Senior Design Team DNA

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Table of ContentsI. INTRODUCTION1II. SITE PLAN/FIRE PROTECTION/GRADING/LANDSCAPING12.1 General12.2 Fire Protection12.3 Grading32.4 Landscaping3III. ZONING33.1 Purpose33.2 Permitted Land Use33.3 Special Exception Land Use43.4 Secondary Land use43.5 Accessory Land Use43.6 Historical Zones Contributing Properties4IV. STRUCTURAL54.1 Structure and Column Layout54.2 Bracing System54.3 Loads64.4 Gravity Load Analysis84.5 Lateral Load Analysis94.6 Structural Calculation and Details94.7 Girder to Column Connections104.8 Exterior Material Selections104.9 Architectural Floor Plan124.10 Electronic 3-D Model12V. GEOTECHNICAL165.1 Overall/Overview165.2 Column Connection Details185.3 Over-Excavation185.4 OSHA205.5 Compaction Requirements20VI. HYDROLOGY206.1 General206.2 Drainage Area and Hydrologic Characteristics206.3 Critical Basin216.4 Retention Basin Sizing226.5 Hydraulic Design236.6 Additional Requirements25VII. TRANSPORTATION287.1 Parking and Trip Generation287.2 Traffic Count297.3 HCS30VIII. LEED328.1 Process of LEED328.2 Stages of LEED328.3 Levels of LEED328.4 Sustainable Site328.5 Water Efficiency338.6 Material and Resources348.7 Indoor Environmental Quality34IX. APPENDIX369.1 Site Plan/Fire Protection/Grading/Landscaping369.2 Structural399.3 Geotechnical489.4 Hydrology559.5 Transportation769.6 LEED

9.7 I. INTRODUCTIONTime Market currently resides on the northeast corner of University Boulevard and 3rd Avenue in Tucson, Arizona. Our team has been tasked with creating a new three-story apartment building that incorporates Time Market into the new design. The building footprint, number of apartments, parking lot arrangement, etc. are parameters that are completely open to the design team provided that the final product complies with current zoning codes and historical requirements. This report will detail the site, fire protection, grading and landscaping plan, as well as provide a proposed zoning code, the structural calculations and details, an overview of the necessary geotechnical work, the details of the retention basin design, and transportation overviews of the proposed site. An examination of the LEED accreditation will also be included at the end.II. SITE PLAN/FIRE PROTECTION/GRADING/LANDSCAPING2.1 GeneralThe building requires sidewalks on all sides to allow for pedestrian access. On the North and east, this is met through the use of the existing sidewalk in the ROW. On the West and South, this will require 6 feet of sidewalk alongside the building. 69 parking spaces, of which 3 must be ADA compliant, are required. Page 2 shows the overall site plan.2.2 Fire ProtectionFor a building of less than 4 stories, two staircases are required. Additionally, for a building of more than one story, an elevator is required, as well as "Areas of refuge" on each floor, with "one 30x48" wheelchair space for each 200 occupants of the space served. These spaces must not reduce egress width." It appears that IBC, appendix B gives the requirements for fire truck access around the building, which will be fully resolved in the final draft of the report. So far from the IBC regarding the location of the Fire Department Connection (FDC) is that it should be "street side" and located such that the stiff pipe connection from the fire hydrant to pumper truck and from the pumper truck to the FDC should not block access for other fire apparatus. Thus the FDC is in the NW corner of the building, along Hoff Ave.IBC table 1004.1.2 gives the occupant load factor for various uses of space. For a given space, the occupancy load attributed to it is the floor area of the space divided by the load factor corresponding to the use in that space. Based on these occupancies, the halls and stairways can be checked to see if sufficient egress width is provided. Per the IBC, at the most conservative, the stairwell must be, in inches, 0.3 times as wide as the occupant load it serves per floor, with each being considered independently to find the maximum required size. The loss of one stairwell should not reduce the available capacity by more than 50%. The halls likewise must be at least 0.2 times the occupant load served in inches. Also, on the second and third floors a 30x48 area of refuge must be provided adjacent to a stairwell, at a ratio of 1 per 200 occupant load per floor.The building is a steel moment frame building, which in IBC code is Type II. Group B construction does not require the application of fire retardant to the steel, which for dimensional reasons, has been chosen. The building has a total of 32334 sq. ft. within the exterior walls .This means that per IBC table B105.1 the fire flow requirement is 3750 gpm for 3 hours. In the IBC the fire hydrants should be located "along access roads and public streets." The flow requirements shall also be found from the applicable IBC tables.From IBC table 105.1 4 fire hydrants, provided with an average spacing of 350 ft, and not to exceed 210 feet from the street or access road. 20 feet parallel to the curb with the hydrant, and 26ft perpendicular to the curb beside the hydrant is needed for the fire truck to park. A hydrant was thus placed near each corner of the building. The 24 foot PAALs provided by the City of Tucson zoning code is more than sufficient for the fire truck to travel within the site.Site Plan

