HomeMy WebLinkAboutELSFR2026-002988i
ALL CHANGES REQUIRE
APPROVAL OF REVISED
PLANS
APPROVED PLANS SHALL BE
KEPT ON JOBSITE AT ALL TIMES
CONTRACTOR SHALL CALL FOR INSPECTIONS:
(817)410-3010
CONTRACTOR REGISTRATION WILL BE
REVOKED UPON PERMIT EXPIRATION.
CONSTRUCTION HOURS
7:00 A.M. - 7:00 P.M.
MONDAY - SATURDAY ONLY
NO WORK PERMITTED ON SUNDAY
SEPERATE PLUMBING,
MECHANICAL, ELECTRICAL AND
SIGN PERMITS SHALL BE REQUIRED.
SPECIAL NOTE
PROVIDE SAFETY GLAZINGS AS REQUIRED PER
SECTION 308 AND EMERGENCY ESCAPE AND
w
RESCUE OPENINGS PER SECTION 310 OF THEF.
LLI
INTERNATIONAL RESIDENTIAL CODE IIII
DRIVEWAY MUST BE
CONCRETE OR ASPHALT
J
NO TREE REMOVAL PERMITTED
PRIOR TO WRITTEN APPROVAL
SMOKE DETECTORS SHALL BE LINKED
SO THAT WHEN ONE SOUNDS, ALL I
,
SOUND.
i�
NO UNDERGROUND PLUMBING OR
FOUNDATION WORK PRIOR TO AN
APPROVED FORM SURVEY
149.48' S89°51'12"E
10' U.E.
I 4
301.3,E
27_0„
LLj M
MOTOR -75
COURT
J
1 m NEVI
o
_ 301-2„
IT IS THE RESPONSIBILITY OF THE OWNER/
DESIGN PROFESSIONAL/ CONTRACTOR TO \
HAVE PLANS REVIEWED AND THE BUILDING
INSPECTED BY A CERTIFIED ENERGY CODE �_�
INSPECTOR IN ACCORDANCE WITH STATE LAW.
PLAN REVIEW AND INSPECTION
DOCUMENTATION SHOWING COMPLIANCE WITH 13'-0" 164
THE ENERGY CODE ADOPTED BY THE STATE
SHALL BE SUBMITTED TO THE BUILDING
DEPARTMENT.
NOTES
HOUSE IS PARALLEL
TO THIS PROPERTY LINE
b I N
25' B.L.
I
J W IO
RESIDENCE toLn
I�
104'-4„
I
15 -0
30' B.L.
I
5'-0 IT-Q" 61' 6" IT-O" 24'-Ll"
134.95' N89°44'42"W
91-0^ ,
1514 TERRACE DRIVE
CITY OF GRAPEVINE
THIS PAGE RELEASED FOR CONSTRUCTION
CONFLI-TH ORDINANCE CODEORZONIND
CITY APPROVED PLANS TO BE KEPT ON THE JOB
SITE AT ALL TIMES.
07/06/2026 10:11:35 AM
BY: KELLY TAFT TSBPE: 1-3971
BUILDING INSPECTION DIVISION:
RELEASE DOES NOT APPLY TO CONSTRUCTION IN
EASEMENTS OR PUBLIC RIG-O-Y
ALL CHANGES MUST BE APPROVED.
HOUSE PAD:
5,566 SQ.FT
DRIVEWAY:
2,692 SQ.FT
SIDEWALK:
24 SQ.FT.
TOTAL IMPERVOIUS:
8,282 SQ.FT.
TOTAL LOT:
17,905 SQ.FT
LOT COVERAGE: 46.26%
LOT:10A BLOCK:6
BELLAIRE ADDITION REVISED
CITY OF GRAPEVINE SITE PLAN
TARRANT COUNTY SCALE: 1"=10`0"
.411 AC. NORTH
M¢
RECEIVED: 6/16/2026 z
26-002331 wr. STRUGTURAL D SIG�I PLANS FOR: 1514 NEWSI SINGLE
Q6
• NEW SINGLE FAMILY
J�
Q
SMITH RESIDENCE
1514 TERRAGE DR '
GRAPEVINE, TX
PREPARED FOR: o�F�ILC 560E
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51
GENERAL NOTES
CITY OF GRAPEVINE
THIS PAGE RELEASED FOR CONSTRUCTION
g114I2026
52
FOUNDATION PLAN
RELEASE
CONFLICT PATH THE BUKONG CODE OR ZONING
55
FOUNDATION DETAILS
ORDINANCE
54
FIRST FLOOR CEILNG PLAN
CITY APPROVED PLANS TO BE KEPT ON THE JOB
SITE AT ALL TIMES.
S5
ROOF FRAMING PLAN
50
FRAMING DETAILS
07/06/2026 10,11,53 AM
5T
SHEAR WALL NOTES
BY: KELLY TAFT TSBPE: 1-3971
0
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FIRST FLOOR SHEAR MALL PLAN
BUILDING -N�C®®¢L
RELEASE DOES NOT APPLY TOO CONSTRUCTION IN
Si ET
EASEMENTS OR PUBLIC RIGHT-0E-WAY
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ALL CHANGES MUST BE APPROVED.
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FRAME GENERAL NOTES
GENERAL CONDITIONS
a.The engineer's responsibility is for member sizing all strength d"'I The
achite—I plods aM the additional Information shared by the builder are used
for the engineered desig, special conditions or loads must be brought to the
attention of the architect all/or engineer.
b.These plans are based on the information provided to this office The engineer
shall be entitled to rely on the eccuracy all completeress on this information in
the prepaation of the coatrvction dowmerte.
c.— contractor and/or subcmRractors are responsibleviwi for reeng the entire
set of plans all speufications, to include dimensions all sections. My
discrepancies must be reported to the architect and/or engineer prior to
febriettion or insWlbtion of stYucWr,l members
d.Means all methods of construction are the responsibility of the contractor,
1,611 but not limited temporary bracing and/or supports aM'shoring.
lYdlbN
The design of the supeYstnucWYe has been based upon:
a Internal anal Res gent al Cope 2021
b. PSCE l
c.ND32013 Natonel 5pecfication for Wood Construction"
d.WFCM "Wood Frame Construction Manual"
e. Al- 14 "Manual. for Steel Constrvction"
f. ASCE 59q-- "American Natlonel Design SWMsds"
IDADIN6
Design Live Loads
a,RooP Rafter (W slope)
X<4 20 pen
a <X<12 =16 psf
X>12 =12psf
b. Floors
LL 40 pelf
Dead load has been Considered for material weight end de., a nominal floor
w
ring such a ubod flooring or —pet Dropped Tile Flooring .haAld be
d seed with the engineer if not shown in the architecWral plans or chorged
III the process of wnstruction,
uABILrrc
,.Construction Phae observations are audible and re —ended to wnfirm plan
complisw.
b.lf ASEC Is not contracted to perform wnstruction ph- observations. ASEC
Ill no responsibility for the proper implementation bF our plans oY I.re
performance.
CITY OF GRAPEVINE
THIS PAGE RELEASED FOR CONSTRUCTION
CONFUCT WRH THE BIII _. Co.. OR ZONING
ORDNANCE
CITY APPROVED PLANS TO BE KEPT ON THE JOB
SITE AT ALL TIMES.
07/06/2026 10:11:58 AM
BY: KELLY TAFF TSBPE: 1-3971
5 MATERIALS
soon Wmber
a,All ubod members are to be Southern Yelbw Pine e2 (SYP s21
b All lumber specified has been designed using the values effective on J 1. 2013.
c.SWd framing is to conform with the building code adopted by the citl
d.Sill plates in wrL with concrete or masonry s 11 be pressure treated with
preservative
e RaoF Framing
Rafters shall be 2xb a 24" on center
Nips, valleys, all ridges mall be 2x5, mmlmum.
Purlins shall be 2xb braced at 4B" on center
Nrlin strut bracing shall follow the schedule below.
ins
f. Ceding Fra ng
Ceiling Joists shall be 2xb . 1.- on center, unless noted otherwise
All hangers shall be Simpson Strongtie or approved equal
g,Knee bracing shall consist of doubt retere Corr- to the beam with (e)12d
mahs
In Ratter cut joists all beams should have a minimum heel height of 4" tall at the
outside of the exterior wall,
Fngireered Wmber
a.Laminated Veneer Wmber (LVI) are to be 2-C FB (2.OE) by Myer ...r or
approves equal.
I
. LVL beams are to be wnrected per the manufacturers spp,iFlcat,o
c.sts are to be Weye—eer Tres. t Engineered Ww.d Products oY
approved equal.
Open Web Tru
d,Open Web Roof all Floor trusses are be to submitted to our office for review
end approval.
,.The truss shop drawings are to be supplied by a truss manufacurer with on
approved Texas engineer seal and sigraWre.
f. The truss manufacturer should apply We 'caging as shown on our first-flobr
ceiling pis roof plan,
g.Truss manufacturer to design floor trusses for VA- live load,
h. ttussen 5upporting The or stone should be designed for L 0 total deflection.
I. Recess truss cards for Lle a reeyired by the clil
sheer
s,All roof sheffihing shall be a minimum of 4" 05B.
I
. All Floor deokiig shall be a minimum of iz' —
c.Roof and floor decking sheathing shall be -A spa rated.
q All wall sheathing shall be a minimum of J" OSB all nailed per the lateral bracing
notes.
5trvcW ral Steel
a.5truc"'ee stl for wlumns and beams shall be new domestic steel.
b. structural steel shall be fabricated ono erected with the latest coition of the
Al- specifications.
c.5trucWral steel shall conform with the following ASTM specifications
Wide Flange Sections - ASTM —, brace SO
Hollow Steel sections :—AS 00, Grade B
Pipe sections P53, brace B
W.-Ilso-e Sections =A5TM A36
d.All connections not detailed hmid follow the — "Main 1 a Steel Construction"
e All welding shall w ,m to the requirements of the American Welding Society and
the AISC.
f, All welding shall be performed by certified webers.
FOUNDATION GENERAL NOTES
1. GENERAL CONDITIONS
a The folbwirg speufcations are to be followed for suc Nl implementation a
the ins oundation tallation all maintenrnce of the Post Tensioned ftwndalon.
b.The engineer's responsibility is For member sizing and strength design. The
architecWral plans all the addtional Information shared by the builder ore used
for the engineered deslgn Special conditions or loads must be brought to the
attention of the architect.,d engineer
c. These plans are based on the information provided to this office. The engineer
shall be entitled to rely en the accuracy all wmpleteness of this Information in
the preparation of the construction gowments.
d The contractor and/or subwM.ractors are resporr.ible for reviewing the entire
set of plans and specifications, to include dimensions and sections, My
discrepancies must be reported Co the schltect sd/or engineer prior to
fabmcation or Iinstaation of structural Members.
,,Means ond methods of construction are the responsibility of the wnLrstor,
lh,Udmg, but not limited temporary bracing ah, o supports end shoring.
2 DESIGN
The -.I., of the foundet on ha been It— own:
a nterratlonII Res dental Code 1-1b.ehapter IC of the International Building Code (IBc)
,sign and construction of edition Post-tensionel e4absonyrouM, Post Tensioning
c InstiWte, 3M with LM1e 2008 supplement.
d,Current ,ditch of the American concrete institute (AEA)
e.PG 301 SPb,i Clore for SCrvc 1 Concrete for BuilCings"
I,
AC 11, Stallard speeifications for tolerance for concrete const..Uon all
materials"
g.ACl 224R-01 'control of Concrete cracking in concrete StrucWres"
h.Prevailing and good engircerm, standard a practice
beotechnical Report 11— Published by Feather Engineers on April Rth, 2026.
Given PT pmameters.
Edge Moisture Variance
center un = B,gg Feet
Edge Lift = 4.53 Feet
Differential Soil Movement
Center Litt -1,15 inches
Edge Lift - 2.451—,
3. SITE PREP_`,_
o. The —potor should locate all existing utilities prior to excavation. The
-,ter shall inform the owner of any utilities found and give the owner the
ability to rerM for wrk to poceed without severe delays.
I. All excavations recommended by the geotechnical engineer to remove undesirable
soil material snald be monitored to corw wmplience by the --ter.
1,.5ele, Fill .hould be compacted dcwMing to the projects geotechnical report.
c.beotechnical Earthwork rewmmendatlons The following rewmmengations apply to site grading and general fill placement at
the site. If grading and fill material is required.
My top soil all organic surface strata should be removed. The subgrode should
I firm all able to support the construction equipment wthout displacement by
PROOF ROW He. Soft or yielding subgrade shwid be corrected and made stop'.
before wnstruction proceeds. Loose sands, —htrolled fill, .—or softened
wbgrade below a Aemolish £collation may require soil stabilisation.
xcavati all r.... II Gion de determined by proof rolling. Prior to FlII
plaoerl the subgrode .1-1d be scarified to a depth of appoxlmaI six (b)
Inches, Its —I.-I wntent adju.ted, all rewmpacted to the density specified
Merin for fill. Do not place FlII or poor the fouMetion on a dry subgraoe. A b -
III surface layer can swan considerably and add u,I`p, een movement.
