmental Engineering
University of Washington
Post-Tensioned Lift Slab- Interior Column Connection Test by Texstar
4
�:
I.
u
APPENDIX VII
Sample Calculations for
Slab Repair
(Previously submitted)
NISHKIAN MENNINGER
.�_""� . -."-.cc..rY.��.-:_} � o=c" a......_:.._ _s_..___. .� _._�.".:_. : ".:'.'.. .� .�_.�_i..s �.....:_ ... ..�.-_ _.__ .a ,..-�:__.a/4i...:e=f:�Y�'IA.�-v.� Y,a._...,..s -r v.c_— a.r__,ais.. _.. -�.�.e.r
� ,
�
NISHKIAN �i���11L��ER
� CONSULTING AND STRUCTURAL ENGINEERS
,{i 1200 Folsom Street, San Francisco, CA 94103
� � Tel: (415) 541-9477 Fax: (415) 543-5071
�oa � ���s���c, Na �o
SHEET NO. OF /
CALCULATED BY k � - DATE � �� � �
CHECKED BY DATE
�U N�t-t I� � ���-�"�'--. �'�{�'�' �—` � ; � � /�2- �'T
���/ � � � () S � � � � ��`� � �.- ��? '�
CI r� �I� o I= �rr,� ��P ��r o�� r��P,� r�
T� � � �=� :� �- �°� �- �-� � � fi� � ��-- �.�. �. ��
i �� � �� .�,b.°r �-� ►� -��� ��u ��� �-.: ��
T D 1� � �� �...�- �� ►� C,�-� t c� � .�� �� ��''�,�' � �
� r.a �� c.� x-� a� I 1�f� Z, �� �" �. � G� � W� t.�-,
�7�� 1 1�-��`�--�fi� �i P�c..��c.,c�`� �d-�-� -�`�'t � ���-t.z �
���rn 1 �����-T �� rt'O �� � o � ��--� 5����; �c�
�r ��`I�- ,�,�-» N►-Z�►�r�-r�°�' -�-� ��ct.��'i � � I �v �2 �- ��t .
SZC�� ���� v�iw �'�' /'�� �- ��� ���'��'�
Itil ��� ���.�-'
�'���i � �`�rv f
, _ _ ,._ ._.;:;
. .: : . -
, ,
_ _. _
-- s _ ; -_
G�
-.-- ,.. ,. - - _._ ,_. , _ _ _ _
,_- � _ _ . _ ... - _ _
�
Project Name: General name Specific Data: Specific name
Date of execution: March 10, 2010 File Name: 5th_Right_Post.adm FLOOR-PRO 2009
�r 180.40 PUNCHING SHEAR STRESS CHECK RESULTS
P
s �
COLUMN � �
SECTION Y �
� .: �X
cY
r,X
Column 39 Interior « -148.964 -33.286 0.202 0.024 0.225 �.214 1.05
� email: Support@Adaptsoft.com website: http://www.Adaptsoft.com
1733 Woodside Road, Suite 220, Redwood City, Cafifomia, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401
1
Project Name: General name Specific Data: Specific name
Date of execution: March 10, 2010 File Name: 5th_Right_Post.adm FLOOR-PRO 2009
� email: Support@J�daptsoft.com website: http_//www.Adaptsoft.com
1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401
2
�
�
Project Name: General name Specific Data: Specific name
Date of execution: March 10, 2010 Fi{e Name: 5th_Right_Post.adm FLOOR-PRO 2009
� email: Support@Adaptsoft.com website: http://www.Adaptsoftcom
1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tei: (650) 306-2400 Fax (650) 306-2401
3
i
Project Name: General name Specific Data: Specific name
Date of execution: March 10, 2010 File Name: 5th_Right_Postadm FLOOR-PRO 2009
email: Support�4daptsoft.com website: http:J/www.Adaptsoft.com
1733 Woodside Road, Suite 220, Redwood City, Calrfornia, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401
4
�
Project Name: Generai name Specific Data: Specific name '�
Date of execution: March 10, 2010 File Name: 5th_Right_Post.adm FLOOR-PRO 2009
Legend:
CONDlTlOIV..... (a)=Program does not check for this column. No result!
email: Support(�a�4daptsoft.com website: http://wwwAdaptsoft.com
1733 Woodside Road, Suite 220, Redwood City, Calrfornia, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401
5
Project Name: General name Specific Data: Specific name
Date of execution: March 10, 2010 File Name: 5th_Right_Post.adm FLOOR-PRO 2009
�,r,, 202 - Point Support Reactions
Service Total Load
� , i�3 � �� � - � �.ai�e9 � - � � � ��x _ _. . � - : `:� � _ �� .: . � _ � Mxx -`_ `r ��! �_ - � �Vlzz_ : ==
k k k k-ft k-ft k-ft
1 Point Su ort . -0.000 0.000 137.424 0.527 0.843 0.016
ort2 -- --
3 Poi t Su ort 3 0.000 -0.000 42.849 0.000 -0.000 0.000
oi . � -
5 Point Su ort 5 -0.000 0.000 47.334 10.370 -23.477 -0.068
6 Point Su ort 6 -0.000 -0.000 -0.000 10.370 -23.477 -0.068
7 Point Su ort 7 0.000 0.000 0.000 -0.306 -17.909 -0.021
8 Point Su ort 8 -0.000 0.000 51.709 18.457 7.997 -0.072
9 Point Su ort 9 -0.000 -0.000 0.000 18.457 7.997 -0.072
10 Point Su rt 10 0.000 -0.000 9.076 2.886 -3.925 0.433
11 Point Su ort 11 0.000 -0.000 0.000 0.218 -2.733 0.008
12 Point Su ort 12 -0.000 0.000 54.339 -2.693 23.177 -0.016
13 Point Su ort 13 0.000 -0.000 11.551 8.470 -8.018 -0.002
14 Point Su ort 14 -0.000 -0.000 -0.000 -2.693 23.177 -0.016
15 Point Su ort 15 0.000 0.000 57.664 -24.018 -13.066 -0.071
16 Point Su ort 16 0.000 -0.000 71.753 -13.471 -3.496 0.069
17 Point Su ort 17 -0.000 -0.000 16.205 -3.579 -2.720 0.005
18 Point Su ort 18 -0.000 0.000 0.000 -24.018 -13.066 -0.071
19 Point Su ort 19 0.000 0.000 0.000 -13.471 -3.496 0.069
20 Point Su ort 2Q -0.000 0.000 132.789 -23.699 -29.792 -0.061
21 Point Su rt 21 -0.000 -0.000 60.532 -2.465 34.288 -0.634
22 Point Su rt 22 -0.000 0.000 0.000 -23.699 -29.792 -0.061
23 Point Su rt 23 -0.000 -0.000 -0.000 -2.465 34.288 -0.634
24 Point Su rt 24 0.000 0.000 14.194 1.008 0.565 0.002
25 Point Su rt 25 0.000 -0.000 52.111 28.406 -3.954 -O.D06
26 Point Su rt 26 -0.000 -0.000 -0.000 28.406 -3.954 -0.006
27 Point Su ort 27 0.000 -0.000 138.933 39.861 -2.227 -0.021
28 Point Su rt 28 -0.000 0.000 129.540 25.851 18.806 -0.079
, 29 Point Su ort 29 0.000 0.000 52.896 8.901 21.414 -0.362
30 Point Su ort 30 0.000 -0.000 -0.000 8.901 ' 21.414 -0.362
31 Point Su ort 31 -0.000 0.000 -0.000 39.861 -2.227 -0.021
32 Point Su ort 32 0.000 0.000 -0.000 25.851 18.806 -0.079
33 Point Su ort 33 -0.000 -0.000 58.801 -4.542 -26.163 -0.000
34 Point Su rt 34 0.000 -0.000 136.424 -18.622 -11.493 0.009
35 Point Su rt 35 0.000 0.000 33.097 -12.384 -7.213 -1.435
36 Point Su rt 36 0.000 0.000 0.000 -4.542 -26.163 -0.000
37 Point Su rt 37 -0.000 -0.000 0.000 -18.622 -11.493 0.009
38 Point Su rt 38 -0.0�0 0.000 -0.000 -13.732 �-13222 -15.941
39 Point Su ort 39 -0.0�0 -0.000 36.770 0.183 -20.087 0.000
40 Point Su ort 40 0.000 0.000 0.000 0.183 -20.087 0.000
41 Point Su ort 41 0.000 0.000 53.300 15.638 -14.903 -0.005
42 Point Su ort 42 0.000 0.000 138.910 15.138 -15.080 -0.000
43 Point Su ort 43 -0.000 0.000 100.569 46.740 11.889 -0.057
44 Point Su ort 44 0.000 0.000 0.000 15.638 -14.903 -0.005
email: Support�oJ4daptsoft.com website: http://www.Adaptsoft.com
1733 Woodside Road, Suite 220, Redwood City, Califomia, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401
1
/1
�G..._"
�s� i�T
�
�
Project Name: General name Specific Data: Specific name '�
Date of execution: March 10, 2010 File Name: 5th_Right_Post.adm FLOOR-PRO 2009
45 PointSu ort45 -0.000 -0.�00 0.000 15.138 -15.080 -0.000
46 Point Su ort 46 0.000 -0.000 -0.000 46.740 11.889 -0.057
47 Point Su ort 47 -0.000 0.000 63.812 -1.493 -18.317 -0.042
48 Point Su ort 48 0.000 -0.000 136.138 -1.568 9.135 -0.033
49 Point Su rt 49 -0.000 -0.000 115.136 -6.483 -20.068 -0.025
50 Point Su ort 50 0.000 0.000 98.824 0.548 33.fi13 -0.094
51 Point Su ort 51 -0.000 -0.000 42.494 0.966 -1.988 -0.119
52 Point Su ort 52 0.000 0.000 0.000 -1.493 -18.317 -0.042
53 Point Su ort 53 -0.000 -0.000 0.000 -1.568 9.135 -0.033
54 Point Su ort 54 -0.000 -0.000 0.000 -6.483 -20.068 -0.025
55 Point Su ort 55 0.000 -0.000 -0.000 0.548 33.613 -0.094
56 Point Su ort 56 -0.D00 -0.000 0.000 0.966 -1.988 -0.119
57 Point Su ort 57 O.a00 0.000 87.845 8.517 -26.836 -0.883
58 Point Su ort 58 -0.000 0.000 67.068 61.979 18.531 -0.110
59 Point Su ort 59 -0.000 0.000 51.084 19.632 -24.465 -0.034
60 Point Su ort 60 -0.D00 -0.000 -0.000 19.632 -24.465 -0.034
61 Point Su ort 61 -0.000 -0.000 0.000 61.979 18.531 -0.110
62 Point Su ort 62 0.000 -0.000 -0.000 8.517 -26.836 -0.883
63 Point Su ort 63 0.000 0.000 115.258 -22.570 4.039 2.662
64 Point Su ort 64 -0.000 -0.000 -0.000 -22.570 4.039 2.662
- 65 Point Su ort 65 0-000 -0:000 142.042 10.184 52.795 -0.050
66 Point Su ort 66 -0.000 0.000 65260 -5.643 . 25.534 -0.023
67 Point Su ort 67 0.000 -0.0�0 -0.000 -10.184 52.795 -0.050
68 Point Su ort 68 0.000 -0.000 0.000 -5.643 25.534 -0.023
69 Point Su ort 69 0.000 0.000 42.936 3.231 -14.405 -0.005
70 Point Su ort 70 -0.000 0.000 -0.000 3.231 -14.405 -0.005
71 Point Su rt 71 0.000 -0.000 62.517 25.926 6.664 -0.051
72 Point Su rt 72 -0.0�0 0.000 73.317 -19.269 3.248 -21.976
73 Point Su ort 73 0.000 0.000 64.725 25.864 -2.838 0.052
74 Point Su rt 74 -0.000 0.0�0 31.192 -8.444 15.498 -0.139
75 Point Su ort 75 0.000 0.000 -0.000 25.926 6.664 -0.051
76 Point Su ort 76 0.000 -0.000 0.000 -11.163 8.454 -18218
77 Point Su ort 77 0.000 0.000 -0.000 25.864 -2.838 0.052
78 Point Su Qrt 78 0.000 0.000 -0.�00 -8.444 15.498 -0.139
79 Point Su ort 79 0.000 0.000 97.183 -19.716 -39.114 -0.035
80 Point Su ort 80 0.000 -0.000 -0.000 -19.716 -39.114 -0.035
81 Point Su rt 81 -0.000 0.000 146.270 -13.639 13.282 -0.120
82 Point Su ort 82 0.000 -0.000 -0.000 -13.639 13.282 -0.120
83 Point Su rt 83 0.000 0.000 139.630 20.088 17.772 -0.088
84 Point Su ort 84 -0.000 -0.000 -0.000 20.088 17.772 -0.088
85 Point Su rt 85 -0.0�0 0.000 166.964 44.496 -20.437 -0.030
86 Point Su rt 86 -0.000 -0.000 0.000 44.496 -20.437 -0.030
87 Point Su ort 87 -0.000 0.000 164.415 19.073 -2.190 0.037
88 Point Su �t 88 -0.000 -0.000 181.046 23.648 -10.424 3.512
89 Point Su rt 89 0.000 -0.000 0.000 19.073 -2.190 0.037
90 Point Su ort 90 -0.000 0.000 -0.000 27.317 -5.453 5.505
91 Point Su ort 91 -0.000 0.000 166.449 18.956 -7.049 0.131
92 Point Su ort 92 -0.000 0.000 -0.000 18.956 -7.049 0.131
93 Point Su ort 93 -0.000 -0.000 77.067 -1.866 55.804 -0.034
94 Point Su ort 94 -D.000 -0.000 43.211 -7.193 53.639 -2.825
� email: Support@�4daptsoft.com website: http://www.Adaptsoft.com
1733 Woodside Road, Suite 220, Redwood City, Calrfomia, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401
2
Project Name: General name Specific Data: Specific name
Date of execuiion: March 10, 2010 File Name: 5th_Right_Post.adm FLOOR-PRO 2009
Se
95 Point Su ort 95 0.000 0.000 0.000 -1.866 55.804 -0.034
96 Point Su ort 96 -0.000 0.000 -0.000 -7.193 53.639 -2.825
97 Point Su ort 97 -0.000 0.000 158.556 94.481 -53.849 -0.078
98 Point Su ort 98 -0.000 -0.000 197.718 65.194 45.645 -0.076
99 Point Su ort 99 0.000 -0.000 64.377 13.890 1.811 -0.042
100 Poinf Su ort 100 O.OQO -O.D00 -0.000 94.481 -53.849 -0.078
101 Point Su ort 101 -0.000 0.000 0.000 65.194 45.645 -0.076
102 Point Su ort 102 -0.000 -0.000 0.000 13.890 1.811 -0.042
103 Point Su ort 103 0.000 0.000 85.306 16.318 -19.425 -0.026
104 Point Su ort 104 -0.000 0.000 0.000 16.318 -19.425 -0.026
105 Point Su ort 105 -0.000 0.000 131.410 37.416 20.945 -0.105
106 Point Su ort 106 0.000 -0.000 0.000 37.416 20.945 -0.105
107 Point Su ort 107 -0.000 0.000 610.786 -47.385 -133.941 -1.660
108 Point Su ort 108 -0.000 -0.000 764.309 -42.624 133.616 -0.352
109 Point Su ort 109 -0.000 0.000 -0.000 -14.039 -89.296 -0.686
110 Point Su ort 110 -0.000 0.000 141.390 -0225 -15.528 0.098
111 Point Su ort 111 -0.000 0.000 -0.000 -0.225 -15.528 0.098
112 Point Su ort 112 -0.000 -0.000 174.356 -30.952 -28.752 0.491
113 Point Su ort 113 -0.000 -0.00� -0.000 -30.952 -28.752 0.491
114 Point Su ort 114 0.�00 -0.000 -0.000 -4.432 -42.093 1.331
115 Point Su ort a 15 0:000 --0.000 - 39.809 -2.924 14.�57 -5:303
116 Point Su ort 116 0.000 -0.000 -0.000 -2.924 14.757 5.303
117 Point Su rt 117 -0.000 0.000 20.083 -12.017 -5.563 -0.170
118 Point Su ort 118 -0.000 0.000 -0.000 -12.017 -5.563 -0.170
119 Point Su ort 119 0.000 -0.000 23.720 -30.024 9.613 -0.060
120 Point Su ort 120 -0.000 -0.000 0.000 -30.024 9.613 -0.060
121 Point Su ort 121 0.000 0.000 119.451 -7.620 -34.226 -1.509
122 Point Su ort 122 0.000 -0.000 0.000 -5.080 -10.141 -0.623
123 Point Su ort 123 -0.�00 -0.000 349.962 -122.833 15.844 7.015
124 Point Su ort 124 0.000 -0.000 0.000 -81.884 4.694 2.898
125 Point Su ort 125 0.000 -0.000 40.183 -19.475 9.762 0.057
126 Point Su ort 126 -0.000 0.000 62.293 -44.836 -10.698 0.040
127 Point Su ort 127 -0.000 0.000 58.869 -48.603 15.560 0.038
128 Point Su ort 128 0.000 -0.000 63.812 -56.516 -32.088 0.081
129 Point Su ort 129 0.000 0.000 -0.000 -19.475 9.762 0.057
130 Point Su ort 130 -0.000 0.0�0 -0.000 -44.836 -10.698 0.040
131 Point Su ort 131 0.000 -0.000 0.�00 -48.603 15.560 0.038
132 Point Su ort 132 0.000 -0.000 -0.000 -56.516 -32.085 0.081
133 Point Su ort 133 -0.000 0.000 64.212 -45.967 12.577 1.400
134 Point Su ort 134 0.�00 0.000 -0.000 -45.967 12.577 1.400
135 Point Su ort 135 0.000 0.000 239.940 -11.521 -51.527 -0.279
136 Point Su ort 136 -0.000 0.000 323.681 -16.402 21.684 -0.369
137 Point Su ort 137 0.000 -0.000 18.392 -16.415 34.848 -1.015
138 Point Su ort 138 -0.000 -4.099 -0.000 0.000 0.000 -0.000
139 Point Su ort 139 -0.000 4.099 -0.000 0.000 0.000 0.000
1
� Sustained Load
; �abe] _ ; �x, ' � � � ... '� . �z , `M�oc M .'IVlzz
k k k k-ft k-ft k-ft
Point Su ort 1 -0.000 0.000 98.395 0.488 0.908 0.016
email: Supporto(��4daptsoft.com website: http://www.Adaptsoft.com
1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401
3
��
�
Project Name: Generai name Speci�c Data: Specific name '�
Date of execution: March 10, 2010 File Name: 5th_Right_Post.adm FLOOR-PRO 2009
2 Point Su ort 2 -0.000 -0.000 106.493 0.314 -0.298 0.010
3 Point Su ort 3 0.000 -0.000 28.488 0.000 0.000 0.000
4 Point Su ort 4 -0.000 -0.000 32276 -1.036 -14.938 -0.019
5 Point Su ort 5 -0.000 0.000 42,660 7.682 -19.503 -0.063
6 Point Su ort 6 -0.000 -0.000 -0.000 7.682 -19.503 -0.063
7 Point Su ort 7 0.000 0.000 0.000 -1.036 -14.938 -0.019
8 Point Su ort 8 -0.000 0.000 47.451 14.498 5.868 -0.067
9 Point Su ort 9 -0.000 -0.000 0.0�0 14.498 5.868 -0.067
10 Point Su ort 10 0.000 -0.000 7.857 2.611 -3.405 0.410
11 Point Su ort 11 0.000 -0.000 0.000 0.090 -2.665 0.257
12 Point Su ort 12 -0.000 0.000 49.132 -4.595 20.313 -0.010
13 Point Su ort 13 0.000 -0.000 10.683 7.107 -9.267 �.001
14 Point Su ort 14 -0.000 -0.000 -0.000 -4.595 20.313 -0.010
15 Point Su ort 15 0.000 0.000 51.758 -21.801 -11.450 -0.057
16 Point Su ort 16 0.000 -0.000 65.042 -11.981 -2.941 0.076
17 Point Su ort 17 -0.000 -0.000 14.530 -1.295 -3.382 0.008
18 Point Su ort 18 -0.000 0.000 0.000 -21.801 -11.450 -0.057
19 Point Su ort 19 0.000 0.000 0.000 -11.981 -2.941 0.076
20 Point Su ort 20 -0.000 0.000 114.347 -24.159 -24.286 -0.054
21 Point Su ort 21 -0.000 -0.000 49.845 -3.410 28.367 -0.600
- 22- Point Su ort 22 -0.000 - - 0.000 - -0.000 - -24.159 - -24.286 - -0.054
23 Point Su ort 23 -0.000 -0.000 -0.000 -3.410 28.367 -0.600
24 Point Su ort 24 0.000 0.000 12.888 2.375 0.502 0.010
25 Point Su ort 25 0.000 -0.000 47.309 24.915 -2.048 -0.005
26 Point Su ort 26 -0.000 -0.000 -0.000 24.915 -2.048 -0.005
27 Point Su ort 27 0.000 -0.000 116.706 32.552 2.610 -0.017
28 Point Su ort 28 -0.000 -0.000 111.391 26.543 10.720 -0.074
29 Point Su ort 29 0.000 0.000 48.148 8.385 18.226 -0.351
30 Point Su ort 30 0.000 -0.000 -0.000 8.385 18.226 -0.351
31 Point Su ort 31 -0.000 0.000 0.000 32.552 2.610 -0.017
32 Point Su ort 32 0.000 0.000 0.000 26.543 10.720 -0.074
33 Point Su ort 33 -0.000 -0.000 53.046 -5.002 -21.550 0.001
34 Point Su ort 34 0.000 -0.000 119.833 -15.068 -10.059 0.016
35 Point Su ort 35 0.000 0.000 31.037 -11.575 -6.778 -2.029
36 Point Su ort 36 0.000 0.000 0.000 -5.002 -21.550 0.001
37 Point Su ort 37 -0.000 -0.000 0.000 -15.068 -1 �.059 0.016
38 Point Su ort 38 -0.000 0.000 -0.000 -12.363 -12.560 -14.758
39 Point Su rt 39 -0.000 -0.000 33.681 -0.209 -17.023 0.002
40 Point Su ort 40 0.000 0.000 0.000 -0.209 -17.023 0.002
41 Point Su ort 41 0.000 0.000 48.215 14.075 -11.327 -0.002
42 Point Su rt 42 0.000 0.000 120.964 12.085 -11.121 0.008
43 Point Su ort 43 -0.000 0.000 87.343 41.923 5.732 -0.047
44 Point Su ort 44 O.OQO 0.000 0.000 14.075 -11.327 -0.002
45 Point Su ort 45 -0.000 -0.000 0.000 12.085 -11.121 0.008
46 Poir�t Su ort 46 0.000 -0.000 -0.000 41.923 5.732 -0.047
47 Point Su ort 47 0.000 0.000 57.646 -0.888 -14.033 -0.027
48 Point Su ort 48 0.000 -0.000 120.516 -0.872 8.327 -0.011
49 Point Su ort 49 -0.000 -0.000 94.791 -4.955 -20.858 -0.017
50 Point Su ort 50 0.000 0.000 88.200 1.349 31.569 -0.090
51 Point Su ort 51 -0.000 -0.000 39.169 1.120 -3.156 -0.115
email: SuppoR@Adaptsoft.com website: http://www.Adaptsoft.com
1733 Woodside Road, Suite 220, Redwood City, Califomia, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401
4
�
Project Name: General name Specific Data: Specific name
Date of execution: March 10, 2010 File Name: 5th_Right_Post.adm FLOOR-PRO 2009
52 Point Su ort 52 0.000 0.000 0.000 -0.888 -14.033 -0.027
53 Point Su ort 53 -0.000 -0.000 0.000 -0.872 8.327 -0.011
54 Point Su ort 54 -0.000 -0.000 -0.000 -4.955 -20.858 -0.017
55 Point Su ort 55 0.000 -0.000 -0.000 1.349 31.569 -0.090
56 Point Su ort 56 -0.000 -0.000 0.000 1.120 -3.156 -0.115
57 Point Su ort 57 0.000 0.000 72.076 2.883 -23.515 -0.657
58 Point Su ort 58 -0.000 0.000 52.003 50.799 13.836 -0.086
59 Point Su ort 59 -0.000 0.000 39.335 9.605 -16.810 -0.027
60 Point Su ort 60 -0.000 -0.000 -0.000 9.605 -16.810 -0.027
61 Point Su ort 61 -0.000 -0.000 0.000 50.799 13.836 -0.086
62 Point Su ort 62 0.000 -0.000 -0.000 2.883 -23.515 -0.657
63 Point Su ort 63 0.000 0.000 98.193 -18.687 4.519 2.951
64 Point Su ort 64 -0.000 -0.000 -0.000 -18.687 4.519 2.951
65 Point Su ort 65 0.000 -0.000 118.927 -11.206 47.359 -0.038
66 Point Su ort 66 -0.000 0.000 55.915 -7.941 20.311 -0.019
67 Point Su ort 67 0.000 -0.000 -0.000 -11.206 47.359 -0.038
68 Point Su ort 68 0.000 0.000 -0.000 -7.941 20.311 -0.019
69 Point Su ort 69 0.000 0.000 40.113 0.970 -12.319 -0.003
70 Point Su ort 70 -0.000 0.000 -0.000 0.970 -12.319 -0.003
71 Point Su ort 71 0.000 -0.000 57.286 21.692 6.005 -0.043
---72-- --Poin# Su ort 72- - -0.000 - - 0.000- - 68.864 - -- -19:812 - --- 3.223 -21-.782
73 Point Su ort 73 0.000 0.000 59.134 21.276 -2.471 0.047
74 Point Su ort 74 -0.000 0.000 28.425 -9.046 12.165 -0.151
75 Point Su ort 75 0.000 0.000 -0.000 21.692 6.005 -0.043
76 Point Su ort 76 0.000 -0.000 0.000 -13.443 8.877 -18.126
77 Point Su ort 77 0.000 0.000 -0.000 21.276 -2.471 0.047
78 Point Su rt 78 0.000 0.000 -0.000 -9.046 12.165 -0.151
79 Point Su ort 79 0.000 0.000 72.971 -14.328 -26.077 -0.029
80 Point Su ort 80 -0.000 -0.000 -0.000 -14.328 -26.077 -0.029
81 Point Su ort 81 -0.000 0.000 108.343 -8.116 9.798 -0.100
82 Point Su ort 82 0.000 -0.000 0.000 -8.116 9.798 -0.100
83 Point Su ort 83 0.000 0.000 108.891 17.704 23.305 -0.077
84 Point Su ort 84 -0.000 -0.000 -0.000 17.704 23.305 -0.077
85 Point Su ort 85 -0.000 0.000 139.744 28.139 -19.109 -0.019
86 Point Su ort 86 -0.000 -0.000 0.000 28.139 -19.109 -0.019
87 Point Su ort 87 -0.000 0.000 137.611 7.556 -1.972 0.047
88 Point Su rt 88 -0.000 -0.000 154.238 18.372 -7.246 4.538
89 Point Su ort 89 0.000 -0.000 0.000 7.556 -1.972 0.447
90 Point Su ort 90 -0.000 0.000 -0.000 27.135 -3.236 5.544
91 Point Su ort 91 -0.000 0.000 140.070 8.684 -6.589 0.115
92 Point Su ort 92 -0.000 0.000 -0.000 8.684 -6.589 0.115
93 Point Su ort 93 -0.000 -0.000 61.236 -5.404 39.934 -0.131
94 Point Su ort 94 -0.000 -0.000 41.165 -4.278 45.833 -2.704
95 Point Su rt 95 0.000 0.000 0.000 -5.404 39.934 -0.131
96 Point Su ort 96 -0.000 0.000 -0.000 -4.278 45.833 -2.704
97 Point Su ort 97 -0.000 0.000 122.151 70.623 -39.044 -0.068
98 Point Su ort 98 -0.0�0 -0.000 152.439 49.813 32.272 -0.060
99 Point Su ort 99 0.000 -0.000 46.309 10.193 -0.401 -0.026
100 Point Su ort 100 0.000 -0.000 -0.000 70.623 -39.044 -0.068
101 Point Su ort 101 0.000 0.000 0.000 49.813 32272 -0.060
� email: Support@Adaptsoft.com website: http:/lwww.Adaptsoft.com
1733 Woodside Road, Suite 220, Redwood City, Califomia, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401
5
: : - . . - .: ■
l�
. :=� .,_„ ,. . _ _
_ ,... _ ,_ :_ :- ,;:: _
Project Name: General name Specific Data: Specific name ��
Date of execution: March 10, 2010 Fife Name: Sth_Right_Post.adm FLOOR-PRO 2009
102 Point Su ort 102 -0.000 -0.000 0.000 10.193 -0.401 -0.026
103 Point Su ort 103 0.000 0.000 64.610 12.327 -13.546 -0.002
104 Point Su ort 104 -0.000 0.000 0.000 12.327 -13.546 -0.002
105 Point Su rt 105 -0.000 0.000 101.421 27.997 16.147 -0.060
106 Point Su ort 106 0.000 -0.000 0.000 27.997 16.147 -0.060
107 Point Su ort 107 0.000 0.000 514.658 -32.059 -104.003 -1.229
108 Point Su ort 108 -0.000 -0.000 627.647 -27.710 95.846 -0.243
109 Point Su ort 109 -0.000 0.�00 -0.000 -9.498 -69.338 -0.508
110 Point Su ort 110 -0.D00 0.000 110.598 3.451 -6.985 0.110
111 Point Su ort 111 -0.000 0.000 0.000 3.451 -6.985 0.110
112 Point Su ort 112 -0.000 -0.000 131.981 -21.065 -20.904 0.464
113 Point Su ort 113 -0.000 -0.000 -0.000 -21.065 -20.904 0.464
114 Point Su ort 114 0.000 -0.000 -0.000 1.345 -29.847 1.230
115 Point Su rt 115 0.000 -0.000 32.487 1.878 7.696 4.977
116 Point Su rt 116 0.000 -0.000 -0.000 1.878 7.696 4.977
117 Point Su rt 117 -0.000 0.000 15.989 -7.536 -3.100 -0.152
118 Point Su rt 118 -0.000 0.000 -0.000 -7.536 -3.100 -0.152
119 Point Su ort 119 0.000 -0.000 23.859 -18.591 5.150 -0.047
- a2a PointSu ort 120 0.000 -0.000 0.000 -18.591 5.1-50 -0.047
121 Point Su ort 121 0.000 0.000 106.355 -3.977 -28.018 -1.198
122 Point Su ort 122 0.000 -0.000 0.000 -2.652 -8.302 -0.495
123 Point Su ort 123 -0.000 -0.000 283.688 -86.604 13.761 7.284
124 Point Su rt 124 0.000 -0.000 0.000 -57.737 4.077 3.008
125 Point Su ort 125 0.000 -0.000 31.779 -10.275 5.938 0.063
126 Point Su rt 126 -0.000 -0.000 46.961 -26.857 -7.388 0.045
127 Point Su rt 127 -0.000 0.000 45.470 -28.610 10.958 0.043
128 Point Su rt 128 0.000 -0.000 45.182 -33.217 -19.418 0.095
129 Point Su rt 129 0.000 0.000 -0.000 -10.275 5.938 0.063
130 Point Su ort 130 -0.000 0.000 -0.000 -26.857 -7.388 0.045
131 Point Su ort 131 0.000 -0.000 0.000 -28.610 10.958 0.043
132 Point Su ort 132 0.000 -0.000 -0.000 -33.217 -19.418 0.095
133 Point Su ort 133 -0.000 0.000 49.206 -32.512 2.303 1.889
134 Point Su ort 134 0.000 0.000 -0.000 -32.512 2.303 1.889
135 Point Su ort 135 0.000 0.000 187.231 -8.337 -37.900 -0.259
136 Point Su ort 136 -0.000 0.000 249.022 -12.600 15.865 -0.331
137 Point Su ort 937 0.000 -0.000 15.130 -12.921 26.1.49 -1.045
138 Point Su ort 138 -0.000 -3.537 -0.000 0.000 0.000 -0.0�0
139 Point Su ort 139 -0.000 3.537 0.000 0.000 0.000 0.000
0
0
0
0
0
0
0
0
Dead Load
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
rt1
rt2
rt 3
rt4
rt 5
rt6
rt7
rt s
� . �x . . � : �z - > "M�c
k k k k-ft
-0.000 0.000 117.225 0.472
-0.000 -0.000 126.829 0.303
0.000 -0.000 37.433 0.000
-0.000 -0.000 43.065 2.055
-0.000 0.000 58.289 15.702
-0.000 -0.000 -0.000 15.702
0.000 0.000 0.000 2.055
-0.000 0.000 61.429 24.786
Myy
k-ft
0.870
-0229
0.000
-24.859
-30.090
-30.090
-24.859
11.218
- Mzz
k-ft
0.015
0.010
0.000
-0. 022
-0.072
-0. �72
-0.022
-0.076
email: Support(�Adaptsoft.com website: http://www.Adaptsoft.com
1733 Woodside Road, Suite 220, Redwood City, Cal'rfomia, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401
6
Project Name: General name Specific Data: Specific name
Date of execution: March 10, 2010 File Name: 5th_Right_Post.adm FLOOR-PRO 2009
9 Point Su rt 9 -0.000 -0.000 0.000 24.786 11218 -0.076
10 Point Su ort 10 0.000 -0.000 14.113 3.100 -4.205 0.640
11 Point Su ort 11 0.000 -0.000 0.000 0.533 -2.688 -0235
12 Point Su ort 12 -0.000 0.000 65.076 0.134 27.351 -0.019
13 Point Su ort 13 0.000 -0.000 14.418 10.455 -6.189 -0.003
14 Point Su ort 14 -0.000 -0.000 -0.000 0.134 27.351 -0.019
15 Point Su ort 15 0.000 0.000 70.527 -26.945 -15.056 -0.079
16 Point Su ort 16 0.000 -0.000 84.688 -15.582 -4.264 0.065
17 Point Su ort 17 -0.000 -0.000 20.229 -6.898 -1.768 0.004
18 P�int Su ort 18 -0.000 0.000 0.000 -26.945 -15.056 -0.079
19 Point Su ort 19 0.000 0.000 0.000 -15.582 -4264 0.065
20 Point Su ort 20 -0.000 -0.000 146.055 -32.057 -25.635 -0.066
21 Point Su ort 21 -0.000 -0.000 74273 -4.433 39.269 -0.655
22 Point Su ort 22 -0.000 0.000 -0.000 -32.057 -25.635 -0.066
23 Point Su rt 23 -0.000 -0.000 -0.000 -4.433 39.269 -0.655
24 Point Su ort 24 0.000 0.000 17.672 -1.052 0.585 0.001
25 Point Su ort 25 0.000 0.000 63.790 34.564 -8.667 -0.007
26 Point Su ort 26 -0.000 -0.000 -0.000 34.564 -8.667 -0.007
27 Point Su ort 27 0.000 -0.0�0 149.825 36.573 9.261 -0.024
28 Point Su ort 28 -0.000 -0.000 144.557 32.732 14.271 -0.084
29 Point Su ort 29 0.000 0.000 84.138 9.217 27.473 -0.359
30 Point Su ort 30 0.000 -0.0�0 -0.000 9.217 27.473 -0.359
31 Point Su ort 31 -0.000 0.000 0.000 36.573 9.261 -0.024
32 Point Su ort 32 0.000 0.000 0.000 32.732 14.271 -0.084
33 Point Su ort 33 -0.000 -0.000 79.080 -3.383 -33.740 -0.001
34 Point Su ort 34 0.000 -0.000 153.118 -23.436 -3.580 0.009
35 Point Su ort 35 0.000 0.000 42.134 -12.828 -7.469 -0.566
36 Point Su ort 36 0.000 0.000 0.000 -3.383 -33.740 -0.001
37 Point Su rt 37 -0.000 -0.000 0.000 -23.436 -3.580 0.009
38 Point Su ort 38 -0.000 0.000 -0.000 -14.540 -13.542 -17.226
39 Point Su ort 39 -0.000 -0.000 45.070 0.968 -25.913 -0.000
40 Point Su ort 40 0,000 0.000 0.000 0.968 -25.913 -0.000
41 Point Su ort 41 0.0�0 0.000 64.664 17.877 -21.328 -0.005
42 Point Su ort 42 0.000 0.000 157.363 16.643 -7.402 -0.002
43 Point Su ort 43 -0.000 0.000 110.152 50.521 9.611 -0.063
44 Point Su ort 44 0.000 0.�00 0.000 17.877 -21.328 -0.005
45 Point Su ort 45 -0.000 -0.000 0.000 16.643 -7.402 -0.002
46 Point Su ort 46 -0.000 -0.000 -0.0�0 50.521 9.611 -0.063
47 Point Su ort 47 D.000 -0.000 77.269 -1.406 -25.461 -0.044
48 Point Su oft 48 0.000 -0.000 157.205 -0.776 15.230 -0.035
49 Point Su ort 49 -0.000 0.000 124.392 -4.385 -24.510 -0.027
50 Point Su ort 50 0.000 0.000 118.808 1.360 36.171 -0.097
51 Point Su ort 51 -0.000 0.000 51.115 1.636 0.016 -0.122
52 Point Su ort 52 0.000 0.000 0.000 -1.406 -25.461 -0.044
53 Point Su ort 53 -0.000 -0.000 0.000 -0.776 15.230 -0.035
54 Point Su ort 54 -0.000 0.000 -0.000 -4.385 -24.510 � -0.027
55 Point Su ort 55 -0.000 -0.000 -0.000 1.360 36.171 -0.097
56 Point Su ort 56 -0.000 -0.000 0.000 1.636 0.016 -0.122
57 Point Su ort 57 -0.000 -0.000 93.447 1.892 -33.188 -0.899
58 Point Su ort 58 -0.000 0.000 62.050 55.940 16.459 -0.112
email: Support@Adaptsoft.com website: http://www.Adaptsoftcom
1733 Woodside Road, Suite 220, Redwood City, Cafifornia, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401
7
!�
/�
Project Name: General name Specific Data: Specific name
Date of execution: March 10, 2010 File Name: 5th_Right_Post.adm FLOOR-PRO 2U09
59 Point Su ort 59 -0.000 0.000 48.168 14.415 -20.530 -0.034
60 Point Su ort 60 -0.000 -0.000 -0.000 14.415 -20.530 -0.034
61 Point Su ort 61 -0.000 -0.000 0.000 55.940 16.459 -0.112
62 Point Su ort 62 0.000 -0.000 0.000 1.892 -33.188 -0.899
63 Point Su ort 63 0.000 0.000 125.538 -28.369 9.852 2.843
64 Point Su ort 64 -0.000 -0.000 -0.000 -28.369 9.852 2.843
65 Point Su ort 65 0.000 -0.000 151.673 -16.166 49.742 -0.059
66 Point Su ort 66 -0.000 0.000 73.481 -8.821 26.495 -0.026
67 Point Su ort 67 0.000 -0.000 -0.000 -16.166 49.742 -0.059
68 Point Su ort 68 0.000 0.000 -0.000 -8.821 26.495 -0.026
69 Point Su ort 69 0.000 0.000 54.283 8.680 -17.588 -0.006
70 Point Su ort 70 -0.000 0.000 -0.000 8.680 -17.588 -0.006
71 Point Su ort 71 0.000 -0.000 76.874 36.708 8.462 -0.059
72 Point Su ort 72 -0.000 0.000 94.917 -18.359 3.081 -22.320
73 Point Su ort 73 0.000 0.000 79.120 ' 36.672 -2.942 0.037
74 Point Su ort 74 -0.000 0.000 38.564 -7.509 20.843 -0.159
75 Point Su ort 75 0.000 0.000 -0.000 36.708 8.462 -0.059
76 Point Su ort 76 0.000 -0.000 0.000 -7.367 8.014 -18.323
77 Point Su rt 77 0.000 0.000 -0.000 36.672 -2.942 0.037
78 Point Su ort 78 0.000 0.000 -0.000 -7.509 20.843 -0.159
79 Point Su ort 79 0.000 0.000 87.604 -17.278 -32.804 -0.036
80 Point Su ort 80 -0.000 -0.000 -0.000 -17.278 -32.804 -0.036
81 Point Su ort 81 -0.000 0.000 129.461 -10.804 12.036 -0.117
82 Point Su ort 82 0.000 -0.000 0.000 -10.804 12.036 -0.117
83 Point Su ort 83 0.000 0.000 130.628 20.250 17.037 -0.105
84 Point Su ort 84 -0.000 0.000 -0.000 20.250 17.037 -0.105
85 Point Su ort 85 -0.000 0.000 177.969 30.095 -24.747 -0.036
86 Point Su ort 86 -0.000 -0.000 0.000 30.095 -24.747 -0.036
87 Point Su ort 87 -0.000 0.000 176.901 4.154 -1.642 0.038
88 Point Su rt 88 -0.000 -0.000 198.051 21.299 -10.747 4.669
89 Point Su ort 89 0.000 0.000 0.000 4.154 -1.642 0.038
90 Point Su ort 90 -0.000 0.000 -0.000 22.829 -6.266 5.974
91 Point Su ort 91 -0.000 0.000 178.690 5.691 -8.048 0.099
92 Point Su ort 92 -0.000 -0.000 -0.000 5.691 -8.048 0.099
93 Point Su ort 93 -0.000 -0.000 77.692 -12.235 52.882 -0.397
94 Point Su ort 94 -0.000 -0.000 55.674 -8.806 66.119 -2.861
95 Point Su ort 95 0.0�0 0.000 0.000 -12.235 52.882 -0.397
96 Point Su ort 96 -0.000 -0.000 -0.000 -8.806 66.119 -2.861
97 Point Su ort 97 -0.000 -0.000 148.350 88.124 -48.467 -O.a79
98 Point Su ort 98 -0.000 -0.000 183.647 61.674 40.964 -0.076
99 Point Su ort 99 0.000 -0.000 59.907 13.042 1232 -0.042
100 Point Su ort 100 0.000 -0.000 -0.000 88.124 -48.467 -0.079
101 Point Su ort 101 0.000 0.000 0.000 61.674 40.964 -0.076
102 Point Su ort 102 -0.000 -0.000 0.000 13.042 1.232 -0.042
103 Point Su ort 103 -0.000 0.000 77.996 14.468 -16.421 -0.028
104 Point Su ort 104 -0.000 0.000 0.000 14.468 -16.421 -0.028
105 Point Su ort 105 -0.000 0.000 119.871 33.017 18.228 -0.105
106 Point Su ort 106 0.000 -0.000 0.000 33.017 18228 -0.105
107 Point Su rt 107 0.000 0.000 661.593 -27.990 -146.686 -1.573
108 Point Su rt 108 -0.000 -0.000 806.079 -23.628 148.862 -0.517
email: Support@Adaptsoft.com website: http://www.Adaptsoft.com
1733 Woocfside Road, Suite 220, Redwood City, Cal'rfornia, 94061, USA, Tel: (650) 306-2400 Fax (65o) 306-2401
8
�
�
�
Project Name: General name Specific Data: Specific name
Date of execution: March 10, 2010 File Name: 5th_Right_Post.adm FLOOR-PRO 2009
109 Point Su ort 109 -0.000 0.000 -0.000 -8.293 -97.793 -0.650
110 Point Su ort 110 -0.000 -0.000 126.020 4.204 -15.134 0.093
111 Point Su ort 111 -0.000 0.000 0.000 4.204 -15.134 0.093
112 Point Su ort 112 -0.000 -0.000 157.482 -25.111 -25.566 0.445
113 Point Su ort 113 -0.000 -0.000 -0.000 -25.111 -25.566 0.445
114 Point Su ort 114 0.000 -0.000 -0.000 -0.690 -36.663 1.217
115 Point Su ort 115 0.000 -0.000 41.779 0.822 12.015 4.946
116 Point Su ort 116 0.000 -0.000 -0.000 0.822 12.015 4.946
117 Point Su ort 117 -0.000 0.000 21.095 -9.718 -4.258 -0.171
118 Point Su ort 118 -0.000 0.000 -0.000 -9.718 -4.258 -0.171
119 Point Su ort 119 0.000 -0.000 25.876 -24.573 7.544 -0.062
120 Point Su ort 120 0.000 -0.000 0.000 '-24.573 7.544 -0.062
121 Point Su rt 121 -0.000 0.000 141.543 -12.894 -43.861 -1.505
122 Point Su ort 122 0.000 -0.000 0.000 -8.596 -12.997 -0.622
123 Point Su ort 123 -0.000 -0.000 357.201 -129.287 22.461 6.886
124 Point Su ort 124 0.000 -0.000 0.000 -86.191 6.655 2.844
125 Point Su ort 125 0.000 -0.000 40.003 -16.189 8.427 0.055
126 Point Su ort 126 -0.000 -0.000 57.655 -36.373 -9.230 0.038
127 Point Su ort 127 -0.000 0.000 55:467 -37.888 13.288 0.037
128 Point Su ort 128 0.000 -0.000 51.738 -40.568 -21.597 0.080
129 Point Su ort 129 0.000 0.000 -0.000 -16.189 8.427 0.055
130 Point Su ort 130 -0.000 0.000 -0.000 -36.373 -9.230 0.038
131 Point Su ort 131 0.000 -0.000 0.000 -37.888 13.288 0.037
132 Point Su ort 132 0.000 -0.000 -0.000 -40.568 -21.597 0.080
133 Point Su ort 133 -0.000 0.000 59.696 -38.969 4.254 1.548
134 Point Su ort 134 0.000 0.000 -0.000 -38.969 4.254 1.548
135 Point Su ort 135 0.000 -0.000 229.464 -10.779 -47.429 -0.286
136 Point Su ort 136 -0.000 0.000 306.528 -15.608 19.942 -0.375
137 Point Su ort 137 0.000 -0.000 20.681 -16.892 34.943 -1.172
138 Point Su ort 138 -0.000 -4.332 -0.000 0.000 0.000 -0.000
139 Point Su rt 139 =0.000 4.332 0.000 0.000 0.000 0.000
1
5
6
7
8
9
10
11
12
13
14
15
h Dead and Live
z.;,` �abei :.. ,. _ � ��c . ;. -. � .,-,, f�.:;- �_ .:..,. �Vlxx.: n -iW1 - ; .M�z:
k k k k-ft k-ft k-ft
Point Su ort 1 -0.000 0.000 188.656 0.562 0.753 0.015
u rfi� ,.�. - �.'"r0�2,� '°,-�Q.
