HomeMy WebLinkAboutB06-0018-Structural Engineering CalculationsMonroe & Newell
Engineers, Inc.
STRUCTURAL ENGINEERING CALCULATIONS
For:
Vail's Front Door
Building "A"
Building Permit #B06-0018
Vail, Colorado
M&N #5500.02
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These drawings and calculations are the property of Monroe & Newell Engineers, Inc. Any use or
reproductions of these calculations without the expressed written permission of Monroe & Newell
Engineers, Inc. is strictly prohibited.
Vail, Colorado
Denver, Colorado
Frisco, Colorado
**P.E. stamp on sheet applies to the following calculation pages and indicates that have been reviewed.
This includes all sheets attached to this cover.
July 2006
2006 Platinum Sponsor
The Colorado Chapter of
The American Institute of Architects
www.monroe-newell.com
1701 Wynkoop Street * Suite 200 * Denver, Colorado 80202
(303) 623-4927 * FAX (303) 623-6602 * email: denver0monroe-newell.com
Title : Job #
Dsgnr: Date: 12:17AM, 6 JUL 06
Description :
STS S 18
Scope
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.
Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2
Dead Load Live Load Short Term Eccentricity
Axial Loads 650.000 k 300.000 k k in
Column is OK
14.00 x 48.00in Column, Rebar: 248 @ 2.00in, 248 @ 12.00in, 248 @ 24.00in, 248 @ 36.00in
ACI C-1
ACI C-2
ACI C-3
Applied : Pu : Max Factored
1,420.00 k
1,065.00 k
585.00 k
Allowable : Pn * Phi @ Design Ecc.
1,420.61 k
1,420.61 k
1,420.61 k
M-critical
241.40 k-ft
181.05 k-ft
99.45 k-ft
Combined Eccentricity
2.040 in
2.040 in
2.040 in
Magnification Factor
1.00
1.00
1.00
Design Eccentricity
2.040 in
2.040 in
2.040 in
Magnified Design Moment
241.40 k-ft
181.05 k-ft
99.45 k-ft
Po *.80
2,185.55 k
2,185.55 k
2,185.55 k
P : Balanced
1,134.23 k
1,134.23 k
1,134.23 k
Ecc : Balanced
16.870 in
16.870 in
16.870 in
Slenderness perACl31&95 Section 10.12 & 10.13
Actual k Lu / r 57.143 Elastic Modulus
3,605.0 ksi
Beta 0.850
ACI Eq. C-1
ACI Eq. C-2
ACI Eq. C-3
Neutral Axis Distance 53.4650 in
53.4650 in
53.4650 in
Phi 0.6500
0.6500
0.6500
Max Limit kl/r 34.0000
34.0000
34.0000
Beta = M:sustained/M:max 0.6408
0.6408
1.0000
Cm 0.6000
0.6000
0.6000
El / 1000 113,388.18
113,388.18
93,026.21
Pc : pi^2 E I / (k Lu)^2 19,428.76
19,428.76
15,939.79
alpha: MaxPu / (.75 Pc) 0.0975
0.0731
0.0489
Delta 1.0000
1.0000
1.0000
Ecc: Ecc Loads + Moments 2.040
2.040
2.040 in
Design Ecc = Ecc * Delta 2.040
2.040
2.040 in
ACI FBCtorS (per ACI 318-02, applied internally to entered loads)
ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I 1.4" Factor for Seismic 1.400
ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900
ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300
....seismic = ST * : 1.100
0.00 in
DL=650.0, LL=300.0, ST=0.0 k
48.00 in
T - 7
14.00 in
• • • -
20.00 ft
Axial : Pn'phi (k) Moment : Mn'pni (k-ft)
l
Vail, Colorado
Denver, Colorado
' Frisco, Colorado
Monroe & Newell
Engineers, Inc.
July 5, 2006
4240 Architecture
1621 Eighteenth Street, Suite 200
Denver, CO 80202
Attn: Randy Hart
Re: Vail's Front Door (M&N # 5500.02) Parking Garage and Loading Dock- Building A
BUILDING PERMIT B06-0018
Dear Mr. Hart:
The following are our responses to the structural portions of The Town of Vail Building
Department comments for the above building, dated July 3, 2006. We have included the original
comments with each response. Our responses are noted with "M&N Response".
S66c D 16/302: WB4 detail: verify direction of shear friction hook; as bar elongates
concrete cover will burst out at this location if not extraordinarily well developed. See ACI
figure R11.9.2 (similar to corbels). Verify hook development length in the wall and
development length into the beam, this information needs to be shown in the detail.
M&N Response:
Please refer to the General Notes on S001 for development length information. Note:
Due to head height constraints, dowels cannot be turned down.
g1l
•
2006 Platinum Sponsor
The Colorado Chapter of
The American Institute of Architects
www.monroe-newell.com
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KL&A, 5/5/06: Development into beam is insufficient: Ld = 48" for bottom bars (which
may not be accurate as a great number of bars are required and no position is shown in
the detail), and 21-9" at most is provided with a 4'-0" horizontal leg. Also at the hooked
end, Ldh =19", larger than the 1'-5" available. Shear friction calculations appear to
consider the reinforcing fully developed on each side of the joint. Please revisit the
beam to wall and slab to wall details for adequate rebar development.
M&N Response:
Detail 16/5302 has been modified to account for shear friction calculations and
development length values. Refer to revised drawings.
KL&A, 7/3/06: The detail has been modified as noted. In our 5/5/06 comment we
misrepresented the available concrete development at the hooked end, it appears that
the supporting wall is only 12" thick. Please verify hooked development of #6 dowels is
adequate into this 12" supporting wall.
M&N Response:
The wall is actually 18" thick which allows for the 15" embedment required for the
hooked #6 dowel, per ACI 318.
S67 D S 104 slab to wall connectors are not detailed. Pls show a detail. See comment
S66c.
M&N Response:
Please refer to section 4/S302 and section cut at grid N.1 near grid 12.9.
KL&A, 5/5/06: Ref. S66c: verify rebar development.
M&N Response:
Refer to revised drawings.
KL&A, 7/3/06: The detail has not been revised as noted. FOR to coordinate, comment
closed.
M&N Response:
The wall is 18" thick which allows for the 11" of embedment required for the #5 dowels,
per ACI 318 with 2'-7" embedded into the slab.
S91 D 5108 Verify shear friction for 100% of shear loads for the following beams (see
ski club comments)
B l l- Span 1& Span3
B 10 - Span 1
B12-Span 1
B9 - South End.
(Ref. 16/5302) Verify dowel development length - seems also vert dowel should be
turned downwards, ref. comment S66c.
M&N Response:
See response to Comment S66C.
B 11 - Span 1 is designed as a cantilever section so it is not meant to be supported on its left
side. B 11 - Span 3 is supported 100% by shear friction transfer as well as B-9 South End. B-
10 and B-12 are supported by the ledge that exists in WB4, but can be supported 100% by
shear friction. See revised calculations. Dowel development length should be determined by
the parameters set forth by the General Notes on 5001.
KL&A, 5/5/06: Detail 16/5302 says (9) #9; calculation shows (14) #10 for 1311, (12)
#9 for B9, and (8) #10 for 1310. Calculations and drawings appear to conflict. Suggest
use a schedule for dowels required at all beams supported by shear friction. Nothing is
called out at the west end of 1311 on 5104. Verify all beam dowels and connections. See
also comment S66c.
M&N Response:
Refer to revised drawings which consider each of the situations mentioned.
KL&A, 7/3/06: Detail 16/5302 only now addresses the dowels at beam 1311, 139, B10, and
B12 have not been addressed in the revised drawings. Please review.
M&N Response:
Refer to the revised Section 16/5302 for the information indicated for the additional
beams noted.
S 107 D 5201 Wall Beam WB 1: Special rebar is req'd above and below the large wall
opening. Detail 14/5302 indicates 8 hz bars in the bottom of the wall. This is contradicted
on shts 5202 where 15410 in (3) layers are mentioned. Verify rebar T & B. Note it seems
that the wall acts more like coupling beams and tension/compression columns @ this large
opng - design for shear and combined bending and axial loads.
M&N Response:
Details are general and are not intended to show specific items unless specifically called out.
See attached calculations.
KL&A, 5/5/06: Shear stirrups are required by new calcs. Also, it seems column ties
are required per ACI chapter 10 (stirrups plus cross ties per typical column details).
Call out ties on the drawings, suggest provide a section through WB1 at the opening.
Extend stirrups into the supporting wall for a distance "d" at the lower beam,
minimum.
M&N Response:
Refer to revised drawings.
KL&A, 7/3/06: The lower beam does not show closed ties for shear. Per April 3
calculations, 5" stirrup spacing is required, extend ties for "d" into the wall each side.
FOR address shear from lower level roadway plus tension at this tension side of the
wall beam. We urge the FOR to show a section through these important coupling
beams for clarity during construction.
M&N Response:
Refer to the revised drawing S201.
S113 D S202 WB7: What is special reinforcing is req'd @ double openings in the wall
above 8182.-6? (ties, T&B bars); situ @ center column btwn doorways- these elements need
individual designs and details as columns and beams - calcs p. B30-34 do not show these
designs.
M&N Response:
Please refer to revised wall beam elevations.
KL&A, 5/5/06: This does not appear to have been addressed in the drawings. The
calculations presentation is not clear and we can not locate any new calculations for
this. Please check.
M&N Response:
Refer to revised drawings and calculations.
KL&A, 7/3/06: Show column dimensions on the drawings and provide the column tie
pattern per S001. Verify extension of the vertical reinforcing terminates at the face of
wall beam, top and bottom as shown on the elevation.
M&N Response:
Refer to revised drawing S202 for the information noted.
5181 C M6 shows column heights of 40 feet. With the increased column lengths the
column moments are reduced. Please provide justification for modeling the columns
extremely long. Please provide a reference for the column design considering applied
moments from the floor designs shown on M 1 and M14.
M&N Response:
The program used assumes 100% fixity at the columns and does not consider cracked
sections. This does not hold up to engineering judgment, therefore, the columns have been
modeled longer.
KL&A, 5/5/06: M1 through M133 midlevel and lid calculations: forces used for
column design is not clear. Provide calculations showing how forces (axial & moment)
have been derived, design calculations are not clear. Summarize and explain the design
approach, method, and location of each slab design.
M&N Response:
The forces used in the design of the columns are shown in the RAM Concept output
(such as Sheets M7 and M8). In addition, Sheets M30 through M37 show the summary
of the design loads for the columns. With those loads, the typical columns were designed
for the maximum forces in each group using Enercalc.
The slabs were designed using the RAM Concept program, a finite element analysis
program. The loads were used as noted on the structural drawing General Notes. The
layouts of the slab designs are shown on M18, M48 and M73.
KL&A, 7/3/06: 5105 column at grid between R/22 and the next column to the east
indicate columns "C9", which are scheduled as 12"x12" columns. Plans graphically
show larger rectangular columns. Furthermore, calcs page M8 indicates 548k dead
load reaction, whereas page M34 shows 266 dead load for column ID 27. Design for the
12"x12" columns could not be found. Please provide for columns C9 and similar
columns:
a) clarification for column size, schedule vs. plan
b) clarification for loading
c) column design and interaction diagram
M&N Response:
a) Refer to the revised 5001 for the revised "C9" column size and
reinforcing. The Plan sheet S 105 remains as is.
b) The loading shown for the column on calculation sheet M8 is correct for
the columns that support the Lid of the Mid-Level Parking Garage (see
page M 1). The calculations on calculation sheet M34 are for the elevated
slab of the Mid-Level Parking Level (see page M14).
C) Refer to the attached calculations for the Column design and Interaction
Diagram. This design applies to the concrete columns along Grids "R'
and "L", as shown on sheet S 105. We have checked and compared the
column loads for the columns along Grid and "L" and designed the
columns for the maximum loads which is along Grid "R".
End of Comment Responses.
If you have any questions or comments, please call.
Very truly yours,
,yO
MONROE & NEWELL ENGINEERS' INC. 01 DONALD
N~ 1sT i
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Peter D. Monroe, P.E. o
Principal Nn
ear~F COLO/_ I0
AAAR. Y/
Monroe & Newell
Engineers, Inc.
May 15, 2006
4240 Architecture
1621 Eighteenth Street, Suite 200
Denver, CO 80202
Attn: Randy Hart
Re: Vail's Front Door (M&N # 5500.02) Parking Garage and Loading Dock- Building A
BUILDING PERMIT B06-0018
Dear Mr. Hart:
The following are our responses to the structural portions of The Town of Vail Building
Department comments for the above building, dated May 8, 2006. We have included the original
comment with each response. Our responses are noted with "M&N Response".
Site Comments:
S7 DC Sheet L202: FOR to verify that various landscaping structures such as boulders, ponds,
stone walls, pavers, and other superimposed dead loads have been appropriately
considered in the structural design; verify any concentrated bearing on EPS filler (i.e.
such as due to any retaining walls, 6/L205, or massive stone structures, 3/L.208, etc.)
MAIN :
2006 Platinum Sponsor
The Colorado Chapter of
The American Institute of Architects
www.monroe-newell.com
1701 Wynkoop Street • Suite 200 • Denver, Colorado 80202
(303) 623-4927 • FAX (303) 623-6602 • email: denver®monroe-newell.com
M&N Response:
These issues have been discussed with the EPS Designer and the Landscape Designer.
The retaining walls were designed based on the allowable bearing pressure on the EPS.
The designer of the boulder walls will need to be informed of these allowables also.
KL&A, 5/5/06: See also comment in Volume 1 section. No calculations have been
provided at this time. We assume that bearing capacity and stability of landscaping or
stone structures designed by others will be reviewed and checked by the FOR during
the submittal process. Comment closed.
M&N Response:
Confirmation of the bearing capacity and the design of structures designed by others will
be reviewed by the FOR during the shop drawing submittal process.
STRUCTURAL COMMENTS
S4. F Soils report, page 38, items 7 & 8 discusses underpinning of existing structures
adjacent to new construction. Please discuss how the existing structures will be
supported during construction and permanently. Verify that vertical surcharge
loading has been applied to the below grade permanent foundation walls and
parking structure as appropriate. Verify underpinning system does not conflict
with the new foundations for this parking structure.
M&N Response:
Underpinning of existing structures is responsibility of General Contractor. Surchargesfrom
vertical loading was included in design of new, below structural walls.
KL&A, 515106: No surcharges seem to have been included in the lateral pressures in the
calculations. Surcharges are shown acting vertically but the horizontal loads are not
increased, please indicate where these calculations are located
M&N Response:
Surcharges were added, vertically and horizontally in the previously submitted
calculations. See sheets FW4 through FW7 and FW14, FW15, and FW23, as
examples.
S4A F Calculations (p. FW5) don't appear to include soil full height at existing building. This
appears correct west of gridline 18, as slab on grade / offices will be constructed here,
however west of the ski club foundation walls, there appears to be soil for two stories tall,
creating a two span condition at some exterior concrete walls. Verify soil backfill height and
verify calculations. Provide calcs for 2-story at-rest retaining wall conditions. See also
comment S413.
M&N Response:
Please refer to the calculations sheet FW1 for a "key". The calc on FW5 applies to the
north foundation wall from west of grid 25 to grid 17. The only two-story retaining walls
are along the south wall per "F", "J", and "I" in the key.
KL&A, 5/5/06: Please address the unbalanced soil lateral load issue. Describe the
lateral load path at the intermediate slab. We suggest holding a meeting to discuss and
resolve this issue, as needed.
M&N Response:
The lateral loads at the west end of the tunnel are resisted by the permanent shoring. At
the east end of the tunnel near Grid 10 to 17, the concrete floor slab of the tunnel and the
upper parking spans between the foundation walls at Grid 17 and Grid 10. These two
walls resist the lateral earth loads. In addition, the upper level parking slab transfers the
lateral soil loads into the central stair/elevator core at Grid L.5 and 16.4. Loads are
transferred with typical dowels as noted in Section 11/S301. No meeting is required.
S413. F/ LS It appears that the ramp at the south end, as well as the permanent shoring at
the south side create an unbalanced lateral soil loading at the parking structure, at the upper
parking level, and lid level. Verify that concrete diaphragm and concrete shear walls below
have been designed to resist this unbalanced soil lateral loading. Verify drag loads /
connections from diaphragms to concrete walls. Provide calculations.
M&N Response:
The permanent shoring will resist the unbalanced soil loading. The permanent shoring is
to be designed and detailed by an engineer of the shoring subcontractor.
KL&A, 5/5/06: This response does not address the issue. FW45 & FW67 show two
span walls, please explain how the center reaction is transmitted to the supporting soil.
Verify load to middle parking level acting southwards from the north walls is
transmitted to the perimeter walls and cores with appropriate lateral connections
(dowels, shear friction, foundation bearing pressure due to moments in short walls,
etc.). We suggest holding a meeting to discuss and resolve this issue, as needed.
M&N Response:
See response to S4A for FW45. For FW67 the east-west component of the lateral soil
loads are resisted by the east-west foundation walls at Grids L and R. The north-south
component of lateral soil loads are resisted by the west foundation walls and the east
foundation wall at Grid L-17. The loads are transferred via rebar dowels as shown in
Section 1/S302, 2/S302, 12/S301, 8/S301, and 9/S301. No meeting is required.
S4C. F/LS It seems that the parking structure compressible material is required between
the permanent shoring wall and the parking structure to allow the two systems to behave
independently, and to avoid the permanent soil retaining system from loading the parking
structure. Details 13&14/S004 do not indicate this is being done. Also, it appears from
13/S004 that the new concrete walls will be constructed directly against the permanent
shoring system, which it seems would move into the structure over time. Please comment.
M&N Response:
Section 14/S004 occurs within the building with no shoring. Section 13/SO04 is the only
section that has the wall cast against permanent shoring. M&N's design and detailing were
completed per direction from the General Contractor and Shoring Contractor.
KL&A, 5/5/06: This response does not address the issue. Please confirm that the
walls were designed for lateral soil loads where not adjacent to permanent shoring
walls.
M&N Response:
See attached letter from Koechlein Consulting Engineers regarding concrete walls
adjacent to permanent shoring. See response to S4A and S413.
S5. D 5001: Column Schedule. Schedule includes (2) line items "Configuration". These
various
configurations do not seem to be defined anywhere in the documents.
M&N Response:
These configurations are nomenclature used by CRSI. We have added notes to the schedule
to clarify.
KL&A, 5/5/06: FOR please verify cross-tie in one direction only @ 4F tie
configuration on 5001.
M&N Response:
See revised section.
S19 F 5004: Section 10. Is drainage a consideration in the structural design for
retaining wall (typical all walls)? Verify Lateral pressures include hydrostatic pressures as
req'd, the garage extends well below the measured water table per soils report. Also, wall
scales l'-2 thk, but plan says 1'6. Which is correct?
M&N Response:
A permanent dewatering system is to be provided so the hydrostatic pressure does not
need to be accounted for. Drawings are not necessarily to scale nor should they be scaled
for dimensions. Written dimensions shall govern.
KL&A, 5/5/06:Closed regarding hydrostatic pressure & scaling issues. Verify edge
distance for shear friction dowel from wall to footing. It appears dowel will burst out
the back of the wall. Please verify. Similar at 11,12,13/5004.
M&N Response:
The dowel from the footing into the upper wall is for flexural capacity only. The 2 x 6
keyway in the top of the footing provides the shear resistance. Similar response for
other Sections noted.
S21 F,D 5001: concrete general notes: consider using air entrainment at loading dock
slabs and other garage level concrete that will be exposed to weather- clarify notes as
required.
M&N Response:
Concrete for slabs on grade in tunnel parking garage and loading dock will be noted as
needing to have 6% to 8% air entrainment.
KL&A, 5/5/06: This does not appear to have been noted on the drawings. FOR to
coordinate communicating this decision with the contractor. Comment Closed.
M&N Response:
Plan note on S 101 has been revised to include note regarding air entrainment in the slab
on grade.
S24 F S005: Section 2. Horizontal rebar in wall not indicated.
M&N Response:
Please refer to revised plan.
KL&A, 5/5/06: Rebar does not meet ACI minimum of 0.002 (ACI 14.3.3)
M&N Response:
See revised Section with (2) #5x continuous at top of wall.
S31 F S005: Section 10, 11. Where are elevation of the ledges defined? 48 is not
developed for full tension capacity over 1'-1" embedment - verify rein£
M&N Response:
Elevations of ledges are shown on the plans.
KL&A, 5/5/06: Address development at 10/S005 vertical bar.
M&N Response:
See revised Section for footing thickness revised to 2'-0" as needed for proper
embedment of #8.
S39 D S 101: What is the top of footing elevation at the elevator near L.5 16.5? Is the
combined footing below the stair and col C 14 all at this lower elevation? If so, define
back-fill SOG @ stair (detail cut 6/S005 is incorrect?). The 3'-0 detail at east side of stair is
not well placed to define dimensions.
M&N Response:
Please refer to the revised plans and section.
KL&A, 5/5/06: Note it is not clear where the 5 foot thick tower crane footing ends /
begins and how the mat footing and other adjacent monolithic footings tie together,
suggest revisit this area. FOR please coordinate these issues as required, comment
closed.
M&N Response:
Crane footing and other footings are to be combined and coordinated during the shop
drawin(, review process.
S49 F S101: Bldg A fndn plans. Ftg F18 in footing schedule reinff, is not noted top, bot
or which way?
M&N Response:
Please refer to revised plans.
KL&A, 5/5/06: Plans have not been changed.
M&N Response:
Both directions of reinforcing are in the bottom of the footing. Refer to revised drawings.
S61 F S103 General Comment: Wall strip foundation reinforcement does not appear to
be called Out anywhere on this or other sheets? Pls provide or clarify drawings.
M&N Response:
Please refer to item S20.
KL&A, 5/5/06: It appears some footings are still missing rebar
information. We suggest a careful review of all footing and wall reinforcing. FOR to
coordinate, comment closed.
M&N Response:
Footing and wall reinforcing rebar have been reviewed.
S65 F S103 Verify Min 48" frost depth is achieved @ exterior/exposed loading dock
areas - some footing elevations are not identified, ref. detail 5/S004 also. Consider
corrosion of SOG reinf. due to salts & temp effects.
M&N Response:
The loading dock is interior heated space.
KL&A, 5/5/06: Consider slab reinforcing corrosion due to salts and moisture from
vehicles at the slab on grade and at flat plate slabs at all levels. Ref. ACI Ch. 4:
increased cover, increased use of pozzolans, epoxy coated rebar, epoxy coating on
driving surface, etc. Please comment.
M&N Response:
Air entrainment was added to SOG on S 101. Elevated slabs are 5,000 psi strength.
In our opinion, concrete, as noted and detailed, is sufficient for this use and durability.
No revisions required.
S66 C Wall beam calculations B1-B84 contain much information that the drawings
S201, S202, S203 do not seem to reflect. For example, calcs page B16 shows different top
and bottom reinforcing, as well as a seemingly very important pilaster below a large beam,
and #5x60" diagonal bars at corners and pockets. The pilaster is not detailed on the
structural drawings. Please coordinate required reinforcing per calculations with the
drawings, drawings appear incomplete.
M&N Response:
Please refer to the revised wall beam elevations and calculations.
KL&A, 5/5/06: Diagonal bars and details @ wall to column connection are still not
detailed, please review. Sheet S201, ref: "typical wall intersection detail." Ref.
comment S109.
M&N Response:
The diagonal bars will just be on the diagonal at the corners indicated. The wall to
column connection will be similar to the wall beam to wall beam connection on 5201.
S66a D Wall beams typically have a slab connecting in at the top of the beam, providing
lateral bracing of the compression flange, however at the bottom of the wall beam, typically
no slab exists. Verify that sufficient lateral bracing restraint is provided at negative moment
regions where the bottom of the wall beam is in compression, i.e. W134 at the intermediate
column support.
M&N Response:
Per PCA notes for deep flexural members, all the wall beams are adequately braced to
satisfy ACI provisions. Refer to attached calculations.
KL&A, 5/5/06: We feel that PCA guidelines do not apply to conventionally
reinforced concrete structures. ACI 10.7 states specifically that lateral torsional
buckling and nonlinear strain distribution need to be considered. ACI References are
given, of these 10.22, the Park and Paulay text seems a more appropriate reference.
We suggest holding a meeting to discuss and resolve this issue, as needed.
M&N Response:
The PCA guidelines were used and the lateral torsional buckling and non-linear strain
distribution was considered as ACI 10.7 states. We feel that the ACI reference 10.21
(ACI 318 -02) or 10.23 (ACI 318-05) "Design of Deep Girders" is appropriate for the
applications considered.
S66c D 16/302: W134 detail: verify direction of shear friction hook; as bar elongates
concrete cover will burst out at this location if not extraordinarily well developed. See ACI
figure R11.9.2 (similar to corbels). Verify hook development length in the wall and
development length into the beam, this information needs to be shown in the detail.
M&N Response:
Please refer to the General Notes on 5001 for development length information. Note:
Due to head height constraints, dowels cannot be turned down.
KL&A, 5/5/06: Development into beam is insufficient: Ld = 48" for bottom
bars (which may not be accurate as a great number of bars are required and no
position is shown in the detail), and 2'-9" at most is provided with a 4'-0" horizontal
leg. Also at the hooked end, Ldh = 19", larger than the 1'-5" available. Shear friction
calculations appear to consider the reinforcing fully developed on each side of the joint.
Please revisit the beam to wall and slab to wall details for adequate rebar development.
M&N Response:
Detail 16/5302 has been modified to account for shear friction calculations and
de velontrew lciioh values. Refer to revised drawings.
S67 D S 104 slab to wall connectors are not detailed. Pls show a detail. See comment
S66c.
M&N Response:
Please refer to section 4/5302 and section cut at grid N.1 near grid 12.9.
KL&A, 5/5/06: Ref. S66c: verify rebar development.
M&N Response:
Refer to revised drawings.
S72 D S105 Additional rebar shown in 12" slab @ line 21.3. Is this "typ" additional
reinf typ @ line
21.3 or line N or typ at all lines within the 12" slab area? If typ @ all lines within 12"
slab
shouldn't the bottom lengths very depending on the spacing of the columns.
M&N Response:
Please refer to revised plan.
KL&A, 5/5/06: Plans are not revised, please address.
M&N Response:
Plan not revised. The length of the bottom bars will very depending on column
spacing. Lengths of bars will be coordinated and reviewed at time of review of
reinforcing shop drawings.
S73 D S105 New 8" SOG south of L: do you want control joints? If so please define
the spacing and depth
M&N Response:
Provide control joints per General Note 5.C/5001 except sawcut on 1" deep. General
Contractor to provide proposed layout.
KL&A, 5/5/06: Verify 1" depth is shown on the drawings, see S65 regarding rebar
corrosion.
M&N Response:
Depth called out as "T/4" on Section 1/S004. See response to Item S65.
S74 D S 105 Seems you need a defining section thru the top of the conc wall at the north
tunnel wall at rectangular columns / PT beam / flat slab / vertical wall intersection btwn N &
L.
M&N Response:
See new Section 20/S301.
KL&A, 5/5/06: See S91 regarding shear friction dowels.
M&N Response:
Refer to revised drawings.
S77 D S 105 Col/bm details at lines 24, 23, & 22 seem complicated. A section or
description is
required for checking.
M&N Response:
See new Section 21/S301.
KL&A, 5/5/06: See S91 regarding shear friction dowels. Column is not shown,
address column / beam detail.
M&N Response:
See revised Section. Refer to revised Section 4/S201. Reinforcing to be reviewed during
shop drawing submittals.
S78 D S 105 Area south of line L has 6" steel studs @ F-4 o/c. What structural
sheathing
is on top of these steel studs? Define/detail connection to CMU & conc walls.
M&N Response:
Refer to revised plans.
KL&A, 5/5/06: Address connections of beams and deck in 8/S302.
M&N Response:
See revised Section 8/S302.
S79 D S 106 Section 5/S302: Cut thru a conc wall in the NW area of this sheet appears
to be incorrect in that it does not represent plan conditions. Pls Clarify.
M&N Response:
There is a section cut for 15/S302 in the area described.
KL&A, 5/5/06: Call out rebar in 15/S302. Verify dowel for 50 plf guardrail loading.
M&N Response:
See revised Section 15/S302. #6 rebar verified for 50 plf loading.
S91 D 5108 Verify shear friction for 100% of shear loads for the following beams (see
ski club comments)
B11-Span I&Span3
B 10 -Span 1
B12 - Span 1
B9 - South End.
(Ref. 16/S302) Verify dowel development length - seems also vert dowel should be
turned downwards, ref. comment S66c.
M&N Response:
See response to Comment S66C.
B 11 - Span 1 is designed as a cantilever section so it is not meant to be supported on its left
side. BI I - Span 3 is supported 100% by shear friction transfer as well as B-9 South End. B-
10 and B-12 are supported by the ledge that exists in W134, but can be supported 100% by
shear friction. See revised calculations. Dowel development length should be determined by
the parameters set forth by the General Notes on S001.
KL&A, 5/5/06: Detail 16/S302 says (9) #9; calculation shows (14) #10 for 1311, (12)
#9 for B9, and (8) #10 for B10. Calculations and drawings appear to conflict. Suggest
use a schedule for dowels required at all beams supported by shear friction. Nothing is
called out at the west end of 1311 on S104. Verify all beam dowels and connections. See
also comment S66c.
M&N Response:
Refer to revised drawings which consider each of the situations mentioned.
S92 D S108 It is unclear what supports intersecting bms B6 with B11, span 1, at slab
edge illustrated by detail 9/S303?
M&N Response:
Detail 9/S303 is on the 8183'-6" level. Refer to Section 5/S002 for B6 to B11
connection.
KL&A, 5/5/06: The issue is the support of the west end of 1311, span 1. Please comment.
M&N Response:
Refer to revised drawing. Beam is supported by edge beam per Section 6/S302.
S94 D S 109 Bin @ west end of pool is not identified?
M&N Response:
Refer to item S86
KL&A, 5/5/06: 5108 & 109: beams at the west and east ends of the pool are still not
identified (3'-0" wide). Please verify.
M&N Response:
See revised plan for "B20" beam callouts and attached calculations.
S95 D S109 Bms B13, B14, B15 - Span 1 are cantilevered from B13, B14, B15 Span 2
instead of as noted in the beam schedule- please verify schedule.
M&N Response:
This area where the cantilever beams are located has been revised completely for
construction sequencing. See revised S 102, S 105, and S 109.
KL&A, 5/5/06: Beam schedule 5002 still shows a cantilever span, please
verify schedule is correct.
M&N Response:
Beam schedule is correct.
S96 D S 109 Detail 14/5301 is cut on S 109. This detail seems to define new steel
framing as well existing framing to be removed:
a) Detail 13/5301 Appears to be a section thru this area however is not referenced anywhere -
cut 13/5301 on plan or detail.
b) Dims @ 3 places 14/5301 is cut appear different; are these the same detail & framing?
Please verify.
c) Verify W 16 frames into (E) W 12
d) Provide Load for TS hanger.
M&N Response:
a) Please refer to revised drawing.
b) Refer to architectural drawings for actual layout. Layout to be field verified.
c) The W16 frames into the (E) W12.
d) 6000lbs
KL&A, 5/5/06:
a) Comment closed.
b) FOR to coordinate, comment closed.
c) Please verify, this is a difficult connection with the load criteria on the general notes,
5001. Comment closed.
d) This is required on the drawings for connection design. Alternatively, call out a weld.
FOR to coordinate, comment closed.
M&N Response:
a) No Response Required
b) Field verification is needed and layout will be coordinated during shop drawing
review process.
C) Connection will be detailed and coordinated during shop drawing review process.
d) See revised Detail 14/S301 for 6 kip reaction labels.
S102 D S 110 Call out (2) cone bms spanning east & west between PB 7-2 bms are not
identified, for ski club support.
M&N Response:
Beams will be Type "134" from schedule on S002.
KL&A, 5/5/06: Please identify the beams on plan with the B4 keyed note.
M&N Response:
See revised drawing.
S104 D S 110 Two PB 11 beams, single span, seem to bear on a cone wall at a right angle
bend in the wall. It would appear that the 320k tension will act to tear the rt angle wall apart.
Suggest the FOR check. (Near 9.7)
M&N Response:
The beam will be shifted to the west. (Note: This did not get revised on the 4/3/06
drawings but will be coordinated with future addendum.)
KL&A, 5/5/06: FOR to coordinate, comment closed.
M&N Response:
See revised plan S 110. FOR to coordinate during the shop drawing process.
S107 D 5201 Wall Beam WB 1: Special rebar is req'd above and below the large wall
opening. Detail 14/S302 indicates 8 hz bars in the bottom of the wall. This is contradicted
on slits S202 where 15410 in (3) layers are mentioned. Verify rebar T & B. Note it seems
that the wall acts more like coupling beams and tension/compression columns @ this large
opng - design for shear and combined bending and axial loads.
M&N Response:
Details are general and are not intended to show specific items unless specifically called out.
See attached calculations.
KL&A, 5/5/06: Shear stirrups are required by new cales. Also, it seems
column ties are required per ACI chapter 10 (stirrups plus cross ties per typical
column details). Call out ties on the drawings, suggest provide a section through WB1
at the opening. Extend stirrups into the supporting wall for a distance "d" at the lower
beam, minimum.
M&N Response:
Refer to revised drawings.
S109 D 5201 Show detail @ intersection of WB3 & WB4
M&N Response:
Please refer to revised Sheet 5201 for detail. (Note: #9 Hooked bars should extend to far face of
wall. To be coordinated on future addendum.)
KL&A, 5/5/06: FOR to coordinate, comment closed. See S66.
M&N Response:
See response to S66. FOR to coordinate hooked bars during the shop drawing process.
S110 D/C S201-3 Verify wall beams consider ACI provisions for deep beams regarding
nonlinear distribution of strain and lateral buckling (ACI 318 10.7. 1) - calculations do not
appear to consider these provisions.
M&N Response:
Wall beams meet the required ACI provisions for deep beams as required above. See
additional calculations.
KL&A, 5/5/06: Please explain which reference is used in the calcs (i.e. Figure 2,
Figure 3). See comment S66a.
M&N Response:
ACI 318-02 (10.21) or ACI 318-05 (10.23).
S110a C deep beam calcs, B12 assumes that shear strength is 10*sgrt f c, however the
calculation of Vc +Vs is not provided. Quick calculations show that typical shear
reinforcement of #4 @ 9" O.C. vertical and #4 @ 12" O.C. vertical are roughly 6*sgrt fc.
This typically does not appear to cause a problem with shear capacity, however for certain
beams (WB11, calcs p. B49) this seems to cause an overstressed condition. Also, the phi
factor does not seem to have been applied, f=0.75 for shear. Please review calcs and
increase shear reinforcing as required.
M&N Response:
Shear reinforcing for wall beams was reviewed and verified. Please refer to revised wall beam
elevations.
KL&A, 5/5/06: There appears to be no change in shear reinforcement on the
drawings. Please show numerically what the quick numbers we have calculated above
are missing, and that shear capacity of WB11 and other beams is sufficient. No new
calculations for shear appear to have been provided.
M&N Response:
WBI I on S203 was revised for the 4/3/06 Bldg Department Response / Final
Construction issue set. #4 bars were placed at 4" for 1/4 span distances from the
supports to satisfy shear capacity. See WBI I wall beam elevation.
S113 D 5202 WBT What is special reinforcing is req'd @ double openings in the wall
above 8182.-6? (ties, T&13 bars); sim @ center column btwn doorways- these elements need
individual designs and details as columns and beams - calcs p. B30-34 do not show these
designs.