Any tree that are w down must have than root system removed. The area
(excavation pits) sh.ld be flooded and allowed to absorb moisture (relllood as
eedl moisture wnd'tion and rewmpoct fill. Time is beneficial before building
to allow the soils to reach equllibrlum. These seas will have the potential to swell.
Allcavtti... must wmply with applicable local, state and federal safety
regulations. The responsibility for excavation safety and stability of temporary
wnstruction slopes lies solely on the contractor.
4. MATERIALS
Concrete
a.Concrete .1.1b have a 3C— psi minimum compression strength.
b Concrete mix III shall be proportioned to mi nimixe the adverse affects of
climate A the time of the year the concrete Is placed.
,,All cast -in -place concrete should have a slump of 5 inches
d.Unless noted otherwise, provide 4 egree chamfer at all exposed edges all
a,.All atAn-place concrete shall be worked In word with A CI 301.
Rebar reinforcement
,,All reinforcing steel shall be new billet steel conform nf, to ASTM A-6 grade 60
e. cept for 4s rebar whim may be grade 40.
b,ReiMorcement shall be free of rust all deleterious effects.
c.Minimum coverage of reinforcing steel
Concrete tat —— = 3 indite.
Concrete cat 9a nst forms = 2 nches
eld—, - inthe.
d Spliws 1, rotor reWorte herR should be I-eted at minimum stress points.
Post Tension Tendons
..All tendons shall be stressed to BO%guts all anchored at 10%guts pet the AG
I
. Tendons shall b to 55 kips all anchored at 2 1 kips.
,.If strands ae danaged, they shmld be repaired per the the PT recommendatlore.
d.All tendons shwlq be 'S" diameter, -I k51 seven wire law relaxation strolls
msufacW red In accordance with the ASTM , free from wrrosion and coated
with a corrosion protestant greae, and shall be sheathed in a high density
"I
or poly propylene,
e. Minimum sheathing thickness for strands shall be 0.025".
5. DRILLED PIERS
a All Piers shall be 12" Diameter
oAll Piers shall be tg feet deep measured from existing grade
,.Al piers shall be observed by the st,u raI engineer during the time of drhling.
d.All piers shall be drilled end filled within 41,— of drilling.
e.B , Con,rete shall be removed Grand the top of the pier eb no additional uplift
force. develop on the pier. A sonotube should be used to form the top of the per
and maintain the shape if required.
f'. in water Is fw shallower than the depth of the pier the wntracto, should let ar
Office know. Temporary oalrgs o, be required T the water table is shallower than
dunrg when geotechnical testing was wmpleted,
g. Water all Iwse mffieria' should be removed from the bottom of the pier before
concrete placement.
h. All piers shall be rei—ed with (2)15 rebar.
b. GRADE BEAMS MID SLAB
I. The slab thickness -4.5 inches
I
. brad. beams are to be 10 Inches by 2B inches.
T d'WER RE5PON51BILITY
I, Rain butters should be installed so water is directed a mwm of s feet awai
from the foundation edge.
b.Soil Ill mid below the foundation should maintain s equal level of moisture
thrwghout the life of the structure
s should c not be plated a jawnR to the—..tion. Maintain a distance quay from the foundation equal to the hell of the trees to be planted.
8. LIPBILITY
a.ASEC always recommends having a geotechnical Investigation completed for all size
pr jests, ASI c relies on the geotechnical report for proper foundation design
pa— but does not accept liability for the acW racy of the geotechnical
report pov . to our office.
I
. constrvcI Phase observations are available all recommended to confirm plan
compliance, Please refer to the lift of foundation observations below.
Pier Observation
Foundation Pre-P
—ne pton Ae—r
Elergation
..If A5Ec is cat contracted to perform the aforemen[loned observations. A5Ec
accepts no responsibility for the proper Implementation of car plans or f W re
performwee of the—rde lon.
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FOUNDATION DE516N
T.PI� 6� BEAM RE,~FDR�m.T D�T�
BUDILADE¢ TO VE¢I� �W1T1 M05T RECNt'NT�155JE DATE
9' A"
b EC 5F ®3'-ltj'
S�— — BEaM --ENT DIILI PROSST NI,MaEx „�
Ha E—NEB 1 Q l`EDATE
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C-PR B'.. KEPT
07/06/2026 10: 12:G7 �1
BY: KELLY TAFT T: tBPE:
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EPEE.—oRP1.-1 m«Ta,
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SECTION 1 SECTION O2 SECTION SECTION
REEF¢ rH15 SECTION FOR GENERAL INFORMATION —
PA z71=ATM
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SECTION SECTION ate' SECTION
EMI, N�o
5E0TION 12F749 SEGTION
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----- _ 47
TYPICAL GRADE BEAM REINFORCEMENT DETAIL
SECTION 10
CITY OF GRAPEVINE
THIS PAGEOELE. X FnA ff. WiTR11fjTr
RELEASE DOES No' Al1iH(f (Z ANV WUHff IN
CONFLICT WITH THE BUILDING CODE OR ZONING
GRDINANCE
CITY APPROVED PLANS TO BE KEPT ON THE JOB
SITE AT ALL TIMES.
07/06/2026 10,12:28 AM
BY: KELLY TAFT TSBPE: 1-3971
x DIVIERIN:
R OT APPLY TO CONSTRUCTION IN ELEEASEMENTS OR PUBLIC RIGHT-0E-WAY
ALL CHANGES MUST BE APPROVED.
SECTION 11
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MEMBER 512E SPAC,M6 aAXI SPAN
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CITY OF GRAPEVINE
THIS PAGE RELEASED FOR CONY IUCTI N _
RELEASE DOES NOTAUTHORRE ANY NORK —
CONFLICT WITHTHE BUILDINGCODEOiZONIWL. —
ORDINANCE I L
CITY APPROVED PLANS TO BE KEPT ON THEN 5
SITE AT ALLTIMES.
07/06/2026 10:12:37 t W J
BY: KELLY TAFT TSBPE, 1-3971
I ! 1 _
I I BUILDING INSPECTION Dl-%O TON IN 7.
RELEASE
OTAPPLY
} 5 �' EASEMENTS OR PUBLIC RIGHT-0F WAY
I t0? tl O I ALL CHANGES MUST BE APPR�ED.
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ROOF FRAMING 1;E51GN
,—E. I/4' = 1'-0'
MAXIMUM ROOF SPANS
(COMPOSITION / METAL ROOF)
RIDGE HIP/ RID6E HIP/ RAFTER'
ROOF PITCH (2x10) VALLEY (2xb) VALLEY (2x6'9 AT
(2x10) (2x8) 24" 0.6J
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CITY OFGRAPE\INE Im x
THIS PAGE RELEASED FOR ONS Ol
RELEASE DOES NOTAUTHORI��ANY KI
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ORDINANCE Z
CITY APPROVED PLANS TO BE(EPT ON E!;M
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BY: KELLY TAFT TS 3PEqq7g
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BUILDING INSPECTION tlNSION:
RELEASE DOES NOT APPLY TO—STRUCTIO
EASEMENTS OR PUBLIC Rl� HT -
ALL CHANGES MUST BE 1 D.
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TOP PLATE SPLICE STUD BLOCKING AT„„„.rE „„,_ 3O°"^`s"'°"`�"' SECTION
5HEATHING JOINTS
LATERAL SUPPORT AT MID ELAN
LATERAL SUPPORT AT DREAM BEARING "�' a.c n,rwrsr rww vea
TYP. FLOAT BEAM w/ LATERAL SUPPORT f 5ECTION^^" "'°n ^"s" 5ECTION
SILL PLATE ATTAGHMENT
CITY OF GRAPEVINE
LE THIS PAGE RE EASED FOR CONSTRUCTION
RELEASE DOES NOT AUTHORIZE ANY WORK IN
CONFLICT WITH THE BUILDING CODE OR ZONING
ORDINANCE
CITY APPROVED PLANS TO BE KEPT ON THE JOB
07/06/2026 10:12:57 AM
BY: KELLY TAFT TSBPE: 1-3971
BUILDING INSPECTION DMSION:
RELEASE DOES NOT APPLY TO CONSTRUCTION IN
EMENTS OR PUBUCRI HT -OF -WAY
ALL CHANGES MUST BE APPROVED.
SADDLE TO SUPPORT WOOD BEAM — TYPICAL BA5EPLATE O
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5HEAR WALL SCHEDULE w/ GYPSUM INTERIOR
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FOUNDATION LEVEL HOLD-DOWN SCHEDULE
HOLD OYVN NO. TENSILE GAPAOITY
(HDM) TYPE FASTENERS TO 5TUD PNGHOR BOLT (LB51 STUD 51-
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5ECONE7 FLOOR STRAP SCHEDULE
5TRAP NO. (5A) TYPE I FA5TENER9 TO 5TUD END LENOh I TENSILE GAPAGRY (L155) STUD 51ZE
1. GENERAL GONDITIONS
a.The shear wall design plan represents the extent of bracing required to comply with
section R602.10 of the adopted building code. Certain areas may not conform with
the adopted building code but an engineered solution has been provided to ensure
adequate performance.
2. DESIGN
The design of the shear wall plan has been based upon:
a. International Residential Code 2021
b. A5GE T
c.ND5 2015'National 5peGificatlon for Wood Gonstructior"
&MGM "Wood Frame Gonstr-tlon Manual"
5. MATERIALS
studs
a. All wood members are to be Southern Yellow, Pine •2 (5YP #2)
b. Finger jointed material is acceptable
Anchorage
..Exterior sole plates should be anchored to the foundation using 1/2" diameter A56
anchor bolts spaced at 6'-0" (max) o.c. there shall be a minimum of two bolts per
plate section with one bolt located not more than 12" or less than seven bolt
diameters from each end Of the plate section. these bolts should extend a minimum
of 7into the foundation With a 2" leg).
b.lnterior bearing wall sole plates on monolithic slab foundations shall be positively
anchored with approved fasteners. in lieu of the above described anchoring
system, an anchoring system that has been approved by the building official and
icbo may be substituted.
Straps
a. Locate strap on stud column of first -floor anchor below refer to second -floor
strap schedule for strap size and fasteners required.
Blocking
a. Blocking Is required at all shear wall panel edges. See shear wall schedule for
connection requirements.
4. INSTALLATION NOTES
s� csty rzv toa to nrh ry PLr ..Use caution when installing hold downs to avoid damaging the post -tensioned cables.
b.5traps should be attached to the same stud pack at the first floor hold down below.
s? cta rso)1ad ta. taro rzl PLr a. All exterior walls should be —1 U.N.O.
d.," Gypsum is as sumed to be installed at all interior walls. The maximum nailing pattern Is
ss Gasrats r58) the �.� aaw r9 PLr to be T' O.G.
e.5tud spacing should be 16" O.G. Maximum
sa —4 revs Ive am asss ry PLY f. 05B Panel shall be placed directly to the wall studs
g.0515 sheathing shall be placed with the long direction horizontally
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Note: Install sheathin on inside and
Out.
ide of wall If 2 story above panel.
CITY OF GR 1PEV1
THIS PAGE RELEASED 1 OR C S x�i ON
LEAS REE DOES NOT, ORI 0f11E IN
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OROINA iCE Z
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CITY OF LEASED ORCOI
THIS PAGE DOES
NOT UTHOFU O `VTR
CONFLIRELEACT DOESNOTAILDING C NY
CONFLICT WITH THE BUILDING CO\►'OR G
ORDINANCE
CITY APPROVED PLANS TO BE KE'T ON
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07/06/2026 10:13: AM
BY: KELLY TAFT TSBF'E: I- 1
BUILDING INSPECTION DM, SION:
RELEASE DOES NOT APPLY TO CO►STRI.-ON IN
EASEMENTS OR PUBLIC RIGH' -0E-WAY
ALL CHANGES MUST BE AP'
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PROVIDE SAFETY GLAZINGS AS REQUIRED PER
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RESCUE DEENINGS PER SECTION 310 OF THE
INTERNATIONAL RESIDENTIAL CODE
F-
RIGHT SIDE ELEVATION
SCALE: [;4-F-T
CITY OF GRAPEVINE
THIS PAGE RELEASED FOR CONSTRUCTION
CITY APPROVED PLANS TO BE KEPT ON THE JOB
SITEATALL TIMES.
