capstone design

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Design Proposal for the North Greenbush

Hotel Development Site New York 43 & Best Road,

North Greenbush, NY 12144

Harpoon Engineering

Charles Ohrin

Paul Stewart

Patrick Lowe

Mathew White

Ian Marinaccio

Ben Levitz

Instructor

Jack M. Reilly, Ph.D.

Graduate Assistants

Transportation: Felipe Aros Vera

Structural: Xinwei Zhou

Geotechnical: Mehrad Kamalzare

May 9th

, 2012

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Table of Contents Design Outline .............................................................................................................................................. 4

Final Design .................................................................................................................................................. 5

Figure 1: The floor plan for the 1st floor ............................................................................................... 5

Figure 2: The floor plan for the 2nd

, 3rd

& 4th floors .............................................................................. 6

Figure 3: The Structural Plan ................................................................................................................ 6

Figure 3: View of Dining Room .............................................................................................................. 8

Figure 4: Alternate View of Dining Room ................................................................................................. 8

Figure 5: View of Conference Room ..................................................................................................... 9

Preliminary Structural Assessment ............................................................................................................... 9

Interior Live Loads ................................................................................................................................... 9

Snow Loads ............................................................................................................................................. 10

Wind Loads ............................................................................................................................................. 11

Rain-On-Snow Surcharge Load .............................................................................................................. 11

Rain Loads .............................................................................................................................................. 11

Seismic Loads ......................................................................................................................................... 12

Load Combinations ................................................................................................................................. 12

Summary of Loads .................................................................................................................................. 12

Results ......................................................................................................................................................... 13

Axial Forces ............................................................................................................................................ 13

Moment & Shear Diagrams .................................................................................................................... 15

Deflections .............................................................................................................................................. 21

Figure 3: Deflected Shape ................................................................................................................... 21

Material Takeoff ..................................................................................................................................... 21

Connections................................................................................................................................................. 21

Column Base Plate .................................................................................................................................. 23

Connection Details .................................................................................................................................. 25

Geotechnical Assessment ............................................................................................................................ 27

Soil Profile .............................................................................................................................................. 27

Soil Bearing Capacity ............................................................................................................................. 27

Final Column Loadings ........................................................................................................................... 27

Excavation and Compaction ................................................................................................................... 27

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Settlement ............................................................................................................................................... 28

Final Foundation Plan ................................................................................................................................. 29

Special Conditions ...................................................................................................................................... 30

Construction and Cost ............................................................................................................................. 31

Soil Profile .................................................................................................................................................. 32

CPM Schedule & Network Diagram: ......................................................................................................... 34

Construction Cost Estimate ......................................................................................................................... 35

Appendix – A – Loading Calculations ........................................................................................................ 39

Snow Loads – Flat Roof & Drift ............................................................................................................. 39

Rain Loads .............................................................................................................................................. 43

Wind Loads ............................................................................................................................................. 44

Seismic Loads ......................................................................................................................................... 47

RISA 3D – Basic Load Combinations .................................................................................................... 59

Hand Calculations for Columns .............................................................................................................. 60

Appendix –B – Connection Calculations .................................................................................................... 71

Appendix – C – Settlement Calculations .................................................................................................... 82

Initial Settlement Calculations ................................................................................................................ 82

Final Settlement Calculations ................................................................................................................. 85

Appendix – D – Square Footing Calculations ............................................................................................ 86

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Design Outline The design for this project will adhere to both The Town of Bethlehem and The New

York State Building Codes for Mixed Economic Use. The City of Santa Ana, California has

very clean requirements with regards to the design of hotels, and these requirements will also

be used as a guide in order to provide the most practical hotel design possible. Since the

structural design is not heavily dependent on the exact interior details of this project, things

such as furniture and utility layouts will not be addressed in full detail. The major design

requirements to be focused on will include,

1. Setbacks:

A landscaped setback not less than twenty-feet shall be provided to the extent it abuts a

public or private street or freeway.

2. Building Landscaping:

A five foot minimum landscaped area shall be provided to separate ground floor units

from pedestrian walkways.

3. Drop-off Zones:

Have a covered drop-off zone for guests to load and unload luggage from cars.

4. Pedestrian Walkways:

Must be minimum of eight feet wide

5. Open Space:

1,000 square feet of common space shall be provided at a 50 square feet per guest unit

ratio up to a total of 7,500 square feet.

6. Amenities:

Outdoor and indoor amenities such as an outdoor/ indoor pool, exercise room, or business

center

7. Conference Rooms:

Minimum of 2,500 square feet of interior floor area at 20 square feet per guest room ratio

8. Lobby:

Minimum of 1,000 square feet of interior shall be devoted to the lobby with a minimum

ceiling height of twelve feet.

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9. Laundry Room:

Shall include one washer and one dryer for every twenty guests

10. Minimum Room Size:

Each guest room shall have a minimum of 220 square feet.

Final Design After consideration of several different footprints, we chose a Y shaped floor plan (Figure

1), with three wings, and one central core. Because the Bethlehem code defines a hotel as a

building with no less than 41 dwelling units, our design has 48, 15 x 28 ft. rooms on floors 2, 3,

and 4. These 3 floors will also contain 1 laundry room each having 3 washers and 3 dryers. The

first floor will be reserved for amenities such as conference rooms, a gym, and a dining room.

The first floor will also host the main lobby, staff offices, the hotel laundry room, storage rooms,

and a kitchen to supply food for the dining room.

Figure 1: The floor plan for the 1st floor

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Figure 2: The floor plan for the 2nd

, 3rd

& 4th

floors

Figure 3: The Structural Plan

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In order to keep mobility fluid and safe throughout the building, a staircase will be placed

in each wing, paired with a means of egress. The central core of the building will feature its own

staircase, as well as two elevators to provide handicapped access to the upper levels, with a

machinery service room on the first floor to accommodate elevator repair and maintenance.

