HomeMy WebLinkAboutRES2007-01563 2081 RAVENSTONE LOOP BUILDING PERMITWF0909697 / 001 City of College Station
PAGE 1
REQ. DATE: 05/29/07 05/29/07 12:27:06
LOCATION: 2081 RAVENSTONE LOOP LOC ID: 191002
REQUESTOR: KEITH DOWNS CUSTOM HOMES ORIGIN: CUSTOMER -WALK IN
REQ USER: KWOLFE AUTH USER:KWOLFE WRK TYPE:
4" SWR TAP 3/4" WTR TAP
********************************************************************************
TASK: SET UP NEW UTILITY ACCT SET READY
SCHED START: 05/29/07 SCHED COMPLETION: 05/29/07
********************************************************************************
JOB ORDER RESULT CONIl4=S
City of College Station
1101 TEXAS AVENUE
COLLEGE STATION TX 77840
C E R T I F I C A T E O F O C C U P A N C Y
P E R M A N E N T
Issue Date . . . . . .
Parcel Number . . . . .
Property Address . . .
Subdivision Name . . .
Legal Description . . .
Property Zoning
4/16/08
184200-1102-0060
2081 RAVENSTONE LOOP
COLLEGE STATION TX 77845
CASTLEGATE SEC 1 PH 1
CASTLEGATE SEC 1, PH 1, BLOCK
2, LOT 6
PLANNED DEVL HOUSING
Owner . . . . . . . . . GREENS PRAIRIE INVESTORS LTD
Contractor . . . . . . KEITH DOWNS CUSTOM HOMES
936 597-4871
Application number 07-00001563 000 000
Description of Work RESIDENTIAL, 1 UNIT DETACHED NEW
Construction type . . . COMBUSTIBLE (UNPROTECTED)
Occupancy type . . . . RESIDENTIAL-SFR/DUPLEX
Flood Zone . . . . . .
r�
Approved . . . . . . .
Belding Official
VOID UNLESS SIGNED BY BUILDING OFFICIAL
City of College Station
1101 TEXAS AVENUE
COLLEGE STATION TX 77840
T E M P O R A R Y C O
T E M P O R A R Y
Issue Date . . . . . .
Expiration Date . . . .
Parcel Number . . . . .
Property Address . . .
Subdivision Name . . .
Legal Description . . .
Property Zoning
4/15/08
4/25/08
184200-1102-0060
2081 RAVENSTONE LOOP
COLLEGE STATION TX 77845
CASTLEGATE SEC 1 PH 1
CASTLEGATE SEC 1, PH 1, BLOCK
2, LOT 6
PLANNED DEVL HOUSING
Owner . . . . . . . . . GREENS PRAIRIE INVESTORS LTD
Contractor . . . . . . KEITH DOWNS CUSTOM HOMES
936 597-4871
Application number 07-00001563 000 000
Description of Work RESIDENTIAL, 1 UNIT DETACHED NEW
Construction type . . . COMBUSTIBLE (UNPROTECTED)
Occupancy type . . . . RESIDENTIAL-SFR/DUPLEX
Flood Zone . . . . . .
Special conditions . .
1. Mount address block.
2. Post insulatI
certificate in attic.
Z-) xz'7 -
Approved . . . . .
ficial
VOID UNLESS SIGNED BY BUILDING OFFICIAL
PREPARED 4/14/08, 8:07:16
INSPECTION TICKET PAGE 3
City of
College Station
INSPECTOR: BUILDING INSPECTOR DATE 4/11/08
------------------------------------------------------------------------------------------------
ADDRESS
. : 2081 RAVENSTONE
LOOP SUBDIV: CASTLEGATE SEC 1 PH 1
CONTRACTOR KEITH DOWNS CUSTOM HOMES PHONE (936) 597-4871
OWNER
GREENS PRAIRIE
INVESTORS LTD PHONE
PARCEL
184200-1102-0060
APPL NUMBER: 07-00001563 RESIDENTIAL,
1 UNIT DETACHED NEW
------------------------------------------------------------------------------------------------
PERMIT:
BLDG 00 BUILDING PERMIT
REQUESTED INSP
DESCRIPTION
TYP/SQ
COMPLETED RESULT
RESULTS/COMMENTS
------------------------------------------------------------------------------------------------
B100 01
1/02/08 BI
BLDG, FOUNDATION -SLAB TIME: 17:00
1/02/08 CA
January 2, 2008 8:59:38 AM acarter.
B100 02
1/03/08 RH
BLDG, FOUNDATION -SLAB TIME: 17:00
1/03/08 DP
January 2, 2008 4:42:53 PM kwolfe.
01/03/2008 10:36 AM RH PDA
Need slab ground and clean dirt out of beams.
B100 03
1/08/08 RH
BLDG, FOUNDATION -SLAB TIME: 17:00
1/08/08 AP
January 8, 2008 8:07:24 AM glsouth.
01/08/2008 09:45 AM RH PDA
Slab survey on file. Slab ground installed.
B115 01
2/15/08 RH
BLDG, FRAMING TIME: 17:00
2/15/08 AE
February 13, 2008 8:05:19 AM glsouth.
Add bolts for braced wall. Sheetrock fireplace. Bond gas
pipe. Tape seal doors & penetrations through tyvek.
B130 01
2/21/08 OC
BLDG, INSULATION TIME: 17:00 _
2/21/08 AP
February 21, 2008 7:56:22 AM kwolfe.
B125 01
4/11/08 B�I �g
BLDG, FINAL TIME: 17:00
r['ri
April 11, 2008 3:23:54 PM glsouth.
--------------------------------------
COMMENTS AND NOTES --------------------------------------
IL C-0> "i0 "t7:.)M-7- ADUESS 1JWGC. d ►Fbs'(
CC 9fF_. F-j
4TT'LC . S4Zk-CCr.,15,�, ' "L-AJSTafL40C' . `
Amber Carter - Re: Calling for C.O. @'2081 Raventsone Loop _ 1
From: Paul Schoenfeld
To: Amber Carter; Benjamin McCarty; Chris Haver; ...
Date: 4/14/2008 10:57:57 am
Subject: Re: Calling for C.O. @ 2081 Raventsone Loop
NO for CO.
Water and Sewer both need to be raised to grade.
Paul
>>> Gina Southerland 4/14/2008 8:25 AM >>>
BP# 07-1563
Gina Southerland
CSR - Planning & Development Services
City of College Station
979-764-3570
www.cstx.gov
TRANSMISSION VERIFICATION REPORT
DATE J I ME
FAX NO./NAME
DURATION
PAGE(S)
RESULT
MODE
TIME 04/11/2008 15:36
NAME
FAX
TEL
SER.# 000L5J596800
04/11 15:36
919365974459--63801#
00: 00: 19
01
OK
STANDARD
ECM
Energy Code Compliance Information
% Glazing of exterior walls 1 Zf Q
Insulation R value of exterior walls 1-5
Insulation R value of ceiling 1 (fat areas) 0
Insulation R value of ceiling 2 (vaulted areas/no attic)
Glazing SHGC 4 q0
Glazing U-Factor r /7 S
R value of ductwork f
A/C SEER Rating / 3
XO 97 . #f
- \'OM,gc
j O
W E W
Viki �IPi��c
LOT 4
BLOCK 2
R=6BO.00'
D=06.07'53" -------
L=72.77'
LC=72.73'
CB=S 88'41'57" E
t jt��M—
7-So'
8T 6CK 2co
LOT 5BLOCK 2 UNDATION
FORM
SPACE
nICLOP£N
(PLAT)'ec ErisEld£m
File same: 073MDNG
Plot dale: 12/19/07 at 11:13
1 SAD'
U.E.
04ry
7.6e C51
LOT 7
BLOCK 2
N`
(CAUM N BB'28'29' yr 6:
N 88'23'24" W
85.16'
1RAvl:�SJ ° o w -OOP
CITY OF COLLEGE STATION
CITY PARK
(PLAT)
LOT 8
BLOCK 2
SURVEY LEGEND
SEtWECT ,,,aaERTY iffl E
<' Et.ECIN,YSIL [aye ® WA M? UETER
—ss— B4RDWE PEACE ® E2WnW AfMR
— — EVLVN46E E 24MV T i PORW PCA'E
—' — — RA2VJrR.CA1 EASEUENT .ss. > FaWAM
.— — — — VIAAY EASEaft7rr 0 G4s EIE7ER
PAIpaz TANK
RESTRA:7m BtmfINNG LM SEPAIC T.WK
to 5/9' &%W RW ►OUM 19 AW RW SET M 7E2D:Y a PEDEYM
Survey Nowt
1). The basis of this survey Is Pan rods found In Block Two (2), as
recorded In Volume 4354. Page 164 of the IMO.R.