07/06/2026 10:13:39 AM
BY: KELLY TAFT TSBPE: 1-3971
BUILDING INSPECTION DIVISION:
RELEASE DOES NOTAPPLY TO CONSTRUCTION IN
EASEMENTS OR PUBLIC RIGHT -OF WAY
ALL CHANGES MUST BE APPROVED.
i
SPECIAL NOTE
PROVIDE SAFETY GLAZINGS AS REQUIRED PER
SECTION 308 AND EMERGENCY ESCAPE AND
RESCUE OPENINGS PER SECTION 310 OF THE
INTERNATIONAL RESIDENTIAL CODE
N
LEFT SIDE ELEVATION
SCALE:
REAR ELEVATION
SCALE: U/ -1'-0"
CITYpOFFEGGRFAAPpEV�IINEESiJ�
THIS PAGE f�sf0(! fkUfH(JifLEANq WORK TINN RELEASE W
CONFLICT WITH THE BUILDING CODE OR ZONING
ORDINANCE
CITY APPROVED PLANS TO BE KEPT ON THE JOB
SITE AT ALL TIMES.
07/06/2026 10:13:44 AM
BY: KELLY TAFT TSBPE: 1-3971
BUILDING INSPECTION DIVISION:
R OTAPPLY TO CONSTRUCTION IN
EASEMENTS OR PUBLIC RIGHT-0E-WAY
ALL CHANGES MUST BE APPROVED.
4e
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OVERSIZED MASTER
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II I
�nT-� TOTAL UNDER ROOF 5,566 SQ. FT.
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RELEASE DOES NOT AUTHORIZE .
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ORDINANCE CkI
CITY APPROVED PLANS TO BE NjPT
SITE AT ALL TIME.
15
07/06/2026 10:14: 0�
BY: KELLY TAFT TSB 'BUILDING 2-2
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RELEASE ODES NOTAPPLV TO CO S%11B(&Ima g
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DAVID COLE
DWC BUILDERS LLC.
Theseplansazeintmded to provide the basx� ,vcti pFinati0l•ko substantrall com lek this structureThesr I�qs muverifiedanSmith
compleelybathep-ninauthho ifor hep Tnpd anc ,e"r911'2-CGLL"
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817-7! 13-6770
ommio ffound,fstobebrou timmediat. totlieaono the bw er
3_CEL
1514 Terrace Drive Grapevine, Texas
Glade Rd Suite"160
anblfme uemrn cfioNwadnceer�arensa►,na& All rczlmdesoxdinanceI
Col ;,,e,TeXas 76034
Y
Con withtheseagenies,nilesand/ormgTahofisannbezunefeatoblae
and durin¢all constroctroa
AALLARD Project Number: 05626
STRUCTURAL ENGINEERING Pagel oil
April 14, 2026
Cory Anthony
Re: 1514 Terrace Dr, Grapevine, Texas
job #: 05626
The attached foundation design plan for the above property has been designed in accordance with the International
Residential Code (Version 2021). The foundation design is based on the recommendations provided in the
geotechnical investigation published by Feather Engineers. (Project Number: 17259, dated April 2026).
Anolicahle Desum Parameters
1. Allowable Bearing Pressure: 1500 PSF
2. Potential Vertical Rise (PVR): 1.5"
3. Plasticity Index: 32.9
Furthermore, we will be completing the aforementioned observations for new residence and this requirement has been
communicated with the client
1. Pier Pre Pour
2. Foundation Pre Pour
3. Elongation
4. Frame and Shear Wall
These requirements have been communicated
with the client
Sincerely,
lS.�p. EOFTE'•+ 11
�MILES
C. ALLARD
..o:.....134545 ....
Miles C. Allard
G1 FSS%ONALE�G�
Principal Engineer
MSC£,R-134545.4/14/2026 (Re o,.IMopy G 11'�i
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1111 moy— ne eno�pee m orerasmo,� wpm„���
on (lum M,IesC Al1�N, MS.C.E.. P.E,
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CmY OF GRAPEVINE
SnE AT ALL TIME
07/06/2026 10.15:12 AM
BY: KELLY TAFT TSBPE 1-3971
T (972)441-2443 C (817)412.0185
EMAILAdmin@AllardStructural.com TXFIrmRegletmtlon NO.: F-21518
RESNET HOME ENERGY RATING
Standard Disclosure
For home(s) located at: 1514 Terrace Dr, Grapevine, TX
Check the applicable disclosure():
WTheRater or the Rater's employer is receiving a fee for providing the rating on this home,
pin addition to the rating, the Rater or the Raters employer has also provided the following consulting services forthis
home:
pA. Mechanical system design
MB. Moisture control or indoor air quality consulting
tic. Performance testing and/or Commissioning other than required for the rating itself
IID.Training for sales or construction personnel
rI L other(specify)
pThe Rater or the Rater $ employer is:
IIA.The seller of this home or their agent
pB.The mortgagor for some portion of the financed payments on this home
MC. An employee, contractor, or consultant of the electric and/or natural gas utility serving this home
IIThe Rater or Rater's employer is a supplier or installer of products, which may include:
Installed in this home by OR is in the business of
Products IIRater pEmployer Rater IIEmployer
HVACsystems ater IIEmployer
IIRater pEmPloYer R
Thermal insulation systems UP -ter pEmployer IIRater IIEmployer
Air sealing of envelope or duct systems 1—1 IIRater QEmployer
[]Rater pEmPloYer
Energy efficient appliances IIRater pEmployer
contractor, etc) IIRater pEmployer
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IIRater IIEmployer
Other (specitY):
e Industry National Home Energy Rating Standard as set forth by the Residential Energy Services Network
pThis home has been verified under the provisions of Chapter 6, Section 603'Technical Requirements for Sampling" o
the g
(RESNET).NET). Rater Certification #: 7995629
Signature:
Name: Lacy Merrill- RTIN79956291CC8684420 4120/26 at 2.42 PM
Organiution: Texas Nome Energy Professionalstrue and onectto the best of my knowledge. As a Rater or Rating Digitally signed:
I attest that the aboualinformation is control provisions f the Mortgage Industry Nat ona Home Energy Rating Standard asrset
abide by the rating qualityational rating
forth by the Residential Energy Services
are contained inChapter-The .6 of the standard alndcaretposted etstandons of the rating
httpsi/standards.resnet.us provider.
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Building Specification Summary
Property
Organimtlon Inspection Status
1514Termce Dr
Texas Home Energy Professir Results are projected
Grapevine, TX 76051
Lacy Merrill - RTIN7995629 h
Model:4120
Community:
Builder
Cornerstone Renovations
15141ermce Dr_4120
Building Information
Conditioned Area [TO
4,120,00
Conditioned Volume [ftl
53,560.00
Thermal Boundary Area [ftJ
11,850.00
Number Of Bedrooms
3
Housing Type
Single family detached
Building Shell
Unconditioned Atticl None
Ceiling
Sealed Attic Ceiling None
Vaulted Ceiling/ 11-22-Foamed Gl-6",U-0.044
Exposed Exterior
Above Grade Walls I R-13/.001 Foam G1_16"ac Brick U-0.081
Found. Walls None
Framed Floors None
Slabs UninsuWed; R-0
Rating
HERS ERI
HERS ERI w/o PV
Wrndows (tamest) U-Value: 029, SHGC 0.23
Willow/ Wall Ratio I0.19
Window / Floor Ratio 10.16
on I nfihrati4ACH50
Dud Lkg to Outside 182 CFM @ 25Pa (3.98/ 100 ft2)
Total Duct Leakage 182 CFM @ 25Pa (Rough -in, with Air Handler)
Mechanical Systems
Heating Furnace - Natural Gas• 90 AFUE
Cooling Air Source Heat Pump• Electric• 175EER
Water Heating Residential Water Heater• Natural Gas• 0.65 Energy Factor
ProgrammableThennostat Yes
Ventilation 5ystem 130 CFM• 25 Watts• Supply Only
Whole House Fan N/A
Lights and Appliances
Percent Interior LED
100%
Clothes Dryer Fuel
Electric
Percent Exerior LED
100%
Clothes Dryer CEF
3.0
Refrigerator(kWh/yr)
690.0
Clothes Washer LER(kWh/yr)
400.0
Dishwasher Efficiency
467 kWh
Clothes Washer Capacity
3.0
Ceiling Fan
None
Range/Oven Fuel
Natural Gas
Ekotrope RATER - Version 5.2.2.3845
M resuasarebasetlontladenreratl
MElmbopeuses. Ekmmpetlodarmsall Iiabarty fortMNtomalwnsboxn an
Misreport.
APH 202E
rFEATHER
ENGINEERS
RESIDENTIAL BUILDING
1514 TERRACE DRIVE,
GRAPEVINE, TEXAS
Geotechnical & Foundation Engineering
Construction Material Testing
FEATHER Laboratory Testing
6NWAISM
4/9/2026
Attention: Mr. Cory Anthony
Email: cory.newhomes@gmail.com
Geotechnical Engineering Report
Residential Building
1514 Terrace Drive, Grapevine, Texas
The results of our geotechnical engineering study for the proposed project are presented in the
following report. The geotechnical study has been conducted in general agreement with our proposal
agreement.
We appreciate the opportunity to provide geotechnical engineering services. If you have any questions
please let us know.
Sincerely, �PtiOFrf��!
JEaEM r FEa�TtleasroN o
.�
`i.,,�., 1�2637�0..��.�
CITY OF GMPEVINE
T.IE FACE-E=otEw�rar
Jeremy L. Featherston, P.E. ! Principal Geotechnical Engineer —I—
CE
Texas Board of Professional Engineers cn....a E rEprpLL ra<s roarNE 4c
Firm Registration No. F-18942
07106i2026 1015 31 AM
BY: KELLY TAFT TSBPE I-3971
FEL115E DOE' NIT APPLY TO CCNBTFLCTON IN
sots Vo gEr or
Dfl.,,Tx 76232 FEATHER ENGINEERS
469-337-0809
TABLE OF CONTENTS
SECTION
PAGE NO.
1 INTRODUCTION
1
1.1 Project Information
1
1.2 Purpose and Scope
1
2 SUBSURFACE CONDITIONS
2
2.1 Area Geology
2
2.2 Subsurface Stratification
2
2.3 Groundwater
2
2.4 Seismic Site Classification
3
3 ANALYSIS AND DESIGN RECOMMENDATIONS
3
3.1 Potential Vertical Rise (PVR)
3
3.2 Geotechnical Recommendations
4
3.3 Shallow Foundations
5
3A Lateral Earth Pressure
6
3.5 Consolidation Settlement
7
3.6 Pier and Beam Foundation
7
3.7 Drilled Pier Construction
7
3.8 Suspended Grade Beams and Floor System
8
3.9 Reduction of Soil Movement
8
3.10 Secondary Considerations
9
4 EARTHWORK
10
4.1 Site Preparation
10
4.2 Non -Expansive Select Fill
11
4.3 Placement and Compaction
12
S PAVEMENT RECOMMENDATIONS
12
6 GENERAL COMMENTS
13
APPENDIX A
Plan of Borings
Boring Logs
General Notes
Page 0 FEATHER ENGINEERS
Geotechnical Engineering Report
Residential Building
1514 Terrace Drive, Grapevine, Texas
I INTRODUCTION
This report presents the results of a geotechnical engineering study for the proposed Residential
Building at 1514 Terrace Drive, Grapevine, Texas. Cory Anthony authorized the project and aided in
providing the project information summarized below.
1.1 Project Information
Location
See Plan of Borings for Site Vicinity Map
The building location is on a developed lot and empty lot; with
Existing Ground Conditions
existing structure to be demolished, irrigated lawn, with a large tree,
generally slopes -Ito-2%(BI to B2). Historical Images indicate
conditions similar to existing.
Site Layout
See Plan of Boring (A1) in Appendix A
Proposed Construction
Residential Building
Finished Floor Elevation
Anticipated near existing grade
Point: 40 k
Assumed Maximum Loads
Wall: 2.5 klf
Slabs: 130 psf
1.2 Purpose and Scope
The purpose of this geotechnical study has been to determine the general subsurface conditions,
evaluate the engineering characteristics of the subsurface materials encountered, and develop
recommendations for the type of foundation suitable for support of the proposed building.
To accomplish its intended purposes, the study has been conducted in the following phases.
Drill borings to determine the subsurface conditions and obtain samples;
Laboratory testing to determine pertinent engineering properties;
Engineering analyses and geotechnical recommendations for the proposed construction.
Page 1 FEATHER ENGINEERS
2 SUBSURFACE MOTIONS
2.1 Area Geology
Based on area geology and field observations, the site is located within the Eagle Ford Geological
Formation in North Texas. Residual clays of the Eagle Ford formation vary in color from light
brownish gray to dark brown, brown and tan. The clays have high plasticity, are highly expansive,
and undergo large volumetric changes with climatic cycles. The clays are jointed and slickensided
and often contain silt and sand seams and partings, as well as bentonite seams. The shale's of the
Eagle Ford formation are dark in color and range from soft to hard (rock descriptive terms). The
shale is often limy and has some very hard limestone seams and layers. Soft bentonite seams and
layers can also be present within the shale.