In order to accommodate for HVAC, plumbing, and the depth of structural beams and

girders, we are allocating 13 feet between each level, thus leaving 3 feet of overhead space for

M.E.P. and structural systems in the rooms and corridors. However, because building code

requires 11 feet of clearance in the lobby, the ceiling will only be dropped by 1.5 feet, which still

provides adequate space for the structural elements, as well as the HVAC and plumbing.

With regards to HVAC, every guest room will be equipped with an individual AC unit

built integral with the wall. This solution keeps costs down, while providing climate control to

each individual room. However, all of the public rooms such as the lobby, hallways, gym, etc.

will receive ventilation from centralized HVAC units on the roof.

For the exterior of the building, we plan on using a brick veneer in order to provide a

visually appealing and durable finish, which is easy to maintain. Another alternative to the

exterior finish still incorporates the use of brick veneer, however, it would only be used for the

first floor, leaving the rest of the façade to be compromised of EIFS, which is cheaper and easier

to install.

Finally, the roof will be designed to accommodate the 2 HVAC units which provide

heating and cooling for the first floor and corridors and common areas for the 3 upper levels.

The roof has also been designed to allow future incorporation of a green roof to help address

sustainability issues.

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Figure 3: View of Dining Room

Figure 4: Alternate View of Dining Room

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Figure 5: View of Conference Room

Preliminary Structural Assessment

Interior Live Loads • Concerning the live loads experienced by the structure, the base floor will be considered

public rooms which entails of uniform live load of 100 psf which applies to the rooms

themselves and any corridors that serve them (ASCE Table 4-1)

• The 100 psf live load will also be applied to the dining room and restaurant also located

on the base floor (ASCE Table 4-1).

• Also located on the base floor will be a kitchen, which will have an estimated uniform

live load of 150 psf (ASCE Table C4-1).

• For the hotel laundry room on the base floor, 3 Washers and 3 Dryers will be considered,

whose weights are approximately 8500 lbs each, this value is increased by 20 percent to obtain a

design value of 10,200 lbs as per ASCE 4.6-3.

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• For the second, third, and fourth floor, a uniform live load of 46 psf for the private guest

rooms (ASCE Table C4-2).

• The corridors serving these floors will be 40 psf uniform live load (ASCE Table 4-1).

• Rest rooms, which will be located throughout, will have a uniform live load of 60 psf

(ASCE Table C4-1).

• Elevator machine room will be taken as a uniform load of 150 psf (ASCE Table C4-1).

Also, reduction in live loads will be applied where applicable, dependent upon the

location of the column and tributary area. The equation to apply live load reduction will be done

in accordance to ASCE 4.7-1:

L = Lo [ 0.25 + (15/ (square root (KLLAT))]

L = reduced live load per ft2

Lo= unreduced live load per ft2

KLL= live load element factor (ASCE Table 4-2)

AT = tributary area carried by column in ft2

Snow Loads When considering the loads placed upon the roof, a flat snow load, pf, was established to be

27.72 psf. This value was derived from equation ASCE 7.3-1:

Pf= 0.7*Ce*Ct*I*Pg

Ce=Exposure Factor (ASCE Table 7-2)

Ct=Thermal Factor (ASCE Table 7-3)

I=Importance Factor (ASCE Table 1.5-2)

Pg=ground snow load (ASCE Fig 7-1).

The actual calculation and values for the aforementioned parameters can be found in the

Appendix sections under “Snow Loads” heading. It is also important to find drift loads for the

snow caused by the parapet walls and mechanical installations on the roof. For the parapet walls,

the greatest uniform loads calculated was 22.46 psf. The drift loads appears in a triangular

distribution, with 22.46 psf the height of the triangular distribution. This was done using ASCE

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Fig 7.9 for drift snow loads. All pertinent drawings and calculations can be found in the

Appendix section.

Wind Loads As pertaining to the loads on the structure caused by wind, it is pertinent to understand how the

values for wind pressures were developed. First, the hotel was classified as a “Risk Category:

III” structure according to the table 1.5-1 found in ASCE/SEI 7 “Minimum Design Loads for

Buildings and Other Structures”. This conclusion was reached due to the threat for substantial

loss of human life in case of structural failure. The basic wind speed was established as being

120 mph as per Figure 26.5-1B in ASCE and the remaining wind load parameters were

determined using descriptions provided in chapter 26 ASCE (All wind parameters selected can

be found in Appendix “Wind Load Consideration”).

• The windward wall is expected to experience a pressure of 12.7 psf.

• The leeward wall has a pressure of 6.2 psf.

• Side wall has a pressure of 10.5 psf.

• Roof has a pressure of 24 psf.

“Wind Load Consideration” includes all pertinent calculations and drawings. The leeward, side

and roof surfaces are expected to experience suction from the resulting wind force so the values

are negative when seen in the calculation sheet.

Rain-On-Snow Surcharge Load As per ASCE 7 – 7.10 Rain-On-Snow Surcharge Load, it was determined that this load may be

neglected due to the fact that the ground snow load, pg = 40 psf, was greater than 20 psf.

Rain Loads In determining the rain load to be applied to the roof, the ASCE 7 provisions given in Chapter 8

and its accompanying commentary in Chapter C8 were used. It was determined that 2 primary 6”

diameter roof drains, and 2 secondary 12” wide channel scupper roof drains set 2” above the roof

surface at the end of each of the three wings will provide adequate drainage for the structure.

Based on this drainage system and the 2.5” per hour 100 year return period rain fall the

maximum expected rain load (R) would be equal to 18.1 psf. See appendix for more detail

regarding this calculation.

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Seismic Loads In determining the seismic loading to be applied to this structure ASCE 7 Chapters 11 and 12

were used, as well as the USGS online “DesignMaps” site specific report generating application.

First the site specific data was entered in to this online application in order to obtain the initial

coefficients needed to generate the seismic loading condition to be applied for analysis. These

coefficients were generated using the current provisions given in the 2010 ASCE 7 Standard, and

are outline in further detail in the Summary Report and Detailed Reports which can both be

found in the Appendix of this document. Next the Effective Seismic Weight (W) of the building

was estimated using the provisions given in Section 12.7.2 of ASCE 7. Using this weight, the

coefficients generated in the USGS report, and other provisions given in Chapter 12 values for

the lateral forces to be applied the structure at each level and the shear force to be applied to the

columns of the building were generated. See Appendix - A for more detail regarding these

calculations and the USGS Site Specific Reports.