Point Su ort 3 0.000 -0. 00 62.709 0.000 -0.000 0.000
o- ,�",�.
Point Su ort 5 -0.000 0.000 60.159 17.260 -33.029 -0.078
Point Su ort 6 -0.000 -0.000 -0.000 17.260 -33.029 -0.078
Point Su ort 7 0.000 0.000 0.000 2.021 -26.055 -0.025
Point Su ort 8 -0.000 0.000 63.257 27.842 12.951 -0.082
Point Su ort 9 -0.0�0 -0.000 0.000 27.842 12.951 -0.082
Point Su ort 10 0.000 -0.000 13.509 3.424 -4.882 0.573
Point Su ort 11 0.000 -0.000 0.000 0.576 -2.817 -0.504
Point Su rt 12 -0.000 0.000 67.890 1.710 29.764 -0.027
Point Su ort 13 0.000 -0.000 14.349 11.604 -5.142 -0.006
Point Su ort 14 0.000 -0.000 -0.000 1.710 29.764 -0.027
Point Su ort 15 0.000 0.000 73.378 -28.965 -16.600 -0.097
email: Support@Adaptsoft.com website: http://www.Adaptsoft.com
1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401
9
/�
Project Name: Generai name Specific Data: Specific name ��
Date of execution: March 10, 2010 Fife Name: 5th_Right_Post.adm FLOOR-PRO 2009
16 Point Su ort 16 0.000 -0.000 88.764 -16.867 -4.753 0.056
17 Point Su ort 17 -0.000 -0.000 20.849 -8.829 -1.205 0.000
18 Point Su ort 18 -0.000 0.000 0.000 -28.985 -16.600 -0.097
19 Point Su ort 19 0.000 O.ODO 0.000 -16.867 -4.753 0.056
20 Point Su rt 20 -0.000 0.000 168.398 -27.155 -36.366 -0.074
21 Point Su ort 21 -0.000 -0.000 84.198 -1.965 46.085 -0.698
22 Point Su ort 22 -0.000 0.000 0.000 -27.155 -36.366 -0.074
23 Point Su rt 23 -0.000 -0.000 -0.000 -1.965 46.085 -0.698
24 Point Su ort 24 0.000 0.000 17.985 -2.170 0.674 -0.010
25 Point Su ort 25 0.000 0.000 65.496 36.970 -9.304 -0.008
26 Point Su ort 26 -0.000 -0.000 -0.000 36.970 -9.304 -0.008
27 Point Su ort 27 0.000 0.000 179.308 49.702 -4.084 -0.030
28 Point Su ort 28 -0.000 0.000 165.566 28.204 29.244 -0.089
29 Point Su ort 29 0.000 0.000 65.979 9.869 29.453 -0.377
30 Point Su ort 30 0.000 -0.000 -0.000 9.869 29.453 -0.377
31 Point Su ort 31 -0.000 0.000 -0.000 49.702 -4.084 -0.030
32 Point Su rt 32 0.000 0.000 -0.000 28.204 29.244 -0.089
33 Point Su ort 33 -0.000 -0.000 73.983 -3240 -37.200 -0.003
34 Point Su ort 34 0.000 -0.000 170.842 -26.612 -9.791 -0.003
35 Point Su ort 35 0.000 0.000 40.852 -13.878 -8.025 -0.068
36 Point Su ort 36 0.000 0.000 0.000 -3.240 -37.200 -O.D03
37 Point Su ort 37 -0.000 -0.000 0.000 -26.612 -9.791 -0.003
38 Point Su ort 38 -0.000 0.000 -0.000 -16.287 -14.422 -18.381
39 Point Su ort 39 -0.000 -0.000 45.774 1.191 -27.816 -0.003
40 Point Su ort 40 0.000 0.000 0.000 1.191 -27.816 -0.003
41 Point Su ort 41 0.000 0.000 66.975 19.214 -23.736 -0.010
42 Point Su ort 42 0.000 0.000 176.336 20.689 -17.462 -0.014
43 Point Su ort 43 -0.000 0.000 126.145 56.200 20.426 -0.076
44 Point Su ort 44 0.000 0.000 0.000 19.214 -23.736 -0.010
45 Point Su ort 45 -0.000 -0.000 0.000 20.689 -17.462 -0.014
46 Point Su ort 46 -0.000 -0.000 -0.000 56200 20.426 -0.076
47 Point Su ort 47 -0.000 O.ODO 80.232 -2.399 -28.621 -0.065
48 Point Su ort 48 0.000 -0.000 171.220 -2.267 13.451 -0.068
49 Point Su ort 49 -0.000 -0.000 151.736 -7.835 -21.047 -0.040
50 Point Su ort 50 0.000 0.000 125.511 -0.305 38.103 -0.102
51 Point Su ort 51 -0.000 0.000 52.030 1.059 0.849 -0.127
52 Point Su ort 52 0.000 0.000 0.000 -2.399 -28.621 -0.065
53 Point Su ort 53 -0.000 -0.000 0.000 -2.267 13.451 -0.068
54 Point Su ort 54 -0.000 -0.000 0.000 -7.835 -21.047 -0.040
55 Point Su ort 55 -0.000 -0.000 -0.000 -0.305 38.103 -0.102
56 Point Su ort 56 -0.0�0 -0.�00 0.000 1.059 0.849 -0.127
57 Point Su ort 57 0.000 0.000 115.424 14.059 -35.232 -1.246
58 Point Su ort 58 -0.000 0.000 88.233 76.529 24.874 -0.149
59 Point Su ort 59 -0.000 0.000 68.088 32.780 -34.527 -0.044
60 Point Su ort 60 -0.000 -0.000 -0.000 32.780 -34.527 -0.044
61 Point Su ort 61 -0.000 -0.000 0.000 76.529 24.874 -0.149
62 Point Su ort 62 0.000 -0.000 -0.000 14.059 -35.232 -1.246
63 Point Su ort 63 0.000 0.000 147.215 -31.571 6.191 2.299
64 Point Su ort 64 -0.000 -0.000 -0.000 -31.571 6.191 2.299
65 Point Su ort 65 0.000 -0.000 183.182 -11.570 59.811 -0.074
email: Support�a�4daptsoft.com website: http://www.Adaptsoft.com
1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 30fi-2401
10
Project Name: General name Specific Data: Specific name ��
Date of execution: March 10, 2010 File Name: Sth_Right_Post.adm FLOOR-PRO 2009
66 Point Su ort 66 -0.000 0.000 84.059 -3.620 34.224 -0.030
67 Point Su ort 67 0.000 -0.000 -0.000 -11.570 59.811 -0.074
68 Point Su ort 68 0.000 -0.000 0.000 -3.620 34.224 -0.030
69 Point Su ort 69 0.000 0.000 53.046 9.509 -19272 -0.007
70 Point Su ort 70 -0.000 -0.000 -0.000 9.509 -19.272 -0.�07
71 Point Su ort 71 0.000 -0.000 77.915 37.970 8.600 -0.068
72 Point Su ort 72 -0.0�0 0.000 91.118 -17.959 3.203 -22.454
73 Point Su ort 73 0.0�0 0.000 80.707 38.476 -3.466 0.053
74 Point Su ort 74 -0.000 0.000 39.225 -7.030 23.408 -0.130
75 Point Su ort 75 0.000 0.000 -0.000 37.970 8.600 -0.068
76 Point Su ort 76 0.000 -0.000 0.000 -5.683 7.569 -18.416
77 Point Su ort 77 0.000 0.000 -0.000 38.476 -3.466 0.053
78 Point Su ort 78 0.000 -0.000 -0.000 -7.030 23.408 -0.130
79 Point Su ort 79 0.000 0.000 130.442 -26.964 -56.445 -0.045
80 Point Su ort 80 0.000 -0.000 -0.000 -26.964 -56.445 -0.045
81 Point Su ort 81 -0.000 0.000 197.464 -20.900 18.134 -0.150
82 Point Su ort 82 0.000 -0.000 -0.000 -20.900 18.134 -0.150
83 Point Su ort 83 0.000 0.000 183.429 23.915 8.708 -0.115
-84 P-oint Su ort 84 - -0.000 -0.000 -0.000__ _ 23.915 8.708_ _-0.115 _
85 Point Su ort 85 -0.000 0.000 215.244 62.999 -24.679 -0.050
86 Point Su ort 86 -0.000 -0.000 0.000 62.999 -24.679 -0.050
87 Point Su ort 87 -0.000 0.000 212.778 29.713 -2.259 0.021
88 Point Su ort 88 -0.000 -0.000 231.667 30.765 -15.579 2.478
89 Point Su ort 89 0.000 -0.000 0.000 29.713 -2.259 0.021
90 Point Su ort 90 -0.000 0.000 -0.000 25.359 -9.344 5.679
91 Point Su ort 91 -0.000 0.000 214.024 28.465 -8.271 0.140
92 Point Su ort 92 -0.000 0.000 -0.000 28.465 -8.271 0.140
93 Point Su ort 93 -0.000 -0.000 102.257 -1.492 79.280 -0.064
94 Point Su ort 94 -0.000 -0.000 52.657 -12.580 72.147 -3.033
95 Point Su ort 95 0.000 0.000 0.000 -1.492 79.280 -0.064
96 Point Su ort 96 -0.000 0.000 -0.000 -12.580 72.147 -3.033
97 Point Su ort 97 -0.000 0.000 210.660 128.800 -74.420 -0.094
98 Point Su ort 98 -0.000 -0.000 261.836 87.607 64.319 -0.102
99 Point Su ort 99 0.000 -0.000 90.535 19.274 4.998 -0.067
100 Point Su ort 100 0.000 -0.000 -0.000 128.800 -74.420 -0.094
101 Point Su rt 101 -0.000 0.000 0.000 87.607 64.319 -0,102
102 Point Su ort 102 -0.000 -0.000 0.000 19.274 4.998 -0.067
103 Point Su ort 103 0.000 0.000 114.174 21.664 -27.161 -0.063
104 Point Su ort 104 -0.d00 0.000 0.000 21.664 -27.161 -0.063
105 Point Su rt 105 -0.000 0.000 172.767 50.019 27.127 -0.174
106 Point Su ort 106 0.000 -0.000 0.000 50.019 27.127 -0.174
107 Point Su ort 107 -0.000 0.000 787.240 -61.771 -187.355 -2.294
108 Point Su ort 108 -0.000 -0.000 999.955 -56.561 200.587 -0.607
109 Point Su ort 109 -0.000 0.000 -0.000 -18.303 -124.898 -0.947
110 Point Su ort 110 -0.000 0.000 182.092 -3.786 -28.756 0.076
111 Point Su ort 111 -0.000 0.000 -0.000 -3.786 -28.756 0.076
112 Point Su ort 112 -0.000 0.000 232.499 -43.568 -39.490 0.510
113 Point Su ort 113 -0.000 -0.000 -0.000 -43.568 -39.490 0.510
114 Point Su ort 114 0.000 -0.000 -0.000 -11.639 -58.621 1.433
115 Point Su ort 115 0.000 -0.000 52.300 -8.597 24.481 5.637
email: Support��daptsoft.com website: http:!/www.Adaptsoft.com
1733 Woodside Road, Suite 220, Redwood City, Cal'rfomia, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401
11
�
Project Name: General name Specific Data: Specific name ��
Date of execution: March 10, 2010 File Name: Sth_Right_Post.adm FLOOR-PRO 2009
116 Point Su ort 116 0.000 -0.000 -0.000 -8.597 24.481 5.637
117 Point Su rt 117 -0.000 0.000 27.022 -17.909 -8.780 -0.199
118 Point Su ort 118 -0.000 0.000 -0.000 -17.909 -8.780 -0.199
119 Point Su ort 119 0.�00 -0.000 24.581 -45.264 15.591 -0.080
120 Point Su ort 120 -0.000 -0.000 0.�00 -45.264 15.591 -0.080
121 Point Su ort 121 0.000 0.000 151.075 -15.982 -48.798 -1.996
122 Point Su ort 122 0.000 -0.000 0.000 -10.655 -14.459 -0.825
123 Point Su ort 123 -0.000 -0.000 457.736 -182.981 22.426 6.529
124 Point Su ort 124 0.000 -0.000 0.000 -121.985 6.645 2.697
125 Point Su ort 125 0.000 -0.000 53.298 -32290 15.105 0.046
126 Point Su ort 126 -0.000 0.000 84.065 -68.858 -15.166 0.032
127 Point Su ort 127 -0.000 0.000 78.223 -74.663 21.655 0.030
128 Point Su ort 128 0.000 -0.000 87.051 -85.151 -46.753 0.057
129 Point Su ort 129 0.000 0.000 -0.000 -32.290 15.105 0.046
130 Point Su ort 130 -0.000 0.000 -0.000 -68.858 -15.166 0.032
131 Point Su ort 131 0.000 -0.000 0.000 -74.663 21.655 0.030
132 Point Su ort 132 D.000 -0.000 -0.000 -85.151 -46.753 0.057
133 Point Su ort 133 -0.000 -0.000 85.531 -63.611 24.559 0.707
134 Point Su ort 134 0.000 0.000 -0.000 -63.691 24.559 _0.707 _
135 Point Su ort 135 0.000 � 0.000 317.544 -16.153 -70.893 -0.314
136 Point Su ort 136 -0.000 0.000 432.445 -21.978 29.958 -0.431
137 Point Su ort 137 0.000 -0.000 24.662 -22.145 48.566 -1.047
138 Point Su ort 138 -0.000 -5.099 -0.000 0.000 0.00� -0.000
139 Point Su ort 139 -0.000 5.099 -0.000 0.000 0.000 0.000
Lon -Term
:-�L�_..>� F =.Cabel:' � -_=:�x � =� ._: �z:; ;MSoc �UJ Nlzz.
k k k k-ft k-ft k-ft
1 Point Su ort 1 -0.000 0.000 219.093 0.998 1.779 0.031
2 Point Su ort 2 -0.000 -0.D00 235.556 0.607 -0.540 0.020
3 Point Su ort 3 0.000 -0.000 65.184 0.000 0.000 0.000
4 Point Su ort 4 -0.000 -0.000 66.000 -1.655 -31.573 -0.039
5 Point Su ort 5 -0.000 0.000 87.988 16.900 -41.278 -0.129
6 Point Su ort 6 -0.000 -0.000 -0.000 16.900 -41.278 -0.129
7 Point Su ort 7 0.000 0.000 0.000 -1.655 -31.573 -0.039
8 Point Su ort 8 -0.000 0.000 97.336 31.259 12.952 -0.137
9 Point Su ort 9 -0.000 -0.000 0.0�0 31.259 12.952 -0.137
10 Point Su rt 10 0.000 -0.000 16.410 5.380 -7.108 0.834
11 Point Su ort 11 0.000 -0.000 0.000 0.253 -5.369 0.372
12 Point Su ort 12 -0.000 0.000 101.241 -8.102 42.264 -0.024
13 Point Su ort 13 0.000 -0.000 21.862 14.992 -17.820 -0.000
14 Point Su ort 14 -0.000 -0.000 -0.000 -8.102 42.264 -0.024
15 Point Su ort 15 0.000 0.000 106.890 -44.869 -23.824 -0.122
16 Point Su ort 16 0.000 -0.000 133.917 -24.813 -6.199 0.149
17 Point Su ort 17 -0.000 -0.000 30.017 -3.895 -6.386 0.014
18 Point Su ort 18 -0.000 0.000 0.000 -44.869 -23.824 -0.122
19 Point Su ort 19 0.000 0.000 O.ODO -24.813 -6.199 0.149
20 Point Su ort 20 -0.000 0.000 239.243 -48.054 -51.719 -0.112
21 Point Su ort 21 -0.000 -0.000 105.798 -6280 60.118 -1.219
22 Point Su ort 22 -0.000 0.000 0.000 -48.054 -51.719 -0.112
� email: Supporta�daptsoft.com website: http:!/www.Adaptsoft.com
1733 Woodside Road, Suite 220, Redwood City, Cal'rfornia, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401
12
Project Name: General name Specific Data: Specific name ��
Date of execution: March 10, 2010 File Name: 5th_Right_Post.adm FLOOR-PRO 20Q9
23 Point Su ort 23 -0.000 -0.000 -0.000 -6280 60.118 -1.219
24 Point Su ort 24 0.000 0.000 26.523 3.970 1.039 0.015
25 Point Su ort 25 0.000 -0.000 97.361 51.824 -5.185 -0.010
26 Point Su ort 26 -0.000 -0.000 -0.000 51.824 -5.185 -0.010
27 Point Su ort 27 0.000 -0.000 246.122 69281 2.455 -0.036
28 Point Su rt 28 -0.000 -0.000 233.150 52.692 26.060 -0.150
29 Point Su ort 29 0.000 0.000 99.011 17.064 38.273 -0.708
30 Point Su ort 30 0.000 -0.000 -0.000 17.064 38.273 -0.708
31 Point Su ort 31 -0.000 0.000 0.000 69281 2.455 -0.036
32 Point Su ort 32 0.000 0.000 0.000 52.692 26.060 -0.150
33 Point Su ort 33 -0.000 -0.000 109.381 -9.741 -45.736 0.009
34 Point Su ort 34 0.000 -0.000 249.134 -32.167 -20.937 0.029
35 Point Su ort 35 0.000 0.000 63.250 -23.613 -13.805 -3.718
36 Point Su ort 36 0.000 0.000 0.000 -9.741 -45.736 0.001
37 Point Su ort 37 -0.000 -0.000 0.000 -32.167 -20.937 0.029
38 Point Su ort 38 -0.000 0.000 -0.000 -25.509 -25.498 -30.248
39 Point Su ort 39 -0.000 -0.000 69.127 -0.194 -35.797 0.002
40 Point Su ort 40 0.000 0.000 0.000 -0.194 -35.797 0.002
44- - Point Su ort 41 -0.000 -0:000 - -- 99:337 29.042-- -24:69Z -- - --D.006--
42 Point Su ort 42 0.000 0.000 252.192 25.915 -24.504 0.011
43 Point Su ort 43 -0.000 0.000 182.242 86.597 14.983 -0.1 �0
44 Point Su ort 44 0.000 0.000 0.000 29.042 -24.697 -0.006
45 Point Su ort 45 -0.000 -0.000 0.000 25.915 -24.504 0.011
46 Point Su ort 46 0.000 -0.000 -0.000 86.597 14.983 -0.100
47 Point Su ort 47 0.000 0.000 118.817 -2.122 -30.513 -0.062
48 Point Su ort 48 0.000 -0.000 249.966 -2.142 17.115 -0.035
49 Point Su ort 49 -0.000 -0.000 201.209 -10.783 -41.265 -0.038
50 Point Su ort 50 0.�00 0.000 182.472 2.240 64.306 -0.182
51 Point Su ort 51 -0.000 -0.000 80.235 2.153 -5.645 -0.231
52 Point Su ort 52 0.000 0.000 0.000 -2.122 -30.513 -0.062
53 Point Su ort 53 -0.000 -0.000 0.000 -2.142 17.115 -0.035
54 Point Su ort 54 -0.000 -0.000 0.000 -10.783 -41.265 -0.038
55 Point Su ort 55 0.000 -0.000 -0.000 2.240 64.306 -0.182
56 Point Su ort 56 -0.000 -0.000 0.000 2.153 -5.645 -0.231
57 Poini Su ort 57 0.000 0.000 153.163 8.986 -48.928 -1.443
58 Point Su ort 58 -0.000 0.000 112.616 107.986 30.355 -0.186
59 Point Su ort 59 -0.000 0.000 85.383 24.938 -37.994 -0.058
60 Point Su ort 60 -0.000 -0.000 -0.000 24.938 -37.994 -0.058
61 Point Su ort 61 -0.000 -0.000 0.000 107.986 30.355 -0.186
62 Point Su ort 62 0.000 -0.000 -0.000 8.986 -48.928 -1.443
63 Point Su ort 63 0.000 0.000 2�6.135 -39.592 8.763 5.736
64 Point Su ort 64 -0.000 -0.000 -0.000 -39.592 8.763 5.736
65 Point Su ort 65 0.000 -0.000 251.068 -21.827 97.823 -0.082
66 Point Su ort 66 -0.000 0.000 117.169 -14.569 43.606 -0.039
67 Point Su ort 67 0.000 -0.000 -0.000 -21.827 97.823 -0.082
68 Point Su ort 68 0.000 0.000 -0.000 -14.5fi9 43.fi06 -0.039
69 Point Su ort 69 0.000 0.000 81.840 3233 -25.831 -0.008
70 Point Su ort 70 -0.000 0.000 -0.000 3233 -25.831 -0.008
71 Point Su ort 71 0.000 -0.000 117.560 45.805 12.387 -0.091
72 Point Su ort 72 -0.000 0.000 140.272 -39.314 6.461 -43.675
� emaii: Support@Adaptsoft.com website: http://www.Adaptsoftcom
1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401
13
�
�
Project Name: General name Specific Data: Specific name ��
Date of execution: March 10, 2010 File Name: Sth_Right_Post.adm FLOOR-PRO 2009
73 Point Su ort 73 0.000 0.000 121.463 45.174 -5.152 0.096
74 Point Su rt 74 -0.000 0.000 58.430 -17.749 26.234 -0.295
75 Point Su ort 75 0.000 0.000 -0.000 45.805 12.387 -0.091
76 Point Su ort 76 0.000 -0.000 0.000 -25.582 17.513 -36.303
77 Point Su ort 77 0.000 0.000 -0.000 45.174 -5.152 0.096
78 Point Su ort 78 0.0�0 0.000 -0.000 -17.749 26234 -0.295
79 Point Su ort 79 0.000 0.000 159.777 -31.734 -59.604 -0.062
80 Point Su ort 80 -0.000 -0.000 -0.000 -31.734 -59.604 -0.062
81 Point Su ort 81 -0.000 0.000 238.366 -19.388 21.586 -0.212
82 Point Su ort 82 0.000 -0.000 0.000 -19.388 21.586 -0212
83 Point Su ort 83 0.000 0.000 235.354 36.770 43.448 -0.160
84 Point Su rt 84 -0.000 -0.000 -0.000 36.770 43.448 -0.160
85 Point Su ort 85 -0.000 0.000 295.041 65.626 -38.977 -0.043
B6 Point Su ort 86 -0.000 -0.000 0.000 65.626 -38.977 -0.043
87 Point Su ort 87 -0.000 0.000 290.544 21.692 -4.068 0.088
88 Point Su ort 88 -0.000 -0.000 323.794 39.758 -16.308 8.489
89 Point Su ort 89 0.000 -0.000 0.000 21.692 -4.068 0.088
90 Point Su ort 90 -0.000 0.000 -0.000 54.374 -7.739 11.065
99 Point Su ort 91 -0:000 - - - - A:000 - - 295.221 - 23.238- - -13.441- - -- 0.239--.
92 Point Su ort 92 -0.000 0.000 -0.000 23.238 -13.441 0:239
93 Point Su ort 93 -0.000 -0.000 131.516 -8.787 88.935 -0.206
94 Point Su ort 94 -0.000 -0.000 83.499 -10221 96.126 -5.477
95 Point Su ort 95 0.000 0.000 0.000 -8.787 88.935 -0.206
96 Point Su ort 96 -0.000 0.000 -0.000 -10.221 96.126 -5.477
97 Point Su ort 97 -0.000 0.000 265.096 154.880 -86.545 -0.142
98 Point Su ort 98 -0.000 -0.000 330.763 108.414 72.185 -0.129
99 Point Su ort 99 0.000 -0.000 102.941 22.499 0.462 -0.061
100 Point Su ort 100 0.000 -0.000 -0.000 154.880 -86.545 -0.142
101 Point Su ort 101 0.000 0.000 0.000 108.414 72.185 -0.129
102 Point Su ort 102 -0.000 -0.000 0.000 22.499 0.462 -0.061
103 Point Su ort 103 0.040 0.000 141.04fi 26.935 -30.452 -0.018
104 Point Su ort 104 -0.000 0.0�0 0.000 26.935 -30.452 -0.018
105 Point Su ort 105 -0.000 �.000 219.979 61.377 35.036 -0.146
106 Point Su ort 106 0.000 -0.000 0.000 61.377 35.036 -0.146
107 Point Su ort 107 0.000 0.000 1084.259 -72.875 -225.118 -2.704
108 Point Su ort 108 -0.000 -0.000 1333.371 -63.942 213.265 -0.548
109 Point Su rt 109 -0.000 0.000 -0.000 -21.592 -150.079 -1.117
110 Point Su rt 110 -0.000 0.000 238.793 4.802 -18.851 0.214
111 Point Su ort 111 -0.000 0.000 0.000 4.802 -18.851 0.214
112 Point Su ort 112 -0.000 -0.000 288.184 -47.781 -46.292 0.944
113 Point Su ort 113 -0.000 -0.000 -0.000 -47.781 -46.292 0.944
114 Point Su rt 114 0.000 -0.000 -0.000 -0.612 -66.691 2.517
115 Point Su ort 115 0.000 -0.000 69.161 1.011 19.427 10.140
116 Point Su ort 11fi 0.000 -0.000 -0.000 1.011 19.427 10.140
117 Point Su rt 117 -0.000 0.000 34.317 -17.634 -7.608 -0.314
118 Point Su ort 118 -0.000 0.000 -0.000 -17.634 -7.608 -0.314
119 Point Su ort 119 0.000 -0.000 47.637 -43.715 12.850 -0.102
120 Point Su ort 120 0.000 -0.000 0.000 -43.715 12.850 -0.102
email: Support@f�daptsoft.com website: http:/1www.Adaptsoft.com
1733 Woodside Road, Suite 220, Redwood City, Califomia, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401
14
�
Project Name: General name Specific Data: Specific name
Date of execution: March 10, 2010 File Name: 5th_Right_Post.adm FLOOR-PRO 2009
121 Point Su ort 121 0.000 0.000 220.192 -10.036 -59.584 -2.573
122 Point Su ort 122 0.000 -0.000 0.000 -6.691 -17.655 -1.063
123 Point Su ort 123 -0.000 -0.000 605.256 -193.912 28.712 14.414
124 Point Su ort 124 0.000 -0.000 0.000 -129272 8.507 5.954
125 P�int Su ort 125 D.000 -0.000 68.360 -25.80.6 14.061 0.122
126 Point Su ort 126 -0.0�0 -0.000 102.682 -63.988 -16.667 0.086
127 Point Su ort 127 -0.000 0.000 98.597 -G8.644 24.546 0.083
128 Point Su ort 128 0.000 -0.000 101.012 -79.752 -46.075 0.182
129 Point Su ort 129 0.000 0.000 -O.D00 -25.806 14.061 0.122
130 Point Su ort 130 -0.000 0.000 -0.000 -63.988 -16.667 0.086
131 Point Su ort 131 0.000 -0.000 0.000 -68.644 24.546 0.083
132 Point Su ort 132 0.000 -0.000 -0.000 -79.752 -46.075 0.182
133 Point Su ort 133 -0.000 0.000 106.989 -72.713 10.476 3.498
134 Point Su ort 134 0.000 0.000 -0.000 -72.713 10.476 3.498
135 Point Su ort 135 0.000 0.000 404.591 -18.494 -83.588 -0.530
136 Point Su ort 136 -0.000 0.000 540.713 -27.374 35.055 -0.684
137 Point Su ort 137 0.000 -0.000 32.125 -27.838 57.269 -2.073
138 Point Su ort 138 -0.000 -7.395 -0.000 0.000 0.000 -0.000
139 Point Su ort 139 -0.000 7.395 -0.000 0.000 0.000 0.000
Initial - _ -- - _ ----- -- �
`<���`;�� �.._.> Labei=: ' `;r��x .. { - `�' �z__�` ,_�Uljcx = ..��„�tl .� �.�lzz -
k k k k-ft k-ft k-ft
1 Point Su ort 1 -0.000 0.000 76.073 0.514 1.113 0.021
2 Point Su ort 2 -0.000 -0.000 83.521 0.389 -0.473 0.014
3 Point Su o�t 3 0.000 -0.000 21.917 0.000 0.000 0.000
4 Point Su ort 4 -0.000 -0.000 28.643 -3.956 -7.891 -0.016
5 Point Su ort 5 -0.000 0.000 35.639 1.176 -12.013 -0.060
6 Point Su ort 6 -0.000 -0.000 -0.000 1.176 -12.013 -0.060
7 Point Su ort 7 0.000 0.000 0.000 -3.956 -7.891 -0.016
8 Point Su ort 8 -0.000 0.000 42.626 6.487 1.402 -0.065
9 Point Su ort 9 -0.000 -0.000 0.000 6.487 1.402 -0.065
10 Point Su ort 10 0.000 -D.000 4.953 2.431 -2.907 0.369
11 Point Su ort 11 0.000 -0.000 0.000 -0.213 -3.152 0.904
12 Point Su ort 12 -0.000 0.000 42.487 -9.992 16.307 0.001
13 Point Su ort 13 0.000 -0.000 9.539 4.812 -13.742 0.006
14 Point Su ort 14 -0.000 -0.000 -0.000 -9.992 16.307 0.001
15 Point Su ort 15 0.000 -0.000 43.085 -19.851 -9.470 -0.033
16 Point Su ort 16 0.000 -0.000 57.043 -10.169 -2.044 0.105
17 Point Su ort 17 -0.000 -0.000 11.983 4.142 -5.514 0.015
18 Point Su ort 18 -0.000 0.000 0.000 -19.851 -9.470 -0.033
19 Point Su ort 19 0.000 0.000 0.000 -10.169 -2.044 0.105
20 Point Su ort 20 -0.000 0.000 97.246 -22.226 -23.396 -0.046
21 Point Su ort 21 -0.000 -0.000 33.544 -3.741 20.693 -0.614
22 Point Su ort 22 -0.000 0.000 0.000 -22.226 -23.396 -0.046
23 Point Su rt 23 -0.000 -0.000 -0.000 -3.741 20.693 -0.614
24 Point Su ort 24 0.000 0.000 11.018 6.155 0.474 0.027
25 Point Su rt 25 0.000 -0.000 40.243 19.222 3.781 -0.003
26 Point Su ort 26 -0.000 -0.000 -0.000 19.222 3.781 -0.003
27 Point Su rt 27 0.000 -0.000 96.459 29.765 1.183 -0.007
28 Point Su rt 28 -0.000 -0.000 93.031 26.377 4.522 -0.067
29 Point Su ort 29 0.000 0.000 41.617 8.686 12.058 -0.384
email: Support@Adaptsoft.com website: httpJ/www.Adaptsoft.com
1733 Woodside Road, Sufte 220, Redwood City, Cal'rfornia, 94D61, USA, Te(: (650) 306-2400 Fax (650) 306-2401
15
��
�
Project Name: General name Specific Data: Specific name. ��
Date of execution: March 10, 2010 File Name: 5th_Right_Post.adm FLOOR-PRO 2009
30 Point Su ort 30 0.000 -0.00� -0.000 8.686 12.058 -0.384
31 Point Su ort 31 -0.000 0.000 0.000 29.765 1.183 � -0.007
32 Point Su ort 32 0.000 0.000 0.000 26.377 4.522 -0.067
33 Point Su ort 33 0.000 -0.000 45.068 -7.245 -12.764 0.004
34 Point Su ort 34 0.000 -0.000 103.624 -8.910 -15.430 0.033
35 Point Su rt 35 0.000 0.000 27.778 -12.007 -7.068 -3.675
36 Point Su ort 36 0.000 0.000 0.000 -7.245 -12.764 0.004
37 Point Su rt 37 -0.000 -0.000 0.000 -8.910 -15.430 0.033
38 Point Su rt 38 -0.000 0.000 -0.000 -11.626 -13.219 -14.362
39 Point Su ort 39 0.000 -0.000 29.464 -1.367 -11.010 0.005
40 Point Su ort 40 0.000 0.000 0.000 -1.367 -11.010 0.005
41 Point Su ort 41 0.000 0.000 41.111 12.359 -3.304 0.003
42 Point Su ort 42 0.000 0.000 101.731 8.573 -12.920 0.026
43 Point Su ort 43 -0.000 0.000 76.220 38.718 -0.236 -0.029
44 Point Su ort 44 0.000 0.0�0 0.000 12.359 -3.304 0.003
45 Point Su ort 45 -0.000 -0.000 0.000 8.573 -12.920 0.026
46 Point Su ort 46 O.ODO -0.000 -0.000 38.718 -0.236 -0.029
47 Point Su ort 47 0.000 0.000 48.878 -0.272 -4.866 -0.007
------48-- ---P--oint-Su ort �8-_- - -_D.00Q---- ----0..000-----102.446--- -- -0-55D-- - --3.909---- -----0.024 _
49 Point Su ort 49 -0.000 0.�00 75.365 -4.867 -21.886 -0.002
50 Point Su ort 50 0.000 0.000 73.191 2.149 31.647 -0.Q92
51 Point Su ort 51 -0.000 -0.000 35.216 1.102 -G.732 -0.121
52 Point Su ort 52 0.000 0.000 0.000 -0.272 -4.866 -0.007
53 Point Su ort 53 -0.000 -0.000 0.000 -0.550 3.909 0.024
54 Point Su ort 54 -0.000 -0.000 -0.000 -4.867 -21.886 -0.002
55 Point Su ort 55 0.000 -0.000 -0.000 2.149 31.647 -0.092
56 Point Su ort 56 -0.000 -0.000 0.000 1.102 -6.732 -0.121
57 Point Su ort 57 -0.000 -0.000 59.896 1.079 -18.593 -0.424
58 Point Su ort 58 -0.000 0.000 44.724 48.115 11.260 -0.064
59 Point Su ort 59 -0.000 0.000 32.984 1.545 -12.042 -0.022
60 Point Su ort 60 -0.000 -0.000 -0.000 1.545 -12.042 -0.022
61 Point Su ort 61 -0.000 -0.000 0.000 48.115 11.260 -0.064
62 Point Su ort 62 0.000 -0.000 -0.000 1.079 -18.593 -0.424
63 Point Su ort 63 0.000 0.000 84.906 -11.736 2.043 3.689
64 Point Su ort 64 -0.000 -0.000 -0.000 -11.736 2.043 3.689
65 Point Su ort 65 0.000 -0.000 97.934 -10.483 51.072 -0.003
66 Point Su ort 66 -0.000 0.000 43.773 -11.136 13.212 -0.007
67 Point Su ort 67 0.000 -0.000 -0.000 -10.483 51.072 -0.003
68 Point Su ort 68 0.000 0.000 -0.000 -11.136 13.212 -0.007
69 Point Su ort 69 0.000 0.000 35.617 -5.787 -8.892 0.001
70 Point Su ort 70 -0.000 0.000 -0.000 -5.787 -8.812 0.001
71 Point Su ort 71 0.000 -0.000 49.125 11.064 4.761 -0.013
72 Point Su ort 72 -0.000 0.000 60.209 -24.112 3.302 -24.290
73 Point Su ort 73 0.000 0.000 50.722 10.037 -2.272 0.088
74 Point Su ort 74 -0.000 0.000 24.567 -11.929 5.446 -0.127
75 Point Su ort 75 0.000 0.000 -0.000 11.064 4.761 -0.013
76 Point Su ort 76 0.000 -0.000 -0.000 -21.043 9.755 -20.213
77 Point Su ort 77 0.000 0.000 -0.000 10.037 -2.272 0.088
78 Poinf Su ort 78 0.000 0.000 -0.000 -11.929 5.446 -0.127
email: Support@Adaptsoft.com website: http://www.Adaptsoft.com
1733 Woodside Road, Suite 220, Redwood City, Cal"rfornia, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401
16
Project Name: Generai name Specific Data: Specific name
Date of execution: March 10, 2010 File Name: 5th_Right_Post.adm
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98 --
99
100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point S�
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
Point Su
�t 79
rt 80
rt81
rt 82
rt 83
rt 84
rt 85
rt 86
rt a7
rt 88
rt 89
rt 90
rt91
rt 92
rt 93
rt 94
rt 95
rt 96
rt 97
rt 98 ..
