Team Members:

Pannabecker, Eric

Aguilar, Genaro

Gutiérrez, Alberto

García, Julian

Erazo, Roberto

Saldivar, Candy

Professor of Civil Engineering Senior Design CE 4813:

Dr. Díaz, Manuel

May 1st, 2013

Table of Contents

I. Environmental ....................................................................................................................... 3

II. Water........................................................................................................................................ 5

III. Sewer ....................................................................................................................................... 6

IV. Drainage ................................................................................................................................. 7

V. Pavement ................................................................................................................................ 8

VI. Geotechnical ......................................................................................................................... 10

VII. Foundation .......................................................................................................................... 11

VIII. Structural Steel .................................................................................................................. 12

IX. Cost Estimate ....................................................................................................................... 21

X. Construction Schedule ........................................................................................................ 25

SUMMARY OF ENVIRONMENTAL IMPACT ASSESSMENT

Overview:

The site will be located over the Edwards Aquifer and to the East of Leon Creek

Greenway. The land is undeveloped and contains a considerable amount of small and

medium sized trees. In order to ensure the protection of existing natural resources, its

inhabitants, and the public, PAGGES Engineering reviewed several areas that were of

environmental concern.

(See Environmental Impact Assessment Report for further explanation)

FEMA Floodplain

The proposed site lies in an area considered to be at low risk of flooding and is outside of

the 100 year floodplain, so flood insurance is not required for the property. Furthermore,

the City of San Antonio Floodplain Development Permit will not apply to this project.

Section 404 of the Clean Water Act

The proposed project does not have any body of water running through it, is not in a

wetland area, and it will not be tied into a creek bed. Sedimentation control measures will

be utilized during construction to prevent any discharge into jurisdictional waters.

The Antiquities Code of Texas

The Texas Historical Commission does not list any historic buildings, structures, objects,

sites, or districts with historical or archeological significance at or near the site.

Therefore, no action will be needed and the Antiquities Permit Application forms for

Archeology and for Historic Buildings & Structures will not be applicable.

TCEQ Edwards Aquifer Regulations

This proposed project will be situated in the Edwards Aquifer contributing zone within

the transition zone. Because the land disturbance is less than five acres and the proposed

project is not part of a larger common plan of development, a contributing zone plan will

not be applicable.

Texas Pollutant Discharge Elimination System

TCEQ stipulates a TPDES Construction General Permit when more than 1-acre of land is

disturbed in the construction phase. A Storm Water Pollution Prevention Plan will be

included that specifies the use of a construction entrance/exit, rock filter dam, concrete

washout facility, and a temporary sediment control fence to avoid sediment transport

during construction stages.

Endangered Species Act

The existing terrain is unsuitable to sustain the needed habitat for endangered/threatened

species listed by the U.S. Fish & Wildlife and the Edwards Aquifer. Although, Karst

endangered species have been previously identified in this region of San Antonio, the site

location has been determined to be in a low-sensitivity/non-sensitivity area that will not

disturb the Karst endangered species. Therefore, no further action will be required.

Tree Preservation Ordinance

It was determined that the site primarily consisted of Huisache, Hackberry, and Mesquite

trees. The tree survey identified 60 trees as significant which are protected by the City of

San Antonio’s Tree Ordinance. The proposed project will remove 28 significant trees and

preserve 32 trees that will provide a 60% preservation of existing trees. Additionally, the

parking lot will integrate into its design the planting of 27 new drought resistant trees.

PAGGES Engineering will be submitting to the City of San Antonio a Tree

Affidavit/Permit Application along with a tree preservation plan, tree survey, tree

inventory, tree protection table, and tree preservation details.

Hazardous Materials

No contamination was discovered on site. Overall, the project will have a low level of

environmental risk associated with the proposed construction activities. All personnel

that will be working with hazardous materials will follow proper procedures to prevent

any spills or contamination issues during construction.

WATER DESIGN

The water line will be connected from the west side of our property and will extend all through our

frontage two feet from the edge of pavement. The line will be a 12” D.I. pipe. The 12” line will also

continue into our site for four fire hydrants. There will also be tow 1.5” service meter connections tapped

into the main line, one for regular service and the other for irrigation. There will be a total of 1300’ of 12”

ductile iron pipe and the 1.5” of line extending from the building to the service meter. The water line was

designed to have more than 10’ horizontal separation from the sewer line.