2). Droving Scde Is 1'"30'
3). Technician: Jason Ballet', Fled Crew: J.A. & R,R,
2 Sold lot does not appear to be under the 100 year rood plan, as
enlS..d byy the Federal Finergeney Management Agency an Communlly
Panel N. 4CD41D0205 D. Dated: February 9, 2OW
1, Dante Corlomagno, Regirtered Profesallond Land Surwyor No. 1562,
do hereby certily that the above survey Is a true and accurate
representation of an actual on the ground survey mode under my
supervision and that there are no encroachments or overlaps unless
otherwise shoeT,
�G OF
1562
Land Surveyor, Number 1552 " $ 19�
PLAT OF SURVEY
LOT no.: SIX (8)
BLOCK No- TWO (2)
su6omsioN: CASTLEGATE SUBDIVISION, SECTION 1, PHASE 1
STREET IDDRtSS: 2061 RAVENSTONE LOOP 4354/164
CITY. COLLEGE STATION cmwrY: BRAZOS
suRnYtD FOR: KEITH DOWNS CUSTOM HOMES
• "u" SLMWY WlS 00WP=W &MOA TeC e0101111' OF A mla aaraazva.
Carlomagno Surveying, Inc.
2714 Finfeother Rood, Bryan, Texas 77801
PHONE: (979)775-2873 FAX: (979)775-4787
WtVW.CarIomciunoSu vevinn.eam
6r7-)s-&s
Oe7,)S-&,S
May 31, 2007
GEOTECHNICAL ENGINEERING STUDY
Proposed Downs Residence
2081 Ravenstone Loop
Castlegate Subdivision
College Station, Texas
Prepared for:
Ms. Stacy Downs
College Station, Texas
Prepared by:
GESSNER ENGINEERING
College Station, Texas
Gessner Engineering Job No. 07-0177
Gessner Engineering
OF TE,
/ 5 •s
**;LT G. QGERS
o°. 80833 •� Q
May 31, 2007 13.
Ms. Stacy Downs Gessner 2081 Ravenstone Loop Engineering
College Station, Texas Zip
Re: Geotechnical Engineering Study
Proposed Downs Residence
2081 Ravenstone Loop
College Station, Texas 77845
Gessner Engineering Job No.: 07-0177
Dear Ms. Downs:
This report conveys our geotechnical engineering study conducted for the proposed Downs
residence located in College Station. We trust that this report is responsive to your project
needs. Please contact us if you have any questions or if we can be of further assistance.
We appreciate the opportunity to work with you on this phase of the project, and look
forward to the opportunity to provide additional geotechnical engineering services,
structural services, and construction materials testing services as the project progresses.
Sincerely,
GESSNER ENGINEERING
Alton . ogers,
k�
��„��a•E OF TF • i
• • • 1s
• AL:ON G. ROG 9RS••
P.E. p".. 50833 a e¢ a
AL
Copies Submitted:
Ms. Stacy Downs (3)
P Ay-��
Amanda Blackburn
1712 Southwest Parkway, Suite #105, College Station, Texas 77840 • P.O. Box 10763, 77842-0763 • 979.680.8840 • FAX 979.680.8811_
2204 South Chappell Hill Street, Brenham, Texas 77833 • 979.836.6855 • FAX 979.836.6847
www.GessnerEngmeering.com
Table of Contents
Tableof Contents..............................................................................................................3
Introduction........................................................................................................................4
ProjectDescription...........................................................................................................4
Scopeof Services.............................................................................................................4
Site Investigation Procedures.........................................................................................5
LaboratoryTesting............................................................................................................6
SampleDisposal................................................................................................................6
SiteConditions..................................................................................................................6
SiteGeology.....................................................................................................................................6
SurfaceConditions...........................................................................................................................
6
SubsurfaceConditions.....................................................................................................................
7
Groundwater Conditions...................................................................................................................
7
Engineering Recommendations.....................................................................................8
Slab -on -Grade Foundation System..................................................................................................9
PierRecommendations..................................................................................................................10
PTIParameters...............................................................................................................................11
Foundation Construction................................................................................................................
I I
Foundation Construction Monitoring
........................................................................................11
Earthwork........................................................................................................................................12
Drainage.........................................................................................................................................13
GeneralComments.........................................................................................................13
Limitations........................................................................................................................14
Appendix..........................................................................................................................15
Gessner Engineering
-3-
Introduction
This report presents the results of our geotechnical engineering study for the
proposed Downs residence, located in College Station. Gessner Engineering was
selected to provide the subsurface investigation and report for this project.
Project Description
The project consists of the proposed construction of a Downs residence at the site
located in 2081 Ravenstone Loop of the Castlegate Subdivision in College
Station.
Scope of Services
In Recommended Practice for the Design of Residential Foundations, the Texas
Section of the American Society of Civil Engineers defines an engineered
foundation as one that includes a geotechnical engineering investigation. To act
as this first phase of an engineered foundation, our scope of work for this project
consisted of:
1. Drilling one (1) test bore hole at the selected location within the project site
to evaluate the subsurface arrangement of strata and groundwater
conditions.
2. Performing geotechnical laboratory tests on recovered samples to evaluate
the physical and engineering properties of the strata observed.
3. Engineering analysis to develop design and construction recommendations
with respect to. -
Site, subgrade, and fill preparation, and
• Foundation design and construction.
Gessner Engineering
Location:
-Brazos County
-4-
Site Investigation Procedures
Subsurface conditions were evaluated by drilling one (1) test bore hole on May
10, 2007 to a depth of approximately fifteen (15) feet ten (10) inches below the Bore Hole:
existing ground surface (at the time of our field activities) within the limits of the - I Bore Hole
proposed Downs residence. The bore hole was located at the approximate center - Depth 15°10"
of the proposed residence about forty (40) feet from Ravenstone Loop Street.
The bore hole was drilled using trailer -mounted drilling equipment.
The Log of Bore Hole, presenting the subsurface soil descriptions, type of
sampling used, and additional field data, is presented on the bore hole log
provided in the Appendix. The Symbol Key Sheet, which defines the terms and
descriptive symbols used on the log, is also provided in the Appendix.
Soil samples were generally recovered using thin -walled, open -tube samplers
(Shelby tubes). Pocket penetrometer tests were performed on samples of
cohesive soils in the field to serve as a general measure of consistency and to
give a relative measure of the strength of the sample.
The term consistency refers to the degree of adhesion between the soil particles
and to the resistance offered against forces that tend to deform or rupture the soil
aggregate. The consistency of clays and other cohesive soils is usually described
as very soft, soft, firm, stiff, very stiff, and hard. The correlation between the
pocket penetrometer results and these consistency terms are provided on the
Figure, Symbols and Terms used on the Bore Hole Log in the Appendix.
Additional consistency terms used on cohesive soils are plastic, lean and fat. The
more closely a soil approaches the characteristics of a clay soil, the greater the
variety of states of consistency in which it may be found. A plastic soil changes
physical properties depending upon the moisture content of the soil. The degree
of plasticity is sometimes expressed by the terms fat and lean. Lean sandy clay is
only slightly plastic and typically contains a higher percentage of sand or silt. Fat
clay has a higher percentage of clay.
Samples of soil for which a good quality thin -walled tube sample could not be
recovered were obtained by means of the Standard Penetration Test (SPT). This
test consists of measuring the number of blows required for a 140-pound hammer
free falling thirty (30) inches to drive a standard split -spoon sampler twelve (12)
inches into the subsurface material after being seated six (6) inches. This blow
count or SPT "N" value is used to evaluate the engineering properties of the
stratum. Correlations between the unconfined compressive strength and the
standard penetration number for the in situ soils have been developed to estimate
the bearing capacity of the soils.
The most direct qualitative measure of consistency is the load per unit area at
Gessner Engineering
-5.
which unconfined samples of the soil fail in a simple compression test. This
quantity is known as the unconfined compressive strength of the soil. The shear
strength of cohesive soils can be estimated based upon the unconfined
compressive strength of the soil.
All samples were removed from samplers in the field, visually classified, and
appropriately sealed in sample containers to preserve their in situ moisture
contents.
Laboratory Testing
Samples obtained during the field program were visually classified in the
laboratory by a geotechnical engineer or technician. A testing program was
conducted on selected samples in accordance with the ASTM Standard Test Tes
ti
-ASTMTM Standard
Procedures, as directed by the geotechnical engineer, to aid in classification and
evaluation of engineering properties required for analysis.