rt 99
t 100
t 101
t 102
t 103
t 104
t 105
t 106
t 107
t 108
t 109
t 110
t 111
t 112
t 113
t 114
�t 115
�t 116
�t 117
�t 118
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
t ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� i��
� ���
� ��i
� ���
� ���
� ���
� ���
� i��
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
� ���
61.079
-0.000
88.681
0.000
87.510
-0.000
113.594
0.000
114.516
131.431
0.000
-0.000
116.964
0.000
50.834
36.860
0.000
-0.000
75.637
--108.230-
28.436
-0.000
0.000
0.000
52.763
0.000
90.434
0.000
259.880
179.760
0.000
113.302
o.000
110.152
-0.0�0
-0.000
28.594
-0.000
13.237
-0.000
FLOOR-PRO 2009
-9.888
-9.888
-3.520
-3.520
18.128
18.128
14.936
14.936
4.696
15.673
4.696
33.888
5.982
5.982
-3.222
0.327
-3.222
0.327
28.362
4.946
28.362
26.294
4.946
9.706
9.706
23.976
23.976
-41.357
-44.394
-12.254
4.679
4.679
-15.372
-15.372
6.767
6.396
6.396
-4.495
r4.495
-16.207
-16.207
6.944
6.944
36.761
36.761
-19.126
-19.126
-1.859
-3.580
-1.859
0.911
-6.227
-6.227
26.683
33.004
26.683
33.004
-18.028
_14.887-
-4.173
-18.028
14.887
-4.173
-9.933
-9.933
10.369
10.369
16.854
-�3.791
11.235
14.732
14.732
-16.547
-16.547
-22.893
1.832
1.832
-1.147
-1.147
���
-0.025
-0.025
-0.092
-0.092
-0.035
-0. 035
0.013
0.013
0.091
6.093
0.091
6.860
0.182
0.182
0.260
-2.684
0.260
-2.684
-0.063
=0.044-_ ---
-0.004
-0.063
-0.044
-0.004
0.045
0.045
0.026
0.026
-0.763
0232
-0.315
0.173
0.173
0.585
0.585
1.437
5.743
5.743
-0.140
-0.140
119 Point Su ort 119 0.000 -0.000 24.770 -11.249 1.919 -0.023
120 Point Su ort 120 0.000 -0.000 0.000 -11249 1.919 -0.023
121 Point Su ort 121 -0.000 0.000 96.414 4.403 24.011 -0.843
122 Point Su ort 122 0.000 -0.000 0.000 2.936 7.115 -0.348
123 Point Su rt 123 -0.000 -0.000 95.929 46.828 -3.964 9.223
124 Point Su ort 124 0.000 -0.000 -0.000 31.220 -1.174 3.810
125 Point Su ort 125 0.000 -0.000 26.208 0.917 2.666 0.090
126 Point Su ort 126 -0.000 -0.000 39.020 -12.853 -5.226 0.066
127 Point Su ort 127 -0.000 0.000 38.764 -13.412 8.125 0.063
� email: Supporto�daptsoft.com website: http://www.Adaptsoft.com
1733 Woodside Road, SuRe 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401
17
u
Project Name: General name Specific Data: Specific name ��
Date of execuiion: March 10, 2010 File Name: Sth_Right_Post.adm FLOOR-PRO 2009
128 Point Su rt 128 0.000 -0.000 32.973 -15.441 -9.917 0.145
129 Point Su rt 129 0.000 0.000 -0.000 0.917 2.666 0.090
130 Point Su rt 130 -0.�00 0.000 -0.000 -12.853 -5.226 0.066
131 Point Su ort 131 0.000 -0.000 -0.000 -13.412 8.125 0.063
132 Point Su rt 132 0.000 -0.000 -0.000 -15.441 -9.917 0.145
133 Point Su ort 133 -0.000 0.000 40.360 -24.159 -6.964 2.925
134 Point Su ort 134 0.000 0.000 -0.000 -24.159 -6.964 2.925
135 Point Su ort 135 0.000 0.000 110.782 -8.604 -16.231 -0.264
136 Point Su ort 136 0.000 ' 0.0�0 157.556 -7.206 6.866 -0.314
137 Point Su ort 137 0.000 -0.000 12.502 -10.020 18.584 -1.184
138 Point Su ort 138 -0.000 -3.371 -0.000 0.000 0.000 -0.000
139 Point Su ort 139 -0.000 3.371 0.000 -0.000 0.000 -0.000
email: Support@Adaptsoft.com website: http://www.Adaptsoft.com
1733 Woodside Road, Suite 220, Redwood City, Calrfomia, 94061, USA, Tet: (650) 306-2400 Fax (650) 306-2401
18
_ _, ,. ,, . _. .
, , . . ,.: . .,.:. .- -=. _ ,-: ,,, _ _
,. : ,
.. F. ..._ "__"" _ . ._ . , .. . ...-""._:_ . . .
� ��
��� ��
�
�l�?�� 1�'t� C 1�: �� � J�.'V' 1.:.
:303� 32�-1.51?
� y,
�
. ..�;�--rt.___ __ u �U � (� .71 �
; �� �
�
0
�
�Ita
�,:.�. _s .:-> -f- - - __< a= = .;.�:a:��=.,<� ._��_-. ._. :_ .:. _ �- .. . _. _._.� ...� . ___.._.__ .__ ._ .�.....__.._._s,_ ._
�
�
NISNKIAN MEl4lNIWEaE�
� CONSULTING AND STRUCTURAL ENGINEERS
�1200 Folsom Street, San Francisco, CA 94103
Tel: (415) 541-9477 Fax: (415) 543-5071
JOB �I ��' r "� � Y r` = � NO. ��`� �'
SHEET NO. OF
CALCULATED BY �� DATE / �� (�
CHECKED BY DATE
�H�G� �v�C�-�f:�t� ���z- _
��� � � �r���-. -r� r�� .,� � �L �x r�,-�-t- �,-�� ��-�-� � �
�-�-- � c,� a �--� ��� �� r� c�-t i �a � �--t-��-�-t
� � I
,
i �— �O ``
y�------
� � I �- -- �
� __� �
_ ____ .
I _ _ _ _ __ _ _ _____
�,� - - ; � �
�1 I -- ___ � --�---
� __r ` --- _ I __... _ _i S
� �
� �� 2 � __ _ I � � � C � �
2� �
�,/� = - l 7. �� j � v �, = � 2�0`� �
Mx- �v���-F�
My = -�}� t�� �-�
�
�
�
Punching Shear Chec
h=
d=
Vu =
Mux =
M uy =
�l =
�Z =
X=
Y=
bo
f'c =
Y�
YW
�
k 1i��2 �@ 15 �rJ HSS5x5x5/16
� dJ� frona �a:nel edge
8_� in
7 in
-80_t�9 k
�iJ_�28 k-ft 1086 k-in
: -3�383 k-ft -374 k-in
5fl
��3
- ' �7 Ifl
- ��.� Ifl
101.9 in
,50flU psi
0.281
0.533 �
����o��
,.
�1
- -- .—.� �
�
---__
.�
��
�
��Q�
��
Item Side 1 Side 2 Side 3 Side 4 � Side 5 Side 6 E
Xz ` -28_� -9.�5 < 38_75 - �8.� Li : .0
; _
Yz ; -�:�5 -��1.25 -17 --�.� �3 !�l
L 193 37:9 �9.5 25 U D
d _ 7 7 . 7 7 7 7
Ld 136.50 26530 136.50 175.00 0.00 0.00 71330
LdxZ -3890.25 -2586.68 2559.38 4987.50 0.00 0.00 1069.95
Ldy2 -238.88 -3780.53 -2320.50 -787.50 0.00 0.00 -7127.40
Xs 1.50
Ys -9.99
xz-x3 -30.00 -11.25 17.25 27.00 -1.50 -1.50
Ya-Ya 8.24 -4.26 -7.01 5.49 9.99 9.99
Ld3/12 557 1083 557 715 0 0
dL3/12 4325 31757 4325 9115 0 0
Paralleito :�' -_ 'X _. ,-�r ,. :: � ��y ::.X _ �,; ;
Ixx // X 9273 4810 6704 5279 0 0
ixx // Y 14156 37650 11586 15108 0 0
lyy // X 127733 66417 45500 137404 0 0
lyy // Y 122850 33577 40617 127575 0 0
Ixx 14156 4810 6704 15108 0 0 40777
lyy 122850 66417 45500 127575 0 0 362342
Ixy -33752 12708 -16501 25950 0 0 -11594
Point A Point B Point C Point D
Xa = =�8.5 28.5 28:5 - -�8:5
Ya = ' $' 8' -�7 -�1:i
, ,
Vu/bod -0.112 -0.112 -0.112 -0.112
M ux-Vuy3 286.1 286.1 286.1 286.1
�YY�Y4-Y3�-�XY�Xq-X3J 6.1715E+06 6.8323E+06 -2.2262E+06 -8.9418E+05
Ixxlyy-IxyZ 1.4641E+10 1.4641E+10 1.4641E+10 1.4641E+10
Muy+Vux3 -494331 -494331 -494331 -494.331
Ixx(x4-x3)-Ixy(y4-y3) -1.0147E+06 1.3096E+06 1.0197E+06 -1.2408E+06
�„ -0.�97 -0.051 -0.106 -0.139
v„ max 0.139
� �� 0.769
0.215
0.212
��� 0.212 ksi
�
Vc =(2+4/pc) �fc bod � Eq. 11-33 AC1318-02
Vc ={30d/bo+2) �fc bod E- Eq. 11-34 ACi318-02
Vc = 4Vf c bod E- Eq. 11-35 ACi318-02
OK
�
�= _
NISHKIAN AAE�Pf1N�t�E�
� CONSULTING AND $TRUCTURAL ENGINEERS
�1200 Folsom Street, San Francisco, CA 94103
Tel:(415)541-9477 fax:(415)543-5071
JOB 4 ��r�C�� V�`�� NO.��
SHEET N0. OF / �
CALCULATED BY + ►' � DATE �/I �-�( � �
--r
CHECKED BY DATE
GH�K- �`� � � � � �� �
� _ (�Z� � I x �74 =
4, `�
�'�' ( � � �,��
4�a
,!
I-�
_ ._
� � �d �� ���� , T�� �..� �- � �.--�� �
���o�
����� ���,� G
��n = �.3�2 �L
��������� ����� � w�,�
= 1,��� x � � � x � � �� �
�� _ � �� �' � I, �, .� � �, � 1 1�-. � � �► � �-- ,
��
0
�
NlSHKIAN MENNINGER
JIJSULlINGdSTRUCTURALENGINEER551NCE181 PROJECT: 4Seasons,V31I �.�� � �� � � . .
,mor�so-�i.s��cr� ena+ CLIENT :
Sal(415)541-9477(u1�15�5135D71 ,106 NO. : �oas � � � DATE : 3tazrzaa�
T�be Base Plate Design Based on AISC Manual 93th Edition (AiSC
INPUT DATA & DESIGN SUMMARY
AXIAL LOAD OF COMPRESSION Pa = 42$ kips, ASD
STEEL PLATE YIELD STRESS F y= 6� ksi
CONCRETE STRENGTH f�' = 5 ksi
COLUMN SIZE _> t3SS5XbXb/16
BASE PIATE SIZE N= 3fi in
8 = �6 in
AREA OF CONCRETE SUPPORT A Z = �56 ��2
(geometricaliy similar to and concentric with the loaded area.)
USE 1(
16 x 16 ,, l,,� 3� �
5/8 in thick late �«�
__ —___ _ _ __ . _
_ . __ _ __ _
ANALYSIS
CHECK BEARING PRESSURE (AISC 360-05 JS)
Ppl��=f�A1MIN 0.85MAXI Aj , 1I ' 1.7J= 435.20� kips
[ l J
Where A, = 256 inZ, actual area of base plate.
� S2 � = 2.50
DETERMINE VALUES OF m, n, n', X, and �. (AISC 13th Page 14-5)
m=0.5(N-0.95d) = 5.63 in
n=0.5(B-0.95b) = 5.63 in
n'=0.25(d6 )05 = 1.25 in
4db S2�Pa � _ 0.10
X —MIN���d+b)Z) py ,
.l=MIAT� 2� , ll= 0.32
I+ 1—X J
Where d = 5.00 in, depth of column section.
b = 5.00 in, width of column secdon.
DETERMINE REQUIRED THICKNESS OF BASE PLATE (AISC 13th Page 14-6)
3.33po _
r� =1 F,��� — 0.54 in
Where 1= MAX ( m, n, �. n') = 5.63 in
PAGE: ��
DESIGN BY : ?1Af
REVIEW BY :
b
�� E�
�
L7 Z
v rn
0
�---------�
E
� 0.95 b �
B I
� Pa
[Satisfactory]
:: -_ _ ,.- . ..._ ._ __... _ .
NISHKIAN i1�E�+1�Ii���R
- CONSULTING AND STRUCTURAL ENGINEERS
�1200 Folsom Street, San Francisco, CA 94103
Tel: (415) 541-9477 Fax: (415) 543-5071
JOB � S�/'r/��/ � V�I1/ NO. �VC/ /
SHEET NO. ^ OF � !
CALCULATED BY ' " " DATE � � ` � �
CHECKED BY DATE
G�IY(/F""_" �,� ��yj-�- �� �T°�
�
z
_ �
_
� ,
� �'- �9
�x � �
�- �
__ _ __ _._ _ ____
__ _ _ _ - - - _ - - - ---� ---- -
(�fJ ��To�~� �v �, ��-, �� 4 �-t�---
� � �'�T �,/ � � � g ��' .
�
�� S ��� �� �
1+� �. ����
�; �
�
'��
� �� �� � ����-�--.� �� � � �-�--�- ��--
��-�����,.T► v� s-- �i M� l�� �������.1 -
�-�-�-�.�,��.� ��1--� c���� ��-- -�-c� ���
� �— �� ��� ��*°� v� ��� c.�-c ' `� ��c. �
L.�=c� �-1-�c-��' �L--� �-��--- .
NISHKIAN IV�E�1lrl�l��sE�
� CONSULTING AND STRUCTURAL ENGINEERS �
�1200 Folsom Street, San Francisco, CA 94103
Tel: (415) 541-9477 Fax: (415) 543-5071
JOB � `"" V���� V� � V NO. l�.T�/�
SHEET NO. OF % �
CALCULATEDBY l � DATE � �2/��
CHECKED BY DATE
�`�/�� �� � � I � C � S� ���� 4 ?� ���
CI-i � � 1*�I � t�l . �jt� ��� � l C������ .-- � �� � � � 7 �r� C B��G�
��''��' ' aG� : f` ��
� ��
C�-��..;�-,� �'�,�►� �� ��'� � ��r v 12'� .
__ -- --- - -
- - ---- -_ - - - - ---- - --- - -- - -- - -----
�jGt�'� ' �G� � � O ��v c...�('t a r--� � ��--- ��� E�� �
�
��
��-I�` �-l._.. �=�%'� �I ��"��.-� '� � �!,.��';�' J �� .-- � ��
.
���� ��°► ;�G� �c-�. � �%�j�,
�G��-t � ��' '� �'-u� at" ��°� �-- = 0, � �
�`�W� ��l � � u N i �� �-�-�G� � � a7 �
, � �°���
���� ���� � ������ X a, ��
�� ,� �,�=-�� � �- �� �.� a�s
,
� ��
����
G�� � 4 � �-L-�+�� �-I .�- = �-- �. �1�� � � �
� �������
� ��,��
� ����'��o�
0
NISHKIAN �Ei�������
� CONSULTING ANDSTRUCTURALENGINEERS
�1200 Foisom Street, San Francisco, CA 94103
Tel: (415) 541-9477 Fax: (415) 543-5071
�'y�G l'� �'J �� �Qft/r�c��' f°f U �
r� p
� ��.
JOB
.1' �ii`''zi2=�" � vi�l� i./ NO. ��:__, , �
SHEET NO. �F ��
CALCULATED BY ` " � - DATE �/' ��� �
CHECKED BY DATE
�., ,d,,.. �b •
��
L � Z /�`/ // -
�.� �
, /.
/
_ /
3/y.�x � ' T�r� fi e
� �'r �-c.�
��
�ss sxsx�6
��,
� `�
��/
/ �
�--� �--- �.�r✓1
-� � �
�'� Fl��� ��� -'`'i�"'z�'L �U� w/L L �� �C'c`.s/�j"��
Cb r�1 �'� �S� D N , ,✓r�. �. ��..�
� � t�i � ,P.��>:"�� � 7�-l�" Ga�lC�E ;r�- �� l�,�In/ �t{r.� zo
,= � �� t � � t�Rc.� �. �� �`�'� �°c-T-s r� � �� sT '� �
�iJ,� d; �"�� f,f� � �_
�G(���
��'� G�UNI�C�`/OJ11 �'t✓ ��'!-�CE . S/1J�F'� i t�� � Tt�t:.L �'...1.��,�-
� �°�� � { ',-i E 7 r!�" ,�'�?�r�s.�:f ����f/�-� /�/T.��c'.s�7� Q ^l . �'�-1� �,�� �
Fk pM s`%��� T ��� t � CaN�� #��= ��-� 17�us � �: �, o�t � �� -� �"-?�`�` ,�r��
.,r,, � ,-�- t � �E;r�' ��� ��r�f'�
"'�'�� �! Uf'I.n/ Wf,�`'`�;�Il� �����.:�< <;�1(� ��E;� 1 ��� � �/,�:. � .
�
_
m
�
�
Titen HD Shear Loads in Norma!-Weight C�oncrete, ��*
Load Applied Parallel to Edge
� � �Ulinimum Nlinimum iVlinimum �hearLoadBasedan�ancrEte � '
�mbed_ ' �d e �fis3ance
�ize i1nN �it �e�h �dge� �nd : ' �pacing ` 9
an. �ia. ` �� Dist. �iisi. �ist. #'� >=250D psi ��a_2 �VIP�� �onereie
�mm� �n. in. in_ qn.
�qnm� : ��m� ' ��m� �mmj �Itimale ; �td. �ev_ 4ltlow.
�6s_ �kN) , pbs_ �9c�1� . 7hs. �dcN�
2 3/4 4,660 575 7,765
(70 2D.7) (2.6 5.2
31/4 � � 1,530
1/2 63 1 3/4 8 8 fi.8
(12.7) 1� 3 1/2 (45) (203) (203) 6,840 860 1,71D
(8g (30.4) 3.8 7.6
4 1/2 7,8DD 300 1,350
See page 5 for an
explanation otthe
load table icons
��
�
StrAng-Tie.
' �mc�+oa'srs�s
�1--�� �'�a °I �
U S� -�'� " 3ou v'--
�•14%� �C`„ L�1:,✓kf J`s% (E�` � J� s
r-� � �t�'� p�r �-
?374 �3,820 �B� �,�05 ; 1, The allowable loads listed are based
.;: - ' ; .
���� �2�-�� ' ��-� 7� �� on a safety factor of 4.0.
�IB. $18 3�i4 7 3�4 �D 3D � �,�gp 2. Allowable loads may be increased 33'h%
���.9� $3 j95� �254j �259� � � �� for short term loading due to wind or
3]�2 �,fl60 �,284 7,7b� seismie torces where permitted by code.
3. The minimum concrete thickness is
`�g �`�� i�fz times the embedmerrt depth.
�Tension Loads in Normal Weighi Concrete Stemwall
______._____.__ __Tensian Luads in Normal Weighi Concrete,_____.____ ___
��t � Load Applied at 60-degree Mgle t �
to Horizontal for Tilt-Up Wall Braces ��
1. The allowable loads are based 3. The minimum anchor spacinp is 15 inches.
on a factor ot safety ot 4.0. 4. The minimum �oncrete thickness is 12 inches.
2. Rllowabie loads may be inoreased 3375% 5: Allowable loads may be interpolated for
for short term loading due to wind or compressive strengths between 2,5D0
seismic forces where permitted by code. and 4,500 psi.
Tension and Shear Loads in Lightweighi Concrete over Metal Deck
1. The allowable loads are based on a 3. Testing was performed using z
safety factor of 2D tor titt-up wall braces. Meadow-Burke bra�e shoe.
2. Anchor must be installed into a concrete 4. Tden HD has been qualified for
iloor slab, iooting, or deadman with temporary outdoor use ot up
sufficient area, weight, and strenpth to 9D days through testing for
to resist the anchorage load. this appiication.
��i� ��� �
Instatl in Concrele 1ostali through Me3a1 �eck
33rii1 - fmbed. Critical �ritical Tensinn Load Sheariaad �ensiontoad Shearioad
Size fdge Spacing, �,��_3DUO,psi;20.7Mpa) P�>=30DOpsi(20:3�VIpa) ('�>=3000�si�20.��7pa� t'�>=3DOO�isi�2U.��7paj
Bit Depth
ln. Dist. �ist.
�mmj ��a- �°' ;n. an. Lightvueight�oncrEte Lighiweight�oncrete tightweightGoncrete . 'LSghtweighiione�ete`
9n. �mm)
(mmj ,(mmj Ultimate ' Ailowa6le iiltimate Allowable Ultimate A1lowabie i]ltimate Allowable'
1bs:lkN) ]bs.(kN) lbs.{kN) Ibs.�kN� Ibs.(kNj 16s.�kN� �bs:{kN) lbs.{kN)
2 3/4 2,560 640 4,240 1,060
3/g 3� (70) 6 6 (11.4) (2.8) (18.9) (4.7) • • • •
(g.5) 3 (152] (152) 5,420 1,355 4,1D0 1,025
76 • • •
( ) � (24.1) (6.0) (18.2) (4.6)
2 3/4 3,U40 760 6,380 '1,595
�� �70� 8 8 (13:5) (3.4) {28.4j �7.a3 • • • •
�32.7j 112 A (203j (203) 7,020 �,755 6,840, a,71D
�iil2 • • • •
� t3i-2) �j7:8� : �(3D.4j �7 Sj
2 3/4 3,100 775 6,360 1,595
5/8 5/8 (70j 10 10 (13.8) (3.4) (28.4) (7.1) • • • •
(15.9) g (254) (254) 8,940 2,235 10,700 2,675
127 • • •
( ) � (39.8) (9.9) (47.6) (11.9)
- 1. The allowabie loads listed are based an a safety factor oT 4.0. 3. Allowable loads for anchors installed in the lower flute of the 4. Anchors may be installed oft-center in the lower
2. Allowable tension foads for anchors installed in the concrete steel deck are tor flutes with a trapezoidal profile with a depth flute (up to 1�k' from the edpe of the lower flute)
side may be increased 33 /s% for shon-term loadinp due to of 3 inches, and a width varyinp from 4Yz inches at the bottom withoul a load reduction.
wind or seismic farces where permiried by code. Allowable to 7%z inches at the top. The spacinp oi the flutes is 12 inches. 5. 1D0% of the allowable load is permitted at crfticai
shear loads for an�hors installed through the metal deck side The metal deck must be minimum 20-gage with a minimum yield edpe distance and critical spacing. Testing at smaller
106 shall not be increased for wind or seismic forces. strength ot 38 ksi and minimum uttimate strength oi 45 ksi. edge distances and spacinps has not been pe�formed.
�
0
�
�
�
�`
>,<::��"�°°
108
Load Adjustment Factors for Titen HD Anchors in Normal-Weight Concrete:
Edge Distance, Tension and Shear Laads
Laad adjustment factors for critical and minimum edge distance have been determined
by testing. The following tables have been created using linear interpolation.
How to use these charts:
1. The following tables are for reduced Edge Distance. 4. Locate the edge distance (C,�,) at which the anchor is to be installed.
2. Locate the an�hor size to be used for either a tension 5. The load adjustment factor (f�) is the intersection of the row and column.
and/or shear load application. 6. Multiply the allowable load by the applicable load adjustment factor(s).
3. Locate the anchor embedment (E) used for either 7. Reduction factors for multiple edges are multiplied together.
a tension and/or shear load application.
Edge Distance Tension (f�)
p r� �
Uia. 3/8 1/2 5/8 3/4
Edpe E 2 3/4 3 3/4 2 3/4 3 5/8 5 3/4 2 3/4 4 1/8 5 3/4 2 3/4 4 5/B 5 3/4
Disi.
��d C�, 3 3 4 4 4 5 5 5 6 6 6
���� �mio 1 3/4 1 3/4 1 3/4 1 3/4 1 3/4 1 3/4 1 3/4 7 3/4 1 3/4 1 3/4 1 3J4
fG„m U.63 0.73 U.67 0.57 0.73 0.67 U.57 0.59 0.67 0.48 D.58
13/4 � 0.63 0.73 0.67 0.57 0.73 0.67 0.57 0.59 0.67 0.48 0.58
2 - 0.86 0.78 0.71 0.62 0.76 070 0.60 0.62 0.69 0.51 O.6p
-- - --2-'f7A--- ` . -0-9D �8� -074 -0:67--0:79 -D:72 -0:64---0:�5 -"0:71 -0:54--0:63-
21/2 =` D.93 0.89 0.78 OJ1 0.82 0.75 0.67 0.68 0.73 0.57 0.65
2 3/4 � 0.97 0.95 0.82 0.76 0.85 0.77 070 0.72 0.75 0.60 0.68
3 1.00 1A0 0.65 D.81 D.88 0.80 OJ4 0.75 0.77 0.63 0.70
31/4 0.69 0.66 0.91 O.B2 0.77 OJB 0.79 0.66 OJ3
31/2 0.93 0.90 0.94 O.B5 0.80 0.81 0.81 0:69 0.75
3 3/4 0.96 0.95 D.97 0.67 0.63 0.84 0.83 D.72 0.78
4 -, 1.00 1_00 1.00 0.90 0.87 0.87 0.84 0.76 0.80
41 /4 `_ 0.92 0.90 0.91 0.86 0.79 0.83
41/2 = `: 0.95 0.93 0.94 D.88 0.82 0.85
4 3/4 -� 0.97 0.97 0.97 0.90 0.85 0.88
5 1.00 1.00 1.OD 0.92 0.88 0.90
51 /4 ' 0.94 0.91 0.93
5 1/2 -, 0.96 0:94 0.95
5 3/4 0.98 0.97 0.96
6 ' 1.D0 1.00 1.00
Edge Distance Shear (f�)
Dia. 3/8 1/2 5/8
Edge E 2 3/4 3 3/4 2 3/4 3 5/8 5 3/4 2 3/4 4 1/8
Dist.
Csa C�, 4 1/2 4 l2 6 fi 6 7 1/2 7 1/2
(��� r'min 1 3/4 1 3/4 1 3/4 1 3/4 1 3/4 1 3/4 l 3/4
f�,,,�„ 0.25 � 0.24 �.25 U.20 0.�7 0.19 0.16
1 3/4 0.25 0.24 0.25 0.20 0.17 0.� 9 0.16
2 ; 0.32 0.31 0.29 025 D22 0.23 0.20
21/2 0.45 0.45 0.38 0.34 0.32 0.30 0.27
3 ' D.59 D.59 0.47 0.44 0.41 0.37 0.34
31/2 0.73 0.72 0.56 0.53 0.51 0.44 0.42
4 D.86 D.B6 0.65 0.62 0.61 0.51 0.49
41/2 1.00 1.D0 0.74 0.72 0.71 0.58 0.56
5 0.82 0.81 0.80 0.65 0.fi3
51/2 0.91 0.91 0.90 0.72 0.71
6 1.00 1.00 1.00 0.79 0.78
' 61 /2 0.86 0.85
7 0.93 0.93
I 7 1/2 ' 1.00 1.00
6
!, B 1 /2
. 9
`See page 5 for an
explanation of the
load table icons
��
Stro g ;
, I ANCHOR SYSTEMS
5 3/4 2 3/4 4 5/8 5 3/4 �� ��*
7 1/ 9 9 9
1 3/ 1 3/4 1 3/4 7 3/4
n.ie a.i9 a�a o.�s
0.19 0.19 0.14 0.13 '
D.2 0.22 0.17 0.16
0.30 027 0.23 0.22
0.37 D.33 0.29 028
0.44 0.39 0.35 0.34
0.51 0.44 0.41 0.40 The tabied adjustmenl values (f�) have been
0.58 0.50 0.47 0.46 calculated using the following information:
0.65 0.55 0.53 0.52 1. E= embedment depth (inches).
2. Cac� = actual edge distance at which anchor
0.72 0.61 0.58 0.58 is instalied (inches).
3. C�r = criticaf edge distance for 100%
0.79 0.66 0.64 0.64 load (inches).
0.86 0.72 0'.70 0.70 4. Cmin = minimum edge distance for
0.93 0.78 0.76 0.76 reduced load (inches).
5. fc = percent of aliowable load at actual
1.00 0.83 0.82 0.82 edge distance.
0.89 0.88 0.88 6. fccr = percentage of allowable load at critical
edge distance. f�cr is always = 1.U0.
0.94 0.94 0.94 7. fcm;n = percent of allowable load at minimum
1.00 1.00 1.00 8 f d9 f mi ntan[�1 fcmin) (Cact - Cmin) /(Ccr - Cmin)].
�
z
0
U
F-
z
s
�
0
�
g
��
S
�,
U
�
�
0
�
Q
U
�
_ �
� P nchin Shear Check ��� C8 L�4
u g _I �.
@ d/2 from cotumn edge
h1=
hZ =
d1=
Vu =
Mux =
Muy =
c1=
'cZ =
x=
Y=
;bo
fc=
� �yvx
YyY
C��
�.� i n
- �_� in
• 17 in
-�9.7�� k
-22.fl96 k-ft
�7,545 k-ft
, 3.5
24
2�.� i n
2fi.� in
51 in
_ �tt�p0. psi
0.409
0.391
<_ �anei thickness
<= siab thickness
<= effective depth
-265 k-in
211 k-in
<= column dimension parallel to x
<= column dimension parallel to y
<= concrete strength
�
ttem Side 3 Side 2 E
Xz 4..�.� _ ��i.�
Yi 2i�.5' 7_25
L 24.5 26.5 "
d 17 17
Ld 416.50 450.50 867.00
Ldx2 1770.13 7433.25 9203.38
Ldy2 8538.25 3266.13 11804.38
X3 10.62
Y3' 13.62
xz-x3 -6.37 5.88
Yz-Ys 6.88 -6.37
Ld3J12 10031 10850
dL3/12 20834 26364
Parallel to X Y
Ixx // X 19742 18252
Ixx // Y 50607 55466
lyy /f X 47739 52814
lyy // Y 16875 15601
Ixx 19742 55466 75208
lyy 47739 15601 63340
fxy -18252 -16875 -35127
Point A Point B Point C
x4 = -8.00 36.50 16.50
Ya = 20.�0 2I3.5{i -6.�0
Vu/bod -0.092 -0.092 -0.092
Mux-Vuy3 820.6 820.6 820.6
tyy(Y4-Y3)-Ixy(x4-x3) -2.1781E+05 6.4280E+05 -1.0357E+06
Ixxlyy-Ixy2 3.5298E+09 3.5298E+09 3.5298E+09
Muy+Vux3 -636.0112721 -636.0112721 -636.0112721
Ixx(x4 x3)-IxyfY4-Y3) -1.1582E+06 6.8443E+05 -2.4644E+05
�„ -0.194 0.017 -0.208
v„ max
� v�
0.208
0.247
0.460
0.212
�v� 0.212 ksi
Vc =(2+4/j�c) �f'c bod <- Eq. 11-33 ACI318-02
Vc =(20d/bo+2) dfc bod E- Eq. 11-34 ACI318-02
Vc = 4dfc bod F Eq. 11-35 ACi318-02
OK
�
_ _..
: . ��� , �
� Punching Shear Check C1/CB @L4
@ d/2 from panel edge
�
�
h2 =
dz =
Vu =
Mux =
Muy =
Cl =
Cz =
x=
Y=
bo
fc=
fpc =
yvx
'Y�Y
8.5 in
7 in
-79J49 k
-22.096 k-ft
17.545 k-ft
16
24
�0.� in
- �9:� in
140 in
5000 psi
��q' psi
0.398
0.402
�
�
-265 k-in
211 k-in
\f
�
�
_ �
Item Side 1 Side 2 �
xZ 1�.2�: �3.5
Yz 5� 'S 22.��,
L 70.5 69.5
d 7 7
Ld 493.50 486.50 980.00
LdxZ 9006.38 26027.75 35034.13
Ldy2 28376.25 11067.88 39444.13
x3 35.75
y3 40.25
xz-x3 -17.50 17.75
Yz-Ya 17.25 -17.50
Ld3/i2 2015 1987
dL3J12 204402 195826
Parallei to X Y
Ixx // X 146862 148975
Ixx // Y 353279 346788
lyy // X 357536 351106
lyy // Y 151119 153293
Ixx 146862 346788 493651
lyy 357536 153293 510829
Ixy -148975 -151119 -300094
Point A Point B Point C
x4 = -17 �3_'S 53.5
Ya = 575 5i.5 -12
Vu/bod -0.081 -0.081 -0.081
Mux-Vuy3 2944.7 2944.7 2944.7
IYy�yq-)/3�-IXy�Xq-X3J -7.0175E+06 1.4139E+07 -2.1363E+07
Ixxlyy-Ixy2 1.6211E+11 1.6211E+11 1.6211E+11
Muy+Vux3 -2640.4155 -2640.41555 -2640.4155
Ixx(x4-x3)-Ixy(Y4-Y3) -2.0863E+07 1.3940E+07 -6.9169E+06
v„ -0.269 0.112 -0.281
v„ max
Rp
RP�f c
0.3fpc
�uc
�
0.281
2.500
0.177 ksi
0.105
0.282 ksi
C
3.5 => 2.500
Vc = bp�F'C + 03fpc, where Vp = 0(Eq.11-36 ACi318-02)
OK
_ �
�
check horizontal shear �1��8 � ��
Vu = 79.7�9 k
M ux = 22.fl96 k-ft
M uy = ��.��#� k-ft
�3x = - ' i3.� <= portion of Vu to be designed in X-direction by column perimeter, min 0.5
(3y = - : fl_� <= portion of Vu to be designed in Y-direction by column perimeter, min 0.5
hs = 8.� in <= slab thickness
hP = �t� in <= panel thickness
panel size Lx = �.5,8` <= panel dimension in x
Ly = S.Si� <= panel dimension in y
Check X-dir:
Vx
V�oc
Qxx
Ixx
aXX
As
Vux
# of bars
Emb min
emb prov
µ
�Vnx
Check Y-dir:
Vy
Vyy
Qyy
�YY
4YY
V uy
# of bars
�Vny
39.87 k
3.14 k
2805 in3 <= Qxx = Ayx
34824 in4
3.46 k/in <= VQ/I
- "-#5 @ ; 8 _; in <= dowels
> 0.33 in2 <= bar area
27.72 for
7
S 8; in
__._. ._.._. ,._r<,,,_
6.8 in
_ _.