2.2 Subsurface Stratification
We- 1 0-3.5(B1, B3) SANDY FAT CLAY, dark brown 0.40 very stiff
Stratum2 0-5(B2, B3) SANDY LEAN CLAY, dark brown 0.43 very stiff
Stretum3 3-6(B1, B2) SANDY FAT CLAY, gr,ylsh brawn 0.39 very stiff
Stratum 4 5.5-9 (B1, B2) SANDY FAT CLAY, tan & gray 0.. very stiff
Stretum5 8-15(Bl) SANDY LEAN CLAY,-msh brown&gray 0.51 very stiff
Borings logs are presented in Appendix A and identify the conditions encountered at that specific
location. Stratification boundaries represents the approximate location of changes in subsurface
material. In situ transitions may be gradual. The "Mc/LL" column above represents the moisture
content divided by the liquid limit as a relative measure of dryness of soil conditions; values greater
than 0.5 can be classified with ideal moisture conditions with minimal swell potential, values 0.37-
0.5 in a moderate moisture condition; values 0.25-0.37 in a dry condition; and values less than 0.25
in a severely dry condition. Highly expansive clay in a dry condition possess the greatest risk to
foundation distress.
2.3 Groundwater
Shallow subsurface seepage was observed at 4' during drilling operations on 4/1/2026 and the
water level was measured 4' at the end of day. Borings 2 and 3 were dry. It is anticipated that water
is perched on the sandstone layer. Seepage could occur through out the site depending on the
depth of the sandstone layer.
Page 2 FEATHER ENGINEERS
Fluctuations of the groundwater level can occur due to seasonal variations in the amount of rainfall;
site topography and runoff; hydraulic conductivity of soil strata; and other factors not evident at the
time the borings were performed. Water traveling through the soil (subsurface water) is often
unpredictable. This could be due to seasonal changes in groundwater and due to the unpredictable
nature of groundwater paths. Therefore, it is necessary during construction for the contractor to be
observant for groundwater seepage in excavations in order to assess the situation and make
necessary changes and/or recommendations.
2.4 Seismic Site Classification
20181nternational Building Code (IBC)
D
Note the IBC requires a site soil profile determination extending a depth of 100 feet for seismic site
classification. However, our scope of services did not include a boring to 100 feet. The deepest
boring only extended to 15 feet, and it can only be estimated that the soils encountered continues
to a depth of 100 feet.
3 ANALYSIS AND DESIGN RECOMMENDATIONS
Subsurface conditions within the proposed building site consist of sandy expansive clays with
moderate potential for volume change (shrink and swell) movements with variations in soil
moisture content. The existing moisture content is in a moist condition between extreme dry and
wet conditions. The expansive soils at this site can subject shallow foundation elements, slabs,
flatwork, sidewalks and paving placed on the soil to differential post construction movements due
to moisture fluctuations in the clay. The project site is in the Eagle Ford formation known for
extremely severe expansive potential. However, its near the boundary of the Woodbine Formation.
The soil is more consistent with the Woodbine Formation typically consisting of sandy clay and
clayey sands compared to the Eagle Ford. It is possible that subsurface conditions beneath the
demolish structure could contain more expansive clay content than found in the borings of this
report that only had access to the open lot and considering the site near the boundary of these
formations. If any expansive shaly clay of the Eagle Ford formation is encountered during
excavation of the pool contact FEATHER ENGINEERS for further evaluation.
Page 3 FEATHER ENGINEERS
3.1 Potential Vertical Rise (PVR)
provides the test method (Tex-124-E) for
p PVR of approximately 1.5 to 3 inches has been
The Texas Department of Transportation (TxDOT q sand for seasonal moisture
determ( ,ing Potential Vertical Rise (PVR).
possibility that the soil will be in the dry
estimated based on the subsurface conditions revealed by the boring
fluctuations. The larger PVR value accounts for the P
condition at the time of construction and the Eagle Ford Formation risk. The PVR values provided
grading, poor drainage
were calculated using a 15 foot depth and 1 psi surcharge. Soil movements larger than estimate
could occur due to inadequate site
leaking irrigation lines and ponding of storm water.
3.2 Geotechnical Recommendations
ro riate for the proposed structure if some post -Construction
Based on the field and laboratory data available, along with previous experience, a monolith
on-grade system would be apP p rade system should be designed to withstand the predicted
movement is acceptable. The $tab-on-g
shrink/swell movements provided in this report.
1. Changes in
redictable. Seepage potential and annual expectation
nl greater
higher
Groundwater was observed at 4' after completion of drilling operations in boring
groundwater elevation is largely unp
peer should determine buoyant forces
average and/or future development in the area can warrant the ex
could occur. Pool and the critical drained condition. Piers can
groundwater elevations accordingly based on the bottom elevation eofthe p esign eng
be utilized to resist uplift forces.
vation
r in
Regtion
arding shallowfoundations p with elements ofdselatw fill canhreducer the aPVR toless thanbI inch.
with raising grade,
However, subgrade remediation to reduce the explectansive potential is not needed comovement
st effective
compared to benefit if the or t
ff foundation
ve i designed f used e consider existing nreduringtthe an PVR. some
any
is tolerable; otherwise,
subgrade preparation 5 feet beyond the edge of foundation. See Section 3.7 Reduction of Sol
Movement and Section 4 Earthwork.
ill a
um
teral
a ration:Over-excaovoiteerimeterlace with select as this distance experienceupliftuplft
Regarding pool subgrade prep greater
distance of 3.7 feet of expansive clay around p p
friction from moisture access. Pool depths less than 2 feet can result in vertical movement g
pansive
is over beneath the bottom of the Pool
iexcavated and replaced with select fill to theunless depth of at lelast 2 feet. To educe the majority
Of movement a depth of to feet would be required.
FEATHER ENGINEERS
Page 4
The scope of subgrade preparation chosen should meet the owner's desired serviceability and risk
tolerance for the proposed construction; and select a method that best compliments their
construction and utilization plans. The fully prepared subgrade option for shallow foundation
elements reduces the PVR to approximately 1 inch. Deeper depths for subgrade preparation result
in diminished benefit relative to cost; further reduction in PVR can also be achieved by
incorporating piers and/or a horizontal plastic moisture barrier around the perimeter of the
foundation. Contact Feather Engineers if a specific reduction in PVR is desired.
3.3 Shallow Foundations
Parameters are provided below for shallow foundation elements. If a monolithic slab -on -grade
foundation (either conventional or post -tensioned) is selected for use at this site, the foundation
should be designed by the structural engineer to resist the estimated differential movements as
provided herein. The slab design parameters presented below are based on criteria published by
the Prestressed Concrete Institute (PCI), the Wire Reinforcement Institute (WRI), the Building
Research Advisory Board (BRAB), and the Post -Tensioning Institute (PTI) 3rd Edition.
Minimum embedment of grade beams below final grade IS Inches
Allowable Net Bearing Pressure (FS=3) 1500 psf
Subgrade Modulus (k) 150 pci
Potential Vertical Rise, in. 1.5
Passive Pressure 404 psf
Ultimate Coefficient of Base Friction 0.38
J Values in parenthesis represents the fully prepared subgrade option if applicable.
Allowable net bearing pressure is provided for a minimum embedment depth of 18
inches and a factor of safety of three; controlled by the minimum of general bearing
capacity and settlement. Contact FEATHER ENGINEERS if expected loading requires
greater bearing pressure.
_ Minimum embedment is to reduce surface water migration below foundation elements
and is not based on structural considerations. Grade beams should bear on existing
subgrade soils or compacted subgrade.
J The modulus of subgrade reaction (k) is provided for short-term loading and wide area
long-term loading that could induce additional settlements; and depends on the type of
soil, degree of compaction, and the moisture content of the subgrade.
Page 5 FEATHER ENGINEERS
Effective Plasticity Index 32.9
Climatic Rating (Cw) 20
Soil Support Index ( C ) for BRAB 0.83
Effective PI is the weighted average of the PI values in the upper 15 feet using slope and
consolidation factors.
Edge moisture Variation Distance, em Center Lift, ft. 8.99
Edge Lift, ft. 4.53
Center Lift, in, -1.15
Differential Soil Movement, ym
Edge Lift, in. 2.48
The design parameters were computed using the Addendum to the 3rd addition of the
Post -Tensioning Institute (PTI) method and VOLFLO v1.5 software. These general PTI
design parameters only account for climatically controlled variables and represents a
simplified design scenario. Accordingly, the final structural design should consider non -
climatically controlled variables developed latter in the design phase. Non -climatically
controlled variables include but are not limited to: pre-existing and post -construction
vegetation, slopes, landscaping, groundwater, and irrigations.
The values provided are for 'post -construction' conditions varying from extremes
(wet/dry) and a 30 foot depth active zone.
Settlement of a slab foundation system designed and constructed as recommended in this report,
should be less than one (1) inch. The settlement response on a compacted subgrade is influenced
more bythe quality ofthe construction than soil -structure interaction.
The slab designer and slab contractor should consider use of a vapor retarder beneath the slab to
limit moisture migration. Consider ACI 302 and/or ACI 360 for procedures and cautions regarding
the use and placement of a vapor retarder.
3.4 Lateral Earth Pressure
The lateral earth pressure on the subsurface walls of the swimming pool will depend on the
restraint conditions of the wall, the type of backfill, surcharge pressure, and hydrostatic pressure
potential. It is assumed that the walls will be restrained at the top, thus the at rest earth pressure
coefficient will be developed (r).
Non -Expansive, Select -Fill (Imported) 41 (a) 62 (r) 373(p) 831a) 93(r) 248 (p)
Granular Backfill 35 (a) 50 (r) 469 (p) 64 (a) 79 (r) 311(p)
On site soil 52 (a) 69 (r) 201(p) 69 (a) 83 (r) 141(p)
Page 6 FEATHER ENGINEERS
J It is recommended to use free draining material as backfill, cutting the in -situ material back
at a 1(H):1(V) slope.
The above values do not include lateral pressures induced by surface loads or from inclined
backfill, which must be taken into account by the design engineer.
U Granular backfill (Free Draining Gravel or Sand/Gravel Mix) should have less than 5%passing
#200 mesh sieve and less than 30% passing #40 sieve, and be non -plastic. Maximum particle
size is 1-1/2". ASTM C33, size #57 typically meets this requirement.
Swelling soil can cause an additional lateral pressure as high as the overburden pressure
especially if expansive soils is used as backfill behind the wall and become saturated.
Compaction behind the retaining wall should be performed using hand tampers to avoid
pressures larger than the equivalent fluid pressure.
An ultimate coefficient of base friction of 0.38 can be used at the interface between the base of
foundation and the underlying soil can be used to prevent sliding.
3.5 Consolidation Settlement
Consolidation settlements are anticipated to be negligible based on the anticipated loading
configuration. Contact FEATHER ENGINEERS if conditions differ from the assumption in this report,
especially if fill is used to raise grade significantly.
3.6 Pier and Beam Foundation
Design parameters are provided below for drilled piers and helical piers. The depths provided are
from the existing ground elevation at the time of our study.
Minimum Depth loft See note 1
Allowable Bearing Pressure 5 ksf (FS=3) 8.1 ksf (FS=3)
Allowable Side Friction na 0.7 ksf (FS=2) below 10 ft
Total Settlement 1/2"
Min. Spacing 2.5 Pier Diameter, Center to Center
Pier uplift force 500 psf above 10 feet
Uplift Bell Resistance (Ru), Kips Ru = 8.7 * (BA2 - DA2) Where, B=Bell Dia., ft. D=Shaft Dia., ft.
Underream Between 2:1 and 3:1 compared to pier shaft diameter
Page 7 FEATHER ENGINEERS
Asso
`\ o
e\ng
ce�rus\nB�eto
ti
V
the'Tr6caWhen n
end, on
ments
ke
. rs des\gn and P000Yab dest% fore di° Sba oIN pt4p m° stuneeva ab°n�a d\ potenda\\Y
,J The P`e used) and tfiatw°rk m seas ore. a\o "doll
void 1s ad)acen PjR from of moist �s stic ng
no uP\\ft, the aPPro0steSeen sources P
resyst t for the 1e
ea
move uP to tbherforOr' a�oun
ntll big by 31grchs to Y
s\gnrf\ca resistance
\\aPSe and 1f an
Rn auP the s`ond\t pn Wljon
\ers can avoh k P1ers.