Load Combinations

1. 1.4D

2. 1.2D + 1.6L + 0.5(Lr or S or R)

3. 1.2D + 1.6(Lr or S or R) + (L or 0.5W)

4. 1.2D + 1.0W + L + 0.5(Lr or S or R)

5. 1.2D + 1.0E + L + 0.2S

6. 0.9D + 1.0W

7. 0.9D + 1.0E

Summary of Loads Dead Loads:

• Floor Slab = 41 psf

• Brick Veneer = 40 psf

• Column = 96 plf

• Beam = 49 plf

• Girder = 96 plf

Live Loads:

• 1st Floor Rooms & Corridors = 100 psf

• Kitchen = 150 psf

• Restrooms = 60 psf

• Laundry Rooms = 150 psf

• Offices = 50 psf & 2000 lb P.L.

• Ceilings = 10 psf

• 2nd

, 3rd

, 4th

Floor Corridors = 40 psf

• Guest Rooms = 46 psf

• Stairs & Exit Ways = 100 psf & 300 lb P.L.

Green Roof = 100psf

Snow Loads:

• Flat Snow Load, pf = 27. 72 psf

• Drift Loads, pd(max) = 22.46 psf

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Wind Loads:

• Windward Wall = 12.7 psf

• Leeward Wall = 6.2 psf

• Side Pressure = 10.5 psf

• Roof Pressure = 24. 0 psf

Rain-On-Snow Surcharge Load:

• pg = 40 psf > 20 psf => N/A

Rain Loads:

• Max. Rain Load, R = 18.1 psf

Seismic Loads:

• F1 = 33.07 kip

• F2 = 66.15 kip

• F3 = 99.22 kip

• F4 = 272.70 kip

• Vx = 471.14 kip

Results

Axial Forces

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Moment & Shear Diagrams

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Deflections

Below is a graphical representation of the expected deflections in inches when all loads

were applied. The rendering depicts one of three wings found in the hotel.

Figure 3: Deflected Shape

Material Takeoff

Hot Rolled Steel Size Pieces Length (ft) Weight (k)

A36 Gr.36 LL5X5X12X6 244 4491.2 212.4

A992 W12X106 240 3120 331.2

A992 W14X74 144 2623.5 194.6

A992 W14X82 408 8844 725.3

A992 W21X111 480 5172 575.5

A992 W27X178 333 3466.3 616.9

Total HR Steel 1849 27716.9 2655.9

Connections

Throughout the entire structure, there exists only as pin connections in order to reduce the

amount of material that would be necessary if the joints transferred moments. Having solely pin

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connections, lateral bracing is then installed to add stiffness to the structure for any lateral loads

that are expected (wind, earthquake).

The pin connections are comprised of gusset plates connected to the beams and girders by

way of shear bolts. In consideration of bolted connections, there exists many modes of failure

one must account for in order to ensure safety and serviceability of the structure. A possible

mode of failure is the shear tear out at the end of the connected element due to the excessive

bearing stress. This consideration results in the equation:

Rn=1.2*Lc*t*Fu<2.4*d*t*Fu

(ASCE J3-6A)

Rn=total strength

Lc=distance from edge of hole to edge of connected part

T=thickness of connected part

Fu=ultimate strength of material

T=thickness of plate

D=diameter of bolt

The lesser of the two resulting values from the above equations will be used in ensure proper

design. For the connections within the hotel, there will be 3 inches of space, center-to-center,

between holes, and 2 inches between center of hole and edge of plate. Also, the thickness of the

gusset plates selected for the design will be 3/8” and the diameter of bolts used will be ¾”. These

values will be held consistent for all connections.

Next, it is paramount to consider the shear strength of the fasteners themselves. In order

to account for this, the shear stress per bolt must be calculated using the following equation:

Rn=Fnv*Ab

(ASCE J3-1)

Rn=total strength

Fnv=Nominal Shear Strength of bolt

Ab=Area of bolt

The bolts selected for this design will be A325-N. A325 bolts are high strength bolts that can be

relatively easy to install by untrained personnel. Also, these bolts tend not to loosen when subject

to vibrating and/or fatigue loads. The “N’ included in the title denotes that the threads of the bolt

are included in the shear plane (resulting in differing Fnv values with bolts where the threads are

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excluded from the shear plane). The threads were included because of the conservative approach

it provides.

Also, it important to check the strength of elements in tension.

Tensile yielding:

Rn=Fy*Ag

(ASCE J4-1)

Fy=yielding stress of material

Ag=Gross cross sectional area of material

Tensile rupture:

Rn=Fu*Ae

(ASCE J4-2)

Fu=ultimate stress of material

Ae=Effective area

It is important to note that effective area is the cross-sectional area accounting for the missing

material due to the holes fabricated for the bolts.

All of the strength values will be factored to a design strength as per LRFD steel design

standards:

Design Strength = 0.75*Rn

The design factor is 0.9 for tensile yielding considerations*.

Column Base Plate

In regards to the column connecting to the foundation footings, this will be achieved by

means of a column base plate anchored to the underlying concrete. Columns that are connecting

to the foundation are W12X106 with a peak compressive load of 705 kips. In designing the base

plate dimensions, it is important to consider bearing capacity of the underlying concrete. This

capacity is governed by the equation:

Pp=0.85fc’A

(AISC J8-1)

Pp=nominal strength of concrete

fc’=compressive strength of concrete (4 ksi)

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A=bearing area (in2)

When one subsitutes the load (705 kips) in for the nominal strength, one can then solve

for the required area, which in this case was 346 in2. The column plate was then selected to have

dimensions 19”X 19” in order to have adequate bearing area (192=361).