_ �.�
97.7 k
47.85 k
4.02 k-ft
2847 in3
35351 in4
4.18 k/in
33.4 for
7
97.7 k
8 in strip
<= minimum embedment for bars
<= embedment provided for bars, max value =
<= µ, 11.7.4.3 ACI318-02
flK : Vn = A„f fy µ F— Eq.11-Z5 ACI318-02
8 in strip
OK ' Vn = A,,f fY µ F— Eq.11-25 AC1318-02
�
�
� " hear Check �3�; ��
Punch�ng S 1'�.(�� ,
�
•
hl =
h2 =
d1=
Vu =
Mux =
Muy =
cl =
cZ =
x=
Y°
bo
fi.c =
rvx
'Y�Y
@ d/2 from column edge
: � in <- panel thickness
�.� in <= slab thickness
3� in <= effective depth
15'�_�t�5' k
�fl.�Di k-ft 126 k-in
48.��� k-ft 578 k-in
�� <= column dimension parallel to x
�'��;` <= column dimension parallel to y
38 in
30 in
136 in
- �fll�` psi <= concrete strength
0.372
0.429 ��
� �_ ,�.--�-
�
I�
�
� �
�
� _
--- i �
G
�
�
�
Item Side 1 Side 2 Side 3 Side 4 E
xZ -19 0 19 0
yz 0 15 0 -15
L 30 38 30 38
d 14 14 14 14
Ld 420.00 532.00 420.00 532.00 1904.00
Ldx2 -7980.00 0.�0 7980.00 0.00 0.00
Ldyz 0.00 7980.�0 0.00 -7980.00 0.00
x3 0.00
Ys 0.00
xZ-x3 -19:00 0.00 19.00 Q00
yZ-y3 0.00 15.00 0.00 -15.00
Ld3/12 6860 8689 6860 8689
dL3/12 31500 64017 31500 64017
Paralie) to Y X Y X
txx // X 0 119700 0 119700
Ixx // Y 38360 192407 38360 192407
lyy // X 189980 72707 189980 72707
tyy // Y 151620 0 151620 0
Ixx 38360 119700 38360 119700 316120
lyy 151620 72707 � 151620 72707 448653
Ixy 0 0 0 0 0
Point A Point B Point C Point D�
x4 = -19.00 19.00 19.00 -19:00
y4 = 15.00 15.00 -15.00 -15.00
Vu/bod 0.089 0.089 0.089 0.089
M ux-Vuy3 126.0 126.0 126.0 126.0
�YY�Y4-Y3�-�XY� 6.7298E+06 6.7298E+06 -6.7298E+06 -6.7298E+06
Ixxlyy-IxyZ 1.4183E+11 1.4183E+11 1.4183E+11 1.4183E+11
Muy+Vux3 577.968 577.968 577.968 577.968
Ixx(x4-x3)-Ixy( -6.0063E+06 6.0063E+06 6.0063E+06 -6.0063E+06
v„ 0.101 0.080 0.076 0.097
v„ max 0.101
c� v� 0.424
0.324
0.212
�v� 0.212 ksi
Vc =(Z+4/(3c) �Pc bod <- Eq. 11-33 ACI318-02
Vc =(40d/bo+2) �f c bod � Eq. 11-34 AC1318-02
Vc = 4�f'c bod � Eq. 11-35 ACI318-02
OK
, �
. _ J
� � Punching Shear Ct 1`3%
�
�.t�j� �rora� �ar�el edge
h = '__.�3:5' in
d = _ _ �;�n
Vu = - �69_fl0� k
Mux = �#�.354 k-ft 578 k-in
Muy = �C�_�{�1 k-ft 126 k-in
�l = 2�
c2 = ' �£
x = 12� in
y = . . �t�� i n
, ,. .
'bp 264 in
�f
fc = � � ��i� psi
� __�_ .- :�.�-;-
yvx 0.381
yvy 0.419
� ���
�� � �z :►� �.- . �,� _ .
�
� � � � � �1 �
�
� �. : -
� : �� � �
I ,��., a
�i �
� ..._
�
_ �
I
� _ 5,�,:
� � � ��
�.._.. ...� ._._ �..
� �� �
�
� item Side 1 Side 2 Side 3` Side 4 Side 5 Side 6 E
x2 -'S1.5 -515 {3 £9:� �9.5 �
Yz =��:�5 29.29 51.5 22_5 -39 -��_S
L 4�3_S 44.� �. 121 �8 25 �21
d . 7 7 . 7 _ _ 7 7 7
Ld 283.50 311.50 847.00 406.00 175:00 847,00 2870.00
LdxZ -14600.25 -16042.25 0.00 28217.00 12162.50 0.00 9737.00
Ldy2 -8859.38 9123.84 43620.50 9135.00 -6825.00 -43620.50 2574.46
x3 3.39
Y3 0.90
xz-x3 -54.89 -54.89 -3.39 66,11 65.11 -3.39
yz-y3 -32.15 28.39 50.60 21.60 39.90 -52.40
Ld3/12 13.58 1272 3459 1658 715 3459
dL3J12 38�51 51404 1033411 113835 9115 1033411
Parallel to ���„ r -� 1 � � � �� -�-- � � �- � � �-� `� �
_ . - .. . _ � =�.���� �. _ � :`� � �_��.-�. ��"
Jxx // X 292978 m251119 2168880 189476 278560 2325395
Ixx // Y 332886 303795 3205749 304949 288389 3362264
lyy // X 894153 991290 1046618 18897b5 774610 1046618
lyy // Y 854244 938614 9749 177�4292 764�81 9749
Ixx 332886 303795 2168880 304949 288389 2325395 5724294
lyy 854244 938614 1046618 1774292 764781 1046618 6425168
ixy 500274 -485493 -145413 579815 -461560 150568 138191
PointA Point B Point C Point D
x4 = -�1_5 =, 69.5 � � 69_S -51.5
Ya= " ��-5 5L5 -51:5 51.5�
Vu/bod 0.091 0.091 0.091 0.091
Mux-Vuy3 426.4 426.4 426.4 426.4
�YY�Y4-Y3�-IXY�Xq-Xg 3.3272E+08 3,1600E+08 -3.4580Et08 -3.2907E+08
Ixxlyy-Ixy2 3.6760E+13 3.6760E+13 3.6760E+13 3.6760E+13
Muy+Vux3 699.392378 699.392378 699.392378 699.392378
Ixx(x4-x3)-Ixy(Y4-Y3 -3.2121E+08 3.7142E+08 3.8566E+08 -3.0698E+08
v„ 0.095 0.090 0.087 0.092
v„ max
¢ v�
� ���
0.095
0.424
0.162
0.212
0.162 ksi OK
�0
�
�
�
check horizontal shear �3�'�5,� �� -
vu = 1£9 flf�5 k
Mux = .1{3.�i31 k-ft
M uy = 48.��4 k-ft
(3x = �;� <= portion of Vu to be designed in X-direction by,column perimeter, min 0.5
(3y = �.� <= portion of Vu to be designed in Y-direction by column perimeter, min 0.5
hs = ' 8.� i n
hP= 7 in
panel size Lx =
Ly =
Check X-dir:
Yx
Vxx
Qxx
Ixx
q�
As
Vux
# of bars
Emb min
emb prov
µ
�Vnx
Check Y-dir:
Vy
Vyy
QYY
lyy
qYY
Vuy
# of bars
�Vny
<= slab thickness
<= panel thickness
9.5D <- panel dimension in x
S.fl� <= panel dimension in y
101.40 k
5.07 k
2856 in3
29791 in4
10.21 k/in
<= Qxx = Ayx
<= VQ/I
#5 � = 8�;• in <= dowels
�:33. inz <= bar area
, 81.66 for 8 in strip
11
;�:J� � in <= minimum embedment for bars
,.
5 in <= embedment provided for bars, max value-=
�' �, � i3. <= µ, 11.7.4.3 ACI318-02
112.8 k flK Vn = A,� fY µ� Eq.11-25 ACI318-02
84.50 k
1.31 k-ft
3392 in3
35377 in4
8.23 k/in
65.8 for
13
133.3 k
S in strip
pK '` Vn = A,� fY µ<— Eq.11-25 ACI318-02
6.8
//
;... , , , _ , . ;. <, .
: , . , : : ' ` ' �� ,
� _
Punchin ShearCheck 3 �199 i� "
g / --_ .�°
@ d/2 from column edge
�
�
h1=
h2 =
d1=
Vu =
Mux =
Muy =
c1=
c2 =
x=
Y°
bo
fc =
yvx
Y�Y
> ? in
~ B:� in
14 in
3fl3 k
„ -58 k-ft
23 k-ft
24
-2�
_ _ .._.
38 in
38 in
152 in
tt �' ' S000 psi
0.400
0.400
A
��
<= panel thickness
<= slab thickness
<= effective depth
816 k-in
276 k-in
<= column dimension parallel to x
<= column dimension parallel to y
<= concrete strength
38
24
�
N
- _ �3
Item Side 1 Side 2 Side 3 Side 4 E
xZ -19 0 19 0
y2 0 19 0 -19
L 38 38 38 38
d 14 14 14 14
Ld 532.00 532.00 :532.00 532.00 2128.00
LdxZ -10108.00 0.00 10108.00 0.00 0.00
Ldy2 0.00 10108.00 0.00 -10108.00 0.00
x3 0.00
y3 0.00
, 'xZ-x3 -14.00 0.00 19.00 0.00
yz-y3 0.00 19.00 D.00 -19.00
Ld3J12 8689 8689 8689 8689
dL3/12 64017 64017 54017 64017
Parallel to Y X Y X
Ixx // X 0. 192052 0 192052
'Ixx // Y 72707 264759 72707 264759
lyy // X 264759 72707 264759 72�07
lyy // Y 192052 0 192052 0
1xx 72707 192052 72707 192052 529517
lyy 192052 72707 192052 72707 529517
ixy 0 0 0 0 0
Point A Point B Point C Point D
x4 = -19.00 19.00 19.00 -19.00
y4= 19.00 19.00 -19.00 -�9.00
Vu/bod 0.142 0.142 0.142 0.142
Mux-Vuy3 816.0 816.0 816.0 816.0
lyy(y4 y3)-Ixy( 1.0061E+07 1.0061E+07 -1.0061E+07 -1.0061E+07
Ixxlyy-Ixy2 2.8039E+11 2.8039E+11 2.8039E+11 2.8039E+11
Muy+Vux3 276 276 276 276
Ixx(x4 x3)-Ixy( -1.0061E+07 1.0061E+07 1.0061E+07 -1.0061E+07
v„ 0.158 0.150 0.12� 0.135
v„ max 0.158
Qr v� 0.318
0.301
0.212
�v� 0.212 ksi
Vc =(2+4/(3c) �f c bod <- Eq. 11-33 ACI318-02
Vc =(40d/bo+2) �fc bod F- Eq. 11-34 ACI318-02
Vc = 4�f'c bod F Eq. 11-35 ACI318-02
OK
. �¢
� .
Punching ShearCheck 3/A9.9 @ LS
@ d/2 from panel edge
h2 =
d2 =
Vu =
Mux =
M uy =
c1=
cZ =
x=
Y=
bo
fc=
�,X
Y�Y
�
8.5 in
7 in
303 k
68 k-ft
23 k-ft
24
24
' 103 in
103 i n
412 in
5000 psi
0.400
0.400
�
�
0
816 k-in
276 k-in
y
1�
0
�.
_�
�`°
�
�
C�
�
�
�
Item Side 1 Side 2 Side 3 Side 4 E
xZ , -45.5 6 57.5 6
y2 -9 42.5 -9 -60.5
L 103 103 103 103
d 7 7 7 7
Ld 721.00 721.00 721.00 721.00 2884.00
Ldxz -32805.50 4326.00. 41457.50 4326.00 17304.00
Ldy2 -6489.00 30642.50 -6489.00 -43620.50 -25956.00
x3 6.00
Y3 -9.00
xZ-x3 -51.50 0.00 51.�0 0.00
y2-y3 0.00 51.50 0.00 -51.50
Ld3/12 2944 2944 2944 2944
dl3/12 637424 637424 637424 637424
Parallel to Y X Y X
Ixx // X 0 1912272 0 1912272
Ixx // Y 640368 2552640 640368 2552640
lyy // X 2552640 640368 2552640 640368
',lyy // Y 1912272 0 1912272 0
ixx 640368 1912272 640368 1912272 5105281
lyy 1912272 640368 1912272 640368 5105281
Ixy 0 0 0 0 0
Point A Point B Point C Point D
x4 = -45.50 57.50 57.50 -45.50
y4 = 42.50 42.50 -60.50 -60.50
Vu/bod 0.105 0.105 0.105 0.105
Mux-Vuy3 3543.0 3543.0 3543.0 3543.0
lyy(y4-y3)-Ixy( 2.6292E+08 2.6292E+08 -2.6292E+08 -2.6292E+08
Ixxlyy-IxyZ 2.6064E+13 2.6064E+13 2.6064E+13 2.6064E+13
Muy+Vux3 2094 2094 2094 2094
Ixx(x4-x3)-Ixy( -2.6292E+08 2.6292E+08 2.6292E+08 -2.b292E+08
v„ 0.128 0.111 0.082 0.099
v� max 0.128
� v� 0.318
0.142
���
0.212
0.142 ksi
Vc =(2+4/(3c) �fc bod f- Eq. 11-33 ACi318-02
Vc =(40d/bo+2) �f c bod � Eq. 11-34 AC1318-02
Vc = 4df c bod E- Eq. 11-35 ACI318-02
�K .
��
check horizontal shear 3,�.�����-� �
Vu = - 3i�3 k
Mux = �II k-ft
M uy = 23 k-ft
Rx = �.� <= portion of Vu to be designed in X-direction by column perimeter, min 0.5
Ry = {�_� <- portion of �/u to be designed in Y-direction by column perimeter, min 0.5
hs = � -
�.� in <= slab thickness
hp = � in <= panel thickness
panel size Lx = S:i�� <= panel dimension in x
:Ly = ��v �Afl;<= panel dimension in y
Check X-dir:
Vx
Vxx
':Qxx
1xx
qxx
As
Vux
# of bars
Emb min
emb prov
µ
�Vnx
Check Y-dir:
Vy
Vyy
QVY
lyy
qYY
Vuy
# of bars
�Vny
�
151:50 k
2.88 k
2856 in3 <= Qxx = Ayx
29�91 in4
� 14.80 k/in <= VQ/I
. �5 �> � --= in <= dowels
�31 inz - <= bar area
88.80 for
15
#�:8: i n
__ �°5 in
..,
�' 1 0;:
153.9 k
151.50 k
8.50 k-ft
2856 in3
29791 in4
15.34 k/in
92.0 for
15
153.9 k
6 in strip
<= minirr�um embedment for bars
<= embedment provided for bars, max value = 6•8
<= µ, 11.7.4.3 ACI318-02
��° Vn = A� f� µ<-- Eq.11-25 ACI318-02
6 in strip
p� ,' Vn = A� fy µ�- Eq.11-25 ACI318-02
llp
I
�
" �oa � ���J�, �f� I L— No. ����
NISHKIAN !�E`��i��E� SHE��. oF ��
CONSULTING AND STRUCTURALENGINEERS � � � �
1200 Folsom Street, San Francisco, CA 94103 CALCULATED BY � DATE �^ y� ��
Tel: (415) 541-9477 Fax: (415) 543-5071 cHec�o ev �are
��� f� c� ��u �A� � tJ ��- �� ��wt�t��r � 2� 1 C�� �—�
GiI fiG'� �U N Gk-tI�J..IP G�I'(�'�'-°' �' �/2 �ZOV✓� ,����c.j1`� ��
��
�o -
Co�-�.�--�.� -��.
2� Z2,� �- �% — �2..
� x = � .- a ��z
f �. � �� 22, � —
�7
�-��y _ i _ � � �
2 -�� a. � �
- i�-C�� ���
�
l
.� � 2,., � 2� , � �
� �i��2
� -r— —
�
QI .
� -
�
u
ug�
�G
TN� �od�r��►� �� H� � �-� ,���_�� ' �
� c� �i � °��= ��" �-. �.,`� �, i'� �
�� T���� � s � o ��
� �� ,�L.(�c..� n..�� -1--J�-,�---�.z.' l!� c���� ��� �-t..,�-.-��� �i?"`'1 �
fi�� �.��--�« �-�- -�-�-I� G�--� �-�°n � � ���-: ���--..� � �
�u � G� ��� � 1���. �i r�. � `�c� '� �-�'-��-�— TO TN �
�(��j �' -t-1--��. G�.���G:�-(�.a �.,.�'�--� � r---� ��.�?'?�-� fi�� � -f �_ hs �rr��..� �
���A-�-- ,
x
�
.
N15HKIAM ���������
- CONSULTING AND STRUCTURAL ENGINFERS
�1200 Folsom Street, San Francisco, CA 94103
Tei: (415) 541-9477 Fax: (415) 543-5071
-
eos � �'�.�'%' � N � . V7���Fio. �Q �
SFiEET NO. OF % � Z
CALCULAiED BY \ w DATE ZS i
CHECKFD BY DATE
Item Side 1 Side 2 Side 3 �
xz -18.5 0 185
yz 3.25 14.5 3.25 .
L 22.5 37 225
d 13 13 13
Ld 292.50 481.00 292.50 1066.00
LdxZ -5411.25 0.00 5411.25 O.DO
Ldyz 950.63 6974.50 950,63 8875.75
��-_ ��Ix2 — o � �f
±� jo�!�
%_ ��d�� _ � �� — g� �2� `'
�� _ �0�f�
�l � ��L Ll�'�'�f�f� ��.� G�LGL : L,�'4T `�'� .��� ��� � �-�'�. �`�l�' Vr�f� �
�%� ��j �)/ f �- � k� 7�'� �� i/�/c�` /i✓ C����l� �!"7�,.� rf-�,,�',• � �
x2-x3 -18.50 0.00 18.50
YZ-Y3 -5.08 6.17 -5.08
Ld3/12 4119 6774 4119
dL3/12 12340 54874 12340
Parallel to : Y X Y
I�oc // X 7537 18334 7537
I�oc �/ Y 23996 79982 23996
lyy // X 116567 61648 116567
lyy // Y 100108 0 100108
I�nc 23996 18334 23996 66326
lyy 100108 61648 100108 Z61864
Ixy 27469 0 -27469 0
L��� = Ld (yz — ys)? , for sidz of critical section parallel to X-axis
3 3
Ixx =� �- dL = Ld (y� – ya)' , for side of critical section parallel to Y-aXis
12 12
Ld'' dL''
�- —= Ld (x� – z3)' ; for side of critical section parallel to X-axis
�� = I 2 � 12 -
ItY = Lcl (xz - x3) 2, for side of critical section parallel to Y-axis
ZxY = Ld (x� – x�)(y� – y�) , for side of critical section parallel to X-axi.s or Y-axis
� � � � � ����
JOB �"'„f r�.�te. �� i��"` 1�` NO. i M
N15HKiAN �E������� � sHE�NO. _ o�_ ����
- CONSULTING AND STRUCTURAI ENGINEERS � �q �� � ' p /�
�1200 Folsom Street, San Francisco, CA 94103 CALCULA7ED BY ��' ✓ - DATE Z�Z �l f V
Tei: (415) 541-9477 Fax: (415) 543-5071 CHECKED
�QU�7�1 f�hl Fai —��'. �=�-f��L�6 l �/s�/r� �U�/�H l�V ��y�r°�lZ�
DATE
�U YYx�1�UX — VU�3 y��� �IYY{Y4 — �13� — 1kY�XA — J:3��
VU = — �f- —
bod I��Irr — Lxr'
Y�-[M�r = Vv(x3 — x�)] [�.�(x4 — x�) — ZxY(y4 — y�)�
�xalrY — Zxy �
n
Ix-� _� 7.xx , where sides refers to the sides of the critica] section for punchin� shear
�;�=s
n
Irr =�Irr , where sides refers to the sides of tl�e critical section for punching shear
s,�s = �
a
Ix�� _� Lx� , where sides refers to the sides of the critical section for punching s�iear
s�=�
�� - -- l D����-
��x -� °I���(���°�'� = -���� �i��
�u � `I1,2�2 �°� = ►��� �=k�
�
� . .:
�... ` .
...
JOB � ��—/��� : �T � � NO. / "�✓'�
i
NISHKIAN ��������� SHE�NO. oF �q-
' CONSULTING AND STRUCfURAL ENGINEERS � � � � � J�
�1200 Folsom Street, San Francisco, CA 94103 CALCULATED BY � DATE ���/ ��
Tel: (415) 541-9477 fax: (415) 543-5071 CHECKEDBY oa'rE
�
V
�
�
�
i
�
�
�
�
�`
{
�
�
\.e
0
�
_
��
��
� �
�
��
��
� `�
�...
� M
. �
o�
�
�T
�
�
'(��-
��f
�
�
,�
�
�
�
�
�
�
�
�
��
�
1 � O
�� t
��
��
� �
�
��
� ��
� �
� �
��
� �
� �
`
�4_
T
� '` ` �
ei- � �
0� O
� �.
��
�
��
�
0
�
�
N
0
�
�
�
�
0
0
l(
�
�
��
�
•..�
�.
�---
�
�
f�,
�
�
�
\�
�
�
�
E�
�
�
[
�
�
�
Q
t
�
0
�
�
.�
�
�
� �.� �
� `�' � �
� � � � 4
� �. �
-,���
����°� c�
� �� �
� � �
�� ��
� �� � � 4
� � 'Q � �
�-� �,� R
� �" � Ny�
� O V
t Q
� �
+ �� 1
M 'e
1S� c� ` �
� � � �
o� � 0
, � � '
�l F ��
�
�
�
S�
�
�
�
0
�
�
E
�
4,..:� f �
� f�
� �
� ��
� �
�� �
� ��= � �
�I �
�
�- �
�; �
� �� Q
�� � �
�t � �
`� t � �j ,,�
�E
�} � � �-
�1 � � �
�.C'� �
� � � �
�.�
o���
E v� � �
� �
6 y
�� � �
� N �
t
�1
�
�
-�--
f
����
�
�� a
�
i� �
��
_�
v
�
0
�
�
�-
�
0
ri
1
�
�
�
f
�
�
0
�
��
' �/� / '°��J ��'
JOB � � (�'`TF�� � }'� „��! �a/ � � � NO. l � �
r
N1SHK'1AN �������E:� SHE��. oF `��
` _ - CONSULTING AND STRUCTURAL ENGINEERS - �y � � � � - � � � � )- � �' � � � �
- � CALCULATED BY I °r"' � � DATE �! �� � � I ��
_ �1200 Folsom 5treet, San Francisco, CA 94103 � �-
Tel: (415) 541-9477 Fax: (415) 543-5071 CHECKEDBY onrE
i'`�
'V
�
�.f j
f-1
� �.
� �1
M �
�
� �
�
'� i
� �
� � �
�� ��
. � ��
�, � � �
��
� ^ � �
�
�-� �g • �
�
l�l� � � ^
o���
_��
�- �' O �
' ` �
� ��
� � �
� �y:.
� m �_
�- �.
` � �
� + �
�1 '
� �
.. � �- � �
� �� o
� � �
� �i
z s
� �
-�
�
V
�
�
�
0
�t
� `'
� �
� �
� �
� �
� �
C�.
O �
o ��
� �
� �
O �
� �
�I Q
v
���
�
�
�
�
�
�
�
4�
���
,�
��
_~
�
�
,�
�
�
�►
q
X
�
O
U`
�
�
��
s
-� O
�
li�
�
�
d
�
�
�
M
�
�
.�
.�_
�
0
t�
-� �
x.
�
6
�
N
�
� �
a
�r
�
0
n
�
�
�
�
0
11
f( O
iQ
.�
�
�
�
�
k
�
0
�
0
.�
�-
�.-
0
�
�
�
N
O
��
�
�-
�
�.
�
�
�
�
�
��
�
0
�
��
�
�
�
�
�
�
�
�
.�
�
�
�
s
�
. ��
�
Punching Shear Check
h1=
hZ =
d, _
Vu =
Mux =
Muy =
c1=
c2 =
x=
y=
�p
fc=
"1'�X
Y�1'
�
A�J13 �l..�
@ d/2 from column edge
5 in
8.5 in
13 in
-�U4.5 k
-��3.26� k-ft
31_232 k-ft
24
36
37 i n
- 22.� in
sz ��
3000 psi
0.342
0.461
<= panel thickness
<= slab thickness
<= efFective depth
-1719 k-in
135 k-in
<= column dimension parailel to x
<= column dimension parallel to y,
<= concrete strength
e
�
�-:
Item Side 1 Side 2 Side 3 E
xz -185 t� 18_S
Yz 3.25 14.5 3_2�
� 22.� 3� 22.�
d 13 13 13
Ld 292.50 481.00 292.50 1066.00
` Ldx2 -5411.25 0.00 5411.25 0.00
Ldyz 950.63 6974.50 950.63 8875.75
x3 0.00
Y3 8.33
xz-x3 -18.50 0.00 18.50
Yz-Ya -5.08 6.17 -5A8
td3/12 4119 6774 4119.
dL3/12 12340 54874 12340
' Parallel to Y X Y
Ixx /J X 7537 18334 7537
lxx // Y 23996 7998Z 23996
lyy // X 116567 61648 116567
lyy // Y 1D0108 D 100108
�� 23996 18334 23996 66326
}yy 100108 61648 100108 � 261864
�xy 27459 0 -27469 0
Point A. Point B Point C Point D
x4 = -18.5 3$=5 ' �8.� -�$.5
Ya = �.4.5 �4.5 -14_5 -3.�#S
Vu/bod -0.Q98 -0.098 -0.098 -0.098
Mux-Vuy3 -849.1 -849.1 -849,1 -849.1
iyy(y4-y3)-Ixy( 1.6167E+06 1.6167E+06 -5.9774E+06 -5.9774E+06
Ixxlyy-lxyz 1.7368E+10 1.7368E+10 1.7368E+10 1.7368E+10
M uy+V ux3 134.784 134.784 134.784 134.784
Ixx(x4-x3)-Ixyj -1.2270E+06 1.2270E+06 1.2Z70E+06 -1.2270E+06
v„ -0.121 -0.129 -0.002 0.006
v„ max 0.129
� v� 0.424
0.358
0.212
�v� 0.212 ksi
�
Vc =(2+4/(3c) �fc bod <-- Eq. 11-33 ACI318-02
Vc =(30d/bo+2) �fc bod F Eq. 11-34 ACI318-02
Vc = 4�fc bod � Eq. 11-35 ACI318-02
OK
��
0
NISHKIAN ���E������
- CONSULTING AND STRUCTURAL ENGINEERS
� 1200 Folsom 5treet, San francisco, CA 94103
Tel: (415) 541-9477 Fax: (415) 543-5071
�r���� tia��2o���- ���.
�/�r - �� � /<
�//�x x /� �, �=� ��
�l�ry P l l- � �2 ,�'
/���L 5���" = 1�,..� � �
�y .- ¢ �
�oa � 5Eh s��v� V.�iL No. 7�8�
SHEEf NO. OF ` �'�"
CALCULA7ED 6Y / w DATE �i
CHECKED BY DATE
/✓//I ✓ I�
�°o�P %o n1 D�' �v �c��r.,� s��'�- . ��r-Z�
�1.1l�"i�l/ (rvlLL .�� ��1�-' c�l�.l COG.!/i�/Ih./ i�'z--�/M�'T`�/�i .
� -
h'l>W � V�� �vNG�'�ni� Stt�fl� /N ��f-t ����-T op-� li,�iC.�-�.
/cr�T `� � L�SS �"�f'rI�/ � '�t� i �U�-�. �ua� �-r rnt � �Y-��;, '^�`� -
C/��G/c x — �,�� .
I/� = `6 f�� � x �o� � � s� �i � -
��.
i�X x-�� ��� 32� _ � 4� 1�--
�� �
'�'� x =- ,'�`�,� = ���� �. � 2- x �� � -°�-~�°° �° � �.�.:r� �
% � �
�k� _ �3�� ��x ��.��
= � lvl ��'�°
��
� ���, _ �/� C �i-�� �� ��-� � ���-�. � I .
�- ° � �� �/
�. ,
� � E ���- ,►�
' NISHKIAN ���������
' CONSULTING AND STRUCTURAL ENGINEERS � � �
' 1200 Folsom 5treet, San Francisco, CA 94103
( ; � Tel: (415) 541-9477 Fax: (415) 543-5071
�
�oB �- SF��iv� �'�; r�. Na. ����
SHEET N0. �F / ��
CALCULATED BY I'� DATE `^� 7 l t V
CHECKED BY . _ .__ DATE ,
�'� � � � ��c. @ fv `� = `�`� � � — �� , � �-
�`� �`�'� � � �� � � �. 3� � t2� �j —� �
� % ���-
�!
��� ' � i` )i "` ����
�, �j f
�������
����Q
"= � �e e�f�� �� ��,�� � ���
.��
�O�-�or� ��" ��� %�c�c��v2�
� ��g � � ��, ��
`� "
�O� 7� �i���7�c��.r
�
�
�
Punching Shear Check
h1=
hz =
d=
Vu =
Mux =
Muy =
c1=
c2 =
x=
Y=
bo
f'c =
as =
yvx
Y�Y
L6 C3/CB
@ d/2 from column face
10 slab
8.5 in drop cap
17 in
-132.7 k
-130.5 k-ft
-24 k-ft
16
24
33 in
2i.75 in
59.5 in
5000 psi
20
0.351
0.451
detai18JS9-03B rev.4-6-10
-1566 k-in
-288 k-in
<= panel dimension in x
<= panel dimension in y
<=average
Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E
x2 -165 0 0
yZ 7.25 20.5 0
L 26_5 33 0
d 17 17 17
Ld 450.50 561.00 0.00 0.00 0.00 0.00 1011.50
Ldxz -7433.25 0.00 0.00 0.00 0.00 0.00 -7433.25
Ldyz 3266.13 11500.50 0.00 0.00 0.00 0.00 14766.63
bod 1012
x3 -7.35
y3 14.60
xZ-x3 -9.15 7.35 735
yZ y3 -7.35 5.90 -14.60
Ld3/12 10850 13511 0 0 0 0
dL3/12 26364 50911 0 0 0 0
Parallel to Y X Y
Ixx // X 24329 19537 0 0 0 0
ixx // Y 61542 83958 0 0 0 0
lyy // X 74941 94718 0 0 0 0
lyy // Y 37727 30296 0 0 0 0
Ixu 61542 19537 0 0 0 0 81079
lyy 37727 94718 0 0 0 0 132445
Ixy 30296 24329 0 0 0 0 54625
Point A Point B Point C Point D
x4 = -165 -165 16
y4 = ' 20.5 -6 20.5
Vu/bod -0.131 -0.131 -0.131
Mux-Vuy3 371.3 3713 371.3
I�/�j/q-�/3�-IXY�Xq-X3� 1.2815E+06 -2.2283E+06 -4.9383E+05
Ixxlyy-IxyZ 7.7546E+09 7.7546E+09 7.7546E+09
Muy+Vux3 687.1777311 687.1777311 687.1777311
Ixu(x4-x3)-Ixy(Y4-Y3) -1.0643E+06 3.8323E+05 1.5707E+06
v„ -0.067 -0.184 -0.202
v„ max
� ��
�v�
u
0.202
0.247 Vc =(2+4/(3c) �f'c bod E- Eq. 11-33 AC1318-02
0.409 Vc =(aSd/bo+2) �f'c bod � Eq. i1-34 ACI318-02
0.212 Vc = 4df'c bod F Eq. 11-35 ACI318-02
0.212 ksi OK
�
�..
This calculation contains the design for the structural repair for punching shear at the
following column locations:-
1. 15/A5 at Level 8, Detail 2/S9.016
2. 13/A5 at Level 7, Detaii 3/S9.016
3. 7/A8 at Level 2, Detail 5/S9.01B
4. 8/A8 at Level 2, Detail 5/S9.016
5. 10.6/A9.9 at�Level 8, Detail 6/S9.O1B
6. 10.6/A9.9 at Level 4, Detail 7/S9.016
7. C3/CB at Leve) 6, Detail 8/S9.01B
8. 11.6/A10 at Level 8, Detail 9/S9.01B
�'j„��-► C��c k- �'�� N s � ;
�'�+��-"�"� o� E-1 o t�z�T�'��-- �K�t��-. � �sI � �J,
�L}�N CH�GK. 1�'�y'vt �.
�.,a�"� c E-r�-c 1� 1�M � C� ' G�LC.cn.4,�'� a� o�
��� � �� ��
. i 2
� ,
�, �fz-�� I
J «��9-�� p' �
� __��.----, �
, �
�-
�
�� �
� «� � , ;
«�i(� �, �/� L j M � � � "' �
� � � -� I
s�, � � ` j � � o �
� - -I - - � I --� - � - - - -
I � � � �
_ , 1 � : N � �
� � �
� �
� � N '� �
�- _ � _ � i ,
� � r r. I
� �
� j I �
� � � ���i-�.� j
i «9%0� ;,� � �
�-- - - - - _
�
�
-----�--
� «�i(9- �
«��9-,t �
i
�
fi
�
I
�
I
I
i
��
�.-
,
�
f
i
_ �
� � -�.� -- -�:�'� �' �
Punching Shear ChecF ������.���� �`x �_��tai1 ��59��8
w. - � ; � � .
� @ d/2 from column face
h1=
�Z =
�
- ��
, in
15.5 i n
Vu = - f '.36� k
Mux = - �S k-ft
Muy = 33i k-ft
c1= �4
c2 = - 36
x = i8.�7 i n
y= � 2��� in
bo 103 i n
�
�
f c = ` ���ilD_' psi
-�
as = _ _ '� _�{i;:
yvx 0.375
yvy 0.426
slab
drop cap
336 k-in
1332 k-in
<= panel dimension in x
<= panel dimension in y
<=average ' _'
<=average
�
Ytem Side 1 ' Side 2 Side 3 Side 4 Side 5 Side 6 E
Xz� _�9_�� � �� -3.�7�_ ��_��' � �_��� � - $�
Yi ' 4_�52�' 15.35 3_8�� -?�.�� . � `�
L - �23�25 33:75 �3.��' �5.38�� ii " �
_-_
d 155 `15.5 _ 15.5 15.5 � �
. __ >,
id 345:84 492.13 368.13 390.41 0.00 0.00 1596:50
LdxZ -6830.41 -1906.98 7270.47 2781.64 0.00 0.00 1314J1
tdyz 1577:91 7750.97 -1426.48 -6148.90 0.00 0.00 1753.50
bod 1597
x3 0.82
Ys 1.10
x2-x3 =20.57 -4J0 18.93 6.3� -0.82 -0.82
yz-y3 3.46 14.65 -4.97 -16.85 -1.10 -1.10.
Ld3/12 b924 9853 7370 7816 U 0
:dL3/12 14348 � 41341 17304 20640 0 '0
�� � �` :�- ° �- �.,� � ,�
Parallel :to �! '� ' �'��� _:� .� _ _- 6 � e _ . - � _ Y= � � � r .� .�� �--� _
Ixx // X � 4150 � 105645 9105 J 110823 � 0 Y 0
txxJ./Y 25422 156839 33779 139279 0 0
lyy // X 167657 62058 156541 � 43959 0 0
lyy // Y 146385 10864 131867 15503 0 0
ixx 25422 105645 33779 110823 0 0 275670
lyy 146385 62058 131867 43959 0 0 384268
1xy -24648 -33878 -34651 -41449 0 0 -134627
Point A Point B Point C Point D Point E Point F
x4= =i9_75 12 39,�5 39.�� �.�3�� -19.i5'
Ya = 1�:75 i5.75 � -1�:�� -1�.75 ` =b.5525
Vu/bod -0.104 -0.104 -0.104 -0.104 -0.104 -0.104
Mux-Vuy3 5183 518.3 518.3 . 518.3 5183 518.3
�YY�Y4"Y3�-IXy�Xq Xg� 2.8604E+06 7.1348E+06 5.2001E+06 -3.9263E+06 -5.8531E+06 -5.7136E+06
fxxlyy-IxyZ 8.7807E+10 8.7807E+10 8.7807E+10 8.7807E+10 8.7807E+10 8.7807E+10
Muy+Vux3 1195,299302 1195.299302 1195.299302 1195.299302 1195.2993 1195.299302
Ixx(x4-x3)'lxy(Ya Ys� -3.6990E+06 5.0535E+06 6.1466E+06 2.9492E+06 -9.9630E+05 -6J028E+06
� �'„ - � � ��$
v„ -0.076 -0.117 -0.128 -0.130�-=;- �t)��� � �„_.�� -.-
v„ max
� v�
�v�
�
O.i30
0.424 Vc =(2+4/(3c) �Pc bod <-- Eq. 11-33 AC1318-02
�.266 Vc =(asd/bo+2) �f c bod � Eq. 11-34 AC1318-02
0.212 Vc = 4Jf c bod F Eq. 11-35 ACI318-02
0.212 ksi OK . ">
. ..
, �
� ���
Punching Shear ChecE ��� ����� � " - �etail �'S�:m�B
-.,..:. x,.._�, _, �,_:. , ,
@ d/2 from panel edge
�
�
h1= = la slab
d = 8.5 in
Vu =
M ux =
Muy =
c1=
c2 =
x=
Y=
bo
fc=
as = '
��W
��-1�6 k
- 28 k-ft
��1 k-ft
_ __
24
J 15
` 57.25 in
_ �2.25 i n
239 in
:�,� � ° v,
� � ��iifl�,! psi
�-
K`c , � �����.