Results of the laboratory tests are presented on the Log of Bore Hole in the
Appendix and are discussed in the following section.
Sample Disposal
All samples were returned to our laboratory in Brenham, Texas. Samples not
tested in the laboratory will be stored for a period of thirty (30) days subsequent
to submittal of this report and will be discarded after this period, unless Gessner
Engineering is notified otherwise.
Site Conditions
Site Geology
The site is located in the Wellborn Formation of the Eocene Age in the Tertiary
Era as indicated on the Geologic Atlas of Texas, Austin Sheet as published by the Formation:
University of Texas at Austin. The Wellborn Formation is composed of clay and -wenbom on
sandstone. The clay is lignitic, chocolate in color and has interbedded fine to Austin Sheet
medium grained sand. The sandstone is medium grained, forms ledges,
indurated, locally silica cemented, and light gray in color. The thickness of the
Wellborn Formation is in excess of 150 feet.
Surface Conditions
Based on visual observations, the area of the proposed Downs residence is
located on a gentle slope with an elevation difference of approximately two (2)
feet across the site. Ground cover for the proposed site consists of heavy grass
and is partially wooded. The site for the proposed residence location is within an
existing subdivision.
Gessner Engineering
-6-
Surface:
2' Elevation
Change
Figure 2: Proposed Site Surface Condition
Subsurface Conditions
The generalized subsurface arrangement of strata at the site, as evaluated from Classification:
our field and laboratory programs, generally consists of high plasticity clay to
sandy soils.
In Bore Hole One, very stiff to hard gray silty clay was noted at the existing
ground surface. Hard sandstone with some clay layers was noted at two (2) feet
below the existing ground surface. Very stiff tan and light gray silty fine sand -Bore Hole �:
was noted at four (4) feet below the existing ground surface. Very stiff light gray Silty Clay
and Clayey
silty fine sand with some clay layers was noted at six (6) feet below the existing Sand
ground surface. Very stiff light gray and tan silty fine clayey sand with iron
seams was noted at eight (8) feet below the existing ground surface. Hard light
gray clay and brown silty sandy clay with iron seams was noted at thirteen (13)
feet and continued to the termination of the bore hole at fifteen (15) feet ten (10)
inches.
These soils generally exhibit a high to moderate potential for volumetric change
due to moisture variations, as indicated by measured plasticity indices of thirty-
three (33) to twenty-five (25). In situ moisture contents ranged from zero (0) to
seven (7) percent wet of the corresponding plastic limits. This indicates that the
soils were moist at the time of sampling. During the procurement of subsurface
samples, pocket penetrometer tests were performed upon each soil sample
retrieved with a Shelby tube.
Groundwater Conditions
The bore hole was dry augered to its completed depth in an attempt to observe
groundwater conditions. No groundwater was observed in the bore hole at the
time of drilling. We should note that groundwater at the site may occur in the
form of "perched" water traveling along pervious seams or layers in the soils
noted below two (2) feet. The frequency of such groundwater is expected to
increase during and soon after periods of wet weather. A geotechnical engineer
Gessner Engineering
should be notified if water is encountered during construction.
Engineering Recommendations
The following recommendations are based upon the data obtained in our field and
laboratory programs, information provided to Gessner Engineering by the client,
and our experience with similar subsurface and site conditions and the proposed
construction methods.
Moderately expansive clay and sandy soils are present on this site. This report
provides recommendations to help mitigate the effects of soil shrinkage and
expansion. However, even if these procedures are followed, some movement
and cracking in the structure should be anticipated. The potential for material
cracking and other damage such as unlevel floor slabs will increase if
modifications at the site during or after construction results in excessive wetting or
drying of the expansive soils. Eliminating the risk of movement and distress may
not be feasible, but it may be possible to further reduce the risk of movement if
significantly more expensive measures are used during construction. We would
be pleased to discuss other construction alternatives with you upon request.
There are four (4) types of concrete foundations typically used to design for
expansive soils:
Option 1: A structural slab isolates the foundation from the soils through the use
of cardboard forms or a crawl space. Similar separation can be
accomplished with a traditional wooden pier and beam system.
Option 2: A stiffened slab -on -grade, also known as a waffle slab, consists of a
slab stiffened with beams spanning across the foundation in each
direction.
Option 3: A stiffened slab -on -grade can be supported on piers to help reduce
structural risks associated with expansive soils, especially when the
foundation will carry large concentrated loads. Piers should be isolated
from a slab -on -grade foundation to avoid cracking from uplift pressure.
Option 4: A post tensioned slab consists of a reinforced "ribbed" slab with
stiffening beams in both directions and steel cables placed in tension
after the slab is in place.
Deciding the type of foundation system is a process that should involve the
owner, architect, contractor/builder, and engineer. It is the opinion of Gessner
Engineering that a structural slab is the best type of foundation to design for Foundation:
highly expansive soils. Because a structural slab is very expensive and this site -Stiffened
contains moderate expansive soil with a significant amount of sand, a structural Slab -on -Grade
slab is not necessary for this project. Based on the field and laboratory data (Option 2)
available, along with our previous experience, a stiffened slab -on -grade
Gessner Engineering
-8-
foundation system (Option 2) is recommended by Gessner Engineering to support
the proposed Downs residence provided the subgrade is prepared as stated
below. Piers are not anticipated at this site. This system is optimal because it is
economical for the type and scale of this project while still maintaining a low risk
of damage from movement if properly designed. Recommendations for a slab -on -
grade foundation system are presented in the following subsections, along with
other geotechnical engineering considerations for this project. The final decision
and responsibility is to be made by the owner based on the recommendations
provided.
It is the opinion of Gessner Engineering that a stiffened slab -on -grade (Option 2)
is advantageous over the three (3) remaining types of foundations mentioned
above. While a structural slab (Option 1) provides the best protection from soil
movement, the materials and labor required make this type of foundation
significantly more expensive and are most often not feasible for projects of this
scale. Piers (Option 3) are not necessary for soils of moderate expansion
potential like those found on this site, and while post tensioned slabs (Option 4)
are generally the least expensive option, it is Gessner Engineering's opinion that
this type of foundation is less reliable and does not adequately address the
expansive potential of the onsite soil conditions and potential deflection from that
expansion.
Slab -on -Grade Foundation System (Option 2)
Our primary foundation recommendation to support the proposed structure is a
slab and grade beam foundation system. Presented below are the design
parameters for the Building Research Advisory Board (B.R.A.B.) design method
and the Wire Reinforcement Institute (W.R.I.) design method based upon the
subsurface conditions observed at this project location.
These design parameters are based on criteria published by the Building
Research Advisory Board (B.R.A.B.) and the Wire Reinforcement Institute
(W.R.I.). These methods are essentially empirical design techniques and the
parameters provided are based on our interpretation of the project soil bore
hole(s) and criteria published in the B.R.A.B. design manual and the W.R.I.
design manual.
Based on the existing soil, the effective plasticity index is calculated at thirty-
three (33) which indicates a moderate expansion potential. Gessner Existing
Engineering recommends a minimum of six (6) inches of the existing surficial soil surface
be removed and replaced with a minimum of eighteen (18) inches of select fill Conditions:
compacted in place to construct a level building pad. The exposed soil subgrade -Clay
lady soils
nd
shall be proof rolled and all soft areas removed and replaced as directed by the
geotechnical engineer prior to the placement of any fill material. A value of
3,000 pounds per square foot (psf) may be used as the resulting allowable
Gessner Engineering
-9-
bearing pressure for the soils at one (1) to three (3) feet below ground surface
once the building pad is in place. Other measures recommended to reduce
moisture infiltration into the subgrade are presented later in this subsection and
in the "Drainage" subsection. The effective design parameters after the
removing and replacing of select fill are presented in the table below (Table 1).
Effective Design Plasticity Index (PI) 33
Climatic Rating (CH,) 20
Soil Support Index (C) 0.84
Bearing Pressure 3,000 psf
Table 1: Effective Design Parameters
Gessner Engineering has calculated the potential vertical rise (PVR) of this site
using the Texas State Department of Highways and Public Transportation
method TEX 124-E. The PVR assuming dry in situ soils being hydrated to a fully
saturated state at this site is equal to 2.34 inches. This value is calculated using
the current moisture conditions and does not take into consideration weather
variances or the moisture content at the time of construction. Due to
assumptions and generalities required for the calculation of the potential vertical
rise, it should only be taken as an approximation. We should note that moisture
variations in the subgrade soils due to poor drainage, leakage of utilities, etc.
could induce volumetric changes resulting in movements which are in excess of
those estimated by the PVR procedure.