J \\out ed to deter aq be need d for straight s
a ne
\ers should be c°UmPed- casings m Y
observe the fo\\ot 1 te,` ioPed
gropdwaterranbeP once
3 pr%ed C�netd4 d pier f Su` ear f °m cu tlmgs and spa rs are used
Of'
e
dl
ata
Pier concrete
nto the excavation.
fa\ling soker\mg and \nundat�on
is achieved, base and shale
The construction If so\\from revent
depth to Pre \�� �thcavaeedaV °f dr\\\\ngto P
stee\. \d be cfete
taken on as Pp5 -b w m th 6„ and a\\ow thPecO Wmbness t and a\\Y,
sh°u\d be P1ac s� dace. mP between a, o�ct\ve cov nr, Zeihodo\ogY• G
of the be36ng e concrete s\u ` P
m
ended to des\Bof C e shaft- A °unit de gn and mete . o
\t 1s reCO ca\\Y d°wn t beta h\evab\e bV therO 3p tikmes the shaft
hs shou\d n°t be greater than
veR r SYstetrt
\ocation sh°°\d d F\off nded foundation sY
stebe ob5eryed
shaft. \engt ended Glade Beams an s of the piers ff° ) ),Or
ins a511'r theVtaee f r of and beam\ 39 box
3'B gasp \d be tled \nt ended, P card Q^Yrdo detere fu\\ IN and ade beams. The cured the
m`n mu the Con tr co o` 9,kor Crete and tat of Pv g °f t �e Soon Pe hh u\d be Pr v d d m the Uzw\space.
bsupa hers* h u d bca s a so Prvi des d f de hre �enfi\at\on s
re
r f \1 usedta dorm `NOrk °a° ba
"',fits
f f�'TMEn
3.9 Reduction of Soil Movement
The following information is provided to help determine the appropriate subgrade preparation
option to reduce the potential for differential expansive soil movement. This section provides
general information for each applicable option and provides recommendations. However, the
option chosen requires the Owner along with their consultants to evaluate each option and select
the method that best compliments their construction and utilization plans for this facility. Further
recommendations and updated parameters can be provided based on the specific subgrade
preparation implemented. If the potential for expansive movement is not significant subgrade
preparation may not be needed and, in some projects, it may not be cost -feasible to reduce the
expansive potential and the foundation should be designed accordingly.
J The interiorfloor slab used with the pier and beam foundation;
J The slab -on -grade foundation;
J Sidewalks, main entry flatwork, patios and other flatwork were a reduction in soil
movement is desired.
A reduction in soil movement can be achieved by the excavation of the clay soil and the
replacement of the soil back in the excavation to a higher moisture content and lower uniform
density. The replaced soil should be topped out with a 12-inch thick layer of select fill to protect the
clayfrom loss of moisture.
This option (moisture conditioning) is most beneficial when the subgrade soils are near their dry
cycle condition at the time of construction. By bringing the moisture content up and protecting the
subgrade from moisture loss the PVR can be reduced greatly. Although this option does not remove
the problematic clay, it limits the ability for clay soil to swell and lift the foundation; whereas
shrinkage from clay soil is less likely to lead to movement of a properly designed raft foundation
since only the perimeter of the structure experiences shrinkage. This option is also more cost
effective than replacing in situ soils with off site select fill. However, the section 3.10 Secondary
Considerations should be followed to avoid changes in moisture content.
If select fill is used to replace in situ soils care should be taken to avoid the "bath tub" effect that
can result in supplying moisture to the deeper expansive clay. Limitthe width of the excavation and
use a non -permeable material to prevent infiltration. Provide a drainage outlet at the bottom of
the excavation or use a sump to remove excess moisture. The benefit of full replacement with
select fill is that the Section 3.10 Secondary Considerations is less critical particularly regarding
trees and vegetation.
Page 9 FEATHER ENGINEERS
,educe the
Swe\\
option to nd d'rfiicu\t1a ^
on Bost effect\ee penetrator° e.Pos<inlaGtt e
e to\MProp ctiant\m \SedbV
ica\\ c ,, resu\t in
ect�ons are tYo ns on can reau�re\ncre i
or Chem ca\ba so\\ cond�i�oti "sore\\.r\s ssma P
be come 3
Y 10 5eco
na
however hard e reduct%on
d recomPa�coa `�°t
Moisture subsrade.th tore content. a
ion\e to this ro
PP\gab
tentia\, mended to verify the
moisture angConel
I mois a' at
\form,, \nl e recom \n&back the avo d chance don recomm ombinotion
in
nlect0efeonesh0udbher\mo`sntue�chem\�i\n1QG e'OverexcovvRtoles tolte�ctve
0 dix8 Proved 4urt Doti fi°tor°tic: Elt reduce theop needed or movement is
otions element2, of selectpnlsivePotentiomovement°nE¢nd any
suhgtad
ound with he exP the exitin9 pVR.
Regording g grade, rerPedia °n to -on IS designe ed°cons der reducing
the
Niawe isin9ub9rade a f°undo s ore us
ver,d to bene it'f t sensitive f e' ffoundotion
to
co PO tint ise, f ed9 kase (when
tolee°Q ip' S t beyond the 5 \rfd as we\\ as eass be to \or,mB
Prep arY Gons`deration d movement loptznt that U the fs \\ with
Second e induced 5O it's ve y imPhe struct ect des,Be. ^' o
31 ntia\for moistutNcdon risk) and be\ow Q Dues\\ PrOeprolects\te.
'Ote
O,tc
To r\ cab\e baedu0 th chanBessh u\d be ind by the 1, r ngs orateu\d ex at ththat water does ^°t Pod
ts
aPecomen a^S ve'P°Tem ban deternune to Pr°v\de surface dra�naBe 5O es away fro
the
g{eater expo u\d be des�g^ rov\d chat the $0U s\oP
e
Site B'adins tef con TO ed, sucH rain system,
ou\d e P rm fret 15
J Orin °r a S to lO he s
Percent to lS fe tbeYond transmitted to t aPProv\mate\ are "a the
e of etc. ed and undation i or Paved to the
the
strupurfromWpOf �(t<ora shff\d be Xstt�thefrom
u tVe eto na{eanfl\tration next
5� \iro
ate
er
'Oa gave
d°w^be uteteirtrBhtsc
ga de5ea\ed in older
not become °d°e acc°mP\` he\o Y
d
w
so that tbeY do
shoo\
area rs a
foundad°n.�h
c
boi\dins e backf\\\ed the backfd\.
nb be\ov+ trench nt x,es
sNe
diwaes shoo\,, aelacent to°aced within the \ocated to V awar rwi\\bds
rUtV fVo s P
,t ter to to P\u8 d anti be \ocated w
the u e of c\aY °r cO shop\d be des�shou\d n°t
nd f\ow `^tO the so
s e t\Y d w^ward a TMeRe\Ne�RS
dscape rrnsat`on sYstfoundat�on 5Ys u draml in °
\,an d\acentrott'wa\\s and sub5ea pEA
J moisture onto bui\d\n6
spiraled foundations. Pag to
beneath
from the
mature tree height landscaping
ual to the then
within a distance eq this proximity, t of the soil and
lanced leave the trees withii0 pull moisma Out
should not be P trees empt to isolate the
Trees If it is desired to, allow the
foundation. a designed use moisture barriers to act
anon should bhrinkage• If require,
iOu eters,
cause excessive erim
along foundation p
effects- would t preferable. if
not be constructed and the sidewalks
looting areas should nt to foundations ad(aCent to the
Flower beds and p ments adjac�ould be w^strutted ban inB
sidewalks °r pave la^ring areas er beds and P such as
beds and P to have flow es or other methods 'tent of
constructing 1' moisture co
required, flowerIt It lancer box
away from the stru to e, 0 e�gaderconcrete P e chanties
Of which reduce the likelihood of larg
structure, the u$e
considered'
barriers structures should be ansive soils or soils
moisture or below
soils adjacent to lcularly where exp degree of flexibility
b floor slabs, Part i ned with some should
d be des g the utilities
which Protect throng should damage to
J Utilities are present, otential fOr
ect to settlement reduce the p ended
subl sleeve to work and The suspended
andlor with a
movement occur. between flat
J Vertical movement should he accounted for
foundation option.
4 EART "*W at the site, If
grading and general fill placement
preparation
4.1 Site ly t0 site
endations apP able to
The following recomm . be ftra 'elding
rial Is requiredThe subgrade should
grading and fill mate removed. pRooF POLLING. `'aft sands,
should be cement by proceeds. LopSe
urfacestrata t displacem fequi(e soil
nits withou before construction P
AnY top soil and orgy ulPment ndation may prior tg fill
made stable demolish is roof rollin&
support the construction eq below a toed bV p its moistu
shouI d be c°rreSQftened subgrade dete' g inches.—
subgrade fill, andlor d recompaction as roximat 11 ll o'er place fill or p
Iled ion, an ar led to_d th of '�' 'dl
. and add
uncontro over-excavat to a _e ecifled Swell considerably
stabilization, r d sho� b= to the dent s}�� la er
l cement thg su , co acted _ nth deslcated surf
ace V can
cones add a dry subgrade. A 6' its)
the foundation ement. remove The area (excavation P
unforeseen mo s stems rem nQededY moisture condition and
oot V These areas
n must have their r re -flood as uilibrium•
Any trees that are cut down
absorb moisture l soils to reach eq
should be flooded and
allowed tO building to allow the
recompact fill. Time Is beneficial beforeib1EER5
will have the patent:' to swell. FEpTNER ENG
Page 11
All excavations must comply with applicable local, state and federal safety regulations. The
responsibility for excavation safety and stability of temporary construction slopes lies solely on the
contractor.
4.2 Non -Expansive Select Fill
Select fill used fort his project should meet at minimum the following requirements.
Liquid limit less than 35
Plasticity index between 6 and 15
USCS Classification CL, SC, and/or GC
J Prior to placement of the select fill, the upper six (6) inches of the subgrade should be
scarified and recompacted according to the requirements provided in the next section.
The select fill should be placed as soon as possible after preparation of the subgrade
soils.
J To prevent deep seated swelling, a properly graded excavation and a collector drain with
natural outfall or a sump and pump system will be required to provide adequate
drainage, in order to prevent water from ponding beneath the pool.
J The owner must approve any soil hauled onto this project from off -site sources. The
contractor must obtain a written, notarized certification from the landowner of each
.proposed off -site soil borrow source stating that to the best of the landowner's
knowledge and belief there has never been contamination of the borrow source site
with hazardous or toxic materials. The certification must be furnished to the owner prior
to proceeding to furnish soils to the site. Soil materials derived from the excavation of
underground petroleum storage tanks shall not be used as fill on this project.
4.3 Placement and Compaction
Compaction and moisture content criteria for engineering fill materials are as follows:
Imported Select Fill 95 -2% 5%
Moisture Conditioned Subgrade PI - 25 95 -2% 5%
PI> 25 95 3% 5%
Page 12 FEATHER ENGINEERS
B \nches in wind maasto e
otexceedinecBtttea
o0ateria\tVPeeria\\SLLre3 d
\oose \fits n With resP n and the f\\ Aprm mo re\a\ to
d be P\a6e houkx
\d b u^fform
ater\a\ s of ate(\a\ shou\d tT4
ken
\ shou � a a
t \(1a\
ter\aThe f\\\ m rn dfor sP66' in
0
gto p(\nB the
fi
l.
J FO\ ma d Chunks neCe$ 'e 5O g
tK k^\ods a^ \oW1nB as a r require even\V t r°U h each \a e For
c e55•
content, or P \\R W to \led ed ranges' a
'end
ddenovi "I °bmo score Conte i shou\d be aPP ^ are PrOvide^tiroctor m l tecOm h n8) rma°rder to
the Proper e elarth rA °rn ed
Vve^ her Work mend
.�f The rang; Lye
s �a d under, lomeof m°` cuae\cOer,d d den ftY n the (ec er Oft'S added P ° de
some so oW ra & (ec°t°m yefo oth \s actu
Or na(f th (e an tests a\
cons\scent\Y achie emPacted� tefee .The Pp P� se t.emP °^�esb a YBof th ;ee o h oqua it`!
3 Each \\ft sho i e eN 5,0�� \form a^d ad ou\dtbe the ns dete a Buatan
Ck
d as
fs ck me ndfcathe ff\\\,'Onaas mete ctea sh u\acted^otbacO
quality o etatio^s_ .on for
e \Ora\ \ur\0
SatlsfattorV tesu\ts
(O
Contractor q ff\fmG oP
°f the contra e ed. Se
pvE�ENS R�Cp��EpppZ�ONJ Scope °f the Ptol
not vi <hf^ the
5p ent recomr^endallons are QOf°B`0 and hVd, accep ed
P eq� erne^ts' eng\neering Bca With gene r of the date °er
\ Of el
enB`neeOnaae \n acco( ePor, a(e ve as asresu\t tech^ ca\
6 G�NE�pe P\oYed a o?`otoasBa°d o'00,f ss °s^o^Tn of hee5 to emets i^ th Rc a efPr d\uP° aite Tan
Wle have d out s of these P cOndit\o adva^c es \n aPP be retie \�d\".