0.370
0.431
336 k-in
1332 k-in
r— panel dimension in x
<= panel dimension in y
<=average
r—average -
�
Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E
xZ --4if.2� -34.3�� �15.�5 �.32� {3 _ fl
Yi 35.�25 �2.25 -Z9_��5 . -42.�� i� _ �,
t = 34_� i ��.25 �i�.2� 82:�5 i3 - ` fl
- - _:
. d 8.5 8.5 8.5 8.5 _ i3 fl'
Ld 461.13 444.13 427.13 699.13 0.00 0.00 2031.50
LdxZ -18560.28 -5273.27 19754.53 3583.02 0.00 0.00 -1496.00
Ldyz 6974.52 18764.28 -12440.02 -29538.03 0.�0 0.00 -16239.25
Xg
y3
-0.34
-7.99
DpQ
NiL
xZ-x3 -39.51 -1339 46.99 5.86 0.74 0.74
Yz'Ys 23.iZ -50,24 -21.13 -34.26 7.99 7.49
Ld3J12 2776 2674 2572 4209 0 0
dL3J12 1i3093 101041 89876 394135 0 0
Paral{elto `�� � �. _ __� .���. _ . . �� _ :z - . �. _ =
Ixx J/ X �� 246460 1121163 . 190724 820418 �0 0
Ixx // Y 362330 1224878 283173 1218763 0 0
fyy // X 835835 183326 1035421 422364 0 0
l yy // Y 719966 79611 942973 24019 0 0
ixx 362330 1121163 283173 820418 0 0 2587083
lyy 7.19966 183326 942973 422364 0 0 2268629
Ixy -421240 -298760 -424085 -140377 0 0 -1284461
Point A Point B Point C Point D Point E Point F
x4 = -40.2� 12: 4b:�� 46.25 -36 -40.25
Ya= 4Z.�5 �2.25 8 -4�.25 -42,25 -12'
Vu/bod -0.082. -0.082 -0.082 -0.082 -0.082 -0.082
Mux-Vuy3 -991.0 -991.0 -991.0 -991.0 -991.0 -991.0
�YY�Ya Ys)-�xy(x4 x3) 6.3231Et07 1.3034E+08 9.6636E+07 -iJ363Et07 -1.2301E+08 -5.9842E+07
Ixxlyy-IxyZ 4.2193E+12 4.2193E+12 4.2193E+12 4.2193Ef12 4.2193E+12 4.2193E+12
Muy+Vux3 1454.242678 1454.242678 1454.242678 1454Z42678 1454.24268 1454.242678
Ixx(x4-x3)-Ixy(Y4-Y3) -3.7689E+07 9.7486E+07 1.4210E+08 7J557E+07 -1.3523E+08 -1.0737E+08
v„ -0.082 -0.108 -0.111 -0.092 -0.t353. ," � �i6�
v„ max
� ��
�v�
�
0.111
0.424
0.144
0.212
0.144 ksi
Vc =(2+4/(3c) �f c bad �- Eq. 11-33 ACI318-02
Vc =(asd/bo+2) �fc bod E- Eq. 11-34 ACf318-02
Vc = 4df c bod E- Eq. 11-35 ACI318-02
i3K
�
�
�heck horizontal shear �8 3����
Vu = > ��b k
Mux = _ �� k-ft
M uy = ��.� k-ft
(sign not applicable)
: �
�3X = �.� <= portion of Vu to be designed in X-direction by column perimeter, min 0.5
py = �.� <= portion of Vu to be designed in Y-direction by column. perimeter, min 0.5
hs = �4 in
hp = �� in
panel size Lx =
Ly ,_
Check X-dir:
Vx
Vxx
Qxx
Ixx
qxx
As
Vux
# of bars
Emb min
emb prqv
µ
�Vnx
Check Y-dir:
Vy
Vyy
QyY
lyy
qYY
Vuy
# of bars '
�Vny
<= slab thickness
<= panel thickness
b:�35 <= panel dimension in x
` �.�� <_ panel dimension in y
83.00 k
16.20 k
1730 in3 <= Qxx = Ayx
20242 in4
8.48 k/in <= VQ/I
_
#5 @ ;°_ �=, - in
0.31 in2
50.88
8
6.8 in
5 in
- "3.fl:
82.1 k
<= dowels
<= bar area
for 6 in strip // Y
(Ly-coyer /spacing) +1
`<_ #5 Ldh w/2" cover {reduction when not fully developed)
<= embedment provided for bars, max value = 6.8
<= µ, 11.7.4.3 ACI318-02
L�K Vn = A„f fY µ� Eq.11-25 ACI318-02
99.60 k
6.80 k-ft
2877 in3
33654 in4
9.10 k/in ,
54.6 for
13
1333 k
6 in strip
pK Vn = A� fY µ f— Eq.11-25 ACI318-02
:.- � -- , -. _. ._ ..._ = --- - ---- -= - - -- --
�
� ( II ` I
� I
r----
�
'I
�
,�� � �
� � � �
�
� i ^ ��
i �
� ^I
I �
- - - - i--- - - - -
�
I �
I �
.:I ^ � � �I�� ..
�
-\ ,.��I �.. �
� c�. . .I c �. ,
w� •- I � �tL ( � cc� c �
I� I
��
�
�
�
1
I
I
I
I
-- � _
I:
I
I
I
I
I
�
I ' � I
I �I � �
L------------ -- ----�
�
�
'� �t%5-�� «z/5-��
� �
i
_ t
� _ . -v� ;.r . _
Punching Shear Check ���.���� r�Q�ail"3�'S9.�3��i
@ d/2 from column face
h1= : .�= in
hz = �:� in
_.. _
d1= 14 in
Vu = -i8fl.� k
M ux = � ���_6 k-ft
M uy = ��_� k-ft
c1= '.��1
c2 = . 3�.�
X _ _ - -_ _ 38 in
y = 30 in
bo 136 in
F_
f c = _ _ .��L� psi
7vx 0.372
YvY 0.429
A
��
�
<= panel thickness
<= slab th'ickness
<= effective depth
1399 k-in
497 k-in
<= column dimension parallel to x
<= column dimension parallel to y
<= concrete strength
38 - g
24
�
�
�
�
�
0
,
. (�
ltem Side 1 Side 2 Side 3 Side 4 ' E
x2 -19 0 19 0
yz 0 15 0 -15
L 30 38 30 38
d 14 14 14 14
Ld 420.00 532.00 42Q.00 532:00 1904.00.
Ldx2 -7980.00 0.00 7980.00 D.�O 0.00.
Ldyz 0.00 7980.00 0.00 -7980.00 0.00
x3 0.00
y3 0.00
xz-x3 -19.00 0.00 19.00 D.00
yZ-y3 0.00 15.00 0.00 -15.00
Ld3/12 5860 8689 6860 8689
dL3/12 31500 64017 31500 64017
Paralle) to Y X Y X
Ixx // X 0 119700 0 119700
ixx // Y 38360 192407 38360 192407
iyy // X 189980 72707 189980 72707
lyy // Y. 151620 0 151620 0
ixx 38360 119700 38360 119700 316120
lyy 151620 72707 151620 72707 448653
Ixy 0 0 0 0 0
a=
4=
M ux-V uy3
�YY�Ya-Ya)-IxY�
Ixxlyy-Ixyz
M uy+Vux3
I�oc(x4-x3)-IxY!
v„
v„ max
� ��
�v�
Point A Point B Point C
-19.00 19.00
15.00 15.00
-0.095 -0.095
1399.2 1399.2
6.7298E+06 6.7298E+06 -6.7
1.4183 E+11 1.4183 E+11 1.
496.8 496.8
-6.0063E+06 6.0063E+06 6.
-0.061 -0.079
0.129 ksi
0.424
0.324
0.212
0.212 ksi
19.00
-15.00
-0.095
1399.2
298E+06
4183E+11
496.8
0063E+06
-0.129
Point D
-19.00
-15.00
-0.095
1399.2
-6.7298E-i-06
1.4183 E+11
496.8
-6.0063 E+06
-0.111
Vc =(2+4/(3c) �fc bod � Eq. 11-33 ACI318-02
Vc =(40d/bo+2) �/fc bod E- Eq. 11-34 ACI318-02
Vc = 4�f c bod f- Eq. 11-35 ACI318-02
L3K
. i�
�
Punching Shear Check L713/�5
@ d/2 from panel edge
h2 =
dZ =
Vu =
Mux =
Muy =
c1=
cZ =
x=
Y=
bo
fc=
�
'i'�Y
�
8.5 in
7 in
-180.6 k
116.6 k-ft
41.4 k-ft
24
16
91 in
83 in
348 in
5000 psi
0.389
0.411
A
❑�
1399 k-in
497 k-in
Cap dimension:
Lx= E _ ��t in
Ly= _ 7� in
91
84
drop cap
�o
�
0
._i _ . >' -___- -- ` - -> ----- = - - - --- -
�_ _ . �....__ ___ _..
-----' -- -=`---
. .. .
� . - ------ ' ---
�... _��
.. ,�._ .._. ,�_ ._.,_ ,_....---__. . _
' `
- _ ,. � �
�Ilr►
�
item Side 1 Side 2 Side 3 Side 4 E
xZ -45.5 0 45.5 0
yz 0 41.5 0 -41.5
L 83 91 83 91
d 7 7 7 7
Ld 581.00 637.00 581.00 637.00 2436.00
Ldxz -26435.50 0.00 26435.50 0.00 0.00
Ldy2 0.00 26435.50 0.00 -26435.50 0.00
x3 0.00
y3 0.00
x2-x3 -45.50 0.00 45.50 0.00
yZ-y3 0.00 41.50 0.00 -41.50
Ld3/12 2372 2601 2372 2601
dL3./12 333542. 439583 333542 439583
Parallel io Y X Y X
Ixx // X 0 1097073 0 1097073
Ixx // Y 335915 1539257 335915 1539257
iyy // X 1538730 442184 1538730 442184
lyy // Y 1202815 0 1202815 0
Ixx 335915 1097073 335915 1097073 2865976
lyy 1202815 442184 1202815 442184 3289999
Ixy 0 0 0 0 0
Point A I Point B I Point C
x4 = -45.50 45.50 45.50
y4 = � 41.50 41.50 -41.50
Vu/bod -0.074 -0.074 -0.074
M ux-V uy3 1399.2 1399.2 1399.2
lyy(y4-y3)-ixy( 1.3653E+08 1.3653E+08 -1.365E+08
Ixxlyy-Ixyz 9.4291E+12 9.4291E+12 9.4291E+12
Muy+Vux3 496.8 496.8 496.8
Ixx(x4 x3)-Ixy( -1.3040E+08 1.3040E+08 1.3040E+08
v„ -0.063 -0.069 -0.085
v„ max 0.085 ksi
Point D
-45.50
-41.50
-0.074
1399.2
-1.37 E+OS
9.4291 E+12
496.8
-1.3040E+08
-0.079
�v� 0.424 Vc =(2+4/(3c) �fc bad E-- Eq. 11-33-ACI318-02
0.149 Vc =(40d/bo+2) dfc bpd E- Eq. 11-34 ACI318-02
0.212 Vc = 4�Fc bod F Eq. 11-35 ACI318-02
�v� 0.149 ksi �K ,: ',
_ . ; _: _ - = -- - - ---- - - _ - -- - - --
---._. �__ ..:: _-_._ _ � --- ----._.. - ----- ,- �_:: .:.� __��__._, ` .. - - -
_ �3
� __
Check horizontal shear ��=�3�.�� ,
Vu = �8ii:5 k
Mux = i1�.6 k-ft
Muy = �1.4 k-ft
(3x =
av =
hs =
hP =
panel size ix =
Ly =
Check X-dir:
Vx
Vxx
Qxx
Ixx
4�
As
Vux
# of bars
Emb min
embprov
µ
�Vnx
Check Y-dir:
Vy
Vyy
Qyy
lyy
qYY
Vuy
# of bars
�Vny
�
(sign not appiicabfe)
�.� <= portion of Vu to be designed in X-direction by cofumn perimeter, min 0.5
�3.5 <- portion of Vu to be designed in Y-direction by column perimeter, min 0.5
8.5; in <= slab thickness
7: in <= panel thickness
�.�(� <= panel dimension in x
fi.33 <= pane) dimension in y
90.30 k
5.91 k
2260 in3 <= q�cx = Ayx
23572 in4
9.22 k/in <= VQ/I
#5 @ i in <= dowels
0.31 inZ <= bar area
. 64.57
10
6.8 in
5 in
t: . > _ . � �f
102.6 k
for 7 in strip // Y
(Ly-cover /spacing) +1
<- #5 Ldh w/2" cover (reduction when not fuliy developed)
<= embedment provided for bars, max value = 6.8
<= µ,, 11.7.4.3 ACI318-02
OK Vn = A� fY µ<— Eq.11-25 AC1318-02
108.36 k
18.42 k-ft
2499 in3
26067 in4
1Z.15 k/in
85.1 for
12
123.1 k
7 in strip
DK ' Vn = A,� fy µ<— Eq.11-25 ACI318-02
l�
V
� �
, ; �- i � --1 �
� �
0
�
M
I M I
N � _� _
� - � �, _
�
i _ _� �
-�- , = �
�
,�%L-� l «�/£L-< l ( o
i
�
:�- � � �
� �,�,�9-,� w�,r9-,� �
i
�
� ,�
�--
�
- i�
�. ��,
Punching Shear Check �..�� �� - �ietail ��'�9.i���`
;, .` � �: , _
@ d/2 from column face
h1= ': ,� in
hZ = _ �0 in
____. _..
dl = 15.5 in
Vu = -3��:fi- k
Mux = 1�� k-ft
Muy = -�32:i�. k-ft
�_
c1= ��5
cz = :-2�;
x = 31.5 in
y = 39.5 in
bo 142 in
fc= .
Yvx
Y�Y
�
- 5��0 psi
0.427
0.373
A
❑�
r- panel thickness
<= slab thickness
<= effective depth
1704 k-i n
-1593 k-in
<= column dimension parallel #o x
<= column dimension parallel to y
<= concrete strength
31.5
16
�
N
�
_ _ i�,
Item Side 1 Side 2 Side 3 Side 4 E
xz -15.75 0 15J5 0
yZ 0 19.75 0 -19.75
L 39.5 31.5 395 31.5
d 15.5 15.5 15.5 15.5 �
Ld 612.25 488.25 612.25 488.25 Z201.00
{.dx2 -9642.94 . 0.00 9642.94 0.00 0.00
Ldyz 0.00 9642.94 0.00 -9642:94 0.00
x3 0.00
Y3 0.00
x3-x3 -15.75 0.00 15.75 0.00
yz-y3 0.00 19.75 0.00 -19.75
Ld3/12 12258 9775 12258 9775
dL3%12 79605 403Z2 79605 40372
Parallel to Y X Y X
Ixx // X 0 190448 b 190448
Ixx // Y 91863 240595 91863 240595
lyy // X 243739 50147 243739 50147
lyy // Y 151876 0 151876 0
Ixx 91863 190448 91863 190448 564622
lyy 151876 50147 151876 50147 404047
Ixy 0 0 0 0 0
Point A Point B
x4 = -15.75 15.75
Ya = 19.75 19.75
Vu/bod -0.072 -0.072
M ux-Vuy3 1704.0 1704.0
�YY�Ya'Ys)-IXY( 7.9799E+06 7.9799E+06
Ixxlyy-IxyZ 2.2813E+11 2.2813E+11
Muy+Vux3 -1593 -1593
Ixx(x4-x3)-Ixy( -8.8928E+06 8.8928E+06
v„ -0.070 -0.023
v„ max 0.121 ksi
� v� 0.247
0.338
0.212
�v� 0.212 ksi
Point C
`15J5
-19.75
-0.072
. 1704.0
-7.9799 E+06
2.2813E+11
-1593
8.8928E+06
-0.074
Point D
-15.75
-19.75
-0.072
1704.0
-7.9799E+06
2.2813 E+11
-1593
-8.8928E+06
Vc =(2+4/�ic) �f c bod <--- Eq. 11-33 ACI318-02
Vc =(40d/bo+2) dfc bod F Eq. 11-34 ACI318-02
Vc = 4df'c bod E- Eq. 11-35 AC1318-02
OK
_ !�
�
Punching Shear Check L2 7/A8
@ d/2 from panel edge
h2 =
dz =
Vu =
Mux =
Muy =
cl =
cZ =
x=
Y=
bo
fc =
�yvx
'YvY
�
A
L�]
1Q in
8.5 in
-158.6 k
142 k-ft
-132.75 k-ft
16
24
92.5 i n
84.5 i n
354 in
5000 psi
0.389
0.411
1704 k-i n
-1593 k-in
Cap dimension:
Lx=r 84 in
Ly= - 7� i n _
84
drop cap
�
�
�
C
�
�
�
Item Side 1 Side 2 Side 3 Sde 4 E
xZ -46.25 0 46.25 0
yz 0 42.25 0 -42.25
L 84.� 92.5 84.5 92.5
d 8.5 8.5 8.5 8.5
Ld 718.25 786.25 718.25 786.25 3009.00
Ldx2 -33219.06 0.00 33219.06 0.00 0.00
Ldyz 0.00 33219.06 0.00 -33219.06 0.00
x3 OAO
y3 0.00
x2-x3 -46.25 0.00 46.25 0.00
y2-y3 0.00 42.25 0.00 -42.25
Ld3/12 4324 4734 4324 4734
dL3/12 427374 560613 427374 560613
Farallel to Y X Y X
ixx // X 0 1403505 0 1403505
Ixx // Y 431698 1968852 431698 1968852
lyy // X 1968080 565347 1968080 565347
lyy // Y 1536382 0 1536382 0
Ixx 431698 1403505 431698 1403505 3670407
lyy 1536382 565347 1536382 565347 4203456
lxy 0 0 0 0 0
Xq =
4=
M ux-Vuy3
�YY�Ya'Y3)-I
Ixxlyy-IxyZ
M uy+Vux3
Ixx(x4-x3)-I.
v„
v„ max
� v�
�v�
Point A � Point B � Point C '� Point D
-46.25 46.25 46.25
42.25 42.25 -42.25
-0.053 -0.053 -0.053
1704.0 1704.0 1704.0
1.7760E+08 1.7760E+08 -1.776E+08
1.5428 E+13 1.5428 E+13 1.5428 E+13
-1593 -1593 -1593
-1.697 6 E+08 1.6976 E+08 1.6976 E+08
-0.052 -0.038 -0.053
0.068 ksi
0.247
0.157
Q.212
0.157 ksi
-46.25
-42.25
-0.053
1704.0
-1.78E+08
1.5428Et13
-1593
-1.6976E+08
-0.068
Vc =(2+4/(3c) �fc bod <- Eq. 11-33 ACI318-02
Vc =(40d/bo+2) �fc bad E- Eq. 11-34 ACI318-02
Vc = 4�fc bod F Eq. 11-35 ACI318-02
OK.
,1Pj
Check horizontal shear �������
V u = : 3�8.f k
Mux = 3�� k-ft
M uy = �'3�.�� k-ft
�ix =
Rv =
hS =
hP =
panel size
Check X-dir:
Vx
Vxx
Q7cx
Ixx
qxx
As
Vux
# of bars
Emb min
emb prov
µ
�Vnx
Check Y-dir:
Vy
Vyy
QYy
lyy
qYY
V uy
# of bars
�Vny
(sign not appiicable)
-�.� <= portion of Vu to be designed in X-direction by column perimeter, min 0.5
:�.� <= portion of Vu to be designed in Y-direction by column perimeter, min 0.5
- - �i� in <_ slab thickness
� � in <_ panel thickness
Lx = �_33 <= panel dimension in x
Ly = ��iID. <= panel dimension in y
95.16 k
20.97 k
2940 in3 <= Qxx = Ayx
34391 in4
9.93 k/in <= VQ/I
#5 @ , 8 -. in <= dowels
0.31 in� <= bar area
79.42
10
6.8 in
5 in
�.{�,
102.6 k
for 8 in strip // Y
(Ly-cover /spacingj +1
<_ #5 tdh w/2" cover (reduction when not fully developed)
<= embedment provided for bars, max value = 6.8
<= µ, 11.7.4.3 ACI318-02
{3�C Vn = A� fY µ<-- Eq.11-25 ACI318-02
79.30 k
20.29 k-ft
2659 in3
31099 in°
8.51 k/in
68.1 for
9
92.3 k
S in strip
flK Vn = A� fY µ E— Eq.11-25 ACI318-02
��
_ _, .
__.,_ _ _. _ , .
ZD
�
Punching Shear Check ��~����� , �eiail �J59_i�l�
�. .: _.,,:._ . _ _
@ d/2 from column face
h1=
h2 =
d1=
Vu =
Mux =
M uy =
c1=
cz =
x=
Y=
bo
fc=
� '�'VX
Y�Y
�
�_ in
� 3� i n
15.5 in
-��9.� k
3�13 k-ft
333:25 k-ft
_ _ _. _
, ��"
��
31.5 in
39.5 in
142 in
_ " �fl�� psi
0.427
0.373
A'
�
<= panel thickness
<= s(ab thickness
<= effective depth
1716 k-in
1599 k-in
<= column dimension parallel to x
<= column dimension parallel to y
<= concrete strength
33..5 —
16
�
N
B
0
�
C
�
Item Side 1 Side 2 Side 3 Side 4 E
xz -15J5 0 15.75 0
yz 0 19J5 0 -19.75
L 39.5 31.5 39.5 31.5
d 15.5 155 15.5 15.5
Ld 612.25 488.25 612.25 488.25 2201.00
LdxZ -9642.94 0.00 9642.94 0.00 0.00
LdyZ 0.00 9642.94 0.00 -9642.94 0.00
x3 0.00
y3 0.00
x2-x3 -15.75 0.00 15J5 0.00
. y2-y3 0.00 19J5 0.00 -19.75
Ld3/12 12258 9775 12258 9775
dl3/12 79605 40372 79605 40372
Parallel to Y X Y X
Ixx // X 0 190448 0 190448
ixx // Y 91863 240595 91863 240595
lyy // X 243739 50147 243739 50147
lyy // Y 151876 0 151876 0
Ixx 91863 190448 91863 190448 564622
lyy 151876 50147 151876 50147 404047
Ixy 0 0 0 0 0
x4 =
Y4 -
Vu/bod
M ux-Vuy3
���y4"Y3�-�
Ixxlyy-lxyZ
Muy+Vux3
�XX�Xq-X3�-�
v„
v„ max
� v�
���
Point A I Point B I Point C
-15.75
19.75
-0.072
1716.0
7.9799E+06
2.2813 E+11
1599
-8.8928E+06
-0.023
0.121 ksi
0.247
0.338
0.212
0.212 ksi
15J5
19.75
-0.072
1716.0
7.9799E+06
2.2813 E+11
1599
8.8928 E+06
-0.070
15.75
-19.75
-0.072
1716.0
-7.9799E+06
2.2813E+11
1599
8.8928E
-0.
Point D
-15.75
-19.75
-0.072
1716.0
-7.9799 E+06
2.2813 E+11
1599
-8.8928E+06
-0.075
Vc =(2+4/(3c) �fc bod E- Eq. 11-33 AC1318-02
Vc =(40d/bo+2) �Fc bod F Eq. 11-34 ACI318-02
Vc = 4dfc bod F Eq. 11-35 ACI318-02
OK
Z�
ZZ
� :
Punching Shear Check �2 8�/�$
@ d/2 from panel edge
�
�
h2 =
dZ =
Vu =
Mux =
Muy =
c1=
cZ =
x=
Y=
bo
fc=
yvx
Y�Y
/1
10 in
8.5 in
-159.1 k
143 k-ft
133.25 k-ft
16
24
92.5 in
84.5 in
354 in
5000 psi
0.389
0.411
1716 k-in
1599 k-in
Cap dimension:
tx= ;84 i n
Ly= 7fi in
92.5 �
84 -
drop cap
�
�
�
�
C
�
�
Item Side 1 Side 2 Side 3 Side 4 E
xz -46.25 0 46.25 0
yz 0 42.25 D -42.25
L 84.5 92.5 84.5 92.5
d 8.5 8.5 8.5 8.5
Ld 718.25 786.25 718.25 786.25 30�9.00
Ldxz -33219.06 0.00 33219.06 0.00 0.00
Ldyz 0.00 33219.06 0.00 -33219.06 0.00
x3 0.00
y3 0.00
xZ-x3 -46.25 0.00 46.25 0.00
y2-y3 0.00 42.25 0.00 -42.25
''Ld3/12 4324 4734 4324 4734
dL3/12 427374 560613 427374 560613
Parallel to Y X Y X
(xx J/ X 0 1403505 0 1403505
Ixx // Y 431698 1968852 431698 1968852
' lyy // X 1968080 565347 1968080 565347
lyy // Y 1536382 0 1536382 0
ixx 431698 1403505 431698 1403505 3670407
lyy 1536382 565347 1536352 565347 4203456
iXy o 0 0 0 0
x4 =
y4 '
Vu/bod
M ux-V uy3
�YY�Ya-Y3)-�XY
Ixxlyy-Ixyz
M uy+Vux3
Ixx(x4 x3)-Ixy
V�
v„ max
� ��
�v�
Point A
-46.25
42.25
-0.053
1716.0
1.7760E+08
1.5428E+13
1599
-1.6976E+08
Point B I Point C
46.25 46.25
42.25 -42.25
-0.053 -0.053
1716.0 1716.0
1.7760E+08 -1.776E+08
1.5428E+13 1.5428 E+13
1599 1599
1.6976E+08 1.6976E+08
-0.052 -0.068
0.068 ksi
�.247
0.157
0.212
0.157 ksi
Point D
-46.25
-42.25
-0.053
1716.0
-1.78E+08
1.5428 E+13
1599
-1.6976E+08
-0.053
Vc =(2+4/(3c) �f c bad <-- Eq. 11-33 ACI318-02
Vc =(40d/bo+2j �fc bod � Eq. 11-34 ACI318-02
Vc = 4dfc bod E- Eq. 11-35 AC1318-02
OK
_ 2 zj-
_ _ -. . : . ,_._ - - - - - - _ � - - - = - - -
:: :
.,. ._ . _ _ _._. ... _- ---
� � .. �
�...: . _�__.. ,� _ _ ;. _�
..-;...�
__:�_�
. . _ :�__�_�<_ . . _. ...::� . , _
-- - --
,s
�
�
�
Check horizontal shear ��,��� -
Vu = ���.� k
M ux = �43 k-ft
M uy = �33.�� k-ft
(sign not applicable)
(3X - ,�_S <= portion of Vu to be designed in X-direction by column perimeter, min 0.5
(3y = �.�; <= portion of Vu to be designed in Y-direction by column perimeter, min 0.5
hs = � �.�' in <= slab thickness
hP = � in <= panel thickness
panel size Lx =
: Ly =
Check X-dir•
Vx
Vxx
Q�
Ixx
qxx
As
V ux
# of bars
Emb min
emb prov
µ
�Vnx
Check Y-dir:
Vy
Vyy
Qyy
iyy
qYY
Vuy
# of bars
�Vny
' ,�.33 <= panel dimension in x
7.�Dp <= panel dimension in y
95.46 k
21.05 k
2940 in3 <= Qxx = Ayx
34391 in4
9.96 k/in <= VQ/I
#5 @ � : in <= dowels
0.31 inz' <= bar area
79.68
10
6.8 in
5 in
1.�3
102.6 k
for 8 in strip // Y
(Ly-cover /spacing) +1
<_ #S Ldh w/2" cover (reduction when not fully developed)
<= embedment provided for bars, max value = 6.8
<= µ, 11J.4.3 AC1318-02
�K ' Vn = A„f fY µ<-- Eq.11-25 ACI318-02
79.55 k
20.43 k-ft
2659 in3
31099 in4
8.55 k/in
� 68.4 fo r
9
92.3 k
8 in strip
pK Vn = A,� fy µ E- Eq.11-25 AC1318-02
'Lq`
,:.:, .
. Z�j
i �
� � �
�
� �
�
, �
- �
� �
; �,i —�
"91 � `�
�I I � i �
I
«� � � � I �
I � �
I '
� ,< <6-, Z , i i
� ' �
9l �
�=---�-- — � « �5 I
� ' I
l � ( ��� j �
I � �
1 �
� I �
I � � c�
� - I - - - ,�� _I ' c� _ � � ----
� r� ' cn l� � r� �
----' - �; - - -� - — -- --
I' � � -� �
� ^ � �
� 1 � ���—_, «��� � �
i � �, ri� G, �, 6 � i
�- ,� I � �,-
� � i
� � � �
i � � i
L------- �,`------ � --�- -----��---J
� „�ll-,1� ' «9%9-,�
«�,(p-,5 � � „�ll-,�
, ,
� �
�,,, ( �
,
._ I
2,�
� = �' �
Punching Shear ChecE �� �.� ��.���,��. � ` ; �p�y ��.�9;��g
� , _ ..: � -
@ d/2 from column face
hi = - 8.�� slab
hZ = - � 7 in drop cap
�
� J
d = 14 in
Vu = - -1b1=9 k
Mux = 7�.8 k-ft
Muy = 86.4 k-ft
�i = 24
�Z= - 3b
x= 38 in
y= f 245 i n
bo 100.5 in
f c = ����a < > �'Q0� ps i
as = = : 4t�'
rvx 0349
yvy 0.454
922 k-in
1037 k-in
<= panel dimension in x
<= panel dimension in y
<=a�rerage
u
�
item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E
xz -�� � fl -39 i� �;
Yz _ -,s _3��' �� -3 i -3fl.3i5 £� �.
L 3�_��� 38 38. �_2� �, �i
d , 14 14 14 14 � -' :fi
,
Ld 213.50 532.00 532.00 129.50 0.00 0.00 1407.00
LdxZ -4056.50 Q.00 0.00 -2460.50 0.00 0.00 -6517.00
LdyZ 1574.56 7980.00 -7980.00 -1343.56 0.00 0.00 231.00
Xg
Y3
-4.63
0.16
bod
1407
x2-x3 -1437 4.63 4.53 -14.37 4.63 4.63
yZ-y3 7.21 14.84 -15.16 -10.54 -0.1b -0.16
Ld3J�2 3487 8689 8689 2115 Q 0
dL3J12 4138 64017. 64017 923 0 0
Parallel to � �f' ��� ��5��� � `�"'""'�K� � �' �
_ �� . . . �, _ . _ - .. ..
. �..�n,�� .., _ :, _
I�c%jX 11101 117094 122335 14384 0 0
Ixx // Y 18726 189801 195041 17423 0 0
iyy // X 51701 84120 84120 29773 0 0
lyy J/ Y 44076 11414 11414 26734 0 D
Ixx 18726 117094 122335 17423 0 -0 275577
lyy 44D76 84120 84120 26734 0 0 239051
Ixy -22120 36558 -37367 19610 0 0 -3319
Point A Point$ Point C Point D
Xq = �-�� �`� 1� -�� ' .
y4 = �� 35 -3� -1�. .
Vu/bod -0.115 -0.115 -0.115 -0.115
Mux-Vuy3 948.2 948.2 948.2 948.2
�VY�Ya'Ys�'�XY�Xa-XS) 3.4988E+06 3.6249E+06 -3.5466E+06 -3.6727E+06
Ixxiyy-ixy2 6.5866E+10 6.5866E+10 6.5866E+10 6.5866E+10
M uy+Vux3 1786.695025 1786.695025 1786.695025 1786.695025
lx�c(x4-x3)-Ixy(Y4-Y3) -3.9103E+06 6.5616E+06 6.4621E+06 -4.0099E+06
v„ -0.049 -0.178 -0.212 -0.084 = _ -
v„ max
� v�
���
0.212
0.424
0.402
0.212
0.212 ksi
Vc =(2+4/(3c) Jf c bod 4- Eq. 11-33 ACI318-02
Vc =(asd/bo+2) �fc bad F Eq. 11-34 ACI318-02
Vc = 4df c bod F Eq. 11-35 ACI318-02
; ��
2�j
� - -
Punching Shear ChecF �..Si �� ��-����� = i3Ptai9.���9_�Di�
@ d/2 from panel edge
h1= _ $ �.; slab
d=
Vu=
Mux =
Muy =
Cl =
c2 =
x=
y=
bo
fc=
ors =
�
Y�Y
��
7 in
-361.9 k
" - ���b.8 k-ft
86.4 k-ft
- 2�
16
1U� in
8fl.88 i n
375:6875 in
;� �,��.,�- SflOD, psi
=� � _ ��
0367
0.434
922 k-in
1037 k-in
r-,panel dimension i� x
<= panel dimension in y
<=average.
<=average�
�
. _
2�
item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E
xz -�6.�' -3t�.'�: 3�_5 65:� 4_5 =�5.5
Yz ��3�� �9_3; _ �2.�6 -46.8�� -59.� =38312�
L ' _ �fl.25; 9�+ 33_g?S 25.�$7� �22: �23i5.
d ? 7 7, 7 , 7 7.
Ld 421.75 b44.00 237.13 176.31 854.00 296.63 2629.81
Ldxz -23828.88 -6762.00 8417.94 11548.47 3843.00 -16759.31 -23540.78
Ldy2 12388.91 38318.00 10092.04 -8264.65 -50813.00 -11364.45 -9643.15
X3
Y3
-8.95
-3.67
bod
1479
x2-x3 -47.55 -1.55 44.45 74.45 13.45 -47.55
yZ-y3 33.04 63.11 46.23 -43.21 -55.83 -34.65
Ld3J12 1722 2630 968 �20 3487 1211
dL3J12 127582 :454235 22675 9321 1059245 44386
Parallel to �'; _ � _ �' � 'Y _ �t X -
Ixx // X 460452 2569593 506718 329165 2662208 356045
Ixx /J Y 589755 3026458 530361 339207 3724940 401642
lyy // X 108282� 458409 492188 987346 1217257 716225
l yy // Y 953517 1544 468544 977305 154525 670627
Ixx 589755 2569593 530361 339207 2662208 401642 7092767
lyy 953517 458409 468544 977305 1217257 670627 4745659
Ixy -662607 -62992 487257 -567182 -641388 488645 -958267
Point A Point B Point C Point D Point E Point f
x4= ,56.� 35_5 35_5' S5.5 : ��:5 -56:5,
Ya = 59.� 59.5'; 25:625 ` -3�;3125 -39.5' ' -59.5
Vu/bod -0.1�9 -0.109 -0.109 -0.109 -0.109 -�.109
Mux-Vuy3 327.9 327.9 327.9 327.9 327.9 327.9
I��vq-yg�-IXY�Xq-Xg� 2.5420E+08 3.4236E+08 1.8161E+08 -7.4089E+07 -1.9362E+08 -3.1053E+08
Ixxlyy-Ixy2 3.2742E+13 3.2742E+13 3.2742E+13 3.2742E+13 3.2742E+13 3.2742E+13
Muy+Vux3 2486.448752 2486.048752 2486.048752 2486.048752 2486.04875 2486.048752
ixx(x4-x3)-Ixy(y4-y3) -2.7672Ei-08 3.7581E+08 3.4335E+08 4.9870E+08 4.7456E+08 -3.9075E+08
v„ -0.099 -0.121 -0.120 -0.126 :���5. =D�098.
v„ max
� Vc
�v�
0.126
0.424
0.146
0.212
0.146 ksi
Vc =(2+4/�ic) Jf c bod E- Eq. 11-33 ACi318-02
Vc =(asd/bo+2) Jf'c bod E- Eq. 11-34 ACI318-02
VC = 4�f c bpd F Eq. 11-35 ACI318-02
flK
_ . _ �j�
Check horizontal shear � �������.9
Vu = ��£�.� k (sign not appiicable)
M ux = ��.� k-ft
M uy = �� � k-ft
(3x = ��� <= portion of Vu to be designed in X-direction by column perimeter, min 0.5
(3y = �_� <= portion of Vu to be designed in Y-direction by column perimeter, min 0.5
hs =
hp =
panel size Lx =
Ly =
Check X-dir�
Vx
Vxx
Qxx
Ixx
q�
As
Vux
#t of bars
Emb min
emb prov
µ
�Vnx
Check Y-dir:
Vy
Vyy
Qyy
�YY
qYY
Vuy
# of bars
�Vny
8.� i n
� in
<= slab thickness
<= panel thickness
�:�8 <= panel dimension in x
�_33 <= panel dimension in y
80.95 k
12.20 k
3331 in3 <= qxx = Ayx
34744 in4
8.93 k/in <= VQ/I
#5 @ : 7 _ % in <= dowels
0.31 in2 <= bar area
: 62.51
16
6.� in
5 in
�.:(�
164.1 k
for 7 in strip // Y
(Ly-cover /spacing) +1
<_ #5 Ldh w/2" cover (reduction when not fully developed)
<= embedment provided for bars, max value = 6.8
<= µ, 11J.4.3 ACI318-02
��( Vn = A� fY µ F— Eq.11-25 ACI318-02
97.14 k
8.23 k-ft
2529 in3
26376 in4
10.10 k/in
70.7 for
12
123.1 k
7 in strip
p�C ' Vn = A� fY µ E— Eq.11-25 ACI318-02
_ - .C� � �
� �--�
.
.
�'i
_ .
;�
_; `o
«��
� �
fl
<<9% �L
«g�
�
�
�I «9% 8- � Z
�
�
�
<<
9�5
�L
N
M I
r�
�
I
�
,
k� 6
u�
��
�
�
<<9�8-��
�
�
�
�
�
�
�
I
�
�
��
� = _ , _
Punching Shear ChecE �� �.� ��i��� i� � t�e�a�� ��'S9.�38
.:.:�, . ..-. ;: � .:� __
@ d/2 from column face
�
�
h1= : $.�
hZ = �1 in
d = 18 in
V u = -�ii3 k
Mux = ��.� k-ft
Muy= �5i� k-ft
ci = � . 24�
Lz = _ �fi
x= �1 in
y = = 2�.� i n
. bo � 74.25 in
f c = `��. ,^ ` ���0:, psi
, ._
as = �=. �'� 3U
yv�c 0.340
yvy 0.463
slab
drop cap
229 k-in
1946 k-i n
r_:panel dimension in x
<= panel dimension in y
c=average "-
�
_ ��
�• � _
Item Side 3 Side 2 Side 3 Side 4 Side 5 Side 6 E
xz - _ -�i 3� � � 2� �3 fl'
Yz �_�6�5 -��.�b$i�� -�.� -�4� 4.U62� (�
- , , , „;
L �_8�25 �i�_���� 42 fi 7.8�25 = �,
d _ 18 38 18 : 18 18 �:
Ld 140.63 191.25 �56.00 108.�0 140.63 0.00 1336.50
Ldx2 -2453.13 -4016.25 0.00 2268A0 2953.13 0.00 -1748.25
Ldy2 571.29 -2235.23 -12852.00 -1512.00 571.29 0.00 -15456.66
X3
Y3
-131
-11.57
bod
1196
xz-x3 -19.69 -19.69 1.31 22.31 2231 1.31
Yz-Ys 15.63 -0.12 -5.43 -2.43 15.63 11.57
Ld3%12 3797 5164 20412 2916 3797 0
dL3/12 715 1Z99 111132 324 715 0
Parallel to �' = �' `� � ;.�' - '�r - - -
lxx // X 34343 3 �M1 22331 640 34343 D
lxx // Y 38856 6966 153875 3880 38856 0
lyy,// X 59043 81124 132838 56986 74494 0
fyy // Y 54530 74161 1294 53746 69982 0
Ixx 38856 6966 22331 3880 38856 0 110889
iyy 54530 74161 132838 53746 69982 0 385258
Ixy -43275 461 -5375 -5867 49025 0 -5031
Point A Point B Point C Point D
. _.
xa = -23 2� 21; - �21, .