2.3 GradingThe full grading plan, with spot elevations, drainage flow arrows, and FFE are shown on page 2, in accordance with the Hydrology design in Section 6.6. As designed no storm runoff will be trapped on site, except the 1 cfs that will retained in the retention tanks. When full, the grading is such that the water will simply bypass the tank inlet. 2.4 LandscapingThe landscape requirements for the site are extensive. The irrigation plan must be included. If non-drought tolerant plants are to be used, they may not cover an area in excess of that determined by section 3.2 of Development Standard No. 2-06.0, as well as the placement (note figure 2 of the development standard). One Canopy Tree to every 15 parking spaces and distributed evenly through the vehicular use area, is required. A planter area of 34 square foot, and at least 4 ft wide is also required for each tree, which must be single trunked.The appropriate border should be selected from the aforementioned development standard, and the LUC. The key notes with the placement should give info on soil preparation. Additional consideration should be given to the potential use of landscaping to denote residential or private space from that of Time Market, and other crime and safety considerations. Likewise, landscaping should be placed with care for vehicular lines of sight, though in the innermost parts of the lot, away from the main streets, this is not a concern due to the low parking lot speeds.Since 69 parking spaces are required, per the City of Tucson requirement of one tree per 15 spaces, at least 5 canopy trees must be placed such that none of the 69 parking spaces is more than 30 feet from the trunk of a tree. Hope to use Swan Hill Nurseries Non-Fruiting, Non-Pollinating, Vertically Wilt Resistant Olive Tree.Since the project provides 16 residences, one way of calculating the allowed maximum Oasis area is to 100 ft2 of landscaping per dwelling. Thus 1600ft2 is allowed, and since the courtyard is 1521 ft2 it is acceptable to place the entire courtyard in non-drought resistant grass and plants. III. ZONINGPreviously, it was recommended that for our building, a zoning code of HC-3 best fit the needs of the project. Based on this, a new code that is even better suited to our building has been written, largely following HC-3, referred to as CR-3.The following is the proposed land use code, falling the existing LUC format. It should be considered an addition to the existing chapters, and as such, any undefined terms or items are defined by the existing code.CITY OF TUCSON LAND USE CODEARTICLE II. ZONESDIVISION 6 COMMERCIAL-RESIDENTIALCR-3 COMMERCIAL AND RESIDENTIAL 3 STORY BUILDING3.1 PurposeThis zone provides directly for the mixed use of retail and residential apartments in a 3 story building. Section 2.6.1.6 provides provision for using the CR-3 COMMERCIAL AND RESIDENTIAL 3 STORY BUILDING in a Historical zone.3.2 Permitted Land Use The following Land Use Classes are principal Permitted Land Uses within this zone, subject to compliance with the development and compatibility criteria listed for the Development Designator indicated and to any additional conditions listed after each use. The number or letter listed in quotation marks following the Land Use Class refers to the Development Designator provisions of Sec. 3.2.3, though uses A through B are permitted indoors and outdoors for CR-3.A. Commercial Services Use Group, Sec. 6.3.51. Alcoholic Beverage Service 33 subject to: Sec. 3.5.4.19C.2. Food Service 33 subject to: Sec. 3.5.4.6.CB. Retail Trade Use Group, Sec 6.3.101. Food and Beverage Sales 342. General Merchandise Sales 34, subject to: Sec. 3.5.9.2AC. Residential Use Group, Sec. 6.3.81. Group Dwelling 33 3.3 Special Exception Land UseOnly the accessory land uses that may arise from the permitted land uses of section 2.6.1.2 are permitted, provided the special approval procedure noted for the Land Use Class is followed. For details, sections 3.2.3 and 5.3.9 may be referred.3.4 Secondary Land useThe Land Use classes necessary to the operation of a retail and residential building are permitted, at the discretion of the Land Use Code.3.5 Accessory Land UseDefer to Sec. 2.6.1.43.6 Historical Zones Contributing PropertiesA. The removal of structures is permitted that the new construction is consistent with the nature of the HPZ. B. Heighta. The height of the tallest building in any HPZ should be assumed to be at least that necessary to build a modern 3 story apartment building, with all life safety and HVAC allowances between floors.b. The height must comply with the Development, and not be excessive.C. Setbacksa. On street fronts, the setback should be as close to that of the prevailing grandfathered method, with allowance for the needs of the foundation to be within the property lines. The most protruding point of the facade may be as much as 3ft from the property line.b. On all other sides, the setbacks should refer the applicable Development Designators. D. All other items, Sec. 2.8.8.6 apply.

IV. STRUCTURAL4.1 Structure and Column LayoutThe building was modeled as three floors having a height of 12 feet with a 3 foot parapet wall on top. The spacing of the columns was set to 40 feet on center (o.c.). The 16 columns were divided into 4 rows of steel moment frames (1-4) each containing 4 columns. This means that the lateral bracing will run north and south to strengthen the weak axis of bending in the steel W-sections. These frames will run east to west and the columns will be oriented appropriately. Within these moment frames, columns were labeled as A-D for analysis.

The column layout has been chosen to maximize the architectural floorplan flexibility. The columns are out of the way of any potential hallways and windows which will helped when finalizing the floor plan to meet ADA width requirements and fire escape plans.4.2 Bracing SystemIt was decided that the X-bracing will be used in the northern third of the east and west walls from floors 1 to 3. This stabilizes the weak axis bending of the W-sections in the north-south direction and allows for the greatest amount of flexibility in floor plan layout of the apartments in the southern two thirds of the building. Below is a typical X-bracing to web connection.

4.3 LoadsThe loads have been calculated using the following breakdowns: Dead LoadsDEAD LOAD (Floor 2-3)(psf)

Concrete 8" Slab96

Floor Finish4

Acoustic Fiber Board1

Mechanical Duct4

Self Weight (Steel, assumed)17

Misc.18

TOTAL140

DEAD LOAD (Roof)(psf)

5 Ply Felt and Gravel6

Concrete 8" Slab96

Acoustic Fiber Board1

Self Weight (Steel, assumed)17

Mechanical10

Misc.10

TOTAL140

After examining similar buildings, it was decided that an 8 inch concrete slab would be more than sufficient for the loading expected. This was further checked by analyzing a one foot wide strip of the slab as a simply supported concrete beam. With minimal reinforcement (#6 bars placed 5 inches deep, spaced at 1 foot o.c.), this thickness proved to be more than adequate. The floor finish was modeled as hardwood flooring with a large miscellaneous factor to allow for increase if a different finish were selected. Allowances were also made for the mechanical duct work for the HVAC system as well as the self-weight of the steel. There was an increased load attributed to the roof to allow for heating and cooling units. Live LoadsLIVE LOAD (Roof)(psf)

L0 =20

R1 =0.6

R2 =1

Lr =12

LIVE LOAD (Floor 2-3)(psf)