The sides of the plate outside of the immediate beam area act as a cantilever and the

greatest of those lengths will be taken in the calculation of the thickness of the plate (moment

inceases as length increase for cantilever elements). The equation for plate thickness is:

T=L*Square root ((2*Pu)/(.9*width of plate*length of plate*yielding stress of plate))

(AISC 14-7a)

T=thickness (in)

Pu=705 kips

Width of plate=length of plate=19 in

Yielding stress of plate=36 ksi (A36 steel used for plate)

The resulting thickness for the plate is taken to be 1.75 inches. The column plate used for this

projct will have the dimensions 1.75”X 19”X 19”.

The base plate will be anchored to the foundation using 4-12” anchor rods. This is derived from

equation:

L=(.02*Fy*Db)/(square root(fc’)

(ACI 12.3.2)

L=length of anchor rod

Fy=yielding strength of rods (60 ksi)

Db=diameter of rod

Fc’=compressive strength of concrete (4 ksi)

All pertinent calculations and illustration can be seen in appendix titled “Column Base Plate”.

All connection details are illustrated in the appendix sections under the title “Connections”.

These connections were modeled using the computer program “RISAConnection”. The computer

model checks all provisions established by ASCE and an example summary is also included with

the first illustration. Also, there exists hand calculations checking the number of bolts necessary.

The hand calculations are done in relation with Vertical braced Chevron computer model to

ensure that 3 bolts were a satisfactory output for that connection.

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Connection Details W14 Beams to W12 x 106 Column

W14x82 to W27x178:

W27x178 to W27x178:

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W27x178 to Column:

Vertical Brace Chevron Connection

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Geotechnical Assessment

Soil Profile

The general soil profile of the site consists of about three layers: a thin layer of top soil, a layer

of a silt mix, and shale bedrock. The upper layers of this shale are heavily weathered and contain

expansive pyrite. Our building was placed in the lower left corner of the site map, near the edge

of the wetlands. For this location, borings B-29 to B-32 were used to investigate the soil beneath

the foot print. The elevation across the foot print, from west to east, changes from 380 feet to 400

feet, over a distance of about 300 feet. Water was found in B-32, 5 feet below the surface. See

the attached site map and soil profile for further detail.

Soil Bearing Capacity

According to the geotechnical report developed by Dente Engineering, the maximum net

allowable soil bearing pressure (qa) is 3000 psi for spread foundations. Using this qa greatly

simplifies the design process. The alternative would be to develop an ultimate bearing capacity

by taking the number of blows on each soil layer, factoring them to N60, find their cohesion and

angle of internal friction and then use a variation of Terzaghi’s Bearing Capacity formula. Here

the factors for N60 would have to be assumed, as well as the cohesion in the mixed silt layer. The

end result will lead to a qa, which has already been established by Dente.

Final Column Loadings

To be cost effective and make the construction process easy, three column loads were chosen for

footing designs. These select loads are shown below.

# of columns Load range Selected Load

19 < 300 kips 300 kips 26 300 - 500 500 kips 15 >500 705 kips

The three ranges captured almost an equal amount of the 60 columns. The final loads are much

higher than the estimated 150 kips from the preliminary report. With proper preparation of the

site, reasonable footings can still be made.

Excavation and Compaction

The elevation of the lot will be 400 feet, with the retaining wall along the border of the wetlands

dropping to 380 feet. Extensive excavation will be required to meet this elevation and to remove

unsuitable soil and broken shale. It has been determined that the site soil and shale are not

suitable as fill under foundation areas. Shale below the floor subgrade must be replaced with 2 to

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4 feet of structural fill to minimize the risk of expansion. Such a cushion will also reduce

differential settlement. The increase in elevation will reduce the presence of groundwater, but the

structure and the retaining wall still must have perimeter foundation drains. Dewatering will be

required during construction and wet soils must be excavated and replaced. Since the building is

on the low side of the elevation, on site soils will change the soil profile drastically. More

important, since the site soil cannot be used under the foundation, a strong fill must be imported.

This fill must be a well graded sand and gravel mix with less than 10 percent fines. Its soil

modulus should be around 8000 ksf. This will provide the support needed for the structure.

The structural fill also must be compacted to 95 percent of its maximum density and within 2

percent of its optimum water content. Such work should be done during a dry season to make

this more feasible. According to the report from Dente Engineering, the soil subgrades should be

compacted by a vibratory drum of ten tons. Sufficient compaction will help to reduce the

potential settlement and strengthen the surrounding soils.

Settlement

The theoretical settlement of a footing at each boring was calculated both elastically and rigidly,

with equations Se = qo*(α*B')* (1 - μs^2/Es)*Is*If and Se rigid = .93 Se (Das). From the

standard penetration tests conducted during the boring, the soil modulus was found for each

layer, which was then used to find the average modulus under the foundation. Calculating the

shape factor Is and depth factor If involve other factors A0, A1 and A2, to calculate its factors F1

and F2. A simplified method is to use tabulated values of F1 and F2. Boring 29 had the highest

rigid settlement of 4.6 inches at the center of the footing. Such high settlement will require

excavation, compaction and fill of these weak, moist layers. Settlement calculations must then be

repeated for the new soil conditions. The full calculations are shown in the appendix. Part of the

excavation process will be to add structural fill under the footings and slabs and a new settlement

calculation was done for the max column load by by the same method. By having a solid fill, the

settlement was reduced to about an inch, with almost negligible differential settlement. The new

settlement calculation follows the initial one in the appendix.

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Final Foundation Plan Each column will have its own square spread footing, which will be placed at a depth 4 feet

below the surface. This depth will keep the footing stable and protect from frost penetration.

From the three column loads, a footing was designed. The ACI code was used almost

exclusively. The results of this analysis are shown in the table and diagram below.