SEWER DESIGN

The sewer line will be extended from the east side of our property to 500’ to the east to connect to an

existing 15” sewer line. There will be three (3) new sewer manholes along with 500’ of 8” PVC pipe. The

capacity was checked with the computer program FlowMaster and the capacity of the pipe is greater than

the demand from the building. The line will run along the frontage and will be two feet from the Right Of

Way (ROW). There will be 175’ of line for our lateral with one sewer clean-out five feet from our

building. The contractor has to make sure that the channel that runs above the sewer line be remade to the

conditions before the sewer was there.

DRAINAGE DESIGN

The site is located on the Edwards Aquifer contributing zone. As per the San Antonio Unified

Development Code (UDC) the 5yr, 25yr, and 100yr storm event were calculated assuming ultimate

development conditions based on the zoning. The parking lot has no inlets so it is graded to direct water

away from the building to the outside traffic lanes. The water passes through a grassy area in front of the

lot in order to filter any unwanted sedimentation before exiting into the existing drainage channel in front

of the property inside the right of way. The project site is not located in a mandatory detention area so it

was decided due to economical benefits to do mitigation instead of installing a detention pond. The

existing drainage channel in the front in its current condition does not hold our new flow, Q, so

improvements were implemented on the plans in order for the channel to meet the project needs. In order

to keep environmentally friendly, the improved channel will be hydro mulched after re-grading.

Following the channel in front of the property going east there are existing drainage pipes that can hold

our current increase in flow so we decided not to improve them at this time. However, when the rest of

the area is ultimately developed those pipes will have to be improved.

(SEE ATTACHED SHEET FOR MANDATORY DETENTION MAP)

Drainage (Unified Development Code)

Q = CIA Area, A

(ft²)

Slope

(%)

Runoff

Coefficient,

C (%)

Time of

Concentration,

tc (min)

Intensity,

I 5

(in/hr)

Intensity,

I 25

(in/hr)

Intensity,

I 100

(in/hr)

Flow,

Q 5

(cfs)

Flow,

Q 25

(cfs)

Flow,

Q 100

(cfs)

Existing (3 Acre Lot) 130680

up to

1 35% 10 6.427 8.447 11.184 6.80 8.94 11.84

Existing Contribution 317401 up to

1 35% 10 6.427 8.447 11.184 16.53 21.72 28.76

Proposed, Impervious 130680 1 to 3 96% 10 6.427 8.447 11.184 18.66 24.53 32.48

*Existing Total = Existing (3 Acre Lot) + Existing Contribution Existing Total 23.33 30.67 40.60

*Proposed Total = Proposed Impervious + Existing Contribution Proposed Total 35.19 46.25 61.24

Difference 11.86 15.59 20.64

Existing Channel Capacity (UDC)

Section

Area,

A (ft²)

Slope

(%) n P (ft) R (ft) V (ft/s) Q (cfs)

A-A 20.14 0.5% 0.05 16.53 1.22 2.41 48.45

B-B 19.17 0.5% 0.05 14.16 1.35 2.57 49.34

C-C 19.89 0.5% 0.05 13.39 1.49 2.75 54.68

Proposed Channel Capacity

Section

Area,

A (ft²)

Slope

(%) n P (ft) R (ft) V (ft/s) Q (cfs)

A-A, B-B, C-C 21 0.5% 0.05 12.49 1.68 2.98 62.54

Proposed Box Culvert

Area,

A (ft²)

Slope

(%) n P (ft) R (ft) V (ft/s) Q (cfs)

CAPACITY 7.65 0.5% 0.013 6.68 1.15 8.90 68.05

*Q = (1.49/n)*A*R^(2/3)*S^(1/2) *V = (1.49/n)*R^(2/3)*S^(1/2)

PAVEMENT DESIGN

When looking at the pavement design for the parking lot there were many things considered such as

Subgrade type and properties, loads applied to the pavement, design expectancy (20 years), and cost of

rigid versus flexible pavement. For this parking we decided to go with flexible pavement with a cross-

section of Type C HMA (2”) on the surface, Flexible Base (10”) as a base course, and Lime Treated

Subgrade (6”). This section gives us a Structural Number (SN) of 2.76 which is more than the required

SN of 2.38 for this parking lot. The Subgrade was determined to need treatment based on the geotech

reports gathered which showed a high Plastic Index (PI) averaging 45 for a depth of 2’ from the surface.