Apartments40

TOTAL40

The live load calculations were completed in compliance with ASCE 7-05 Chapter 4. Table 4-1 of this code shows that for apartment buildings, the appropriate floor live load will be 40 psf. It also shows that ordinary flat or pitched roofs have a live load of 20 psf. This needs to be reduced by the area and pitch factors, R1 and R2. The full area reduction can be made so a factor of 0.6 was applied to the load. The pitch will be far less than 4 inches per foot so no reduction is taken. Wind LoadsPressure CoefficientVelocity PressureWindward Rated PressureLeeward Rated Pressure

Floorkzqzp (psf)p (psf)Interior frame load, P (kip)Exterior Frame load, P (kip)

R0.72920.97114.260-9.2368.4584.229

30.65618.87512.835-9.23610.5945.297

20.57916.65211.323-9.2369.8684.934

The wind loads were calculated using chapter 6 of ASCE 7-05, specifically Section 6.5.10 for velocity pressures. This provides the equation:

Topographic Factor, Kzt = 1Directionality Factor, Kd = 0.85Wind velocity, v = 115 (based on Building Occupancy Category II)The velocity pressure exposure coefficient Kz varies with height and should be calculated at a minimum of 15 feet off the ground using the following equation:

From Exposure Category B, = 7.0, zg = 1200 ft. This leads to the following calculation for wind pressure coefficients at each floor:

Adjusting the velocity pressure by the following variable yields the final point load at a frame. The example for the 3rd floor internal frame is shown:Gust Factor, G = .85External Pressure Coefficient, Cp = 0.8Trib. Area = 40x12 = 480 ft2 Adding in the leeward force of lb, give the final frame load:

Seismic LoadsFor seismic purposes, it was assumed that the slab existed at the 2nd floor above Time Market to provide a more conservative estimate on the floor weight and therefore the seismic design overall. The seismic response coefficient, Cs, was calculated according to ASCE 7-05 Chapter 11. Variables needed for this are as follows:DescriptionVariableValueReference

Max Ground Motion (0.2 sec)Ss.3ASCE 7 Figure 22-1

Max Ground Motion (1 sec)S1.08ASCE 7 Figure 22-2

Site Coefficient (0.2 sec)Fa1ASCE 7 Table 11.4-1

Site Coefficient (1 sec)Fv1ASCE 7 Table 11.4-2

Response Modification FactorR3.5ASCE 7 Table 12.2-1

Importance FactorI1ASCE 7 Table 11.5-1

Approximate Period ParameterCt.028ASCE 7 Table 12.8-2

Approximate Period Parameterx.8ASCE 7 Table 12.8-2

Upper Limit CoefficientCu1.7ASCE 7 Table 12.8-1

The weight of the building multiplied by this seismic response coefficient allows for the calculation of the base shear of the building. This can be broken out into a load per frame LevelLoad per frame P (kip)

R22.80

316.70

28.28

4.4 Gravity Load AnalysisThe gravity loads (dead and live) were analyzed in the girders using the DeWolff Method that places hinges at certain points along the girder based on the girder length and adjacent girder lengths in the same frame. This allows for the calculation of girder moments and girder shear for selection of member sizes. The shear is added to the column axial loads later calculated from column tributary areas. Loading and typical girder moments are shown in the figure below:

4.5 Lateral Load AnalysisThe lateral loads (wind and seismic) were distributed among their respective frames and analyzed using the portal method. This involves slicing the columns between each floor at their mid span allowing for the calculation of shear above and below a floor. The assumptions made by this method are that the points of counter flexure in the beams and columns occur at the mid span and that the interior columns take twice the shear of the exterior columns. Below is a typical frame loading pattern at some of the moments developed in the girders and columns of the building. Not all the moments are shown as the diagram would become too complicated.

4.6 Structural Calculation and DetailsThe beams and girders were modeled as pure beams with no axial load. Two beams were placed between each girder to create a slab ratio of 2:1 allowing for one-way slab analysis. This means that the tributary width of each beam was 40/3 or 13.3. This was multiplied by the area load for both dead and live loads to come up with design shear and moment values. These values were used with the AISC steel manual 14th edition to choose an economic W21 section that would connect to the expected W24 section for the girders running between columns. For example, an interior beam would have the following calculations at floor 2 or 3 for load combo 2:

Shear: Moment:The moment was used with Table 3-2 of the steel manual to select a beam that could take the expected loading. This section was then checked for shear, deflection and local flange buckling. Full calculation tables are provided in the appendix. All beams were decided to be W21x83 sections. Smaller beams could be used in certain locations, but for ease of construction, one member was chosen for the building as a whole.Girders were analyzed in the same way as the beams, except the values were already calculated from the earlier frame analysis. These values have been summarized in the LRFD load tables in the appendix. All girders were decided to be W27x129 sections. Smaller girders could be used in certain locations, but for ease of construction, one member was chosen for the building as a whole.Columns were analyzed using the moments developed from frame analysis as well as the axial loads from the frame analysis and girder shear. The effective lengths of the columns were found by taking the unbraced column length of 12 feet and multiplying by the effective K factor. Then the critical loading pattern was found with the axial load, P, and the moment in the column due to lateral forces and gravity forces individually for each load combination. This was multiplied by the average p and b coefficients in the beam-column interaction equation to find the critical load pattern and select a trial section. Then, actual p and b coefficient values were used for to calculate the interaction equation:

Since girder and column sizes were now known, the respective moments of inertia were used to update the K value for the girder to column connections and run the calculation again. Then, the beam effect was taken into account by updating the total moment for its B1 factor. This provided a final moment to be used in the interaction equation. Multiple sections were considered until the final Column selection was made to be W14x176 for all columns. For example, here is how an interaction looks for a W14x176 section with load combination 2 controlling:

Full column and steel weight calculations can be found in the appendix.4.7 Girder to Column ConnectionsPage 11 contains typical girder to column connections for the interior, perimeter and corner columns:4.8 Exterior Material SelectionThe exterior of the building is a brick veneer connected with pintels secured to steel studs running vertically along the walls. Below is a mockup of how the brick will attach to the steel studs, but the steel angle at the top should be ignored.