Ya = ' 8 $ -37 =�7
Vu/bod -0.086 -0.086 -0.086 -0.086
Mux-Vuy3 -962.0 -962.0 -962.0 -962.0
tyy(Y4-Y3)-Ixy(xa-x3) 7.4385E+06 7.6498E+06 -1.9816E+06 -2.1929E+06
txxlyy-IxyZ 4Z695E+10 4.2695E+10 4.2695E+10 4.2695E+10
Muy+Vux3 2081.132323 2081.132323 2081.132323 2081.132323
Ixx(x4-x3)-Ixy(Y4-Y3) -2.0852E+06 2.5721E+06 2.4464E+06 -2.2110E+06
�„ -0.096 -0.203 -0.126 -0.019
v„ max
� v�
�v�
0.203
0.424 Vc =(2+4/�c) �f'c bad E- Eq. 11-33 ACI318-02
0.492 Vc =(a.sd/b,+2} �f'c bad F Eq. 11-34 ACI318-02
0.212 Vc = 4�/f'c bod E- Eq. 11-35 ACI318-02
0.212 ksi Oi� �
_ . .. _ '�-1
� _ _ �'
PunchingShearChecF ���i �,����� -�' ' � �
_� ,:,�_ _ -
@ d/2 from panel edge �
h� _ �:� slab
d=
Vu =
Mux =
Muy =
�l =
cZ =
x=
v=
bo
fc=
as =
Y�
Y�Y
�
7 in
-�[�3 k
�3.� k-ft
�5�.� k-ft
_ .2+�
��
�t�� in
��_93 i n
210.3125 in
.`�� : 3t��D psi
` ��`
0304
0.504
229 k-in
1946 k-in
<=,panel dimension in x
<= panel dimension in y
�-a �r ge _=
�- �4 :
<-a eT�age��'
�,��:� .� a ..-
_ ✓J
Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E
xZ -51 -51 0.25 51.5 51.5 33.375
y� 4.25 -28.625 -59.5 -32.75 4.1875 8
L 7.5625 44.0625 �02.5 32.5625 7.625 16
d 7 7 7 7 7 7
Ld 52.94 308.44 � 717.50 227.94 5338 112.00 1472.19
Ldxz -2699.81 -1573031 179.38 11738.78 2748.81 3738.00 -25.16
Ldy2 224.98 -8829.02 -42691.25 -7464.95 223.51 896.00 -57640.73
bod 1307
x3 -0.02
y3 -39.15
xZ-x3 -50.98 -50.98 0.27 51.52 51.52 33.39
y2-y3 43.40 10.53 -20,35 6.40 43.34 47.15
Ld3/12 216 1259 2930 931 218 457
� dL3/12 252 49903 ` 628186 2014d 259 2389
Parallei to Y Y X Y Y X
lxx//X 99725 34188 297042 9345 100260 249023
Ixx//Y 100194 85350 928158 30417 100737 251869
lyy // X 138067 852871 631167 626020 192134 127730
lyy//Y 137598 801708 51 6�4948 141658 1Z4884
Ixx 100194 85350 297D42 30417 100737 249023 862761
lyy 137598 80].708 631167 604948 141658 127730 2444810
Ixy -117141 -165555 -3899 75190 119175 176349 84118
Point A Point B Point C Point D Point E Point F
x4 = -51 49 51.5 51.5 -51 -51
y4 = 8 8 -26.9375 -59.5 ' -59.5 -15.4375
Vu/bod -0.079 -0.079 -0.079 -0.079 -0.079 -0.079
Mux-Vuy3 -3803.6 -3803.6 -3803.6 -3803.6 -3803.6 -3803.6
I���/4-Y3�-IXy�Xq-X3� 1.1957E+08 1.1116E+08 2.5531E+07 -5.4078E+07 -4.5456E+07 6.2269E+07
Ixxlyy-Ixy2 2.1022E+12 2.1022E+12 2.1022E+12 2.1022E+12 2.1022E+12 2.1022E+12
M uy+V ux3 1948.16003 1948.16003 1948.1b003 1948.16003 1948.16003 1948.16003
Ixx(x4 x3�-ixy(Y4-Y3) -4.7953E+07 3.8324E+07 4.3419E+07 4.6158E+07 -4.2275E+07 -4.5981E+07
v„ -0.122 -0,158 -0.113 -0.071 -0.034 -0.092
v„ max 0.158
�v� 0.424 Vc =(2+4/jic) �fc bod E-- Eq. i1-33 AC1318-02
0.159 Vc =(ocsd/bo+2) Jf'c bod E- Eq. 11-34 AC1318-02
0.212 Vc = 4�f c b,d f- Eq. 11-35 AC1318-02
�v� 0.159 ksi OK
_ ��
� �
Check horizontal shear ��`�.�:�,�.��?�
Vu = - . ��3 k (sign not applicable)
Mux= y-�62.� k-ft
Muy = _�_,; , ^ ��.� k-ft
�
�
Rx = �,� <= portion of Vu to be designed in X-direction by column perimeter, min 0.5
(3y = r �<= portion of Vu to be designed in Y-direction by column perimeter, min D.5
hs = =" �_� in <= slab thickness
hp = 1� in <_ panel thickness
panel size Lx = 7.�� <= panel dimension in x
Ly= �.�53 <= panel dimension in y
Check X-dir:
Vx
Vxx
QXX
Ixx
9�
As
Vux
# of bars
Emb min
emb prov
�
�Vnx
Check Y-dir:
Vy
Vyy
Qw
lyy
QYY
Vuy
# of bars
�Vny
103.00 k
2.40 k
3156 in3 <= Qxx = Ayx
41709 in4
7.97 k/in <= VQ/I
,
#5 @ _,; � � in <= dowels
0.31 inZ <= bar area
63.80
8
6.8 in
6.8 in
� 3:fl:
111.6 k
for 8 in strip J/ Y
(Ly-cover /spacing) +1
<_ #5 Ldh w/2" cover (reduction when not fully developed)
<= embedment provided for bars, max value = 6.8
<= µ, 11.7.4.3 ACI318-02
piC ': Vn = A,� fY µ� Eq.11-25 ACI318-02
61.80 k
28.84 k-ft
4465 in3
59010 in4
6.86 k/in
54.9 for
12
167.4 k
8 in strip
OK '< Vn = A„f fY µ<-- Eq.11-25 ACI318-02
��
�
�... ,�
� �X �'
� ' /
�. � � ,
�` /
� � ,
�, � �
i « ��� \ .
� �� s
� �
9
����`` " %l���S
i / ���
�
_ � \\
_ � ,`
, ,
�,
�/� h � _ � �
� , � �, S, � �
�W �.� � � ��_ �; z .� �
s� � � � " '� � � �_
� ;� � � �.�� `�,
oI � ,°� � ��
I,� - , - �
� � � , �_ _
�i..� i , �
i `° � g- �
�l
` \ «��` /
,` �Z /
� ' �,
` \ ��
,
,,
,,
,
� ' �
, `
« l�` S � J
�
<< ��;
%
/� '
/� �
/� '�
/� �
/- '
/�
/�
,-
/�
� /
: `.' ;.
,:. 2�
- ` . � �C/ i
� . _ - �, -_
Punching Shear ChecF ���� ����.� - =��e�a318�S9���
@ d/2 from column face
�
�
h1=
h2 =
d=
i�
" S.� in
17 in
Vu = -�32.� k
Mux = -�3i�.5 k-ft
M uy = -2+� k-ft
c1= 36
c2 = - ��
x = 3� in
y = Z�:��3 in
bo 76.5 in
fc = � �� ;' ��fl psi
as = �4(i
yvx
Y�Y
0.351
0.451
slab
drop.cap
-1566 k-in
-288 k-in
<= panel`dimension in x
<= panel dimension in y
c=ave�age°`
'�
Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E
xz =1fi_� �� ��3 �.�.� - �� -
Yz �.25 2�.�5 32
L ' 265 �3 37
d 17 17 :17
Ld 450.50 561.00 289.00 0.00 0.00 0.00. i300.50
Ldx2 -7433.25 0.00 4768.50 D.00 0.00 0,00 -2664J5
LdyZ 32b6.13 11500.50 3468.00 0.00 0.00 0.00 18234.63
X3
Ys
-2.05
14.02
.boa
1301
xZ-x3 -14.45 2.05 18.55
YrYs -6.77 6.48 -2.02
Ld3/12 10850 13511 6960 0 0 D
dL3/12 26364 50911 6960. 0 0 0
Parallelto "i' ��t L - � °�Y � ' _ - _ � _
lxx // X 20655 23548 1181 0 0 0
lxx // Y 57868 87969 15101 0 0 0
lyy // X 131291 66777 113355 0 0 0
]yy // Y 94078 2355 99435 0 0. 0
I�oc 57868 23548 15101 0 0 0 96517
lyy 94078 66777 99435 0 0 0 260290
ixy 44082 7447 -10835 0 0 0 40694
Point A Point 8 Point C Point D
x4= -�6.� 16 16 1£
Ya = 20.5 20.5 , 3.3 -6
Vu/bod -0.102 -0.102 -0.102 -0.102 .
Mux-Vuy3 294.6 294.6 294.6 294.6
�W�Ya'Ya)'�xy(x4-x3) 2.2744E+06 9.5187E+05 -3.4731E+06 -5.9458E+06
Ixxlyy-IxyZ 2.3466E+10 23466E+10 23465E+10 2.3466E+10
Muy+Vux3 -16.09509804 -16.09509804 -16.09509804 -16.09509804
���Xa-Xa)'�XY�Ya-Ya) -1.6584E+06 1.4784E+Ob 2.1702E+06 2.5568E+06
v„ -0.093 -0.097 -0.117 -0.127 ,� ";�
v„ max
� v�
�v�
0127
0:247 Vc =(2+4/(3c) �fc bod <- Eq. 11-33 ACi318-02
0.577 Vc =(a.sd/bo+2) df c b,d F Eq. 11-34 ACI318-02
0.212 Vc = 4Vfc b,d F Eq. 11-35 AC1318-02
0.212 ksi OK .."`
Punching Shear Check
� `;
�.�� ����� '� � detail 8/S9.OlA
@ d/2 from panel edge
h1= 3fl in
h2 = in
d1= 8.� in
dZ =
Vu = -323.� k �
Mux = -�3{3_5 k-ft
Muy = =i4 k-ft
c1= ° �' 3b
c2 = �4
x = fi9.5 i n
y = �5_5 i n
bo 206.5625 in
f'c =
fpc =
as =
Y�
7W
5�3�0 psi
�8� psi
20
0375
0.425
siab
�
V� = t ►2��'� �' � � � �
'� �' �D��
.���
-1566 k-in � � ��� �
-288 k-in ��
�
��
Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E
xZ °- -�8.25' -33.5 2�.25 � . � _ �
_ '�
Yz 2b325 54.25 33,8�5 '� �fl �
,_.
L _ �b.2� fi9_� . bt�.8i2� ' " . � � i �'
d - 8.5 8.5 8.5 . ?� t� �
...- .. _._._:. .__ �
Ld 648.13 590.75 516.91 0.00 0.00 0.00 1755.78
Ldxz -31272.03 -7975.13 10984.26 0.00 0.00 0.00 -28262.90
Ldyz 16932.27 37955.69 17510.20 0.00 0.00 0.00 72398.15
X3
y3
-16.10
41.23
bptl
1/56
xZ x3 -32.15 2.60 3735
yZ-y3 -15.11 23.02 -7.36
Ld3/12 3902 3557 3112
dL3/12 314020 237789 159300
Parallel to Y � . � � `` -+. �°:� ._ - : ��� _
I�oc //X 147958 312938 27994
ixx // Y 465880 554284 190407
tyy // X 987962 245330 883394
fyy // Y 670040 3984 720982
lxx 465880 312938 190407 969224
lyy 670040 245330 720982 1636352
Ixy 314862 35311 -142068 208105
Point A Point B Point C Point D
x4 = -48.75 21.2�. -`. ��.2� -�8.:�
Ya= b4,25 64.25 3.25 -33,
Vu/bod -0.073 -0.073 -0.073 -0.073
Mux-Vuy3 3699.6 3699.6 3699.6 3699.6
I��Yq-Y3�-iXY�Xq-X3� 4.4353E+07 2.9890E+07 -6.9928E+07 -8.0419E+07
Ixxiyy-IxyZ 1.5427E+12 1.5427E+12 1.5427E+12 1.5427E+12
M uy+V ux3 1767.593275 1767.593275 1767.593275 1767.593275
Ixx(x4-x3)-Ixy(Y4-Y3) -3.5953E+07 3.1408E+07 4.4102E+07 -2.0085E+07
v„ -0.015 -0.061 -0.157 -0.135
v„ max 0.157
�3P 2.323
(3p�fc 0.163 ksi
Vp/bd 0.000
03fpc 0.056
�v� 0.164 ksi
< 3.5 => 2.323
�f c = 70.7 => 70
vp= ; ,� k
Vc = ((3p�F'C + 0.3fpc}bd+Vp (Eq.11-36 ACI318-02)
flK !. :.
.. - _ - - -- - — .--= --- - - - - -
_ ..: : ,. ._:. . -- ..: _ - -
----- . _ _ ____ _...___ _�.�--- -_. � _ ------ - �_.__.. _ _ - -
�, _� .. .. :::: _.. «.----- -- ,
_ _ �F2
�
Check horizontal shear ��� ��:=�� ���
Vu = 32?_� k
Mux = = : _ �3fl.� k-ft
M uy = ��i k-ft
RX =
RY =
hs =
hp =
panel size 'Lx =
Ly =
Check X-dir.
Vx
Vxx
Qxx
Ixx
G�
As
Vux
# of bars
Emb min
emb prov
K
�Vnx
Check Y-dir:
Vy
Vyy
Qyy
lyy
qYY
Vuy
# of bars
�V ny
(sign not applicable)
�<= portion of Vu to be designed in X-direction by column perimeter, min 0.5
�: <= portion of Vu to be designed in Y-direction by column perimeter, min D.5
i�3 in <= slab thickness
�.� in <= panel thickness
` 5:08 <= panel dimension in x
S.�Sfl. <= panel dimension in y
127.70 k
4.72 k
2805 in3 <= Qxx = Ayx
34824 in4
10.67 k/in <= VQ/I
#5 @ :�,,. , �_„ ��'- in <= dowels
0.31 inz <= bar area
74.66
9
6.8 in
6.5 in
1.�`
120.0 k
for 7 in strip // Y
(Ly-cover /spacing) +1
<_ #5 Ldh w/2" cover (reduction when not fully developed)
<= embedment provided for bars, max value = 6.8
<= µ, 11J.4.3 ACI318-02
p�( Vn = A� fY µ<-- Eq.11-25 ACI318-02
127.70 k
23.73 k-ft
2592 in3
32184 in°
12.20 k/in
85.4 for
8
106.7 k
7 in strip
OK !' Vn = A�f fY µ F— Eq.11-25 ACI318-02
��
�
«Z�S- < «�/l�-, �
� «�/6-�z «9%0-��
-
M� �-�
� M� .
�
�
� N
�
��i .��
�a� �� � �
.► ■�! �
�
�
«9%� l l .
�
«8��6-�Z
��
,��
��
�!
. �
►
► �
�
---
�
.
I
■�
---
• ��
.
_ `T`7_
� � �-�� _ -
Punchmg Shear ChecE �� ��'����� , : a�eia�l �JS9 fl�8
,_::.. __ _. __;:-..-
@ d/2 from column face
h1=
h2 =
d=
Vu =
M ux =
Muy =
�l =
�2 =
x=
Y=
bo
fc=
G�
�
Y�Y
�
" 8:�
7 in
14 in
- -�5�:.�3 k
�b:8 k-ft
86:4 k-ft
;��
1fi
�g 1I1
� 22.i25 i n
120.25 in
�;
�� �`"� ; �Sii00 psi
_ �fl
0.337
0.466
slab
drop cap
922 k-in
1037 k-in
<= panel dimension in x
<= panel dimension in y
<=a�eragQ
°<—av�r,ag� _
�
�
Item Side 1 Side 2 Side 3 Side 4 ' Side 5 Side 6 E
xz -�9 �; 3� �9 fl ,3�.
Yz 9.i25 15 �.12�. -8.525 -�� -11�.�3��.
L -3.�.£8�5 38' 3�.� 5 12.�� 38 8.�3625
d 14 14 14 34 14 14
Ld 163.63 532.00 164.50 178.50 532.00 112.88 1683.50
Ldx2 -3108.88 0.00 3125.50 3391.50 0.00 -2144.63 1263.50
LdyZ 1493.08 7980.00 1501:06 -1539.56 -7980.00 -1234.57 220.01
Xg
Y3
0.75
0.13 �
bod
1039
x2-x3 -19.75 -OJ5 18.25 18.25 -0J5 19J5
Yz-Ys 8.99 14.87 8.99 -8J6 -15.13 -11.07
Ld3/12 2673 8689 2687 29i6 8689 1844
dL3/12 1863 64017 1893 2418 64017 6i1
Parallel to �' - � :�' _ ': �' �` `�(� - �'
:. _> _� �v
_ _�f_. �=�-�, ,=� _�__- - .__: -- �.....=_--� _�:__ _---_ -�--
lxx J/ X 13237 117623 13308 13684 12i795 13828
Ixx /J Y 17772 190330 17887 19018 194501 16283
lyy // X 68362 73006 59365 64782 73006 46486
lyyJjY 63827 300 54786 59448 300 44031
Ixx 17772 117623 17887 19018 121795 16283 310378
lyy 63827 73006 54786 59448 73006 44031 368105
Ixy -29067 -5937 27001 -28522 6041 24675 -5808
Point A Point B Point C Point D
x4 = - -19 19 -19 19 -
Ya= i5 35 -1� �-��
Vu/bod -0.156 -0.156 -0.156 -0.156
Mux-Vuy3 942.8 942.8 942.8 942.8
�YY�YO-Y3�-IXY�Xq-X3� 5.3587E+06 5.5795E+06 -5.6844E+06 -5.4637E+06
Ixxlyy-Ixyz 1.1422E+11 1.1422E+11 1.1422E+11 1.1422E+11
Muy+Vux3 915.2908524 915.29�8524 915.2908524 915.2908524
Ixx(x4 x3)-1xy(Y4 Y3) -6.0438E+05 5.7506E+�6 -6.2180E+�6 5.5764E+06
v„ -0.118 -0.162 -0.148 -0.192 � y;�
v„ max
� v�
�v�
0.192
0.424
0.353
0.212
0.212 ksi
Vc =(2+4/Rc) �f'c bod E-- Eq. 11-33 ACI318-02
Vc =(a.sd/bo+2) df c bod E- Eq. 11-34 ACI318-02
Vc = 4�f'c bod f- Eq. 11-35 ACI318-02
flK -
��b
� - �,.. .
Punching Shear Chec4 �� i� �'.� �����. :=.r�etaa�.��S3.{�iB
� @ d/2 from panel edge � �
h� _ �_ �:� slab � �
�
�
d=
Vu =
Mux =
Muy =
�l =
cZ =
x=
Y=
bo
fc=
as =
yvx
Y�Y
7 in
� =1b�.9 k
76_8 k-ft
SfiA k-ft
- ��
��
9i in
64.28 i n
310.5625 in
, :t �, . � �i�i30. psi
-� : s_:::
" �D
0359
0.442
9Z2 k-in
1037 k-in
<= panel;dimension in x
<= panel dimension in y
�� _ ;
< a�re�.age .-:.�
_ . �-�
ftem Side 1 ' Side 2 Side 3 Side 4 Side 5 Side 6 E
xZ -�5.� i3 4�5 45_5 : fl - _�5.�.
Yz ��.ib2� ��.5 24.�25, -�3_43�5. -4�.5 -29:06��;
L 33.$7� 91 33.�5. 36.0625. 9� 24.g7�
d -_ � � 7 _ 7 7 7
Ld 237.13 637.00 236.25 252.44 637.00 174.13 2173.94
Ldx2 -10789.19 0.00 10749.38 11485.91 0.00 -7922.69 3523.41.
Ldy2 5824.38 26435.50 5817.66 -5916.50 -26435.50 -5060.51 665.03
Xg
Y3
1.62
0.31
bod
1363
x2-x3 -47.12 -1.62 43.88 43.88 -1.62 -47.12
Yi-Ya 24.26 41.19 24.32 -23J4 -41.81 -29.37
Ld3/12 968 2601 965 1031 2601 711
dL3/12 � 22675 439583 22425 27358 439583 8979
Parallel to �' = �� � ;�rt ` - � � "� ^' .=�- -_._ � �' �
ixx�/ X "139520 1080959 �39723 142312 1113307 150183
I�oc//Y 163164 1523143 163113 170700 1555491 159873
1yy// X 550i48 4-43857 478263 514429 443857 396311
lyy// Y 526504 1673 454873 486040 1673 386621
Ixx 163164 1080959 163113 170700 1113307 159873 2851115
lyy 526504 443857 454873 486040 443857 386621 2741753
lxy -271031 -42529 252103 -263000 43161 240965 -40332
Point A Point B Point C Point D Point E Point F
xa = -45.� 4�.5 45.5 45.5 -45.� -45.5
` Ya = 41:5 , 4�.5 3.25 -41.� -43.5 --6.9375'
Vu/bod -0.119 -0.119 -0.119 -0.119 -0.119 -0.119
Mux-Vuy3 971.1 971.1 971.1 971.1 971.1 971.1
�YYIY4�Y3�-�XY�Xq-X3� 1.1104E+08 1.1471E+08 9.8417E+06 -1.1285E+08 -1.1652E+08 -2.1760E+07
I�octyy-Ixy2 7.8154E+12 7.8154E+12 7.8154E+12 7.8154E+12 7.8154E+12 7.8154E+12
Muy+Vux3 774.4007949 774.4007949 774.4007949 774.4007949 774.400795 774.4007949
l�oc(x4-x3)-Ixy(y4-y3) -1.3269E+08 1.2677E+08 1.2522E+08 1Z342E+08 -1.3603E+08 -1.3464E+08
v„ -0.108 -0.119 -0.124 -0.129 -011f3 =�313�4
v„ max
�v�
���
0.129
0.424
0.154
0.212
0.154 ksi
Vc =(2+4/�ic) �Fc bod <- Eq. 11-33 ACI318-02
Vc =(asd/bo+2) Vfc bod F Eq. 11-34 ACI318-02
Vc = 4�f'c bod f- Eq. 11-35 ACI318-02
flK
,
� Check horizontal shear �.+� �� � ��.�
��
Vu = ���_'9 k
Mux = ��_8 k-ft �
Muy = - 8b.� k-ft
�
� �
(sign not applicable)
(3x = -°�� <_ portion of Vu to be designed in X-direction by column;perimeter, min 0.5
Ry = ;" ` D.� <= portion af Vu to be designed in Y-direction by column perimeter, min 0.5
hs = �:� in <= slab thickness
hP = � in <= panel thickness
panel size :Lx =
Ly =
Check X-dir: '
Vx
Vxx
Qxx
Ixx
qxx
As
Vux
# of bars
Emb min
emb prov
µ
�vnx
Check Y-dir:
Vy
Vyy
Qyy
lyy
qYY
Vuy
# of bars
�Vny
' � �l�.: <= panel dimension in x
�` �f.3� <_ panel dimension in y
80.95 k
12.34 k
2260 in3 <= Qxx = Ayx
23572 in°
8.94 k/in <= VQ/I
#5 @ ; � = in <= dowels
,_:. : ,._ .,
0.31 in2 <= bar area
62.61
10
6.8 in
5 in
- -_l:(�'
102.6 k
for 7 in strip // Y •
(Ly-cover /spacing) +1
<_ #S Ldh w/2" cover (reduction when not fulty developed)
<= embedment provided for bars, max value = 6.8
<= µ, 11.7.4.3 ACI318-02
flK Vn = A,� fY µ E— Eq.11-25 ACI318-02
97.14 k
12.13 k-ft
2499 in3
26067 in°
10.48 k/in
73.3 for
12
123.1 k
7 in strip
�K Vn = A„� fy µ� Eq.11-25 ACI318-02
. . . � . � � JOB � ��?�R��S N(J.�C�J
�ISHKiAl� ���c�`������ SHEEfN0. OF �i 1
� CONSULTING AND SfRUCTURAI ENGINEEPS � . � � .. � � . � �
_ 1200 Folsom Street, San Francisco, CA 94103 CALCULA7EDBY t�—��'�"' DATE
� Tel: (415) 541-9477 Fax: (415) 543-5071 CHECKED BY oA�
� � ����� �� ��
�
�
�
�
�
�
��
i
t
�
I
� � ��
� ��;
� v►�x � ��r�-� �'�r�� �
� ��
,
1
;
I
!
{
� �,
:r'��f
I ,�
��
�/
I
�
�
�
�
�
.
�
�
�R
� ��, � _ ��.1Sf� P�� S ���r�.
�p, p��r�c = ��c.� l��r�.. ��r� ,�k/ Ca�,���,rs�II� }'�
- -- -- — - _ _.e_e�----__�_._.�__- ----- - - u------- - -
-- I���O
NISNKIAN ME��tINfd'sEEt
- CONSULTING AND STRUCTURAL ENGINEERS
�1200 Folsom Street, San francisco, CA 94103
Tel: (4]S) 541-9477 Fax: (415) 543-5071
� :
�� �+�C vLA'17o +J '.
:�
� v
JOB �'rflL" ( SG�C)/`-�f NO. ���5
SHEET NO. OF
CALCULATED BY ��T pqTE J r Z[ ���
CHECKED 8Y DATE
SCALE _
� ='
S.S�/�a�4s- z6, rK_ �3y�S�
r���s-�/(�.,_3�) _3���
,�7y,�/z .� , �e �=c � ��S � rx = l 8� �5,�
�
t�
�- !. :.
� � �
` \��\� t �
OR�����
. SNE
�^
,
/1
�
� Punching Shear Chec
�
�r•�
�
h1=
dZ =
Vu =
Mux =
Muy =
cl =
cZ =
x=
Y=
bo
fc=
as =
�yvx
'Y�Y
k �% � ��.�%J�7 - detail 2/59.01G
@ d/2 from column face
17 in 8.5" slab+8_5" cap
�.�� . . -
: -�� �:;:;. 1�5 i n
_::�_�x,.=:
-1D2 k
-4.5 k-ft
-115 k-ft
i6
24
23.75 i n
39.5 in
87 in
'` �:�°�, SflUO psi
<, t=� >30
0.462
0.341
-55 k-in
-1380 k-in
used for purpose of calculating yvx, yvy
section affected by openings deducted
4j7J2010
� @ d/2 from column face
Item Side 1 Side 2
xz -3.875 -15.
Yz -19.75
L 23.75 3t
d 155 1�
Ld 368.13 612.
Ldxz -1426.48 -9642.
LdyZ -7270.47 0.
O
�
x3 -9.27
y3 0.00
Side 3 Side 4
-3.8i�
19J5
23.7�
155
368.13
-1426.48
7270.47
0
0
0
0.00
0.00
0.00
Side 5
�'[�:�l�l
(3 0
0 fl
0 0
0.00 0.00 1348.50
0.00 0.00 -12495.91
0.00 0.00 0.00
bod 1349
xZ-x3 5.39 -6.48 5.39 9.27 9.27 9.27
yZ-y3 -19.75 0.00 19.75 0.00 0.00 0.00
Ld3/12 7370 12258 7370 0 0- 0
dL3/12 17304 79605 17304 0 0 0
Parallel to X, Y �(,^ ; Y Y , Y
_.
Ixx // X 143592 0 143592 0 0 0
Ixx // Y 168266 91863 168266 0 0 0
lyy // X 35375 117599 35375 0 0 0
lyy // Y 10701 25736 10701 0 0 0
Ixx 143592 91863 143592 0 0 0 379047
lyy 35375 25736 35375 0 0 0 96486
Ixy -39199 0 39199 0 0 0 0
Point A Point B Point C Point D
x4 = 8 $ -15J5 -iSJS
Ya= `19J5 -19_75 ; 19J5 -19.75
__,__ ,_
Vu/bod -0.076 -0.076 -0.076 -0.076
Mux-Vuy3 -55.2 -55.2 -55.2 -55.2
I)/)/�Yq-Y3�-IXy�Xq-X3� 1.9056E+06 -1.9056E+06 1.9056E+06 -1.9056E+06
Ixxlyy-IxyZ 3.6573E+10 3.6573E+10 3.6573E+10 3.6573E+10
Muy+Vux3 -434.8146552 -434.814655 -434.814655 -434.8146552
IXX�Xq-X3�-IXY�yq-Y3� 6.5448E+06 6.5448E+06 -2.4575E+06 -2.4575E+06
v„ -0.050 -0.048 -0.087 -0.084
v„ max
� ��
�v�
0.087
0.247
0.390
0.212
0.212 ksi
Vc =(2+4/(3c) �f'c bod E- Eq. 11-33 ACI318-02
Vc =(asd/bo+2) �fc bod E- Eq. 11-34 AC1318-02
Vc = 4Jfc bod F Eq. 11-35 ACI318-02
OK
� Punching Shear Check �% � 16.9� ld►% detail 2/S9.01G
@ d/2 from panel edge
h1= 8.5 in slab
d1= 7.125 in
Vu = -10Z00 k
Mux = -4.6 k-ft
Muy = -115 k-ft
c1= 36
cZ = 24
x = 33.5 i n
y = 67 i n
bo 134.125 in
f'c = 5000 psi
fp� _ , ; 0 psi
as = 30
yvx 0.485
yvy 0.320
O
-55 k-in
-1380 k-in
<= column dimension parallel to x
<= column dimension parallei to y
used for purpose of calculating yvx, yvy
section affected by openings deducted
not used
a/���oio
�
�
�
@ d/2 from panel
Item
xz
Yz
L
d
Ld
LdxZ
LdyZ
X3
Y3
Side 1 Side 2
-8.75 -25.5
33.5 0
33S 5�.125
7.125 7.125
238.69 478.27
-2088.52 -12195.77
7996.03 0.00
-17.13
0.0�
Side 3 �Side 4
-8.75
33.5
7.125
238.69
-2088.52
-7996.03
Side 5 Side 6
0 0
0 0
0 0
0 0
0.00 0.00
0.00 0.00
0.00 0.00
bod
E
0
0
0
0
0.00 955.64
0.00 -16372.80
0.00 0.00
956
x2-x3 8.38 -8.37 838 17.13 17.13 17.13
yZ y3 33.50 0.00 -33.50 0.00 0.00 0.00
Ld3/12 1010 2023 1010 0 0 0
dL3/12 22322 179579 22322 0 0 0
Parallel to X Y X Y X X
Ixx // X 267867 0 267867 0 0 0
Ixx // Y 291199 181603 291199 0 0 0
l yy // X 40105 215086 40105 0 0 0
lyy // Y 16773 33483 16773 0 0 0
Ixx 267867 181603 267867 0 0 0 717337
lyy 40105 33483 40105 0 0 0 113693
Ixy 67029 0 -67029 0 0 0 0
Point A Point B Point C Point D
x4 = -25.50 -25.SD 8 8
y4 = 33.56 -33.56 33.56 -33.56
Vu/bod -0.107 -0.107 -0.107 -0.107
Mux-Vuy3 -55.2 -55.2 -55.2 -55.2
I��Y4 Y3�'�Xy�X4-X3� 3.8155E+06 -3.8155E+06 3.8155E+06 -3.8155E+06
Ixxlyy-Ixy2 8.1556E+10 8.1556E+10 8.1556E+10 8.1556E+10
Muy+Vux3 367.5461323 367.5461323 367.5461323 367.5461323
Ixx(x4-x3)-Ixy(Y4-Y3) -6.0021E+06 -6.0021E+06 1.8029E+07 1.8029E+07
v„ -0.099 -0.097 -0.134 -0.132
v„ max
� v�
�v�
0.134
0.247
0.191
0.212
0.191 ksi
Vc =(2+4/(3c) �f'c bod F-- Eq. 11-33 AC1318-02
Vc =(asd/bo+2) yf'c bod E- Eq. 11-34 ACI318-02
Vc = 4�f'c bod F Eq. 11-35 ACI318-02
OK
� check horizontal shear �7 � i6.9/ A7 detai12JS9_fl1G .an�2o»
Vu = 1fl2.00 k (sign not applicable)
M ux = 4.6 k-ft
Muy = 115 k-ft
(3x = 1<= portion of Vu to be designed in X-direction by column perimeter, min 0.5
(3y = 0.5 <= portion of Vu to be designed in Y-direction by column perimeter, min 0.5
hs = 8.5 in <= slab thickness
hp = 8.5 in <= panel thickness
panel size Lx = 2.50 <= panel dimension in x 30
Ly = 5.00 <= panel dimension in y 48
Check X-dir:
Vx 102.00 k
Vxx 46.00 k
Qxx 2168 in3 <= Qxx = Ayx
Ixx 24565 in°
� qxx 13.06 k/in <= VQ/I
As #5 @ ,.�� � . �= in <= dowels X-dir ����7� in y-dir
0.31 in2 <= bar area
Vux 91.41 for 7 in strip
# of bars 8 (Ly-cover /spacing) +1
Emb min 6.8 in <_ #5 Ldh w/2" cover (reduction when not fully developed)
emb prov 6.5 in <= embedment provided for bars, max value = 6.8
µ 1,0 <= µ, 11J.4.3 ACI318-02
�Vnx 106.7 k OK Vn = A� fY µ<— Eq.11-25 AC1318-02
Check Y-dir:
Vy 51.00 k
Vyy 0.92 k-ft
Qyy 1084 in3
lyy 12283 in4
qyy 4.58 k/in
Vuy 32.1 for 7 in strip
# of bars 4
� �Vny 53.3 k OK Vn = A,� fY µ F— Eq.11-25 AC1318-02
� Punching Shear Check
�
�
h1=
d2 =
Vu =
Mux =
Muy =
c1=
c2 =
x=
Y=
bo
�� � g6f BE detail 2/S9.01G
@ d/2 from column face
18.5 in 10" slab+8.5" cap
17 in
-68.44 k
8.38 k-ft
-41.26 k-ft
16
24
28.5 i n
26.5 in
55 in
fc = 5000 psi
as = 20
yvx
'Y�Y
0.391
0.409
101 k-i n
-495 k-in
used for purpose of calculating yvx, yvy
section affected by openings deducted
4J12J2(llfl
�
@ d/2 from column face
Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E
xz -165 -2.25 t3 (3 0 0
Yz 7.25 20.5 0 0 0 0
L 26.5 28_S 0 0 0 0
d l� 17 fl fl 0 0
Ld 450.50 484.50 0.00 0.00 0.00 0.00 935.00
LdxZ -7433.25 -1090.13 0.00 0.00 0.00 0.00 -8523.38
Ldy2 3266.13 9932.25 0.00 0.00 0.00 0.00 13198.38
X3
Y3
-9.12
14.12
bod 935
x2-x3 -7.38 6.87 9.12 9.12 9.12 9.12
y2-y3 -6.87 6.38 -14.12 -14.12 -14.12 -14.12
Ld3/12 10850 11668 0 0 0 0
dL3/12 26364 32795 0 0 0 0
Parallel to Y X Y Y Y : Y
Ixx // X 21237 19747 0 : 0 0- 0
Ixx // Y 58450 64210 0 0 0 0
lyy // X 61777 67303 0 0 0 0
lyy // Y 24563 22840 0 0 0 0
Ixx 58450 19747 0 0 0 0 78197
lyy 24563 67303 0 0 0 0 91866
Ixy 22840 21237 0 0 0 0 44077
Point A Point B Point C Point D
x4= -�6_5 -16.� 12.8125
Ya = -5 205 205
Vu/bod -0.073 -0.073 -0.073
Mux-Vuy3 1066.7 1066.7 1066.7
lyy(Y4 Y3)-Ixy(x4 x3) -1.5225E+06 9.1195E+05 -3.8005E+05
Ixxlyy-Ixy2 5.2409E+09 5.2409E+09 5.2409E+09
M uy+Vux3 128.7728182 128.7728182 128.7728182
IXX�Xq-X3�-IXY�yq-Y3� 3.0923E+05 -8.5880E+05 1.4333E+06
�„ -0.198 0.008 -0.118
v„ max 0.198
� v� 0.247
�v�
0.434
0.212
Vc =(2+4/(3cj �f'c bod � Eq. 11-33 AC1318-02
Vc =(asd/bo+2) �fc bod F Eq. 11-34 ACI318-02
Vc = 4�fc bod F Eq. 11-35 AC1318-02
0.212 ksi OK
�
Punching Shear Check L� @ BG�BE detail 9/59.01G
@ d/2 from panel edge
h1= 10 in slab
d1= 8.525 in
3,
Vu =
Mux =
Muy =
c1=
cZ =
x=
Y=
bo
f'c =
fpc =
as =
yvx
Y�Y
-64 k
838 k-ft
-41.25 k-ft
16
2�4
45.00 i n
32.00 i n
97.625 in
5600 psi
i33.5 psi
20
0360
0.442
101 k-i n
-495 k-in
<= column dimension parallel to x
<= column dimension parallel to y
used for purpose of calculating yvx, yvy
section affected by openings deducted
used
-68.4K
a1�lzoa�
@ d/2 from F
Item
xz
Yz
L
d
Ld
Ld xz
Ldyz
X3
Y3
e
Side 1
477.07
4606.71
14461.19
-10.70
21.14
Side 2 Side 3
-3731
9156
423i25
8.b25
364.95
-13617.02
3341.44
Side 4
0
0
0
0
0.00
0.00
0.00
Side 5 Sidi
0 0
0 0
0 0
0 0
0.00 0.00
0.00 0.00
0.00 0.00
bad
E
0
0
0
0
0.00 842.02
0.00 -9010.31
0.00 17802.63
842
xZ-x3 20.36 -26.61 10.70 10.70 10.70 10.70
yZ-y3 9.17 -11.99 -21.14 -21.14 -21.14 -21.14
Ld3/12 2957 2262 0 0 0 0
dL3/12 121632 54448 0 0 0 0
Parallel to X�= .', Y y , Y, �C'` X. .