Procedure a^d Pv3d"e changes \n the \n addd` \og4 ^d Cha't sh \d not ice ^ vant\cipa at
of tea
Pdn�'aPation. H° Or,huma^o\oBV and bYdm�enp\l, this tathP15 film f \�edOV erpthouBD �wssmee� Th
P^a bra\ PtOcess eer\nB Be nseq
in re repot. C000t a review Pe"Pressed Of \ th eva\uatioMM be Prereatet than
ertbel
Oo6e
Ae teeOe d per d °f of a Other oU nvS%VLtestlBat �dW\a eotcontam, _d 5tthetd sOt o b,f or, attV the\P`°gam
ac\iPs in \ieu to that or Bro are WyrrantY `s e shou\d no ta\ haiards \n <h\s teonr s used fo( ad
\aces t change t a
other sag^�flcan
th\s sr"e W v\ronme^ nefldat`Onsa the rep and 3VI
P° ntra\ a an reco^` re Cate anB d pC,tNE6R5
conc\us\o earudurea;e eve\schWasptePate f`tNEgE
,,su(nedndlor %toundhenttirstePOtt
Odes aat Pr,,O ed W
from th Page 13
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Terraee Drlow
Site
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LEGEND
4BDring Location
aeetaenW aonamg I PLAN OF BORINGS
Date: 4/1/2026
1314 Terrace n—, —p—, Tacee
Al
Project: Residential ing
ks
Terrace rive, Grapevine, Texas
.Project Number: '-259
Location: See Plan of Borings
BORING1514
_ Surface El.: na
-
Y -s-s,. N
v _ Northing: na
4sty s
It
Easting: na
e
5
C
MATERIAL DESCRIPTION
V.V, dark brown, very l,ff, moist w/standkt ,n
rosk laveAr
21-9 53 1g 35
59A
SANOV raylsnbrown,verystlk,molstw/some Ae
— — A
— 5—
sands[. ne xravel2
22.1. 54 20 34
=
rr
SANOV FAT CUV,tan &gray, very stiff, moist
_
11
Mir on
2.50 23.5 1034 53 20 33
634 2.1
sANov uAN cuv, ta��ian brow�a erav,.erv:tm, moi:t
4s La 30
=10-�,
' -
20-
2.0o zs.z
l.g
z5-
-30-
-35-
-40—
CompletionDeph: 15 ft.
Remarksseepage wasobserved@4f-duringdnIIing.
Date: 4/1/2026
water level @ 4 feet et end of dev.
A2
e ing
Drive,Project: Residential
1514 Terrace
.Project Number: '-259
Location: See Plan of Borings
:.•
Surface El.: na
E .
— Northing; na
m
IN a -
o rn € Easting: na
MATERIAL DESCRIPTION
SANpV r�LEAN (:LAV, dark brown, very stlff,dryw/some
SANDY LE gravel
00 17.5 45 1] 2 28 51.1
—
SANDY FATClAY,Brayish b—,verystiff, dry./some
nn
sand Eone gravel
— 5J�S!NDSTONE
20.3 54 20 34
— — Refusal on Kandl-I layer
—10-
-1s-
-zo-
-zs-
-30-
-35—
Completion Depth: 8 ft.
Remarks. Seepagewasn bservedduring dIMS,
Date: 4/1/2026
or, @ oompWion.
Drive,Project: Residential
ing
r
1514 Terrace
.Project Number:
Location: See Plan of Borings
Surface El.: na s m e
Northing: na = e z NeAl
rn Easting: na
MATERIAL DESCRIPTION
SANDY FAT Cuy, dark brown, very sift dry
SANDY FATCIAy, grzy[,h brown,ye ,Vf dry
— 5— —� NoSTPNF 5n
—15-
-zo-
-zs—
—31
—35—
Completion Depth: 6 ft. Remarks. Seepagewas notobservedduring dIMS,
)rDate: 4/1/2026 ory@ mmpWion.
:o R A4
J� l+vef.5 f.
GENERAL LOG NOTES
U Thin -Walled Tube -3"O.D.
A Auger Sample
S Split Spoon - 2" O.D. (140 lb, 30"drop)
W Wash Sample
C Core Barrel
T TxDOT Cone Penetrometer (Modified), (140 It, 30" drop)
0-4
Very Loose
Less than 0.26
Very Soft
4-10
Loose
0.25 to 0,51
Soft
10-30
Medium Dense
0.50 to 1.01
Firm
30-50
Dense
1.00 to 2.01
Stiff
over 50
Very Dense
2.00 to 4.01
Very Stiff
4.00 and higher
Hard
Slickensided:
Having inclined planes of weakness that a re slick and glossy in appearance
Fissured:
Shrinkage cracks, frequently filled with sand or si It
Laminated:
Compsed of thin layers of varying col or
Well Graded:
Having wide range of grain sizes
Poorly Graded:
Predomently one grain size or missing intermediate size
Interbedded:
Composed of alternate layers of different soil types
Calcareous:
Containing appreciable quantities of calcium carbonate
DEGREE OF WEATHERING
Unweathered
Rack in its natural state before being exposed to atmospheric agents
Slightly Weathered
Noted predominantly by color change with no disintegrated zones
Severely Weathered
Color change with consistency and texture appearance approaching soil
STRUGTURAL DESIGN PLANS FOR:
SMITH RE5IDENGE
1514 TERRAGE DR
GRAPEVINE, TX
PREPARED FOR:
GORY ANTHONY
ITEMS REQUIRED:
1) NEED TO CONTACT PUBLIC WORKS AND ENGINEERING IN
REGARDS TO ADDITIONAL DRIVE APPROACHES PUBLIC WORKS
CAN BE REACHED AT 817-410-3135 REFER TO SITE PLAN\
2) PROVIDE SETBACKS FROM FRONT,BACK,AND SIDE YARDS
FROM PROPERTY LINES
SHEET INDEX
01-GENERAL
ISO
IGOVER SHEET
02-STRUCTURAL
51
GENERAL NOTES
52
FOUNDATION PLAN
55
FOUNDATION DETAILS
54
FIRST FLOOR GEILNG PLAN
S5
ROOF FRAMING PLAN
S5
FRAMING DETAILS
5T
WALL
NONOSHEAR WTES
Ise
FIRST FLOOR SHEAR MALL PLAN
RECEIVED: 6/18/2026
26-002331
1514 TERRACE DR
NEW SINGLE FAMILY
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FRAME GENERAL NOTES
GENERAL CONDITIONS
a.The engineer's responsibility is for member sizing all strength design. The
achite—I plates aM the additional Information shared by the builder are used
for the engineered design. Special conditions or loads must be brought to the
attention of the architect all/or engineer.
b.These plans are based on the information provided to this office The engineer
shall be entitled to rely on the eccuracy all dompleteress of this inforrnation in
the prepaation of the construction dowmerte.
c.— contractor and/or subeorRractors are responsibleviwi for reeng the entire
set of plans all sP"" cations, to include dimensions all sections. My
discrepancies must be reported to the architect and/or engineer prior to
fabrication or insWlllion of strucWral members
d.Means all methods of construction are the responsibility of the contractor,
1,611 but not limited tempermy breairg and/or supports am'shoring.
lYdlbN
The design of the supeYstrucWYe has been based upon:
a Internal anal Res gent al Doge 2021
b. P5GE l
c.NDb 2013 Nat anal S,.fication for Wood Construction"
d.WFGM "Wood Frame Gonstructlon Manual"
e. Al- 14 "Manual. for Steel Gonstrvction"
f. ASCE 59q/IMS 602 "American Natlonel Design SWMsds"
IDADIN6
Design Live loads
a,RooP Rafter (W slope)
X<4 20 psf
a <X<12 =16 psf
X>12 =12psf
b. FIOOYs
LL 40 pelf
Dead Load has been Considered for material weight end de., a nominal floor
w
ring such a ubod flooring or —pet Dropped Tile Flooring .ha�id be
d seed with the engineer if not shown in the architecWral plans or chorged
III the process of construction,
uABILrrc
a.Gonstruction Phae observations are audible and recommended to confirm plan
complisce.
beef ASEC Is not contracted to perform coret... tion phae observations. Al E
accepts no responsibility for the proper implementation bP our plans or future
performance.
5 MATERIhlS
soon Wmber
a.All ubod members are to be Southern Yelicw Pine e2 (SYP 521
b All lumber specified has been designed using the values effective on J 1. 2013.
c.SWd framing is to conform with the building code adopted by the citl
d.Sill plates in oorRact with concrete or masonry s 11 be pressure treated with
preservative
e RaoF Framing
Rafters shall be 2x6 s 24" on center
Nips, valleys, all ridges mall be 2x5, minimum.
Purlihe shall be 2x6 braced at 4B" on center
Nrlin strut bracing shall follow the schedule bell
ins
f. Ceiling Fra ng
Ceiling Joists shall be 2x6 ® I.- on center, unless noted otherwise
All hangers shall be Simpson Strongtie or approved equal
g. Knee bracing shall consist of doubt retere corre to the beam with Wl) d
mails
In Ratter cut joists ell beams should have a minimum heel height of 4" tall at the
outside of the exterior wall,
Fngireered Wmber
a.Laminated Veneer Wmber (LVI) are to be 2600 FB (2.OE) by Myer ...r or
approved equal.
b. LVL be... are to be oonrected per the manufacturers specifications.
c.sts are to be Weye—eer Tres. t etgineered Wood Products oY
approved equal.
Open Web Tru
d,Open Web Roof all Floor trusses are be to submitted to our office for review
end approval.
,.The truss shop drawings are to be supplied by a truss manufacurer with on
approved Texas engineer seal and sigraWre.
f. The truss manufacturer should apply Ne lodging as shown on our first-flobr
ceiling pis roof plan.
g.Truss manufacturer to design floor trusses for VA- live load,
h. ttussen 5upporting 111e or stone should be designed for 1r 0 total deflection.
I. Recess truss cords for Lle a reeyired by the client.
Sheer
s,All roof sheffihing shall be a minimum of 4" 05B.
b. All floor deokiig shall be a minimum of iz' dc6.
c. Roof and floor decking sheathing shall be -A spa rated.
q All wall sheathing shall be a minimum of 058 all nailed per the lateral bracing
notes.
5trvcW ral Steel
a.5tructvral steel for columns and beams shall be new domestic steel.
b.5trucWral steel shall be fabricated no erected with the latest coition of the
Al- specifications.
c.5trucWral steel shall conform with the following ASTM specifications
Wide Flange Sectlons • ASTM —, brace 50
Hollow 5te.1 Sections = ASThI A500, Grade B
Pipe yealp. = PBTM P53, brad. B
W.-Ilso-e Sections =A5TM A36
d.AlI connections not detailed hmid follow the — "Mamusl a Steel Construction"
e All welding shall confirm to the requirements of the American Welding Society and
the A_
f, All welding shall be performed by certified webers.
FOUNDATION GENERAL NOTES
1. GENERAL CONDITIONS
a The folbwirg specifcatiore are to be followed for suc Nl implementation a
the ins oundation tallation all main namTensi e of the Post oned Ptwndalon.
b.The ergineer's responsibility is For member sizing and strength design. The
architecWral plans all the addtional Information shared by the builder ore used
for the engineered deslgn Special corditler, or loads must be brought to the
attention of the architect.n engineer
c. These plans are based on the information provided to this office. The engineer
shall be entitled to rely en the accuracy all w pleteness of this Information in
the preparation of the construction gowments.
d The contractor and/or subcoM.ractors are responsible for reviewing the entire
set of plans and specifications, to include dimensions and sections, My
discrepancies must be reported Co the schltect sd/or engineer prior to
fabrication or Ii1sLa1ation of structural Members.
,,Means ond methods of construction are the responsibility of the corlrstor,
lh,Udmg, but not limited temporary bracing ah, o supports end shoring.
2 C+lS
The Design of the founder on ha been bases uoon:
a nterratlonII Res dental God, 1-1b.Ghapter 1B of the International Building Code (IBc)
,sign and construction of edition Post-teilsionel e4absonyrouM, Post Tensioning
c InstiWte, 3M with LM1e 2008 supplement.
d,Current ed,tlon of the American Concrete institute (ACA)
e.PG 301 Spe,ificatlons for SCrvc 1 Concrete for BuilCings"
f. AG 11, Stallard speeifications for tolerance for concrete wnst..Le, all
materials"
g.AG 224R-01 'Control of Concrete Cracking in Concrete btrucWres"
h.Prevailing and good engirc,rm, standard a preetiee
beotechnical Report 11— Published by Feather Engineers on April oth, 2026.
Given PT pmamerers.
edge Mois Variance
tamer un - B,gg Feet
Edge Lift = 4.55 Feet
Differential Soil Movement
tenter Litt =1,15 inches
Edge Lift - 2.451—,
3. SITE PREPMATILN
a. The wmsaotor should locate all existing utilities prior to excavation. The
-,ter shall inform the owner of any utilities found and give the owner the
ability to rerM for ubrk to poceed without severe delays.