We recommend that grade beams extend at least twelve (12) inches below final
grade into properly compacted earth. This recommendation is to reduce surface
water migration below the foundation elements and to develop proper end
bearing and is not based on structural considerations. The grade beam width
and depth should be properly evaluated by the structural engineer. Grade
beams may be thickened and widened at column locations to serve as spread
footings at these concentrated load areas.
Based on the allowable bearing capacity calculated by Gessner Engineering, the
amount of total and differential settlement of the proposed site is anticipated to
be minimal if the design requirements are precisely followed as stated in this
report. For a slab -on -grade foundation, we highly recommend that measures be
taken whenever practical to increase the tolerance of the proposed Downs
residence to post -construction foundation movements. An example of such
measures would be to provide frequent control joints for masonry/brick/stucco
veneer exteriors, if any, to control cracking across such walls and concentrate
movement along the joints.
Pier Recommendations
Based on information from the soils investigated, Gessner Engineering does not
anticipate that drilled piers are required to support a stiffened slab foundation.
Gessner Engineering
Design:
-PI = 33
-BC =3, 000 psf
-Remove 6"
Replace 18"
Of Select Fill
PVR = 2.34
-10-
However, if concentrated loads in excess of fifteen thousand (15,000) pounds
are anticipated, or if the client so desires, the stiffened slab foundation may be
supported on straight shaft piers. The piers shall be designed for an allowable
bearing capacity of 9,000 psf based on total load and an allowable bearing
capacity of 6,000 psf based on dead load only. The piers shall be supported in
light gray sandy clay soil at a depth of thirteen (13) feet below the existing
ground surface. For monolithically poured foundation slabs, the drilled piers
should be isolated from the grade beams. Piers must be poured the same day
they are drilled. Pier shafts shall not be left open overnight. Piers that are
unable to be poured on the same day as they are drilled shall be backfilled as
per the geotechnical engineer's recommendations.
PTI Parameters
A post -tensioned slab design is commonly used to support residences.
However, Gessner Engineering encourages the use of a conventionally
reinforced stiffened slab. Based upon experience, conventionally reinforced
stiffened slabs have proven to be more reliable in resisting deflections which
lead to cracking of finishes. However, the Post -Tensioned Institute (PTI)
parameters are given below should the designer prefer to use a post -tensioned
slab or design method:
Thomthwaite
5
Soil Suction
3.4
Edge Moisture Variation Distance -em
Center Lift = 4.9 ft
Edge Lift = 4.6 ft
Differential Soil Movement - ym
Center Lift = 0.930 in
Edge Lift = 0.589 in
Subgrade Friction Coefficient - N:
0.75
Allowable Bearing Pressure:
3,000 psf
Table 2: Post Tension Design Parameters
Foundation Construction
Grade beams for the slab -on -grade foundation system should be neatly
excavated, if possible. If neat excavation is not possible, the foundation should
be properly formed. If a toothed bucket is used, excavation with this bucket
should be stopped six (6) inches above final grade and the footing excavation
completed with a smooth -mouthed bucket or by hand labor. Debris in the bottom
of the excavation should be removed prior to steel placement. The foundation
excavation should be sloped sufficiently to create internal sumps for runoff
collection and removal. If surface runoff water or groundwater seepage in
excess of one (1) inch accumulates at the bottom of the foundation excavation,
the geotechnical engineer shall be contacted for'recommend ations.
Foundation Construction Monitoring
The performance of the foundation system for the proposed Downs residence
Gessner Engineering
Piers:
-Not Required
for typical slab
- Straight Shaft
-13' Depth
-BC =9, 000 psf
total and 6, 000
psf dead
-11-
will be highly dependent upon the quality of construction. Thus, we
recommend that the foundation installation be monitored by Gessner
Engineering to identify the proper bearing strata and depths and to help
evaluate foundation construction. We would be pleased to develop a plan for
foundation monitoring to be incorporated in the overall quality control program.
Please contact Gessner Engineering for more information.
Earthwork
Construction areas should be stripped of all vegetation, loose topsoil, surficial
concrete, etc. Roots of trees to be removed within construction areas should be
excavated and removed from the construction area. Once final subgrade
elevation has been achieved, exposed soil subgrade areas shall be proofrolled
with a fifteen (15) ton roller (minimum) or equivalent equipment as approved by
the engineer to detect weak zones. Weak areas detected during the proofrolling
process, as well as zones containing debris and/or organics and voids resulting
from removal of tree roots, etc., should be removed and replaced with soils
exhibiting similar classification, moisture content, and density as the adjacent in
situ soils. Proper site drainage should be maintained during construction so that
ponding of surface runoff does not occur and cause construction delays and/or
inhibit site access. Please note that subgrade preparation specific to the Downs
residence foundation is located in the section of this report which addresses that
topic. The above subgrade preparation refers to general site preparation only.
Select fill to be utilized within the proposed Downs residence limits should
consist of a low plasticity clayey soil with a plasticity index between five (5) and
twenty (20), a maximum gravel content (percentage retained on No. 4 sieve) of
forty (40) percent, and rocks no larger than two (2) inches in their largest
dimension or a crushed limestone base material meeting the requirements of the
Texas Department of Transportation (TxDOT) 1993 Standard Specifications Item
247, Type A, Grade 4. Alternatively, a low -plasticity granular fill material which
does not meet these specifications may be utilized only if approved by Gessner
Engineering. All structural fill should be placed on prepared surfaces in lifts not
to exceed eight (8) inches loose measure, with compacted thickness not to
exceed six (6) inches. Select fill should be compacted to at least ninety-five (95)
percent of the Standard Proctor (ASTM D 698) density at a moisture content
ranging within two (2) percent of optimum moisture content for depths of three
(3) feet or less. If fill in excess of three (3) feet is required, all structural and
select fill deeper than three (3) feet shall be compacted to ninety five (95)
percent of Modified Proctor Density (ASTM D 1557). Four different methods
may be utilized to successfully compact the soil. They include the processes of
static weight, kneading action, impact, or vibration. The soil must be compacted
using a compactor in accordance with the ASTM standards. A compactor is
required to compact the soil to such a large degree. Track equipment such as
bull dozers apply pressure across a large surface area and are therefore limited
Gessner Engineering
Contact
Gessner
Engineering
for Quality
Control
Monitoring
Select Fill:
-5 < PI < 20
-Max 40%
Gravel
-Rocks smaller
than 2"
Compaction:
-95% Standard
Proctor
-Within 2%
optimum
moisture
-Compactor
required
-12-
in their capabilities compared to a compactor. If the select fill is not compacted
properly, the fill material and structures constructed on it are subject to
significant settlement.
Drainage
The performance of the foundation system for the proposed Downs residence
will not only be dependent upon the quality of construction, but also upon the
stability of the moisture content of the near surface soils. Therefore, Gessner
Engineering highly recommends that site drainage be developed so that ponding
of surface runoff near the structure does not occur. Accumulation of water near
the structure foundation may cause significant moisture variations in the soils
Adiacentto
Structure:
adjacent to the foundation, thus increasing the potential for structural distress.
-Pt < 30
Special care should be taken to insure that underground utilities do not develop
-5% slope min
leaks with time. Post construction expansion of the clayey soils placed around
the exterior of a Downs residence for final grading can cause a condition to arise
in which moisture becomes trapped against the structure. Therefore, it is
imperative that proper grading around the structure with suitable materials be
used to avoid this condition. General fill for final grading adjacent to and
extending five (5) feet beyond the foundation shall have a Plasticity Index of
thirty (30) or less.
The upper portion of utility excavations should be backfilled with properly
compacted clay soils to minimize infiltration of surface water. A clay "plug"
should be provided in the trench on the exterior of the building to prevent water
from gaining access along the trench to the subgrade beneath the structure. A
minimum of five (5) percent slope is recommended within the first ten (10) feet of
the proposed structure.
General Comments
The American Society of Civil Engineers recommends that an engineer should
perform observations and testing during excavation grading, foundation, and
construction phases of the project in Recommended Practice for the Design of
Residential Foundations. Gessner Engineering would be pleased to provide
foundation design review, foundation inspection prior to the concrete pour, and
construction materials testing.