Ixx // X 40113 52437 0 0 0 0
Ixx // Y 164702 109148 0 0 0 0
lyy // X 322294 315157 0 0 0 0
lyy // Y 197704 258446 0 0 0 0
Ixx 40113 109148 0 0 0 0 149261
lyy 322294 258446 0 0 0 0 580740
Ixy 89053 116414 0 0 0 0 205467
Point A Point B Point C Point D
xa = -373i -37_31 18
Ya = -8.55 3�31 3031
Vu/bod -0.076 -0.076 -0.076
M ux-V uy3 1453.7 1453.7 1453.7
lyy(Y4-Y3)-Ixy(x4-x3) -1.1776E+07 1.0793E+07 -5.7193E+05
Ixxlyy-Ixy2 4.4465E+10 4.4465E+10 4.4465E+10
M uy+Vux3 189.7365941 189.7365941 189.7365941
IXX�Xa-X3�-IXY�Y4 Y3� 2.1288E+06 -5.8561E+06 2.3999E+06
v„ -0.219 0.062 -0.087
� v�
�
v� max 0.219
0.262
0.211
0.224
0.213
�v� 0.213 ksi
Vc =(2+4/(3c) �f'c bod <- Eq. 11-33 ACI318-02
Vc =(aSd/bo+2) �f'c bod F Eq. 11-34 ACI318-02
Vc = 4�f'c bod F Eq. 11-35 ACI318-02
Vc = QpdF'C + 0.3fpc, where Vp = 0(Eq.11-36 ACI318-02)
OK
� check horizontal shear Lf� t� Bb�BE detaif 2/S9.O�G �����fl
Vu = ,: 68.44 k (sign not applicable)
Mux = 8.4 k-ft
Muy = 4�..26 k-ft
(3X = 1<= portion of Vu to be designed in X-direction by column perimeter, min 0.5
(3y = 1<= portion of Vu to be designed in Y-direction by column perimeter, min 0.5
hs = 10 in <= slab thickness
hp = 8S in <= panel thickness
panel size Lx = 3.75 <= panel dimension in x 45
Ly = 2:fi7 <= panel dimension in y 32
Check X-dir:
Vx 68.44 k
Vxx 2.24 k
Qxx 1360 in3 <= Qxx = Ayx
Ixx 16884 in4
� qxx 5.69 k/in <= VQ/I
As #5 @ 7 in <= dowels X-dir : 7 in y-dir
0.31 inz <= bar area
Vux 39.85 for 7 in strip
# of bars 4 (Ly-cover /spacing) +1
Emb min 6.8 in <_ #5 Ldh w/2" cover (reduction when not fully developed)
emb prov 6.5 in <= embedment provided for bars, max value = 6.8
µ �_� <= µ, 11.7.4.3 ACI318-02
�Vnx 53.3 k OK ' Vn = A,� fY µ<— Eq.11-25 ACI318-02
Check Y-dir:
Vy 68.44 k
Vyy 15.47 k-ft
qyy 1913 in3
Iyy 23744 in4
qyy 6.76 k/in
Vuy 47.3 for 7 in strip
# of bars 6
� �Vny 80.0 k OK Vn = A,� fY µ F— Eq.11-25 ACI318-02
�
_�.
�
Punching Shear Check
h1=
dZ =
Vu =
Mux =
Muy =
c1=
c2 =
x=
Y=
bo
..;
�g � �� %►� detail 2/59.01F
@ d/2 from column face
18_S i n
�
'• ��� 1Z i n
�..,.
' -1i39.9 k
£5.4 k-ft
-138.� k-ft
lb
24
24.5 in
41 in
65.5 in
f c = ��� �����,5fl�0:: psi
as = '` ~,. ���,� ;-20
yvx
Y�Y
0.463
0.340
10" slab+8.5" cap
785 k-in
-1661 k-in
used for purpose of calculating yvx, yvy
section affected by openings deducted
4/5J2010
@ d/2 from column face
Item Side 1 Side 2 Side 3 Side 4 Side S Side 6 E
x2 -4.25 -16.5 tl � 0 0
yz -20.5 0 � fl a 0
L 24.5 �1 � 0 0 fl
d 17 17 (i 0 � 0
Ld 416.50 697.00 0.00 0.00 0.00 0.00 1113.50
Ldx2 -1770.13 -11500.50 0.00 0.00 0.00 0.00 -13270.63
Ldy2 -8538.25 0.00 0.00 0.00 0.00 0.00 -8538.25
X3
Y3
-11.92
-7.67
bod 1114
xZ-x3 7.67 -4.58 11.92 11.92 11.92 11.92
Yz-Y3 -12.83 7.67 7.67 7.67 7.67 7.67
Ld3/12 10031 16786 0 0 0 0
dL3/12 20834 97638 0 0 0 0
Parallel to X Y Y Y Y Y
Ixx // X 68582 40982 0 0 0 0
Ixx // Y 99446 155406 0 0 0 0
lyy // X 55353 129058 0 0 0 0
lyy // Y 24489 14634 0 0 0 0
Ixx 68582 155406 0 0 0 0 223988
lyy 55353 14634 0 0 0 0 69987
Ixy -40982 -24489 0 0 0 0 -65471
Point A Point B Point C Point D
x4 = -16.5 -16.5 S 8
Ya = 20S -20.5 -20.5 -20.5
_.. _
Vu/bod -0.099 -0.099 -0.099 -0.099
Mux-Vuy3 -57.9 -57.9 -57.9 -57.9
�YY�Y4 Y3�-�XY�x4 X3� 1.6714E+06 -1.1981E+06 4.0596E+05 4.0596E+05
Ixxlyy-Ixy2 1.1390E+10 1.1390E+10 1.1390E+10 1.1390E+10
Muy+Vux3 -351.0185115 -351.018511 -351.018511 -351.0185115
IXX�Xq-X3�-IXy�yq-Y3� 8.1785E+05 -1.8664E+06 3.6212E+06 3.6212E+06
v„ -0.094 -0.115 -0.062 -0.062
v„ max 0.115
� v� 0.247
0.381
�v�
0.212
0.212 ksi
Vc =(2+4/(3c) �f c bod � Eq. 11-33 ACI318-02
Vc =(asd/ba +2) �f c bod F Eq. 11-34 AC1318-02
Vc = 4�fc bad F Eq. 11-35 ACI318-02
OK
Punching Shear Check L$ ��.�%J�Z detail 2/S9.O1F
@ d/2 from panel edge
h1= 10 in slab
d1= 8.b25 in
Vu =
Mux =
Muy =
c1=
cz =
x=
Y=
bo
f'c =
fpc =
as =
Y�
Y�Y
��
-1fl9.90 k
65.4 k-ft
� -138.4 k-ft
` 36
24
32.3 i n
54_6 i n
86.9375 in
5000 psi
0 psi
20
0.464
0339
785 k-in
-1661 k-in
<= column dimension paraliel to x
<= column dimension parallel to y
used for purpose of calculating yvx, yvy
section affected by openings deducted
not used
alslzoio
�
�
•
Punching Shear Chec
h1=
d1=
Vu =
Mux =
Muy =
c1=
cZ =
x=
Y=
bo
f'c =
fpc =
as =
yvx
Y�Y
k �g � ����2
@ d/2 from panel edge
1D in slab
8.525 i n
-1fl9.90 k
b5.� k-ft
-i38.4 k-ft
. . lfi
24
32:3 i n
54.� i n
86.9375 in
_____.__ _
, '�U00 psi
, ,..
� psi
� -, � ,: 20
0.464
0.339
d eta i I 2/59.01 F
785 k-in
-1661 k-in
<= column dimension parallel to x
<= column dimension parallel to y
used for purpose of calculating yvx, yvy
section affected by openings deducted
not used
alslzoifl
l� d/2 from �anel edee
Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E
xz -8.35 -2431 0 0 0 0
yz -273 0 0 0 0 0
L 323125 54.625 0 0 0 0
d 8.625 8.625 0 0 0 0
Ld 278.70 471.14 0.00 0.00 0.00 0.00 749.54
Ldx2 -2274.15 -11453.43 0.00 0.00 0.00 0.00 -13727.58
Ldyz -760838 0.00 0.00 0.00 0.00 0.00 -7608.38
bod 750
x3 -1831
y3 -10.15
xZ x3 10.15 -6.00 18.31 1831 18.31 18.31
yZ y3 -17.15 10.15 10.15 10.15 10.15 10.15
Ld3/12 1728 2921 0 0 0 0
dL3/12 24249 117153 0 0 0 0
Parallel to 'X ° Y X • Y X X
Ixx // X � 82002 48507 0 0 0 0
Ixx // Y 107978 168580 0 0 0 0
lyy // X 54674 137049 0 0 0 0
lyy // Y 28697 16975 0 0 0 0
Ixx 82002 168580 0 0 0 0 250582
lyy 54674 16975 0 0 0 0 71649
Ixy -48510 -28695 0 0 0 0 -77206
Point A Point B Point C Point D
xa = -2431 -2431 8 8
Ya = 2730 -2730 -27.3 -273
Va{bod -0.147 -0.147 -0.147 -0.147
Mux-Vuy3 -330.3 -330.3 -330.3 -3303
I��Yq Y3�-IXy�Xq-X3� 2.2196E+06 -1.6925E+06 8.0206E+05 8.0206E+05
Ixxlyy-Ixyz 1.1993E+10 1.1993E+10 1.1993E+10 1.1993E+10
Muy+Vux3 351.1885219 351.1885219 351.1885219 351.1885219
IXX�Xq-X3�-IXy�Yq-Y3� 1.3870E+06 -2.8285E+06 5.2678E+06 5.2678E+06
v„ -0.189 -0.097 -0.209 -0.209
v„ max 0.209
�v� 0.247 Vc =(2+4/(3c) �f'c bod E- Eq. 11-33 ACI318-02
0.211 Vc =(asd/bo+2) df'c bod E- Eq. 11-34 ACI318-02
0.212 Vc = 4�f c bod f- Eq. 11-35 ACI318-02
�v� 0.211 ksi OK
�
JOB_/ ��r7 � I O NO.�_
NISHKIAN �E���I�tg�� SHEETNO L� S�2�S"�1�5 . oF
� CONSULTING AND STRUCRIRALENGINEERS
�12�0 Folsom Street, San Francisco, CA 94103 CALCULATED BY onh
TeL• (415) 541-9477 Fax: (415) 543-5071 CHECKEDBY oo,re �—� —�
LIo I���.� ���� 2� ��.�� �
IL �
1�,� = ��8 �- Z I ,5 (� .z (�s� ; t.�(gofiZo� ,��-
z z
V,,: i �3 �-
� n � 22 � x 2� � �� �.f�d�
l/v = 22 X 2� � Z� ����
_ ?�. � 7 �`
U� =��' 2 u�� �� u 9� = g Z
i�
a
r �`�" � 7 � � � L�
� � �� f� � � ° `�S ( ��-6� � g�.)
� 1�17� s 'G � i« ��
��� W� ��v► ` °j � � X 3 q � � �S�Lv (?� �W �,
�' l/�i " m •�� � ��,� u 2 �a€� t ZXo�.�i � �o � -y9-,8
��
= I 3Z�- > l l3 a�-
g
��
�,
3q
�` io"
�
�
NISHKIAN �d1�6�t����E�
� CONSULTING AND SiRUCTURAI ENGWEERS
�,. �1200 Foisom Street, San Francisco, CA 94103
Tel: (415) 541-9477 Fax: (415) 543-5071
�
JOB � O � � ' � V N0. �
SHEET NO. ���� � OF
CALCULATED BY DATE
CHEqCED BY DATE �' � � � O
C-ff�c.�L i��•1Di�(.� G- v�'��a c.�
. c.
�� � 11 S .
�1 �► - �1�. � �� _ � Z.� ►�- �
.,
�S � � N - �Z�� �`� �
,
� �d 9-�24-i ` 2, �S �,�z
t,,,s F ��) � —� �..� � . $ � �z
(Z) � '1 pvw� I �N � �.Z �.�z
� � D ia.l�
�.,
6
-- - - - _-- - :.--... _ ._ _ _, _ - .
Punching Shear Check �g �.�� ���L detail 2/S9A1D
@ d/2 from column face
hl = �.8.5 in 10" s1ab+8.5" cap
dz =
Vu =
M ux =
M uy =
�l =
CZ =
x=
Y=
bo
fc=
as =
yvx
'Y�Y
C �
1,� in
-11� k
' 83 k-ft
��z k-ft
lb
��
��.� IIl
�15.� i n
. 78 in
�fl00 psi
Zi�
0.448
0.354
996 k-in
1344 k-i n
used for purpose of calculating yvx, yvy
section affected by openings deducted
3/31/2010
� @ d/2 from column face
`�.
Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E
xz �.i5 1b.5 � i� � ti
Yz -�fl.5 2.75 fl fl � �
L 3�.� 46.5. iJ � �: i3
d 1� _ �7 � � � ` i�
Ld 535.50 790.50 0.00 0.00 0.00 0.00 1326.00
Ldx2 401.63 13043.25 0.00 0.00 0.00 0.�0 13444.88
Ldyz -10977.75 2173.88 0.00 0.00 0.00 0.00 -8803.88
X3
y3
10.14
-6.64
bod
1326
xZ-x3 -9.39 6.36 -10.14 -10.14 -10.14 -10.14
yz-y3 -13.86 9.39 6.64 6.64 6.64 6.64
Ld3/12 12897 19038 0 0 0 0
dL3/12 44279 142438 0 0 0 0
Parailel to X �' y. - y y. ,� .
I�oc // X 102878 69691 0 0 0 0
Ixx // Y 160054 231168 0 0 0 0
lyy // X 104386 193457 0 0 0 0
lyy // Y 47210 31981 0 0 0 0
Ixx 102878 231168 0 0 0 0 334045
lyy 104386 31981 0 0 0 0 136367
Ixy 69691 47210 0 0 0 0 116902
Point A Point B� Point C Point D
x4 = -�6,� 1�.� lb.� 1�.5:
Ya = -20.5 -2fl,� 2� ,' 24:
Vu/bpd -0.087 -0.087 -0.087 -0.087
Mux-Vuy3 232.5 232.5 232.5 232.5
I�/�yq-Y3�-IXY�Xq-X3� 1.2241E+06 -2.6337E+06 3.4347E+06 3.4347E+06
Ixxlyy-Ixy2 3.1887E+10 3.1887E+10 3.1887E+10 3.1887E+10
M uy+Vux3 177.9663462 177.9663462 177.9663462 177.9663462
ixx(x4 x3)-Ixy(Y4-Y3) -7.2785E+06 3.7450E+06 -1.4571E+06 -1.4571E+06
v� -0.068 -0.103 -0.073 -0.073
v„ max
� v�
��� .
• �
0.103
0.247 VC =(2+4/(3C) �fC bod � Eq. 11-33 ACI318-02
0.337 Vc =(asd/bo+2} �fc bod F Eq. 11-34 AC1318-02
0.212 Vc = 4df c bad F Eq. 11-35 ACI318-02
0.212 ksi OK
,.,.., - - ----- : - _____ , .., , �
Punching Shear Check �$ ������ detail 2/S9.O1D
@ d/2 from panel edge
h1= 3fl in slab
d1= �.5 in
Vu = -i15 k
Mux = 83 k-ft
M uy = ' 3�2 k-ft
c1= 36
cZ = 24
x= 3� in
y = 5�.�5 i n
bp 89.25 in
f c = �fl�� psi
fpc = � psi
as = 20
yvx 0.454
yvy 0.349
0
•
996 k-in
1344 k-in
<= column dimension parallel to x
<= column dimension parallel to y
used for purpose of calculating yvx, yvy
section affected by openings deduded
3/31/2U10
.. . .. . ... _ _ , ,. •-- __
@ d/2 from panel
Item
xz
Yz
L
d.
Ld
LdxZ
LdyZ
X3
Y3
1 Side 2
2.5
-24
35
8.5
297.50
743.75
-7140.00
13.14
-7.51
Side 3 Side 4 Side 5 Side 6 E
20 0 " fl � ` �
3.125 ' �3 �3 (� �
54.25 fl 0: � �:
S S '. i3 �3 �D : !�
461.13 0.00 0.00 0.00 0.00 758.63
9222.50 0.00 0.00 0.00 0.00 9966.25
1441.02 0.00 0.00 0.00 0.00 -5698.98
bod 759
xZ-x3 -10.64 6.86 -13.14 -13.14 -i3.14 -13.14
yZ-y3 -16.49 10.64 7.51 7.51 7.51 7.51
Ld3/12 1791 2776 0 0 0 0
dL3/12 30370 113093 0 0 0 0
Parallel to �C Y X: 'Y, X �( :
, : -.
i� // x $osia s2i�� o 0 0 0
ixx // Y 113035 168047 0 0 0 0
fyy // X 65823 137587 0 0 0 0
lyy // Y 33662 21718 0 0 0 0
Ixx 80874 168047 0 0 0 0 248921
lyy 65823 21718 0 0 0 0 87541
Ixy 52177 33662 0 0 0 0 85839
Point A Point B Point C Point D
x4= -15 2� 20 _ 20.
Ya = =2� -24' 3Q.� 26
Vu/bod -0.152 -0.152 -0.152 -0.152
Mux-Vuy3 132.1 132.1 132.1 132.1
I��Yq-yg�-IXy�Xq-X3� 9.7193E+05 -2.0325E+06 ######## 2.3446E+06
Ixxlyy-Ixy� 1.4422E+10 1.4422E+10 ######## 1.4422E+10
Muy+Vux3 ' -166.7843137 -166.7843137 -166.784 -166.784314
Ixx(x4-x3}-Ixy(Y4 Y3) -5.5886E+06 3.1236E+06 ######## -1.1684E+06
v„ -0.170 -0.147 -0.146 -0.147
v„ max
Rp
ppJf'c
0.3fpc
���
•
0.170
3.405 < 3.5 => 3.405
0.238 ksi Jf'c = 70.7 => 70
0.000 Vc = bp�F'C + 03fpc, where Vp = 0(Eq.11-36 ACI318-02)
0.179 ksi OK
�
�
�
check horizontal shear �$�� ����2 detai12�59:03D 3f39121i9fl
Vu = 1�� k (sign not applicable)
M ux = _ 83 k-ft
Muy = �12 k-ft
(3x = 3<= portion of Vu to be designed in X-direction by column perimeter, min 0.5
(3y = ,` 1<= portion of Vu to be designed in Y-direction by column perimeter, min 0.5
hs = - 1D in <= slab thickness
hP = 8:�. in <= panel thickness
panel size
Check X-dir:
Vx
Vxx
Q�
Ixx
q�
As
Vux
# of bars
Emb min
emb prov
�
�vnx
Check Y-dir:
Vy
Vyy
Qyy
lyy
4YY
V uy
# of bars
�Vny
Lx = `�:�fi <- panel dimension in x
Ly = 3.�0 <= panel dimension in y
115.00 k
43.75 k
1938 in3 <= Qxx = Ay3�
24060 in'
12.79 k/in <= VQ/I
#5 @ � in <= dowels
0.31 inZ <= bar area
76.72 for 6 in strip
7 (Ly-cover /spacing) +1
6.8 in <_ #5 Ldh w/2" cover (reduction when not fully developed)
6.5 in <= embedment provided for bars, max value = 6.8
�.0 <= µ, 11.7.4.3 ACI318-02
93.3 k OK Vn = A� fY µ<— Eq.11-25 ACI318-02
115.00 k
21.84 k-ft
1306 in3
16209 in°
11.02 k/in
66.1 for
5
66J k OK
6 in strip
Vn = A� fy µ F- Eq.11-25 ACI318-02
�
�
.. ..__._.,. ---
Punching Shear Check i� �.�J���.� detaa13J59.flifl
h1=
hZ =
d1=
Vu =
Mux =
Muy =
c1=
c2 =
x=
Y=
bo
fc=
yvx
Y�'Y
�
@ d/2 from column face
� in <= panel thickness
8.5 in <= slab thickness
14 in <= effective depth
-108 k
-53 k-ft -636 k-in
_��.fi k-ft 1051 k-in
��4 <= column dimension parallel to x
i4 <- column dimension parallel to y
38 in
21 in
80 in
�{300 psi <= concrete strength
0.331 �
0.473
�
•
d/2 from cotumn face
Item Side 1 Side 2 Side 3 E
x2 _ -�� i� 1'9
Y2 3-� �3 3-�.
L, ' �� 38 ��
d 14 14 14
Ld 294.00 532.00 294.00 1120.00
Ldx2 -5586.00 0.00 5586.00 0.00
LdyZ 1029.00 12236.00 1029.00 14294.00
x3 0.00
Y3 12.76
xz-x3 -19.00 0.00 19.00
Yz-Ys -9.26 10.24 -9.26
Ld3/12 4802 8689 4802
dL3/12 10805 64017 10805
Parallel to Y X Y
Ixx // X 25223 55757 25223
Ixx // Y 40830 128464 40830
lyy // X 121741 72707 121741
lyy // Y 106134 0 106134
Ixx 40830 55757 40830 137417
lyy 106134 72707 106134 284975
Ixy 51740 0 -5174Q 0
Point A Point B Point C Point D
x4 = . -�J_fl -3:9.fl 19.� 3.9:0;
Ya = 3.� {3 � 7.i� 34.t� -7.0.
Vu/bod -0.096 -0.096 -0.096 -0.096
Mux-Vuy3 742.4 742.4 742.4 742.4
lyy(y4-y3)-Ixy( 3.5266E+05 -5.6318E+06 3.5266E+05 -5.6318E+06
Ixxlyy-Ixyz 3.9160E+10 3.9160E+10 3.9160E+10 3.9160E+10
M uy+V ux3 1051.2 1051.2 1051.2 1051.2
Ixx(x4-x3)-Ixy( -2.6109E+06 -2.6109E+06 2.6109E+06 2.6109E+06
v„ -0.061 -0.099 -0.127 -0.165
v„ max
¢ v�
�v�
0.165
0.470
0.384
0.212
0.212 ksi
Vc =(2+4/(3c) �fc bod E-- Eq. 11-33 AC1318-02
Vc =(30d/bo+2) �fc bod E- Eq. 11-34 ACi318-(
Vt = 4�fc bod E- Eq. 11-35 ACI318-02
OK
�
�
�
Punching Shear Check
h2 =
dz =
Vu =
Mux =
M uy =
c1=
c2 =
x=
Y=
bo
fc=
fpc =
yvx
Y�Y
L4 4.2/A4.5
@ d/2 from panel edge
8.5 in
7.125 in
-108 k
-53 k-ft
87.6 k-ft
24
14
96.125 in
35.5625 in
167.25 in
5000 psi
93 psi
. 0.289
0.523
-636 k-in
1051 k-in
89 Cap size
32
1
check horizontal shear �� ��.� �J�4.5 r�etail 3JS9.{31�
Vu =
Mux =
Muy =
RX =
Rv =
hs =
i1P =
panel size
Check X-dir:
Vx
Vxx
Qxx
Ixx
qxx
As
Vux
# of bars
Emb min
emb prov
�vnx
Check Y-dir:
Vy
Vyy
Qyy
��
qYY
Vuy
# of bars
�Vny
C J
3fl$ k (sign not applicable)
�3 k-ft
si.� k-ft
i3.� <= portion of Vu to be designed in X-direction by column perimeter, min 0.5
�<= portion of Vu to be designed in Y-direction by column perimeter, min 0.5
8:5 in <= slab thickness
7 in <= panel thickness
Lx = 7.�4fl <= panel dimension in x
Ly = Z:�� <= panel dimensior� in y
3/3112070
54.00 k
11.84 k
953 in3 <= Qxx = Ayi�
9943 in°
6.31 k/in <= VQ/I
#5 @ , b in <= dowels
0.31 inz <= bar area
37.87 for 6 in strip
5 (Ly-cover /spacing) +1
6.8 in <_ #5 Ldh w/2" cover (reduction when not fully developed)
5 in <- embedment provided for bars, max value = 6.8
1.0 <= µ, 11.7.4.3 ACI318-02
51.3 k OK Vn = A� f� µ F— Eq.11-25 AC1318-02
108.00 k
19.85 k-ft
2642 in3
27557 in4
12.26 k/in
73.5 for
14
143.6 k
6 in strip
OK Vn = A� fY µ� Eq.11-25 ACI318-02
Punching Shear Check �.$ �.�,�'��
h1=
h� _
d1=
Vu =
Mux =
Muy =
c1=
c2 =
x=
Y=
bo
f'c =
yvx
'WV
�
•
detai15JS9.fll{3
@ d/2 from column face
� in <= panel thickness
�.� in <= slab thickness
14 in <= effective depth
-�33 k
-�8 k-ft -336 k-in
-�� k-ft -864 k-in
_ �r� r- column dimension parallel to x
f�6 <= column dimension parallel to y
38 in
23 in
84 i n
5'��� psi <= concrete strength
0.342
0.461
� d/2 from column face
Item Side 1 Side 2 Side 3 E
xZ � -�9 fl 19
Yz 3_� 23 3.S
L 23 ' 38 23:
d 14 14 14
Ld 322.00 532.00 322.00 1176.00
LdxZ -6118.00 0.00 6118.00 0.00
Ldy2 1127.00 12236.00 1127.00 14490.00
X3 O.00
Y3 12.32
x2-x3 -19.00 0.00 19.00
Yz-Ys -8.82 10.68 -8.82
Ld3/12 5259 8689 5259
dl3/12 14195 64017 14195
Paralie) to Y X Y
Ixx // X 25057 60665 25057
Ixx // Y 44511 133372 44511
lyy // X 135696 72707 135696
lyy // Y 116242 0 116242
ixx 44511 60665 44511 149688
lyy 116242 72707 116242 305191
Ixy 53970 0 -53970 0
Point A Point B Point C Point D
x4= -19.a =19.� 1�:0 "�9:0
Ya = 15.fl . -SA 15.0 -8.�3
Vu/bod -0.096 -0.096 -0.096 -0.096
M ux-Vuy3 1056.3 1056.3 1056.3 1056.3
lyy(y4-y3)-Ixy( 8.1748E+05 -6.2019E+06 8.1748E+05 -6.2019E+06
Ixxlyy-Ixy2 4.5683E+10 4.5683E+10 4.5683E+10 4.5683E+10
Muy+Vux3 -864 -864 -864 -864
Ixx(x4 x3)-Ixy( -2.8441E+06 -2.8441E+06 2.8441E+06 2.8441E+06
v„ -0.114 -0.170 -0.065 -0.120
v„ max
� v�
�v�
•
0.170
0.424
0.371
0.212
0.212 ksi
Vc =(2+4/(3c) �fc bod � Eq. 11-33 ACI318-02
Vc =(30d/bo+2) �fc bod F Eq. 11-34 ACI318-02
Vc = 4�fc bod F Eq. 11-35 ACI3Z8-02
OK
�
�
,
Punching Shear Check L8 3.3/A7
@ d/2 from panel edge
hZ - 8.5 in
d2 = 7.125 in
Deduct load from drop cap area
Vu = -108.325 k 4.68
Mux = -28 k-ft -336 k-in
Muy = -72 k-ft -864 k-in
c1=
cZ =
x=
Y=
bo
fc=
fpc =
�yvx
Y�Y
24
16
106.1Z5 in
37.5625 in
181.25 in
5000 psi
32� psi
0.284
0.528
�9 Cap size (in)
34
0
___
� �.,� �-3 ��� � -
check horizontal shear . detai1�J59.fl1D �3rzo3�
Vu = �3� k (sign not applicabie)
Mux = 38 k-ft
M uy = �� k-ft
(3x = �.� <= portion of Vu to be designed in X-direction by column perimeter, min 0.5
�iy = �<= portion of Vu to be designed in Y-direction by column perimeter, min 0.5
hs = $.�, in <= slab thickness
hP = - i in <= panel thickness
panel size Lx = 8.2� <= panel dimension in x 99 in
Ly = 2.83 <= panel dimension in y 34 in
Check X-dir:
Vx
Vxx
Qxx
Ixx
qxx
As
Vux
# of bars
Emb min
emb prov
µ
�Vnx
Check Y-dir:
vy
Vyy
Qyy
lyy
qYY
Vuy
# of bars
�Vny
�
56.50 k
8.73 k .
1012 in3 <= Qxx = Ay3�
10551 in4
6.25 k/in <= VQ/I
#S @ - 7 . in <= dowels
0.31 inZ <= bar area
43.77 for 7 in strip
5 (Ly-cover /spacing) +1
6.8 in <_ #5 Ldh w/2" cover (reduction when not fulty developed)
5 in <= embedment provided for bars, max value = 6.8
�.q <= µ, 11J.4.3 ACI318-02
51.3 k OK Vn = A,� fY µ<-- Eq.11-25 ACI318-02
113.00 k
9.88 k-ft
2945 in3
30722 in4
11.78 k/in
82.5 for 7 in strip
14
143.6 k OK Vn = A� fy µ� Eq.11-25 ACI318-02
_ _ _ .__ _ _ _ ._ _ .. ._- , .. . _ _ ..:. ._.._ : --.--. _ . ,_, - -:--:-:, ■
Punching Shear Check �3:� �.�.;���.4 de#ai! 6/S9.D1D
h1=
hz =
d1=
Vu =
Mux =
M uy =
c1=
cZ =
x=
Y=
bo
fc=
yvx
Y�Y
C �
�
@ d/2 from column face
: 7 in <= panel thickness
�t� in <= slab thickness
15.5 in <= effective depth
-�3b k
-�1�6 k-ft -1272 k-in
�3 i k-ft 1380 k-in
2� <= column dimension parallel to x
��1 <= column dimension parallel to y
39.5 in
21.75 in
83 in
�(��i� psi <= concrete strength
0.331
0.473
Item Side 1 Side 2 Side 3 E
xZ -�9.75 �' ` i�.��
Yz 3.�5 23.75 3.��
L 2�::75 3�,5� �Z�.��,
d 15.5 15.5 15.5
Ld 337.13 612.25 337.13 1286.50
Ldx2 -6658.22 0.00 6658.22 0.00
Ldyz 1264.22 14540.94 1264.22 1706938
x3 0.00
Y3 13.27
x2-x3 -19.75 0.00 19.75
YrYs -9.52 10.48 -9.52
Ld3/12 6750 12258 6750
dL3/12 13290 79605 13290
Parallel to Y X Y
ixx // X 30541 67268 30541
Ixx // Y 50581 159,131 50581
lyy // X 151539 91863 151539
lyy // Y 131500 0 131500
Ixx 50581 67268 50581 168430
lyy 131500 91863 131500 354863
Ixy 63373 0 -63373 0
Point A Point B Point C Point D
x4 = -19.75 -19_75 3�9:75 �9.75
Ya = 15.75 -7.fl0' ��.75 -7.�D0
Vu/bod -0.106 -0.106 -0.106 -0.106
Mux-Vuy3 532.5 532.5 532.5 532.5
lyy(y4-y3)-Ixy( 8.8074E+05 -7.1924E+06 8.8074E+05 -7.1924E+06
Ixxiyy-IxyZ 5.9770E+10 5.9770E+10 5.9770E+10 5.9770E+10
Muy+Vux3 1380 1380 1380 1380
Ixx(x4 x3)-Ixy( -3.3265E+06 -3.3265E+06 3.3265E+06 3.3265E+06
v� -0.067 -0.091 -0.139 -0.163
v„ max 0.163
� v� 0.470
0.403
0.212
�v� 0.212 ksi
u
Vc =(2+4/�3c) �Fc bod <--. Eq. 11-33 ACI318-02
VC =(30d/bo+2) �f'C bod F- Eq. 11-34 ACI318-02
Vc = 4dfc bod F Eq. 11-35 ACi318-02
OK
Punching Shear Check LZO 4.1/A4.4
@ d/2 from panel edge
h2 = 10 in
dZ = 8.625 in
Vu = -136 k
M ux = -106 k-ft
M uy = 115 k-ft
c1= 24
c2 = 14
x = 62.625 in
y = 42.3125 in
bo 147.25 in
fc = 5000 psi
fpc = ' �D psi
yvx 0.354
yvy 0.448
•
�
-1272 k-in
1380 k-in
�� Cap size
38
�
4
�
C�J"
item Side 1 Side 2 Side 3 E
xz -3i.33. �i.�0 3�.33.
Yz 33.16 47_�Q �.3_��i
L 42.33. �2.53 42.33
d 8.625 8.625 8.625
Ld 364.95 540.14 364.95 1270.03
Ldx� -11427.35 0.00 11427.35 0.00
Ldyz 4801.31 25656.68 4801.31 35259.30
x3 0.00
Y3 27.76
xZ-x3 -31.31 0.00 31.31
yZ-y3 -14.61 19.74 -14.61
Ld3/12 2262 3348 2262
dL3/12 54448 176531 54448
Parallel to Y X Y
Ixx // X 77859 210421 77859
Ixx // Y 134569 390300 134569
lyy // X 414530 179879 414530
lyy // Y 357819 0 357819
Ixx 134569 210421 134569 479560
lyy 357819 179879 357819 895517
Ixy 166911 0 -166911 0
Point A Point B Point C Point D
x4= -3131 " 3i3�' -3�31' < 3�:3�.;
Ya = 47.�0 : 47.SD. -$_0� -8.(��;
Vu/bod -0.107 -0.107 -0.107 -0.107
Mux-Vuy3 2503.7 2503.7 2503.7 2503.7
lyy(y4-y3)-Ixy( 1.7675E+07 1.7675E+07 -3.2026E+07 -3.2026E+07
Ixxlyy-IxyZ 4.2945E+11 4.2945E+11 4.2945E+11 4.2945E+11
M uy+V ux3 1380 1380 1380 1380
Ixx(x4 x3)-Ixy( -1.5016E+07 1.5016E+07 -1.5016E+07 1.5016E+07
v„ -0.049 -0.092 -0.152 -0.195
v„ max
¢ v�
�v�
0.195
0.470
0.199
0.212
0.199 ksi
Vc =(2+4/(3c) �fc bod <-- Eq. 11-33 ACI318-02
Vc =(30d/bo+2) Ufc bod F Eq. 11-34 ACI318-02
Vc = 4df c bod F Eq. 11-35 ACI318-02
0.160 vc =(3p�F'C + 0.3fpc, where Vp = 0(Eq.11-36 ACI318-02)
OK
�
•
check horizontal shear ��� �.1/A4.4 detai! 6JS9.�1D 3/3112090
Vu = �3£� k (sign not applicable)
Mux = ��6 k-ft
M uy = 31� k-ft
(3x = fl.� <= portion of Vu to be designed in X-direction by column perimeter, min 0.5
(3y = �<= portion of Vu to be designed in Y-direction by column perimeter, min 0.5
hS = ��D in <= slab thickness
hP = � in <= panel thickness
panel size Lx = �l_�fl <= panel dimension in x �4 in
Ly = 3_3� <= panel dimension in y 38 in
Check X-dir:
Vx
Vxx
Qxx
Ixx
q�
As
Vux
# of bars
Emb min
emb prov
�
�Vnx
Check Y-dir:
Vy
Vyy
Qyy
lyy
qYY
V uy
# of bars
�Vny
68.00 k
25.56 k -
1330 in3 <= qxx = Ay3t'
15558 in°
8.00 k/in <= VQ/I
#5 @ .:: b in <= dowels
0.31 inZ <= bar area
47.99 for 6 in strip
6 (Ly-cover /spacing) +1
6.8 in <_ #5 Ldh w/2" cover (reduction when not fully developed)
5 in <= embedment provided for bars, max value = 6.8
3.� <= µ, 11.7.4.3 ACI318-02
61.5 k OK Vn = A� fy µ E— Eq.11-25 ACI318-02
136.00 k
33.47 k-ft
1890 in3
22109 in4
14.49 k/in
86.9 for
9
92.3 k
6 in strip
OK Vn = A,� fy µ E- Eq.11-25 AC1318-02
�
�
•
Punching Shear Check �b t� C���B
@ d/2 from panei edge
_. _
hi = lU in
di = 8.625 in
Vu =
Mux =
Muy =
c1=
cZ =
x=
Y=
bo
fc=
fpc =
as =
Y�
Y�Y
-120 k
-49.9 k-ft
107.9 k-ft
3�
24
60.6 i n
132_3 i n
270.4 in
5000 psi
185 psi
20
0.496
0.311
detail 8/S9.O1C
deduct force from panel area
-599 k-in
1295 k-in
<= column dimension parallel to x
<= column dimension parallel to y
used for purpose of calculating yvx, yvy
rev.4-14-10
@ d/2 from panel
Item
x2
Yz
L
d
Ld
LdxZ
Ldyz
X3
Y3
Side 1 Side 2 Side 3
18 48.3
120.3 54
60.6 1323
8.625 8.625
522.68 1141.09
9408.15 55114.53
62877.80 61618.73
24.14
76.75
Side 4
-12.3
81.55
77.5
8.625
668.44
-8221.78
54511.08
Side 5 Side 6 E
0 0 U
0 0 0
0 0 0
0 0 U
0.00 0.00 0.00 2332.20
0.00 0.00 0.00 56300.90
0.00 0.00 0.00 179007.61
bod 2332
xZ-x3 -6.14 24.16 -36.44 -24.14 -24.14 -24.14
yZ-y3 43.55 -22.75 4.80 -76.75 -76.75 -76.75
Ld3/12 3240 7074 4144 0 0 0
dL3/12 159954 1664399 334567 0 0 . 0
Parallel to X Y Y Y X X
Ixx // X 991087 590835 15370 0 0 0
Ixx // Y 1154281 2262307 354081 0 0 0
lyy // X 182903 2337494 1226344 0 0 0
lyy // Y 19709 666022 887634 0 0 0
Ixx 991087 2262307 354081 0 0 0 3607475
lyy 182903 666022 887634 0 0 0 1736559
Ixy -139762 -627303 -116802 0 0 0 -883867
x4 =
Ya =
Vu/bod
M ux-Vuy3
��1Y4 Y3�-�Xy�x4"X3)
Ixxlyy-Ixyz
Muy+Vux3
�XX�X4 X3�-���y4 y3�
v„
v„ max
Rp
RPJf��
03fpc
�v�
Point A Point B Point C
-12.3 48.3 48.3
42.5 120.3 -10
-0.051 -0.051 -0.051
8611.8 8611.8 8611.8
-9.1694E+07 9.6972E+07 -1.2930E+08
' S.4834E+12 5.4834E+12 5.4834E+12
-1602.081657 -1602.08166 -1602.081657
-1.6174 E+08 1.2564 E+08 1.0474 E+07
-0.138 0.036 -0.151
0.151
2.138 < 3.5 => 2.138
0.150 ksi �f'c = 70.7 => 70
0.056 Vc = bp�F'C + 0.3fpc, where Vp = 0(Eq.11-36 ACI318-02)
0.154 ksi OK
0.247 Vc =(2+4/Qc) �f'c bod <- Eq. 11-33 ACI318-02
0.140 Vc =(asd/bo+2) �f'c bod F Eq. 11-34 ACI318-02
0.212 Vc = 4�f'c bod F Eq. 11-35 ACI318-02
� check horizontal shear �� ����CB detaii 8/S9_fl1C 4/�4/20'lU
Vu = 12iD k (sign not applicable)
Mux = 49.9 k-ft
Muy = i�7.9 k-ft
(3x = i<= portion of Vu to be designed in X-direction by column perimeter, min 0.5
(3y = 1<= portion of Vu to be designed in Y-direction by column perimeter, min 0.5
hs = lfl in <= slab thickness
hp = li in <= panel thickness
panel size Lx = 5.05 <= panel dimension in x 60.6
Ly = i1.i33 <= panel dimension in y , 132.3
Check X-dir:
. Vx 120.00 k
Vxx 21.37 k
Qxx 7277 in3 <= Qxx = Ayx
Ixx 102103 in4
� qxx 10.07 k/in <= VQ/I
As #5 @ 12 ' in <= dowels X-dir 9 in y-dir
0.31 inZ <= bar area . .