I. All excavations recommended by the geotechnical engineer to remove undesirable
soil material should be monitored to confirm compliance by the --ter.
b.5ele, Fill should be compacted according to the projects geotechnical report.
c.beotechnical Earthwork new ,datlons
The following re—Ir—,lotions apply to site grading and general fill placement at
the site. If grading and fill material is required.
My top soil all organic surface strata should be removed. The subgrade should
be firm all able to support the construction equipment wthout displacement by
S PROOF ROW Nb. oft or yielding subgrade should be corrected and made stable
before cone tion proceeds. Loose sands, uncomrolled fill, aM/or softened
wbgrade below a Aemolish fo ption may require soil stabilisation.
xcavati all re...bel ion de determined by prooF rolling. Prior to fill
plaoerl the subgrode s1ou14 be scarified to a depth of appoxlmaI six (6)
Inches, Its —I.-I wntent adjusted, all recompacted to the density specified
Merin for fill. Do not place FlII or pour the Imrdetion on a dry subgraoe. A 6 inch
desicated surface layer can swan con 11-pi ly and add u,I`p, n movement.
Any tree .. are w down must have than root system removed. The area
(excavation pits) sh.ld be flooded and allowed to absorb moisture (relllood as
eedl moisture condition and reoompect fill. Time is beneficial before building
to allow the soils to reach equllibrlum. These seas will have the potential to swell.
cavations must comply with applicable local, state and federal safety
regulations. The responsibility for excavation safety and stability of temporary
construction slopes lies solely on the contractor.
4. MATERIALS
Concrete
a.Goncrete .1.1b have a 3000 psi minimum compression strength.
b Concrete mix III shall be proportioned to mi nWw the adverse affects of
climate A the time of the year the concrete Is placed.
,,All cast in -place concrete should have a slump of 5 inches
d.bnless noted otherwise, provide 4 egree chamfer at all exposed edges all
a,.All atAn-place concrete shall be worked In zaord with A O 301.
Reber reinforcement
,,All reinforcing steel shall be new billet steel conformiry'g to ASTM A-- ode 60
—le, for ✓r3 reber whim may be grade 40.
p, hnorcement shall be h of rust all deleterious effects.
c.Minimum coverage of reinforcing steel
Concrete Gat —— = 3 indite.
Concrete cat 9a nst forms = 2 nches
eti—ps = inthe.
d Splices 1, rotor reWorce herR should be located at minimum stress points.
Post Tension Tendons
..All tendons shall be stressed to BO%guts all anchored at TO%guts pet the AG
I
. Tendons s 11 b to 55 kips all anchored at 2 1 kips.
,.If strands or, danaged, they shmld be repaired per We the PT recommendptlore.
d.AII tendons shwlq be 'S" diameter, -I -seven wire law relaxation strolls
msufacW red In accordance with the ASTM ,fr.. from wrrosion and coated
with a corrosion proteetant greae, and shall be sheathed in a high density
polyethlene or poly propylene,
e. Minimum sheathing thickness for strands shall be 0.025".
5. DRILLED PIERS
a.All Piers shall be 12" Diameter
oAll Piers shall be 1g feet deep measured from existing grade
,.Al piers shall be observed by the str tt l engineer during the time of drhling.
d.All piers shall be drilled aid filled within 4I— of drilling.
e.Btcess —rete shall be removed Grand the top of the pier eb no additional uplift
force. develop on the pier. A sonotube should be used to form the top of the per
and maintain the shape if required.
f'. in water Is fw shallower than the depth of the pier the --to, should let ar
Office know. Temporarrj Goings o, be required if the water table is shallower than
dunrg when geotechnical testing weeds completed,
g. Water all loose mffierial should be removed from the bottom of the pier before
concrete placement.
h. All piers shall be rei—ed with (2)n5 re—.
6. bRADE BEAMS MID SLAB
I. The slab thickness -4.5 inches
b. brad. beams are to be 10 Inches by 2B inches.
T GWWER RE5PON51BILITY
I, Rain butters should be installed so water is directed a mmmum of S feet awai
from the foundation edge.
b.5oil stung mid below the foundation should maintain s equal level d' moisture
thrwghout the life of the structure
s should c not be plated a jacem to the—..tion. Maintain a distance quay from the foundation equal to the height of the trees to be planted.
8. LIPBILITY
a.ASEC always recommends having a geotechnical Investigation completed for all size
pr jests, AS relies on the geotechnical report for proper foundation design
panarneters but does not accept IIabllity for the acW racy of the geotechnical
report provided to our office.
o—h.trvcI Phase observations are available all recommended to confirm plan
w pllanee. Please refer to the lift of foundation observatlo% below.
Pier Observation
Foundation Pre -Pour
Elorgetie,
..If A5EG is not contracted to perform the aforementioned observations, A5Ec
accepts no resporeibllity for the proper Implementation of wr plans or f Wre
erfo prmwee of the—rde ion.
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5EE GEOTECHNIGN. REPGRT
µ LE6END Dero[es
T, Dero�s
9. HSXx Dcrates
FOUNDATION DE516N
T,�G� 6� BEaM �ENFD�EMENT DET I PftOStT NI,,,� „2�
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SECTION O1 SECTION
sEcnoN SECTION
PA z 71=— =7
ate'
SECTION SECTION SECTION
5ECTION
SECTION
-4 7
71- -177==11,
==.o
TYPICAL (SPADE BEAM REINFORCEMENT DETAIL
—1
5ECTION 10
13--
SECTION 11
FSHEET�
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4 - 9
OM26
GEILING J015T 5PAN5 (IRG CARE MAXIMUM5)
MEMBER 512E SPAC,M6 aAXI SPAN
NO ATTIC, LIMITED WAIJc-0UT
STORAGE•' STORAGE ATT1G"
zxe
I
zx to I
zxn I -
I tz oc. a-o zoo
' 5PAN IS IJMITFD WE TO MATERAL AVAILABILITY 3
'• ONLY UBE Y'HERE NOTED ON FRPMIN6 PLANS
I I
fs)axt2 R.UriH
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A
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IRST FLOOR GEILING FRAMING DE516N
- ,-o.
jl I ti
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^n I nl P
IN
ROOF FRAMING 1;E51(5N
,—E 1/4' = 1'-0'
MAXIMUM ROOF 5PANE.
(comi-osimON / METAL ROOF)
RIDGE HIP/ RID6E HP/ RAFTER'
ROOF PITCH VALLEY (2x 9 AT
(-&) 24" C.OJ
SHEET S
S5
6 9
ro.w�.rn I I
TOP PLATE SPLICE
LATERAL SUPPORT AT MID Sf AN
wurvs.ioisrs \�. ry��l \T�p
LATERAL SUPPORT AT 6EPM BEARING re
TYP. FLOAT BEAM w/ LATERAL SUPPORT
STUD BLOCKING AT
5HEATHING JOINT5
�ooaa
rr�v� 0 00
W
is o.c rvnreaaa o.c w:
5EGTION "'* "wn ^"s" 5EGTION
SILL PLATE ATTACHMENT
e 6 ,a «s rho
edrs.ri� sysvae nwwuna�nEwr ���f � G��
SADDLE TO SUPPORT WOOD BEAM OO TYPICAL BA5EPLATE
TYFIG-AL OVERFRAME
N.T.S.
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SHEET
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5HEAR WALL SCHEDULE w/ GYPSUM INTERIOR
PAsiPtuat v
PnsreN urArm mLFt P.00R
ray.t coca n". o.c t "Taa n". oc.) Anu"�wr
t2
® wE""ss.-I`os=ucsc"tarIS—I, m r+eirs m ni'rve"
FOUNDATION LEVEL HOLD-DOWN SCHEDULE
HOID OYVN NO. TENSILE GAPAOITY
(HDM) TYPE FASTENERS TO 5TUD PNGHOR BOLT (LB51 STUD 51ZE
Tot "rrs ravnee, u-".�
sm�rvr+oomes rsm
aas
ry PLY
K eHsm
"nz "rrs"r rset—.1oxy'xaaa'b
ar Ye mm
s�o
ry PLY
w=r'OO,me,.
"vie ra)' m eOLTs
�9mF ROv INTEM
52as
r2) PLY
MIN TY�00
"oa "pie rsl'/e" m e0.5 m� �aav I�iLrnnin I e�Ye-�emm
ba3s
(sl PLr
uvs
"as "vrs rat t^ m eoLTs "m "As —1 Iry 11- H T.Y smo
sue
rmvs
rs) PLY
wi �-r srsreN. Mi". ax,' eHeFn
swramn sn+oia usr-"-Pucce urErtrvATe 2 IvsTni Pea�PAcnarns sP[2iFicnno"s
5ECONI7 FLOOR STRAP SCHEDULE
STRAP NO. (5) TYPE I PA5TENER9 TO STUD END LENOh I TENSILE GAPAGRY (L155) STUD 512E
1. GENERAL GONDITIONS
a.The shear wall design plan represents the extent of bracing required to comply with
section R602.10 of the adopted building code. Certain areas may not conform with
the adopted building code but an engineered solution has been provided to ensure
adequate performance.
2. DESIGN
The design of the shear wall plan has been based upon:
..International Residential Code 2021
b. A5GE T
c.ND5 2015'National 5pe ificatlon for Wood Construction"
&MGM "Wood Frame Construction Manual"
5. MATERIALS
studs
a. All Mood members are to be Southern YellouW Pine •2 (5YP #2)
b. Finger jointed material is acceptable
Anchorage
..Exterior sole plates should be anchored to the foundation using 1/2 diameter A56
anchor bolts spaced at 6-O (max) ... there shall be a minimum Of two bolts per
plate section with one bolt located not more than 12 or less than seven bolt
diameters from each end Of the plate section. these bolts should extend a minimum
of 7into the foundation (with a 2" leg).
b.lnterior bearing wall sole plates on monolithic slab foundations shall be positively
anchored with approved faster— in lieu of the above described anchoring
system, an anchoring system that has been approved by the building official and
icbo may be substituted.
Straps
a. Locate strap on stud column of first -floor anchor below refer to second -floor
strap schedule for strap size and fasteners required.
Blocking
a. Blocking Is required at all shear wall panel edges. See shear wall schedule for
connection requirements.
4. INSTALLATION NOTES
s� csty —toa is nos ry PLr ..Use caution when installing hold downs to avoid damaging the post -tensioned cables.
b.5traps should be attached to the same stud pack at the first floor hold down below.
s? cta rso)1md ta. taro rzl PLr G. All exterior walls should be —1 U.N.O.
d.," Gypsum is sumed to be installed at all interior walls. The maximum nailing pattern Is
ss O-Tcte r58) the �. aaw r9 PLr to be 7' O.G. as
e.5tud spacing should be 16" O.G. Maximum
sa —4 revs rve so asss ry PLY f. 05B Panel shall be placed directly to the wall studs
g.05B sheathing shall be placed with the long direction horizontally
xz—
s. insTAu s xA"uP,.crvr�rzs sPeuec.aneNZAno"
� � TR'w REPee To%A+mi1N1 s
�usnrts— .r�� T�"�va�w 5T �LLE ST�
5IMP50N 57TI TIE 5THIJ10 5TRAP�0— 5IMP50N STRONG -TIE HTTS HOLDDOWN%,a 5IMP50N 5TRONG-TIE HD-75 HOLDDONN O�
Note: Install 5neatninq on inside and
Out.
ide of wall If 2 story above panel.
wie�n. ux
,IZ' r
l
��r xrtwr�.ce /I ?Jdll\r.
I d��
ALTERNATE BRACED WALL
w.rM rowo.® � 1 — ev was z oc.
raw-aE,Evwxw
PORTAL FRAME AT GARAGE WALL O
re-varr" su+euvLe � j cvrTM
5IMP50N 5TRONIS—TIE COIL STRAP
U � u
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RESNET HOME ENERGY RATING
Standard Disclosure
For home(s) located at: 1514 Terrace Dr, Grapevine, TX
Check the applicable disclosure():
WTheRater or the Rater's employer is receiving a fee for providing the rating on this home,
pin addition to the rating, the Rater or the Raters employer has also provided the following consulting services forthis
home:
pA. Mechanical system design
MB. Moisture control or indoor air quality consulting
tic. Performance testing and/or Commissioning other than required for the rating itself
IID.Training for sales or construction personnel
rI L other(specify)
pThe Rater or the Rater $ employer is:
IIA.The seller of this home or their agent
pB.The mortgagor for some portion of the financed payments on this home
MC. An employee, contractor, or consultant of the electric and/or natural gas utility serving this home
IIThe Rater or Rater's employer is a supplier or installer of products, which may include:
Installed in this home by OR is in the business of
Products IIRater pEmployer Rater IIEmployer
HVACsystems ater IIEmployer
IIRater pEmPloYer R
Thermal insulation systems UP -ter pEmployer IIRater IIEmployer
Air sealing of envelope or duct systems 1—1 IIRater QEmployer
[]Rater pEmPloYer
Energy efficient appliances IIRater pEmployer
contractor, etc) IIRater pEmployer
Consmiction(builder, developer, construcrion IIRater IIEmployer
IIRater IIEmployer
Other (specitY):
e Industry National Home Energy Rating Standard as set forth by the Residential Energy Services Network
pThis home has been verified under the provisions of Chapter 6, Section 603'Technical Requirements for Sampling" o
the g
(RESNET).NET). Rater Certification #: 7995629
Signature:
Name: Lacy Merrill- RTIN79956291CC8684420 4120/26 at 2.42 PM
Organiution: Texas Nome Energy Professionalstrue and onectto the best of my knowledge. As a Rater or Rating Digitally signed:
I attest that the aboualinformation is control provisions f the Mortgage Industry Nat ona Home Energy Rating Standard asrset
abide by the rating qualityational rating
forth by the Residential Energy Services
are contained inChapter-The .6 of the standard alndcaretposted etstandons of the rating
httpsi/standards.resnet.us provider.