The analysis and recommendations presented in this report are based upon the
data obtained from the boring performed at the indicated location and from other
information discussed in this report. This report does not reflect variations that
may occur across the site or due to the modifying effects of weather. The nature
and extent of such variations may not become evident until during or after
construction. If variations appear, Gessner Engineering should be immediately
notified so that further evaluation and supplemental recommendations can be
provided.
Gessner Engineering
aMe
I imitatinm
The scope of services for this project does not include, either specifically or by
implication, any environmental or biological (e.g., mold, fungi, bacteria)
assessment of the site or identification or prevention of pollutants, hazardous
materials, or conditions. If the owner is concerned about the potential for such
contamination or pollution, other studies should be undertaken.
For any excavation construction activities at this site, all Occupational Safety and
Health Administration (OSHA) guidelines and directives should be followed by the
Contractor during construction to insure a safe working environment. In regards
to worker safety, OSHA Safety and Health Standards require the protection of
workers from excavation instability in trench situations.
This report has been prepared for the exclusive use of Ms. Stacy Downs for the
specific application to the project discussed and has been prepared in
accordance with generally accepted geotechnical engineering practices. This
report was written and recommendations were made based on the soil data
collected on May 10, 2007. If construction is delayed or the proposed area
experiences severe weather conditions please contact the geotechnical engineer
prior to construction. No warranties, either expressed or implied, are intended or
made. In the event that changes in the nature, design, or location of the project as
outlined in this report are planned, the conclusions and recommendations
contained in this report shall not be considered valid unless Gessner Engineering
reviews the changes and either verifies or modifies the conclusions of this report
in writing.
Gessner Engineering
SEE
Appendix
Recommendations Summary
Log of Boring
Symbol Key Sheet
Glossary of Geological Terms
Gessner Engineering
-15-
RECOMMENDATIONS SUMMARY***
Foundation Type
o stiffened slab -on -grade
Design Parameters
o effective plasticity index (PI) equals 32
o climatic rating of twenty (20)
o support index of 0.84
Subgrade Preparation
o remove a minimum of six (6) inches of surficial soils
o replace with a minimum of eighteen (18) inches of compacted select fill
Grade Beams and Footings
o subgrade bearing capacity of 3,000 pounds per square foot (psf)
o grade beams and footings one (1) to three (3) feet below finished grade
Piers
o not anticipated unless concentrated loads exceed 15,000 pounds
***It should be noted that this summary simply outlines the recommendations
made in the geotechnical engineering report. This summary is not intended to
replace or supersede any part of these recommendations. The report shall be
used for all design and construction procedures.
Gessner Engineering
LOG OF BORE HOLE
PROJECT: Lot 6, Block 2 BORING NO. #1
2081 Ravenstone Loop LOCATION: Approx Center of House
College Station, Texas
CLIENT: Stacy Downs BORING TYPE: Core/Auger
DATE: 05-10-07
DRILLER: Gessner Engineering SOIL TECHNICIAN: KN GROUND ELEV: Flat Heavy Grass
Partially Wooded
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O L. a
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L' m E-
Coring Sample
0 Shelby Tube Sample
Standard Penetration Test Sample
Augering (Disturbed) Sample
® No Recovery
p Initial Water Level
♦ Water Level After
Description of Stratum
3.0
4.5+
50
33
23.17
--
--
Very Stiff to Hard Gray Silty Clay (CH)
5.0
Hard Sandstone
—w/ Clay layers
5
7/6/I1
Very Stiff Tan & Lt Gray Silty Fine Sand (SM-SP)
7/9/15
8/13/16
45/39/39
38
25
12.50
--
--
Very Stiff Gray Silty Fine Sand (SM-SP)
-w/ Clay layers
Very Stiff Lt Gray & Tan Silty Fine Clayey Sand(SC
-w/ Iron Seams
Hard Lt Gray Silty Sandy Clay (CL)
—w/ Iron Seams
1 0
1 5
TERMINATED AT 15'10"
Dry at completion
20
25
2204 South Chappell Hill Street Brenham, Texas 77834 (979) 836-6855
P.O. Box 10763 College Station, Texas 77842 (979) 680-8840
Gessner Engineering
SYMBOLS AND TERMS USED ON BORING LOGS
CLAY SILT SAND SANDSTONE GRAVEL
® ® E D
LIMESTONE FILL ASPHALT CONCRETE SHALE
SAMPLER TYPES
0
J
AUGER
SHELBY TUBE
rWffl
SAMPLE LOST SPLIT SPOON
TERMS DESCRIBING CONSISTENCY OR CONDITION
COARSE GRAINED SOILS (Major Portion Retained on No.200 Sieve): Includes (1) clean gravels and
sands, and (2) silty or clayey gravels and sands. Condition is rated according to relative density, as
determined by laboratory tests.
Standard Penetration,
N-Value, Blows/Ft.
Relative Density
0-4
Very Loose
4-10
Loose
10-30
Medium Dense
30-50
Dense
>50
Very Dense
FINE GRAINED SOILS (Major Portion Passing No.200 Sieve): Includes (1) inorganic and organic
silts and clays, (2) gravelly, sandy, or silty clays, and (3) clayey silts. Consistency is rated according
to shearing strength, as indicated by penetrometer readings or by unconfined compression tests.
Standard Penetration,
N-Value, Blows/Ft.
Consistency
0-2
Very Soft
2-4
Soft
4-8
Firm
8-15
Stiff
15-30
Very Stiff
>30
Hard
Unconfined Compressive
Strenqth, tons/sq. ft.
less than 0.25
0.25 to 0.50
0.50 to 1.00
1.00 to 2.00
2.00 to 4.00
4.00 and higher
Note Slickensided and fissured clays may have lower unconfined compressive strengths
than shown above, because of planes of weakness or cracks in the soil.
EXPANSION POTENTIAL OF COHESIVE SOILS
Plasticity Index Degree of Expansive Potential
0-5 Very Low
5-20 Low
20-30 Moderate
30-40 High
>40 Very High
TERMS CHARACTERIZING SOIL STRUCTURE
Parting - paper thin in size Seam - 1/8" to 3/8" thick Layer- greater than 3"
Slickensided - having inclined planes of weakness that are slick and glossy in appearance
Fissured - containing shrinkage cracks, frequently filled with fine sand or silt;
usually more or less vertical.
Laminated
- composed of thin layers of varying color and texture
Interbedded
- composed of alternate layers of different soil types
Calcareous
- containing appreciable quantities of calcium carbonate
Well graded
- having wide range in grain sizes and substantial amounts of all
intermediate particle sizes
Poorly graded
- predominantly of one grain size, or having a range of sizes with some
intermediate size missing
Flocculated
- pertaining to cohesive slils that exhibit a loose knit or flakey structure
Gessner Engineering
GLOSSARY OF GEOLOGIC TERMS
Aphanitic
- dense, homogeneous rock with constituents so fine that they cannot be
seen by the naked eye
Argillaceous
- containing, made of, or resembling clay; clayey
Bentonitic
- an absorbent aluminum silicate clay formed from volcanic ash and used
in various adhesives, cements, and ceramic fillers
Carbonaceous
- consisting of, containing, relating to, or yielding carbon
Chert
- a siliceous rock of chalcedonic or opaline silica occurring in limestone
Conchoidal
- of, relating to, or being a surface characterized by smooth, shell-like
convexities and concavities, as on fractured obsidian
Crossbedded
- intersecting layers of distinct soil deposits
Fluviatile
- produced by the action of a river or stream
Fossiliferous
- containing fossils
Friable
- readily crumbled, brittle
Glauconitic
- a greenish mineral of the mica group, a hydrous silicate of potassium,
iron, aluminum, or magnesium found in greensand and used as a
fertilizer and water softener
Gypsiferous
- containing gypsum; a widespread colorless, white, or yellowish mineral,
used in the manufacture of various plaster products, and fertilizers
Igneous
- rocks formed by solidification from a molten state; pyrogenic
Inclusion
- a solid, liquid, or gaseous foreign body enclosed in a mineral or rock.
Indurated
- hardened soil that has been changed by extreme climate
Laminated
- a soil deposit divided into thin layers
Lateritic
- pertaining to red residual soil in humid tropical and subtropical regions that is
leached of soluble minerals, aluminum hydroxides, and silica but still contains
concentrations of iron oxides and iron hydroxides.