M&N Response:
Please refer to revised wall beam elevations.
KL&A, 5/5/06: This does not appear to have been addressed in the drawings.
The calculations presentation is not clear and we can not locate any new calculations
for this. Please check.
M&N Response:
Refer to revised drawings and calculations.
S115 D 5203. WB 11 Verify 5'-0" long hooks @ end - verify this satisfies ACI 12.12.4
M&N Response:
Development lengths are to be determined during the shop drawing process per General Notes on
S001 and are not to be scaled off the elevations.
KL&A, 5/5/06: Verify ACI 12.12.4 is satisfied with a standard hook at all locations
at wall ends, as this is what will be provided if a length is not specified.
M&N Response:
Standard hook was verified and is acceptable.
S126 D 5302 4/5302: #5 Dowel is not developed on either end (Ldh or Ld); also hook
turned upwards will blow out cone corner. Roughen for shear friction.
M&N Response:
Dowel has development length. Calculations for shear friction do not require roughening.
KL&A, 5/5/06: See S91 (5126 closed).
M&N Response:
Refer to response to S91.
S132 D 5303 Section 2: Refers to "re plan", there is nothing shown on plans - please
verify.
M&N Response:
This section should be cut on 5109 near Grid L.5-22 and Grid R-24. This revision to 5109
will be added in the future addendum.
KL&A, 5/5/06: FOR to coordinate, comment closed.
M&N Response:
Section 2/S303 has been keyed on S 109.
S143 DC 5001: Appears ground snow load is required for ground level lid design, in lieu of
roof snow load used: pg = 100/.7=143 psf. Please verify.
M&N Response:
Roof framing is designed to comply with the Town of Vail amendments to the 2003 IBC.
KL&A, 5/5/06: We understand that the Town of Vail has been made aware of this
comment, and has decided that the roof snow load is applicable to the garage lid
structure, as designed. Comment closed.
M&N Response:
No response required.
S 145 D,C S 110: Transfer beams for building C located between consecutive PT beams are
not called out on plans. Please provide details and calculations for all such beams.
M&N Response:
Please refer to revised plans.
KL&A, 5/5/06: Comment closed (See comment 5102)
M&N Response:
See response to S 102.
S147 D,C S 104: The calculations for the 12" thick concrete slab (page S44) indicate
punching shear reinforcement is required at column 9 (grids 0.7-14.3). Please verify and
provide the appropriate shear reinforcement.
M&N Response:
See revised plan.
KL&A, 5/5/06: Type B stud rails are based on 20" thick slab, please provide
stud rails for 12" thick slab.
M&N Response:
Revise stud rail type to "C" at Grid 0.7-14.3. See revised Shear Stud Reinforcement
Schedule on 5001.
S150 DC Please provide a Post-Tensioning Specification section.
M&N Response:
The concrete specification with our General Notes on 5001 provide the required
information.
KL&A, 5/5/06: We feel that additional direction is required from the EOR,
such as testing requirements, contractor qualifications, submittal requirements (i.e.
provide bursting steel, etc.), references, material standards. FOR please review and
make revisions to the specs or general notes as deemed necessary. Comment closed.
M&N Response:
We feel that the General Notes plus the Concrete Specifications provide for the required
information to be submitted. These General Notes and Concrete Specifications have
been used successfully on millions of square feet of post tensioned projects. This will be
coordinated during the shop drawing review process.
S151 C Calculations for the B 12 span3 do not match the drawings. Please verify.
M&N Response:
B12 span3 does match the drawings on 5002.
KL&A, 5/5/06: Calculation on pages R56 and R57 indicate a larger section for B12
span 3 than the document show.
M&N Response:
The calculations on pages R56 & R57 are for a different beam than B12 span 3. Beam
12 is also numbered BF and its calculations are on sheet R1.
S155 D S109: The beam at the entrance of the tunnel near grids R.5-25.5 is not
scheduled. Please specify mild reinforcement, shear reinforcement, and PT tendons.
M&N Response:
Refer to revised beam schedule on S002, revised plan sheet S 109, and attached
calculations.
KL&A, 5/5/06: Please identify the beam on plan with a keyed note.
M&N Response:
See revised Plan S 109 and revised PT Beam Schedule on S003.
S165 D S 108: Please clarify where plan note 6 occurs by hatching the specific areas and
verify all calculations take the extra soil weight into account.
M&N Response:
The "hatched" areas referenced in Note 6 are on the east and west sides of the 16'-0" wide
roadway that is on top of the structural slab/beams from the upper level (8184'-0") at Grid
L-10.8 down to the lower Level (8168'-2") at Grid Q.5-12.3. This information will be
shown on the future addendum.
KL&A, 5/5/06: FOR to coordinate, comment closed.
M&N Response:
See "hatched" areas on revised plan S 108.
S171 S108 grid intersection 21.3/L, the elevation of the 12" slab north of beams B22 and B21
can not be determined. On plan the PB4 and PB5 beams are shown higher than the 12" slab
to the north as indicated by a step symbol; however, section 7 on S303 shows the PT beams
lower than the slab. Please provide on plan: elevations of the north slab adjacent to the
supporting beams B22 and B21, and elevations of the PT beams and non-PT supporting
beams. Also please correlate these elevations to detail 7 on S303. Please provide the
reinforcing detail at grid intersection 21.3/1, showing interfacing of reinforcing for
PBI0,B22-5, B21-1, the column below, and the slabs.
M&N Response:
These elevations are provided on the plans. Please reference sheet S 109 and elevation
noted on S 108 near grid 16.4.
KL&A, 5/5/06: Please verify this information is changed on the drawings, we
can not find the elevations and information requested. FOR to coordinate, comment
closed.
M&N Response:
Top of slab elevations are shown on S109. Reinforcing from Beam B22-6 to B21-1 and
PB 10 will be per Detail 4/S201. Reinforcing form column below to PB 10 will be per Detail
4/S201 similar. Reinforcing between slabs to be per Sections 2/S002, 6/S303 and 7/S303.
S174 S109 S003 provide calculations and conformance to ACI318 section 18.13 Post-
tensioned tendon anchorage zones.
M&N Response:
These calculations can not be completed or provided until the specific characteristics of
the anchorage devices are determined during the shop drawing phase. Specific
reinforcing requirements shall be determined by the P.T. shop drawings for review by the
Engineer of Record.
KL&A, 5/5/06: Submittal requirements are not shown on the drawings. See
S150. S174 is considered closed, FOR to coordinate.
M&N Response:
See response to S150.
S175 S 110 PB 1 requires approximately 38 tendons to achieve the final effective force of
1015k. Please provide detail of anchorages and tendon profile to get the drapes specified
considering congestion of bursting, shear and flexural reinforcing. Please specify if multi
strand anchorages are intended. The initial dead load seams to be overbalanced. Please
indicate if stage stressing is required.
M&N Response:
See response to Comment S 174. Multi-strand anchorages may be required by post-
tensioning subcontractor. Stage stressing is not required. The immediate load conditions are
part of the load cases check in the RAM Concept Program.
KL&A, 5/5/06: See 5174, comment closed.
M&N Response:
See response to S 174 and S 150.
S177 C U24 and PT7 shows #9 top bars needed. Please verify development. For the PT7
case, the boundary conditions suggest pinned condition. Clarify the top bars at this location
per the calculations.
M&N Response:
Please refer to the revised plans.
KL&A, 5/5/06: Please provide a specific reference to the revised drawings that you
are referring to, nothing appears to have been revised. Provide calcs showing required
development and that this development is consistent with 8/S303 & 4/S303.
M&N Response:
For calculation sheet U24 and PT 7, the beam is PT 1 shown on S 110. The schedule on
S003 was revised, though (7) #9 top bars was not revised. The original calculations
show the required length of top rebar being 8'-6" (10'-0" is provided.) The hooked ends
of the top bars are per ACI 318 and consistent with Sections 8/S303 and 4/S303.
S178 C M 10. Please provide reinforcing covers used in the calculations.
M&N Response:
2" cover was used in design.
KL&A, 5/5/06: It seems the cover required should be shown on the drawings, please
verify.
M&N Response:
The concrete cover is listed in the General Notes. The reinforcing shop drawings will be
reviewed for the required concrete cover. The placement of the reinforcing will be
inspected at the time of construction. No modification to the drawings will be required.
S 180 C/D M7 and M8 shows reaction moments where connected to the BM22. Provide
calculations for BM22 considering torsional effects. Also section 6 on S303 does not appear
to address this fixity. See S135.
M&N Response:
See the attached calculations indicating that the torsion induced into the beam BM22 by
the 2.8 kft end moment from Beam B24-1 is less than the torsional moment below which
torsion can be neglected. (The end moment for Beam B23-1 is even smaller). Refer to
the Beam Reinforcing Schedule on S002 for the "D" reinforcing for B23-Span 1. The
schedule will be revised in the next addendum to include the same "D" reinforcing for Beam
B24-Span 1 as Beam B23-Span 1.
KL&A, 5/5/06: FOR to coordinate, comment closed.
M&N Response:
See revised drawing 5002.
S181 C M6 shows column heights of 40 feet. With the increased column lengths the
column moments are reduced. Please provide justification for modeling the columns
extremely long. Please provide a reference for the column design considering applied
moments from the floor designs shown on M 1 and M14.
M&N Response:
The program used assumes 100% fixity at the columns and does not consider cracked
sections. This does not hold up to engineering judgment, therefore, the columns have been
modeled longer.
KL&A, 5/5/06: M1 through M133 midlevel and lid calculations: forces used for
column design is not clear. Provide calculations showing how forces (axial & moment)
have been derived, design calculations are not clear. Summarize and explain the design
approach, method, and location of each slab design.
M&N Response:
The forces used in the design of the columns are shown in the RAM Concept output
(such as Sheets M7 and M8). In addition, Sheets M30 through M37 show the summary
of the design loads for the columns. With those loads, the typical columns were designed
for the maximum forces in each group using Enercalc.
The slabs were designed using the RAM Concept program, a finite element analysis
program. The loads were used as noted on the structural drawing General Notes. The
layouts of the slab designs are shown on M18, M48 and M73.
End of Comment Responses.
If you have any questions or comments, please call.
Very truly yours,
MONRO NEWELL ENGINEERS, INC.
Q3~ I
Peter D. Monroe, P.E.
Principal
~edYffiffl^hlldl
ON "
c~
Vail, Colorado
Denver, Colorado
r Dillon, Colorado
l t
Monroe & Newell
Engineers, Inc.
April 3, 2006
4240 Architecture
1621 Eighteenth Street, Suite 200
Denver, CO 80202
Attn: Randy Hart
Re: Vail's Front Door (M&N # 5500.02) Parking Garage and Loading Dock- Building A
BUILDING PERMIT B06-0018
Dear Mr. Hart:
The following are our responses to the structural portions of The Town of Vail Building
Department comments for the above building, dated March 10, 2006. We have included the
original comment with each response. Our responses are noted with "M&N Response".
Site Comments:
S7 DC Sheet L202: FOR to verify that various landscaping structures such as boulders, ponds,
stone walls, pavers, and other superimposed dead loads have been appropriately
considered in the structural design; verify any concentrated bearing on EPS filler (i.e.
such as due to any retaining walls, 6/1,205, or massive stone structures, 3/L.208, etc.)
M&N Response:
These issues have been discussed with the EPS Designer and the Landscape Designer.
The retaining walls were designed based on the allowable bearing pressure on the EPS.
The designer of the boulder walls will need to be informed of these allowables also.
2006 Platinum Sponsor
The Colorado Chapter ol,
The American Institute ol'Aichitccls
www.monroe-newell.com
1701 Wynkoop Street • Suite 200 • Denver, Colorado 80202
(303) 623-4927 • FAX (303) 623-6602 + email: denver@monroe-newell.com
Structural Comments
S I. DC S001 Note that City of Vail requires 90 mph basic wind speed (IBC 2003, ASCE 7-02,
3s gust wind speed). It appears 100 mph basic wind speed was used in the designs,
please verify / confirm (typical all project volumes).
M&N Response:
Noted. Please refer to the revised General Notes, typical all buildings.
S2. F Soils report, page 33-34 recommends against supporting the parking structure on a
combination of natural soils and bedrock, due to guaranteed differential settlement
between the two supporting materials. The soils report goes on to recommend that
foundation bearing elevation be lowered to allow the entire foundation to be supported
by bedrock, or a combination spread footing (on bedrock) and deep foundation
system (on natural soils) to reduce differential settlement. The structural drawings
indicate "footing elevations may need to be lowered due to soil conditions." This note is
unclear, if bearing on bedrock is required, please change the note to clearly state this
requirement. If bearing on bedrock is not required throughout, please explain the
structural design philosophy used to mitigate the differential settlement issue.
M&N Response:
Foundation design follows recommendations in Soils Report. Design philosophy per
Soils Engineer was to design footings for lower soil pressure where footings do not bear
on bedrock in addition to lowering footings as much as is reasonable.
S3. F Soils report, page 26-27 discusses temporary and permanent dewatering for this site.
Appears that the vault and sump basin on S 101, approx. @ grids 12.8/L.5 is part of the
dewatering system. 12 ft. deep is unclear, provide a top of mat slab elevation. Consider
the need for a hatch in the structural lid, provide reinforcing around the hatch. Provide
structural lid for precast sump (if not provided by manufacturer) . Note that lids over
sumps seem to require HS-20 or other truck loading not the typical 50 psf garage loading
- verify this loading has been coordinated and will be verified in the review of the precast
sump pit. Verify buoyant forces vs. self weight.
M&N Response:
Precast dewater vault to be by others (Re: Plumbing drawings). Note on S 101 to be
revised to indicate as such, as well as indicate truck loading and buoyancy forces.
S4. F Soils report, page 38, items 7 & 8 discusses underpinning of existing structures adjacent
to new construction. Please discuss how the existing structures will be supported during
construction and permanently. Verify that vertical surcharge loading has been applied
to the below grade permanent foundation walls and parking structure as appropriate.
Verify underpinning system does not conflict with the new foundations for this parking
structure.
M&N Response:
Underpinning of existing structures is responsibility of General Contractor. Surcharges
from vertical loading was included in design of new, below structural walls.
S4A F Calculations (p. FW5) don't appear to include soil full height at existing building. This
appears correct west of gridline 18, as slab on grade / offices will be constructed here,
however west of the ski club foundation walls, there appears to be soil for two stories
tall, creating a two span condition at some exterior concrete walls. Verify soil backfill
height and verify calculations. Provide calcs for 2-story at-rest retaining wall
conditions. See also comment S413.
M&N Response:
Please refer to the calculations sheet FW 1 for a "key". The calc on FW5 applies to the
north foundation wall from west of grid 25 to grid 17. The only two-story retaining walls
are along the south wall per "F", "J", and "I" in the key.
5413. F/ LS It appears that the ramp at the south end, as well as the permanent shoring at the south
side create an unbalanced lateral soil loading at the parking structure, at the upper parking
level, and lid level. Verify that concrete diaphragm and concrete shear walls below
have been designed to resist this unbalanced soil lateral loading. Verify drag loads /
connections from diaphragms to concrete walls. Provide calculations.
M&N Response:
The permanent shoring will resist the unbalanced soil loading. The permanent shoring is
to be designed and detailed by an engineer of the shoring subcontractor.
S4C. F/LS It seems that the parking structure compressible material is required between the
permanent shoring wall and the parking structure to allow the two systems to behave
independently, and to avoid the permanent soil retaining system from loading the parking
structure. Details 13&14/SO04 do not indicate this is being done. Also, it appears from
13/S004 that the new concrete walls will be constructed directly against the permanent
shoring system, which it seems would move into the structure over time. Please
comment.
M&N Response:
Section 14/S004 occurs within the building with no shoring. Section 13/S004 is the only
section that has the wall cast against permanent shoring. M&N's design and detailing
were completed per direction from the General Contractor and Shoring Contractor.
S5. D SOOI: Column Schedule. Schedule includes (2) line items "Configuration". These
various configurations do not seem to be defined anywhere in the documents.
M&N Response:
These configurations are nomenclature used by CRSI. We have added notes to the
schedule to clarify.
S6. D S001: Column Schedule. Reinf. Lap splices are shown for f c = 5000 psi. However
concrete general notes indicates concrete with f c = 3500 & 4000. Lap splices for these
lower strengths are longer than those for fc = 5000. Please check.
M&N Response:
A lap splice schedule for fc = 4000 psi is added. General Note 7.13. indicates splices for
WWF mesh, which is used with the slabs on metal deck with fc = 3500psi.
S7 D SOO1:Typical Column Details do not seem to be cut in the documents. Also, alternate
longitudinal bars must be supported by the corner of a tie and bars spaced greater than 6"
clear must also be supported by the corner of a tie. (ACI 318 7.10.5.3)
M&N Response:
The column schedule has been modified to indicate the column details. Notes have been
added for tie requirements.
S8 D S001: Section 1 Stud Rail Detail. Section AA indicates the rails extend several inches
into the column. These extensions into the columns is not required, besides they will foul
on the column vertical rebar.
M&N Response:
The section is cut outside of the column so that the rails normal to the page are visible.
S9 D 5002: Beam Reinforcing Layout:
a) Provide dimensions should be provided for all rebar cut off points. (1/4 span
points do not align with rebar end locations).
b) It appears a cantilever layout is required- see comment S 163.
M&N Response:
Please refer to revised drawings. Where rebar lengths are not provided, the reinforcement
shall be continuous. Where rebar lengths are included, bars are centered over the support
or centered within the span. A note indicating this has been added to the schedule. The
requested cantilever sketch has been added.
S 10 D 5002: Section 1. Section 1 is cut thru Bm B 10 on Sheet S 108.
a) Section does not accurately show bars per schedule (bot bars are too many, top
bars not shown).
b) Is the top part of what could be part of B 10 included in 50" vert depth? Does not
appear dowels to slab / beam above would meet shear flow requirements (VQ/1),
please confirm. If top part of the beam is indeed part of the beam B 10, stirrups
should be designed across the con'st joint to carry the full shear.
C) Verify only half T-beam width has been used for compression, due to slab step
(depends on answer to b) above)
d) It seems that bottom bars from the beam on the left side should extend a min 6"
into the supporting beam, similar to slabs, per ACI 318 Figure 13.3.8.
M&N Response:
The section is general and refers to the schedule. The top is not part of the beam depth. A
call out for beam depth has been added to clarify. Only half T-Beam width was used in
design. The solid line indicates a construction joint so the bottom reinforcing of the left
beam does not extend into the beam. The left beam is doweled at the top and is designed
for bearing and as simply supported to accommodate this.
S11 D S002:Section 2. Section 2 is cut thru BM B 12 on Sht S 108
a) Bottom & top bars do not match those shown in the beam schedule.
b) Stirrups through the horiz const joint should be designed to carry the full shear,
please confirm.
C) Details 1 and 2 appear at odds, some clarifying notes are required to define the
required dimensions in each case.
M&N Response:
The section is general and refers to the schedule. The stirrups through the horizontal
construction joint have been designed for shear flow and typical shear. Notes have been
added to the sections to clarify.
S12 D S002: Section 4 & 5.
a) See comment S11, similar
b) Dowels from supporting beam to supported beam are not identified. It appears
that these dowels much carry the entire beam reaction thru shear friction, please
confirm. See Ski Club (Vol 4) comment S29.
M&N Response:
The sections are general and refer to the beam schedule. The shear friction occurs in
Sections 4 and 5 at slabs and the forces are transferred via shear friction. The dowel
information has been added. There are some beam locations with shear friction
connections. The dowels required at these locations are shown more specifically on the
wall beam sections.
S13 D S002: Beam Schedule: Please check number of top & hot rebar with beam widths & ACI
min clearances i.e. beam B18 (ACI 318 7.6).
M&N Response:
Please refer to revised beam schedule.
S14 D S003: PBI & PB2 PB 1-1 & PB7-2 and PB 8-1 and PB8-2 continuous spans which are
not clearly represented in your PT layout, however calculations seem to satisfy
continuous beam design. Please verify that beams are represented correctly on the
drawings. Tendon drape transition is not clear, PB7-1 and PB8-1 shows same drapes at
both ends which are interpreted as conflicting with the drapes given at the left ends of
PB7-2 and PB8-2. Please verify drawings and PT beam schedule.
M&N Response:
See added two span drawing and added notations.
S15 D 5003: PB9 & PB 10 with variable depths appear to be missing PT info. Also, because of
the variable depths the A dimension will not be valid at both ends of the beams. It is
suggested that a dimension J be added. Please consider and revise as necessary to meet
code.
M&N Response:
The requested information is now on the drawings.
S16 - not used
S17 D S004: Section 1. Indicates what appears to be a layer of free draining granular material
below the S06. This material is not otherwise defined? Pis define, typical all sections.
Verify if vapor retarder is required.
M&N Response:
The granular material is not required. A vapor retarder is not required unless noted
elsewhere.
S18 D 5004: Section 9. Will 3'-0 square isolation pour fit around column, please verify.
M&N Response:
Please refer to the modified detail and isolation pour information.
S19 F 5004: Section 10. Is drainage a consideration in the structural design for retaining wall
(typical all walls)? Verify Lateral pressures include hydrostatic pressures as req'd, the
garage extends well below the measured water table per soils report. Also, wall scales
l'-2 thk, but plan says 1'6. Which is correct?
M&N Response:
A permanent dewatering system is to be provided so the hydrostatic pressure does not
need to be accounted for. Drawings are not necessarily to scale nor should they be scaled
for dimensions. Written dimensions shall govern.
S20 F 5004: Section 11, 12, 14. Footing rebar is not identified, pls verify. Define rebar length
& spice length. (Typ as occurs)
M&N Response:
See revised details. Refer to sheet 5001 for splice length and development length
schedule
S21 F,D S001: concrete general notes: consider using air entrainment at loading dock slabs and
other garage level concrete that will be exposed to weather- clarify notes as required.
M&N Response:
Concrete for slabs on grade in tunnel parking garage and loading dock will be noted as
needing to have 6% to 8% air entrainment.
S22 F,D S004: Section 5, 6. Provide min horiz. Reinforcing in fndn. Walls (ACI 318 14.3).
M&N Response:
Please refer to revised plan.
S23 F,D 5005: Section 1.
a) The area between these walls appears to be occupied by concrete stair, not a SOG
at the low level shown in this section. Check building code for max number of
risers allowed without an intermediate landing.
b) Outside wall scales 1'-6, is shown as 1'-10 on plan? Inside wall scales l'-2 is
shown l'-4 on plan?
C) Do the dowels from the footing extend to the top of the wall as indicated - verify
graphics.
M&N Response:
The stair is cast on grade. A note has been added to clarify. Drawings are not necessarily
to scale, written dimensions shall govern. Splice location has been added.
S24 F 5005: Section 2. Horizontal rebar in wall not indicated.
M&N Response:
Please refer to revised plan.
S25 D S005: Section 3. Are #5 @ 4'-0 in the CMU Vertical or Horiz? This notation occurs
typically @ most CMU, please clarify.
M&N Response:
The bars are vertical.
S26 F S005: Section 4. Same as section 3. Top rebar short way in this strup ftg's not defined,
verify req'd.
M&N Response:
See revised Section for required reinforcing.
S27 D not used.
S28 D S005: Section 8. Define what appears to be a beam w/ties over a wall opening into the
air tunnel.
M&N Response:
Please refer to revised section.
S29 D S005: Section 9. It's very tight to use (2) layers of rebar in an 8" thk wall. Verify
tolerances are practical and verify ACI tolerances & Min cover are met (ACI 318 7.6 &
7.7)
M&N Response:
See revised section.
S30 F S005: Section 10. Consider drainage behind this retain. Wall. Either weep holes or cont
drain to daylight.
M&N Response:
See response to Comment S 19.
S31 F S005: Section 10, 11. Where are elevation of the ledges defined? #8 is not developed for
full tension capacity over 1'-1" embedment - verify reinf.
M&N Response:
Elevations of ledges are shown on the plans.
S32 F S005: Section 10, 11. Verify details 9, 10, 11 are cut on plan. Verify top of retaining
walls are shown.
M&N Response:
Please refer to revised plans.
S33 D S005: Section 12. Indicate rebar in this section.
M&N Response:
See revised Section.
S34 F S 101: Bldg A fndn plan. Provide a section @ west - most wall on this sheet; add
gridlines.
M&N Response:
Wall is actually on S 102. Refer to new Section 16/5004. Grid lines are as provided by
architectural drawings.
S35 F 5101: Provide a foundation section thru the east wall adjacent to the temp
retaining wall at the 12'-9 footing projection. The footing, reinf, thickness, is not
defined.
M&N Response:
Please refer to revised plans.
S36 D 5101: What is elevation of SOG in the vicinity of 12.3 & L.5 (Loading Dock)? Provide
max/min elevations on plan.
M&N Response:
Refer to architectural drawings for slab on grade elevations not noted.
S37 D S 101: Detail 6/5005 cut at the stair wall near Q.5 10.8 is not correct. Fix callout.
M&N Response:
Please refer to the revised section.
S38 D S101: Detail 6/5005 cut at the stair wall near L.5 16.5 in not correct. Fix callout.
M&N Response:
Please refer to the revised section.
S39 D S 101: What is the top of footing elevation at the elevator near L.5 16.5? Is the combined
footing below the stair and col C 14 all at this lower elevation? If so, define backfill SOG
@ stair (detail cut 6/5005 is incorrect?). The 3'-0 detail at east side of stair is not well
placed to define dimensions.
M&N Response:
Please refer to the revised plans and section.
S40 D S 101: Bldg A fndn plans. Missing detail ID @ 10.8 K @ footing.
M&N Response:
Please refer to revised plans.
S41 F S 101: Bldg A fndn plans. There are (2) columns, C 1 & C3 on an F 17 footing (west side
of sht) which may or may not be in the footing schedule. This footing scales 11' x 16'.
The C3 cols on lines 14.3 & 12.9 are on Fl 1 footing which are 16'-3 & 16'-3. This does
not look consistent. Please clarify drawings.
M&N Response:
Please refer to the revised schedule.
S42 D S 101: Bldg A fadn plans. None of the foundation walls or foundations off grid appear to
have dimensions. Indicate on plan where dimensions can be found (i.e Arch drawings).
M&N Response:
Refer to Plan Note # 10 on S 101. Refer to architectural drawings for dimensions.
S43 F S 101: Bldg A fndn plans. Footing F22 is not in your footing schedule.
M&N Response:
Please refer to the revised schedule.
S44 F 5101: Bldg A fndn plans. Footing F19 thru F22 are called out on plans but are not
included in the footing schedule. Revise footing schedule.
M&N Response:
Please refer to revised plans.
S45 F S 101: Bldg A fndn plans. Footings F 16 & F 17 seemed to have been graphically
combined in the footing schedule so as to be unreadable. Revise footing schedule.
M&N Response:
The footing schedule has been corrected.
S46 F S 101: Bldg A fndn plans. Reinforcing in F 1 not indicated. Provide reinf.
M&N Response:
Please refer to revised footing schedule.
S47 F S101: Bldg A fndn plans. Footings at (3) C3 columns on line Q3 are not identified on the
plan.
M&N Response:
Please refer to revised plans
S48 D S 101: Bldg A fndn plans. Seems you need an elevator separator beam between the
double elevator near 10.8 Q.5; please verify (typical all double car shafts).
M&N Response:
Elevator separator beam typically by elevator supplier. Provide W8 x 18 between
elevators at each level.
S49 F S 101: Bldg A fndn plans. Ftg F 18 in footing schedule reinf. is not noted top, bot or
which way?
M&N Response:
Please refer to revised plans.
S50 D 7/S302: verify spacing of 3'-0" on embed - seems large for a 24k truck loading - also
please verify L4x4x3/8 for the max 24k truck point loading
M&N Response:
See revised section.
S51 D S101.5 Much of this sheet is identified on S102 - suggest provide gridlines & match
lines for clarity.
M&N Response:
A match line is already indicated on the drawings north of grid line R.
S52 F S101.5 Provide sections (details) @ curved retaining walls, NW area.
M&N Response:
Please refer to revised plans.
S53 F S101.5 The conc wall on line R is dimensioned as 1'-6 on the west and 1'-2 on the east
end? Fix dimensions (seems 126" is correct.)
M&N Response:
Please refer to revised plans.
S54 D S101.5 Section 10/S004 at the wall @ S.W. side appears to be incorrect.
M&N Response:
This detail is correct at this location.
S55 F S101.5 It appears that you have anew footing below a C9 col that extends a significant
distance below an existing bldg. Pls check, or design & show underpinning as required.
M&N Response:
The footing was designed as this shape specifically to avoid undermining the existing
building's pad footings which occur on either side. Please refer to the note indicating
bottom of new footing to match bottom of existing.
S56 F 5101.5 Verify 23'-4" wall/slab step @ ramp entrance (8162'-8" to 8186'-0"); Detail
2/S005 does not show this. Fix dimensions/clarify.
M&N Response:
The (8162-8") indicates the top of footing elevation. The top of wall at the openings is
[8166'-5 3/4"] as indicated with the leader. The [8186'-0"] elevation indicates the top of
the over all wall.
S57 F S101.5 Show ftg rebar/section at CMU "C" wall @ existing bldg.
M&N Response:
See new Section 13/S005.
S58 F 5102 Provide section thru new chase North of line R. Provide details at junction with
existing concrete chase.
M&N Response:
See new Sections 17/S004 and 18/S004 and 16/S005. See revised Section 7/S005,
S102 and S105.
S59 D S102: Section 6/S003 cut near line U.5 in the NE part of the sheet is incorrect.
M&N Response:
Please refer to revised plans.
S60 D S 102 Provide grid lines for unidentified col. Lines, or provide dimensions.
M&N Response:
Gridlines are provided by Architect.
S61 F S 103 General Comment: Wall strip foundation reinforcement does not appear to be
called out anywhere on this or other sheets? Pls provide or clarify drawings.
M&N Response:
Please refer to item 520.
S62 F 5103 Sand and oil interceptor needs further definition: footing; walls; lid; location.
M&N Response:
Sand and Oil interceptor vault is to be by others. Re: Plumbing drawings.
S63 F 5103 Need detail thru 1'-6" thk wall near line 17 & @ sections thru 1'-6" conc wall @
west end of area.
M&N Response:
See Section 14/5004, similar and section 11/S301.
S64 D S 103 Openings seem to be shown south of the cols @ the gridline one bay North of the
exterior wall. Are these openings thru the SOG below or openings overhead? Pls clarify.
M&N Response:
Please refer to revised plans
S65 F 5103 Verify Min 48" frost depth is achieved @ exterior/exposed loading dock areas -
some footing elevations are not identified, ref. detail 5/5004 also. Consider corrosion of
SOG reinf. due to salts & temp effects.
M&N Response:
The loading dock is interior heated space.
S66 C Wall beam calculations B1-B84 contain much information that the drawings 5201, 5202,
5203 do not seem to reflect. For example, calcs page B 16 shows different top and
bottom reinforcing, as well as a seemingly very important pilaster below a large beam,
and #5x60" diagonal bars at corners and pockets. The pilaster is not detailed on the
structural drawings. Please coordinate required reinforcing per calculations with the
drawings, drawings appear incomplete.
M&N Response:
Please refer to the revised wall beam elevations and calculations.
S66a D Wall beams typically have a slab connecting in at the top of the beam, providing lateral
bracing of the compression flange, however at the bottom of the wall beam, typically no
slab exists. Verify that sufficient lateral bracing restraint is provided at negative moment
regions where the bottom of the wall beam is in compression, i.e. WB4 at the
intermediate column support.
M&N Response:
Per PCA notes for deep flexural members, all the wall beams are adequately braced to
satisfy ACI provisions. Refer to attached calculations.
S66b D W134, 5202: verify #8 stirrups at the supported beam perpendicular to the wall - the
radius on these bars is quite large such that they can not be placed as drawn, and it is not
clear what the purpose is for these bars is. Section 16/5302 cut on plan at this location
does not show these #8 stirrups.
M&N Response:
The purpose of these bars is to assist in the connection between the beam and the wall
beam. Please refer to revised Section 16/5302.
S66c D 16/302: WB4 detail: verify direction of shear friction hook; as bar elongates concrete
cover will burst out at this location if not extraordinarily well developed. See ACI figure
R11.9.2 (similar to corbels). Verify hook development length in the wall and
development length into the beam, this information needs to be shown in the detail.
M&N Response:
Please refer to the General Notes on 5001 for development length information. Note:
Due to head height constraints, dowels cannot be turned down.
S66d. D 5202: WB4 elevation apparently defines the top & bottom beam rein£ req'd for all
beams: Suggest place the required rebar on all elevations; note calculations B17 show 10
# 10 bottom, and (8) # 10 top, different than called out on 5202, please verify reinforcing.
Also, calcs do not seem to reflect the large notch in the main span; this notch needs
dimensions for depth, width, and location along span.
M&N Response:
Please refer to the revised wall beam elevations. Calculations are based on reduced depth
due to notch. Notch dimensions are to be confirmed during the shop drawing process.
S67 D S 104 slab to wall connectors are not detailed. Pls show a detail. See comment S66c.
M&N Response:
Please refer to section 4/5302 and section cut at grid N.1 near grid 12.9.
S68 D S 104/S201 Thickness of wall beams (WB#) is not shown on plans or on wall elevations.
Suggest provide wall beam thicknesses on plan.
M&N Response:
Please refer to revised plans.
S69 D S 104 Bms @ line L are not identified - show on plans.
M&N Response:
Please refer to revised plans.
S70 D S 104 This is the first sheet where "wall beams" are identified. The drawings do not
identify which way the elevations are taken. These elevations are also do not include grid
lines which could be used for orientation. These graphics could lead to erroneous
interpretation, please check. See comment 566.
M&N Response:
Please refer to revised plans.
S71 D S 104 Defining sections seem required thru these wall beams. Note that there are no full
height sections cut thru these very important wall beams, please consider.
M&N Response:
Sections as cut are acceptable. The sections are cut on sheet S 106. Sheet S 104 is at the
very bottom of the beam and at this level there is nothing framing into WB 11.
S72 D 5105 Regarding the various 5" slab on grade over existing building North of line 9,
suggest clarify if this a new or existing slab. Indicate if demo of (E) SOG is req'd -
verify any demo does not compromise the existing structure.
M&N Response:
Please refer to the architectural demo plans.
S72 D S 105 Additional rebar shown in 12" slab @ line 21.3. Is this "typ" additional reinf typ
@ line 21.3 or line N or typ at all lines within the 12" slab area? If typ @ all lines
within 12" slab shouldn't the bottom lengths very depending on the spacing of the
columns.
M&N Response:
Please refer to revised plan.
S73 D S105 New 8" SOG south of L: do you want control joints? If so please define the
spacing and depth.
M&N Response:
Provide control joints per General Note 5.C/S001 except sawcut on 1" deep. General
Contractor to provide proposed layout.
S74 D S 105 Seems you need a defining section thru the top of the conc wall at the north tunnel
wall at rectangular columns / PT beam / flat slab / vertical wall intersection btwn N & L.
M&N Response:
See new Section 20/S301.
S75 D S 105 Does section 6/5004 apply at what appears to be a loading dock north of Line R
near line 25? Verify.
M&N Response:
Yes, please refer to S 101.5.
S76 D S 105 Pls provide a section thru the trench drain north of line R at the west end. See
previous comment re: wall slab step.
M&N Response:
See new Section 22/S301.
S77 D S105 Col/bm details at lines 24, 23, & 22 seem complicated. A section or description is
required for checking.