W18 R Zr So Po Pt

CBR Mr SN

50,000 70% -0.524 0.45 4.2 2 2.2 2.5 3750psi 2.38

SN = a₁D₁ + a₂D₂M₂ + a₃D₃M₃

a D M

1 0.44 2”

2 0.14 10” 1

3 0.08 6” 1

07.8)log(32.2

)1(

10944.0

7.2log

20.0)]1[log(36.9)18log(

19.5

Mr

SN

PSI

SNZrSoW

PSI

PARKING LOT

This facility was designed with the public safety in mind. The area conveniently has designated crosswalk

areas throughout the parking lot in order to keep the pedestrians safe from vehicular traffic while walking

from their vehicle to the building. The parking lot also contains sidewalk ramps around the perimeter of

the building at key locations to accommodate wheelchairs and all are ADA compliant. The parking lot is

made up of 116 parking spaces total, including 8 regular handicap spaces and 2 van accessible handicap

spaces to hold the entire Museums guest. Each parking space is a comfortable 9’ (W) X 18’ (L)

dimensions, handicap and van accessible parking space are 8’ (W) X 18’ (L). Also for safety a fire lane

was added along the outside perimeter of the parking lot and on the perimeter directly outside of the

building.

GEOTECHNICAL

GEOLOGY

Subsurface stratigraphy generally consists of 15 ft. of brown/tan clay overlying hard

tan Limestone of the Edwards Group.

The Edwards Limestone is known to contain Karstic features in the form of open and

clay filled voids.

FOUNDATION ANALYSIS

The clay layer has the potential of 1 to 3 in. of vertical movement due to swelling and

shrinkage caused by the seasonal fluctuations of the soils water content.

A suspended foundation anchored to the limestone layer with piers is recommended

to avoid differential movement of the structure due to the expansive soil

characteristics of the clay layer.

FOUNDATION

Consists of a 4" one way slab underlain by 10" X 24" joists spaced at 5' o.c. which

connect to the primary load resisting grade beams.

4' X 4' pier caps connected to the primary grade beams transfer the foundation and

superstructure loads to the drilled piers.

The circular drilled piers extend into the limestone layer with an average length of 30.'

The loads from the entire structure are assumed to be transferred by shear friction over

the surface area of the pier-limestone interface. Point bearing of the pier is neglected due

to the possibility of the Karstic features located under the tip of the pier.

STRUCTURAL STEEL

COLUMNS: Square hollow structural steel members 24' in height. Range from 8X8X1/2

- 14x14x1/2.

JOISTS & GIRDERS: Our joists and joist girders will be provided by Vulcraft Steel

Fabricators. Joist girders will have a typical span of 40' and joists will have a typical span

of 30.'

I-BEAMS & GIRDERS: In certain areas of the project, wide-flange beams will be used

in place of joists and joist girders. This will help provide more stability.

METAL DECKING: Metal decking will also be provided by Vulcraft Steel Fabricators.

Metal decking serves as a floor to pour the concrete onto. Our decking is “non-

composite.”

CONNECTIONS: A critical part of the design is the connections. All columns, joists,

joist girders and wide flanges should be interconnected by special plates and either

welding or bolting.

CROSS-BRACING MEMBERS: Cross bracing was used as part of the lateral force

restraining system.

SHEAR WALL: Interior CMU walls will help the building resist lateral forces.

STRUCTURAL

SUPERSTRUCTURE

Primarily composed of steel members with 2 lightweight Aluminum framed, tempered

glass hip roofs.

The elevated floor consists of a 3" concrete slab overlain by a metal form deck. The flat

roof is composed of metal decking and rigid three-ply roofing material.