Connections

4.9 Architectural Floor PlanThe floor plan was designed to maximize usable space for living quarters while providing amenities normally sought by college age occupants which will most likely be the targeted demographic. A gym has been placed on the first floor with a laundry room and rec rooms available as well. Each floor has common areas for studying and socializing, similar to the feel of an on campus dormitory. The slab in the northern third of the building was removed from the 2nd floor as this will allow Time Market to retain its high ceilings is currently enjoys. Full floor plans can be found on the pages 13-15.4.10 Electronic 3-D Model

Floor 1

Floor 2

Floor 3

V. GEOTECHNICAL5.1 Overall/Overview

This is the influential piece of the boring logs from the last semester. With the conditions at this site, only the top 15 feet below the surface contribute to the bearing capacity and settlement of the footings. Everything below this is outside of the calculated zone of influence below each individual footing. This is due to the dense nature of the course grained soils at this site. The soils in this area range from medium dense to very dense. At borehole E2, everything up to 33 feet is described as very dense and has an N value listed as R. This stands for soft rock and represents an N value of greater than 100, so bearing capacity and settlement will not be an issue near E2. At borehole E1, the top 8 feet are made up of also very dense soft rock. From 8 feet to 15 feet it becomes medium dense well-graded sand with a much lower N value of 26. This could lead to increased settlement if the zone of influence extends beyond the soft rock layer, so the bearing capacity and settlement were evaluated at E1. At borehole E3 the top 8 feet are made up of dense clayey sand with an N value of 49. Then from 8 feet to 15 feet the soil becomes very dense well-graded sand with an N value of 64. There is no soft rock within the top layers so the bearing capacity and settlement were evaluated at E3. Relevant boreholes up to soil layer in influence zone.

The columns were divided into interior and perimeter with the loads at each type. These were then used to evaluate the bearing capacity and settlement as if the remaining site under the building were entirely as shown at a borehole. The two most critical cases were evaluated by taking the conditions at E1 and at E3. These calculations are shown in the appendix. The settlement at E1 is higher and the factor of safety lower for the same sized footings than those evaluated at E3. So the remaining calculations were done using only E1. Loads used are shown in the table below:

The total expected settlement is minimal at worst. The soft layer where there is the largest settlement is right on the edge of the influence zone so it does not substantially influence the settlement. The total expected settlement is less than 1 mm in all six cases evaluated. With 40 feet between footings and less than 1 mm of settlement at each footing; the differential settlement, and the resulting cracking of the slab, will not be an issue because it is so small. Elevations used are shown below:

The embedment depth was iteratively based on the thickness calculations with a minimum of 12 inches of separation between the bottom of the slab and the top of the embedment. The thickness calculations were based on one way shear, two way shear, and the moment capacity as a beam. Case 1 needs a footing thickness of 23 inches. Case 2 and Case 3 need a footing thickness of 26 inches.

Summary of Results and Dimensions5.2 Column Connection Details

Base plate illustrationCase 1 has a 25 inch square base plate that is 2 inches thick with the concrete pedestal 27 inches square. Case 2 and Case 3 have a 22 inch square base plate that is 2 inches thick with the concrete pedestal 24 inches square. The anchor bolts need to be 21 inches long for Case 1 based on development length calculations. For Case 2 and Case 3 the anchor bolts need to be 25.5 inches long based on development length calculations. See page 19 for detail drawing5.3 Over-ExcavationThe amount depth and cost of over-excavation is nothing. There is no over-excavation needed. Any problem soils are far too deep to be an issue. The comparatively soft soil near the top in borehole E1 is not even problematic. It increases the settlement substantially compared to the nearby soil layers, but not by enough to warrant pulling it out. The total settlement is projected to be less than 1 mm and most of that will be in that medium dense layer of well graded sand. Settlement is definitely not an issue so no over-excavation is required.

5.4 OSHA

OSHA requires excavations greater than 4 feet deep to have safe access points within 25 feet of all workers. It also requires safety measures to be implemented when the depth is greater than 5 feet. The footings all have an embedment of 3.6 feet with a width of at least 5 feet, this is just less than the cutoff. For safetys sake, there should still be a safe access point and the excavation should be sloped. The underground storage tanks will require an excavation area of about 1470 square feet and a depth of 7.5 feet, so there need to be access points within 25 feet of all workers and the sides need to be sloped according to the soil type. To be conservatively safe, the slope for soil type C 34 should be followed.

5.5 Compaction RequirementsBack fill compaction shall be mechanical in nature, either by vibrating plate or spiked roller. This should be done in layers of 8-12 inches thick. Back fill water content should be such to ensure 90% compaction by ASTM Standards.VI. HYDROLOGY6.1 GeneralThe project site evaluated is located centrally in Tucson, Arizona at Latitude 32.2312 North and Longitude 110.964 West. It is bounded on each side by existing drainage ways previously constructed for the existing site. These drainage ways currently accommodate the drainage needs for the site, however, additional design was required for the flow added by the new design. Based on the surrounding grade in relation to the building location and the 100 year water surface evaluations, the finished floor elevation was determined to be 2400.91 ft. This site is not in a 100-year floodplain.6.2 Drainage Area and Hydrologic CharacteristicsAs it currently exists, the site is classified as a high density urbanized area consisting almost entirely of impervious cover with a natural slope of approximately 0.7%. Due to existing conditions, drainage flow is only comprised of the rainfall which lands on parts of the site affected by new construction. Vegetation cover was determined with the use of Pima MapGuide GIS aerial views, and was estimated to be approximately 5% before construction and 10% after construction. Also using GIS, the soil type for the project site was determined to be entirely group D (soils that swell significantly when wet, heavy plastic clays, or certain saline soils). The limit of the drainage area was calculated to be approximately 58,130 ft2 or 1.4 acres and can be seen within the cyan colored outline in the figure below:

6.3 Critical BasinThe city of Tucson and Pima County both have critical basin maps for defining critical basins within the city. A critical basin is defined as an area with a high groundwater level, thus being more susceptible to flooding.As can be seen in the two figures below, according to Pima County, the site does not fall within a critical basin.