The width of the footing was found by the equation: B = col. load / 3ksf. Before the other

dimensions could be found, the load was first factored to get the factored soil pressure, since the

3 ksf already has a safety factor included. Spread footings are design first for shear and then for

flexural resistance. No stirrups are added to the footings, so the concrete itself must be able to

stand the shear. The one-way and two-way shears were calculated using an estimated depth to

steel dimension d, Area/6. This is used to calculate the shear created by the load and the shear

capacity of the footing. From there, the d can be altered to meet the required shear strength, but

not overly excessive. The flexural resistance will have the same reinforcement in either direction

300 kip 500 kip 705 kip

B 10 ft 13 ft 16 ft

d 18 inch 26 inch 32 inch

h 22 inch 30 inch 36 inch

Bar No. 5 No. 6 No. 6

As / ft 0.49 in^2 / ft 0.59 in^2 / ft 0.71 in^2/ ft

s 5 inch 9 inch 7.5 inch

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since the footing is square. A one foot width is considered and treated as a beam. The maximum

moment created by the net soil pressure can then be used to calculate the required amount of

steel. This is often express in square inches per foot. The detailed formulas and calculations are

provided in the appendix.

Special Conditions Our Environmental Engineering consulting group wanted us to put in a retaining wall next to our

plot of land we were given. For the retaining wall, on the backside of the hotel, we decided to

build a cantilever wall. A cantilever wall is the best option here because of how deep we are

digging the foundation of the wall. From the data from the geotechnical report, we only have

information about the soil five feet down. Thus, we can only plan our retaining wall to have a

bottom base of five feet. However, with a cantilever wall, since the base expands backwards so

far into the soil behind the wall, it will give us a more stable retaining wall. A picture of our

design for the cantilever retaining wall can be seen below. This wall will also be the cheapest

option among retaining wall designs.

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The elevation in front of the retaining wall is 380 feet. The elevation behind the retaining wall

will be 400 feet. So the retaining wall will have a height of twenty feet. The base will be

fourteen feet, with about four and two thirds feet being out in front of the wall. The thickness of

the base will be two feet, and the thickness of the wall itself will be two feet. There will be about

two feet of the wall underneath the ground. So, this puts the total height of the all at twenty two

feet, but only twenty feet will be exposed. The length of this retaining wall will be about two

hundred feet long until it intersects with the foundation of the hotel. Then it will run for about 30

feet along the side of the foundation.

Failure in a cantilever wall is mostly due to groundwater. The water table can have adverse

affects on a cantilever wall. Here the water table is at about five feet. Since we will only be

going down 2 feet for the base, we will not nut into the water table. So that will not have any

affect here.

Construction and Cost

This retaining wall will be built around borings 29 and 31. The soil data for these two borings is

below: B-29:

The unit weight of the soil in this area was

estimated 110 lb/ft3.

The Phi angle of this soil is about 34.83o.

The Cohesion of this soil is about 1.0.

B-31:

The unit weight of the soil in this area was

estimated 110 lb/ft3.

The Phi angle of this soil is about 27.75o.

The Cohesion of this soil is about 0.5.

Cantilever wall have an economic height maximum of twenty feet. Our wall just fits that

specification. The cantilever wall frame has an area of seventy six feet. This is the combined

areas of both rectangles that create the wall. This wall is then spanned along 230 feet total.

Inside the wall, there will be a frame made of steel. This will give a mold to pour the concrete

around. The most recent estimates for a cantilever wall online is 135 dollars per square foot.

This would put the total of one foot section of wall at 10,260 dollars. Over 230 feet, this puts

cost at 2,359,800 dollars. This cost includes all excavation, embankment, concrete and rebar

cots.

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Soil Profile

33

Site Map

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CPM Schedule & Network Diagram:

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Construction Cost Estimate Estimate Name: Capstone Hotel

Building Type:

Hotel, 4-7 Story with Face Brick with Concrete Block Back-up / Steel Frame

Location: ALBANY, NY

Story Count: 4

Story Height (L.F.): 13

Floor Area (S.F.): 135000

Labor Type: Union

Basement Included: No

Data Release: Year 2012 Quarter 1 Costs are derived from a building model with basic components.

Cost Per Square Foot: $186.87 Scope differences and market conditions can cause costs to vary significantly.

Building Cost: $25,227,000

% of Total

Cost Per S.F. Cost

A Substructure 2.60% $3.61 $488,000

A1010 Standard Foundations $1.14 $154,000

Strip footing, concrete, reinforced, load 11.1 KLF, soil bearing capacity 6 KSF, 12" deep x 24" wide

Spread footings, 3000 PSI concrete, load 500K, soil bearing capacity 6 KSF, 9' - 6" square x 30" deep

A1030 Slab on Grade $1.20 $162,000

Slab on grade, 4" thick, non industrial, reinforced

A2010 Basement Excavation $0.05 $6,500

Excavate and fill, 30,000 SF, 4' deep, sand, gravel, or common earth, on site storage

A2020 Basement Walls $1.23 $165,500

Foundation wall, CIP, 4' wall height, direct chute, .148 CY/LF, 7.2 PLF, 12" thick

B Shell 24.70% $34.86 $4,705,500

B1010 Floor Construction $15.61 $2,108,000

Floor, concrete, slab form, open web bar joist @ 2' OC, on W beam and column, 30'x30' bay, 32" deep, 75 PSF superimposed load, 120 PSF total load

Floor, concrete, slab form, open web bar joist @ 2' OC, on W beam and column, 30'x30' bay, 32" deep, 75 PSF superimposed load, 120 PSF total load, for columns add

B1020 Roof Construction $2.58 $348,000

Floor, steel joists, beams, 1.5" 22 ga metal deck, on columns, 30'x30' bay, 28" deep, 40 PSF superimposed load, 62 PSF total load

Floor, steel joists, beams, 1.5" 22 ga metal deck, on columns, 30'x30' bay, 28" deep, 40 PSF superimposed load, 62 PSF total load, add for

36

column

B2010 Exterior Walls $10.84 $1,463,000

Brick wall, composite double wythe, standard face/CMU back-up, 8" thick, perlite core fill

B2020 Exterior Windows $4.16 $562,000

Aluminum flush tube frame, for insulating glass, 2" x 4-1/2", 5'x6' opening, no intermediate horizontals