The elevated floor and roof are supported by a combination of open web steel

joists/girders and W-shape beams.

The vertical loads are transferred via square HSS members that are partially fixed to the

foundation with anchor bolts.

The main lateral load resisting system is a combination of steel cross bracing at all of the

corner frames and a reinforced concrete elevator shaft at the center of the building.

ITEM DESCRIPTION UNIT UNIT PRICE QUANTITY COST

520.1 HYDROMULCH (COMMERCIAL) SY $0.82 2999 $2,459.44

540.1 ROCK FILTER DAMS (INSTALL/REMOVE) (TYPE 1) LF $30.08 15 $451.20

540.6 CONSTRUCTION EXITS (INSTALL/REMOVE) SY $45.23 167 $7,553.41

540.9 TEMPORARY SEDIMENT CONTROL FENCE LF $2.44 324 $790.56

540.11 TEMPORARY CONCRETE WASHOUT FACILITY EA $800.00 1 $800.00

801.2 LEVEL IIA PROTECTIVE FENCING LF $4.33 2076 $8,989.08

802.1 LEVEL I PRUNING, SOIL AMENDMENT, & FERTILIZATION EA $137.00 32 $4,384.00

805.1 TREE PLANTING (DECIDUOUS) EA $300.00 19 $5,700.00

805.1 TREE PLANTING (EVERGREEN) EA $175.00 6 $1,050.00

806.1 TREE REMOVAL (UP TO 12") EA $100.00 23 $2,300.00

806.1 TREE REMOVAL (UP TO 18") EA $264.50 5 $1,322.50

$35,800.19

ITEM DESCRIPTION UNIT UNIT PRICE QUANTITY COST

104.1 STREET EXCAVATION CY 19.50$ 17450 340,275.00$

106.1 BOX CULVERT EXCAVATION AND BACKFILL CY 25.00$ 109 2,725.00$

108.1 LIME TREATED SUBGRADE (6' COMPACTED DEPTH) SY 6.00$ 7028 42,168.00$

108.2 LIME (>100 TONS) TON 180.00$ 131 23,580.00$

200.1 FLEXIBLE BASE (10" COMPACTED DEPTH) SY 9.44$ 7028 66,344.32$

203.1 TACK COAT GAL 5.78$ 702.8 4,062.18$

205.3 HOT MIX ASPHALTIC PAVEMENT, TYPE C (2" COMP. DEPTH) SY 11.61$ 7028 81,595.08$

307.1 CONCRETE STRUCTURE (HEADWALLS OR OUTFALL STRUCTURES) CY 735.05$ 3 2,205.15$

309.1 PRECAST REINFORCED CONCRETE CULVERT (3' x 2') LF 240.00$ 93 22,320.00$

410.2 GRAVEL SUBGRADE FILLER ( X < 1OO C.Y.) CY 31.71$ 2 63.42$

500.1 CONCRETE CURBING ( > 1,000 L.F.) LF 11.01$ 2453 27,007.53$

502.1 CONCRETE SIDEWALKS (150 S.Y. < X < 1,000 S.Y.) SY 40.85$ 661 27,001.85$

503.1 PORTLAND CEMENT CONCR DRWYS (100 S.Y. < X < 10,000 S.Y.) SY 57.36$ 122 6,997.92$

505.1 CONCRETE RIP RAP (4" THICK) SY 76.57$ 12 918.84$

535.2 4 INCH WIDE WHITE LINE (< 30,000 LF) LF 3.14$ 5084 15,963.76$

535.2 4 INCH WIDE RED LINE (< 30,000 LF) LF 3.14$ 2536 7,963.04$

535.12 WORD "FIRE LANE" EA 25.00$ 50 1,250.00$

672,441.09$

ENVIRONMENTAL

TOTAL =

PARKING LOT

TOTAL =

Item Description Unit Priper Per Unit Quantity Price

550 Trench excavation safety protection LF $2.50 500 $1,250.00

848 8" PVC Sanitary Sewer Line. (10'-14') LF $86.00 500 $43,000.00

852 Sanitary Sewer Manhole (0'-6') EA $4,895.00 3 $14,685.00