Additionally, as can be seen by the Tucson critical basin map below, the city of Tucson does not define the area as a critical basin, either.

6.4 Retention Basin Sizinga. 2, 10, 50, and 100 year event hydrographsHydrographs for 2, 10, 50, and 100 year events are available in the appendix. The following are peak flows found in each rainfall event before and after construction:Year Event10050102

Pre-development Flow, Q, (cfs)13985

Post-development flow, Q, (cfs)141096

b. 2, 10, 50, and 100 year water surface elevations were found using engineering software known as Flow Master which utilizes the Mannings equation to evaluate water surface elevations during rainfall events. The equation can be seen and explained below :v=kn(R)2S12 ; R=AP1. V= Cross-sectional mean velocity1. K= Coefficient (1.486 in English units)1. n= Mannings roughness coefficient1. R= Hydraulic Radius1. S= Slope of Pipe1. A= Cross-sectional Area of Flow 1. P= Wetted PerimeterRainfall Event SectionEvent YearWater depth (ft)

A1000.28

B1000.21

A100.13

B100.18

A20.11

B20.08

Above is a table summarizing the water surface elevations for the 100, 10 and 2 year rainfall events. According to Flow Master, 100-Year water surface elevations will not exceed that of the curb considering the planned grading scheme. Additionally, the finished floor elevation was determined to be at least 0.25 ft above the curb, resulting in an elevation of 2400.91 ft.c. Basin size calculationThe sizing for the water infiltration tanks was determined using the Pima County recommended method which is identical to the rational method. This process relates the necessary size of the retention facility to the runoff volume, flows into the site, and flows out of it. Here, sizing for the 100-year volume was considered. The next section will show the consideration for a design to accommodate three-50 year flood events in a row. Following Pima County underground storage standards, the volume of the underground storage will be 1.5 times the calculated size for an above ground basin. Additionally, following local sizing procedures, and determining the flow in, flow out, and runoff volume with PC-Hydro, the calculation for the storage required (Vs) was calculated using the following equation:

d. Basin size calculation for three 50-year rainfall events in a rowIn the previous section the sites drainage facilities were designed for a 100 year rainfall event. Now we will discuss the sites grading design for ultimate outfall that would accommodate an extraordinary rain event such as three 50-year rainfall event occurring sequentially. A sump grate inlet rated to accept up to 3 cfs in 6 inches of water depth will be used. This inlet will be able to accept all the need water (1cfs) and when the tanks are full, the water will continue to run off the top of the inlet and continue onto the flow path without causing any problems with the underground tanks. When the tanks are full, water will simply continue on the flow path, run over the inle,t and continue to drain into University Blvd. This allows for an acceptable design according to the City of Tucson and Pima County standards and was recommended by Scott Alther, head of water resources at Kimley-Horn.6.5 Hydraulic DesignThe project site is graded to allow a continuous flow path for storm water. In the center of the courtyard will lie a circular grate in order to remove water from the area and direct it into the parking lot. Additionally, in the middle of the flow path will lie the main sump grate inlet designed to accept the additional runoff created by the new development. From the inlet, storm water will flow into a series of underground storm water infiltration tanks located closely to the inlet. This location offers the best possible soil conditions for meeting the foundation requirements in the case of being placed beneath a parking lot affected by moving loads. This was accomplished by routing precipitation runoff with surface grading and storm water inlets. In order to accommodate additional runoff, a series of 15 StormTech MC-3500 Chambers will be used to capture water underground on-site. Sizing and capacity specifications for the chambers are as follows:Sizing Fully installed, each chamber measures approximately 116.5x77x45 A series of 2 rows of 6, and 1 row of 3 chambers will be utilized. Installation will require an excavation area of approximately equal to 1470 ft2 with an excavation depth of 7.5 Additional installation requirements from Storm Tech and OSHA can be seen in the appendix) Capacity Individually, each chamber can hold up to 195.5 ft3of water. The series of 15 Chambers can hold up to a total amount of 2830 ft3 of water.Design SpecificationsCross Section View of Water Chamber

Plan View of Water Chamber Layout

Additional tank design specifications, including and Pima County Inlet Detail 309&311 are available in the appendix.

6.6 Additional RequirementsThe drainage plan for this site will follow all local site drainage regulations and requirements as required by the Pima County Department of Transportation and Flood Control District City of Tucson Storm Water Retention/Detention Manual (PC/COT SRDM).The following specifications will be considered:Storage Tank Storm water collected will be removed by way of infiltrationInlets/Outlets Based on flow capacity, a main inlet will be designed to receive water from the developed areas. It will be placed above the underground chambers near the center of the site. It is rated for a capacity of 3 cfs. This design accommodates the clogging factor and will still meet retention requirements. Catch Basin 4 (detail number 309) and Catch Basin Grates and Longitudinal Bars (detail number 311) from the PCDOT standard detail manual will be used for the main inlet. Specifications can be seen in the appendix An additional inlet rated for above 1 cfs will be placed in the center of the courtyard and will drain storm water into the parking lot through an outlet in the curb. Specifications for both the inlet and outlet are available in Appendix C. Outlets will have a diameter of 4 inches with 1 draining the courtyard and 1 draining the roof. Specifications can be seen in Appendix C.Grading The planned grading will direct rainfall to the storm water inlet with a minimum 0.5% grade in relation to new and existing structures and maintains a 1:1% cross-slope as can be seen below:Grading Plan to collect storm water

Channel Cross Sections

Figure 9: XXX

Flow Routing:The grading scheme for the parking lot contains a slope of at least 0.5% downhill and cross slopes of 1% on each side of the parking lot. This allows for the flow path (as can be seen in the dark blue arrows below) to direct storm water from the west end of the parking lot and onto a continuous flow path, exiting into the main inlet and University Blvd. Figure 10: Grading Scheme