M&N Response:
See new Section 21/5301.
S78 D S 105 Area south of line L has 6" steel studs @ 1'-4 o/c. What structural sheathing
is on top of these steel studs? Define/detail connection to CW & conc walls.
M&N Response:
Refer to revised plans.
S79 D S106 Section 5/5302: Cut thru a conc wall in the NW area of this sheet appears to be
incorrect in that it does not represent plan conditions. Pls Clarify.
M&N Response:
There is a section cut for 15/5302 in the area described.
S80 D 5106 Beams B18 scales 36" wide, however bin schedule says 42"? Pls clarify.
M&N Response:
Plans are not necessarily to scale, written dimensions shall govern.
S81 D S 107 Refer to wall beam W134.
a) Plan says bot wall @ 8168'-6 but elevation on sht 5202 says bot of wall is @
8169'-0.
b) A cone col near the north end of WB4 is not orthogonal to the beam. Rather, it is
on a skew to the wall. This situation requires a detail: col rebar.
M&N Response:
Please refer to revised WB4 calculations. Column is now concentrically loaded beneath
beam. Footing has been redesigned to better support beam location. See revised
foundation plan.
S82 D S 107 Should wall beam WB8 framing between WB8 & WB5 be corrected to read WB6?
M&N Response:
Please refer to the revised plans.
S84 D S108 Galy. Gating @ skier services does not include snow drift from bldg geometry
Pls Verify.
M&N Response:
Roof framing at grating is designed to comply with the Town of Vail amendments to the
2003 IBC. These amendments do not require an increase in loading due to wind or
valleys.
S85 D S108 There seems to be a pool btwn R & N @ west end - How deep? Verify water
loads are considered.
M&N Response:
Refer to the landscape or spa drawings for pool information. The slab is designed for
water loads as noted in General Note 1.A.6.
S86 D S108 There seems to be 8 or 9 cone bms @ slab step & @ pool edge in the west end of
this floor that do not have a mark or design? Call out beams; provide section @ step.
M&N Response:
Please refer to revised plans.
S87 D S108 Is beam B24-9 followed by B24-10 or is the short bm a cantilever. Does this
cantilever bm support the skewed unidentified beam? Pls clarify.
M&N Response:
Please refer to revised plans.
S88 D S 108 Is the 18" thk slab near 16.5 @ P reinforced with #6 @ 12" ea way top and bottom
as stated in note 4 on sht S105? Added reinf. Is shown at one col & is said to be typical
on n/s col. Lines, however it is unclear if this means typical @ e/w col lines or typ in each
direction? Pls clarify.
M&N Response:
Please refer to revised plans.
S89 D S108 A type stud rails are shown at one col. Are these stud rails typ at cols; clarify.
M&N Response:
Stud rails are only required at noted locations.
S90 D S108 North West area: There seems to be a missing east/west beam between (2)
unidentified conc. Beams; clarify.
M&N Response:
Refer to item S86.
S91 D S108 Verify shear friction for 100% of shear loads for the following beams (see ski club
comments) B 11 - Span 1 & Span 3 B 10 - Span 1 B 12 - Span 1 B9 - South End.
(Ref. 16/S302) Verify dowel development length - seems also vert dowel should be
turned downwards, re£ comment S66c.
M&N Response:
See response to Comment S66C.
B 11 - Span 1 is designed as a cantilever section so it is not meant to be supported on its
left side. B 11 - Span 3 is supported 100% by shear friction transfer as well as B-9 South
End. B-10 and B-12 are supported by the ledge that exists in WB4, but can be supported
100% by shear friction. See revised calculations. Dowel development length should be
determined by the parameters set forth by the General Notes on S001.
S92 D S108 It is unclear what supports intersecting bms B6 with B11, span 1, at slab edge
illustrated by detail 9/S303?
M&N Response:
Detail 9/S303 is on the 8183'-6" level. Refer to Section 5/S002 for B6 to B 11
connection.
S93 D S 108 Verify Edge Strip reinf @ cantilever edge is defined, see 9/S303.
M&N Response:
Slab reinforcing at columns is called out on S 108.
S94 D S 109 Bm @ west end of pool is not identified?
M&N Response:
Refer to item S86
S95 D S 109 Bms B 13, B 14, B 15 - Span 1 are cantilevered from B 13, B 14, B 15 Span 2 instead
of as noted in the beam schedule- please verify schedule.
M&N Response:
This area where the cantilever beams are located has been revised completely for
construction sequencing. See revised S 102, S 105, and S 109.
S96 D S 109 Detail 14/S301 is cut on S 109. This detail seems to define new steel framing as
well existing framing to be removed:
a) Detail INS301 Appears to be a section thru this area however is not referenced
anywhere - cut 13/S301 on plan or detail.
b) Dims @ 3 places 14/5301 is cut appear different; are these the same detail &
framing? Please verify.
C) Verify W16 frames into (E) W12
d) Provide Load for TS hanger.
M&N Response:
a) Please refer to revised drawing.
b) Refer to architectural drawings for actual layout. Layout to be field verified.
C) The W 16 frames into the (E) W 12.
d) 6000lbs
S97 D S 109 A prestressed beam near line 19 is identified as (2) PB9; seems this beam should be
one PB similar to PB36; consider differential deflection btwn (2) PB9 & adjacent PB6.
M&N Response:
Please refer to revised plans. Differential deflections are accounted for in the model.
S98 D S 109 PB 1 is identified as 30 x 60 in the schedule on 5003. PB2 is identified as 20 x 28"
in that schedule. These beam sizes appear very different sizes. Also, these beams appear
continuous yet they are detailed as (2) single spans, verify performance will be as
expected at center support. Also, the plan width scales 42" wide while the width of PB 1
is 30" and PB2 is 20" in the schedule. These & other PT bm designs should be checked
& corrected as req'd.
M&N Response:
Plans are not necessarily to scale, written dimensions shall govern. There is a vertical
step between PB 1's and PB2's. They are each simple spans.
S99 D S 110 General Comment: Seems several details @ various sloping & stepping bearing
conditions are req'd to ensure a complete load path & shear transfer. Consider axial
shortening of Pt bms vs. restraint from monolithic slab & walls above and below.
M&N Response:
We have considered this in our design and detailing. We will coordinate with the post
tensioning subcontractor for any issues they may have.
SIN D 5110 Outside foundation walls at the east end of building are shaded which I think,
indicated that the wall extends up past the plane of this framing plan, which is confusing
as it seems this plan represents the "lid" or top framing plan. Pls clarify. Detail PT beam
to wall cone. & slab to wall conn.
M&N Response:
Most of the shading will be removed. The top of the wall will step from [8184'-1 ''h"] up
to [8186'-7 '/2"]. The section will be similar to Section 4/5303 at the north end and
Section 16/5302 at the south end. These sections will be coordinated with the post
tensioning supplier/designer.
S 101 D S 110 Seems the PT dead ends or stressing ends need to be detailed because of the skewed
angle btwn the PT beam and the wall - detail or explain.
M&N Response:
These details will be provided by the post tensioning subcontractor designer/supplier.
S101 D 5110 PB8-1 & PB8-2, PB7-1 & PB 7-2 are obviously 2 span continuous beams.
However the PB schedule does not provide PT or mild steel arrangements for 2 span
bms? Pls verify.
M&N Response:
See "Continuous Post -Tensioned Beam Layout" Section added to 5003.
S102 D S 110 Call out (2) cone bms spanning east & west between PB 7-2 bms are not identified,
for ski club support.
M&N Response:
Beams will be Type "134" from schedule on 5002.
S103 D S 110 There seems to be a major step/trench (2) PB 1 beams bear line 11.1 This drop
requires an explanatory detail. Also, it seems obvious that the PB1 beams on each side of
the drop should not be the same as PB 1 beams with a full tee beam flange. Pls check.
M&N Response:
Please refer to item 5158.
S104 D S 110 Two PB 11 beams, single span, seem to bear on a cone wall at a right angle bend in
the wall. It would appear that the 320k tension will act to tear the rt angle wall apart.
Suggest the FOR check. (Near 9.7)
M&N Response:
The beam will be shifted to the west. (Note: This did not get revised on the 4/3/06
drawings but will be coordinated with future addendum.)
S105 - not used
S106 D 5201 These elevations do not seem to indicate construction joints or allowable lap splice
locations. If this info is critical. It is the EOR's responsibility to indicate this on the
dwgs per ACI 301.
M&N Response:
Lap splice locations are indicated in the General Notes on 5001. No construction joints
exist in the wall beams.
S107 D S201 Wall Beam WB 1: Special rebar is req'd above and below the large wall opening.
Detail 14/5302 indicates 8 hz bars in the bottom of the wall. This is contradicted on slits
S202 where 15-#10 in (3) layers are mentioned. Verify rebar T & B. Note it seems that
the wall acts more like coupling beams and tension/compression columns @ this large
opng - design for shear and combined bending and axial loads.
M&N Response:
Details are general and are not intended to show specific items unless specifically called
out. See attached calculations.
S108 D 5201 Wall Beams WB2,WB3: Special rebar above & below openings (sim to WB 1).
Opening shown scales 6' x 6', plan says 5'x5' - coordinate plan and elevation.
M&N Response:
Plans are not necessarily to scale nor should they be scaled for dimensions. Written
dimensions shall govern.
S 109 D 5201 Show detail @ intersection of W133 & WB4
M&N Response:
Please refer to revised Sheet 5201 for detail. (Note: #9 Hooked bars should extend to far
face of wall. To be coordinated on future addendum.)
5110 D/C 5201-3 Verify wall beams consider ACI provisions for deep beams regarding nonlinear
distribution of strain and lateral buckling (ACI 318 10.7. 1) - calculations do not appear to
consider these provisions.
M&N Response:
Wall beams meet the required ACI provisions for deep beams as required above. See
additional calculations.
S110a C deep beam calcs, B12 assumes that shear strength is 10*sqrt f c, however the calculation
of Vc +Vs is not provided. Quick calculations show that typical shear reinforcement of
#4 @ 9" O.C. vertical and #4 @ 12" O.C. vertical are roughly 6*sqrt fc. This typically
does not appear to cause a problem with shear capacity, however for certain beams
(NMI 1, calcs p. B49) this seems to cause an overstressed condition. Also, the phi factor
does not seem to have been applied, f--0.75 for shear. Please review calcs and increase
shear reinforcing as required.
M&N Response:
Shear reinforcing for wall beams was reviewed and verified. Please refer to revised wall
beam elevations.
5111 D 5202 Elevation says (15) #10 bot in 3 rows. Verify this amount of hot steel will fit in all
walls. Sim. for (10) #10 top.
M&N Response:
Please refer to revised wall beam elevations.
5112 D 5202 WBS: Do the interior columns extend up from 8168'-0? See 13/5002 Bldg D.
M&N Response:
Interior columns extend up from 8184'-6" and pilasters that are integral with WB5 are
beneath these interior columns.
5113 D 5202 WB7: What is special reinforcing is req'd @ double openings in the wall above
8182.-6? (ties, T&B bars); sim @ center column btwn doorways- these elements need
individual designs and details as columns and beams - calcs p. B30-34 do not show these
designs.
M&N Response:
Please refer to revised wall beam elevations.
S 114 D 5202 WB8: The right side of this elevation seems to transition to a footing supported
retaining wall on the plan. This is not shown on the elevation. Pls modify detail if W138
is integral w/retaining wall.
M&N Response:
W138 elevation labels the foundation wall on the right side.
S115 D 5203. "I I Verify 5'-0" long hooks @ end - verify this satisfies ACI 12.12.4
M&N Response:
Development lengths are to be determined during the shop drawing process per General
Notes on S001 and are not to be scaled off the elevations.
S116 D S301 Detail 5:
a) This is a good standard detail for reinf in a one way slab, however this detail is
not referenced on the plans anywhere. Pis coordinate this detail w/plan reinf.
b) This detail does not show reinf perp to slab span - provide temp & shrinkage
reinf..
M&N Response:
The reinforcing for both directions is shown on the plans. A note referencing the detail
has been added to the plans.
S 117 D 5301 Section 6: Two layers of reinf in an 8" thk wall is trough to fit & maintain cover &
spacing - pis verify (typical as occurs).
M&N Response:
Please refer to revised section.
S118 D S301 Section 9: Is this CMU wall, fully grouted, per CMU gen'l notes? Pls. clarify dtl.
M&N Response:
CMU is not fully grouted at this location.
S 119 D S301 Section 10: Refers to see plan - Nothing shown on plan - coordinate plan and
detail.
M&N Response:
This dimension will need to be field verified prior to construction. The plan dimensions
will be coordinated with the architect.
S120 D 5301 Section 13: This appears to be an incomplete detail re: rebar in CMU, elevations,
grouting etc -reference 14/S301 as appropriate.
M&N Response:
Please refer to section 7/S005 and the foundation plan.
S121 D S301 Detail 14: See comments above, similar.
M&N Response:
Please refer to revised section.
S122 D S302 Section 1 & plan sheets: Please add wall thickness, preferably on the plan; call out
dowels @ center - need to transfer out of plane shear from soil lateral loads and in-plane
shear loads (as applies).
M&N Response:
The wall thickness are called out on the plan. The dowels are called out in the section
and are designed for required loads.
S 123 - not used
S124 D S302 Section 6: Many dowels not specified? Grouting? It appears that the lower slab is
hanging from the upper tee beam const. however bars do not appear adequately
developed for tension.
M&N Response: Please refer to the revised detail.
S125 D S302 Section 9: Detail refers to plan - there is nothing on plans. Horiz wall beam reinf
does not match 12/S302? Verify.
M&N Response:
Refer to revised section 9. Horizontal beam reinforcement is general. Actual quantities
are on the wall beam elevations.
S126 D S302 4/S302: #5 Dowel is not developed on either end (Ldh or Ld); also hook turned
upwards will blow out conc corner. Roughen for shear friction.
M&N Response:
Dowel has development length. Calculations for shear friction do not require
roughening.
5127 D S302 Sections 12&13:
a) Bot rebar shows 18 bars, not consistent with wall elev.
b) Wall beam shown, not detailed
c) Show dimensions
d) Verify #8 hooks; legs do not appear developed. #8 radius is not shown to scale.
M&N Response:
The bottom bars are representational, reference wall elevations for actual number.
Dimensions are indicated on plans. Plans are not necessarily to scale nor should
dimensions be determined by scaling.
S128 - not used
S129 D S302 Section 14: Define bot steel
M&N Response:
Wall reinforcing is indicated on wall beam elevations.
S130 D S302 Section 15: Define rebar
M&N Response:
Wall reinforcing is indicated on wall beam elevations.
S131 D S302 Section 15: Suggest pocket the wall for more positive beam bearing instead of
tension hanger See also S126.
M&N Response:
Due to head height restrictions, this option is not viable.
S132 D 5303 Section 2: Refers to "re plan", there is nothing shown on plans - please verify.
M&N Response:
This section should be cut on S 109 near Grid L.5-22 and Grid R-24. This revision to
S 109 will be added in the future addendum.
S133 - not used
S134 D 5303 Section 5: Detail not drawn per scheduled beams on plan, beams are not the same
depth, revise detail. Consider mild top steel @ support.
M&N Response:
Please refer to the revised section.
5135 D 5303 Section 6: Appears to be a beam, however the bot rebar is not identified. Stirrup
hooks are not realistically shown, please verify.
M&N Response:
Beam reinforcing is provided on sheet 5002.
S136 D 5303 Section 7: Plan 5108 says this is wall beam 5 which appears to be 12" thk; please
clarify if this is a beam or a wall beam. What is top & bot reinf shown. What are beam
stirrups shown?
M&N Response:
Please see revised plans.
5137 D 5303 Section 8:
a) This section indicates a wall of various thicknesses without actually
dimensioning wall thickness.
b) Various rebar is shown with very long hooks that are not identified.
C) A Hz beam appears below the bearing level of the tee beam on the left. No
definition of this beam is furnished. Doweled to the top PT beam are not
identified.
d) FOR please review & clarify detail
M&N Response:
The wall dimensions are shown on the plans, the beam is noted as a wall beam in the
sections. Dowels are added.
S138 D 5303 Section 9: This is a confusing section - is this slab cantilevered from interior or a
col strip? Define reinforcing. Call out expansion anchor embedment
M&N Response:
Reinforcement of slab is indicated on the plans. See revised section.
S139 D 5303 Section 10: Reinf is not defined. Pls define. Verify slab to wall beam dowel/shear
friction.
M&N Response:
Refer to revised beam schedule on 5002, revised plan sheet S 109 and revised Section
10/5303. See attached calculations.
S140 D 5303 Section 11: Reinf dowels to concrete pad are not specified. Pls specify; anchor
W 16 skids to pad for wind and seismic loads for equipment.
M&N Response:
Please refer to revised Section 11/5303.
S141 D 13/5303: Define expansion anchor size spacing, edge distance - verify that top of CMU
does not cause edge distance issues. Verify if expansion anchor is stainless, indicate as
such if req'd.
M&N Response:
Please refer to revised Section 13/S303. Anchor material does not need to be stainless
steel.
S142 D 14/S303: Please specify rebar and dimensions.
M&N Response:
Please refer to revised section.
S143 DC S001: Appears ground snow load is required for ground level lid design, in lieu of roof
snow load used: pg = 100/.7=143 psf. Please verify.
M&N Response:
Roof framing is designed to comply with the Town of Vail amendments to the 2003 IBC.
S144 C Transfer loads from buildings above the parking garage appear to be conservatively taken
as the exterior soil load plus the snow / truck load. Please verify all point loads and line
loads are accounted for and transferred through to the footings.
M&N Response
These loads have been accounted for in our design.
S145 D,C S 110: Transfer beams for building C located between consecutive PT beams are not
called out on plans. Please provide details and calculations for all such beams.
M&N Response:
Please refer to revised plans.
S 146 D,C S108: At the 18" thick concrete slab the specified amount of reinforcement does not
match the calculations. It appears the top and bottom continuous reinforcement is not
specified on the plans. Please verify.
M&N Response:
Please refer to revised plans.
S147 D,C S 104: The calculations for the 12" thick concrete slab (page S44) indicate punching
shear reinforcement is required at column 9 (grids 0.7-14.3). Please verify and provide
the appropriate shear reinforcement.
M&N Response:
See revised plan.
S148 D 5001: The tie spacing for column C9 exceeds the requirements of ACI. Please verify.
(ACI 318 7.10.5.2.)
M&N Response:
Please refer to revised schedule.
S149 DC It appears that the PT stressing ends are not encapsulated. Per ACI all tendons exposed
to corrosive environments need to be encapsulated with a water tight membrane. Please
verify PT general notes. (ACI 318 18.16.4)
M&N Response:
The end anchorages for the tendons will be grouted. Waterproofing details have been
completed to prevent moisture from getting to the tendons.
S150 DC Please provide a Post-Tensioning Specification section.
M&N Response:
The concrete specification with our General Notes on 5001 provide the required
information.
S151 C Calculations for the B12 span3 do not match the drawings. Please verify.
M&N Response:
B 12 span3 does match the drawings on 5002.
S152 C Please verify the long term deflection for beam B 18 meets ACI tolerances.
M&N Response:
B 18 has been changed to B 18a and B 18b was created to better meet ACI tolerances for
creep and long term deflection. See attached calculations.
S153 C,D S109: East and west pool beams are not specified on plans. Please provide calculations
and detail for the specified beams.
M&N Response:
Refer to item S86.
S154 - not used
S155 D S109: The beam at the entrance of the tunnel near grids R.5-25.5 is not scheduled.
Please specify mild reinforcement, shear reinforcement, and PT tendons.
M&N Response:
Refer to revised beam schedule on 5002, revised plan sheet S 109, and attached
calculations.
S156 D 5001: The general notes specify where to splice continuous reinforcement in walls and
beams. Please clarify top and bottom reinforcement for walls, consider using inside face
and outside face (I.F. and O.F.).
M&N Response:
Please refer to foundation sections.
S157 D Per the general notes it is unclear where to splice the continuous reinforcement in the
structural slabs. Please clarify. See also 5116.
M&N Response:
Refer to General Note 7.G.
S158 C S 110: The calculations for the PB 1 PT beams did not account for the steps near grid line
11.1. The two beams adjacent to the steps can only account for one compression flange
(high side of the step only). Please provide calculations verifying the two PB 1 beams
have adequate reinforcement and strength providing they only have a one-sided
compression flange.
M&N Response:
Refer to the attached sheets from RAM concept calculations. Sketch shows step in top of
slab of computer model.
S159 C,D S 109: Please schedule reinforcement for beams PB9 and PB 10. Please provide
calculations for these beams accounting for a one sided compression flange.
M&N Response:
See revised schedule and attached calculations.
S160 D Detail at stair cores reference the wrong detail. Please provide a detail through the stair
cores specifying the reinforcement.
M&N Response:
Please refer to revised plans and sections.
S161 - not used
S162 D Is the wall beam reinforcement continuous at corners. If so please provide details for
corner reinforcement and lap splices. Congestion may be a problem at these locations.
M&N Response:
Please refer to revised plans.
S163 C,D S002: In the cantilever portions of beams B4, B 13, B 14, and B 15 ACI requires ties be
spaced <3db for the development length of the top reinforcement. Please provide a detail
at cantilever beam sections to clarify the stirrups in these locations per the beam schedule
call out for ties. (ACI 318 12.5.4)
M&N Response:
Cantilever portions of beams mentioned do not have to be modified to follow ACI 318
12.5.4 provisions since the bar stress is low enough per the ACI Commentary. See
Section 7/S002 for detail.
S164 D S301: In section 13 a CMU wall is shown under the cantilever portion of the structural
slab. If CMU is not designed to take the weight of the structural slab, a slip connection is
required between the CMU wall and the slab to allow for long term deflections in the
slab, please provide a detail.
M&N Response:
Please refer to revised section.
S165 D S108: Please clarify where plan note 6 occurs by hatching the specific areas and verify all
calculations take the extra soil weight into account.
M&N Response:
The "hatched" areas referenced in Note 6 are on the east and west sides of the 16%
0" wide roadway that is on top of the structural slab/beams from the upper level (8184%
0") at Grid L-10.8 down to the lower Level (8168'-2") at Grid Q.5-12.3. This
information will be shown on the future addendum.
S166 D Concrete cover and fire ratings are not clearly specified on plans. Please verify all
reinforcement coverage meet the required fire ratings.
M&N Response:
Refer to the Architectural drawings for fire rating requirements. Refer to calculation
sheet G2 in the submitted calculations.
S 167 C,D S002: Section 3 indicates the one-way slab reinforcement spanning perpendicular to the
beam is located below the longitudinal reinforcement for the beam. Refer to calculations
page R4. The beams are reinforced with #4 stirrups and #6 top bar giving a d of the slab
equal to d=8-(1.5+1/2+6/8+(5/8)/24.9". A d=6.5" was used in the calculations. If the
d=4.9" is used the provide amount of top reinforcement does not provide a ~Mn>_Mu.
There are several locations where calculations were not provided for all one-way slabs
spanning between beams. Please verify all one-way slabs spanning between beams
identifying the appropriate d distance for the negative moments and positive moments.
Consider all conditions specifically where #10 bar is called out in the one-way slabs.
M&N Response:
Please refer to revised plan.
S168 D Demo plan, D101 appears to show that an existing column / bearing wall between levels
0 and level 1, approx. @ grids 20.8 / will remain, however this is not completely clear on
the architectural or structural drawings. Please confirm existing column remains, or
provide design for column transfer beam. Please confirm walls removed @ existing
building are non load bearing.
M&N Response:
Please refer to revised D101.
S168 LS Soil restraint will be removed at the south and east faces of the existing South Lodge
Condo, during construction (excavation and demolition) and in the final condition (due to
2" gap between slabs at grade level, per note on S 109). This seems to create an
unbalanced lateral load situation at this existing building, due to lateral soil loads acting
upon the north and west faces of the building. Provide calculations to show the existing
South Lodge has a lateral load path due to lateral soil loads during and after construction,
or confirm that this issue will be coordinated by the contractor (permanent shoring @
existing structure, etc).
M&N Response:
Please refer to D 103. Existing grade is down at the 8169' level. There is no existing soil
restraint at these locations in the existing structure.
S169 S105 Column missing at grid 17/1,
M&N Response:
There is no column at this location. It is part of WB2. Refer to revised plans.
S170 S109 Grid intersection 23.2/N elevation of B22 and PB3 beam is not apparent. Referring to
Section 6 S303, it is not apparent if beam B22 is measured from the bottom of PB3 or
B24. The column at this intersection is shown supporting both the PB3 and B22 beams
but these beams are shown on the detail to be at different elevations. Provide column
connection detail, and all elevations of PB3 and B22.
M&N Response:
The elevations are indicated on the plans; refer to note 1 on sheet S 108. P133 does not
bear on the column. Refer to revised section 6/S303.
S171 S108 grid intersection 21.3/L, the elevation of the 12" slab north of beams B22 and B21
can not be determined. On plan the PB4 and PB5 beams are shown higher than the 12"
slab to the north as indicated by a step symbol; however, section 7 on 5303 shows the PT
beams lower than the slab. Please provide on plan: elevations of the north slab adjacent
to the supporting beams B22 and B21, and elevations of the PT beams and non-PT
supporting beams. Also please correlate these elevations to detail 7 on 5303. Please
provide the reinforcing detail at grid intersection 21.3/1, showing interfacing of
reinforcing for PB10,1322-5, B21-1, the column below, and the slabs.
M&N Response:
These elevations are provided on the plans. Please reference sheet 5109 and elevation
noted on S108 near grid 16.4.
S172 S 109 Please indicate if a specific pour sequence is intended or required to satisfy design
assumptions.
M&N Response:
It is not required.
S173 S 109 Please clarify if elastic shortening has been considered due to post-tensioning
M&N Response:
It has been considered
S174 S 109 5003 provide calculations and conformance to ACI318 section 18.13 Post-
tensioned tendon anchorage zones.
M&N Response:
These calculations can not be completed or provided until the specific characteristics of
the anchorage devices are determined during the shop drawing phase. Specific
reinforcing requirements shall be determined by the P.T. shop drawings for review by the
Engineer of Record.
S175 S 110 PB 1 requires approximately 3 8 tendons to achieve the final effective force of
1015k. Please provide detail of anchorages and tendon profile to get the drapes specified
considering congestion of bursting, shear and flexural reinforcing. Please specify if multi
strand anchorages are intended. The initial dead load seams to be overbalanced. Please
indicate if stage stressing is required.
M&N Response:
See response to Comment S 174. Multi-strand anchorages may be required by post-
tensioning subcontractor. Stage stressing is not required. The immediate load conditions
are part of the load cases check in the RAM Concept Program.
S176 5001 and general. Reinforcing cover appears to be specified only on S00L Calculations
provided in Ram Concept format does not indicate cover used considering layering of
reinforcing in two directions. Confirm either specific sequencing is specified or the
calculations allow for flexibility in reinforcing sequencing.
M&N Response:
The calculations allow for flexibility in reinforcing sequencing.
S177 C U24 and PT7 shows #9 top bars needed. Please verify development. For the PT7 case,
the boundary conditions suggest pinned condition. Clarify the top bars at this location
per the calculations.
M&N Response:
Please refer to the revised plans.
S178 C M10. Please provide reinforcing covers used in the calculations.
M&N Response:
2" cover was used in design.
S179 C M10 beam 1-3 calls for 20-#10 top left side. B27-3 on S002 calls for a lesser amount of
17#10. Please provide justification for the reduced reinforcing from the calculated
amount.
M&N Response:
The total amount of reinforcement at this location is 174 10 plus the continuous 649.
S180 C/D M7 and M8 shows reaction moments where connected to the BM22. Provide
calculations for BM22 considering torsional effects. Also section 6 on 5303 does not
appear to address this fixity. See 5135.
M&N Response:
See the attached calculations indicating that the torsion induced into the beam BM22 by
the 2.8 kft end moment from Beam B24-1 is less than the torsional moment below which
torsion can be neglected. (The end moment for Beam B23-1 is even smaller). Refer to
the Beam Reinforcing Schedule on S002 for the "D" reinforcing for B23-Span 1. The
schedule will be revised in the next addendum to include the same "D" reinforcing for
Beam B24-Span 1 as Beam B23-Span 1.
S181 C M6 shows column heights of 40 feet. With the increased column lengths the column
moments are reduced. Please provide justification for modeling the columns extremely
long. Please provide a reference for the column design considering applied moments
from the floor designs shown on M1 and M14.
M&N Response:
The program used assumes 100% fixity at the columns and does not consider cracked
sections. This does not hold up to engineering judgment, therefore, the columns have
been modeled longer.
S182 C S 105 M24-M27 Calculations appear to conclude #5 top and bot reinforcing. The plans
show #6 top and bot with #5 add bars. The spacing on the plan appears to specify much
more reinforcing than the calculations conclude. Is there another load case or condition
that controls? It is not clear if the added reinforcing shown at 21.3/N is to be used at all
column locations including the short spans on grid L.5.
M&N Response:
The reinforcement beyond the calculations is required for crack control and creep
mitigation. The add bars shown are typical at all column locations.
S183 C F6 shows f c = 5000psi S001 specifies f c = 4000psi for the footings- verify footings
have been designed per plans.
M&N Response:
Footing design verified at fc = 4000 psi. No changes are required.
S184 D Building C S 102: Please verify transfer load from column above for beam 5. See
comment S 12 Volume #4 Ski Club. Please verify deflections and strength of beam.
M&N Response:
Beam 5 has been verified and design is adequate
S185 D Building C S 102: Please provide splice positions for top and bottom continuous
reinforcement for the one way slab.
M&N Response:
Please refer to Note 7.G. in General Notes on Sheet 5001 for splice locations.
End of Comment Responses.
If you have any questions or comments, please call.
Very truly yours,
MO OE EWELL ENGINEERS, INC.
Peter D. oroe, P.E.
0
Principal
F~
t-
rf
Monroe & Newell
Engineers, Inc.
STRUCTURAL ENGINEERING CALCULATIONS
For.
Vail's Front Door
Building "A"
Building Permit #1306-0018
Vail, Colorado
M&N #5500.02
Vail, Colorado
Denver, Colorado
Frisco. Colorado
These drawings and calculations are the property of Monroe & Newell Lngineers, Inc. Any use or
reproductions of these calculations without the expressed written permission of Monroe & Newell
Engineers, Inc. is strictly prohibited.
**P.E. stamp on sheet applies to the following calculation pages and indicates that have been reviewed.
This includes all sheets attached to this cover.
May 5, 2006
.i
2006 Platinum Sponsor
The Colorado Chapter of
The American Institute of Architects
www.monroe-newell.com
1701 Wynkoop Street • Suite 200 • Denver, Colorado 80202
(303) 623-4927 • FAX (303) 623-6602 . email: denver@monroe-newell.com
05/11/2006 15:03 9706683789
x'-10-2006 1958 KCE I NC
May 10, 2006
Koechiain
MONROENEWELLFRISCO 02
(SO2
Con ulting Engineers, Inch
Consulting otechnical Engineers
12364 W. Alameda Pkwy . Suite I IS . Lakewood, CO 80228.2045
www.KCEDenver.corn
LE1K , -0013
(303) 9891223
(303) OSM204 FAX
Rick Caudel
Wall Resorts Dc%,Wopment Company
Sox 9S9
P.O.
Avon; Co 9162M959
g10I/StLVRTdQRd
(970) 949.6009
(970) 8499223 FAX
Subject: Town of Va0 Comments .Rook Dowels and Shoring Deflecdon
Vail's Front Doan
Vail, Colorado
Job No. 03-015
As requested, we have reviewed our Soils and Foundation Investigation Report, Job No. 03-015, dsited august 19,
2003 and subsequent consultation letters with turd to mock dowels and latard earth prosaures conceals refad by
the T6wn of Vall ('TOI) comments. The purpose ofthis letter is to present our understanding of the TOV caeamatits
and our conclusions and recommendations with regard to these comments.
The first comment ftom•the TOV was with regard to the epoxied length of the rock doviek. We understand drat
roOk dowels ass deoigned for it wooing load of 27 hips, Tit order to achieve a wonting load of 27 kips, we
recommend butt the dowels be ittstalIed and epoxied fora minimum length of 40 itches, This recommendation is
based an the dowels being htatailed in competent bedrock A represesatadve fi= our of5e should ob oe the
bedrock prior to the installation of the epoxied dowels in order to verity our design rrlteris.
The second comment from the TOW wax with MAIN to the poteft fbr additional lateral loading fmnl the shoring
system when the shorfrtg system deflected, It is our opinion that if the shotng system deflects, the deflection; will
occur prior to the installation of the badMI. Our opinion is based on the shoring system being constructed with
tensioned Ve-backs and the ba*MHag process not begiming for at least 6 months after the shoring system has been
imt HOL Because the shoring system will deflect prior to hWallat vn of the bacltwl, It is our opinion that the
shoring systcrc will not add any additional lateral loading to the proposed f?Mndation walla.
If you have say questions fi om a geoucchniW viewpoix; please oontsct us.
KOECHLEIN
Scott S, Myer; ,7
Senior Engineor
TING ENGINEERS, MC,
co: Randy JIM 4240 Architecture
CC- Mark Gee, Monroe & Newell
T0TAL P.02
'51136,
Title : Vail's Front Door - Garages Job # 5500.02
Dsgnr: GML Date: 12:44PM, 16 MAY 06
Description : Building A
Scope : Structural Design
User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Multi-Span Concrete Beam Page 1
(c)1983-2003 ENERCALC Engineering software vfd garage.ecw:Calculations
Description Beam above two core openings WB7 (S1 13a)
General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000
Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40
f'c 5,000.0 psi Stirrup Fy 40,000.0 psi ACI Live Load Factor 1.70
Concrete Member Information
Description span #1 span #2
Span ft 6.50 6.50
Beam Width in 12.00 12.00
Beam Depth in 24.00 24.00
End Fixity Pin-Pin Pin-Pin
Reinforcing Center Area 4.00in2 4.00in2
Bar Depth
22.001n
22.00in
Left Area
4.001n2
4.00in2
Bar Depth
4.001n
4.00in
Right Area
4.00in2
4.00in2
Bar Depth
4.00in
4.00in
Loads
Using Live Load This Span
Dead Load
k/ft
Live Load
k/ft
Results
Mmax @ Cntr
k-ft
@X=
ft
Mn * Phi
k-ft
Max @ Left End
k-ft
Mn * Phi
k-ft
Max @ Right End
k-ft
Mn * Phi
k-ft
Shear @ Left
k
Shear @ Right
k
Reactions & Deflections
DL @ Left
k
LL @ Left
k
Total @ Left
k
DL @ Right
k
LL @ Right
k
Total @ Right
K
Max. Deflection
in
@X=
ft
Inertia : Effective
in4
Shear Stirrups
Stirrup Rebar Area
1n2
Spacing @ Left
in
Spacing @ .2*L
in
Spacing @ .4*L
in
Spacing @ .6*L
in
Spacing @ .8*L
in
Spacing @ Right
in
Yes
Yes
3.350
3.350
1.000
1.000
Beam OK
Beam OK
18.98
18.98
2.43
4.07
350.95
350.95
0.00
-33.75
314.95
314.95
-33.75
0.00
314.95
314.95
Bending OK
Bending OK
15.58
25.96
25.96
15.58
8.17
27.22
2.44
8.12
10.60
35.34
27.22
8.17
8.12
2.44
35.34
10.60
-0.001
-0.001
2.73
3.77
13,824.00
13,824.00
0.400
0.400
Not Req'd
Not Req'd
Not Req'd
Not Req'd
Not Req'd
Not Req'd
Not Req'd
Not Req'd
Not Req'd
Not Req'd
Not Req'd
Not Req'd
4113a
Title : Vail's Front Door - Garages Job # 5500.02
Dsgnr: GML Date: 12:44PM, 16 MAY 06
Description : Building A
Scope : Structural Design
User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Multi-Span Concrete Beam Page 2
(c)1983-2003 ENERCALC Engineering Software vfd garage.ecw:Calculations
Description Beam above two core openings WB7 (S1 13a)
Location
ft
0.00
0.00
Moment
k-ft
0.0
-33.7
Shear
k
15.6
26.0
Deflection
in
0.0000
0.0000
51130
Title : Vail's Front Door - Garages Job # 5500.02
Dsgnr: GML Date: 12:45PM, 16 MAY 06
Description : Building A
Scope : Structural Design
User: KW-0606238, Ver5.8.0, 1-Dec-2003 Rectangular Concrete Column Page 1
(cj1983-2003 ENERCALC Engineering Software vfd garage.ecw:Calculations
Description Column Supporting Beam above openings in WB7 (S1 13a)
General Information Code Ref: ACI 318-02,1997 UBC, 2003 1130, 2003 NFPA 5000
Width 12.000 in f'c 5,000.0 psi Total Height 9.000 ft
Depth 12.000 in Fy 60,000.0 psi Unbraced Length 9.000 ft
Rebar: Seismic Zone 1 Eff. Length Factor 1.000
2- # 6 d= 2.000 in LL & ST Loads Act Separately Column is BRACED
2- # 6 d= 9.000 in
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.
Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2
Dead Load Live Load Short Term Eccentricity
Axial Loads 27.000 k 8.000 k k in
Column is OK
12.00 x 12.00in Column, Rebar:
246 C 2.00in, 246 Q 9.00in
ACI C-1
ACI C-2
ACI C-3
Applied : Pu : Max Factored
51.40 k
28.35 k
24.30 k
Allowable : Pn * Phi @ Design Ecc.
369.26 k
369.26 k
369.26 k
M-critical
4.11 k-ft
2.27 k-ft
1.94 k-ft
Combined Eccentricity
0.960 in
0.960 in
0.960 in
Magnification Factor
1.00
1.00
1.00
Design Eccentricity
0.960 in
0.960 in
0.960 in
Magnified Design Moment
4.11 k-ft
2.27 k-ft
1.94 k-ft
Po * .80
568.10 k
568.10 k
568.10 k
P : Balanced
196.03 k
196.03 k
196.03 k
Ecc : Balanced
5.749 in
5.749 in
5.749 in
Slenderness perAC1318-95Section 10.12& 10.13
Actual k Lu / r 30.000
Elastic Modulus
4,030.5 ksi
Beta 0.800
ACI Ea. C-1
ACI Ea. C-2
ACI Ea. C-3
Neutral Axis Distance
12.9400 in
12.9400 in
12.9400 in
Phi
0.6500
0.6500
0.6500
Max Limit kl/r
34.0000
34.0000
34.0000
Beta = M:sustained/M:max
0.7354
1.0000
1.0000
Cm
1.0000
1.0000
1.0000
El / 1000
0.00
0.00
0.00
Pc : pi^2 E I / (k Lu)^2
0.00
0.00
0.00
alpha: MaxPu / (.75 Pc)
0.0000
0.0000
0.0000
Delta
1.0000
1.0000
1.0000
Ecc: Ecc Loads + Moments
0.960
0.960
0.960 in
Design Ecc = Ecc * Delta
0.960
0.960
0.960 in
ACI Factors (per ACI 318-02, applied internally to entered loads)
ACI C-1 & C-2 DL 1.400
ACI C-2 Group Factor
0.750
Add"I "1.4" Factor for Seismic 1.400
ACI C-1 & C-2 LL 1.700
ACI C-3 Dead Load Factor
0.900
Add"I "0.9" Factor for Seismic 0.900
ACI C-1 & C-2 ST 1.700
ACI C-3 Short Term Factor
1.300
....seismic = ST * : 1.100
51
Title : Vail's Front Door - Garages Job # 5500.02
Dsgnr: GML Date: 12:45PM, 16 MAY 06
Description : Building A
Scope : Structural Design
User: KW-0606238, Ver5.8.0, 1-Dec-2003 Rectangular Concrete Column Page 2
(c)1983-2003 ENERCALC Engineering Software Ad garage.ecw.Calculations
Description Column Supporting Beam above openings in WB7 (S1 13a)
Sketch & Diagram
n Axial : Pn'phi (k)
DL=27.0, LL-8.0s, ST=O.Ok
12in
12in
9tt
• •
61.6
I i
•
Pu
MU (Eq 9-1):
9
3k
4
1-ft '
,
~
.
,
.
PU,MU (Eq 9-2) : , 9.3k, 2.3 -ft
10.3
j
~Eq 69.3k, L. -n
- j
59.0 j
07.7
I
56.4
I
I
05.1
!
! j
'
~ I
i
02.6
o.a iz.a Ia.j Za.i JZ.Z 3a.a 45.0 51.5 57.9 64.4
Moment: Mn•pni (k-ft)
~
Title : Vail's Front Door - Garages Job # 5500.02
Dsgnr: GML Date: 12:50PM, 16 MAY 06
Description : Building A
Scope : Structural Design
User: KW-0606238, Ver5.8.0, t-Dec-2003 Concrete Rectangular & Tee Beam Design Page 1
(c)1983-2003 ENERCALC Engineering Software vfd garage.ecw:Calculations ill
Description Pool Beams (B20)
General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Span
28.00 ft
f'c
5,000 psi
Depth
36.000 in
Fy
60,000psi
Width
Flange @ One Side
30.000 in
Concrete Wt.
145.0pcf
Flange Thickness
12.000 in
Seismic Zone
1
Web Spacing
28.000 ft
End Fixity
Pinned-Pinned
Tee beam weight calc'd us
ing Depth * Width
Live Load acts with
Short Term
Reinforcing
Rebar @ Center of Beam...
Rebar @ Left End of Beam...
Rebar 0 Right End of Beam...
Count Size
'd' from Top
Count Size 'd' from Top
Count Size 'd' from Top
#1 2 6
3.00in
#1 2 6 3.00 in
#1 2 6 3.00 in
#2 9 10
34.00 in
#2 9 10 34.00 in
#2 9 10 34.00 in
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.
Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2
Uniform Loads
Dead Load Live Load Short Term Start End
#1 7.200 k 2.200 k k 0.000 ft 28.000 ft
Beam Design OK
Span = 28.00ft, Width= 30.00in Depth = 36.00in 'T' Beam with Flange= 12.00in thick @ One Side, Web spac= 28.00ft
Maximum Moment : Mu
1,503.56 k-ft
Allowable Moment : Mn*phi
1,672.41 k-ft
Maximum Deflection
-0.5238 in
Maximum Shear : Vu
171.84 k
Max Reaction @ Left
146.82 k
Allowable Shear : Vn*phi
171.84 k
Max Reaction @ Right
146.82 k
Shear Stirrups...
Stirrup Area @ Section 0.440
in2
Region 0.000
4.667
9.333 14.000 18.667
23.333 28.000 ft
Max. Spacing 14.017
16.500
16.500 16.500 16.500
16.500 14.488 in
Max Vu 171.836
144.342
72.171 70.453 70.453
142.624 170.118 k
Bending & Shear Force Summary
Bending... Mn*Phi
Mu, Eq. C-1 Mu, Eq. C-2
Mu, Eq. C-3
Center 1,672.41 k-ft
1,503.56 k-ft 1,127.67 k-ft
730.96 k-ft
Left End 1,608.51 k-ft
0.00 k-ft 0.00 k-ft
0.00 k-ft
Right End 1,608.51 k-ft
0.00 k-ft 0.00 k-ft
0.00 k-ft
Shear... Vn*Phi
Vu, Eq. C-1 Vu, Eq. C-:
Vu, Eq. C4
Left End 171.84 k
171.84 k 128.88 k
83.54 k
Right End 170.12 k
170.12 k 127.59 k
82.70 k
Deflection
V W -a, u
vownwaru
DL + [Bm Wt]
0.0000 in at
28.0000 ft
-0.3953 in at 14.0000ft
DL + LL + [Bm Wt]
0.0000 in at
28.0000 ft
-0.5238 in at 14.0000ft
DL + LL + ST + [Bm Wt]
0.0000 in at
28.0000 ft
-0.5238 in at 14.0000ft
Reactions...
@ Left
@ Right
DL + [Bm Wt]]
116.025 k
116.025 k
DL + LL + [Bm Wt]
146.825 k
146.825 k
DL + LL + ST + [Bm Wt]
146.825 k
146.825 k
Title : Vail's Front Door - Garages Job # 5500.02
Dsgnr: GML Date: 12:50PM, 16 MAY 06
Description : Building A
Scope : Structural Design
User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design Page 2
(01983-2003 ENERCALC Engineering Software vfd garage.ecw:Calculations ill
Description Pool Beams (B20)
Section Analysis
Evaluate Moment Capacity...
Center
Left End
Riaht End
X : Neutral Axis
3.445 in
6.360 in
6.360 in
a = beta * Xneutral
2.756 in
5.088 in
5.088 in
Compression in Concrete
351.390 k
648.720 k
648.720 k
Sum [Steel comp. forces]
6.149 k
36.707 k
36.707 k
Tension in Reinforcing
-685.800 k
-685.800 k
-685.800 k
Find Max As for Ductile Failure...
X-Balanced
20.122 in
20.122 in
20
1224 in
Xmax = Xbal * 0.75
15.092 in
15.092 in
.
15.092 in
a-max = beta * Xbal
16.098 in
16.098 in
16.098 in
Compression in Concrete
2,967.367 k
1,539.367 k
1
539.367 k
Sum [Steel Comp Forces]
49.060 k
49.060 k
,
49.060 k
Total Compressive Force
3,016.427 k
1,588.427 k
1,588.427 k
AS Max = Tot Force / Fy
50.274 in2
26.474 in2
26.474 in2
Actual Tension As
11.430 OK
0.000 OK
0.000 OK
Additional Deflection Calcs
Neutral Axis
8.445 in
Mcr
334.04 k-ft
Igross
157,575.05 in4
Ms:Max DL + LL
1,027.77 k-ft
Icracked
65,539.47 in4
R1 = (Ms:DL+LL)/Mcr
0.325
Elastic Modulus
4,030.5 ksi
Ms:Max DL+LL+ST
1,027.77 k-ft
Fr = 7.5 * f'CA.5
530.330 psi
R2 = (Ms:DL+LL+ST)/Mcr
0.325
Z:Cracking
126.148 kin
I:eff Ms(DL+LL)
68,699.270 in4
Leff Ms(DL+LL+ST)
68,699.270 in4
Eff. Flange Width
58.00 in
ACI Factors (per ACI 318-02, applied internally to entered loads)
ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"1 "1.4" Factor for Seismic 1.400
ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900
ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300
....seismic = ST * : 1.100
Title : Vail's Front Door - Garages Job # 5500.02
Dsgnr: GML Date: 12:50PM, 16 MAY 06
Description : Building A
Scope : Structural Design
[LRev: 80009
KW-0608238, Ver5.8.0, 1-Dec-2003 Concrete Rectan ular & Tee Beam Design Page 3
32003 ENERC ALC Engineering Software g vfd garage.ecw:Calculatiom
Description Pool Beams (B20)
Sketch & Diagram
9"111111-1;1_1 fl"TfiA1i;1(!!111M'IPrMIfl 9.4km
Mu:Max = 1,503.56k-8
Dmax = 0.5238in
Rmax = 146.825k Rmax 1
VU-Max = 171.836k Vu Max =
rr.w rw uv ev ta.eu r[.4u ([b.2u X28.001,127.62.80 5.60 840 1120 ~t ,oo I'iF187 9.60 g2.40
M,353.<7 I I- M014 IL _
20~2.~1 -411-4
052Y 8,5 50 - 789.37, i
902 141 - . -
576.60
•
75 78
1
t__-.i k6384.---
I - - 451.07,
~1.2 7 -
BeNdit Moment (k-ft) Location Along Member (it) Bekft Moment (k- t) Location Along Member (ft)
Beam Sketch Stresses for ACI C-1 Combination Stresses for ACI C-2 Combination
lR-~4 Location Along Member (ft)
Stresses for ACI C-3 Combination
1, . ,h , ab.i.n N<mher n)
9t o ,14(10 ,v P7 "i5ci 22140 25
w,y y v=nwuun On) Location Along Member (H)
Stresses for Service Dead + Live Loads Stresses for Dead+Live+Short Term Loads
r~
Monroe & Newell
Engineers, Inc.
STRUCTURAL ENGINEERING CALCULATIONS
For:
Vail's Front Door
Building "A"
Parking Garage and Loading Dock
Permit B06-0018
Vail, Colorado
M&N #5500.02
These drawings and calculations are the property of Monroe & Newell Engineers, Inc. Any use or
reproductions of these calculations without the expressed written permission of Monroe & Newell
Engineers, Inc. is strictly prohibited.
Vail, Colorado
Denver, Colorado
Dillon, Colorado
**P.E. stamp on sheet applies to the following calculation pages and indicates that have been reviewed.
This includes all sheets attached to this cover.
Apr,*,, 006
2006 Platinum Sponsor
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The American Institute of Architects
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(303) 623-4927 • FAX (303) 623-6602 . email: denver@monroe-newell.com
e
~55/?0, 0'Z
Monroe & Newell cos
Engineers, Inc. SHEET NO. OF
CALCULATED BY M Z' DATE
CHECKED BY DATE
SCALE
v1
~s
4f l vt f ` pf ZQ~ ~a E
Title : Vail's Front Door - Garages Job # 5500.02
Dsgnr: GML Date: 9:51 AM, 28 MAR 06
Description : Building A
Scope : Structural Design
er: KW0606238, Ver 5.8.0, 1-Dec-2003
1983-2003 ENERCALC Engineering Software
Multi-Span Concrete Beam
Page 1
vfd garaoe.ecw:Calculations
Description Wall Beam - WB1
General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ill
Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40
f'c 5,000.0 psi Stirrup Fy 40,000.0 psi ACI Live Load Factor 1.70
Concrete Member Information
Description
span #1
span #2
span #3
span #4
Span
ft
35.50
47.00
40.50
32.50
Beam Width
in
18.00
18.00
18.00
18.00
Beam Depth
in
234.00
234.00
234.00
234.00
End Fixity
Pin-Pin
Pin-Pin
Pin-Pin
Pin-Pin
Reinforcing Center
Area
15.24in2
15.24in2
15.24in2
15.24in2
Bar Depth
210.00in
210.00in
210.00in
210.00in
Left
Area
15.24in2
15.24in2
15.24in2
15.24in2
Bar Depth
24.00in
24.00in
24.00in
24.00in
Right
Area
15.24in2
15.24in2
15.24in2
15.24in2
Bar Depth
24.00in
24.00in
24.00in
24.00in
Loads
Using Live Load This Span
Yes
Yes
Yes
Yes
Dead Load
k/ft
24.500
24.500
24.500
24.500
Live Load
k/ft
16.800
16.800
16.800
16.800
Results
Beam OK
Beam OK
Beam OK
Beam OK
Mmax @ Cntr
k-ft
5,103.76
6,548.01
3,720.48
4,801.63
@ X =
ft
~ 12.78
23.81
21.33
20.15
Mn * Phi
k-ft
13,965.75
13,965.75
13,965.75
13,965.75
Max @ Left End
k-ft
0.00
-11,173.05
-10,448.83
-7,946.83
Mn * Phi
k.-ft
1 13,965.75
13,965.75
13,965.75
13,965.75
Max @ Right End
k-ft
-11,173.05
-10,448.83
-7,946.83
0.00
Mn * Phi
k-ft
13,965.75
13,965.75
13,965.75
13,965.75
Bending OK
Bending OK Bending OK
Bending OK
Shear @ Left
k
801.03
1,492.62
1,334.69
1,265.99
Shear @ Right
k
1,430.50
1,461.80
1,211.14
776.96
Reactions & Deflections
DL @ Left
k
312.21
1,139.30
1,089.95
965.47
LL @ Left
k
214.08
781.23
747.39
662.04
Total @ Left
k
526.29
1,920.53
1,837.34
1,627.51
DL @ Right
k
1,139.30
1,089.95
965.47
302.82
LL @ Right
k
781.23
747.39
662.04
207.65
Total @ Right
k
1,920.53
1,837.34
1,627.51
510.47
Max. Deflection
in
-0.007
-0.015
-0.005
-0.006
@ X =
ft
14.20
23.81
21.33
18.63
Inertia : Effective
in4
8,704,645.76 18,704,645.75
Shear Stirrups
Stirrup Rebar Area
in2
0.000
0.400
0.400
0.400
Spacing @ Left
in
0.00
17.78
17.78
Not Req'd
Spacing @ .2*L
in
0.00
17.78
17.78
Not Req'd
Spacing @ A*L
in
0.00
17.78
17.78
Not Req'd
Spacing @ .6*L
in
0.00
17.78
Not Req'd
Not Req'd
Spacing @ .8*L
in
0.00
17.78
Not Req'd
Not Req'd
Spacing @ Right
in
0.00
17.78
Not Req'd
Not Req'd
5V
Title : Vail's Front Door - Garages Job # 5500
Dsgnr: GML Date: 9:51 AM, 28 MAR 0
Description : Building A
Scope : Structural Design
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description Wall Beam - WB1
Multi-Span Concrete Beam
vfd
2 `7 (,C
Page 2 IP
Calculations X77
Query Values
Location
Moment
Shear
Deflection
ft
0.00
0.00
0.00
0.00
k-ft
0.0
-11,173.0
-10,448.8
-7,946.8
k
801.0
1,492.6
1,334.7
1,266.0
in
0.0000
0.0000
0.0000
0.0000
:Iz
Monroe & Newell
Engineers, Inc.
JOB
SHEET NO. OF
S lad
CALCULATED BY 6/11 L, DATE S € -7 C6~1`
CHECKED BY
ccni F
DATE
Title : Vail's Front Door - Garages
Dsgnr: GML Date
Description : Building A
Scope : Structural Design
1-Dec-2003 Concrete Rectangular & Tee Beam Design
ineerina Software
Description Wall Beam - W132
Job # 5500.02
4:26PM, 29 MAR 06
Page 1
vfd garaoe.ecw:Calculations
General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 1
Span
35.00 ft
f'c
5,000 psi
Depth
244.000 in
Fy
60,000 psi
Width
18.000 in
Concrete Wt.
150.0 pcf
Seismic Zone
1
End Fixity
Pinned-Pinned
Beam Weight Added Internally
Live Load acts with
Short Term
Reinforcing
Rebar @ Center of Beam...
Rebar @ Left End of Beam...
Rebar @ Right End of Beam...
Count Size
'd' from Top
Count
Size 'd' from Top
Count
Size
'd' from Top
#1 6 10
210.OOin
#1 4
10 12.00 in
#1 4
10
12.00 in
#2 6 10
196.00 in
#2 6
10 210:00 in
#2 6
10
210.00 in
#3 4 10
12.OOin
#3 6
10 196.00 in
#3 6
10
196.00 in
Load Factoring
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.
Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2
Uniform Loads
Dead Load Live Load Short Term Start End
#1 20.100 k 14.000 k k 0.000 ft 35.000 ft
Summary
Beam Design OK
Span = 35.00ft, Width= 18.00in Depth = 244.00in
Maximum Moment: Mu 8,934.07 k-ft
Maximum Deflection
-0.0149 in
Allowable Moment : Mn*phi 13,485.69 k-ft
Maximum Shear : Vu 0.00 k
Max Reaction @ Left
676.81 k
Allowable Shear: Vn*phi 501.99 k
Max Reaction @ Right
676.81 k
Shear Stirrups...
Stirrup Area @ Section 0.800 in2
Region 0.000 5.833 11.667
17.500 23.333
29.167 35.000 ft
Max. Spacing Not Req'd Not Req'd Not Req'd
Not Req'd ' Not Req'd
Not Req'd Not Req'd in
Max Vu 0.000 0.000 0.000
0.000 0.000
0.000 0.000 k
Bending & Shear Force Su
Bending...
Mn*Phi
Mu, Eq. C-1
Mu, Eq. C-2
Mu, Eq. C-3
@' Center
13,485.69 k-ft
8,934.07 k-ft
6,700.55 k-ft
3,400.52 k-ft
@ Left End
13,485.69 k-ft
0.00 k-ft
0.00 k-ft
0.00 k-ft
@ Right End
13,485.69 k-ft
0.00 k-ft
0.00 k-ft
0.00 k-ft
Shear...
Vn*Phi
Vu, Eq. C-1
Vu, Eq. C-:
Vu, Eq. C4
@ Left End
501.99 k
0.00 k
0.00 k
0.00 k
@ Right End
501.99 k
0.00 k
0.00 k
0.00 k
Deflection
DL + [Bm Wt]
DL + LL + [Bm Wt]
DL + LL + ST + [Bm Wt]
Reactions...
DL + [Bm Wt]]
DL + LL + [Bm Wt]
DL + LL + ST + [Bm Wt]
Upward
0.0000 in at
0.0000 ft
0.0000 in at
0.0000 ft
0.0000 in at
0.0000 ft
@ Left
@ Rioht
431.812 k
431.812 k
676.812 k
676.812 k
676.812 k
676.812 k
-0.0095 in at 17.5000ft
-0.0149 in at 17.5000ft
-0.0149 in at 17.5000ft
Title : Vail's Front Door - Garages
Dsgnr: GML Date: 4:26PM,
Description : Building A
Scope : Structural Design
User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design
(c) 1983-2003 ENERCALC Engineering Software vfd
Description Wall Beam - WB2
s~
Job # 5500.02
29 MAR 06
Page 2
:Calculations
Section Analysis
Evaluate Moment Capacity...
Center
Left End
Right End
X : Neutral Axis
14.180 in
14.180 in
14.180 in
a = beta * Xneutral
11.344 in
11.344 in
11.344 in
Compression in Concrete
867.816 k
867.816 k
867.816 k
Sum [Steel comp, forces]
46.356 k
46.356 k
46.356 k
Tension in Reinforcing
-914.400 k
-914.400 k
-914.400 k
Find Max As for Ductile Failure
X-Balanced
124.286 in
124.286 in
in
Xmax = Xbal * 0.75
93.214 in
93.214 in
93.214 in
a-max = beta * Xbal
99.429 in
99.429 in
99.429 in
Compression in Concrete
51704.714 k
5,704.714 k
5,704.714 k
Sum [Steel Comp Forces]
283.210 k
283.210 k
283.210 k
Total Compressive Force
5,987.924 k
5,987.924 k
5,987.924 k
AS Max = Tot Force / Fy
99.799 in2
99.799 in2
99.799 in2
Actual Tension As
15.240 OK
0.000 OK
0.000 OK
Additional Deflection Calcs
Neutral Axis
42.750 in
Mcr
7,893.43 k-ft
]gross
21,790,176.00 in4
Ms:Max DL + LL
5,922.10 k-ft
Icracked
3,324,616.95 in4
R1 = (Ms:DL+LL)/Mcr
1.333
Elastic Modulus
4,030.5 ksi
Ms:Max DL+LL+ST
5,922.10 k-ft
Fr = 7.5 * f'CA.5
530.330 psi
R2 = (Ms:DL+LL+ST)/Mcr
1.333
Z:Cracking
499.004 k/in
Leff Ms(DL+LL)
in4
Z:cracking > 175 : No Good!
Leff Ms(DL+LL+ST)
in4
Eff. Flange Width
18.00 in
ACI Factors (per ACI 318-02, applied internally to entered loads) I
ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I "1.4" Factor for Seismic 1.400
ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900
ACI C-1 & C-2 ST 1,700 AC! C-3 Short Teri; Facto, 1.300
....seismic = ST * : 1.100
Title : Vail's Front Door - Garages Job Of 5500.02
Dsgnr: GML Date: 4:26PM, 29 MAR 06
Description : Building A
Scope : Structural Design
User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design Page 3
(c)1983-2003 ENERCALC Enaineerina Software vfd aaraae.ecw:Calculations 11
Description Wall Beam - WB2
Sketch & Diagram
`T•~' rM.50 .7.00 .10.50 ;14.00 17.50 21.00 24.50 28.00 31.50 35.00.783.50 ;7.00 10.50 14.00 ;17.50 21.00 24.50 28.00 31.50 35
CI i
34.AkfNnrriil;r:nir iiii Irrirf 34.1k/ft
a~a~f t1~e-
as0 ~ =405.1 303.86
It_
Mu:Max=8,934.07k-tt -607.72 - •455.79 - -
Dmax=0.0149in ,q,n o,. • - _cn~-,o :
Rmax = 676.812k "max = 67&toad {1 Location Along Member (ft)
Shear Load (k)
Location Along Member (tt)
Vu-Max = 0.000k Vu Max -
d 03,50 7.00 10 to 2+ no 24.50 28.00 31.50 35.006,700.58.50 7.00
t0.sr -4 rr r < 10 74.50 28.00 31.50 '35.OC
8,040 67
6,030.50
.
7,147.26 !
5,360.44
_ _
.
6.253.85
4,690.39
'
5,360.44
4,020.33
4,467.04
3.350.2£
3573
2.680.`.
-
2,010.Ti
. -
0ei7dmg Moment (K-nf -Location Along Member tftf _
BeR Moment (K-11)
Location Along Member (1t)
Beam Sketch
Stresses for ACI C-1 Combination
Stresses for ACI C-2 Combination
1 >0 14.00 17 50 21,00 24 50 '28100 31 50 X35 000?",I n so
00 Sh
3PP -13.50 7
00 10.50 14
00 17
50 21
00 24
50 28
00 31
50 05
Y 0 50 1400 ~ 7 50 21 00
24 50 28 00
31 50 -35.00
.
.
.
.
.
.
.
.
_
ar4
_
.
a
4cc ~9
`
1!0 , t
1 !Qt
_
?
0.00
000
I
- --^rnr-'
-268.56 _
-268.56
-
0 UU
.402.84
402
84
- - - -
I
.537.12
,
_
537.12
- -
- ` -
,
Shear Load fk) I ,cation Al -a Member (ft)
Shear Load (kl
' ^^ar~^v -.-ar (ttl
154 21
692213.50 7.00 10.50 ,14.D0 1 5D 210. ''4.50 28.00 31.50 35.00572213.50' '^C
iG 1: !8.00' 31.50 95.00
-231.31 ,
5.32990
4 737 69
_
-308.
474548 _
4.145.48__
.
3.553.26.
3.55? 2a
Shear Loagj~
2961.05 -
-
2 961 _CF_
3,400.52.50 7.00 10.F
35
.
00 2 388.84_
2 368.Ff4
11 776-6i_ - - - _
1 776:63_
:
2,720.42
1,^.,:. •7:' _
59~.:'t _
1 18442:
59221
2,380.37
r;'~ . rr',
1[S30 14_DO '1750
7.00
11.00 2450 1800
0.00 350
Be&(ory
500000 3.50 /UO-
tU SU 't4'v C. i-'_d 6a~200 :?.,35.00
2,040.3
_
_
_
1 ,700
O.GO
1,360.2 1
L0.01 _
-
-0.01
-
0201d
i
-0.07 -
.0.01
-
,
0.01
001 :
680,10
0.01
340.05
.0.01
0.01
Be Moment (k-ft) Location Along Member (ft)~
Local "y" Deflection (in) Location Along Member (ft)
_0.01
Local "y- Deflection (in)
-Location Along Member (ft)
Stresses for ACI C-3 Combination
Stresses for Service Dead + Live Loads
Stresses for
Dead+Live+Short Term Loads
Monroe
& Newell
JOB Kb
SHEET NO
OF
Engineers, Inc.
.
CALCULATED BY
- p
DATE ?'2 0 G
CHECKED BY
DATE
SCALE
'
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ww~t„~ a
t~~_
.
S ~ttb
4
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.
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2 i
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q
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~
rt
iowmwr~
.
t~ v 4
. _
1 _
A Monroe & Newell
Engineers, Inc.
JOB Vpt C1U.0-z-
SHEET NO.
CALCULATED BY
CHECKED BY
ccAi F
OF
DATE DATE
JOB ~'-55dfJ,UZ sln
Monroe & Newell
Engineers, Inc. SHEET NO. pp OF
CALCULATED BY w I- DATE
CHECKED BY DATE
SCALE n
Title : Vail's Front Door - Garages
Dsgnr: GML Date
Description : Building A
Scope : Structural Design
Job # 5500.02
11:19AM, 29 MAR 06
ne
User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design Page 1
(c)1v983. -200oo~~,a3 ENERCALC Engineering Software vfd garage.ecw:Calculations
Description Coupling Beam (CB1)
General Information
Code Ref: ACI 318-02,1997 uBC, 2003 IBC, 2003 NFPA 5000
Span 20.00 ft
f'c 5,000 psi
Depth 88.000 in
Fy 60,000 psi
Width 18.000 in
Concrete Wt. 145.0 pcf
Seismic Zone 1
End Fixity Fixed-Fixed
Beam Weight Added Internally
Live Load acts with Short Term
Reinforcing
Rebar @ Center of Beam...
Rebar @ Left End of Beam... Rebar @ Right End of Beam...
Count Size 'd' from Top
Count Size 'd' from Top Count Size 'd' from Top
#1 4 8 85.OOin
#1 4 8 85.00 in #1 4 8 85.00 in
#2 6 10 3.00 in
#2 6 10 3.00 in #2 6 10 3.00 in
#3 6 10 6.OOin
#3 6 10 6.00 in #3 6 10 6.00 in
Load Factoring
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.
Factoring of entered loads to ultimate loa
ds within this program is according to ACI 318-02 C.2
Uniform Loads
Dead Load Live Load Short Term Start End
#1 16.100 k 4.800 k k 0.000 ft 20.000 ft
Beam Design OK
Span = 20.00ft, Width= 18.00in Depth = 88.00in
Maximum Moment : Mu -1,097.77 k-ft
Maximum Deflection
-0.0039 in
Allowable Moment: Mn*phi 5,402.54 k-ft
Maximum Shear: Vu 97.48 k
M
ax Reaction @ Left
224.95 k
Allowable Shear: Vn*phi 217.22 k
M
ax Reaction @ Right
224.95 k
Shear Stirrups...
Stirrup Area @ Section 0.400 in2
Region 0.000 3.333
6.667
10.000 13.333
16.667 20.000 ft
Max. Spacing 24.000 24.000
24.000
24,000 '24.000
24.000 24.000 in
Max Vu 97.482 97.482
97.482
94.847 94.847
94.847 94.847 k
Bending & Shear Force Summary
Bending... Mn*Phi
Mu, Eq. C-1
Mu, Eq. C-2
Mu, Eq. C-3
@ Center 1,246.57 k-ft
548.88 k-ft
411.66 k-ft
265.42 k-ft
@ Left End 5,402.54 k-ft
-1,097.77 k-ft
-823.32 k-ft
-530.85 k-ft
@ Right End 5,402.54 k-ft
-1,097.77 k-ft
-823.32 k-ft
-530.85 k-ft
Shear... Vn*Phi
Vu, Eq. C-'
Vu, Eq. C-:
Vu, Eq. C
@ Left End 217.22 k
97.48 k
73.11 k
47.14 k
@ Right End 217.22 k
94.85 k
71.14 k
45.87 k
Deflection
uetlections...
upward
uownwara
DL + [Bm Wt]
0.0000 in at
0.0000 ft
-0.0031 in at 10.0000 ft
DL + LL + [Bm Wt]
0.0000 in at
0.0000 ft
-0.0039 in at 10.0000ft
DL + LL + ST + [Bm Wt]
0.0000 in at
0.0000 ft
-0.0039 in at 10.0000ft
Reactions...
@ Left
@ Right
DL + [Bm Wt]]
176.950 k
176.950 k
DL + LL + [Bm Wt]
224.950 k
224.950 k
DL + LL + ST + [Bm Wt]
224.950 k
224.950 k
Title : Vail's Front Door - Garages
Dsgnr: GML Date:
Description : Building A
Scope : Structural Design
er: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design
1983-2003 ENERCALC Engineering Software
Description Coupling Beam (CB1)
Job # 5500.02
11:19AM, 29 MAR 06
10
Page 2(
Ad garage.ecw:Calculations
Section Analysis
Evaluate Moment Capacity...
Center
Left End
Right End
X : Neutral Axis
4.355 in
12.060 in
12.060 in
a = beta * Xneutral
3.484 in
9.648 in
9.648 in
Compression in Concrete
266.526 k
738.072 k
738.072 k
Sum [Steel comp. forces]
173.880 k
176.170 k
176.170 k
Tension in Reinforcing
-440.010 k
-914.400 k
-914.400 k
Find Max As for Ductile Failure...
X-Balanced
50.306 in
50.306 in
50.3061 in
Xmax = Xbal * 0.75
37.730 in
37.730 in
37.730 in
a-max = beta * Xbal
40.245 in
40.245 in
40.245 in
Compression in Concrete
2,309.051 k
2,309.051 k
2,309.051 k
Sum [Steel Comp Forces]
849.630 k
176.170 k
176.170 k
Total Compressive Force
3,158.681 k
2,485.221 k
2,485.221 k
AS Max = Tot Force / Fy
52.645 in2
41.420 in2
41.420 in2
Actual Tension As
10.780 OK
15.240 OK
15.240 OK
Additional Deflection Calcs
I
Neutral Axis
NS
10.640 in
Mcr
1,026.72 k-ft
Igross
1,022,208.00 in4
Ms:Max DL + LL
749.83 k-ft
Icracked
480,120.23 in4
R1 = (Ms:DL+LL)/Mcr
1.369
Elastic Modulus
4,030.5 ksi
Ms:Max DL+LL+ST
749.83 k-ft
Fr = 7.5 * f'CA.5
530.330 psi
R2 = (Ms:DL+LL+ST)/Mcr
1.369
Z:Cracking
165.684 k/in
Leff Ms(DL+LL)
in4
Z:cracking > 145 : Interior Only !
Leff Ms(DL+LL+ST)
in4
Eff. Flange Width
18.00 in
ACI Factors (per ACI 318-02, applied internally to entered loads)
ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I "1.4" Factor for Seismic 1.400
ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900
AC! C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300
...seismic = ST * : 1.100
Title : Vail's Front Door - Garages Job # 5500.02
Dsgnr: GML Date: 11:19AM, 29 MAR 06
Description : Building A
Scope : Structural Design Sl
User: KM 06238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design Page 3
(c)1983-2003 ENERCALC Enqineerinq Software vfd garage.ecw:Calculetions
Description Coupling Beam (CB1)
Sketch & Diagram
,
Q" x.00 l 00
MEL
6.00 8.00 10.00.12 00 14.00 16.00 18.00 -20.00 248,00 2.00
4.00 600 8.00 i10.00 :12.00 14.00 116.00 '18.00 20.00
L94t
19760- -
y.