852 Extra Depth Manhole (>6') VF $321.00 9.27 $2,975.67

854 One-Way Sanitary Sewer Clean-0ut EA $530.00 1 $530.00

854 Sanitary Sewer Lateral LF $67.00 175 $11,725.00

864 Bypass Pumping LS $65,600.00 1 $65,600.00

866 Sewer Main Television Inspection (8" - 15") LF $3.00 500 $1,500.00

$141,265.67

Item Description Unit Priper Per Unit Quantity Price

550 Trench Excavation Safety Protection LF $2.50 1300 $3,250.00

814 12" Ductile Iron Pipe LF $93.00 1300 $120,900.00

824 New 1 1/2" Short Service EA $2,642.00 2 $5,284.00

825 Customer Shut-off Valve EA $192.00 2 $384.00

828 12" Gate Valve EA $2,723.00 2 $5,446.00

833 Meter Box EA $241.00 2 $482.00

836 Pipe Fittings, all sizes and types TON $4,785.00 0.25 $1,196.25

834 Fire Hydrant EA $4,315.00 4 $17,260.00

840 12" Water Tie-ins EA $2,613.00 3 $7,839.00

841 Hydrostatic Testing EA $1,523.00 1 $1,523.00

844 2" Blowoff Valve (Permanent) EA $1,767.00 5 $8,835.00

$172,399.25

Sewer prices

Water Prices

TOTAL=

TOTAL=

Description Unit UNIT PRICE Quantity Price

20LH09 STANDARD JOIST TON $3,000.00 45.36 $136,080.00

0.6C22 CONFORM DECKING SF $5.40 20400 $110,160.00

40G10N35.5F JOIST GIRDERS TON $3,000.00 30.96 $92,880.00

16K4 STANDARD JOIST TON $3,000.00 18.3 $54,900.00

1.0E26 ROOF DECKING SF $5.40 20400 $110,160.00

40G8N4.2F JOIST GIRDERS LB $3,000.00 3 $9,000.00

DECKING SLAB CY $170.00 190 32,300.00$

HSS 8x8x1/2 TON $3,500.00 30.4 $106,400.00

HSS 12X12X1/2 TON $3,500.00 21.9 $76,650.00

HSS 14X14X1/2 TON $3,500.00 4.3 $15,050.00

PLATES TON $3,500.00 0.43 $1,505.00

ANCHOR BOLTS 50 PACK $232.00 2 $464.00

BOLTS EACH $2.29 1500 $3,435.00

GROOVE WELDING (FULL PENETRATION) LF $75.40 130 $9,802.00

FILLET WELDING LF $45.70 300 $13,710.00

FINISHES (PAINTING, ROUGHENNING, ETC.) N/A N/A N/A $23,000

CMU'S (INSTALLED) SF $8.92 10200 90,984.00$

W8X31 TON $3,500.00 12 42,000.00$

W14X48 TON $3,500.00 18.7 65,450.00$

W14X53 TON $3,500.00 6.4 22,400.00$

W14X132 TON $3,500.00 10.6 37,100.00$

INTERIOR WALL SF $3.26 31872 103,902.72$

EXTERIOR WALL SF $12.96 31872 413,061.12$

CONCRETE CY $170.00 1044 177,480.00$

REBAR TON $750.00 40 30,000.00$

$1,777,873.84TOTAL=

STRUCTURAL COMPONENTS

BUILDING

WATER

SEWER

PARKING LOT

ENVIRONMENTAL

TOTAL=

CONSTRUCTION CONTINGENCY

MATERIAL TESTING

ENGINEERING FEE

PROJECT ADMINISTRATION

TOTAL

$335,973.61

$124,451.17

$3,540,182.83

$35,800.19

$2,799,780

TOTAL PROJECT COST ESTIMATE

$223,982.40

$55,995.60

TOTAL CONSTRUCTION COST ESTIMATE

$1,777,874

$172,399

$141,266

$672,441

BUILDING, $1,777,874

WATER, $172,399

SEWER, $141,266

PARKING LOT, $672,441

ENVIRONMENTAL, $35,800.19

CONSTRUCTION SCHEDULE