SWPPPThis site development project also to comply with Storm Water Pollution Prevention Plan (SWPPP) criteria established by the Environmental Protection Agency and the Arizona Department of Environmental Quality (ADEQ). These plans are designed to prevent sediment laden runoff from leaving the site and causing hazardous downstream conditions due to the runoff. Additionally, SWPPPs are designed in order to protect the runoff leaving the site with construction material or toxic chemicals that may have spilled on the site during construction. Best Management Practices (BMP) will be outlined in the details of the plan along with the contact information for the property owner, contractor, fire department, and ADEQ.OSHA Requirements: Installation of underground chambers as shown in Appendix adhere to OSHA standards 29 CFR as shown in the table below and further explained in Appendix C.SOIL OR ROCK TYPEMAXIMUM ALLOWABLE SLOPES (H:V)(1) FOR EXCAVATIONS LESS THAN 20 FEET DEEP(3)

STABLE ROCKTYPE A (2)TYPE BTYPE CVERTICAL (90)3/4:1 (53)1:1 (45)1 :1 (34)

VII. TRANSPORTATION7.1 Parking and Trip GenerationWith the building size being reduced from 140x140 to 121x121, reduced the total number of required parking spaces from 127 to 69 and the ADA within that total from 5 to 3. Likewise, the number of required short term bike spaces reduced from 9 to 6 and long term bike spaces from 23 to 13. 91 total spaces, of which two are ADA van accessible, one is ADA accessible, and two designated carpool only.Bike parking requirements, though 32 spaces are available..

Similarly to the reduction is parking spaces, the reduced building size also resulted in a marked reduction in the number of trips generated by the new complex. The trips generated by the reduced size building are seen in the following tables.

Total Trips:

7.2 Traffic CountThe following tables give the turning movement data collected on Tuesday February 3, 2015, for the intersections of 4th Ave and University Blvd and Euclid Ave and University Blvd. The yellow fields highlight the Peak hour, and peak 15 min period, which were then used to calculate the Peak Hour Factors as shown.

7.3 HCSUse HCS to produce existing and future AM and PM condition analysis. The existing conditions are simply those observed and presented in section 6.2. For the new conditions the following distribution of trips, in origin direction for entering, and destination direction for exiting.

From this, the trips where assigned to turning movements and added to the observed volumes as follows.

The following tables summarize the HCS results for the existing and new conditions at each intersection, during the AM and PM peak hours.