11 11 rr
nr. irrTTi. utrir r
i 20.9k/ft 191
i
~i Prot
7130.613
-98 O7
Mu:Max - 548.88k-ft
796.02
'
-.147.01
Dmax=0.0039in
,
1
Mu:Max ® left = 1,097.77k ft
Mu:Max ri U l'G097.77k-tt
-796.02
Rmax 22
k
Rmax = 22& gad (k)
"
1 ,ation Along Member (ft) Shear Load (k)
I ocation Along Member (ft)
7.48
Vu-Max = 97.482k
Vu Max = g
8 2.00 4.00
6 00 1 ,0 44.00 16.00 18.00 20.00411,66F.00
_
4.00 6.00 : o --10 14.00 :16.00 18.00 20.00
365.92
- 274.44:
182.96
137.22
313.65
470.47
627.'0
r -784.12..._
Bending Moment (k-ft) Location Along Member (ft)
Beam Sketch Stresses for ACI C-1 Combination
235.24
352.85
-x48.09,
-705.711
Bending Moment (k-ft) Location Along Member (ft)
Stresses for. ACI C-2 Combination
'69 ?s 2.00 4.00 6.00
- - -
110
8.00 10.00 12.oO 14.00 16.00 18.00 2000 '4 :
-
10 ago 10 00 172 00 74.0016.00 18.00 .20 OC 1.- . ^D _4.00„ x_00 boo 10 00 12 00_ .14 00 moo. 18.00. 20.00
fl, ~2
"
0.00
•
'.89.26
0926'. ' .
-133 8Q
_
.•178.52
8.52 -
- -
- - - Shear Load (k)
I I nn H rs 7
Shear
r r...
'
dt
)
`
-
'
a
-63 19
374.92 2.60 4.00
- 1 ` J l
1 O~ ,
3 00
4.00 6 5.. ~ J. -
• C1 70 ,
6 0- 3.00 C 0 18.00 20.00
7 8.00 20
2.d0
16.
0374. 2
-94.79.
- - - 249.941
249.94' f
:
F726
33
- 124.,07
_ 124.97'
.
ON
Shear Load (k)
00
422
00 4
00 6
265
OG Along Member ft - -
Location 90 :14
E
DD -10
00
00 16 00 18
00 20
4
3
- - - - - -
32
.
.
.
.
.
.
.
.
.
f
-.321
1.'1
176.95
- r i -428 48
:428.48
_•85.60-
_
C4260_
88.47
-642.71
1 !
.642.71
:
0.00
rk„f~,~ L110 hor / 1
00 4. 600 8:06
0.60° 2 CIO'_ UT d`0 ~LG 10.00 112 00 f4 00 17, 00 18_ 20 000 00 200 AO_ s ~0'~..00 ~ 10 VUlrrrLOG I 66 7 20.00
.0.00
-000
x
-
.I
C00
I
.
0.00 b r
22,.51
0.00
0 00
303-34
70.06
- -0-00
000
_ r
_ L000
-
-9711.18
.0.00-_
-0.00
-
'
455
0E
-
-0.00
_
! .0.00
.
-0.00
.0.00
Bending Moment (k-ft)
Location Along Member (ft) Local "y" Deflection (in)
Location Along Member (ft) Local 'y" Deflection (in) Location Along Member (ft)
Stresses fo
r ACI C-3 Combination Stresses for Service Dead + Live Loads Stresses for Dead+Live+Short Term Loads
Title : Vail's Front Door - Garages Job # 5500.02
Dsgnr: GML Date: 11:19AM, 29 MAR 06
Description : Building A
Scope : Structural Design S 0
User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design Page 1
(c)1983-2003 ENERCALC Engineering Software vfd garage.ecw:Calculations
Description Coupling Beam (CB2)
General Information
Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000
Span
24.00 ft
f'c
5,000 psi
Depth
50.000 in
Fy
60,000 psi
Width
18.000 in
Concrete Wt.
145.0 pcf
Seismic Zone
1
End Fixity
Fixed-Fixed
Beam Weight Added Internally
Live Load acts with Short Term
Reinforcing
Rebar @ Center of Beam...
Rebar @ Left End of Beam...
Rebar @ Right End of Beam...
Count Size
'd' from Top
Count Size 'd' from Top
Count Size 'd' from Top
#1 15 10
47.00in
#1 15 10 47.00 in
#1 15 10 47.00 in
#2 10 10
4.50 in
#2 10 10 4.50 in
#2 10 10 4.50 in
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.
Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2
Uniform Loads
Dead Load Live Load Short Term Start End
#1 8.400 k 12.000 k k 0.000 ft 24.000 ft
Summary Beam Design OK
IM
Span = 24.00ft, Width= 18.00in Depth = 50.00in
Maximum Moment : Mu -1,604.58 k-ft Maximum Deflection -0.0471 in
Allowable Moment: Mn*phi 2,451.29 k-ft
Maximum Shear : Vu 275.99 k Max Reaction @ Left 255.67 k
Allowable Shear: Vn*phi 275.99 k Max Reaction @ Right 255.67 k
Shear Stirrups...
Stirrup Area @ Section 0.400 in2
Region 0.000 4.000 8.000 12.000 16.000 20.000 24.000 ft
Max. Spacing 5.228 5.424 22.750 22.750 22.750 5.528 5.324 in
Max Vu 275.988 269.569 134.785 131.576 131.576 266.360 272.778 k
Bending & Shear Force Summary
Bending...
Mn*Phi
@ Center
3,658.11 k-ft
@ Left End
2,451.29 k-ft
@ Right End
2,451.29 k-ft
Shear...
Vn*Phi
@ Left End
275.99 k
@ Riqht End
272.78 k
Deflection
DL + [Bm Wt]
DL + LL + [Bm Wt]
DL + LL + ST + [Bm Wt]
Reactions...
DL + [Bm Wt]]
DL + LL + [Bm Wt]
DL + LL + ST + [Bm Wt]
Mu, Eq. C-1
Mu, Eq. C-2
802.29 k-ft
601.72 k-ft
-1,604.58 k-ft
-1,203.43 k-ft
-1,604.58 k-ft
-1,203.43 k-ft
Vu, Eq. C-1 ,
Vu, Eq. C-:
275.99 k
206.99 k
272.78 k
204.58 k
0.0000 in at 0.0000 ft
0.0000 in at 0.0000 ft
0.0000 in at 0.0000 ft
@ Left
111.675 k
255.675 k
255.675 k
@ Right
111.675 k
255.675 k
255.675 k
Mu, Eq. C-3
201.01 k-ft
-402.03 k-ft
-402.03 k-ft
Vu, Eq. C-;
69.15 k
68.35 k
-0.0197 in at 12.0000ft
-0.0471 in at 12.0000ft
-0.0471 in at 12.0000ft
Title : Vail's Front Door - Garages
Dsgnr: GML
Description : Building A
Scope : Structural Design
Rev: 580009
User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design
(c)1983-2003 ENERCALC Engineering Software
Description Coupling Beam (CB2)
Job # 5500.02
Date: 11:19AM, 29 MAR 06
(~O
Page 2 (7 h'~
vfd garage.ecw:Calculations j
Section Analysis
Evaluate Moment Capacity...
Center
Left End
Riqht End
X : Neutral Axis
9.795 in
4.550 in
4.550 in
a = beta' Xneutral
7.836 in
3.640 in
3.640 in
Compression in Concrete
599.454 k
278.460 k
278.460 k
Sum [Steel comp. forces]
543.314 k
483.629 k
483.629 k
Tension in Reinforcing
-1,143.000 k
-762.000 k
-762.000 k
Find Max As for Ductile Failure...
X-Balanced
27.816 in
26.929 in
26.9286 in
Xmax = Xbal ` 0.75
20.862 in
20.196 in
20.196 in
a-max = beta' Xbal
22.253 in
21.543 in
21.543 in
Compression in Concrete
1,276.769 k
1,236.021 k
1,236.021 k
Sum [Steel Comp Forces]
708.025 k
1,062.038 k
1,062.038 k
Total Compressive Force
1,984.794 k
2,298.059 k
2,298.059 k
AS Max = Tot Force / Fy
33.080 in2
38.301 in2
38.301 in2
Actual Tension As
19.050 OK
12.700 OK
12.700 OK
Additional Deflection Calcs
Neutral Axis
17.685 in
Mcr
331.46 k-ft
Igross
187,500.00 in4
Ms:Max DL + LL
1,022.70 k-ft
Icracked
166,863.65 in4
R1 = (Ms:DL+LL)/Mcr
0.324
Elastic Modulus
4,030.5 ksi
Ms:Max DL+LL+ST
1,022.70 k-ft
Fr = 7.5 ' f'CA.5
530.330 psi
R2 = (Ms: DL+LL+ST)/Mcr
0.324
Z:Cracking
61.202 k/in
Leff... Ms(DL+LL)
167566.180 in4
Leff... Ms(DL+LL+ST)
167566.180 in4
Eff. Flange Width
18.00 in
ACI Factors (per ACI 318-02, applied internally to entered loads)
ACI C-1 & C-2 DL
1.400
ACI C-2 Group Factor 0.750 Add"I "1.4" Factor for Seismic 1.400
ACI C-1 & C-2 LL
1.700
ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900
ACI C-i & C-2 ST
1.700
ACI C-3 Short Term Factor 1.300
....seismic = ST' :
1.100
Title : Vail's Front Door - Garages Job # 5500.02
Dsgnr: GML Date: 11:19AM, 29 MAR 06
Description : Building A
Scope : Structural Design
Rev: 580009 Pa e 3
11
User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design g
(c)1983-2003 ENERCALC Engineering Software vfd garage.ecw:Calculations
Description Coupling Beam (CB2)
Sketch & Diagram
20.AidNi t„-,11,1i,:n: 111.1,:,,! 204k/ft
Mu: Max = 802.29k-ft
Dmax = 0.0471 in
Mu:Max 0 left = 1,604.58k-ft
Rmax = 255.675k
Vu-Max = 275.988k
Beam Sketch
24C re ~
, lt'D 52
-
IAI "A
x15917
-•119.38
~ - _ - -
7238.76
:179.07 ~
~ ~ : - - -
Mu:Max 0 rig*lB.?%04.58k-ft
7238.76
:
Rmax = 25§, qad k)
Location Along Member (ft)
Shear Load (k)
Location Along Member (ftI
Vu Max - 29 2.40 4.80 7.20
i,10 16.80 19.20 21.60
24.00661172 2.40 4.80 7.20 - -
_
. n 10 16.80 19.20 21.60 24.00
534.86'
- -
401.14 -
-
267.43:
200.571
0.00
0.00
268.45
343 84.
j
-687.68
:
51 .76
9F6,90
687
1
-1,37535
1,031.52
Bending Moment (k-ft)
Location Along Member (ft)
Bending Moment (k-ft)
Location Along Member (ft)
Stresses fo
r ACI C-1 Combination
- _
Stresses for ACI C-2 Combination
t; -1 2
40 4
80 7
20
-
00 14.40 7 6.80 19.20 21.60 24 00'90"4 7 40 -0 .80
60 12
9
7 20 _9.60 12.00 14:46 16 80 19.20 21.60 24 0 F4 fiZ? 40 4_80
2
>0 am 12 00 14 40 '16.80 19.20 21 .66 24.00
.
.
.
.
.
r~i a
.1.4
~
t!n.a l.;
-
I
- -
5lh,n7"0
4r < _
°
,
0.00
00
F70745
01.45
-1
U.u0
-15278
52.18_
-
--202.90
02.90
'
-
r Load !k)
- - - Shea
-
I t in al M . t (11 Shear Load W
~
'
t AI ,nc Mem
b
f
3988
57135240 4.80
4.80
1-021.60 24.00511.35240
7_ c" 9.6 1 D 1..
~ I u.~
19
C `7 19.20
b 00 1 1
63
0 21.60 24.00
•59.82
84090
,
'
^
- 170.45!
170.45'
-79.76
Shear Load
0-1 012.40 4.80 p.2C
Member f!)_
9 60 .12,M 14 40 p6.80 19.20 21.60 24.00 438-10
-
- - - 436130
- _ - -
134.07'.
',R4 40
C, so
3450
-
67.00
-876.60
7660
r
2 'nn of r~r~o ;r
6c1
k. ~L
y
r"':>3
1
`
5
~
°
~
~5'
2 C
01
5
r
J'0
0.00.
0
00
2~
40
4
$D_
7
00 ti 4 3G
I 6. 801
. 6
{624 0000 o-
1
10T4.4
6
0
1
24.00
Cot
114,8
-0.01
-0.01
~
-17230
-0.02;_--
-.-0.02
- :
- -0.02
_-0.02
-
-229-; 3
- - `0.03 _
-0.03
_
-297.18
'0.03 _ _
1. -.0.03
344
60
-0.04
;
.
_0.04
.04
Bending Moment (k-ft)
Location Along Member (ft) Local "y" Deflection (in)
Location Along Member (ft) Local "y" Deflection (in)
Location Along Member (11)
. Stresses for ACI C-3 Combination Stresses for Service Dead.+ Live Loads Stresses for
Dead+Live+Short Term Loads
A Monroe & Newell
Engineers, Inc.
JOB
SHEET NO.
CALCULATED BY
CHECKED BY.
QrAl c
SG'o0, 0
OF.
DATE 3 -T G ? O
DATE
p
Monroe & Newell JOB
Engineers, Inc. SHEET NO. OF
A CALCULATED BY - ! DATE CHECKED BY DATE
SCALE
D
k
C~
A Monroe & Newell
Engineers, Inc.
JOB M Gtii 5a_
SHEET NO.
OF
CALCULATED BY DATE Uf - 7004
CHECKED BY
DATE
SCALE
2
Monroe & Newell
Engineers, Inc.
JOB Y t V~lr.,r,a(1e o
SHEET NO.
CALCULATED BY & AA I_
CHECKED BY
SCALE
OF
DATE k2'~--Zod b
DATE
Monroe & Newell
Engineers, Inc.
.I()R eb J S'S-o€d' p C)z
SHEET NO. OF
CALCULATED BY V
CHECKED BY
ccnl F
DATE 25-Zoe
DATE f e
10
A Monroe & Newell
Engineers, Inc.
JOB ~rp' CSP(rOLQ `ss-C) 102
SHEET NO.
CALCULATED BY aM
CHECKED BY
.q(-.Al F
OF
DATE 3-?0- UQb
DATE
130
Title : Vail's Front Door - Garages Job # 5500.02
Dsgnr: GML Date: 8:48AM, 30 MAR 06
Description : Building A
Scope : Structural Design
DOU VV
User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design Page 1
(c)1983-2003 ENERCALC Engineering Software 7 Ad garage.ecw:Calculations
Description North West Entry to Garage Header
General Information
Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 ill
Span
20.00 ft
f'c
5,000 psi
Depth
28.000 in
Fy
60,000 psi
Width
10.000 in
Concrete Wt.
150.0 pcf
Seismic Zone
1
End Fixity
Pinned-Pinned
Beam Weight Added Internally
Live Load acts with
Short Term
Reinforcing
Rebar @ Center of Beam...
Rebar @ Left End of Beam...
Rebar @ Right End of Beam...
Count Size
'd' from Top
Count
Size 'd' from Top
Count Size 'd' from Top
#1 2 10
25.25in
#1 2
10 25.25 in
#1 2 10 25.25 in
#2 2 10
22.75 in
#2 2
10 22.75 in
#2 2 10 22.75 in
#3 3 9
3.00in
#3 3
9 3.00 in
#3 3 9 3.00 in
Load Factoring
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.
Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2
Uniform Loads
Dead Load Live Load
Short Term
Start End
#1 3.520 k
1.100 k
k
0.000 ft 20.000 ft
Summary
,
Beam Design OK
: ff-:-_~:-:
Span = 20.00ft, Width= 10.00in Depth
= 28.00in
Maximum Moment: Mu
360.32 k-ft
Maximum Deflection
0.3790 in
Allowable Moment : Mn*phi
488.36 k-ft
Maximum Shear : Vu
57.07 k
Max Reaction @ Left
49.12 k
Allowable Shear : Vn*phi
70.85 k
Max Reaction @ Right
49.12 k
Shear Stirrups...
Stirrup Area @ Section 0.400 i
n2
Region 0.000
3.333
6.667 10.000 13.333
16.667 20.000 ft
Max. Spacing 12.500
12.500
12.500 12.500 12.500
12.500 12.500 in
Max Vu 57.074
48.427
24.213 23.637 23.637
47.850 56.498 k
Bending & Shear Force Summary
Bending... Mn*Phi
Mu, Eq. C-1 Mu, Eq. C-2
Mu, Eq. C-3
@ Center 488.36 k-ft
360.32 k-ft 270.24 k-ft
171.52 k-ft
@ Left End 488.36 k-ft
0.00 k-ft 0.00 k-ft
0.00 k-ft
@ Right End 488.36 k-ft
0.00 k-ft 0.00 k-ft
0.00 k-ft
Shear... Vn*Phi
Vu, Eq. C-, Vu, Eq. C-:
Vu, Eq. C
@ Left End 70.85 k
57.07 k 42.81 k
27.17 k
@ Right End 70.85 k
56.50 k 42.37 k
26.90 k
Deflection
Deflections...
Upward Downward
DL + [Bm Wt]
0.0000 in
at 0.0000 ft -0.2916 in
at 10.0000ft
DL + LL + [Bm Wt]
0.0000 in
at 0.0000 ft -0.3790 in
at 10.0000ft
DL + LL + ST + [Bm Wt]
0.0000 in
at 0.0000 ft -0.3790 in
at 10.0000ft
Reactions...
@ Left
@ Right
DL + [Bm Wt]]
38.117 k
38.117 k
DL + LL + [Bm Wt]
49.117 k
49.117 k
DL + LL + ST + [Bm Wt]
49.117 k
49.117 k
sty
Title : Vail's Front Door - Garages Job # 5500.02
Dsgnr: GML Date: 8:48AM, 30 MAR 06
Description : Building A
Scope : Structural Design
Rev: 580009
User: KW-0606238, Vo, Dec-2003 Concrete Rectangular & Tee Beam Design
(c)19833--2 2003 3 ENE NERCALC ALC E Enginineering Software
Description North West Entry to Garage Header
Page 2
v(dgarage.ecw:Calculations
Section Analysis
Evaluate Moment Capacity...
Center
Left End
Right End
X : Neutral Axis
5.700 in
5.700 in
5.700 in
a = beta ` Xneutral
4.560 in
4.560 in
4.560 in
Compression in Concrete
193.800 k
193.800 k
193.800 k
Sum [Steel comp. forces]
110.882 k
110.882 k
110.882 k
Tension in Reinforcing
-304.800 k
-304.800 k
-304.800 k
Find Max As for Ductile Failure...
X-Balanced
14.944 in
14.944 in
14.9439 in
Xmax = Xbal ' 0.75
11.208 in
11.208 in
11.208 in
a-max = beta' Xbal
11.955 in
11.955 in
11.955 in
Compression in Concrete
381.069 k
381.069 k
381.069 k
Sum [Steel Comp Forces]
167.250 k
167.250 k
167.250 k
Total Compressive Force
548.319 k
548.319 k
548.319 k
AS Max = Tot Force / Fy
9.139 in2
9.139 in2
9.139 in2
Actual Tension As
5.080 OK
0.000 OK
0.000 OK
Additional Deflection Calcs
Neutral Axis
9.095 in
Mcr
57.75 k-ft
Igross
18,293.33 in4
Ms:Max DL + LL
245.58 k-ft
Icracked
11,486.93 in4
R1 = (Ms:DL+LL)/Mcr
0.235
Elastic Modulus
4,030.5 ksi
Ms:Max DL+LL+ST
245.58 k-ft
Fr = 7.5 ` f'CA.5
530.330 psi
R2 = (Ms:DL+LL+ST)/Mcr
0.235
Z:Cracking
167.706 k/in
Leff Ms(DL+LL)
11,575.428 in4
Z:cracking > 145: Interior Only !
Leff Ms(DL+LL+ST)
11,575.428 in4
Eff. Flange Width
10.00 in
ACI Factors (per ACI 318-02, applied internally to entered loads)
ACI C-1 & C-2 DL • 1.400 ACI C-2 Group Factor 0.750 Add" I 1.4" Factor for Seismic 1.400
ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900
ACI C-1 & C-2 ST 1.7 ^u0 ACI C-3 Short Term Factor 1.300
....seismic = ST ' : 1.100
Title : Vail's Front Door - Garages Job # 5500.02
Dsgnr: GML Date: 8:48AM, 30 MAR 06
Description : Building A
Scope : Structural Design
Rev: 580009
User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Desi n Page 3 ~9
(c)1983-2003 ENERCALC Engineering Software g n garage.ecw:Calculations
Description North West Entry to Garage Header
Sketch & Diagram
JR 700 4.00 5.00 8.00 !10.00 12.00 14.00 16.00 18.00 20.0094-OF 2.00 4.00 600 8.00 10.00 p2.00 .14.00 16.00 18.00 20.00
da as I
r1.~ 4.62k/ft FE j,
1.1.:1
h ~rxf J.-28.59
v
a =360.32k-ft
Dm 42.89 -32.17. -
Dmax = 0.3790m - - - - - - -
=57.19 -42.89
Rmax = 49.117k Rmax = 49~oad (k) I I n Along Member f( tI onalion A; -q Me~tbe~fftj Shear load k Vu-Max = 57.074k Vu M. - 2 2,00 4.00 6.00 1200
00 !120C 14.00 :16.00 118.00 2000270.242 .'.14.00 116.00 18.00 20.00
324.28:
-
288.25 216.19
!
252.22; - e 189.17:
216.19
]80.16, 135.12
144.1- 108. 81 07
5405
720.
56""0''3 27 02'-
BeZi; Moment (k-ft) Location Along Member (ft) Be Moment tt) Location Along Member (ft)
Beam Sketch Stresses for ACI C-1 Combination Stresses for ACI C-2 Combination
2.00 4.00 6.00 8.00
10.00 12.00 14.00 16.00 18.00 20.00 Vnn ' )0 00
8.00 10.00 12 00 14.00'16.0-0 18.00 20 0( ~ . 4 09 100-- _110.00 12 00 14 00 16 00 18.00- 20.00
y! q rt
10 nr
0.00
JO
-19.49
19.49!
'
- 729.23
923
-
-38.98
- 08.98 :
Shear Load !k)
I n, Yon AI M-ber fftt Shear Load W
t lono M..ber (ft)
-13.61
245.58200 4.OC
8DO !1000 IL,W ..o0 16.00'48.00 20.00245582.60' 4.00 -
600 8OG ;10DO 1 _.DO '1 JO ,16.0018.00 20.00
2042:
- --I 221.027
221.021
196.47 _
196 47';,-_
~
_
171.91'___
-
7.35
147.35;
:
Shear Load Lk).
Location AI- g PJ-
-
.
2'
171 52 2.00 400 x.00
j O00 12 00 14.00 1 00 18.00 20.00 98.23 -
-
98
-
- -
154.37
-
73.6'
~
737.22
24.56
456
12007:
Be em~xuu,,
'6D 3M=!n4. 15r0..alt, E'~iy.M..7:m at-
400
600'
2`00
OD
000
AI2oC~Nwm1, 1~~ 20
60D 80J?~700D 1
00
i46016
06
1P
~1
00
97T
1
02
_
J
S
0_00 _
2
1
;
.
_
.
.
-
.76
85
- - : -O.GN - -
.-0.11
_ -0.0A -
-0.71
- :j -
68.61
:0.15
_
46
51
...._:0.19
'
-
-
.
'
•
_
3430
-0.27
0.27____
17.15
-0.30
-0.30
BeQig Moment (k -ft)
-0.34 i
Location Along Member (ft) Local "y" Deflection (in)
i -0.34
Location Along Member (ft) Local -y- Deflection (in)
Location Along Member (ft)
Stresses for ACI C-3 Combination Stresses for Service Dead + Live Loads Stresses for
Dead+Live+Short Term Loads
Monroe & Newell X06 Vf 0 - 0. G, z
Engineers, Inc. SHEET NO. OF
A CALCULATED BY DATE
CHECKED BY DATE
SCALE
.
l3 7a Gi "i °r?
`i
~?106 .....~~9
{U°'
D
Title : Vail's Front Door Job # 5500.02
Dsgnr: GML Date: 8:21 AM, 24 MAR 06
Description : Parking Garage and Loading Dock
Building A
!ga
Scope
Rev: 580009 Page 1
User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design
(c)1983-2003 ENERCALC Engineering Software A.ECW:Upper Parking
Description B1 8a Upper Level Parking 19' oc
General Information
Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000
Span
63.00 ft
f'c 5,000 psi
Depth
42.000 in
Fy 60,000 psi
Width
36.000 in
Concrete Wt. 145.0 pcf
Flange @ Both Sides
Seismic Zone 1
Flange Thickness
8.000 in
End Fixity Pinned-Pinned
Web Spacing
19.000 ft
Tee beam weight calc'd us
ing Web Spacing Width
Live Load acts with Short Term
Reinforcing
Rebar @ Center of Beam...
Rebar @ Left End of Beam... Rebar @ Right End of Beam...
Count Size
'd' from Top
Count Size 'd' from Top Count Size 'd' from Top
#1 13 10
41.00in #1
8 6 41.00 in #1 8 6 41.00 in
#2 13 10
38.00 in #2
8 6 2.00 in #2 8 6 2.00 in
#3 10 6
3.50in #3
in #3 in
#4 13 10
35.00in #4
in #4 in
Load Factoring
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.
Factoring of entered load
s to ultimate loads within
this program is according to ACI 318-02 C.2
Uniform Loads
Dead Load
Live Load
Short Term Start End
#1 0.190 k 0.760 k
0.000 ft 63.000 ft
Beam Design OK
Span = 63.00ft, Width= 36.00in Depth = 42.00in 'T' Beam with Flange= 8.00in thick @ Both Sides, Web spac= 19.00ft
Maximum Moment : Mu
2,904.73 k-ft
Maximum Deflection
-1.0469 in
Allowable Moment : Mn*phi
7,969.29 k-ft
Maximum Shear : Vu
165.25 k
Max Reaction @ Left
126.60 k
Allowable Shear : Vn*phi
234.30 k
Max Reaction @ Right
126.60 k
Shear Stirrups...
@ Section 0.400 in2
Stirrup Area
.
Region 0.000
10.500 21.000
31.500 42.000
52.500 63.000 ft
Max. Spacing 13.333
13.333 Not Req'd
Not Req'd Not Req'd
13.333 13.333 in
Max Vu 165.247
123.935 61.968
60.492 60.492
122.460 163.771 k
Bending & Shear Force Summary
Bending...
@ Center
@ Left End
@ Right End
Shear...
@ Left End
@ Right End'
Mn*Phi
7,969.29 k-ft
639.70 k-ft
639.70 k-ft
Vn*Phi
234.30 k
234.30 k
Mu, Eq. C-1
2,904.73 k-ft
0.00 k-ft
0.00 k-ft
Vu, Eq. C-1
165.25 k
163.77 k
Mu, Eq. C-2
2,178.55 k-ft
0.00 k-ft
0.00 k-ft
Vu, Eq. C-.
123.94 k
122.83 k
Mu, Eq. C-3
1,455.26 k-ft
0.00 k-ft
0.00 k-ft
Vu, Eq. C4
82.79 k
82.05 k
Deflection
uenections...
DL + [Bm Wt]
DL + LL + [Bm Wt]
DL + LL + ST + [Bm Wt]
Reactions...
DL + [Bm Wt]]
DL + LL + [Bm Wt]
DL + LL + ST + [Bm Wt]
0.0000 in at 0.0000 ft
0.0000 in at 0.0000 ft
0.0000 in at 0.0000 ft
@ Left
102.664 k
126.604 k
126.604 k
@ Right
102.664 k
126.604 k
126.604 k
-0.8439 in at 31.5000ft
-1.0469 in at 31.5000ft
-1.0469 in at 31.5000ft
Title : Vail's Front Door Job # 5500.02
Dsgnr: GML Date: 8:21 AM, 24 MAR 06
Description : Parking Garage and Loading Dock
Building A I
Scope : J
User: 3-2-0, V0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design Page 2
(c)1983.2003 3 ENE ENERCALC ALC E Engineerina g Software g-+ A.ECW:Upper Parking
Description 131 8a Upper Level Parking 19' oc
Section Analysis
Evaluate Moment Capacity...
Center
Left End
Right End
X : Neutral Axis
5.140 in
1.885 in
1.885 in
a = beta * Xneutral
4.112 in
1.508 in
1.508 in
Compression in Concrete
629.136 k
230.724 k
230.724 k
Sum [Steel comp. forces]
103.439 k
0.000 k
0.000 k
Tension in Reinforcing
-2,971.800 k
-229.883 k
-229.883 k
Find Max As for Ductile Failure...
X-Balanced
24.265 in
24.265 in
24.2653 in
Xmax = Xbal * 0.75
18.199 in
18.199 in
18.199 in
a-max = beta * Xbal
19.412 in
19.412 in
19.412 in
Compression in Concrete
6,579.555 k
2,227.555 k
2,227.555 k
Sum [Steel Comp Forces]
245.300 k
196.240 k
196.240 k
Total Compressive Force
6,824.855 k
2,423.795 k
2,423.795 k
AS Max = Tot Force / Fy
113.748 in2
40.397 in2
40.397 in2
Actual Tension As
49.530 OK
0.000 OK
0.000 OK
Additional Deflection Calcs
Neutral Axis
11.025 in
Mcr
641.03 k-ft
(gross
404,166.67 in4
Ms:Max DL + LL
1,994.01 k-ft
Icracked
335,324.49 in4
R1 = (Ms:DL+LL)/Mcr
0.321
Elastic Modulus
4,030.5 ksi
Ms:Max DL+LL+ST
1,994.01 k-ft
Fr = 7.5 * f'CA.5
530.330 psi
R2 = (Ms:DL+LL+ST)/Mcr
0.321
Z:Cracking
55.361 k/in
l:eff Ms(DL+LL)
337611.682 in4
Leff Ms(DL+LL+ST)
337611.682 in4
Eff. Flange Width
164.00 in
ACI Factors (per ACI 318-02, applied internally to entered loads) . 1
19
ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor . 0.750 Add"] " 1.4° Factor for Seismic 1.400
ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"] "0.9" Factor for Seismic 0.900
ACI C-1 « C-2 ST 1.700 ACI C-3 Short Ter. Factor 1.300
....seismic = ST * : 1.100
Title : Vail's Front Door Job # 5500.02
Dsgnr: GML Date: 8:21 AM, 24 MAR 06
Description : Parking Garage and Loading Dock
Building A S i5
Scope
Concrete Rectangular & Tee Beam Design
Description 1318a Upper Level Parking 19' oc
Page 3 C2
ooer Parking G~'
Sketch & Diagram
1 :fit
-
ff T+
O.f35klft*irriiiarfriirlffrriiiiiP -7 t.. i i. T,.. IT.'.-!
_
095k/ft -
1i. -
F73.18
;
5489'
Mu:Max = 2,904.73k-ft
7109.7.
:
-82.33
-
Dmax = 1.0469m
''x146.36
-
:109.77
I
Rmax = 126.604k
Rmax - 12
4@ k Location Along Member (ft)
Shear Load (k) Location Along Member (ft)
Vu-Max = 165.247k
Vu Max = ,78.30 12.60 18 9 1 90 44.10 50.40 56]0 ,63.002,178.56.30 ;12.60 p8 9r - , L a0 44.10 $0.40 b6.70 63.00
2,614.26
7,960.69
- 2,323 78
1.742.84 - - - _ - - - ---I,
I
2,033.31 _
1,524.98 -
1,742.84 -
1,307.13
1,452.3a
1.089.27
871.42
871 a~ _ . _ -
65 r - -
580.9
4' ,i -
290,4;
BeQri'g Moment (k-tt) Location Along Member (ft)~
J BAiRg Moment (k-ft) Location Along Member (ft)
Beam Sketch
;Stresses for ACI C-1 Combination
Stresses for ACI C-2 Combination
0 -
2 N
sw
:;rte
1100.47 - .
-100.4!.
Shear Load fk) ati-n A' .'.'amber (ft) Shear Load (k)
a
1 994.06.30 72.60 1P 10 50.40 56.70 :63.001 994_06.30_ 72.60
-
I_ + 1n7
0.40 56.70 630C
1.794.61
1.794.61
54.99
:1 595.21
7 595.21
1,395.81_.
1,395:81_
Shear Load (k) Location Alor^ f"^v;.~; ,;p
9 7 001
997.00'
1 7101
99700''
1,455.26.30 1260 118.9^ to 5040 56.70
63.00
797.6r
797.6
r
-
7.309.73 I
598.2'-
698.2b =
1,164.21 _
31 .
_ -
_ - -
1.018.88
'
. 'f'`7 -77-7-7°~ 41
{ au o: i u -t
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87316
.
727.63.
-0.31
.0.21
.0.31
582.10.
'.0.42
•0.42
436.58. - -
_
;.0.52
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•0.52
=0.63
29105
_0_73
-
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-
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as ss
0.64
.0 94
o.84
L0 94
Bel Moment (k-ft) Location Along Member (ft)
Local "y" Deflection (in) Location Along Member (ft)
Local "y" Deflection (in)
Location Along Member (ft)
Stresses for ACI C-3 Combination
Stresses for Service Dead + Live Loads
Stresses for Dead+Live+Short Term Loads
Title : Vail's Front Door Job # 5500.02
Dsgnr: GML Date: 8:08AM, 24 MAR 06
Description : Parking Garage and Loading Dock
Building A fL
Scope : 7 l
Rev: 580009
User: KW-0606238, Ver5.8.0, 1-Dec-2003
Page 1
Concrete Rectangular & Tee Beam Design
P
ki
A
ECW
U
(c)1983-2003 ENERCALC Engineering Software
pper
ar
ng
.
:
Description B1 8b Upper Level Parking 19' oc
General Information
Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000
Span
68.00 ft
f'c 5,000 psi
Depth
48.000 in
Fy 60,000 psi
Width
36.000 in
Concrete Wt. 145.0pcf
Flange @ Both Sides
Seismic Zone 1
Flange Thickness
8.000 in
End Fixity Pinned Pinned
Web Spacing
19.000 ft
Tee beam weight calc'd us
ing Web Spacing Width
Live Load acts with Short Term
Reinforcing
Rebar @ Center of Beam...
Rebar @ Left E
nd of Beam... Rebar @ Right End of Beam...
Count Size
'd' from Top Count
Size 'd' from Top Count Size 'd' from Top
#1 13 10
47.00in #1 8
6 44.00 in #1 8 6 44.00 in
#2 13 10
44.00 in #2 8
6 2.00 in #2 8 6 2.00 in
#3 10 6
3.50in #3
in #3 in
#4 13 10
41.00in #4
in #4 in
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.
Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2
Uniform Loads
. Dead Load Live Load Short Term Start End
#1 0.190 k 0.760 k k 0.000 ft 67.000 ft
Beam Design OK
Span = 68.00ft, Width= 36:00in Depth = 48.00in 'T' Beam with Flange= 8.00in thick @ Both Sides, Web spac= 19.00ft
Maximum Moment : Mu
3,559.70 k-ft
Maximum Deflection
-1.0843 in
Allowable Moment : Mn*phi
9,306.08 k-ft
Maximum Shear : Vu
187.63 k
Max Reaction @ Left
144.04 k
Allowable Shear : Vn*phi
269.44 k
Max Reaction @ Right
143.10 k
Shear Stirrups...
Stirrup Area @ Section 0.400 in2
Region 0.000
11.333 22.667
34.000 45.333
56.667 68.000 ft
Max. Spacing 13.333
13.333 Not Req'd
Not Req'd Not Req'd
13.333 13.333 in
Max Vu 187.626
140.717 70.353
68.700 68.700
139.065 185.974 k
Bending & Shear Force Summary
Bending...