Glazing panel, insulating, 1/2" thick, 2 lites 1/8" float glass, clear

B2030 Exterior Doors $0.27 $36,500

Door, aluminum & glass, without transom, narrow stile, double door, hardware, 6'-0" x 7'-0" opening

Door, steel 18 gauge, hollow metal, 1 door with frame, no label, 3'-0" x 7'-0" opening

B3010 Roof Coverings $1.38 $186,500

Roofing, asphalt flood coat, gravel, base sheet, 3 plies 15# asphalt felt, mopped

Insulation, rigid, roof deck, composite with 2" EPS, 1" perlite

Roof edges, aluminum, duranodic, .050" thick, 6" face

Flashing, aluminum, no backing sides, .019"

Gravel stop, aluminum, extruded, 4", mill finish, .050" thick

B3020 Roof Openings $0.01 $1,500

Roof hatch, with curb, 1" fiberglass insulation, 2'-6" x 3'-0", galvanized steel, 165 lbs

C Interiors 23.70% $33.40 $4,508,500

C1010 Partitions $6.17 $833,000

Metal partition, 5/8"fire rated gypsum board face, 5/8"fire rated gypsum board base, 3-5/8" @ 24", 5/8"fire ratedopposite face, 3.5" fiberglas insulation

5/8" gypsum board, taped & finished, painted on metal furring

C1020 Interior Doors $13.12 $1,771,500

Door, single leaf, kd steel frame, hollow metal, commercial quality, flush, 3'-0" x 7'-0" x 1-3/8"

C2010 Stair Construction $1.41 $190,000

Stairs, steel, cement filled metal pan & picket rail, 16 risers, with landing

C3010 Wall Finishes $3.46 $466,500

Painting, interior on plaster and drywall, walls & ceilings, roller work, primer & 2 coats

Vinyl wall covering, fabric back, medium weight

Ceramic tile, thin set, 4-1/4" x 4-1/4"

C3020 Floor Finishes $5.20 $702,000

Carpet tile, nylon, fusion bonded, 18" x 18" or 24" x 24", 35 oz

Vinyl, composition tile, maximum

Tile, ceramic natural clay

C3030 Ceiling Finishes $4.04 $545,500

37

Acoustic ceilings, 5/8" plastic coated mineral fiber, 12" x 12" tile, 25 ga channel grid, adhesive back support

D Services 49.00% $69.16 $9,337,000

D1010 Elevators and Lifts $6.73 $908,000

Traction, geared passenger, 3500 lb, 6 floors, 10' story height, 2 car group, 200 FPM

D2010 Plumbing Fixtures $24.42 $3,296,500

Water closet, vitreous china, bowl only with flush valve, wall hung

Urinal, vitreous china, wall hung

Lavatory w/trim, vanity top, PE on CI, 20" x 18"

Kitchen sink w/trim, countertop, stainless steel, 33" x 22" double bowl

Service sink w/trim, PE on CI,wall hung w/rim guard, 22" x 18"

Bathtub, recessed, PE on CI, mat bottom, 5' long

Shower, stall, baked enamel, terrazzo receptor, 36" square

Water cooler, electric, wall hung, wheelchair type, 7.5 GPH

D2020 Domestic Water Distribution $0.60 $80,500

Gas fired water heater, commercial, 100< F rise, 500 MBH input, 480 GPH

D2040 Rain Water Drainage $0.24 $32,500

Roof drain, CI, soil,single hub, 5" diam, 10' high

Roof drain, CI, soil,single hub, 5" diam, for each additional foot add

D3010 Energy Supply $5.00 $675,500

Commercial building heating system, fin tube radiation, forced hot water, 100,000 SF, 1mil CF, total 3 floors

D3030 Cooling Generating Systems $14.10 $1,903,000

Packaged chiller, water cooled, with fan coil unit, medical centers, 60,000 SF, 140.00 ton

D4010 Sprinklers $3.03 $408,500

Wet pipe sprinkler systems, steel, light hazard, 1 floor, 10,000 SF

Wet pipe sprinkler systems, steel, light hazard, each additional floor, 10,000 SF

Standard High Rise Accessory Package 8 story

D4020 Standpipes $0.37 $50,500

Wet standpipe risers, class III, steel, black, sch 40, 4" diam pipe, 1 floor

Wet standpipe risers, class III, steel, black, sch 40, 4" diam pipe, additional floors

Fire pump, electric, with controller, 5" pump, 100 HP, 1000 GPM

Fire pump, electric, for jockey pump system, add

D5010 Electrical Service/Distribution $1.40 $188,500

Service installation, includes breakers, metering, 20' conduit & wire, 3 phase, 4 wire, 120/208 V, 2000 A

Feeder installation 600 V, including RGS conduit and XHHW wire, 60 A

Feeder installation 600 V, including RGS conduit and XHHW wire,

38

200 A

Feeder installation 600 V, including RGS conduit and XHHW wire, 2000 A

Switchgear installation, incl switchboard, panels & circuit breaker, 2000 A

D5020 Lighting and Branch Wiring $8.60 $1,161,000

Receptacles incl plate, box, conduit, wire, 10 per 1000 SF, 1.2 W per SF, with transformer

Wall switches, 5.0 per 1000 SF

Miscellaneous power, to .5 watts

Central air conditioning power, 4 watts

Motor installation, three phase, 460 V, 15 HP motor size

Motor feeder systems, three phase, feed to 200 V 5 HP, 230 V 7.5 HP, 460 V 15 HP, 575 V 20 HP

Motor connections, three phase, 200/230/460/575 V, up to 5 HP

Motor connections, three phase, 200/230/460/575 V, up to 100 HP

Fluorescent fixtures recess mounted in ceiling, 0.8 watt per SF, 20 FC, 5 fixtures @32 watt per 1000 SF

D5030 Communications and Security $4.13 $557,500

Communication and alarm systems, fire detection, addressable, 100 detectors, includes outlets, boxes, conduit and wire

Fire alarm command center, addressable with voice, excl. wire & conduit

Communication and alarm systems, includes outlets, boxes, conduit and wire, intercom systems, 100 stations

Communication and alarm systems, includes outlets, boxes, conduit and wire, master TV antenna systems, 30 outlets

Internet wiring, 2 data/voice outlets per 1000 S.F.