VIII. LEED8.1 Process of LEED:Leadership in Energy and Environmental Design (LEED) is a global green building accreditation system homes; buildings and communities intended to improve the environmental and human health performance of society. The main idea behind this approach is to improve sustainability in site development, water savings, energy efficiency, materials selection, and indoor environmental quality, to improve the overall quality of building performance. All the above-mentioned play a pivotal role in lowering carbon footprint in the environment, and contain specific elements that promote sustainable building practices. The main portal to LEED standards is the U.S. Green Building Council (USGBC) and it acts to educate and provide resources for individuals aiming for LEED certification.8.2 Stages of LEED:In order to receive LEED accreditations there are three major stages of project development. The primary process is design phase, leading to building construction, which eventually leads to getting the building certified by doing the necessary paperwork. The design phase of LEED certification is considered to be the most crucial stage and requires the most comprehension on how buildings can obtain the most credits according to LEED policy that has been set by USGBC.The primary phase allows the maximum sustainability credits that the designer believe can be incorporated in the building and a good planning phase and careful supervision allows all these credits to actually being received doing the construction phase.8.3 Levels of LEEDThere are 4 levels of certification a building can achieve and the top most is Platinum, followed by gold, then silver, and finally certified level. The number of credits a project gains directly translates to the level of certification received. The basic things that LEED focuses on are:8.4 Sustainable Site:Erosion & Sedimentation Control: The intent of this to control erosion to reduce negative impacts on water and air quality. For this we designed sediment and erosion controlled plan as per our sites requirement and conform to EPA and City of Tucson. The method that we proposed to employ was silt fences around the project boundary so that we can eliminate the discharge of pollutants, such as fuels, lubricants, bitumen, dust palliatives, raw sewage, wash water, silt laden water, and other harmful materials into storm and other off-site water. All the material requirements for silt fences, including posts, wire support fencing, and fasteners, shall conform to the requirements of City of Tucson SWPP guide. Some of the other methods that could be employed are temporary and permanent seeding, mulching, earth dikes, sediment traps and sediment basins.Site Selection: The intent of these criteria is to avoid development of inappropriate site and reduce the environmental impact from the location of a building on a site. When selecting a site we made sure that it meets the requirement of the LEED standards and is not a prime farmland area or land whose elevation is lower than 5 feet above the elevation of the 100-year flood event. No endangered animals habitat was affected and neither our site belonged to any public parkland. As our site is located in the downtown area of Tucson and we have met all the above-mentioned criteria we do believe that we chose the appropriate site. Development Density: As per city of Tucson land code guide our area is defined as urban site and to earn the credit and we have successfully met the criteria by increasing localized density to conform to existing density goals by utilizing sites that are located within an existing minimum development density of 60,000 square feet per acre. We have provided an area plan with project location. Public Transportation Access: The intent of this criterion is to reduce pollution and land development impacts from automobile use. To achieve the criteria we located the project within half mile of the light rail. The distance between the site and the light rail station is less than a mile and is shown in the appendix attached. Bike Storage & Changing Rooms: The intent of this criterion is to reduce pollution and land development impacts from automobile use. . Since our site is a mixed of commercial and residential place we have provided storage facilities for securing bicycle. Alternative Fuel Vehicles: The intent of this criterion to reduce pollution and land development impact from automobile use. In order to achieve this criterion we provided alternative fuel vehicles for 3% of the building occupants and also provided preferred parking for these vehicles. We encourage car pool /vanpool program at this location thereby reducing pollution. Parking Capacity: We tried and minimized the parking lot size and kept the parking spaces requirement according to Tucson zoning requirements and provided preferred parking for carpools capable of serving 5 % of the building occupants. Protect Or Restore Open Space: For this site we will make sure that site disturbance including earth work and clearing of vegetation to 40 ft beyond the building perimeter, 5 ft beyond primary roadway curbs, walkways and main utility branch trenches, and 25 feet beyond constructed areas with permeable surfaces (such as pervious paving areas, storm water detention facilities and playing fields) that require additional staging areas in order to limit compaction in the constructed area. In order to successfully achieve this we chose a suitable building location and designed the building with minimal footprint to minimize site disruption. Storm Water Management: Rate and Quantity The intent of this criterion is to limit disruption and pollution of natural water flows by managing storm water runoff. In order to achieve this criterion we designed the project site to maintain natural flow by promoting infiltration and specified garden roofs and pervious paving to minimize impervious surfaces. Our aim is to reuse all this water again for irrigation and urinal flushing use. Heat Island Effect: Non-Roof The intent of this criterion is to reduce heat islands (thermal gradient differences between developed and undeveloped areas) to minimize impact on microclimate and human and wildlife habitat. In order to achieve this we have used an open grid pavement system (less than 50 % impervious) for a minimum of 50% parking lot. We have tried to shade constructed surfaces on the site with landscape features and minimize overall building footprints.Heat Island Effect: Roof In order to achieve credit for this credit we have installed a vegetated roof that helps in reducing heat absorption and we also will use energy start compliant roofing materials. Light Pollution Reduction: The intent of this to eliminate light trespass from the building and site, improve night sky access and reduce development impact on nocturnal environments. In order to achieve this we adopted site lighting criteria to maintain safe light levels while avoiding off- site lighting and night sky pollution. We aimed at minimizing site lighting where possible and model the site lighting using a computer modelIn a similar manner all the possible LEED credits were analyzed and depending on how various things need to be designed in order to receive credit were done. The five other categories that were analyzed are mentioned as following:8.5 Water Efficiency: The MC-3500 storm water infiltration chambers may contribute towards the following LEED credits: Sustainable sites SS Credit 5.1 - Site Development: Protect or Restore Habitat. Utilizing Storm Tech System beneath roadways, surface parking, walkways, etc. may reduce overall site disturbances Credit 5.2 - Site Development: Maximize Open Space: Utilizing Storm Tech System can increase overall open space and may reduce overall site disturbances Credit 6.2 Storm water Design: Quality Control: Use of Isolator Row provides sediment removal, and can also promote infiltration and groundwater recharge. Utilize recycled concrete as the backfill material for the Storm Tech System. Stone backfill material for the Storm Tech System will apply if extracted within 500 miles of project site.8.6 Materials and Resources:Republic Services ofTucson which is a reputed local waste handler and buyer for glass, plastic, office paper, newspaper, cardboard and organic waste will be given the contract of the recycling program and Landscape Maintenance and Junk Hauling will make sure to clean all the construction debris. Provide a plan showing the area(s) dedicated to recycled material collection and storage. Resource Reuse: We will make reuse of about 10% of building materials and products in order to reduce demand for virgin materials and to reduce waste, thereby reducing impacts associated with the extraction and processing of virgin resources. We will give preference to beams and post, cabinetry and furniture and bricks. Recycled Content use (10%): During construction, the contractor will make sure that the specified recycled content materials are installed and will quantify that the total percentage of recycled content materials are installed. Regional Materials: 20% manufactured regionally and 50 % extracted regionally: Santa Rita Steel & Hardware Company, will supply all the steel and material needed for construction and is within 500 miles of the project site. Rapidly Renewable Materials: Superior Stone and Cabinet located in Phoenix will supply all the materials such as bamboo flooring, wool carpets, straw board, cotton batt insulation, linoleum flooring, poplar OSB and during construction we will make sure to utilize these rapidly renewable materials. Certified Wood: For this project Peterman lumber located in Phoenix, Arizona will be the main supplier of all the certified wood and an identify the quantity of total percentage of wood products installed.8.7 Indoor Environmental Quality: As we move further ahead in the design process we will design an HVAC system with carbon monoxide monitoring system to meet the ventilation requirements and identify potential IAQ problems. We will prohibit smoking in the building and will try and monitor air change effectiveness by using displacement ventilation system. Before occupancy of the building to prevent indoors air quality problems resulting from the construction/renovation. Process and two weeks before moving in we will conduct test the contaminant levels in the building. For adhesives/sealants, paints and coatings, carpets we will specify low- VOC materials in construction documents and make sure limits are clearly stated. Our aim would be to use specified wood and agri fiber products that contain no added urea-formaldehyde resins. Another design feature that this building will incorporate is a separate exhaust and plumbing system for rooms with contaminants to achieve physical isolation from rest of the building. We will install grills or grates to prevent occupant borne contaminants to enter the building. We have windows installed in the building that will maximize our interior day lighting and the building is designed in a way to maximize exterior views.LEED 2009 for New Construction and Major Renovations certifications are awarded according to the following scale: Certified 4049 points Silver 5059 points Gold 60-79 points (Targeted LEED Level) Platinum 80 points and aboveLEED for New Construction addresses design and construction activities for both new buildings and major renovations of existing buildings. A major renovation involves major HVAC renovation, significant envelope modifications, and major interior rehabilitation. For a major renovation of an existing building, LEED for New Construction is the appropriate rating systemTo earn LEED certification, the applicant project must satisfy all the prerequisites and qualify for a minimum number of points to attain the established project ratings. Having satisfied the basic prerequisites of the program, applicant projects are then rated according to their degree of compliance within the rating system.The various pre-requisites that are satisfied for our current site are as follows:1. SS Prerequisite 1: Construction Activity Pollution Prevention:To reduce pollution from construction activities by controlling soil erosion, waterway sedimentation and airborne dust generation.2. SS Credit 1: Site SelectionTo avoid the development of inappropriate sites and reduce the environmental impact from the location of a building on a site.3. SS Credit 2: Development Density and Community ConnectivityTo channel development to urban areas with existing infrastructure, protect green-fields, and preserve habitat and natural resources.4. SS Credit 4.1: Alternative TransportationPublic Transportation AccessTo reduce pollution and land development impacts from automobile use.5. SS Credit 4.2: Alternative TransportationBicycle Storage and Changing RoomsTo reduce pollution and land development impacts from automobile use.6. SS Credit 4.3: Alternative TransportationLow-Emitting and Fuel-Efficient VehiclesTo reduce pollution and land development impacts from automobile use.