Mn*Phi
Mu, Eq. C-1
Mu, Eq. C-2
Mu, Eq. C-3
@ Center
9,306.08 k-ft
3,559.70 k-ft
2,669.78 k-ft
1,808.52 k-ft
@ Left End
687.41 k-ft
0.00 k-ft
0.00 k-ft
0.00 k-ft
@ Right End
687.41 k-ft
0.01 k-ft
0.01 k-ft
0.00 k-ft
Shear...
Vn*Phi
Vu, Eq. C-i
Vu, Eq. C-:
Vu, Eq. C-:
@ Left End
269.44 k
187.63 k
140.72 k
95.32 k
@ Right End
269.44 k
185.97 k
139.48 k
94.47 k
Deflection
Deflections...
DL + [Bm Wt]
DL + LL + [Bm Wt]
DL + LL + ST + [Bm Wt]
Reactions...
DL + [Bm Wt]]
DL + LL + [Bm Wt]
DL + LL + ST + [Bm Wt]
0.0000 in at 0.0000 ft
0.0000 in at 0.0000 ft
0.0000 in at 0.0000 ft
@ Left
118.205 k
144.040 k
144.040 k
@ Right
118.018 k
143.104 k
143.104 k
-0.8817 in at 34.0000ft
-1.0843 in at 34.0000ft
-1.0843 in at 34.0000ft
Q
Title : Vail's Front Door Job # 5500.02
Dsgnr: GML Date: 8:08AM, 24 MAR 06
Description : Parking Garage and Loading Dock
Building A (];;p
Scope
580009 Page 2
r. KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design
983-2003 ENERCALC Enaineerina Software A.ECW:Upper Parking
Description 618b Upper Level Parking 19' oc
Section Analysis
y
Evaluate Moment Capacity...
Center
Left End
Right End
X : Neutral Axis
5.140 in
1.885 in
1.885 in
a = beta ` Xneutral
4.112 in
1.508 in
1.508 in
Compression in Concrete
629.136 k
230.724 k
230.724 k
Sum [Steel comp, forces]
103.439 k
0.000 k
0.000 k
Tension in Reinforcing
-2,971.800 k
-229.883 k
-229.883 k
Find Max As for Ductile Failure...
X-Balanced
27.816 in
26.041 in
26.0408 in
Xmax = Xbal ` 0.75
20.862 in
19.531 in
19.531 in
a-max = beta' Xbal
22.253 in
20.833 in
20.833 in
Compression in Concrete
6,905.539 k
2,390.547 k
2,390.547 k
Sum [Steel Comp Forces]
245.300 k
196.240 k
196.240 k
Total Compressive Force
7,150.839 k
2,586.787 k
2,586.787 k
AS Max = Tot Force / Fy
119.181 in2
43.113 in2
43.113 in2
Actual Tension As
49.530 OK
0.000 OK
7.040 OK
Additional Deflection Calcs
Neutral Axis
12.190 in
Mcr
835.52 k-ft
Igross
594,428.03 in4
Ms:Max DL + LL
2,448.55 k-ft
Icracked
461,019.58 in4
R1 = (Ms:DL+Lf_)/Mcr
0.341
Elastic Modulus
4,030.5 ksi
Ms:Max DL+LL+ST
2,448.55 k-ft
Fr = 7.5 ' f'CA.5
530.330 psi
R2 = (Ms:DL+LL+ST)/Mcr
0.341
Z:Cracking
57.649 k/in
Leff Ms(DL+LL)
466320.143 in4
Leff Ms(DL+LL+ST)
466320.143 in4
Eff. Flange Width
164.00 in
ACI Factors (per ACI 318-02, applied internally to entered loads) I
ACI C,1 & C-2 DL 1.400 ACI C-2 Group Factor . 0.750 Aad''i "1.4" Factor for seismic 1.400
ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add" I "0.9" Factor for Seismic 0.900
ACI C-1 & C-2 ST 1.700 ACI C-3 Short Ter Factor 1.300
....seismic = ST' : 1.100
Title : Vail's Front Door Job # 5500.02
Dsgnr: GML Date: 8:08AM, 24 MAR 06
Description : Parking Garage and Loading Dock
Building A C9 10
Scope
Rev: 580009
User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design Page 3
(c)1983-2003 ENERCALC Engineering Software A.ECW:Upper Parking
Description 131 8b Upper Level Parking 19' oc
Sketch & Diagram
1+ 15.80 j13.60 20.40 27.20 34.00 40.80 47.60 54.40 61.20 68.00 T W 016.80 :13.60 20.40 27.20 34.00 40.80 47.60 .54.40 61.20 68
ic7r
! 1.5;g i
_ T,1
T7T7T 7TT iT r ITT"T'
O.B~dflrtnirtir. hitiitrif rrir+tri. tii n+r 10.95k/FI
;T4'
rYgI
-
'1'a
-j 4t .1 i
raft
:82.65
61 99
Mu:Maz = 3,559.70k-tt
.123 9j
+92.98
Dmax = 1.0843in
I- -
Mu:Max 0 no
Rmax = 144.040k Rmax = 1
Vu-Max = 187.626k Vu Max =
Beam Sketch
5~01k-ft
~o_ad (k)-_ L ation Along Member (ft)
26.80 :13.60 20.40 an 47.60 54.40 61.2
!03.73 "
147.76
191.79 - - -
35.82
'79.85 - - -
123.8;
imj moment (x-rt) Location Along Member (tt)
Stresses for ACI C-1 Combination
I L, 'A 6.80 13.60 20.40 27.20 34.00 40.80 41.60 b4.4U bl.2U I
Shear Load k) Location Along Member (ft)
1,808.56.80 '3.60 20.40 _ 4 1, 4'80 47.60 54.40 61.2
1,627.6.7 i
1,446.62
1.265.96 - -
1 085.111
904.26':
723.41
sear LOatl fk) _ Ftlf - nlner )
2 4a6 5s.&o 13so !2n 4~ so sa.ao 61.20
2.203.70
1.958.84 _
"13.99
;.-16Q i..
1,22-
979..1..
734.,'.
644 'I - - - j - - - _ _
2.80 VV
18.65
1.87
14.89
,791 _-..1
_ IF
-
-0.33 0.33 - -
•0.43 ! '•0.43
0.54 _ 054
0.87 065 -
0.76_ 0 76
0 87 x-
10.98
Local °y° Deflection (in) L.ocauon Along Member (ft) Local Deflection (in) Location Along Member (ft)
3eXdlft Moment (k-ft) Location Along Member (ft)
Stresses for ACI C-3 Combination
Stresses for Service Dead + Live Loads Stresses for Dead+Live+Short Term Loads
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Monroe & Newell Engineers, Inc. Title : Vail's Front Door Job # 5500.02
T) Dsgnr: NEL Date: 8:34AM, 15 FEB 06
Description : Parking Garage and Loading Dock
Building A
Scope
Rev: 580001 Page 1
User: KW-0600365, Ver5.8.0, 1-Dec-2003 Built-Up Section Properties A
(c)1983.2003 ENERCALC Engineering Software .ECW:Lid-Tunnel
Description Find Centroid Of PB9
General Information
Type...
X cg
Y cg
#1 Rectangular
Height 10.0000 in
Width 51.0000 in -34.5000 in
98.0000 in
#2 Rectangular
Height 103.0000 in
Width 18.0000 in 0.0000 in
51.5000 in
#3 Rectangular
Height 10.0000 in
Width 41.0000 in 29.5000 in
5.0000 in
Total Area 2,774.0000 in2 Ixx 3,628,232.466 in4 r xx 36.1655 in
lyy 1,170,959.836 in4 r yy 20.5455 in
X cg Dist. 1.9827 in Edge Distances from CG...
Y cg Dist. 53.1763 in +X 51.9827 in S left 20,182.9414 in3
-X -58.0173 in S right 22,525.9541 in3
+Y 49.8237 in S top 72,821.3880 in3
-Y -53.1763 in S bottom 68,230.2802 in3
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VFD
PB10 Single Span
at Lid Step below Residences
PB10.Cpt
3122/2006
NEL
RAM C-002005 S.-I C-... Soft-.. Inc.
RAM C-t-1- vsdemerk of RAM I-1. L.L.C.
1.4
VFD - PB10.COt - 3/22/2006
Element: Slab Summary Plan
Element: Wall Elements Below; Wall Elements Above; Column Elements Below; Column El
Drawing Import: User Lines; User Notes; User Dimensions;
Scale = 1:50
_0
sj
T
5
PC=O
00 psi
Element: Slab Summary Plan-2
raw
VFD - PB10.cpt - 3/2212006
Banded Tendon: Standard Plan
Banded Tendon: User Lines; User Notes; User Dimensions; Tendons; Num Strands; Profile
Drawing Import: User Lines; User Notes; User Dimensions;
Element: Wall Elements Below; Wall Elements Above; Column Elements Below; Column El
Scale = 1:50
Banded Tendon: Standard Plan - 3
VFD - PB 10.cpt - 3/22/2006
Other Dead Loading: All Loads Plan
Other Dead Loading: User Lines; User Notes; User Dimensions; Point Loads; Point Load is
Drawing Import: User Lines; User Notes; User Dimensions;
Element: Wall Elements Below; Wall Elements Above; Column Elements Below; Column El
Scale = 1:50
Other Dead Loading: All Loads Plan - 4
V FD - PB 10.cpt - 312212006
Live (Unreducible) Loading: All Loads Plan
Live (Unreducible) Loading: User Lines; User Notes; User Dimensions; Point Loads; Point L
Drawing Import: User Lines; User Notes; User Dimensions;
Element: Wall Elements Below; Wall Elements Above; Column Elements Below; Column El
Scale = 1:50
Live (Unreducible) Loading: All Loads Plan - 5
V FD - PB10.cpt - 3/22!2006
Design Strip: Banded Design Strips Plan
Design Strip: User Notes; User L o% eons; Banded DSSs; DSS Numbers; DS
Drawing Import: User Notes; Uwt j r rd@ (dons;
Element: Wall Elements Above; Walltl6od3elow; Column Elements Above; Column El
Scale = 1:50 bottom bar=#9
shear bar=#4
Beam Rules
Tension Face Min Reinforcement Pattern
j
xIa Forces Included in Strength Design
No Torsion Design
PT Rules
- - I~tomral E~virorrrrren
i
it
Design Strip: Banded Design Strips Plan - 6
VFD - PB I O.cpt - 3/222006
Long-Term Deflection LC: Deflection Plan
Long-Term Deflection LC: User Lines; User Notes; User Dimensions;
Drawing Import: User Lines; User Notes; User Dimensions;
Element: Wall Elements Below; Wall Elements Above; Column Elements Below; Column El
Scale = 1:50
Vertical Deflection Plot
0.0014 0.0028 0.0042 0.0056 0.007 0.0084 0.0098 0.0112 0.01
Min Value= 9.669e-9 inches @ (33,-3.417) Max Value= 0.01334 inches @ (17..
Long-Term Deflection LC: Deflection Plan - 7
VFD-PB70.cpt-3222006
Long-Term Deflection LC: Deflection Plan (2)
Long-Term Deflection LC: Deflection Plan - 8
AZU1
VFD - PB 10.cpt - 3122/2006
Design Summary: Banded Status Plan
Design Summary: User Lines; User Notes; User Dimensions; Banded DSS Designs; DSS C
Drawing Import: User Lines; User Notes; User Dimensions;
Element: Wall Elements Below; Wall Elements Above; Column Elements Below; Column El
Scale = 1:50
1-1
Design Summary: Banded Status Plan-9
VFD - PB10.cpt - 3/2212006
Design Summary: Banded Top Reinforcement Plan
Design Summary: User Lines; User Notes; User Dimensions; Banded DSS Designs; DSS C
Drawing Import: User Lines; User Notes; User Dimensions;
Element: Wall Elements Below; Wall Elements Above; Column Elements Below; Column El
Scale = 1:50
Design Summary: Banded Top Reinforcement Plan - 10
W
VFD - PB10.cpt - 3/22/2006
Design Summary: Banded Bottom Reinforcement Plan
Design Summary: User Lines; User Notes; User Dimensions; Banded DSS Designs; DSS C
Drawing Import: User Lines; User Notes; User Dimensions;
Element: Wall Elements Below; Wall Elements Above; Column Elements Below; Column El
Scale = 1:50
I
5#9x78.
5#9x76.!
Design Summary: Banded Bottom Reinforcement Plan - 11
VFD - PB10.cpt - 312212006
Design Summary: Banded Shear Reinforcement Plan
Design Summary: User Lines; User Notes; User Dimensions; Banded DSS Designs; DSS C
Drawing Import: User Lines; User Notes; User Dimensions;
Element: Wall Elements Below; Wall Elements Above; Column Elements Below; Column El
Scale = 1:50
N N
N
N
N
N '
L
Design Summary: Banded Shear Reinforcement Plan - 12
Calc Log
Calculating Everything Out-of-Date
Active Calculation Options:
The structure is not automatically stabilized in the X and Y directions.
Supports above slab NOT included in self-dead loading.
6 zero-tension iterations are used to eliminate tension in area springs
Creep Factor of 3.35 used in ECR calculations.
Shrinkage strain of 0.0004 used in ECR calculations.
ACI 318-02 is used in design.
none is used for live load reduction calculations.
Assembling Stiffness Matrix
455 Degrees of Freedom
Stiffness Matrix Size: 110 kilobyte<-
Triangularizing Stiffness Matrix
Creating Self-Dead Loading.
Creating Balance Loading.
Prepping Design Strips
Solving for Self-Dead Loading.
Solving for Self-Dead Loading - Pattern: Full Pattern.
Total Loads: (0,0,-92.3) Kips
Total Reactions: (4.11e-13,-232e-13,92.3) Kips
Load-Reaction Tolerance: (-7.11e-13, 2.72e-13,7.73e-11) Kips
Solving for Balance Loading.
Solving for Balance Loading - Pattern: Full Pattem.
Total Loads: (0,0,0) Kips
Total Reactions: (2.07e-12,2.68e-13,-1.41e-10) Kips
Load-Reaction Tolerance: (2.07e-12,2.68e-13.-1.41e-10) Kips
Solving for Temporary Construction (At Stressing) Loading
Temporary Construction (At Stressing) Loading - Pattern: Full Pattern has No Load:
Solving for Other Dead Loading.
Solving for Other Dead Loading - Pattern: Full Pattern.
Total Loads: (0,0,-93) Kips
Total Reactions: (-6.68e-13,-2e-13,93) Kips
Load-Reaction Tolerance: (-6.68e-13,-2e-13,7.72e-11) Kips
Solving for Live (Reducible) Loading.
Live (Reducible) Loading - Pattern: Full Pattern has No Loads.
Solving for Live (Unreducible) Loading.
Solving for Live (Unreducible) Loading - Pattern: Full Pattern.
Total Loads: (0,0, 27.8) Kips
Total Reactions: (-1.98e-13,-3.82e-14,27.8) Kips
Load-Reaction Tolerance: (-1.98e-13,-3.82e-14,2.31e-11) Kips
Solving for Live (Storage) Loading.
Live (Storage) Loading - Pattern: Full Pattern has No Loads.
Solving for Live (Roof) Loading.
VFD - PB10.cpt - 3222006
Calc Log - 13
Calc Log (2)
Live (Roof) Loading - Pattern: Full Pattern has No Loads.
Solving for Hyperstatic Loading.
Solving for All Dead LC.
Solving for Dead + Balance LC.
Solving for Initial Service LC.
Solving for Service LC: D + (1.0 10.0) L.
Solving for Sustained Service LC.
Solving for Factored LC: 1.4D.
Solving for Factored LC: 1.21) + 1.6L + 0.51-r.
Solving for Factored LC: 12D +f1L+ 1.61-r.
Solving for Long-Term Deflection LC.
Calculating Minimum Design - Pass
Calculating Initial Service Design - Pass 1
Calculating Service Design - Pass 1
Calculating Sustained Service Design - Pass 1
Calculating Strength Design - Pass 1
Calculating Ductility Design - Pass 1
Calculating Minimum Design - Pass
Calculating Initial Service Design - Pass 2
Calculating Service Design - Pass 2
Calculating Sustained Service Design- Pass 2
Calculating Strength Design - Pass e
Calculating Ductility Design - Pass 2
Calculating Minimum Design - Final Design CheO
Calculating Initial Service Design - Final Design Check
Calculating Service Design - Final Design Check
Calculating Sustained Service Design - Final Design Check
Calculating Strength Design - Final Design Check
Calculating Ductility Design - Final Design Check
This analysis has been completed successfully, check above for any warnings or errors
VFD . PB 10.cpt - 3222006
Calc Log - 14
> ,r, W
1-110
kaഀ
Cഀ
Monroe & Newellഀ
Engineers, Inc.ഀ
STRUCTURAL ENGINEERING CALCULATIONSഀ
(Supplemental)ഀ
For:ഀ
Vail's Front Doorഀ
Building "A" Garage / Siteഀ
Building Permit #B06-0018ഀ
(responding to ASI A-001)ഀ
Vail, Coloradoഀ
M&N #5500.02ഀ
°10if1eP`ryഀ
QpNALDഀ
-GkSTഀ
t° \ഀ
ഀ
"~110611atsl°'0,ഀ
These drawings and calculations are the property of Monroe & Newell Engineers, Inc. Any use orഀ
reproductions of these calculations without the expressed written permission of Monroe & Newellഀ
Engineers, Inc. is strictly prohibited.ഀ
Vail, Coloradoഀ
Denver, Coloradoഀ
Frisco, Coloradoഀ
**P.E. stamp on sheet applies to the following calculation pages and indicates that have been reviewed.ഀ
This includes all sheets attached to this cover.ഀ
September 11, 2006ഀ
Town of Vailഀ
•ii~ii~ ~ aiഀ
2006 Platinum Sponsor The Colorado Chapter of a&.-,o6/6ഀ
The American Institute of Architectsഀ
www.monroe-newell.com cooഀ
1701 Wynkoop Street * Suite 200 * Denver, Colorado 80202ഀ
(303) 623-4927 * FAX (303) 623-6602 * email: denver@monroe-newell.comഀ
Monroe & Newell JOB \ C~ ~ 111647W e-00r2yഀ
Engineers, Inc. SHEET NO. OF opt, Zഀ
A 'ഀ
CALCULATED BY DATE CHECKED BY DATEഀ
A Monroe & Newellഀ
Engineers, Inc.ഀ
JOB U lr(~ /t #/o ftT n=77~ഀ
SHEET NO. OF r/ tGഀ
CALCULATED BY C:Se-. DATE SLR dഀ
CHECKED BY.ഀ
DATEഀ
A Monroe & Newellഀ
Engineers, Inc.ഀ
Jos V FG o2r1`f D~jഀ
SHEET NO. OF Q Iഀ
CALCULATED BY DATEഀ
CHECKED BYഀ
DATEഀ
SCALEഀ
Vails Front Doorഀ
Project #5500.02ഀ
Post-Tensioned Beam PB13 RCQ,se--~ഀ
PMfe Bee. 1`8134-01,01aed (Min Rego),optഀ
8/82006ഀ
Maven aM Nmwd Ergh-, I-ഀ
ms o..p esU a.r.7 tr7r.., e.eഀ
earomep•e•e.rera.rwane.r, rഀ
amഀ
Unitsഀ
Geornstry Unitsഀ
Vega Front Dm - Poafs Beam PB 13-Pdnt load (Min Rad,).W - 9/62006ഀ
Plen Dhr-br. feetഀ
Slsb Thid-: hdaeഀ
AngWs: IWnഀ
Eared-1,.h.ഀ
Loading and Reaction Unitsഀ
PahAF- Kpeഀ
Lim F9ms: kipsMഀ
-Rsp.A. Zem: 010.ഀ
-Rq-A. Za.:O kg Wtഀ
Pd. M-. MPaഀ
U. Moment P..ftഀ
-RepMASZsm:Oap-nഀ
-RepnAm Zem:Op-daഀ
Spring and Stiffness; Unitsഀ
Po F-Sprkg: spryഀ
Lin. Fan Spsg: Neiഀ
Pohl Mamro Spdngk-Mഀ
Lhe Mane. SprigWഀ
Slab Analysis Unit.ഀ
F- Kipഀ
-RepMAe Za.:O Ki.ഀ
F- Par YVW h: idp Wftഀ
-RepdMZa.:01dpr/tഀ
Materiels Unitsഀ
Coma. Vd-- yd.ഀ
Reber V"ht Poreഀ
Pi WMght Por^aeഀ
Mamnt kipsഀ
- RepW M Zem:O kipsഀ
M-IPe V,W:Kgsഀ
-Rq-A. Ze.:O Kipഀ
Reha.hg Ana q. h.ഀ
To dm P.M.: k.1-ഀ
Miscellaneous Unitsഀ
1`1-m: aq.8ഀ
Terdon Argun (for bkemn): red-ഀ
Nr. y: pdഀ
Smppd Dmnr9-W h.ഀ
Support Nrght amtഀ
A-Farr pdഀ
-Rmpon AsZ-Opfഀ
Arm M-. 8/laotഀ
- Rmprl A. Ze.: 080rotഀ
Area Face Sprig pdഀ
Arm M-Spring: k7Mഀ
Cavoea Some: Psiഀ
-Rapat Am Zem:Optlഀ
DeAmotlm hd-ഀ
-Re.dMZe.:Okchmഀ
PT Fan: Kipഀ
Rehvadrg Bow: Wഀ
Eb rqp : Wmഀ
t -2ഀ
Signsഀ
Vane F.nt Dmr-Petrie 8mm P1113416ht load (Min Rstlo)4t-802006ഀ
Positive Loadsഀ
Positive Analysisഀ
~Jഀ
Positive Reactionsഀ
~j yX vHഀ
Vah Front Dar-PoSfe Bee. P813-Pdnt Load (Min Reko).opt-9AL2W8ഀ
Materialsഀ
Canarete Mixഀ
Aet L1rWyഀ
bഀ
R Ax41ഀ
Avഀ
Aoervrഀ
fiarCdഀ
lberEcഀ
Abne Ardlഀ
Artsഀ
PorA /ISAഀ
/aNഀ
R 6aഀ
EeCMeഀ
rareഀ
mWഀ
3000 pM 15Dഀ
3000ഀ
3000 3725ഀ
3725ഀ
02ഀ
Ad ".I (W WC)ഀ
2600000ഀ
3000000ഀ
4000 pi 150ഀ
3000ഀ
4000 3725ഀ
4975ഀ
02ഀ
ACI 8.5.1(- We)ഀ
2500000ഀ
3000000ഀ
6000 Pei 150ഀ
300Dഀ
5000 3725ഀ
8399ഀ
02ഀ
ACI93.1(m VV.)ഀ
2500000ഀ
3000000ഀ
60000 1S0ഀ
3000ഀ
6000 3725ഀ
7450ഀ
02ഀ
ACI8.5.1(w Wo)ഀ
25MODOഀ
30DOWOഀ
PT Systam9ഀ
Some,ഀ
M Orഀ
Asaഀ
66'ഀ
Aar DWf RMഀ
Meant,ഀ
A&A .ഀ
AMUഀ
n-ഀ
A%hl ftoഀ
As9ഀ
M!1ഀ
AWj AMm/ഀ
AWDLXVഀ
AYsOഀ
X'1Mradadഀ
urbonaeഀ
d 0.153 28000ഀ
175ഀ
243ഀ
270 0.5ഀ
1ഀ
6ഀ
15' Bondedഀ
6oMeaഀ
0.153 28000ഀ
160ഀ
243ഀ
270 3ഀ
4ഀ
6ഀ
0.61 Uroadaaഀ
*.Wഀ
d 0217 2WWഀ
175ഀ
243ഀ
270 0.6ഀ
1ഀ
eഀ
0.6"BonEmdഀ
balladഀ
0217 28000ഀ
160ഀ
243ഀ
270 4ഀ
4ഀ
aഀ
PT Stressing Parametersഀ
AleAmഀ
Nemഀ
A1e#epഀ
Aadഀ
aAtr aee41V/mഀ
/Aeyr+lഀ
Ar 1ഀ
=ഀ
RLEMaഀ
ya1b8ഀ
Fnk'EM AWiWF*ff-ഀ
A"db-)ഀ
L.V r-L-ഀ
Asoഀ
X' U.wvadഀ
216ഀ
025ഀ
0ഀ
-14ഀ
0.07ഀ
22ഀ
X' Bodedഀ
216ഀ
025ഀ
0.02ഀ
OA01ഀ
02ഀ
22ഀ
0.6^ Urona.aഀ
216ഀ
025ഀ
0ഀ
0.0014ഀ
0.07ഀ
22ഀ
0.6'Bmdmdഀ
216ഀ
025ഀ
0.02ഀ
0.001ഀ
02ഀ
22ഀ
Reinforcing Barsഀ
Barഀ
AMUഀ
AAഀ
A9Aഀ
ESഀ
Agaഀ
Fyഀ
A671ഀ
A3ഀ
0.11ഀ
28000ഀ
SOഀ
A4ഀ
02ഀ
29000ഀ
Wഀ
a5ഀ
0.31ഀ
29000ഀ
60ഀ
A6ഀ
OAdഀ
29000ഀ
Wഀ
07ഀ
0.6ഀ
29000ഀ
6Dഀ
A8ഀ
0.79ഀ
2BOMഀ
60ഀ
ABഀ
1ഀ
29000ഀ
60ഀ
010ഀ
127ഀ
29000ഀ
60ഀ
811ഀ
136ഀ
29000ഀ
60ഀ
Sgm-3 1 Mat«aa-4ഀ
Materials (2)ഀ
SSR Systetnaഀ
Ve7. FrmtD0a-PW % Bwm 1`813F0FtLo.d(All,R th).gt-MANഀ
Loadingsഀ
VWW FrmtD=-P.Nh B.an PB13-PdW LOwd (Min R,io)Opt- 9/BI20D0ഀ
SMfAW NWArM .Adh awHWW SP=ftdSAd Fy SWSp.oip AWFC9y A&, SA.*ഀ
S9y 51wMn AWm MA) d¢A) M!ftdY I 9mp1to M4a.1 /MS AnowOMlf ftf-) PWRA9ഀ
3iS"S6R 0.11 1.11 OS Nm. 50 025 2ഀ
12"SSR 0.196 1.96 0.5 Nom 50 0.25 2ഀ
SVSSR 0.307 3.07 0.5 Nom s0 025 2ഀ
WSSR OA42 4.d2 05 Nom 50 025 2ഀ
MNakY-5ഀ
Load Combinationsഀ
AN Dead LCഀ
V.B. Frail Dam-P.W. Gam P813-PW11 Wad (Min R.W). pt-W2006ഀ
Lmnഀ
OWWflഀ
Y AtE bur Fiഀ
S.IpD.Wln.d gഀ
1ഀ
1ഀ
aralm(wdigഀ
0ഀ
0ഀ
Hyp-w-fe Lmdrgഀ
0ഀ
0ഀ
Twpmry Cm.bu6m(N 80.Wg) Lwdng Oഀ
0ഀ
OSer Dowd Loaftഀ
1ഀ
1ഀ
U"(RMUWbl.) Losdtgഀ
0ഀ
0ഀ