Lenticular
- lens -shaped grains of soil or rock
Lignitic
- pertaining to soft, brownish -black coal in which the alteration of
vegetable matter has proceeded further than in peat but not as far as in
bituminous coal; also called brown coal
Marl
- a loose and crumbling earthy deposit consisting mainly of calcite or
dolomite; used as a fertilizer for soils deficient in lime
Metamorphic
- rocks changed in structure or composition as a result of metamorphism
caused by chemical reaction or heat and pressure
Micaceous
- containing mica; any of a group of chemically and physically related
aluminum silicate minerals, common in igneous and metamorphic rocks,
characteristically splitting into flexible sheets used in insulation and electrical
equipment
Montmorillonitic
- clays that are comprised mostly of montmorillonite; one of the three
types of clay soil grains (illite, kaolinite, and montmorillonite)
Morphology
- refers to the geological characteristics, configuration, and evolution
of rocks and land forms
Porous
- admitting the passage of gas or liquid through pores or interstices
Pyrite
- a brass -colored mineral occurring widely and used as an iron ore
and in producing sulfur dioxide for sulfuric acid; also called fool's gold
Scarp
- a long steep slope or cliff at the edge of a plateau or ridge; usually formed by
erosion
Siliceous
- containing, resembling, relating to, or consisting of silica; a white or
colorless crystalline compound occurring abundantly as quartz,
sand, flint, agate, and many other minerals and used to manufacture a
wide variety of materials, especially glass and concrete
Surficial
- of, relating to, or occurring on or near the surface of the earth
Tuffaceous
- comprising rocks made of compacted volcanic ash varying in size from
fine sand to coarse gravel; also called tufa
Gessner Engineering
STRUCTURAL ENGINEERING
Steel • Cast in Place Concrete • Concrete Tilt Wall • Timber
Foundation Design • Structural Inspections
GEOTECHNICAL ENGINEERING
Soil Sampling • Geotechnical Investigations
CIVIL ENGINEERING
Subdivision Layout and Design • Site Development
Stormwater Pollution Prevention Plans • Municipal Compliance
Pavement Design • Drainage Analysis
CONSTRUCTION MATERIALS TESTING
Soil Testing • Concrete Testing • Pier Monitoring
Construction Monitoring and Inspections
LEGAL SUPPORT AND EXPERT TESTIMONY
ENVIRONMENTAL SITE ASSESMENTS
12 Southwest Parkway, Suite #105, College Station, Texas 77840 • P.O. Box 10763, 77842-0763 • 979.680.8840 • FAX 979.680.8841
2204 South Chappell Hill Street, Brenham, Texas 77833 - 979.836.6855 • FAX 979.836.6847
www.GessnerEngineering.com
T
CITY OF COLLEGE STATION
110 L.XE.Y-kS AVE
COLLEGE STATION, TX 77840
PHONE: (979)764-3570 FAX: (979)764-3496
----------------------------------------------------------------------------
Application Number
. . . . . 07-00001563
Date 5/29/07
Application pin number . . . 584886
Property Address .
. . . . . 2081 RAVENSTONE LOOP
Property ID:
184200-1102-0060
R #:
R109198
Application type description RESIDENTIAL, 1 UNIT DETACHED NEW
Subdivision Name .
. . . . . CASTLEGATE SEC 1 PH 1
Property Use . . .
. . . . . RESIDENTIAL
Property Zoning . .
. . . . . PLANNED DEVL HOUSING
Application valuation . . . . 158400
Owner
------------------------
Contractor
------------------------
GREENS PRAIRIE INVESTORS LTD KEITH DOWNS CUSTOM HOMES
4490 CASTLEGATE DR
602 OLD PLANTERSVILLE RD.
COLLEGE STATION
TX 778453388 MONTGOMERY
TX 77316
(936) 597-4871
--- Structure Information 000 000 SINGLE FAMILY
Construction Type .
. . . . COMBUSTIBLE (UNPROTECTED)
Occupancy Type . .
. . . . RESIDENTIAL-SFR/DUPLEX
Other struct info .
. . . . EXTERIOR WALL TYPE
BRICK
IMPACT/PRORATA FEES PAID
N/A
FOUNDATION TYPE
SLAB
NUMBER OF GARAGE BAYS
2.00
TYPE OF GARAGE (ATT/DET)
ATT
HEATED AREA
2400.00
INTERIOR WALL TYPE
SHEETROCK
NUMBER OF BATHROOMS
2.50
NUMBER OF BEDROOMS
3.00
SEWER TYPE
PUBLIC
----------------------------------------------------------------------------
TAZ
441.00
Permit
BUILDING PERMIT
Additional desc
MA
Permit pin number
505008
Permit Fee . . . .
637.00 Plan Check Fee
.00
Issue Date . . . .
5/29/07 Valuation . .
. . 158400
Expiration Date . .
11/25/07
Qty Unit Charge Per Extension
BASE FEE 460.00
59.00 3.0000 THOU BLDG, VAL 100001-500000 177.00
-----------------------------------------------------------------------
Special Notes and Comments
Narrow Wall Bracing Fully Sheathed with Relocated Interior
Garage Wall per Plans and Anchors and Bracing for Front Door
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - r- - - - - - - - - - - - - - - - - - - - - -
13UILDING DEPT REPRESENTATIVE:
APPLICANT:�,t�
BUILDING PERMIT,.
CITY OF COLLEGE STATION
11 CIl . TEXAS AVE
COLLEGE STATION, TX 77840
PHONE: (979)764-3570 FAX: (979)764-3496
Application Number . . . . . 07-00001563
Application pin number . . . 584886
Page 2
Date 5/29/07
Special Notes and Comments
Area.
ALL BRANCH CIRCUITS THAT SUPPLY OUTLETS IN DWELLING
UNIT BEDROOMS SHALL BE PROTECTED BY AN ARC -FAULT CIRCUIT
INTERRUPTER(S)
PROVIDE ATTIC ACCESS OPENING (MINIMUM ROUGH -FRAMED SIZE 22"
X 30") WITHIN 20' OF THE MECHANICAL EQUIPMENT AND WALKWAY
PROVIDE CHEMICAL TREATMENT OR PHYSICAL BARRIER (SUCH AS
METAL OR PLASTIC TERMITE SHIELDS) FOR PROTECTION
AGAINST TERMITES. IF CHEMICAL TREATMENT IS USED, THE
CONCENTRATION, RATE OF APPLICATION AND TREATMENT
METHOD SHALL BE CONSISTENT WITH THE TERMITICIDE LABEL.
BORACARE TREATMENT IS A SUITABLE SUBSTITUTE.
ALL METHODS MUST BE USED IN CONJUNCTION WITH TREATED
SILL PLATES. PROOF OF METHOD TO BE USED SHALL BE RECEIVED
IN OUR OFFICE BEFORE A CERTIFICATE OF OCCUPANCY WILL BE
ISSUED.
PROVIDE COMBUSTION AIR FOR GAS FIRED APPLIANCES PER
CHAPTER 17, 2006 INTERNATIONAL RESIDENTIAL CODE
Surface Drainage Shall Be Diverted to an Approved Point of
Collection. Lots Shall Have a Grade Fall Minimum of 6"
inches Within the First 10' feet Away From the Foundation
Walls.
ELECTRICAL SHALL BE INSTALLED PER 2005 National Electrical
Code & LOCAL AMENDMENTS
ELECTRIC STRIP HEATING NOT ALLOWED FOR RESIDENTIAL
PROPERTIES WITH FLOOR AREA GREATER THAN 500 Sq. FEET
MINIMUM FOUNDATION STANDARD - ALL FOUNDATION SHALL COMPLY
WITH THE MINIMUM FOUNDATION STANDARD AS PER CITY'S
ORDINANCE (FOUNDATION DETAIL SHALL BE SHOWN ON PLANS)
MAKE SURE TO INCLUDE REBAR SLAB GROUND
Hearth Extension Needed For Fireplace Opening <6 sq. ft.(8"
side & 16" front) For Openings >6 sq. ft. (12" side & 20"
front)
ALL FRAMING SHALL COMPLY WITH 2O06 INTERNATIONAL RESIDENTIAL
CODE
PROVIDE ENGINEERED BEAM FOR GARAGE DOOR HEADER
ATTACHED GARAGES SHALL HAVE ALL TOP PLATE AND HEADER
PENETRATIONS SEALED
Assure Proper GFI Locations, Including One Within 25' Of
Outside A/C Unit
PLATFORM FOR MECHANICAL EQUIPMENT AND/OR ACCESS MAY HAVE TO
--------------------
BUILDING DEPT REPRESENTATIVE:
APPLICANT:
BUILDING PERMIT,
CITY OF COLLEGE STATION
110,1 TEXAS AVE
COLLEGE STATION, TX 77840
PHONE: (979)764-3570 FAX: (979)764-3496
----------------------------------------------------------------------------
Page 3
Application Number . . . . . 07-00001563 Date 5/29/07
Application pin number . . . 584886
----------------------------------------------------------------------------
Special Notes and Comments
BE ELEVATED TO ALLOW FOR ATTIC INSULATION
IF LAWN SPRINKLERS IS PROVIDED, PERMIT MUST BE ISSUED PRIOR
TO CERTIFICATE OF OCCUPANCY.