IX. APPENDIX9.1 Site Plan/Fire Protection/Grading/LandscapingFirst floor occupancy load and egress calculationsRoom UseFire Code FunctionSq. Ft.Load FactorOccupant load

Seating AreaUnconcentrated (Tables and Chairs)3801526

Bar AreaMercantile, Grade foor3803013

StorageMercantile,Storage3003001

KitchenKitchen, Commercial4102003

LobbyMercantile, Grade foor15203051

GroceryMercantile, Grade foor5403018

Alcohol SalesMercantile, Grade foor4503015

RestroomsMercantile, Grade foor4403015

LaundryAccessory Storage, Mechanical equip.3803002

Rec. RoomConcentrated (chairs, not fixed)520775

OfficeBusiness Area7021008

GymExercise Area5205011

GymExercise Area380508

CustodianAccesory Storage, Mechanical equip.603001

Mech. RoomAccessory Storage, Mechanical equip.603001

LoungeConcentrated (chairs, not fixed)357.5752

LoungeConcentrated (chairs, not fixed)357.5752


ClosetAccessory Storage, Mechanical equip.603001

Court YardUnconcentrated (Tables and Chairs)152115102

Total354

Table 5: Second floor occupancy and egress calculationsRoom UseFire Code FunctionSq. Ft.Load Factor

ApartmentResidential5202003






CustodianAccessory Storage, Mechanical equip.603001


LoungeUnconcentrated (Tables and Chairs)8191555



Total79

Table 6: Third floor occupancy load and egress calculationsRoom UseFire Code FunctionSq. Ft.Load Factor











CustodianAccessory Storage, Mechanical equip.603001


LoungeUnconcentrated (Tables and Chairs)8191555



Total103

9.2 Structural

9.3 GeotechnicalBEARING CAPACITY CALCS

SETTLEMENT CALCS

BASE PLATE DESIGN

ANCHOR BOLT DEVELOPMENT LENGTH

9.4 Hydrology

100 Year Pre-DevelopmentQpeak = 13 cfs

100 Year Post DevelopmentQpeak = 14 cfs

50 Year Pre-DevelopmentQpeak = 9 cfs

50 Year Post DevelopmentQpeak = 10 cfs

10 Year Pre-DevelopmentQpeak= 8 cfs

10 Year Post-DevelopmentQpeak= 9 cfs

2 Year Pre-DevelopmentQpeak= 5 cfs

2 Year Post-DevelopmentQpeak= 6 cfs

Figure 3. Curb Outlet

OSHA Installation standard 29 CFR(a) Scope and application. This appendix contains specifications for sloping and benching when used as methods of protecting employees working in excavations from cave-ins. The requirements of this appendix apply when the design of sloping and benching protective systems is to be performed in accordance with the requirements set forth in 1926.652(b)(2).

(b) Definitions.

Actual slope means the slope to which an excavation face is excavated.

Distress means that the soil is in a condition where a cave-in is imminent or is likely to occur. Distress is evidenced by such phenomena as the development of fissures in the face of or adjacent to an open excavation; the subsidence of the edge of an excavation; the slumping of material from the face or the bulging or heaving of material from the bottom of an excavation; the spalling of material from the face of an excavation; and ravelling, i.e., small amounts of material such as pebbles or little clumps of material suddenly separating from the face of an excavation and trickling or rolling down into the excavation.

Maximum allowable slope means the steepest incline of an excavation face that is acceptable for the most favorable site conditions as protection against cave-ins, and is expressed as the ratio of horizontal distance to vertical rise (H:V).

Short term exposure means a period of time less than or equal to 24 hours that an excavation is open.

(c) Requirements -- (1) Soil classification. Soil and rock deposits shall be classified in accordance with appendix A to subpart P of part 1926.

(2) Maximum allowable slope. The maximum allowable slope for a soil or rock deposit shall be determined from Table B-1 of this appendix.

(3) Actual slope. (i) The actual slope shall not be steeper than the maximum allowable slope.

(ii) The actual slope shall be less steep than the maximum allowable slope, when there are signs of distress. If that situation occurs, the slope shall be cut back to an actual slope which is at least horizontal to one vertical (H:1V) less steep than the maximum allowable slope.

(iii) When surcharge loads from stored material or equipment, operating equipment, or traffic are present, a competent person shall determine the degree to which the actual slope must be reduced below the maximum allowable slope, and shall assure that such reduction is achieved. Surcharge loads from adjacent structures shall be evaluated in accordance with 1926.651(i).

(4) Configurations. Configurations of sloping and benching systems shall be in accordance with Figure B-1.TABLE B-1MAXIMUM ALLOWABLE SLOPESSOIL OR ROCK TYPEMAXIMUM ALLOWABLE SLOPES (H:V)(1) FOR EXCAVATIONS LESS THAN 20 FEET DEEP(3)

STABLE ROCKTYPE A (2)TYPE BTYPE CVERTICAL (90)3/4:1 (53)1:1 (45)1 :1 (34)

Footnote(1) Numbers shown in parentheses next to maximum allowable slopes are angles expressed in degrees from the horizontal. Angles have been rounded off.

Footnote(2) A short-term maximum allowable slope of 1/2H:1V (63) is allowed in excavations in Type A soil that are 12 feet (3.67 m) or less in depth. Short-term maximum allowable slopes for excavations greater than 12 feet (3.67 m) in depth shall be 3/4H:1V (53).

Footnote(3) Sloping or benching for excavations greater than 20 feet deep shall be designed by a registered professional engineer.

9.5 Transportation

9.6 LEED

Senior Design Team DNA

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