LIw(Un.duck") Loedkgഀ
0ഀ
0ഀ
Lh.(SLw.g.)LoaSrgഀ
0ഀ
0ഀ
Lh.(R000LOSdtgഀ
0ഀ
0ഀ
Deed + Balance LCഀ
AcS..Dagn CdsrW -ഀ
LaYq BiMUdFഀ
. AL E-bW Fade.ഀ
0..d Losdig 1ഀ
1ഀ
Burro L-Ahg 1ഀ
1ഀ
Hyp.nmk Lmdrg 0ഀ
0ഀ
Teffg-y CwMucdm(NS..mkg) Lmdng Oഀ
0ഀ
Otlw Dmd Lorbg 1ഀ
1ഀ
U.(R.d bk)U"ng 0ഀ
0ഀ
LN,(Uneducb6) Lodig 0ഀ
0ഀ
LN.Lmdrg 0ഀ
0ഀ
Live (RooQ Losing 0ഀ
0ഀ
IniBel Service LCഀ
AL*,D.eign OrWAa Wtl.ISa "Dmignഀ
Lsmtyഀ
aletlWFrഀ
AV At EwwNm FMWഀ
854l..d Laad gഀ
tഀ
1ഀ
B.W-Loaftഀ
1.13ഀ
1.13ഀ
Hyp--Lmdngഀ
0ഀ
0ഀ
T.Itprer.ry COmbucSm (N S.-WO Lmdng 1ഀ
1ഀ
00- D-d LO.drlgഀ
0ഀ
0ഀ
Lh.(R.dukW) Lmdnrgഀ
0ഀ
0ഀ
U-(Um.dudbk) LOedigഀ
0ഀ
0ഀ
U.w(S-W)Lmdngഀ
0ഀ
pഀ
Una(RWO LO.dgഀ
0ഀ
0ഀ
LordC biped"-7ഀ
SWIG-d L-ft Saly-WdgNഀ
Narml iഀ
1ഀ
BW.ro Lowing BNao.ഀ
N-W 1ഀ
1ഀ
HypmW& L-dng Hyp.r.mieഀ
Hyp.rwdc 1ഀ
1ഀ
Tuipaay C-..Ii0n(k SO.. hW Lmdi6tr.." D-dഀ
NOmW 1ഀ
1ഀ
Od.rD..d Lmdng D-dഀ
N-I 1ഀ
1ഀ
U.(R.dcibk) Lo.E g U..(R.dcbb)ഀ
Namur 1ഀ
0ഀ
Lha (Un.du.B ) LO.dng Lh. (U-&.U.)ഀ
Narmel 1ഀ
0ഀ
L.W. (S-p) Lmdng L" (Swage)ഀ
N-I 1ഀ
0ഀ
U..(Ro.0 Lmd.V Lk. M-0ഀ
Nmml 1ഀ
0ഀ
Load" - 6ഀ
Load Combinations (2)ഀ
Service LC: D+(1.010.0) Lഀ
AWw D.Mgn OYnW: S..im Drg,ഀ
V,b Frmt Des- PlaM1 8..m P813.Pokt Lod (Ma Re50).W -W62W6ഀ
dp mtwഀ
SMtQWF."ഀ
Ae E.nWWFsഀ
"Hf Lmdngഀ
1ഀ
1ഀ
ad.-Lodbgഀ
1ഀ
1ഀ
HypwWaft Lo"mഀ
0ഀ
0ഀ
T ..P-" Court Jbn (N SY...ng) L.-ft 0ഀ
0ഀ
01W D-d Loabgഀ
1ഀ
1ഀ
U. (iedcit")L-&.gഀ
1ഀ
0ഀ
Uw(U-Wudbb)L-d'igഀ
1ഀ
0ഀ
L, Oft.g.)Lwdtgഀ
1ഀ
0ഀ
LW.(Rwf)LMK&Vഀ
1ഀ
0ഀ
Sustained Sa1Nce LCഀ
Aril.. D..gn CdWW Sud.ited S-1. D"iഀ
[Obig SM.ObdFaഀ
AtEmWnFaao-ഀ
SdL-0.ed LO.dtg 1ഀ
1ഀ
Bdwo LO.dng 1ഀ
1ഀ
HypMUWc Lo.drg 0ഀ
0ഀ
Twnp." Cor.hce (N 8-ig) Lmdng 0ഀ
0ഀ
OderDmdLmdp 1ഀ
1ഀ
U-(Raduble)Ud*.g 0.5ഀ
o.sഀ
Lh.(Ur..dLdW) Lowing 03ഀ
0.5ഀ
Lh.(S1a.g.) Lowing 1ഀ
1ഀ
U. (R-0 Lording 0.6ഀ
OSഀ
Factored LC: lADഀ
AOWSDmgn Merin: Uwr Mi9amn 0wign Code MAimwm 0..g,. Stwo 0..4n. DwAfty Dugഀ
LwtlAPഀ
✓9b.dMtlFiഀ
rJr At ErhubW F.ഀ
Sey dLO.dbgഀ
1Aഀ
0.9ഀ
Bdem. Losd.gഀ
0ഀ
0ഀ
Hypmbtle Lowingഀ
1ഀ
/ഀ
T.mp-.y COmmrctlon (At S.-.hg) Lmdog 0ഀ
0ഀ
Od.r Dmd Lwdtgഀ
toഀ
0.9ഀ
U.e (R.du b.) LO.digഀ
0ഀ
0ഀ
U..(LIm.d Ah.) 1Ow1hm9ഀ
0ഀ
0ഀ
LW.(Sro gw)LOwdngഀ
0ഀ
0ഀ
U'. (R-0 Lwdrgഀ
0ഀ
0ഀ
Lwd CombWA-a-8ഀ
Voile Fmn Door-P.Wa B-PS73-POM Load (Min Reuo).cq-&621106ഀ
Load Combinations (3)ഀ
Factored LC: 12D + 1.61- +O.SLrഀ
Actlw Dwgn CrBWe: Uwr Mi*,-Dwigy Code MhinumDNprf 8trsrgt~Daein, Dustily D••19ഀ
EMഀ
srawrdFiഀ
aa AaF aWosFMഀ
Malഀ
12ഀ
0.9ഀ
Betio WadEgഀ
0ഀ
0ഀ
Hyp...k Lowingഀ
1ഀ
1ഀ
TOMP"'y Coamcem Or S..wing) Loedig 0ഀ
0ഀ
Ot1r Dud Lmdngഀ
12ഀ
0.9ഀ
llw(R. bk)Ludrgഀ
1.6ഀ
0ഀ
LN.(Uradu b6)LOWingഀ
1.6ഀ
0ഀ
Live(S-1p)L-dngഀ
1.6ഀ
Oഀ
the(RaQ Lowingഀ
0.5ഀ
0ഀ
Faclored LC: 12D +11L+ 1.61-rഀ
A Design Cdwr4: Uwr MMxm Dwigi, Cade Miirr.nn Dwlgn, fhr r lDwigu D-IM, 0adgഀ
8.8-Da.d LOWigഀ
atana ryt9iഀ
12ഀ
cir At fhMwt- irWഀ
0.0ഀ
B.I.-Loedagഀ
0ഀ
0ഀ
Hyp.wtdc Lmdrgഀ
1ഀ
1ഀ
Tenpwr C-aud 9n (At9o-On g Lodag 0ഀ
0ഀ
Ot Dwd Lowingഀ
12ഀ
0.9ഀ
U-(R.A bb)LOedrgഀ
0.5ഀ
0ഀ
L1w(Uw.duabu) Laedigഀ
1ഀ
0ഀ
Llw(8Wage)L.adrgഀ
1ഀ
0ഀ
L .(RmQ Loringഀ
1.6ഀ
0ഀ
Long-Term DaUc6a1 LCഀ
A.H. Design Cdeda: pwrw>ഀ
ffm Lmdhgഀ
a11PIdWF.ഀ
3.35ഀ
AC 9hWAWFaafaഀ
3.35ഀ
Bala-Lorngഀ
3.35ഀ
3.35ഀ
HYWrtWe Losdngഀ
0ഀ
0ഀ
T-.Por.ry Car-.dm (At Sewdne) Loafing 0ഀ
0ഀ
OtwrD9se Lowingഀ
3.35ഀ
3.35ഀ
LH. glad iM.)Lmdngഀ
218ഀ
218ഀ
the Nord A19)LoadINഀ
2.18ഀ
218ഀ
U9a(Swrap)W."ഀ
335ഀ
3.35ഀ
Ln.(RmQ loedrgഀ
2.18ഀ
218ഀ
Lod Crdrwtlrw-9ഀ
Design Rulesഀ
Code Minimum Designഀ
318-02 Min AWnb rantഀ
User Minimum Designഀ
Spadbd Min. Aft-.ഀ
IN6d Semite Designഀ
318-021d8d S.rrica Dasgnഀ
Setvite Designഀ
316-028-iw Dssgnഀ
Indude deWlW -Abn.naN.ieഀ
Sustained Service Designഀ
3180 Suwdwdgmr Dwlpഀ
Strength Designഀ
31892 S".0 Deei9nഀ
Pu-" Shw Dasgnഀ
DwOlIty Designഀ
318-02D 4ity Dwgnഀ
Vane Fr-D-- P.W% 8.wn P613-PahtLad(Min ReeO W-462008ഀ
Dad9n RW -11ഀ
Load Combinations (4)ഀ
U. Loadഀ
Actlva De•g^cdlad.: pwrw>ഀ
Veib Front Doan-P Ww 81" Pala-P Nt lased(Mh P",).cpt-9WMഀ
townsഀ
Slesdeny Fiഀ
tt Aa&,,d aF.e/ഀ
BMt-0.ed Losdigഀ
0ഀ
0ഀ
Bdero Lmdhgഀ
0ഀ
0ഀ
1lyp-.& Lmdngഀ
0ഀ
0ഀ
T npreiy C--ruction (M S.-ho Lowing 0ഀ
0ഀ
Od. Dead Lowingഀ
0ഀ
0ഀ
U.(RWudda)Lo dhgഀ
1ഀ
0ഀ
U,,(Unreducids) Loafingഀ
0ഀ
0ഀ
Lir.(SMW)Lmdngഀ
0ഀ
0ഀ
Lhe(Raol)Lo.&Vഀ
0ഀ
0ഀ
Lod CmrMmdam-10ഀ
0ഀ
D_ഀ
CLഀ
g~ aഀ
9 lAഀ
Oഀ
Ey o_ഀ
b mഀ
{ 'eഀ
Cഀ
CLഀ
Oഀ
mഀ
Oഀ
.Cഀ
CLഀ
'aഀ
mഀ
Qഀ
aഀ
Ld yഀ
Cഀ
Oഀ
V)ഀ
c cഀ
C Cഀ
O 0)ഀ
c Eഀ
mഀ
Eഀ
Dഀ
mഀ
N yഀ
Cഀ
C m~ .Jഀ
~ Cഀ
aJ~ഀ
V W Zഀ
dഀ
Z =ഀ
r+ ~ ~ Jഀ
= ~aLOഀ
Cry EYroഀ
a Lasഀ
t ~ c c iiഀ
U) m -g1 d1ഀ
m m m mഀ
2 o oഀ
cഀ
dഀ
~ dഀ
Wഀ
~ Eഀ
0ഀ
Eഀ
~gg aഀ
m ¢ഀ
Nഀ
Cഀ
Eഀ
wഀ
~ mഀ
f 3ഀ
> oഀ
dഀ
mഀ
Nഀ
Cഀ
Nഀ
Eഀ
mഀ
wഀ
cഀ
~ oഀ
cഀ
o Eഀ
N 0ഀ
C ~ഀ
E Nഀ
5ഀ
Nഀ
Zഀ
mqഀ
Z =ഀ
amഀ
N Jഀ
~ ~ mmഀ
~ N Nഀ
C Cഀ
w Jഀ
c~ CL LOഀ
c E~Rഀ
ഀ
m ` uഀ
EE°-'ഀ
W uiഀ
cഀ
Eഀ
~ wഀ
aഀ
CNഀ
dഀ
Yഀ
Vഀ
m f"ഀ
{ Cഀ
¢ Eഀ
wഀ
3ഀ
fഀ
3ഀ
0ഀ
oഀ
coഀ
Nഀ
cഀ
mഀ
Eഀ
dഀ
C W Vjഀ
cഀ
Nഀ
'rq Oഀ
Cഀ
E -N 5ഀ
m Wഀ
9ഀ
.o dഀ
(q~Zഀ
N ~ഀ
d Z myഀ
y m mഀ
O y mഀ
aS~ഀ
~ Jഀ
d r0ഀ
N Eഀ
c~E~ഀ
d c ~ nഀ
d o mഀ
[U- .2?ഀ
Vഀ
Orഀ
O Q rp dഀ
~L$ഀ
IFഀ
Nഀ
_X ~ഀ
LLഀ
aഀ
Y N Oഀ
L x Loഀ
X LOഀ
LLഀ
11ഀ
$ Wഀ
$ Eഀ
9 C)ഀ
eഀ
~ oഀ
aഀ
Nഀ
Cഀ
Eഀ
wഀ
~ mഀ
i 3ഀ
0ഀ
mഀ
Nഀ
Cഀ
dഀ
Eഀ
dഀ
W ujഀ
c Cഀ
oഀ
cഀ
cഀ
0 0ഀ
Wഀ
Esഀ
~ Nഀ
mഀ
a~zഀ
Nഀ
Z =ഀ
E dഀ
Cഀ
'vi a`)ഀ
a Eഀ
t0 J ,eഀ
cn p`) Oഀ
cmEഀ
m c uഀ
E a)ഀ
A2 mഀ
WWOcoഀ
6 Eഀ
wഀ
~ s 3ഀ
Nഀ
7 ~ 41ഀ
Yഀ
q ~p Uഀ
E*F g F-ഀ
w mഀ
Nഀ
Wഀ
0ഀ
aഀ
Nഀ
cഀ
dഀ
Eഀ
mഀ
C Wഀ
cഀ
(Lഀ
3 0ഀ
Nഀ
Vj mഀ
t0 c Eഀ
CE N oഀ
E m dഀ
Nഀ
)OEഀ
~ഀ
mഀ
Nഀ
dഀ
05 Zഀ
r Nഀ
O oഀ
QZഀ
J Jഀ
O h dഀ
Nഀ
CLഀ
~ Jഀ
N U) o Loഀ
cmEഀ
d c ofഀ
qq~~ cഀ
WW ocoഀ
jഀ
tഀ
wഀ
aഀ
uiഀ
O Qഀ
Jഀ
(L Eഀ
Uഀ
c wഀ
6 ppഀ
W D vഀ
g y? mഀ
J o aciഀ
z Eഀ
Q wഀ
Nഀ
Cഀ
Ci~ Eഀ
C N i/1 ~ഀ
'C c c pഀ
LC J O Uഀ
Zഀ
J d >ഀ
N m Oഀ
CG1~Qഀ
+N.ഀ
OE)ഀ
J 'ryj mഀ
Cl) -a Wഀ
Qyz°=mഀ
O~~ 3ഀ
Oഀ
a m mഀ
~.S 3 cഀ
r U mഀ
V oL.sWഀ
~Ua~ nഀ
~°zE3tDഀ
`o c r nഀ
o m mഀ
Hlm-OW toഀ
mmഀ
> wഀ
'o aഀ
s ~ mഀ
8 J ~ഀ
t C mഀ
a Eഀ
E wഀ
cഀ
o Cഀ
CLഀ
Uഀ
~ 0 0ഀ
C mഀ
Oഀ
CL cഀ
Nഀ
O mഀ
Wഀ
m cഀ
E yഀ
0ഀ
oC .Qഀ
CJഀ
C j c mഀ
~ " E aഀ
a6oaഀ
N O wNഀ
Eഀ
J~ m Wഀ
°z3ഀ
M IDഀ
COoഀ
Jഀ
mഀ
m o H Eഀ
J mഀ
U r _Wഀ
m=E3<ഀ
v-ഀ
mac,ഀ
c mഀ
~ 10ഀ
J a W iഀ
aഀ
aഀ
3ഀ
J tഀ
Q mഀ
wഀ
g mഀ
oഀ
Jഀ
C Qഀ
cഀ
mഀ
iഀ
aഀ
S Eഀ
Wഀ
cഀ
J Oഀ
O 8ഀ
~ a 3ഀ
0ഀ
mഀ
m mഀ
J a1ഀ
cഀ
c Eഀ
CL° mഀ
N wഀ
o Eഀ
C Nഀ
E o Uഀ
~ y >ഀ
y E aഀ
aഀ
Cഀ
ao~Eഀ
NZ y mഀ
v m :3 wഀ
o~z°mഀ
- y Nഀ
Q C ~ Oഀ
Jഀ
Cf ~ aNiഀ
~ = J Cഀ
mഀ
J ~ ~ dഀ
Jഀ
N)-ഀ
am)ഀ
mഀ
~ocm nഀ
IDഀ
(5o_ o-m mഀ
~ wഀ
E 0ഀ
C Nഀ
o mഀ
a ~ഀ
8ഀ
79ഀ
oഀ
dഀ
Wഀ
c cഀ
a Eഀ
'o Uഀ
0ഀ
J Oഀ
p mഀ
aഀ
N Cഀ
Oഀ
mഀ
Wഀ
_E cഀ
e c cഀ
IDഀ
Cഀ
, oUഀ
aഀ
9ഀ
adaഀ
No p-¢ഀ
C Z Nഀ
J > > Eഀ
N mഀ
63 Qmy mwഀ
J Z 0ഀ
cZm3ഀ
t0 > > Oഀ
J ro mഀ
Cഀ
a_3 yEഀ
M mഀ
perp. Wഀ
7 C m Iഀ
cLDE3'ഀ
Z v 3 Eഀ
Z W mഀ
J -i a W fഀ
5.5ഀ
Z5 t=ഀ
Wഀ
Aഀ
> Rഀ
$ O (Aഀ
~ J mഀ
5 dഀ
0 a° Qഀ
fA om.ഀ
c cഀ
o Eഀ
°m wഀ
J Eഀ
C 7ഀ
am C4ഀ
~ ; oഀ
dഀ
J mഀ
C mഀ
0 Cഀ
a Eഀ
N mഀ
C lUഀ
sഀ
Eഀ
Alഀ
Uഀ
p co cSഀ
C7 E ~oഀ
~ y 0 Qഀ
Hഀ
J D Z Wഀ
(Dഀ
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Eഀ
0 cഀ
0ഀ
J=wഀ
mഀ
~ J 3ഀ
Nഀ
Z a)ഀ
Zഀ
N yഀ
EEഀ
E~Wഀ
=E - 'u,ഀ
C ~ E3'ഀ
C fA -ഀ
Ofc c ~ഀ
Nഀ
D a W 1ഀ
Vds Frml Door- Peseft Seem PBI3-0abt Load (Min Re4).cpl- 916208ഀ
Calc Logഀ
Cskidrg r.7" Crnd-Darഀ
A .Gk,&sM OPS..ഀ
TM-"*b ax-finch sWJ1 adineeXadVdeersf-ഀ
SuPP- b.. W, NOT iskded b wS-deed kxdeg.ഀ
Tendon 1-dul.mpa.nl NOTm dnnl in pmdnd re-W..ഀ
Sz robn:inbes"ons en used b esnk- *win in ens,ഀ
Creep Fe W of 335 used in FOR cdd ficmഀ
SizYAege eednd MOON used in ECR mkuledme.ഀ
ACI 318-02 Is -11, design,ഀ
U. k.d reduct. r.l usedഀ
A-.mbkng SO-Maskഀ
435 Degrees dFloedanഀ
SOMes Meets Bha 93 Mob".ഀ
TrbngasWng Subsea M tkഀ
Cresting SWN)..d Lowing.ഀ
Cre•dng Balers lceing.ഀ
D.Wmkig Caweb Cn esSeed-ഀ
D.wIni nig Tend. Cnae S•W..ഀ
Soki gfor S""-d LoWi g.ഀ
8okkg fnr UNDeed L..*g-P.asm: Ful Pe4mഀ
TsW Leeds: (0.0,42.3) Kipsഀ
TaW ft-0-955.12,1.011.42,423) Kipsഀ
LOW-R-S. T.W-: (155-12,-1.08.12,3.79.11) Kipsഀ
Solving for 1W.o Lmdng.ഀ
Sdsk9 ter BeWS. Lasing-Peasm: FW Perm.ഀ
TOW Lode: (%%4.U9.ie) Kpsഀ
T.W Res.9-(-53%-12,357.-12,-9.09-11)K%.ഀ
losd4le. W an Td--: (-5.38.12,3.57-12,-9.0.11) Kipഀ
SAIng brTempr.y C-ft"m (At SMesing) (Owingഀ
Tempa.y ConeN¢Ibn (At Sesetlg) LO.in9-Peft. FW P- M. No Lurkഀ
Sa&9ter Od.Ds•d Ladk9.ഀ
Sdrbg brOil- Deed Lolling-P.Mrrc WI P.M..ഀ
T.W Leda: (0.0; 101) lop.ഀ
ToW 11 6-(72%-12,-284s-12,101)Kipഀ
LoedAmcd.Tdrrlon: (/2%.12,.284.12,1.18.10) Kqeഀ
Sdskng ter W. M.kdfb) La.d'sg.ഀ
5.X49 b W. gisdudrp) Loedkg-PMlem:lmd PeMm 7.ഀ
T.W Los&: (0,0,31) Klpഀ
T.W Raw Was: (4.12,425.12,33) Kip.ഀ
Lmd4 *WdcnTcle-(%-JZ425.-12,1.42 10) Kp.ഀ
501109 brLin 046-6b) LMAV - P.M Lord P.M. 2.ഀ
TaW lade: (0,0,-712) Kipഀ
TOW R-.6-(279.13;1.32.13222) Kipഀ
turd-R..S. Td.ass: (279-13;132.13; 1.4-11) K4.ഀ
Sd49 ter Lin (Rducbb) Lmd 9-PeMm: Load PeMm 3.ഀ
TOW Led.: (0,0,-53.3) Kipഀ
TOW Rewfum (52802,.237.12,53.3) Kippഀ
LOSd-A-d.n TdW- (528.12,237.12,125.10) Kipഀ
Solving for Live (Rekvble) Lmrig- Perm: FW Premഀ
TOW La W: (0.0.-59.3) K4.ഀ
ToW Reeelww (828.12,237.12,533) Kgsഀ
Lm"ONOSMTalee.o: (626e 12,237«12.128-10) KiMഀ
Solskg ter W.(Urw%dxbls)loeb9.ഀ
Lin Na.d.b.) Leedsg-PNWn: Lod Perm 1 Ms No Lade.ഀ
W. Nn shmbo)1.06*9-Pesen, Lod Pa1tem2 Me No LOde.ഀ
Lis. Nn s0.die) lo-Ang-P- led P.Mm 3 Me N. Lmde.ഀ
U. (U-&able)Leming -PeMm FW PeMm Me N. Los&.ഀ
Solvigkr W.(SWrep)lasdk9.ഀ
We(Sewap)la.I -PeMm:Laed PeMm1hr N.L-&ഀ
L"(S-W)Lmdr9-PeMm LeadPas 2hr N.Laeda.ഀ
lies(Sbega)Lmatrg-P.M :Lad PeMm3h.No L.de.ഀ
Gk Lag -45ഀ
Estimateഀ
Veda F=t Door-Pebe4 B.em Psi"oknl i-i (Min Redo).gn. eR205ഀ
Concrete Coalsഀ
M.Wisb: 100 per cu. I& s 10,44 ou. Ids . 1044ഀ
Lahr. 50 per x yk 10.44 as Ids 52IAഀ
Tad: 10 per w. yd, z 10.44 a. yd. s 1565ഀ
Post-Tensioning Costsഀ
M.wl.b: 1 prpude x 349.9 panda • 349.9ഀ
Lahr. 0.5 prPa 30.9 P.as1e 174.9ഀ
Tad: 15 perpaax1 x 30.9 pound • 524.8ഀ
Formwork Costsഀ
Mel"is: 1 P.•q.h z 236 sqhഀ
L.bar. 1 Weq.h 236 eq.IL 236ഀ
To W: 2 Per sq. IL z 236 eq R • 471.9ഀ
Mild Steel Reinforcing Cosaഀ
Materieb: 1000 per Me r 0.5501 ter • 50.3ഀ
Leber. 50 per ter 0.550 tens 2752ഀ
TOW: 1500 Per- x 0.5503 bur • 825.5ഀ
Total Costsഀ
M.Wrisw 0237 preq. IL x 235 sq, h • 2180ഀ
Labor. 5.119 peregAt 236 eq.h 1278ഀ
Toren: 14.38 preq, h x 236 eq h = 3388ഀ
Calc Log (2)ഀ
Vdx F=t D=- Petefe Seem PSI3Psintl.d (Min Redo).apl-9,B20DSഀ
W. (SWeg.) Losing- PeMm: Fu1 Patten Me N. Iask.ഀ
8dvkg tar Lee (Root) lOakg.ഀ
L0.. (R-O Luring-Pesem: LOW Peen l Ins No Lwk.ഀ
U. (R-Q Lasing-PeMm Lard Pattern 2 bee No Lode.ഀ
LW. (R-0 Lmdng- Pesem: Lod PeMm 3 Me N. L-le.ഀ
We Q(mQ Laing-PeMm: FW Pattern Me N. Loede.ഀ
Geis. gpm-" Wcn In Curse Se:&,sഀ
Sdskng f. Hyp-Min Lmdng.ഀ
edrkgforAlMW LC.ഀ
SolvingforDmdaBWw LC.ഀ
Sdehng kr bidet S-im LC.ഀ
S *q ter Srvin LC: 0 a(1.010.0)Lഀ
Solvingkr mWnsdS.A. C.ഀ
SdrkglarFamn tLC IAD.ഀ
Sdrhg for F-W ed LC: 12D a 1.M-a OSLr.ഀ
5ddng for F.dad LC 121 a RL a 1.8Lr.ഀ
StlMg far Lag-Tern D,Mcdm LCഀ
SWkg for Liss LOdഀ
Csinledr9 Code Mk*r- Deep -Mq-.ഀ
Cekdelbg Us.Mkinsn D-9 lopes,ഀ
C.kdehg MIMI Bank. Design ens.1ops.ഀ
C.g Supdesdsign 1..ignensalopes.ഀ
GkJetiI,n"Ong S"rqM Designesesi0psഀ
GkJ .ഀ
edng Dft Design wwMOpnഀ
GLnLdrg Cods a Cods de Mbbwn Design • Pees 1ഀ
CeklYbg User Mkbrun Design - Pees'ഀ
Cekisti g Nisi Swoe Design • Paw 1ഀ
GL,d.kg S.rA. Design -Pass 1ഀ
G.Lulu ng SuMelesd SeMm Design-Pees 1ഀ
CskW.ft S-Nih Design-Pass 1ഀ
CA.dW* g Duda y Design-Pass 1ഀ
Cekdebg Code Mi nrun Design - Pees:ഀ
Cskulelpg User Mhnnzn Design-Pass:ഀ
Csitui" lniel S.nka Design-Per 2ഀ
Cal WWig S.M.Design•Pass2ഀ
Gk W sing SWWI-d Swb Design - Pees 2ഀ
CakJetlng S.agdi Design-Pre 2ഀ
Ceigistlng Duddy Design - Pees 2ഀ
Gkubdrg Code MBi rr- Design - Fine! Design Chedഀ
CMnieBng User Nfi naun Design -F W Design CMdഀ
CakJeM1g Id414rvk. Design-Fs Design Cheekഀ
Gkddng Senn Design • FiW Design Checkഀ
Cek4Mg S,-k dS-rv Design - Final Design Checkഀ
C.klewng SMngth Design •Fial Design Chxdnഀ
Gkdedng D ft Design • RW Design Checkഀ
This.Wyn Me Man mnpl•bd-f gy, d-*.b.se faary-rings orenae.ഀ
Csic Log-48ഀ
Edmstx-47ഀ
Vails Front Doorഀ
Project #5500.02ഀ
Post-Tensioned Beam PB14ഀ
Pere Beam PB14 (Min rae.).aptഀ
l atmഀ
Merv sect Neea3 Elgbrm, ba.ഀ
Novc.epemeeae..yenes. Yaഀ
Nor 0r/`Y a Mwk V ..ee/ e1e..e Msഀ
teeഀ
Vab Fred Door- Pahl. Beam P814 (Min x5o).opt- 9182009ഀ
Unitsഀ
Geometry Unitsഀ
Pion Dkrerxbe: feet Slob Thkioee: boot- Suppon Dkoemlone: kicbeഀ
Angle: deg- Ele-tine: Inehe Support Reift betഀ
Loading and Reaction Unitsഀ
Pdnl FOrw: Y4pa Lie Faux: kry.gl Are Fare: pot -ഀ
-Rep.A.bm:OKlps -Report Ae Z.. Gwp m -Repel At Zem:Op.lഀ
Pdrx Mene.kipa Lt. Mee. pou.e Arse M-. 09-1ഀ
-Report Ae Zem:Oklpa -Reports Lm Opoexb -RepMA.Zem:OBAootഀ
Spring end Stiffness Unitsഀ
Point Few Spite: kipsIn Lk. Face Sprkg: kd Are F-Spdng: pdഀ
Point MomerdSpdng. Wto Lire MOmea Spring. 0 AreeM-.Spdng:WMഀ
Slab Analysis Unitsഀ
Few: Kip. Moment kip-ft C- Strove: pdഀ
-Report A.Zem:0Kip. -Repon As Zeo:0" -Repee A.Zem:Opeiഀ
Few PwVAdde:kipeRt MomentPe Vmm:IOpe Deflection: kmheഀ
-Repo A,Zom:OMpr/8 -Repot A. Zem: D Kiyx -Repot A.Z.m:Obcheഀ
Matedels Unitsഀ
Cor M Votume:.. into Raink,.bV A e:.q. R PT Foma: Kip,ഀ
Reber 1141g. kn. T-lon Profile: inclxe RWr&.kg SO..: Miഀ
PT Weight pooh Coeer, We.ഀ
Miscellaneous Unitsഀ
FbarArea: eq. A Dereny: pct Elo peEe.: kct-ഀ
Tendon Argo. (ror Mode): r.6e sഀ
Unle-2ഀ
Signsഀ
Vet Fray Door- Pe Me Been PB14 (Min etlo opt- 916=6ഀ
Vale Front Door- Pere Bem M14 (Mln relo).opl-6/6/2006ഀ
Materialsഀ
Concrete Mixഀ
BEr Oruഀ
y Mഀ
A:ഀ
Wഀ
ALഀ
A.6-ഀ
MMrEdഀ
U-ftഀ
Aeme dc0ഀ
degഀ
(-Mഀ
ds0ഀ
de0ഀ
AMbഀ
EeCaloഀ
dd7ഀ
dNഀ
3050 pal 150ഀ
3000ഀ
3000ഀ
3725ഀ
3725ഀ
02ഀ
Ad 8.5.1 (no W.)ഀ
2500000ഀ
30DUMഀ
4000 pet 150ഀ
30Mഀ
4000ഀ
3725ഀ
4675ഀ
02ഀ
Act 8.5.1 (ro Wc)ഀ
2500000ഀ
3000000ഀ
5000 P.1 150ഀ
3000ഀ
r OOഀ
3725ഀ
8369ഀ
02ഀ
Aa 8.5.1 (no We)ഀ
25DOODDഀ
3000000ഀ
6000pd 150ഀ
3000ഀ
8000ഀ
3725ഀ
7450ഀ
02ഀ
Act 8.5.1(- Wc)ഀ
25ODDDOഀ
3000000ഀ
PT Systemsഀ
S)eMeഀ
AP.ഀ
Epeഀ
Beഀ
*Vഀ
Nk Dud RHaS 51.1*ഀ
Amft.*.ഀ
Able,ഀ
7Meഀ
d0. h)ഀ
1wഀ
Ah0ഀ
Af0ഀ
dtl 6eebeelഀ
A1rDbltഀ
law)ഀ
W Unhond dഀ
rnbadedഀ
0.153ഀ
28000ഀ
175ഀ
243ഀ
270 O.sഀ
1ഀ
6ഀ
15"Bordedഀ
bodedഀ
0.153ഀ
28000ഀ
160ഀ
243ഀ
270 3ഀ
4ഀ
6ഀ
0.W Unbondedഀ
mbondedഀ
0217ഀ
28000ഀ
175ഀ
243ഀ
270 0.6ഀ
1ഀ
8ഀ
0.W ".Kiwiഀ
bodedഀ
0217ഀ
280(10ഀ
160ഀ
243ഀ
270 4ഀ
4ഀ
8ഀ
PT Stressing Parameters .ഀ
Syafleaഀ
AMmaഀ
.e6My saes SeeepL-ഀ
1w dedw.)ഀ
AW-ഀ
FiAS1Anഀ
neBeeഀ
/li8rtlഀ
FiEam AWWI AelCflഀ
//ASഀ
ibഀ
)ഀ
br L.M.T mL-ഀ
b7ഀ
75" Uebadadഀ
216ഀ
025ഀ
0ഀ
OA014ഀ
Oഀ
nഀ
0.07ഀ
22ഀ
W aordedഀ
216ഀ
025ഀ
0.02ഀ
0.001ഀ
02ഀ
22ഀ
0.8'UMadedഀ
216ഀ
025ഀ
0ഀ
0.0014ഀ
0.07ഀ
22ഀ
0.6"8andedഀ
216ഀ
025ഀ
0.02ഀ
0.001ഀ
02ഀ
22ഀ
ReinfOfdng Barsഀ
Earഀ
Asഀ
IMOഀ
ESഀ
AYഀ
y0ഀ
MMഀ
>3ഀ
0.11ഀ
9ഀ
26000ഀ
80ഀ
84ഀ
02ഀ
29WOഀ
60ഀ
05ഀ
0.31ഀ
26000ഀ
60ഀ
t6ഀ
0.44ഀ
29000ഀ
60ഀ
07ഀ
0.6ഀ
28000ഀ
ODഀ
asഀ
0.79ഀ
29W0ഀ
60ഀ
86ഀ
1ഀ
20WOഀ
60ഀ
010ഀ
127ഀ
28000ഀ
ODഀ
811ഀ
1.66ഀ
2800(1ഀ
s0ഀ
Positive Loadsഀ
Positive Analysisഀ
tidllഀ
® t•'a•ഀ
Positive Reactionsഀ
,/74l x~ഀ
Sigre-3 1 M.bdeb.4ഀ
Vaib Ftoo Doo-Panfe Beam PB14 (Min nado)got-QW(*6ഀ
Vesa Fro. Door- P.W. Baer P814 (Min raso).W. 982006ഀ
Materials (2)ഀ
Loadingsഀ
SSR Systemsഀ
Latlly AWUഀ
7).ഀ
A.Mb p>pMm F4nar OtRPaI Factഀ
S&dAeaഀ
H dA- Mh Dlaaybdഀ
*-~SW Fyഀ
SddSpaoYgAbvadig AM Said,ഀ
SeaDrd Loadingഀ
SNFW.4.ഀ
Nona) 1 1ഀ
SO? SY~Abma 6o.Wഀ
do. A7ഀ
&actp/hC )ഀ
SiWdഀ
wo fj 4wഀ
A-sea /Ndaq PWWഀ
Data-Load iBഀ
Bdencaഀ
Namur 1 1ഀ
3W SSR 0.11ഀ
1.11ഀ
0.5ഀ
Noraഀ
50ഀ
025 2ഀ
Hypar.Mdc Loadingഀ
Hypnbdcഀ
HypareMde 1 1ഀ
1/YSSR 0.195ഀ
"ഀ
1.96ഀ
0.5ഀ
Noraഀ
50ഀ
025 2ഀ
Tamp l yCareIn d.(At Sb.Wng) Load'8gotrg Daadഀ
Nom.l 1 1ഀ
518ഀ
SSR 0.307ഀ
3.07ഀ
0.5ഀ
Noraഀ
Wഀ
015 2ഀ
Ot1w Dead LOednlgഀ
D -dഀ
Norval 1 1ഀ
We SSR 0.442ഀ
4.42ഀ
0.5ഀ
Noraഀ
50ഀ
015 2ഀ
U- (Pad-di) I..."ഀ
La. (R.erwl.Jഀ
Noma) 1 0ഀ
Lha (Urr.ducbb) Loadingഀ
Uw Pn d x*Ia)ഀ
Nanai 1 0ഀ
Llve(SOnaga) Loadingഀ
Lhs (Storega)ഀ
Nmral 1 0ഀ
Lk. (Roof) Loadingഀ
Llra (Roof)ഀ
Name) 1 0ഀ
M.NdW -5ഀ
Load Combinationsഀ
AN Dead LCഀ
ANw Dsigncrlada: arota>ഀ
Vasa Fm Door- Paaf. Bean PS14 (Min ndo).,p . GaWodഀ
SMrOrtlFiഀ
CM AR Emalkia, Fic tarഀ
BaIPDaW Laed'agഀ
1ഀ
1ഀ
Saw- Loadingഀ
0ഀ
HypanMdc,ഀ
0ഀ
0ഀ
T.ngoary Coaoucd- (At Saaaairg) Lcadrg 0ഀ
0ഀ
Otar Daedlnadtgഀ
1ഀ
1ഀ
Lh. (Raducbb) Loadingഀ
Iഀ
U- (Uradttotla) Loadingഀ
Lha(Stoaga) Loadingഀ
0ഀ
0ഀ
Um (R-0 Loadingഀ
0ഀ
0ഀ
Dead . Balance LCഀ
Actlw D.IgnCdid: arare>ഀ
acavVഀ
Si=Fഀ
-W AI Enaef WFaoa,ഀ
S.6-0ead Loadingഀ
1ഀ
1ഀ
13.10- Loadingഀ
1ഀ
1ഀ
Hyp.n". Loadgഀ
0ഀ
0ഀ
T.nponoy Coeducdon (At Saewing) Loading 0ഀ
0ഀ
Odor Dead Loadingഀ
1ഀ
1ഀ
Uw(Redu.N.) Loadingഀ
0ഀ
0ഀ
111a(L)--kak)Loadigഀ
0ഀ
0ഀ
walStorgp)Loadireഀ
oഀ
0ഀ
Uw(Rool) Loadingഀ
0ഀ
0ഀ
What Service LCഀ
Aedw Ddgn Cosade: meal Servba Daaignഀ
4aeaaqഀ
Slaad"Piഀ
dir MEmMme Ficdarഀ
s.6-D..d Los"ഀ
1ഀ
1ഀ
Belsrc. Loadingഀ
1.13ഀ
1.13ഀ
Hypalsaadc Loadingഀ
0ഀ
0ഀ
Tetporary Coeaurdioa (At sataadg) Loading 1ഀ
1ഀ
Ober Deed Loadingഀ
0ഀ
0ഀ
Urt(Rdub6) Loadngഀ
0ഀ
0ഀ
Lh.(Llrwtlucbe) Loadingഀ
0ഀ
0ഀ
U1. (stonp) Loadingഀ
Laa(R-0 Loadingഀ
0ഀ
0ഀ
Load Cotdardoa-7ഀ
LaWayp-6ഀ
Load Combinations (2)ഀ
SeMCe LC: D t (1.010.0) Lഀ
Aetlre Design Grinds S.tdoD Ipഀ
V.I. Fan Door-Ptafa Beam P814 (Min n*.).rp-982006ഀ
/aadav shodaraFkalr Aa.EmMxo Fidn•ഀ
sae-Dad Loading 1 1ഀ
Od.- Loadingഀ
HypatWae Loading 0 0ഀ
Temporary C-hicdon (At Saaea:g) L." 0 0ഀ
OMa DaadU,ft 1 1ഀ
U-(Faducbla) Loadng 1 0ഀ
U.(Unr d Ab)L.Ming 1 0ഀ
U.(B-p)Loading 1 0ഀ
Uw(Rool)LudM 1 0ഀ
Sttatalned Swim LCഀ
Ames Daalgn Crk rkL Suai dad Swab Deignഀ
9Mഀ
Af.EnawbmFicb-ഀ
Load'ngഀ
1ഀ
1ഀ
isl laaddgഀ
1ഀ
1ഀ
Hypantatle Loadingഀ
0ഀ
0ഀ
Tarryoary Conti dw (At Satwitg) Loading 0ഀ
0ഀ
Od- Dead Loadingഀ
1ഀ
1ഀ
Lh. RMucbla) Loadingഀ
GSഀ
0.5ഀ
I.N. Loadingഀ
05ഀ
0.5ഀ
Lha(Stoap) Loadingഀ
1ഀ
1ഀ
Lh.(R-OLmdgഀ
0.5ഀ
05ഀ
Factored LC: I ADഀ
Actlva Da.Ign Cded.: User Mitan=Deign, Coda Maiaam Deign, Seargdi D.ign, Dwft Daalgഀ
[aadiroഀ
ShadrdFYഀ
AA ERIMIOd, Fiഀ
Self-0 dLOWigഀ
toഀ
0.9ഀ
B.W-Loafingഀ
0ഀ
0ഀ
Hypatladc Loadingഀ
1ഀ
1ഀ
Tampotary Copauction (At Stawing) Loafing 0ഀ
0ഀ
OlherDeaft-dingഀ
1.4ഀ
0.9ഀ
Uva(R (Rd-b.) Loadingഀ
0ഀ
Uva (Umadable) Loadingഀ
0ഀ
0ഀ
Lh. (Storage) Loadingഀ
aഀ
0ഀ
Lt.(R..Q Lowingഀ
0ഀ
0ഀ
Load Candoatlam-Sഀ
Veil. Fred Dom-P..l Be- PS14(Min neo).ge-BI6 W6ഀ
Load Combinations (3)ഀ
FaMred LC: 1.20+ 1.61- +0.5Lrഀ
AdWe deign Crtede: U-Mormon Design, Cade MWneen Design, Seerq, Deign, Dudddy Deeigഀ
3ladedFaഀ
eb AL Fawhoe FiCഀ
Set-0sed L.....ഀ