Vux 120.90 for 12 in strip
# of bars 11 (Ly-cover /spacing) +1
Emb min 6.8 in <_ #5 Ldh w/2" cover (reduction when not fully developed)
emb prov 6.8 in <= embedment provided for bars, max value = 6.8
µ 1_U <= µ, 11.7.4.3 ACI318-02
�Vnx 153.5 k OK Vn = A„f fY µ F— Eq.11-25 ACI318-02
Check Y-dir:
Vy 120.00 k
Vyy 4.53 k-ft
Qyy 3333 in3
lyy 46768 in°
qyy 8.87 k/in
Vuy 79.9 for 9 in strip
# of bars 7
�Vny 97.7 k OK Vn = A„f fY µ<-- Eq.11-25 ACI318-02
� .
� Punching Shear ChecF
h1=
hZ =
d=
Vu =
Mux =
Muy =
c1=
c2 =
x=
Y=
bo
f'c =
as =
yvx
Y�Y
u
L7 @ 14 % A$.� de�ait 2�s9.��c
@ d/2 from column face
85 slab
7 in drop cap
14 in
-202.2 k
-93 k-ft
-8.9 k-ft
� � �20_
�,�y �-
�4
' '34 in
� , � ��. � ���m
W���r��� in
126 in
��=r' Sfl00 psi
. 4U
0.413
0.387
-1116 k-in
-107 k-in
<= panel dimension in x
<= panel dimension in y
rev. 3-29-i0
� @ d/2 from column face
Item Side 1
xz -17
y2 0
L 38
d 14
Ld 532.00
Ldxz -9044.00
Ldy2 0.00
X3
Ys
0.35
0.%5
Side 2
-13.5
19
7
14
98.00
-1323.00
1862.00
Side 3 Side 4
6J5
19
20.5
14
287.00
1937.25
5453.00
Side 5 Side 6 E
17 1i375 -11375
fl -19 -19
38 11.25 11.��
14 14 14
532.00 157.50 157.50
9044.00 1791.56 -1791.56
0.00 -2992.50 -2992.50
bod
1764.00
614.25
1330.00
1764
xZ-x3 -17.35 -13.85 6.40 16.65 11.03 -11.72
yZ-y3 -0.75. 18.25 18.25 -0.75 -19.75 -19.75
Ld3/12 8689 1601 4688 8689 2573 2573
dL3/12 64017 400 10051 64017 1661 1661 .
w ��
Parallelto . �.=�� �X..�.x�,�_ ..�'�.;�,.. � k�t* �...,a�.._. - �'..��..
Ixx // X � 302 32626 95547 302 61460 � 61460
Ixx // Y 73009 34627 110286 73009 65693 65693
lyy // X 232818 20795 26501 220221 23384 25879
lyy // Y 160111 18794 11762 147514 19150 21646
Ixx 73009 32626 95547 73009 61460 61460 397111
lyy 160111 20795 26501 147514 23384 25879 404184
Ixy 6959 -24762 33524 -6679 -34307 36474 11208
Point A Point B Point C Point D
x4 = -i7 17 17 -17
Ya = 39 19 -19 =39
_ ,_ z.. ,....__.,,
Vu/bod -0.115 -0.115 -0.115 -0.115
Mux-Vuy3 -963.5 -963.5 -963.5 -963.5
I)/)/�Yq-Y3�-IX�/�Xq-X3� 7.5692E+06 7.1881E+06 -8.1709E+06 -7.7898E+06
Ixxlyy-lxyZ 1.6038E+11 1.6038E+11 1.6038E+11 1.6038E+11
M uy+Vux3 -177.2089286 -177.208929 -177.2089286 -177.2089286
Ixx(x4 x3)-Ixy(Y4 Y3) -7.0937E+06 6.4081E+06 6.8340E+06 -6.6678E+06
v„ -0.136 -0.130 -0.091 -0.098
v„ max
� v�
�v�
�
0.136
0.283
0.342
0.212
_ 0.212 ksi
Vc =(2+4/(3c) �f c bod E- Eq. 11-33 ACI318-02
Vc =(a,�d/bo+2) �f'c bod F Eq. 11-34 ACI318-02
Vc = 4�fc bod E- Eq. 11-35 ACI318-02
OK
� Punching Shear Check L7 � �� � ��•�
@ d/2 from panel edge
_. _
h1= 8.�
hZ = 8.5 in
d1= 7 in
dz = 7
�
•
Vu =
Mux =
Muy =
c1=
cZ =
x=
Y=
bo
f' c =
as =
yvx
Y�Y
_ ____
`-202.2 k
-93 k-ft
-8.9 k-ft
20
24
87 in
91 in
313 in
� � ��.�°
'__ � Sfl00 psi
���` �,�fl'
�s � , .
0.405
0.395
detail 2JS9.U1C
-1116 k-in
-107 k-in
used for purpose of calculating yvx, yvy
section affected by openings deducted
�rev_ 3-29-ifl
� @ d/2 from panel
Item
xz
Yz
L
d
Ld
LdxZ
LdyZ
X3
Y3
Side 1
0
9i
7
637.00
-27709.50
0.00
0.79
1.74
Side 2 Side 3 Side 4
-33.625 ll.525
455 �5.5
19.75 51.75
7 7
138.25 362.25
-4648.66 6384.66
6290.38 16482.38
Side 5 �Side 6 �E
28.625 -28.625
0 -45.5 -45.5
9i 29.75 29J5
7 7 7
637.00 208.25 208.25
27709.50 5961.16 -5961.16
0.00 -947538 -9475.38
bod
2191.00
1736.00
3822.00
629
x2-x3 -44.29 -34.42 16.83 42.71 27.83 -29.42
y2-y3 -1.74 43.76 43.76 -1.74 -47.24 -47.24
Ld3/12 2601 565 1479 2601 850 850
dL3/12 439583 4494 80844 439583 15360 15360
Parallel to Y< X X Y X X`'� �
Ixx//X 1938 264687 693546 1938 464821 464821
Ixx // Y 444123 269745 775870 444123 481031 481031
lyy // X 1691858 168823 184963 1604037 177532 196425
lyy // Y 1249673 163764 102639 1161853 161322 180215
Ixx 444123 264687 693546 444123 464821 464821 2776120
tyy 1249673 168823 184963 1161853 177532 196425 3139269
Ixy 49217 -208198 266806 -47456 -273836 289427 75960
Point A Point B Point C Point D
x4 = -43.5 43.5 43.5 -43.5
y4 = 455 45S -455 -45.5
Vu/bod -0.321 -0.321 -0.321 -0.321
Mux-Vuy3 -7633 -7633 -763.3 -7633
I�/�Yq-Y3�-IXy�Xq-X3� 1.4073E+08 1.3412E+08 -1.5156E+08 -1.4495E+08
Ixxlyy-Ixy2 8.7092E+12 8.7092E+12 8.7092E+12 8.7092E+12
Muy+Vux3 -267.0095847 -267.009585 -267.0095847 -267.0095847
Ixx(x4-x3)-Ixy(Y4 Y3) -1.2628E+08 1.1524E+08 1.2215E+08 -1.1937E+08
v„ -0.328 -0.325 -0.315 -0.318
v„ max 0.328
� v� 0.283
0.154
0.212
�v� 0.154 ksi
Vc =(2+4/�ic) �f'c bod <- Eq. 11-33 ACI318-02
Vc =(a5d/bo+2) �f'c bod E- Eq. 11-34 ACI318-02
Vc = 4�f'c bod E- Eq. 11-35 ACI318-02
NOT OK
pre stressed force not used
check horizontal shear L7 @ 14/A8.2 detail2/S9.{31C fev. 31�9T2i)1fl
Vu =
Mux =
M uy =
RX =
RY =
hs =
hP =
panel size
202.2 k (sign not applicable)
93 k-ft
8.9 k-ft
�.545 <= portion of Vu to be designed in X-direction by column perimeter; min 0.5
0.5 <= portion of Vu to be designed in Y-direction by column perimeter, min 0.5
8.5 in <= stab thickness
� in <= panel thickness
Lx = ' G.67 <= panel dimension in x
Ly = 7.fl0 <= panel dimension in y
Check X-dir: 20"
Vx 110.20 k 24"
Vxx 1.33 k
Qxx 2499 in3 <= Qxx = Ayx
Ixx 26067 in4
qxx 10.69 k/in <= VQ/I
As #5 @ _;, 8 in <= dowels
0.31 in2 <= bar area
Vux 85.54 for 8 in strip
# of bars 10 (Ly-cover /spacing) +1
Emb min 6.8 in <_ #5 Ldh w/2" cover (reduction when not fully developed)
emb prov 5 in <= embedment provided for bars, max value = 6.8
µ �.p <= µ, 11.7.43 AC1318-02
�Vnx 102.6 k OK Vn = A,� fY µ F-- Eq.11-25 AC1318-02
Check Y-dir:
Vy
Vyy
Qyy
lyy
qYY
Vuy
# of bars
�Vny
101.10 k
13.29 k-ft
2381 in3
24838 in4
10.97 k/in
87.7 for
10
102.6 k OK
8 in strip
Vn = A„� f� µ�— Eq.11-25 ACI318-02
0
� Punching Shear Check LE � BZ f BC detail 3/S9.O1C
@ d/2 from column face
h1= 18.5 10" slab+8.5" cap
hz = in
d1= 37 in
dz = ` 37
Vu = -71_2 k
Mux = -59.1 k-ft
Muy = 333 k-ft
�1= 16
�z = 24
x = 33 in
y = 31.25 in
bo 82.25 in
` �".�500�' psi
�C = �.<-HS� x:,
� �."w�#i��� � ,� -�
*�
O!S = � P ry� 3U
yvx 0.393
yvy 0.407
�
-709 k-in
400 k-in
used for purpose of calculating yvx, yvy
section affected by openings deducted
rev. 3-29-�0
� @ d/2 from column face
Item Side 1
x2
Yz
L
d
Ld
LdxZ
Ldyz
X3
Y3
�Side 2 �Side 3
_�� s n
531.25
-8765.63
2656.25
-431
9.91
20.5
23
17
391.00
0.00
8015.50
Side 4 Side 5 Side 6 E
15_5 -14 0 0
12S -i5 0 0
i6 12 fl 0
i7 75 0 0
272.00 90.00 0.00 0.00 1284.25
4488.00 -1260.00 0.00 0.00 -5537.63
3400.00 -1350.00 0.00 0.00 12721.75
bod 1284
xZ-x3 -12.19 4.31 20.81 -9.69 4.31 4.31
y2-y3 -4.91 10.59 2.59 -24.91 -9.91 -9.91
Ld3/12 12794 9417 6551 422 0 0
dL3/12 43233 17237 5803 1080 0 0
Parallel to Y� ; K: Y' Y -`Y y
..,,. , ...� . �::
__, .
Ixx // X 12786 43883 1830 55828 0 0
Ixx // Y 68814 70536 14184 57330 0 0
lyy // X 134944 33923 130167 9949 0 0
lyy // Y 78916 7270 117813 8447 0 0
Ixx 68814 43883 14184 57330 0 0 184210
lyy 78916 33923 117813 8447 0 0 239100
Ixy 31766 17861 14684 21716 0 0 86027
Point A Point B Point C Point D
x4 = -355 -16.5 lb5 16.5
Ya= 2D5 -8.5 ''' 2i�5 45
Vu/bad -0.055 -0.055 -0.055 -0.055
Mux-Vuy3 -3.9 -3.9 -3.9 -3.9
�YY�Ya'Ys)'Ixy(x4 x3) 3.5815E+06 -3.3524E+06 7.4263E+05 -3.0830E+06
Ixxlyy-IxyZ 3.6644E+10 3.6644E+10 3.6644E+10 3.6644E+10
M uy+Vux3 706.6110181 706.6110181 706.6110181 706.6110181
Ixx(x4 x3)-Izy(Y4 Y3) -3.1565E+06 -6.6175E+05 2.9224E+06 4.2988E+06
v„ -0.031 -0.050 -0.078 -0.089
v„ max 0.089
� v� 0.247
0.435
0.212
�y� 0.212 ksi
Vc =(2+4/(3c) �fc bod <- Eq. 11-33 ACI318-02
Vc =(a5d/bo+2) �f'c bod f- Eq. 11-34 ACI318-02
Vc = 4�f'c bod F Eq. 11-35 ACI318-02
OK
�
I �
�
Punching Shear Check L6 � BZ � BC detail 3/S9.O1C
@ d/2 from panel edge
h1= �p slab
hZ = 85 in slab
d1= 8.7 in
dz = 7.2
Vu = -71.2 k
Mux = -59.1 k-ft
Muy = 33.3 k-ft
�1= 16
�2 _ 24
X = 33 i n
y _ 31.25 i n
bo 233.75 in
�'� = 5d00 psi
fpc = 146 psi
� = 30
�X 0.393
y�y 0.407
-709 k-in
400 k-in
<= column dimension parallel to x
<= column dimension parallel to y
used for purpose of calculating yvx, yvy
section affected by openings deducted
rev_ 3-?9-1fl
� @ d/2 from panel edge
Item Side 1 Side 2 Side
xz -475 -39_75
Yz 39J5
� 635
d 7.2
Ld 457.20
LdxZ -21717.00
Ldyz 9029.70
�
�
X3
y3
-7.21
31.04
15.5
7.2
111.60
5747
3 Side 4 Side 5 Side 6
8.125 48.25 -27.25
515 34 -135
8fl.�5 35 3�5
8.7 8.7 7
698.18 304.50 276.50
5672.67 14692.13 -7534.63
35956.01 10353.00 -3732.75
bod
�
�
0
0
0
0
0.00 1847.98
0.00 -13322.93
0.00 57353.36
1571
xz x3 -40.29 -32.54 1533 55.46 -20.04 7.21
YZ-Ys -11.29 20.46 20.46 2.96 -44.54 -31.04
Ld3/12 1975 482 4404 1921 1129 0
dL3/12 153629 2234 374691 31084 35951 0
Paraliel to -<Y` . X . `.X Y X X
Ixx // X 58233 46736 292384 2676 548420 0
Ixx // Y 213837 49453 671479 35681 585500 0
lyy//X 897789 120888 543268 969572 148128 0
lyy//Y 742185 118172 164173 936567 111049 0
Ixx 213837 46736 292384 35681 548420 0 1137058
lyy 742185 120888 543268 936567 148128 0 2491036
Ixy 207894 -74316 219093 50058 246782 0 649510
Point A Point B Point C Point D
xa = -475 48.25 48.25 -475
Yn = - 51.5 Si_5 165 -i2
Vu/bod -0.045 -0.045 -0.045 -0.045
Mux-Vuy3 1500.5 1500.5 1500.5 1500.5
�YY1Y4"Y3�-�Xy�Xq-X3� 7.7146E+07 1.4956E+07 -7.2231E+07 -8.1035E+07
Ixxlyy-Ixy2 2.4106E+12 2.4106E+12 2.4106E+12 2.4106E+12
Muy+Vux3 912.9145646 912.9145646 912.9145646 912.9145646
Ixx(x4-x3)-Ixy(Y4 Y3) -5.9104E+07 4.9769E+07 7.2502E+07 -1.7861E+07
�„ -0.017 -0.049 -0.074 -0.062
v„ max
RP
RaJf��
0.3fpc
���
0.074
2.617 < 3.5 => 2.617
0.183 ksi df'c = 70.7 => 70
0.044 Vc = bp�F'C + 0.3fpc, where Vp = 0(Eq.11-36 ACI318-02)
0.170 ksi �K
� check horizontal shear L6 @ B1/SC detail3/S9.fliC rev.s�2sna��
Vu = 71.2 k (sign not applicable)
Mux = 59.1 k-ft
M uy = 333 k-ft
(3x = fl.5 <= portion of Vu to be designed in X-direction by column perimeter, min 0.5
�3y = 1<= portion of Vu to be designed in Y-direction by column perimeter, min 0.5
hs = 10 in <= slab thickness
hP = 8.5 in <= panel thickness
�
�
panel size
Check X-dir:
Vx
Vxx
Qxx
Ixx
qxx
As
Vux
# of ba rs
Emb min
emb prov
µ
�Vnx
Check Y-dir:
Vy
Vyy
Qyy
lyy
qYY
Vuy
# of bars
�Vny
Lx = 7.33 <= panel dimension in x
Ly = 4.00 <= panel dimension in y
35.60 k
4.54 k
2040 in3 <= Qxx = Ayx
25327 in4
3.23 k/in <= VQ/I
#5 @ 1{� in <= dowels
0.31 inZ <= bar area
32.33 for 10 in strip
5 (Ly-cover /spacing) +1
6.8 in <_ #5 Ldh w/2" cover (reduction when not fully developed)
6.5 in <= embedment provided for bars, max value = 6.8
1.0 <= µ, 11.7.4.3 AC1318-02
66.7 k OK Vn = A„f fY µ E— Eq.11-25 ACI318-02
71.20 k
14.78 k-ft
3738 in3
46411 in4
6.93 k/in
69.3 for
9
120.0 k OK
10 in strip
Vn = A,� f� µ F- Eq.11-25 AC1318-02
Punching Shear Check �� 3�/-��� detail 5/S9.01C
h1=
h2 =
d1=
Vu =
Mux =
Muy =
c1=
cZ =
x=
Y=
bo
fc=
yvx
� �
•
@ d/2 from column face
7 in <= panel thickness
8:� in <= slab thickness
14 in <= effective depth
-157_8 k
rev. 3-29-1U
-48.8 k-ft -586 k-in
72.1 k-ft 865 k-in
16 <= column dimension parallel to x
�4 <= column dimension parallel to y
30 in
38 in
136 in
5UQ4 psi <= concrete strength
0.429
0.372
�
30 B
Q:
I
I� �
N M
�
C
d/2 from column face
Item Side 1 Side 2 Side 3 Side 4 E
Xz -15 0 15 0
Yz 0 19 0 -19
L 38 30 38 30
d 14 14 14 14
Ld 532.00 420.00 532.00 420.00 1904.00
LdxZ -7980.00 0.00 7980.00 0.00 0.00
Ldyz 0.00 7980.00 0.00 -7980.00 0.00
x3 0.00
Y3 0.00
x2-x3 -15.00 0.00 15.00 0.00
y2-y3 0.00 19.00 0.00 -19.00
Ld3/12 8689 6860 8689 6860
dL3/12 64017 31500 64017 31500
Parallel to Y X Y X
Ixx // X 0 151620 0 151620
Ixx // Y 72707 189980 72707 189980
lyy // X 192407 38360 192407 38360
lyy // Y 119700 0 119700 0
Ixx 72707 151620 72707 151620 448653
lyy 119700 38360 119700 38360 316120
Ixy 0 0 0 0 0
Point A Point B Point C Point D
Xa = -15.00 15.00 15.00 -15.00
Ya = 19.00 19.00 -19.00 -19.00
Vu/bod -0.083 -0.083 -0.083 -0.083
Mux-Vuy3 -585.6 -585.6 -585.6 -585.6
lyy(y4-y3)-Ixy( 6.0063E+06 6.0063E+06 -6.0063E+06 -6.0063E+06
I xxlyy-Ixy2 1.4183 E+11 1.4183 E+11 1.4183 E+11 1.4183 E+11
Muy+Vux3 865.2 865.2 865.2 865.2
Ixx(x4 x3)-Ixy( -6.7298E+06 6.7298E+06 6.7298E+06 -6.7298E+06
�� -0.078 � -0.109 -0.088 -0.057
v„ max 0.109
� v� 0.247
0.324
0.212
Vc =(2+4/(3c) �fc bod <- Eq. 11-33 AC1318-02
Vc =(40d/bo+2) Vfc bod F Eq. 11-34 ACI318-(
Vc = 4�f c bod E- Eq. 11-35 ACI318-02
Punching Shear Check
h2 =
d2 =
Vu =
Mux =
Muy =
c1=
cz =
x=
Y—
ba
fc=
yvx
'Y�Y
�
L5 @ 3/Al2
@ d/2 from panel edge
8.5 in
7 in
-157.8 k
-48.8 k-ft
72.1 k-ft
16
24
; ��'���3; i n
� x w��i��; Ifl
�--�`f, _.
348 in
5000 psi
0.411
0.389
A � 83
76
�❑
-586 k-in
865 k-in
rev.3-29-1U
6
� �
� rn
C
�
d/2 from
Item
x2
Yz
L
d
Ld
Ldx2
Ldy2
X3
y3
nel edge
S�e 1
-41.5
0
91
7
637.00
-26435.50
0.00
0.00
0.��
Side 2
0
45.5
83
7
581.00
0.00
26435.50
Side 3
41.5
0
91
7
637.00
26435.50
0.00
Side 4 E
0
-45.5
83
7
581.00 2436.00
0.00 0.00
-26435.50 0.00
xz-x3 -41.50 0.00 41.50 0.00
yZ-y3 0.00 45.50 0.00 -45.50
Ld3/12 2601 2372 2601 2372
dL3/12 439583. 333542 439583 333542
Parallel to Y X Y X
Ixx // X 0 1202815 0 1202815
Ixx// Y 442184 1538730 442184 1538730
lyy // X 1539257 335915 1539257 335915
lyy // Y 1097073 0 1097073 0
Ixx 442184 1202815 442184 1202815 3289999
lyy 1097073 335915 1097073 335915 2865976
Ixy 0 0 0 0 0
Point A Point B Point C Point D
x4 = -41.50 41.50 41.50 -41.50
ya = 45.50 45.50 -45.50 -45.50
Vu/bod -0.065 -0.065 -0.065 -0.065
Mux-Vuy3 -585.6 -585.6 -585.6 -585.6
�YY�Ya Ya)-�XY� 1.3040E+08 1.3040E+08 -1.3040E+08 -1.3040E+08
Ixxlyy-�xyz 9.4291E+12 9.4291E+12 9.4291E+12 9.4291E+12
Muy+Vux3 865.2 865Z 865.2 865.2
fxx(x4 x3)-Ixy( -1.3653E+08 1.3653E+08 1.3653E+08 -1.3653E+08
�„ -0.063 -0.073 -0.066 -0.057
v„ max 0.073
� v� 0.247
)2 0.149
0.212
Vc =(2+4/(3c) �f c bod E- Eq. 11-33 AC1318-02
Vc =(40d/bo+2) �fc bod f- Eq. 11-34 ACI318-02
Vc = 4Vfc bod E- Eq. 11-35 ACI318-02
��� 0.149 ksi OK prestressed force not used
•
•
check horizonta) shear �5 @ 3/ Al2 detail 5fS9.O1C
Vu =
Mux =
Muy =
(3x =
Rv =
hs =
hp =
panel size
Check X-dir:
Vx
Vxx
Qxx
Ixx
qxx
As
Vux
# of bars
Emb min
emb prov
u
�Vnx
Check Y-dir:
Vy
Vyy
4yy
lyy
4YY
Vuy
# of bars
�Vny
rev. 3-39-1U
157.8 k (sign not applicable)
�8.8 k-ft
` 72.1 k-ft
�_6 <= portion of Vu to be designed in X-direction by column perimeter, min 0.5
0.5 <- portion of Vu to be designed in Y-direction by column perimeter, min 0.5
85 in <= slab thickness
� in <= panel thickness
Lx = 6.33 <= panel dimension in x
Ly = 7.0� <= panel dimension in y
94.68 k
11.39 k
2499 in3 <= Qxx = Ayx
26067 in4
10.17 k/in <= VQ/I
#5 @ 8 in <- dowels
0.31 inz <= bar area
81.35 for 8 in strip
10 (Ly-cover /spacing) +1
6.8 in <_ #5 Ldh w/2" cover (reduction when not fully developed)
5 in <= embedment provided for bars, max value = 6.8
� i �:�1� <= µ, 11.7.4.3 AC1318-02
102.6 k OK Vn = A,� fY µ F-- Eq.11-25 ACI318-02
78.90 k
6.97 k-ft
2260 in3
23572 in4
8.23 k/in
65.9 for
9
92.3 k OK
8 in strip
Vn = A� fY µ<— Eq.11-25 ACI318-02
�
•
Punching Shear Check �4 ��3��8 detaii 6/S9.O1C
@ d/2 from column face
h1= i7.5 in 8.5" SLAB +9" CAP
dZ =
Vu =
Mux =
M uy =
�l =
�Z=
x=
Y=
bo
fc=
as =
Y�
Y�Y
� ����
���.�"�';. 15 i n
-77_5 k
-U.6 k-ft
-85_� k-ft
�� ..
�;.,��.5:
ia
33 i n
2b.5 i n
59.5 in
5000 psi
�0
0.374
0.427
-7 k-i n
-1025 k-in
used for purpose of calculating yvx, yvy
section affected by openings deducted
rev. 3-29-SO
@ d/2 from column face
Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E
x2 0 -165 0 fl 0 U
Yz 20.5 7.25 0 U 0 U
L 33 26.5 0 fl 0 U
d 36 16 fl 0 0 fl
Ld 528.00 424.00 0.00 0.00 0.00 0.00 952.00
Ldx2 0.00 -6996.00 0.00 0.00 0.00 0.00 -6996.00
LdyZ 10824.00 3074.00 0.00 0.00 0.00 0.00 13898.00
X3
Y3
-7.35
14.60
bod
952
x2-x3 7.35 -9.15 7.35 735 7.35 735
y2-y3 5.90 -7.35 -14.60 -14.60 -14.60 -14.60
Ld3/12 11264 9045 0 0 0 0
dL3/12 47916 24813 0 0 0 0
Parallel to X •: Y �;:, Y: Y Y
Ixx // X 18388 22898 0 0 0 0
Ixx // Y 77568 56756 0 0 0 0
lyy // X 87694 69366 0 0 0 0
lyy // Y 28514 35508 0 0 , 0 0
Ixx 18388 56756 0 0 0 0 75143
lyy 87694 35508 0 0 0 0 123202
Ixy 22898 28514 0 0 0 0 51412
Point A Point B Point C Point D
x4 = -16.5 16S -165 -165
Ya= 205 20S -6 -6
Vu/bod -0.081 -0.081 -0.081 -0.081
M ux-Vuy3 1124.2 1124.2 1124.2 1124.2
I��Yq-Y3�-IX)/�Xq-X3� 1.1975E+06 -4.9906E+05 -2.0673E+06 -2.0673E+06
Ixxlyy-Ixyz 6.6147E+09 6.6147E+09 6.6147E+09 6.6147E+09
Muy+Vux3 -455.2726891 -455.272689 -455.2726891 -455.2726891
Ixx(x4-x3)-Ixy(Y4 Y3) -9.9105E+05 1.4887E+06 3.7136E+05 3.7136E+05
v„ -0.034 -0.069 -0.202 -0.202
v„ max 0.202
¢ v�
�v�
0.247
0.391
0.212
0.212 ksi
Vc =(2+4/(3c) �f c bad <- Eq. 11-33 ACI318-02
Vc =(asd/ba+2) �f c bad F Eq. 11-34 ACI318-02
Vc = 4�f'c bod f- Eq. 11-35 ACI318-02
OK
�!^ Punching Shear Check
�j
h1=
d1=
�� � C3l�B detail 6/S9.O1C
@ d/2 from panel edge
8_5 in
`��
Vu=-77.5
Vu = -�13 k
Mux = -fl.fi k-ft
Muy = -8�.4 k-ft
�i = ls
cz = = 24
x = � 49 i n
y = 9� i n
bo 184 in
f'c = 5000 psi
fpc = 22{f psi
as = 20
'yvx 0.477
yvy 0327
•
(deduct load from area of panel)
-7 k-i n
-1025 k-in
<= column dimension parallel to x
<= column dimension parallel to y
used for purpose of calculating yvx, yvy
� @ d/2 from panel edge
Item Side 1 Side 2
xz 1.5 -24
Yz 86 37
L 45 98
d 7.2 7.2
Ld 324.00 705.60
Ldxz 486.00 -16934.40
Ldy2 27864.00 26107.20
x3 -7.74
Ys 5539
Side 3 Side 4
21
65.75
41
7_2
295.20
6199.20
19409.40
� ��
� ��
� ��
Side 5 ISide 6 IE
U 0
0 D
0.00 0.00 1324.80
0.00 0.00 -10249.20
0.00 0.00 73380.60
bod 1325
xz-x3 9.24 -16.26 28.74 7.74 7.74 7.74
Yz-Ys 30.61 -18.39 10.36 -55.39 -5539 -55.39
Ld3/12 1400 3048 1275 0 0 0
dL3/12 54675 564715 41353. 0 0 0
Parallel to . _ ._ ������: �, � �'' _: �Y �� Y � =� �� ��
Ixx // X 303580 238627 31684 0 0 0
Ixx // Y 359655 806390 74312 0 0 0
lyy // X 83716 754398 286399 0 0 0
lyy // Y 27641 186634 243771 0 0 0
Ixx 303580 806390 74312 0 0 0 1184282
lyy 83716 186634 243771 0 0 0 514120
ixy 91604 211035 87884 0 0 0 390523
Point A Point B Point C Point D
x4 = -24 21 -24 -24
Ya = ' 86 86 -12 -12
Vu/bod -0.054 -0.054 -0.054 -0.054
Mux-Vuy3 3942.1 3942.1 3942.1 3942.1
�YY�Y4'Y3�-�XY�Xq-X3) 2.2089E+07 4.5150E+06 -2.8295E+07 -2.8295E+07
Ixxlyy-Ixyz 4.5636E+11 4.5636E+11 4.5636E+11 4.5636E+11
Muy+Vux3 -473.19375 -473.19375 -473.19375 -473.19375
Ixx(x4 x3)-Ixy(Y4 Y3) -3.1215E+07 2.2078E+07 7.0567E+06 7.0567E+06
�„ 0.027 -0.028 -0.168 -0.168
v„ max
Rp
RPJ��
03fpc
�v�
0.168
2.283 < 3.5 => 2.283
0.160 ksi �f c= 70.7 => 70
0.066 Vc = bp�F'C + 0.3fpc, where Vp = 0(Eq.11-36 ACI318-02)
0.169 ksi OK
� check horizontal shear i� ���-CB detaif 5/S9.01� r�_a-29-ao
Vu = �7_S k (sign not applicable)
Mux = 0.6 k-ft
M uy = 85.4 k-ft
(3x = 0.�5 <= portion of Vu to be designed in X-direction by column perimeter, min 0.5
(3y = 0.5 <= portion of Vu to be designed in Y-direction by column perimeter, min 0.5
hS = 8.5 in <= slab thickness
hp = 9 in <= panel thickness
panel size Lx = 3.Sfl <= panel dimension in x
Ly = 730 <= panel dimension in y
Check X-dir:
Vx 50.38 k
Vxx 24.40 k
Qxx 3351 in3 <= Qxx = Ayx
Ixx 39123 in4
� qxx 6.40 k/in <= VQ/I
As #S @ 1� in <= dowels
0.31 inz <= bar area
Vux 64.04 for 10 in strip
# of bars 9 (Ly-cover /spacing) +1
Emb min 6.8 in <_ #5 Ldh w/2" cover (reduction when not fully developed)
emb prov 6.8 in <= embedment provided for bars, max value = 6.8
µ 1.0 <= µ, 11.7.4.3 AC1318-02
�Vnx 125.6 k OK <>'' Vn = A� fy µ� Eq.11-25 AC1318-02
Check Y-dir:
Vy 38.75 k
Vyy 0.08 k-ft
Qyy 1607 in3
lyy 18758 in4
qyy 3.33 k/in
Vuy 33.3 for 10 in strip
# of bars 4
�Vny 55.8 k OK Vn = A� fY µ E— Eq.11-25 AC1318-02
� ,
�
�
•
Punching Shear Check
h1=
LS � 3.4f A2 , detail s/s9.o1�
@ d/2 from column face
19 in
d - .� . i73 i n
- `�`-'
Vu = -492.4 k
Mux = 213 k-ft
Muy = -150.2 k-ft
c1= , 24
�Z = 24
x = 42.5 in
y = 42.5 i n
bo 170 in
fc = _���� 50U0 psi
as = . � 20
Y�
Y�Y
0.400
0.400
12" SLAB +7" CAP
2556 k-in
-1802 k-in
used for purpose of calculating yvx, yvy
sedion affected by openings deducted
��. 3-�-as�
@ d/2 from column face
Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E
XZ -21.25 0 21Z5 0 0 fl
Yz 0 21_25 0 -21.25 0 .0
L 4Z5 425 42.5 425 0 fl
d 17.5 17.5 17.5 �7_5 fl a
Ld 743.75 743.75 743.75 743.75 0.00 0.00 2975.00
Ldx2 -15804.69 0.00 15804.69 0.00 0.00 0.00 0.00
Ldyz 0.00 15804.69 0.00 -15804.69 0.00 0.00 0.00
X3
Ya
� ��
� ��
bod
2975
x2-x3 -21.25 0.00 21.25 0.00 0.00 0.00
y2-y3 0.00 21.25 0.00 -21.25 0.00 0.00
Ld3/12 18981 18981 18981 18981 0 0
dL3/12 111950 111950 111950 111950 0 0
Parallel to Y X Y X Y Y
Ixx // X 0 335850 0 335850 0 0
Ixx // Y 130931 466781 130931 466781 0 0
lyy // X 466781 130931 466781 130931 0 0
lyy // Y 335850 0 335850 0 0 0
Ixx 130931 335850 130931 335850 0 0 933561
lyy 335850 130931 335850 130931 0 0 933561
Ixy 0 0 0 0 0 0 0
Point A Point B Point C
xa = -21.25 21.25 21.25 -21.25
Ya= 21.25 21.25 -21.25 -2�.25
Vu/bod -0.166 -0.166 -0.166 -0.166
Mux-Vuy3 2556.0 2556.0 2556.0 2556.0
I�/�Yq-Y31-IXY�Xq-X3� 1.9838E+07 1.9838E+07 -1.9838E+07 -1.9838E+07
Ixxlyy-Ixy2 8.7154E+11 8.7154E+11 8.7154E+11 8.7154E+11
Muy+Vux3 -1802.4 -1802.4 -1802.4 -1802.4
Ixx(x4 x3)-Ixy(Y4 Y3) -1.9838E+07 1.9838E+07 1.9838E+07 -1.9838E+07
�„ -0.159 -0.126 -0.172 -0.205
v„ max 0.205
� v� 0318
0.215
� �v�
0.212
0.212 ksi
Vc =(2+4/(3c) �f'c bod <- Eq. 11-33 ACI318-02
Vc =(asd/bo+2) �f'c bod E- Eq. 11-34 ACI318-02
Vc = 4�f'c bod f- Eq. 11-35 ACI318-02
OK
�
�
•
Punching Shear Check
h1=
h2 =
d1=
dz =
�5 � 3.��14� detail 9/59.01C
@ d/2 from panei edge
12
12 in
10.5 i n
10.5
Vu = -492.4 k
Mux = 213 k-ft
Muy = -150_2 k-ft
t1= 24
cZ = 24
x = 955 in
y = 95.5 i n
bo 382 in
fc=
fpc =
as =
��
5000 psi
li7 psi
4U
0.400
0.400
2556 k-in
-1802 k-in
<= column dimension parallel to x
<= column dimension parallel to y
used for purpose of calculating yvx, yvy
section affected by openings deducted
rev. 3-29-10
@ d/2 from E
Item
xz
Yz
L
d
ld
Ldxz
Ldy2
X3
Y3
edge
Side 1 Side 2 Side 3
-47.5 0
0 47_75
95.5 95.5
10.5 10.5
1002.75 1002.75
-47630.63 0.00
0.00 47881.31
0.06
�.��
Side 4
47.75
0 -47.
1002.75 1002.75
47881.31 0.00
0.00 -4788131
Side 5 Side 6 E
D fl
0 0
0 'fl
0 fl
0.00 0.00 4011.00
0.00 0.00 250.69
0.00 0.00 0.00
bod 4011
x2-x3 -47.56 -0.06 47.69 -0.06 -0.06 -0.06
Yz-Ys 0.00 47.75 0.00 -47.75 0.00 0.00
Ld3/12 9213 9213 9213 9213 0 0
dL3/12 762111 762111 762111 762111 0 0
Parallel to Y, _� .�C�� � �"Y�== � � X � � X �� °X'�,
_ .., .� , �
Ixx // X 0 2286333 0 2286333 0 0
Ixx//Y 771324 3057656 771324 3057656 0 0
lyy // X 3039736 771328 3051675 771328 0 0
lyy // Y 2268412 4 2280351 4 0 0
Ixx 771324 2286333 771324 2286333 0 0 6115313
lyy 2268412 771328 2280351 771328 0 0 6091419
ixy 0 -2993 0 2993 0 0 0
Point A Point B Point C Point D
xa = -47.5 48.25 48.25 -47.5
Va = 51.5 515 165 -12
Vu/bod -0.123 -0.123 -0.123 -0.123
Mux-Vuy3 2556.0 2556.0 2556.0 2556.0
I)I)/�Yq-Y3�-I)C)I�Xq-X31 3.1371E+08 3.1371E+08 1.0051E+08 -7.3097E+07
Ixxlyy-IxyZ 3.7251E+13 3.7251E+13 3.7251E+13 3.7251E+13
Muy+Vux3 -1833.175 -1833.175 -1833.175 -1833.175
Ixx(x4 x3)-Ixy(Y4 Y3) -2.9086E+08 2.9468E+08 2.9468E+08 -2.9086E+08
�„ -0.120 -0.108 -0.114 -0.130
v„ max
Ra
RpJ��
0.3fpc
�v�
�
0.130
2.599 < 3.5 => 2.599
0.182 ksi df c= 70.7 => 70
0.053 Vc = bp�F'C + 03fpc, where Vp = 0(Eq.11-36 ACI318-02)
0.176 ksi OK
� check horizontal shear L5 � 3.�� �2 detail9/S9.�iC
Vu = 492.4 k (sign not applicable)
Mux = 213 k-ft
Muy = , 15�.2 k-ft
RX =
Rv =
hs =
hP =
panel size
Check X-dir:
Vx
Vxx
Qxx
Ixx
qxx
As
Vux
# of ba rs
Emb min
emb prov
µ
�Vnx
Check Y-dir:
Vy
Vyy
4YY
lyy
qYY
Vuy
# of bars
�V ny
�
rev. 3-29-1
0.5 <= portion of Vu to be designed in X-direction by column perimeter, min 0.5
0.5 <= portion of Vu to be designed in Y-direction by column perimeter, min 0.5
�3 in <= slab thickness
7 in <= panel thickness
Lx = 7.00 <= panel dimension in x
Ly = 7.00 <= panel dimension in y
246.20 k
21.46 k
3822 in3 <= Qxx = Ayx
56000 in4
18.27 k/in <= VQ/I
#5 @ 6 in <= dowels
0.31 inz <= bar area
109.61 for 6 in strip
14 (Ly-cover /spacing) +1
6.8 in <_ #5 Ldh w/2" cover (reduction when not fully developed)
5 in <= embedment provided for bars, max value = 6.8
:. ,_ ' �.fl <= µ, 11J.4.3 ACI318-02
143.6 k OK Vn = A,� fy µ F-- Eq.11-25 ACI318-02
246.20 k
30.43 k-ft
3822 in3
56000 in4
18.88 k/in
113.3 for
14
143.6 k OK
6 in strip
Vn = A,� fY µ� Eq.11-25 ACI318-02