REQUIRED EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE
WITHOUT THE USE OF A KEY,TOOL OR SPECIAL KNOWLEDGE/EFFORT
THE MAXIMUM ALLOWABLE DRIVEWAY WIDTH MEASURED AT THE
PROPERTY LINE IS 25' AND MINIMUM WIDTH OF 12'
ON NARROW WALL BRACING WHERE SPECIAL NAILING PATTERN,
STRAPPING BETWEEN STORIES, OR HOLD DOWNS ARE REQUIRED THESE
ITEMS MUST REMAIN VISIBLE UNTIL THE INSPECTION PROCESS HAS
BEEN DONE TO ALLOW FOR COVER-UP
MUST INDICATE METHODS ON FLOOR PLAN TO BE USED TO MEET
NARROW WALL BRACING REQUIREMENTS PER IRC CODE SECTION
R602.10 IN 2006 IRC
If PEX water supply piping is sleeved below the slab, seal
annular space at ends with caulk, foam or other means.
Also assure proper protection of pipe to U.V. light.
ANY CHANGES OR ALTERATIONS TO SUBMITTED PLANS MUST BE
RESUBMITTED AND APPROVED BEFORE WORK IS DONE IN ORDER TO
ASSURE CODE COMPLIANCE
POST PERMIT CARD ON JOB SITE
WHEN WATER MAIN PRESSURE EXCEEDS 80 PSI, AN APPROVED
PRESSURE REDUCING VALVE SHALL BE PROVIDED THAT LIMITS THE
MAXIMUM STATIC WATER'PRESSURE TO 80 PSI
RECESSED LIGHTING INSTALLED IN THE BUILDING ENVELOPE SHALL
BE IC RATED AND SEALED TO PREVENT AIR LEAKAGE
For residential applications with a glazing area that
exceeds 15% of the gross area of exterior walls, R-8 duct
insulation is required. As an alternative, R-6 duct
insulation can be used if the a/c system has a SEER rating
of 12 or more.
PROVIDE SANITARY FACILITIES FOR WORKERS ON SITE LOCATED OFF
THE PUBLIC RIGHT-OF-WAY.
ADD SMOKE DETECTOR(S) PER NOTES ON PLANS
SMOKE DETECTORS MUST HAVE 3' CLEARANCE FROM FORCED AIR
DUCTS, CEILING FANS AND RETURN AIR
PROVIDE STRING LINES FOR ALL BUILDING SETBACKS AND
EASEMENTS ON FOUNDATION INSPECTION.
FORM SURVEY MAY BE SUBMITTED IN PLACE OF STRINGS.
SHOWERS AND TUB/SHOWER COMBINATIONS SHALL BE EQUIPPED WITH
AN ANTI -SCALD VALVE THAT LIMITS WATER TEMPERATURE TO 120
:-t ------------------------
BUILDING DEPT REPRESENTATIVE:
APPLICANT:
BUILDING PERMIT,
CITY OF COLLEGE STATION
110,1 TEXAS AVE
COLLEGE STATION, TX 77840
PHONE: (979)764-3570 FAX: (979)764-3496
----------------------------------------------------------------------------
Page
4
Application Number . . . . . 07-00001563 Date
5/29/07
Application pin number . . . 584886
----------------------------------------------------------------------------
Special Notes and Comments
DEGREES
THE COMBINED SOLAR HEAT GAIN COEFFICIENT OF ALL GLAZED
FENESTRATION PRODUCTS SHALL NOT EXCEED .4
ALL SILLS AND BOTTOM PLATES IN CONTACT WITH CONRETE MUST BE
TREATED OR NATURALLY RESISTANT TO INSECTS AND DECAY
SMOKE DETECTORS SHALL BE INTERCONNECTED, 120 VOLT W/BATTERY
BACKUP AND LOCATED IN EACH SLEEPING ROOM AND OUTSIDE EACH
SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE
BEDROOMS
REMOVE ALL VEGETATION AND FOREIGN MATERIAL FROM SLAB AREA
PRIOR TO PLACING FILL. FILL SHALL BE FREE FROM
VEGETATION AND FOREIGN MATERIAL.
WINDOWS ADJACENT TO TUBS WITHIN 60" ABOVE DRAIN SHALL BE
TEMPERED GLASS
TEMPERED GLASS REQUIRED IN WINDOWS WITHIN 24" OF DOORS IN
ADJACENT WALLS
AN APPROVED DEVICE FOR THERMAL EXPANSION CONTROL SHALL BE
PROVIDED FOR BUILDINGS UTILIZING STORAGE WATER HEATING
EQUIPMENT AND A PRESSURE REDUCING VALVE
RANGE/DRYER DUCT MUST COMPLY WITH 2O06 IMC
ALL PLUMBING, ELECTRICAL, AND HVAC (mechanical) WORK MUST
BE PERFORMED BY LICENSED CONTRACTORS. CONTACT BUILDING
DEPARTMENT FOR INSPECTIONS PRIOR TO COVERING ANY WORK
--------------------------------------------------------------
Other Fees . . . . . . . . . SEWER TAP 4" 350.00
WATER TAP 3/4" 400.00
-------------------------------------------------------------
Fee summary Charged Paid Credited Due
---------- ----------
---------- ---------- ----------
Permit Fee Total 637.00 637.00 .00
Plan Check Total .00 .00 .00
.00
.00
Other Fee Total 750.00 750.00 .00
Grand Total 1387.00 1387.00 .00
.00
.00
------------------------------------------
L
--- -----------------------
BUILDING DEPT REPRESENTATIVE:
APPLICANT:
TEMPORARY POLE PERMIT
CITY OF COLLEGE STATION
11Q1 TEXAS AVE
COLLEGE STATION, TX 77840
PHONE: (979) 764-3570 FAX: (979) 764-3496
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Application Number . . . . .
Application pin number . . .
Property Address . . . . . .
Property ID:
R #.
Application type description
Subdivision Name . . . . . .
Property Use . . . . . . . .
Property Zoning . . . . . . .
Application valuation . . . .
07-00001564
748408
2081 RAVENSTONE LOOP
184200-1102-0060
R109198
TEMP POLE
CASTLEGATE SEC 1 PH 1
RESIDENTIAL
PLANNED DEVL HOUSING
0
Date 5/29/07
Owner Contractor
------------------------ ------------------------
GREENS PRAIRIE INVESTORS LTD OWNER
4490 CASTLEGATE DR
COLLEGE STATION TX 778453388
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Permit . . . . .
. TEMP POLE
PERMIT
Additional desc .
. MA
Permit pin number
. 505016
Permit Fee . . .
. 20.00
Issue Date . . .
-----------------------------------------------------------------------
. 5/29/07
Valuation . . .
. 0
Other Fees . . .
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. . . . . .