12ഀ
09ഀ
Be.-Loadingഀ
0ഀ
0ഀ
Hype Loedrgഀ
1ഀ
1ഀ
T-paaty C-...Nm(A, S.Wrg) Wading 0ഀ
0ഀ
Oew Dead Loaddgഀ
12ഀ
0.8ഀ
L" Fedcble) Leedngഀ
1.6ഀ
0ഀ
1Ar(1lmedldr.) Leedhgഀ
1.6ഀ
0ഀ
Live(Smege) Lcedrgഀ
1.6ഀ
0ഀ
Dve(R-Q Loadngഀ
0.5ഀ
0ഀ
Factored LC: 1.2D+111. + 1.61-rഀ
Aedm Deegn Cdrde: LberMkb a Design, Code MWrmen Degn, SMODesign, Duddy Dengഀ
Bfnq r,ഀ
Pഀ
" At EovskwFILtierഀ
8.8-0erdLaadYgഀ
.ഀ
09ഀ
Balance Lnedngഀ
0ഀ
0ഀ
Hypeet Losingഀ
1ഀ
1ഀ
Ten~dery Ca Vtcgw(At 8b ing)Loading 0ഀ
0ഀ
Obe Deed L-ftഀ
12ഀ
0.8ഀ
Dr.(RWLi b.)Lcedtgഀ
0.5ഀ
0ഀ
I.N. glrcw m.)Laed"ഀ
1ഀ
0ഀ
U.-(6rmege) Lordingഀ
1ഀ
0ഀ
live (R-9 Leftഀ
1.6ഀ
0ഀ
Long-Term Degecgon LCഀ
Acd,.D..OC*.d.ഀ
aearagFicഀ
b At fib,*lFiWrഀ
S.bDed Leedhgഀ
3.35ഀ
3.35ഀ
B.W-Leedhgഀ
3.35ഀ
3.35ഀ
Hypnat k Lowingഀ
0ഀ
0ഀ
Ternpnery Cmemndan (Ar S-..J) Leedng 0ഀ
0ഀ
Otmr D.edLndrgഀ
3.35ഀ
3.35ഀ
Live (Ledue0le) Loddngഀ
2.18ഀ
218ഀ
Dee(Unedueel.) Leannഀ
2.16ഀ
218ഀ
Llra(Staaga)Lmdngഀ
3.35ഀ
3.35ഀ
lha (R-0 Lowingഀ
2.18ഀ
218ഀ
Lind Co b'b-ns-8ഀ
Design Rulesഀ
Valle Fad Don-P-e, Benin P1314 (Min nio).cpt-B/8 Mഀ
Code Minimum Designഀ
31 B-M Min Rebdamwdഀ
User Minimum Designഀ
Spedsed Min. Rehf-.ഀ
Initial Service Designഀ
318-M Lddel eenice Designഀ
Service Designഀ
31S-WS@,i=Dssgnഀ
Indu 1. debated secem endyelaഀ
Sustained Service Designഀ
s16o2 sd.Mh.d serLr Designഀ
Seengdr Designഀ
31602 SbegN Deegnഀ
Purcbbng Sher Deignഀ
Ductility Designഀ
318.02 DncMry Deignഀ
Design Rd" - IIഀ
Load Combinations (4)ഀ
Live Loadഀ
Adv.Deeignduds:ഀ
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Vab Flan Door- PWr, Baw P814 (Min mb,).,p• 892000ഀ
Veils Fnx. Door -Pq ft Seem P814 (Min re0o).opt-QlarMeഀ
Calc Loഀ
Cal in Log 2ഀ
l)ഀ
Cekdeeg Earydkg 0i -Debഀ
Cekഀ
Cab Minrmm Daഀ
nal D Chഀ
AcRna OskWSBon OpOre:ഀ
b eue Isഀ
Nഀ
Th-ഀ
X ~ V dracOprഀ
y wabk~ in dlഀ
Lkftഀ
itഀ
n Design - Fiഀ
CekWSeg Userഀ
DWpn Chadഀ
SLWഀ
.ഀ
, W dഀ
OT km hdkutlഀ
Bupprb above Web ets NOT rd F xp-wd betlYnB.ഀ
r nd.ഀ
Cslpledg ldIdOe Serb D.Wr - • *t1 FhW Deslg~ Citliഀ
rഀ
pkJefirg $.rvb Mrgn-F1rFiWMdgn ClrCf.rkഀ
T.rdon artbal cr.pouot NOT ronW.d in porch check r9ecson.ഀ
Ceku6" Snetiwd Sarvb D.gn- Fkrl Dngn Chw kഀ
6r Wnslon Ilradons an used b Minnow bnekn in ans span, 'ഀ
Qkdoing 8eer0 Deegn• Frd Design Ch.*ഀ
CMp Fecbrof 3.35 ueed in ECR -W d. e.ഀ
Cekd." D-Ifty Design- Flirt Design Checkഀ
Shrbrege.rab d 0,0004-1 in ECR calWa-.ഀ
AC 31602 Is used in d.inഀ
TMe'nay" hee been conpb.nd rsc..eblly, dr.rr ebae br any w,"ng. ors.ae.ഀ
U . bed ndx:Oon--lഀ
SO -Mbttb eh.dy up b debഀ
S.64W bed av-kn 1. r-*up b doe.ഀ
CMdg BW-Lodinaഀ
CpIgW nzm e.cBan dm en ebeedy W b deb.ഀ
Wbmini g Trd.n Cross Secbnഀ
U. bad and Nmc k. w ar-d, WbdMs.ഀ
S.IFDssd Los*V b'ready W b dsb.ഀ
6wrg rrse.IM. La.c ng.ഀ
SoMi g for Bats- Loedbg-Pours: F6 Pso-ഀ
ToW Lostle: (0,0,4.00a-16) Kippഀ
Tee R.14-: (-32Ba-122.66r12,-1.01.11) Kipഀ
Lee"--tinnTd-: (-328.-12.2 1) Kipsഀ
Terpeery Car -"-(N Sa 'erg) Lesdng 6.1-dy upbd'bഀ
OIMrDeed Ludrg b.reedy up bdeb.ഀ
Uv.(R.drt)Loft I-WMWy upbtlea,ഀ
Lhv Vmft%9*6) Looding Is d eWy'p week-.ഀ
lava (S..p) Loanep b'reedy up bdw.ഀ
Llve (Rod) lodes," b en.Wy up b deb.ഀ
CeeYtrng Pr.-Pse" in Creee S. 6-ഀ
Solving br Nypw.btle teed.,".ഀ
All Deed LC b abeedy up b des.ഀ
S.M,Vfr D. d.B.1s-LC.ഀ
Sdrrg brlNtld Brrke LOഀ
Sobrg for8ervbe LC: D • (1.010.0) Lഀ
Sdit brS-k.d Service LC,ഀ
S&dV forl'adored LC 1,41). -ഀ
SOWV far Fedred LC: 1.21) + 1.61. .0.5U..ഀ
solving forl'abntl LC 121) .III- +LOU.ഀ
S-Igbrl. g-T.rm Dws-nLC.ഀ
Ur.Loadbഀ
bdeb.ഀ
lsഀ
CdnieOng Cde o M r* nunDഀ
esign eഀ
e.ഀ
..k,ഀ
CalWwrg lbr MFirum .rwWpe.ഀ
Deelpഀ
C Wag Wee ervb Dosip esigmm~rpee.ഀ
CWCdnzUWkg Swb Oeeign enrakഀ
CdMedq Sweinedഀ
b Dagn enralOpu.ഀ
O-ഀ
Celdetlng SMgd ren enwkpa.ഀ
CW Were 0,.ft Deco Menplopes,ഀ
C.laledg Code MHmm Deeign - Pass 1ഀ
Cakule ng Uw MlNOen Deegn • Pees'ഀ
Cdadeeg bilW Senb Dngn-Pao 1ഀ
Csinbeng Beak. Dealer, -Pees 1ഀ
C..6"S.Wk d8wb Dagn-Pwiഀ
C.kLdo*V Street D.elen-Pews 1ഀ
Celde6ng DuelBty Dag.-Pees 1ഀ
CW "ft Cod. Mk*.. DWpl-Pw:ഀ
Ctldedg U- Mk*- Desgn - Pw 5ഀ
CWdeOrg Ideal S.rvin Dalln-Pw 2ഀ
C*W kgS.Miee DWgn-Pw2ഀ
Cell Wrg Su.Wrl.tl Sark- DeIF -Pw2ഀ
CakWtlrg SOerglh Dag.-Pw 2ഀ
Cedetlrlg Due W y Design - Pw 2ഀ
C.k LOg-49ഀ
Cec Lag- 50ഀ
Estimateഀ
Valk- FmN Dos- Pale, Seem P814 (Min reso).epl-&82008ഀ
Concrete Coatsഀ
M.Mhb: too p- yd.ഀ
x 10,44 eu. yd. .ഀ
Iwഀ
Lebo".. 50 pr pr. yd.ഀ
10.46 nv. yd.ഀ
521.8ഀ
Teel: 160 pr w. yd.ഀ
z 10.44 a. yds .ഀ
1556ഀ
Post-TeIMioning Coatsഀ
MebMb: 1 perpundaഀ
x 213.8 punt +ഀ
213.8ഀ
Leber. OS prp hഀ
213.8 pond.ഀ
106.9ഀ
TaW: IS W Prഀ
x 213.6 purl.ഀ
320.7ഀ
Fomneork Costsഀ
M.brieb: 1 prp.8ഀ
x 236 aµ8 +ഀ
236ഀ
Lobar, 1 Preq. Bഀ
235 eq. n.ഀ
238ഀ
To W: 2 w qAഀ
z 236 n t, .ഀ
471.9ഀ
Mlld Steel Reirdorcing Costsഀ
McMrbb: 1000 Pr ireഀ
z 0.52891re +ഀ
528.9ഀ
Labor. 500 P.-ഀ
o.52B9 -ഀ
260.5ഀ
Told: 1500 pr Hrഀ
x 0.5289 bra +ഀ
793Aഀ
Total Costsഀ
M.Irlsb: 8.57 pr p. K zഀ
238 sq. IL .ഀ
2022ഀ
Labor. 4.785 pereq, tlഀ
236 %Rഀ
1129ഀ
To W: 13.35 pr.q.It xഀ
236 q,n +ഀ
3151ഀ
6emb-51ഀ
Vails Front Doorഀ
Project #5500.02ഀ
Post-Tensioned Beam PB15ഀ
Vale Fnom DO -Pe1we Seem PB15-POet Loed(Min wdo).gA-WrAwഀ
Unitsഀ
Geometry Unitsഀ
Plen Dko-ior. betഀ
Sleb Ticbiwe: imheഀ
Sypat Drummond: k,dn0ഀ
A glee: degewഀ
EWeBw: kchsഀ
support HOWC fartഀ
Loading and ReNtian Unitsഀ
Print Face: KIP,ഀ
Lim Farm: I pemഀ
Mw F-: palഀ
-R.P.MZ,ro:OKIPeഀ
- Report As Zeno: O kWഀ
-Rep. . Zeta O pafഀ
Pawl M- k(Ptrഀ
Line Maoarz Pcundeഀ
Aree Mome. OHariഀ
`ഀ
-RepontAeZeno:OkipAഀ
-Report A, Zeno: O pm W,ഀ
-Rep. A.Z-OAAaaഀ
Spring and SBMnees Unitsഀ
Paint Fors spbg: klp,rmഀ
Line Fan Spi g: Wഀ
Mw Forte SPdng kdഀ
Pd. MaoaM Spring: k-Mഀ
Line Momara spring. W-ഀ
Area M.-Sprig: k6Vഀ
Slab Analysis Unitsഀ
Fan: Klpe M- kip4 Ctmcreh same: Palഀ
-RepWA,Zeno:OIOp, -ReponAe Am:Ok,ft -Raper A.Z--Opeiഀ
Forte Per Wldb:kipeRl Mnnnra Per Wdt, Kip, Dellec8on: edwഀ
-Report Ae Zem:OMp,M -RepatAe Zeno:OKp, -Repoa A,Z-.0x -ഀ
Materials Unitsഀ
C- Vokmm: oa. yde R,kft c gAwe: eq. b. PT Fan: 10peഀ
new WMgM arm Tendon Pmele: kidme Reinforcing S- Wഀ
PT"ghe Pa+de Cmr. ketmeഀ
Miscellaneous Unitsഀ
Fb A- p. rt DercOy: pd Ela9-: kcheഀ
Tendon An" (tor Madon): radianഀ
P-r% Be- PB1541dnt Load (Min ralo).Wഀ
WS2008ഀ
Moen grid Newel Egkeera, Ina.ഀ
anon mere ein amen) fh~m. y,ഀ
wnm.m.m•k.e.r,raryyw.., a.ഀ
zmഀ
Uh-2ഀ
Signsഀ
Vela Fnow Door-P-fe Seem P815-Po4nt Load (bin raW).,g-aGrA 8ഀ
Posl9w Loadsഀ
H~ഀ
Posifin AneiyWsഀ
~Hഀ
r~ഀ
PosId" Reactionsഀ
ഀ
zl:x -ഀ
81gw • 3ഀ
Vah Fvd Door -Peonl Seem PBI&Pn W Load (Min nok).apt• 9/6/2106ഀ
Materialsഀ
Cona ite Mixഀ
Aemlഀ
Zഀ
yഀ
roഀ
reഀ
wഀ
Avഀ
Fee-ഀ
U-Sofഀ
LA-&ഀ
. /A,'aഀ
/Mഀ
/aNഀ
aaOഀ
armഀ
AaaOഀ
Ee CMeഀ
yaa7ഀ
Pഀ
30Wpel 150ഀ
3000ഀ
3000ഀ
3725ഀ
3745ഀ
02ഀ
Aq 8.5.1(m W,ഀ
2500000ഀ
0ഀ
ഀ
i 150ഀ
4000p.ഀ
3000ഀ
4000ഀ
3725ഀ
4975ഀ
02ഀ
Aa 8.5.1 (w Wc)ഀ
7500000ഀ
3wwwഀ
ww pal 150ഀ
3000ഀ
SOWഀ
3725ഀ
6398ഀ
02ഀ
ACIഀ
(ra Wc)ഀ
.S.ഀ
2500000ഀ
3000000ഀ
6000 pet 1 Wഀ
3000ഀ
800)ഀ
3725ഀ
7450ഀ
02ഀ
:ഀ
:ഀ
Aq .5.(no Wc)ഀ
2500530ഀ
3000000ഀ
PT Systemeഀ
a)e4e7rഀ
Amഀ
Fpഀ
Mഀ
AtYഀ
Oar DWMAIi 9bad,drഀ
AYolaaaterഀ
Above,ഀ
n-ഀ
rea h/ഀ
aa0ഀ
Hanഀ
/b0ഀ
aw alabea/ഀ
P-Ddഀ
Amidഀ
K'Ubordeolഀ
unboridedഀ
0.153ഀ
28000ഀ
175ഀ
243ഀ
270 0.5ഀ
1ഀ
8ഀ
K, Bondedഀ
bondedഀ
0.153ഀ
28000ഀ
153ഀ
243ഀ
270 3ഀ
4ഀ
6ഀ
0.6-Unb.-.Wഀ
unbondedഀ
0217ഀ
28000ഀ
175ഀ
243ഀ
270 0.8ഀ
1ഀ
8ഀ
aV'Bardedഀ
bondedഀ
0217ഀ
28000ഀ
153ഀ
243ഀ
270 4ഀ
4ഀ
8ഀ
PT Stressing Parametersഀ
sy-enഀ
/hewഀ
.hotly yes aray[enഀ
Han my,ഀ
.Ne1ഀ
Fik tഀ
Rttlhbഀ
IL Jഀ
Fiktlmr AVUWF&Aഀ
ylradw7ഀ
. [dq-T (namaaഀ
AFtl7ഀ
K Unbordedഀ
718ഀ
025ഀ
0ഀ
O.W74ഀ
0.07ഀ
22ഀ
H. S."ഀ
216ഀ
025ഀ
0.02ഀ
0.001ഀ
02ഀ
22ഀ
0.6'l dedഀ
216ഀ
025ഀ
0ഀ
0.0014ഀ
0.07ഀ
22ഀ
0.61 Bonded!ഀ
216ഀ
025ഀ
0.02ഀ
aWlഀ
02ഀ
22ഀ
Reinfwdng Barsഀ
awഀ
Afaesഀ
A.ഀ
asAഀ
ESഀ
yb0ഀ
Fyഀ
yN0ഀ
83ഀ
0.11ഀ
28000ഀ
Wഀ
A4ഀ
02ഀ
2BWOഀ
Wഀ
85ഀ
0.31ഀ
NOWഀ
60ഀ
76ഀ
044ഀ
29530ഀ
Wഀ
97ഀ
0.6ഀ
28000ഀ
Wഀ
faഀ
0.79ഀ
29OWഀ
Wഀ
A9ഀ
1ഀ
29WOഀ
Wഀ
Braഀ
127ഀ
28W0ഀ
Wഀ
811ഀ
1.56ഀ
29000ഀ
Wഀ
Mabrieb-4ഀ
Val. FMM Door-Petefs Beam P!316-0cbs Lmd(Mn rado).cpt-9/62006 I Vast Fmnt Door-POW$Beem PBI5 olrtLad(Min mlo).cpt-n62006ഀ
Materials (2) Loadingsഀ
SSR Systems AawnAlere Tla Aakeb 6ePelesm Afarഀ
AanA H-dA- AYtabar/Atied *-Wdban % 8AddPacdpAbtadtp/ Uh S1.ebഀ
SSR Sradem Alroa Ats. hl bohl S1aMwOaah.el elorSnygoww /,tall ram-- A-$-) PER-7ഀ
3B^SSR 0.11 1.11 OS SO 075 2ഀ
117 SSR 0.196 1.96 0.5 Note, 50 0.25 2ഀ
Sr SSR 0.307 3.07 0.5 None 50 075 2ഀ
3M"8SR OA42 4.42 0.5 None 50 025 2ഀ
Me." - 5ഀ
Load Combinationsഀ
All Dead LCഀ
Acar.D.dgm CMSrI[ pmre,>ഀ
Vale Fmtl Dam-P.Nh Beam PSI S-Point Load( Min mdo)c -9/620116ഀ
ffഀ
agftഀ
aaelഀ
wor E-%"Fiaarഀ
Atഀ
ores-Deed Loadngഀ
1ഀ
1ഀ
B.1-Loadingഀ
0ഀ
0ഀ
Hypnmae LOedtgഀ
0ഀ
0ഀ
Temporary Caretr -(At straining) Loadingഀ
Other Dud loadingഀ
1ഀ
1ഀ
Lk.(R.&.iW.) Lmdtgഀ
0ഀ
0ഀ
Lk. Nls.dabM) Loadingഀ
0ഀ
0ഀ
LW. (Sbrag.)tmd'vgഀ
0ഀ
0ഀ
Ur.(RmQ LOad'vigഀ
0ഀ
0ഀ
Dead +Salience LCഀ
Aetlv. Dugn Cdtari.: .are,>ഀ
~edmtlFഀ
iar Alt finvatite, fasterഀ
S.tl-O.tl toatleg 1ഀ
1ഀ
BIA-L-deg 1ഀ
1ഀ
HypnM6cloadng 0ഀ
0ഀ
Temporary Consinx n(At Sewing) Loafing 0ഀ
0ഀ
Oda DaedLmdrg 1ഀ
1ഀ
Uv. (ieducbl.) Loadng 0ഀ
0ഀ
Llv.(Unreducble) Loading 0ഀ
0ഀ
Uv.(S r p)Lmdng 0ഀ
0ഀ
U.(RmQ Watling 0ഀ
0ഀ
Initial Service LCഀ
Active Dssgn Oriente: kdal S.A. Deeigiഀ
eoavnഀ
SOrwNFicഀ
b At FnwAla Fa W"ഀ
UsDaad loadingഀ
1ഀ
1ഀ
Date-Losdngഀ
1.13ഀ
1.13ഀ
Hypemle6c Loadegഀ
0ഀ
0ഀ
Temporary C-don (At Smubg) Ladrg 1ഀ
1ഀ
Other Deed Lmdngഀ
0ഀ
0ഀ
Live (Redudbla) Ladvgഀ
0ഀ
0ഀ
I.N. Nrceducbl.)L tdigഀ
0ഀ
0ഀ
Uv.(S-p)Lmdngഀ
0ഀ
0ഀ
LW. (R.1) Loadingഀ
0ഀ
0ഀ
Selr-Dead L.*V sw w.vitഀ
Homed 1 -ഀ
1ഀ
B.1-Loadig Beiഀ
Normal 1ഀ
1ഀ
Hypmtadc Loadng HypemNOeഀ
Hypvia%. 1ഀ
1ഀ
T.npomry Corotr Om (At Stressing) Loed6guNrg Deadഀ
Normal 1ഀ
1ഀ
Oee,r Deed Laadng Deedഀ
Nonrel 1ഀ
1ഀ
tin e(ReducOk)Wading Lhe(Reduable)ഀ
Normal 1ഀ
0ഀ
Lk. NtMtca.) Loafing Live ((kueducble)ഀ
Namml 1ഀ
0ഀ
Lb. (Bmmp) Loading Lhe (storage)ഀ
Nbnnal 1ഀ
0ഀ
L .(RaQLaedng Lke(Roof)ഀ
Namml 1ഀ
0ഀ
L-*V-6ഀ
Load Combinations (2)ഀ
Service LC: D+ (1.0 10.0) Lഀ
Adu D..gn OdarM: S.rvka Designഀ
Vale Front Door-Peer', Beam PB15FaM Lmd (Min nefo).cpt-9162006ഀ
lAA'bഀ
SaedMtlFiഀ
atr At fik-1haa factorഀ
SeIFD.ad loadingഀ
1ഀ
1ഀ
Bit-Loadingഀ
1ഀ
1ഀ
Hypntalk Laadngഀ
0ഀ
0ഀ
Temporary COr.truclbn(At Sassing) Loading 0ഀ
0ഀ
Other Dead Lowingഀ
1ഀ
1ഀ
Uw(R.&-U.)Lowingഀ
1ഀ
0ഀ
Uv. (Umdntltle) Lmdigഀ
/ഀ
0ഀ
Uu (sage) Laadngഀ
1ഀ
0ഀ
Uv.0000LO.&gഀ
1ഀ
0ഀ
Sustained Service, LCഀ
Aah.Design Llbede: Sateined Se Daeignഀ
sbadeafF.ഀ
" AtSeethes Fad,ഀ
Ded Loadingഀ
1ഀ
1ഀ
Bel-Loadingഀ
1ഀ
1ഀ
Hypemteda Lowingഀ
0ഀ
0ഀ
T mporary Ooueucdon (At Straeang) Lasdrg 0ഀ
0ഀ
Obe Dead Laedegഀ
tഀ
1ഀ
Lire (Redudbl.) Loadingഀ
05ഀ
0.5ഀ
U.Ska.d.") Loadingഀ
0.5ഀ
0.5ഀ
Lies (songs) Lmdrgഀ
1ഀ
1ഀ
Lke(RaQ Loadngഀ
05ഀ
05ഀ
Factored LC: I ADഀ
Acdv. Design criteria: umr Mink-D..ign, Coda Murree Deign, strength Design. DucBby Dugഀ
Lawnഀ
s`edadFaഀ
GAr At FireeLna Fiatsഀ
SW(43.ed Loafingഀ
toഀ
0.9ഀ
Bdenc. Loadingഀ
0ഀ
0ഀ
Hypenleec Loadingഀ
1ഀ
1ഀ
Temporary Corotrucdon (At Stressing) Lading 0ഀ
0ഀ
Other Deed Ladingഀ
1Aഀ
0.9ഀ
Uv.(R.dmLe) L..ftഀ
0ഀ
0ഀ
Lp. Lowingഀ
inv. (sbrsge) 1-m1r9ഀ
0ഀ
0ഀ
U.(RmQ Ladngഀ
0ഀ
0ഀ
Lad Co bnaame-7 I Load COmblm6ore-6ഀ
Vets Fr-Door-Peter. Bee, P1375-Pont Lmd (Min m&,).cpl- 962008ഀ
Load Combinations (3)ഀ
Factored LC 12D+ 1.61- +0.6Uഀ
Acrivs Design Creeds: UwrWIkft rn Desgn, God, Mrk,-Desgn, SUMO D,sgn, Dueeay Deeigഀ
alssdaeFwഀ
-kr Ak Eaveae,Peഀ
8etl-0ead Losdng 12ഀ
0.8ഀ
Bolero Loebg 0ഀ
0ഀ
Hypentedc Losdrng 1ഀ
1ഀ
Tw%orery Ccretryc6m(At Su.Wng) Lowing 0ഀ
0ഀ
CBnr Mod Lmdrg 12ഀ
0.8ഀ
Live (HaddHe) Loedrg 1.6ഀ
0ഀ
U-(Uveduce.) Lowing 1.6ഀ
0ഀ
Uve(Sbrege) Leading 1.6ഀ
0ഀ
Lhe (ROOD Loedrg 0.5ഀ
0ഀ
Factored LQ 12D +fiL+ 1.6Lrഀ
A.&.Design Q".: leer Minl.-Design. C.MMWM-D gn, StrenvMDrgn, D-#*Megഀ
8,8-0eedLOedn9ഀ
Bsi-L-Iഀ
SWWNFiഀ
72ഀ
CV ACE-tMF-ഀ
0.9ഀ
gഀ
Hypne(e&Loedrgഀ
0ഀ
1ഀ
0ഀ
1ഀ
T,peery C-..dm Q% SSaeeirg) Losdrg 0ഀ
0ഀ
Otw Desd Lmdrgഀ
12ഀ
0.9ഀ
U1.(Red.*W) Lowingഀ
0.5ഀ
0ഀ
Uv.(U-- dhi.)Lo.dngഀ
1ഀ
0ഀ
Lhe(Smnge)Lcedrgഀ
1ഀ
0ഀ
Uve(ROOQ Lowingഀ
1.6ഀ
0ഀ
Long-Temt DeGed"n LCഀ
Actin Mein Cd4de aen.>ഀ
6eB-0eed Lnedn9ഀ
~SdWFeeഀ
3.35ഀ
b Ak elwaoe Feetഀ
335ഀ
Mleo Lcedbngഀ
3.35ഀ
3.35ഀ
M'P-ws&Loedn9ഀ
0ഀ
0ഀ
TOMPw ry Cwetrucem (Atfis.e.ing) LosdN 0ഀ
0ഀ
O D-d Lcedogഀ
3.35ഀ
3.35ഀ
live(Redoble) Lowingഀ
2ABഀ
218ഀ
Live gheeddHe) Losfigഀ
2.18ഀ
218ഀ
Li-(St-P)Leedrgഀ
335ഀ
3.35ഀ
Uve(R-Qlnadngഀ
218ഀ
218ഀ
LmdC tined--9ഀ
Design Rulesഀ
Code Minimum Designഀ
31602 Min R.Inf rrntഀ
User Minimum Designഀ
Spstlbd Mn. ReM--mഀ
Initial Service Designഀ
318.02 k" Sank. Deegnഀ
Service Designഀ
318-02 B-v.D ignഀ
IMud.&kbd-e analyseഀ
Sustained Service Designഀ
318-02 Smtdned Servke Desgnഀ
Strength Designഀ
318.028..ngth D signഀ
Parching Shen Deegnഀ
Ductility Designഀ
318-02 D.-" Drgnഀ
Veto Fm Door-PMee. Beset PB1541ont Lmd(Min n&).cpl•x112005ഀ
Design RO -11ഀ
Load Combinations (4)ഀ
Live Loadഀ
Aetlw tletlgn Crhrte <mm>ഀ
Valk frmt Door-Pe rs Bm,PS15-Point Lmd(Min re&).Wt-e'fl2W6ഀ
!yep 67erdedFicarഀ
ACEmeeasFwYe-ഀ
6d143setl Loebg 0ഀ
0ഀ
Bow-Lowing 0ഀ
0ഀ
Hypen08c Lowing 0ഀ
0ഀ
Tnnporery Cmesac&n (At 6--kv)1-0edrg 0ഀ
0ഀ
OBUr Deed Les&V 0ഀ
0ഀ
U.(Redu )Lmdng 1ഀ
0ഀ
Lhe(Umwuceb) L.osdig 0ഀ
0ഀ
Lk.(Sbreg,)Loedng 0ഀ
0ഀ
U.(RmQ L- tg 0ഀ
0ഀ
1oodc-Uredau-10ഀ
o°ഀ
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Nഀ
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LoadReaatlon Tolewce: (-822a-12,1.42a-13;122a-11) Kfpaഀ
Sdvag wBsiance Laadng.ഀ
solving forBMerca Laedg-Palta-: FUR Pasa-ഀ
Tdal load: ((0,0,6.18x16) Kosഀ
Total Reactive: (1.42wl 1,4.08s12,11 Ala-I 1) Kipsഀ
load-Raa coon Tolaanca: 0 A2.11,4.08.12,-1.41.11) Keaഀ
Sdvag forT.lpowy Caehcdm (At Saassig) Leadingഀ
7atrp.ary Camauction (At guessing) Loading-Pads- Ful P.-has No Londeഀ
6d'i g farOO.D.W Ladingഀ
Sdvig kr Odw Dead Lowing-Pstlem: Fl4 Patkm.ഀ
Total Loads (0,0,424) Kip,ഀ
Told Ruction.: (419.11,l Zg I ,42A) Koaഀ
Lmdflowdon To.ann: (-2.19.11,1.59.12,3.55tri 1) Kimഀ
soling kr lka (Raducbk) Loading.ഀ
Soft for Lk. (Red Bia) Leading- PaOwn: Load Pacam 1.ഀ
Td.l Load.: (0,0,44.5) Ko,ഀ
TMI Reatlaa: (3.1Ba-11,22.12,443)Kosഀ
load-R-d nTdaranm:(-3.19.1122.12,724.-11)Kipsഀ
S'14for Live (RaM>bls) Loading - Pam-: Load Pas.- 2.ഀ
Tool LO da:(D,0; 15.6)Klp.ഀ
Tae. Rea tiara: (1.3.13,42.13,15.6) *aഀ
L-441aeclbn Tdrrc.: (13.13,d2xi3, 1.61x11) Kipsഀ
Sdvirg for Live (R.&.bk) Loadg- Pass-: Load POC,m 3.ഀ
Tod Load: (0,0,66.7) Kqeഀ
Taal Rsaoi- (3.16x11,1.72.12,66.7) K¢ഀ
Lm R...ton Tdan '(-3.18e-11,1.72.12,5.Wx11) Kip.ഀ
Solving tar Lk, (Radwbk) Loading - Pam-: Full P.satnഀ
Taaal Led.: (DA- 60-7) PUP-ഀ
Total Rasobone: ($16x11,1.72.-12,56.7) Kosഀ
Laa6Ra.don Tdarca: (-3.18x11,1.72.12,5.6ga-11) KO.ഀ
Soong for Lk. (laved¢bk) Lmdfg.ഀ
Lb. (Ul-kcble) Loading -Pales- Load PaWm 1 has alo leech.ഀ
Lim (Ula.emLla) Loading - Panaaw Load Pecan, 2 has No Loftഀ
Uva OkwedLbk)Loading - Psdan: Load PaWm 3 has W Lade.ഀ
Llva (Unnadudbk) Loading -Pattam: FWI Pahl has No Load..ഀ
Sdvig for Lh, (Saxags) Losdg.ഀ
U. (stoup.) Lmtkg- Pass- Load Pad,-1 hex W Lob.ഀ
Lha (Sna.gs) Lwd-g-PWm: Lad Pessm2 has No Lmd.ഀ
U,. (Sfo-ge) Loading -Prkm: Load Pass.3 h. No lad.ഀ
Csic Log-46ഀ
Calc Log (2)ഀ
Vale Fnad Oar- Pakrb Barn P13154aaint Load (Min m5o)a -W6 ANഀ
Lb' (8lom9.) Loading - Patann: Wl Pessm has No Load..ഀ
Sdvi9 f. Lk.(Roof)Laedg.ഀ
Lim(Roo9Loadg-Pae.m: Load Priam i Iles No Loada.ഀ
Lim(Roof)lading.Pemem:LmCPdlWM 1..No Loads.ഀ
LA+(R-O Ladng-PaSsa: Lord Pass-3.e, No (dada.ഀ
Lira (Rooq Loading - Pam.-: Fu6 Pram I.. No Lode.ഀ
Cala/edrg PraorW-.k. in Cana S-d-ഀ
SoaagfarHyp.-W bldg.ഀ
Saaig W AI Deed Lc.ഀ
Soaft for Desd. Bd-LC.ഀ
SokirgforidlW Swka LC.ഀ
Sabig fr S.rvim LC D. (1.0 i 0.0) Lഀ
soaing for Suami ad sarv.a.LC.ഀ
So"A-Fcck.cILC IAD.ഀ
Solvbg tar Faaavd LC: 12D ♦ 1.6L.O3Lr.ഀ
Soki g (Or Fseared LC 121. IfL11.61i.ഀ
Bdhg k, LmgTrm De6.don LC.ഀ
= rorLX.Load.ഀ
Cahdatirg Cod l inanun D.Wign - In ,a.ഀ
Comddrg (bar Mindanao Deaigt an."ഀ
Celodatlrg Idssl swap Ossig, svatpu.ഀ
CelaMting 6srvim DaMgn,nvskpea.ഀ
Com4tlng S-asoad Swiss Nair daps.ഀ
Colo"-9 SaargN Dmbn-Wbp..ഀ
Cek Ysting D--ly D.Ign e-dfpaa.ഀ
CelwfalNp Coda MN .an Osaigt. Pas 1ഀ
Cdaietirg Use Millman Design -Pw'ഀ
Cdcdahg InMel Savke Dasign - Pas Iഀ
CW.AwN Bsnks Deign-Po 1ഀ
Com"Ig&41&wd Saki Drip. Pss 1ഀ
Csicdetlng Saanglh Design-Pam 1ഀ
Oaln4,ting D.&Y Daeipn-Pm 1ഀ
C bddng 0-6 Mkft-DSigt-PSm:ഀ
Cdoddng Ltssr Lieu-" Dsig,- Pm:ഀ
CakJatlrg INtld Service Design- Pesa 2ഀ
Comis rg Sarvk, Design-Paws 2ഀ
Cahial gSwdmd Savta D-191-Pass 2ഀ
CWMdemg Saaglh Design - Pro 2ഀ
Cakdeilg Dwtllry Design - Pass 2ഀ
Cabddng Cad. Milktan Design. Final Detigl Cladഀ
Csict" Uw M'eimuln Design- Fad Deegn Ch"ഀ
CalWabg Idssl Sarvks Dmign- Final Dsiga Gadsഀ
Cdad,ting S-lb. Dsign - Final Design Chadഀ
Comleting Swtaisd Swim D W g1- Fed Deaign Ciieokഀ
Cdcdetlng 6aetgM deign - Rel deign Chaosഀ
Comdeting D-.dity Design- FhN Design Ch.dഀ
role endy.e lr.lxan a«rpktad.um.eskny, desk.boy. rrray wamig, r reel,.ഀ
Estimateഀ
Comeback"ഀ
V.b F-nt Dar-PSafa Bes-PSISAdnt Lord (Mi..i.).,..SWOD6ഀ
Vale F-nt Door-Pa ah Sae-PB15-PohtLmd (Min mi,).cpt. QWMഀ
Melyda: 100 Pam. ydഀ
z 6.373 a, yd .ഀ
6373ഀ
Labor 50 perm yanഀ
6.M-. ydaഀ
3186ഀ
Told: 150 Par-. yd.ഀ
x 6.373 w. yd, vഀ
955.6ഀ
Post-Tensioning Costsഀ
Massa..: 1 wpaഀ
x 1643 paredഀ
194.3ഀ
Labor. 0.5 Pr Pmnaഀ
194.3 pond,ഀ
87.16ഀ
Told: 1.5 prpoxdaഀ
x 1843 pm..& 'ഀ
281.5ഀ
Formwork Costsഀ
M.W W. 1 par sq. kഀ
x 136.7 q. A. .ഀ
136.7ഀ
Labor: 1pareq.ILഀ
136.7 sq.Kഀ
1367ഀ
Total: 2 perp.kഀ
x 136.7 q. It .ഀ
273.3ഀ
Maid Steel ReinMrdng Costsഀ
M.Wida: 1000 permreഀ
x 02811 loreഀ
291,1ഀ
Labor, 500 Wa,naഀ
02911 tareഀ
1456ഀ
Total: 1500 Paraxe zഀ
02311 km .ഀ
436.7ഀ
Toil 00ഀ
6ISഀ
M..W.: 9215 pare. It xഀ
135.7 sq. k .ഀ
1259ഀ
Labor. 5.107 pap. itഀ
136.7 ,q. kഀ
698ഀ
TOW: 14.32 paraq.ft xഀ
136.7 sq.1L .ഀ
1957ഀ
Cat Log-47ഀ
Eatirmle-4sഀ
Monroe & Newell JOB ya/s F1 ~y- 8ov-ve- W,ഀ
Engineers, Inc. SHEET NO. OFഀ
CALCULATED BY DATEഀ
CHECKED BY DATEഀ
ecei Cഀ
A Monroe & Newellഀ
Engineers, Inc.ഀ
JOB I-/G-S fir- p)OW L /L/.ഀ
SHEET NO.ഀ
OF 530.07ഀ
DATEഀ
CALCULATED BY 11:irvtlഀ
CHECKED BYഀ
DATEഀ