D5090 Other Electrical Systems $0.56 $75,000

Generator sets, w/battery, charger, muffler and transfer switch, diesel engine with fuel tank, 250 kW

E Equipment & Furnishings 0.00% $0.00 $0

E1090 Other Equipment $0.00 $0

F Special Construction 0.00% $0.00 $0

G Building Sitework 0.00% $0.00 $0

SubTotal 100% $141.03 $19,039,000

Contractor Fees (General Conditions,Overhead,Profit) 25.00% $35.26 $4,760,000

Architectural Fees 6.00% $10.58 $1,428,000

User Fees 0.00% $0.00 $0

Total Building Cost $186.87 $25,227,000

39

Appendix – A – Loading Calculations

Snow Loads – Flat Roof & Drift

43

Rain Loads

44

Wind Loads

47

Seismic Loads

59

RISA 3D – Basic Load Combinations

60

Hand Calculations for Columns

Remove constraint at a:

61

Solve For Moments About Node A

Solve For Sum of Forces in Y Direction

V(x) = Shear

M(x) = Moment

>

62

φ(x) = Slope

>

64

δ(x) = Deflections

>

ψ(x) = Curvature

>

68

E = Modulus of Elastisity (ksf) >

i = Moment of Inertia ( )

v(x) = Virtual Shear

m(x) = Virtual Moment

>

69

Δ(x) = Virtual Deflections

>

ρ(x) = Virtual Curviture

71

Solving For Moments About Joint D >

Solving For Sum of Forces in Y Axis

Each Reaction is a column load per floor based on live load

Appendix –B – Connection Calculations Connection at Node 7 (Bottom of second floor, corner of end of wing)

72

Example summary from RISAConnection displaying code checks that each connection must pass

73

W14x82 to W27x178:

74

W27x178 to W27x178:

75

W27x178 to Column:

76

Vertical Brace Chevron Connection (This connection is checked by the following hand

calculations to ensure 3 bolts is an adequate number)

80

Column Base Plate

82

Appendix – C – Settlement Calculations

Initial Settlement Calculations

Se = qo*(α*B')* (1 - μs^2/Es)*Is*If

Se rigid = .93 * Se Bearing Capacity

3 ksf

qo net applied pressure on foundation 150 kips μs Poisson's ratio = 0.3

Es Avg soil modulus under foundation from 0 to 4B B' B/2 for center of foundation, B for corner

Is Shape Factor

Is = F1 + (1- 2 μs / 1-μs) F2

F1 = 1/pi (Ao +A1) F2 = n'/2pi * arctan A2

Ao = m' ln [1 + (m'^2 + 1)^.5 * (m'^2 + n'^2)^.5 / m' (1 + (m'^2 + n'^2 + 1)^.5]

A1 = ln [(m' + (m'^2 + 1)^.5) * (1+n'^2)^.5 / (m' + (m'^2+n'^2+1)^.5)]

A2 = m' / n'*(m'^2 + n'^2 +1)^.5

If Depth factor

α Where settlement is calculated

Center Corner α 4 1 m' L/B L/B n' H/(B/2) H/B

Soil Moduli

N60 = N *ηH*ηB*ηS*ηR/ 60

Es = Σ Es(i) *Δ z / H

According to Das

Factor Justification

Es(i) = 2000 psf* N60 * αsoil

ηH 60 US Safety hammer,

αsoil 5

Rope and pulley

ηB 1 D = 2.25 inch

ηS 1 Standard Sampler

ηR 0.75 Rod Length < 12 ft

Center

83

Parameters

B 7.071068

Depth factor

B' 3.535534

Df/B 0.565685

L 7.071068

If 0.775 from Das 5.15

α 4

m' 1

n' H/(B/2) F1,F2 and Is depend on n'

Corner

Parameters

B 7.071068

Depth factor

B' 7.071068

Df/B 0.565685

L 7.071068


α 1

m' 1

n' H/B F1,F2 and Is depend on n'

B-31

B-30

N N60 Es(i) (psf) Δ z (ft) N N60 Es(i) (psf) Δ z (ft)

3 0.0225 225 2 2 0.015 150 3

23 0.1725 1725 3 28 0.21 20160 2

32 0.24 rock

16 0.12 rock

H 5

H 5

Es 1125 psf

Es 8154 psf

Settlement

Settlement

Center

Center

n' 1.414214

n' 1.414214

F1 0.224

F1 0.224

F2 0.075

F2 0.075

Shape Factor

Shape Factor

Is 0.266857

Is 0.266857

Se 0.354875 feet Se 0.048962

Se rigid 0.330034

Se rigid 0.045534 feet

Corner

Corner

n' 0.707107

n' 0.707107

F1 0.257

F1 0.257

F2 0.083

F2 0.083

84

Shape Factor

Shape Factor

Is 0.304429

Is 0.304429

Se 0.202419

Se 0.027928

Se rigid 0.18825 feet Se rigid 0.025973 feet

B-32

B-29

N N60 Es(i) (psf) Δ z (ft) N N60 Es(i) (psf) Δ z (ft) 2 0.015 150 3 2 0.015 150 1

38 0.285 2850 2 11 0.0825 rock

35 0.2625 2625 2

H 1

57 0.4275 rock

Es 150 psf

H 7

Es 1628.571 psf

Settlement

Settlement

Center

Center

n' 1.979899

n' 0.282843

F1 0.285

F1 0.014

F2 0.064

F2 0.049

Shape Factor

Shape Factor

Is 0.321571

Is 0.042

Se 0.295406

Se 0.418897


Corner

Corner

n' 0.989949

n' 0.141421

F1 0.142

F1 0.009

F2 0.083

F2 0.03

Shape Factor

Shape Factor

Is 0.189429

Is 0.026143

Se 0.087008

Se 0.130371


85

Final Settlement Calculations

Final Settlement Calculations for 705 kip column on new fill Es = 8000 ksf

Center

Parameters

B 16

Depth factor

B' 8

Df/B 0.25

L 16


α 4

m' 1

n' H/(B/2) F1,F2 and Is depend on n'