TEMP ELECT
POLE CONNECT
45.00
Fee summary
-----------------
Charged
Paid
Credited
Due
Permit Fee Total
----------
20.00
----------
20.00
--------------------
.00
.00
Other Fee Total
45.00
45.00
.00
.00
Grand Total
65.00
65.00
.00
.00
---- 1 ------------------
BUILDING DEPT REPRESENTATIVE:
APPLICANT: `� ALI
For OKwe Use Only
APPLICATION FOR BUILDING PERMIT
1101 TEXAS AVENUE
COLLEGE STATION, TX 77840
(979) 764-3570 (979) 764-3496 FAX
CITY OF COLLEGE STATION WWW.CSTX.GOV
Planning 6 Development Simko
DATE. l � 24 _�o ITTRCC REG
APPLICATION # 'M
TEMP POLE # 01
ADDRESS/LOCATION: )eZ61,Fl Xqd.-%,71k4U oleljl
LOT _,4�,ZBLOCK ..Ly/SUBDIVISION ell fT�L' _& SEC/PH
BUSINESS/OWNER NAME: PHONE:
CONTRACTOR/HOMEOWNER: Cz/�y-► PHONE: t& e:::Elf f^
CONTRACTOR ADDRESS: 4�0Z
ELECTRICIAN:
HVAC:
PLUMBER:
_ GOOD CENTS (Residential only):
CLASS OF WORK
ACCESSORY/STORAGE LOCATION RE -ROOF
ADDITION MOVING SHELL ONLY
DEMOLITION (Asbestos Survey) EW CONSTRUCTION * SLAB ONLY
DUPLEX (Landscape Plans) REMODEL/RENOVATION* SWIMMING POOL
TENT/CANOPY
DESCRIPTION OF WORK: lVel-,✓ j►,o7-�
PROPOSED USE:
HOMEOWNER ASSOCIATION/ARCHITECTUAL OR SIGN REVIEW COMMITTEE APPROVAL:
TEXAS ACCESSIBILITY STANDARD (TAS) PROJ YREGISTRATION# EABPRJ
VALUATION: $ 1`7� `�„�,TOTAL AREA: efW HEATED AREA:
(Cost of La r and Matenals) _j
U?'_P`UBLIC SEWER
❑ SEPTIC/TREATMENT SYSTEM
SEWER TAP: yjr
SIZE
'WATER TAP: 3 u 11
SIZE
❑ OTHER TAP:
NUMBER OF BEDROOMS
NUMBER OF BATHROOMS
INTERIOR WALL TYPE
EXTERIOR WALL TYPE
FOUNDATION TYPE:
SIZE /l
TEMP POLE ROOF TYPE:
GARAGE TYPE: SINGLE F7 DOUBLE TRIPLE
ATTACHED F] DETACHED F-1 CARPORT
SIGNATURE OF APPLICANT:
*If proposed work involves new c mmercial construction or facade improvements/renovations to an existing
commercial property, building elevations are required.
Official Use Only
.5 -3. 3- o P-2
J�M Plans Examiner
dock
01
Zoning Official
Comments:
ES r NO
Fire Marshall
Energy Code Compliance Information
% Glazing of exterior walls
Insulation R value of exterior walls
Insulation R value of ceiling 1 (flat areas)
Insulation R value of ceiling 2 (vaulted areas/no attic)
Glazing SHGC
Glazing U-Factor
R value of ductwork
A/C SEER Rating
w
I
PLAN REVIEW
ONE and TWO FAMILY OCCUPANCY REQUIREMENTS
CITY OF COLLEGE STATION
1101 TEXAS AVENUE
COLLEGE STATION, TEXAS 77840
(979) 764-3570; (979) 764-3496 FAX
PLAN REVIEW/PERMIT NUMBER# D?_ / S 3
DATE: 67-a 3 V
BUILDING ADDRESS:
ao8
I. Foundation Requirements- Minimum City Foundation Standards
N K
A.
Concrete minimum compression strength of 3000 PSI
B.
Minimum four 4 inch slab thickness
C.
Vapor barrier Emil. Poly min.
D.
Slab/beam or pier layout shown
1. Footings/beams are continuous over the length and width of foundation
2. Footings 30" exterior, 24" interior, unless over 60' long must be 30"
3. Spacing of beams does not exceed 15'
E.
Reinforcement details to meet minimum requirements
1. Slab reinforcement
2. Exterior beam reinforcement
3. Interior beam reinforcement
4. Masonry fireplace foundation reinforcement
F.
Wood foundation details indicated
O
II. Framing:
Floor, Wall, Ceiling and Roof Requirements
NA/
A.
Girder or sill dimensions, grade & species
B.
Floor joist size, spacing, grade & direction of span indicted on plans
C.
Treated sill plate or bottom plate
D.
Tenant separation in duplex
OK
1. One -hour rated extending to roof deck
QK
E.
Header sizes indicated on plans
F.
Emergency bedroom egress
1. Exit direct to outside
2. Operable window
a. Twenty 20 inch clear width by twenty-four 24 inch clear height
b. Maximum sill height of forty-four 44 inches above finished floor
G.
Operable bathroom window required when mechanical ventilation is not provided
H.
Stud grade andspacing
I.
Exterior wall details
1. Sheathing indicated on plans for Wall Bracing
2. Moisture barrier indicated on plans
3. Exterior Wall Covering
J.
Roof framing Ian or elevation shown
K.
Ceiling joist size, spacing, rade and direction of span indicated on plans
L.
Attic access location and size indicated on plans
M.
Span exceeding code tables must be engineered
N.
Rafter size, spacing, roof slope & purlin bracing if required to reduces an
O.
Roof covering
P.
All girders & beams for support of floors, walls, ceiling & roofs must have the size, grade &
location indicated on plans
Q. Tempered Glass required in all hazardous locations
A
PLAN REVIEW
ONE and TWO FAMILY OCCUPANCY REQUIREMENTS
CITY OF COLLEGE STATION
1101 TEXAS AVENUE
COLLEGE STATION, TEXAS 77840
(979) 764-3570; (979) 764-3496 FAX
R. 18" Overhangs allowed on zero lot line, non-combustible perforated soffit only
S. All walls within 3' of property line to have protected openings.
III. Stairway Requirements
OK
K
A. Stairway Details
OK
1. Maximum riser height 7-3/4 inches
2. Minimum tread width 10 inches
3. Stairway risers are uniform 3/8" Max. difference
4. Stairway width not less than 36 inches
5. Stairway headroom not less that six ft. eight 6-8
B. Winder details
1. Treads a minimum of six 6 inches on narrow edge
2. Treads a minimum often (10) inches at a distance of twelve (12) inches from the
narrow edge
C. Spiral stairway details
1. Riser height less than nine and one-half 9-1/2 inches
2. Treads a minimum of seven and one-half (7-1/2) inches at a distance of twelve (12)
inches from the narrow edge
3. Stairway width not less than thirty-six inches
4. Headroom required not less than six ft six 6-6 inches
5. All treads must be identical
D. Guards/handrail details
1. Guards required when a porch, deck, balcony or landing is thirty (30) inches
above grade or finished floor
2. Handrails are required on stairways located two or more risers above floor/grade
3. Handrails must be thirty-four to thirty-eight (34-38) inches when measured from the
leading edge of the tread
4. Handrails must not project more than four & one-half (4-1/2) inches into width of a
stairway
5. Guards must be a minimum of thirty-six 36 inches above finished floor
6. Guards & handrails along open-side(s) of stairway must have intermediate
railing or uprights that prevent the passage of a four 4 inch sphere
IV. Fireplace Requirements
N
A. Hearth extensions
1. Fireplace opening < 6 s , ft, extensions: 8" & 16" forward
2. Fireplace opening ? 6 s . ft. extensions: 12" side & 20" forward
B. Masonry fireplace requires 2" clearance from all combustible materials
C. Chimneys must meet IRC Chapter 10 Requirements
V. Electrical Service Requirements
A. Electrical plan to include:
NAJ0
1. Electrical fixtures & switches indicated
2. Smoke detector locations indicated as required
3. GFI circuits indicated where required
4. Arc fault protection for bedroom circuits
5. Panel location
PLAN REVIEW
ONE and TWO FAMILY OCCUPANCY REQUIREMENTS
CITY OF COLLEGE STATION
1101 TEXAS AVENUE
COLLEGE STATION, TEXAS 77840
(979) 764-3570; (979) 764-3496 FAX
VI. Plumbing Requirements
A. Pressure reducing valve required when water pressure exceeds 80 psi
NA/
B. Plumbing access to bathtubs
C. Means for thermal expansion provided when required
D. Water heaters elevated 18" when installed in the garage or room directly off garage
VII. Mechanical Requirements
NA/
A. All mechanical ventilation's in bathrooms & range hood ventilation must be ducted to
outside excludes ductless units
B. Attic installed H.V.A.C. requirements:
1. Twenty-four (24) inch wide unobstructed walkway from attic access to equipment
must be provided
2. Attic access located within 20 feet of equipment
C. Combustion air supplied for gas appliances when required)
VIII. Energy Requirements
N
A. Compliance software worksheet MECcheck submitted, or
B. Energy data supplied Percent of glazing, insulation R-values, window U-values, etc.
Zoning Ordinance Requirements — Ordinance 850
NA/
Permitted use for district
Density requirements
Minimum lot size
Setbacks
Easements
Required parking
Street Ordinance Requirements
N
Maximum drive width for residence is 25' combined for circular and 12' minimum for single
Minimum 20 feet from driveway to side(intersecting) street property line sight triangle
Driveway access to lesser street for corner lots
Subdivision Regulations — Ordinance 690
NA/
Approved subdivision
Plat filed
Flood lain Regulations — Ordinance 1301
N
Does not block any water course or divert any flow
Elevation certificate needed
OK
"APPROVED PLANS PER IRC SECTION R106.3.1."
S EXAMINER
DATE
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