Corner

Parameters

B 16

Depth factor

B' 16

Df/B 0.25

L 16


α 1

.8-.9

m' 1

n' H/B F1,F2 and Is depend on n'

Settlement Center

Corner

n' 2.5

n' 5 F1 0.376

F1 0.44

F2 0.045

F2 0.03 Shape Factor

Shape Factor

Is 0.401714

Is 0.457143

Se 0.099789 feet Se 0.072264 feet Se rigid 0.092804 Se rigid 0.067206

86

Appendix – D – Square Footing Calculations Formulas and Nomenclature:

Actual Soil Pressure < Soil Bearing Capacity D+L+Ws+Wf/B^2

Ws weight of soil above footing Wf weight of footing *6% D+L) pfill 0.125 kcf

Footing Thickness

one-way and two-way shear

1-way Vu<0.75 Vc aci 11.11.1.1

Vu= 1.2D+1.6L

Vc = 2*b*d sqrt(f'c)

f'c 4 ksi concrete

b footing length

d depth to steel

2-way Vc smallest of aci 11.11.1.2

Vc = 6λ*[sqrt(f'c)]*bo*d

Vc = ((as * d) / bo) +2)λ*sqrt(f'c)*bo*d

Vc = 4λ*sqrt(f'c)*bo*d

λ 1

normal concrete

as 40 interior col

30 edge

20 corner

bo

perimeter of affected area around column d/2

87

Calculations for each load:

footing 1 = 705 kips

Load 705 Kips

B 16 ft

Wsoil 85.33333 kips

Qact 892.7333 kips

Factored col Load

D 133 kips

L 572 kips

Pfac 1074.8 kips

Factored Soil Pressure p=P/B^2

p = 4.198438 ksf

Estimated depth to steel d=A/6 d = 42.66667

let d = 32 inch excess with estimate

Beam Shear

Flexural Reinforcement Vu = p*x*B

consider 1 foot width

264.9681 kips

Steel in the NS and EW direction will be the same

Vc = 2*b*d sqrt(f'c)

Depth to steel is to the higher bar

777.1614 kips

w p

Vu<.75 Vc

L

Length from edge of col. To end of footing

264.9681 < 582.871

7.5 feet

Punching Shear

Mu = wL^2 /2 x= 12 +d

118.0811 k-ft

44 inch Vu = Pfac - p*(x)^2

Mu/phi*b*d^2

1018.354 kips

phi 0.9 bo = 4*x

b 12 inch considered

176 inch

d 32 inch

min of

= 0.106772 ksi 1. Vc = 6λ*[sqrt(f'c)]*bo*d

2137.194 kips

rho = [Mu/phi*b*d^2]*0.0033 /0.2 2. Vc = ((as * d) / bo) +2)λ*sqrt(f'c)*bo*d

0.001762

3302.936 kips

88

3. Vc = 4λ*sqrt(f'c)*bo*d

As = rho*b*d

1424.796 kips

0.676506 in^2 /ft

Vc = 1424.796 Vu<.75 Vc

# 6 at 7.5 inch 1018.354 < 1068.597 kips

0.71 in^2 /ft provided

Footing 2 = 500 kips

Load 500

B(ft) 13

Wsoil 45.77083 kips

Qact 600.6958 kips

Factored col Load

D 133 kips

L 367 kips

Pfac 746.8 kips


p = 4.418935 ksf


let d = 26 inch excess with estimate

Beam Shear



209.838 kips

Steel in the NS and EW direction will be the same Vc = 2*b*d sqrt(f'c)


513.0479 kips

w p

Vu<.75 Vc

L Length from edge of col. To end of footing 209.838 < 384.7859

6 feet

Punching Shear

Mu = wL^2 /2 x= 12 +d

79.54083 k-ft


Mu/phi*b*d^2

702.4879 kips

phi 0.9 bo = 4*x


152 inch

d 26 inch

min of

= 0.108948 ksi

89

1. Vc = 6λ*[sqrt(f'c)]*bo*d

1499.679 kips

rho = [Mu/phi*b*d^2]*0.0033 /0.2

2. Vc = ((as * d) / bo) +2)λ*sqrt(f'c)*bo*d

0.001798

1782.513 kips


As = rho*b*d

999.7857 kips

0.560865 in^2 /ft

Vc = 999.7857 Vu<.75 Vc

#6 at 9 inch 0.59 in^2/ft provided 702.4879 < 749.8393 kips

Footing 3 = 300 kips

Load 300

B(ft) 10

Wsoil 18.75 kips

Qact 341.25 kips

Factored col Load

D 133 kips

L 167 kips

Pfac 426.8 kips


p = 4.268 ksf


let d = 18 inch

Beam Shear



132.7822 kips

Steel in the NS and EW direction will be the same Vc = 2*b*d sqrt(f'c)


273.2208 kips

w p

Vu<.75 Vc

L Length from edge of col. To end of footing

132.7822 < 204.9155924

4.5 feet

Punching Shear

Mu = wL^2 /2 x= 12 +d

43.2135 k-ft


Mu/phi*b*d^2

400.125 kips

phi 0.9

90

bo = 4*x


120 inch

d 18 inch

min of

= 0.123495 ksi

1. Vc = 6λ*[sqrt(f'c)]*bo*d

819.6624 kips

rho = [Mu/phi*b*d^2]*0.0033 /0.2

2. Vc = ((as * d) / bo) +2)λ*sqrt(f'c)*bo*d

0.002038

683.052 kips


As = rho*b*d

546.4416 kips

0.440138 in^2 /ft

Vc = 546.4416 Vu<.75 Vc

# 5 at 7.5 inch 400.125 < 409.8311848 kips 0.49 in^2/ft provided

capstone design

Documents

snow loads

rain loads

wind loads

seismic loads

summary of loads

structural plan

floor plan

interior live loads