The Nome Energy Rating StandardET Form 03001 2 - Amernded Ma h 20, 2017t ffie rating p
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Building Specification Summary
Property
Organimtlon Inspection Status
1514Termce Dr
Texas Home Energy Professir Results are projected
Grapevine, TX 76051
Lacy Merrill - RTIN7995629 h
Model:4120
Community:
Builder
Cornerstone Renovations
15141ermce Dr_4120
Building Information
Conditioned Area [TO
4,120,00
Conditioned Volume [ftl
53,560.00
Thermal Boundary Area [ftJ
11,850.00
Number Of Bedrooms
3
Housing Type
Single family detached
Building Shell
Unconditioned Atticl None
Ceiling
Sealed Attic Ceiling None
Vaulted Ceiling/ 11-22-Foamed Gl-6",U-0.044
Exposed Exterior
Above Grade Walls I R-13/.001 Foam G1_16"ac Brick U-0.081
Found. Walls None
Framed Floors None
Slabs UninsuWed; R-0
Rating
HERS ERI
HERS ERI w/o PV
Wrndows (tamest) U-Value: 029, SHGC 0.23
Willow/ Wall Ratio I0.19
Window / Floor Ratio 10.16
on I nfihrati4ACH50
Dud Lkg to Outside 182 CFM @ 25Pa (3.98/ 100 ft2)
Total Duct Leakage 182 CFM @ 25Pa (Rough -in, with Air Handler)
Mechanical Systems
Heating Furnace - Natural Gas• 90 AFUE
Cooling Air Source Heat Pump• Electric• 175EER
Water Heating Residential Water Heater• Natural Gas• 0.65 Energy Factor
ProgrammableThennostat Yes
Ventilation 5ystem 130 CFM• 25 Watts• Supply Only
Whole House Fan N/A
Lights and Appliances
Percent Interior LED
100%
Clothes Dryer Fuel
Electric
Percent Exerior LED
100%
Clothes Dryer CEF
3.0
Refrigerator(kWh/yr)
690.0
Clothes Washer LER(kWh/yr)
400.0
Dishwasher Efficiency
467 kWh
Clothes Washer Capacity
3.0
Ceiling Fan
None
Range/Oven Fuel
Natural Gas
Ekotrope RATER - Version 5.2.2.3845
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Misreport.
APH 202E
rFEATHER
ENGINEERS
RESIDENTIAL BUILDING
1514 TERRACE DRIVE,
GRAPEVINE, TEXAS
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TABLE OF CONTENTS
SECTION
PAGE NO.
1 INTRODUCTION
1
1.1 Project Information
1
1.2 Purpose and Scope
1
2 SUBSURFACE CONDITIONS
2
2.1 Area Geology
2
2.2 Subsurface Stratification
2
2.3 Groundwater
2
2.4 Seismic Site Classification
3
3 ANALYSIS AND DESIGN RECOMMENDATIONS
3
3.1 Potential Vertical Rise (PVR)
3
3.2 Geotechnical Recommendations
4
3.3 Shallow Foundations
5
3A Lateral Earth Pressure
6
3.5 Consolidation Settlement
7
3.6 Pier and Beam Foundation
7
3.7 Drilled Pier Construction
7
3.8 Suspended Grade Beams and Floor System
8
3.9 Reduction of Soil Movement
8
3.10 Secondary Considerations
9
4 EARTHWORK
10
4.1 Site Preparation
10
4.2 Non -Expansive Select Fill
11
4.3 Placement and Compaction
12
S PAVEMENT RECOMMENDATIONS
12
6 GENERAL COMMENTS
13
APPENDIX A
Plan of Borings
Boring Logs
General Notes
Page 0 FEATHER ENGINEERS
Geotechnical Engineering Report
Residential Building
1514 Terrace Drive, Grapevine, Texas
I INTRODUCTION
This report presents the results of a geotechnical engineering study for the proposed Residential
Building at 1514 Terrace Drive, Grapevine, Texas. Cory Anthony authorized the project and aided in
providing the project information summarized below.
1.1 Project Information
Location
See Plan of Borings for Site Vicinity Map
The building location is on a developed lot and empty lot; with
Existing Ground Conditions
existing structure to be demolished, irrigated lawn, with a large tree,
generally slopes -Ito-2%(BI to B2). Historical Images indicate
conditions similar to existing.
Site Layout
See Plan of Boring (A1) in Appendix A
Proposed Construction
Residential Building
Finished Floor Elevation
Anticipated near existing grade
Point: 40 k
Assumed Maximum Loads
Wall: 2.5 klf
Slabs: 130 psf
1.2 Purpose and Scope
The purpose of this geotechnical study has been to determine the general subsurface conditions,
evaluate the engineering characteristics of the subsurface materials encountered, and develop
recommendations for the type of foundation suitable for support of the proposed building.
To accomplish its intended purposes, the study has been conducted in the following phases.
Drill borings to determine the subsurface conditions and obtain samples;
Laboratory testing to determine pertinent engineering properties;
Engineering analyses and geotechnical recommendations for the proposed construction.
Page 1 FEATHER ENGINEERS
2 SUBSURFACE MOTIONS
2.1 Area Geology
Based on area geology and field observations, the site is located within the Eagle Ford Geological
Formation in North Texas. Residual clays of the Eagle Ford formation vary in color from light
brownish gray to dark brown, brown and tan. The clays have high plasticity, are highly expansive,
and undergo large volumetric changes with climatic cycles. The clays are jointed and slickensided
and often contain silt and sand seams and partings, as well as bentonite seams. The shale's of the
Eagle Ford formation are dark in color and range from soft to hard (rock descriptive terms). The
shale is often limy and has some very hard limestone seams and layers. Soft bentonite seams and
layers can also be present within the shale.
2.2 Subsurface Stratification
We- 1 0-3.5(B1, B3) SANDY FAT CLAY, dark brown 0.40 very stiff
Stratum2 0-5(B2, B3) SANDY LEAN CLAY, dark brown 0.43 very stiff
Stretum3 3-6(B1, B2) SANDY FAT CLAY, gr,ylsh brawn 0.39 very stiff
Stratum 4 5.5-9 (B1, B2) SANDY FAT CLAY, tan & gray 0.. very stiff
Stretum5 8-15(Bl) SANDY LEAN CLAY,-msh brown&gray 0.51 very stiff
Borings logs are presented in Appendix A and identify the conditions encountered at that specific
location. Stratification boundaries represents the approximate location of changes in subsurface
material. In situ transitions may be gradual. The "Mc/LL" column above represents the moisture
content divided by the liquid limit as a relative measure of dryness of soil conditions; values greater
than 0.5 can be classified with ideal moisture conditions with minimal swell potential, values 0.37-
0.5 in a moderate moisture condition; values 0.25-0.37 in a dry condition; and values less than 0.25
in a severely dry condition. Highly expansive clay in a dry condition possess the greatest risk to
foundation distress.
2.3 Groundwater
Shallow subsurface seepage was observed at 4' during drilling operations on 4/1/2026 and the
water level was measured 4' at the end of day. Borings 2 and 3 were dry. It is anticipated that water
is perched on the sandstone layer. Seepage could occur through out the site depending on the
depth of the sandstone layer.
Page 2 FEATHER ENGINEERS
Fluctuations of the groundwater level can occur due to seasonal variations in the amount of rainfall;
site topography and runoff; hydraulic conductivity of soil strata; and other factors not evident at the
time the borings were performed. Water traveling through the soil (subsurface water) is often
unpredictable. This could be due to seasonal changes in groundwater and due to the unpredictable
nature of groundwater paths. Therefore, it is necessary during construction for the contractor to be
observant for groundwater seepage in excavations in order to assess the situation and make
necessary changes and/or recommendations.
2.4 Seismic Site Classification
20181nternational Building Code (IBC)
D
Note the IBC requires a site soil profile determination extending a depth of 100 feet for seismic site
classification. However, our scope of services did not include a boring to 100 feet. The deepest
boring only extended to 15 feet, and it can only be estimated that the soils encountered continues
to a depth of 100 feet.
3 ANALYSIS AND DESIGN RECOMMENDATIONS
Subsurface conditions within the proposed building site consist of sandy expansive clays with
moderate potential for volume change (shrink and swell) movements with variations in soil
moisture content. The existing moisture content is in a moist condition between extreme dry and
wet conditions. The expansive soils at this site can subject shallow foundation elements, slabs,
flatwork, sidewalks and paving placed on the soil to differential post construction movements due
to moisture fluctuations in the clay. The project site is in the Eagle Ford formation known for
extremely severe expansive potential. However, its near the boundary of the Woodbine Formation.
The soil is more consistent with the Woodbine Formation typically consisting of sandy clay and
clayey sands compared to the Eagle Ford. It is possible that subsurface conditions beneath the
demolish structure could contain more expansive clay content than found in the borings of this
report that only had access to the open lot and considering the site near the boundary of these
formations. If any expansive shaly clay of the Eagle Ford formation is encountered during
excavation of the pool contact FEATHER ENGINEERS for further evaluation.
Page 3 FEATHER ENGINEERS
3.1 Potential Vertical Rise (PVR)
provides the test method (Tex-124-E) for
p PVR of approximately 1.5 to 3 inches has been
The Texas Department of Transportation (TxDOT q sand for seasonal moisture
determ( ,ing Potential Vertical Rise (PVR).
possibility that the soil will be in the dry
estimated based on the subsurface conditions revealed by the boring
fluctuations. The larger PVR value accounts for the P
condition at the time of construction and the Eagle Ford Formation risk. The PVR values provided
grading, poor drainage
were calculated using a 15 foot depth and 1 psi surcharge. Soil movements larger than estimate
could occur due to inadequate site
leaking irrigation lines and ponding of storm water.
3.2 Geotechnical Recommendations
ro riate for the proposed structure if some post -Construction
Based on the field and laboratory data available, along with previous experience, a monolith
on-grade system would be apP p rade system should be designed to withstand the predicted
movement is acceptable. The $tab-on-g
shrink/swell movements provided in this report.
1. Changes in
redictable. Seepage potential and annual expectation
nl greater
higher
Groundwater was observed at 4' after completion of drilling operations in boring
groundwater elevation is largely unp
peer should determine buoyant forces
average and/or future development in the area can warrant the ex
could occur. Pool and the critical drained condition. Piers can
groundwater elevations accordingly based on the bottom elevation eofthe p esign eng
be utilized to resist uplift forces.
vation
r in
Regtion
arding shallowfoundations p with elements ofdselatw fill canhreducer the aPVR toless thanbI inch.
with raising grade,
However, subgrade remediation to reduce the explectansive potential is not needed comovement
st effective
compared to benefit if the or t
ff foundation
ve i designed f used e consider existing nreduringtthe an PVR. some
any
is tolerable; otherwise,
subgrade preparation 5 feet beyond the edge of foundation. See Section 3.7 Reduction of Sol
Movement and Section 4 Earthwork.
ill a
um
teral
a ration:Over-excaovoiteerimeterlace with select as this distance experienceupliftuplft
Regarding pool subgrade prep greater
distance of 3.7 feet of expansive clay around p p
friction from moisture access. Pool depths less than 2 feet can result in vertical movement g
pansive
is over beneath the bottom of the Pool
iexcavated and replaced with select fill to theunless depth of at lelast 2 feet. To educe the majority
Of movement a depth of to feet would be required.
FEATHER ENGINEERS
Page 4
The scope of subgrade preparation chosen should meet the owner's desired serviceability and risk
tolerance for the proposed construction; and select a method that best compliments their
construction and utilization plans. The fully prepared subgrade option for shallow foundation
elements reduces the PVR to approximately 1 inch. Deeper depths for subgrade preparation result
in diminished benefit relative to cost; further reduction in PVR can also be achieved by
incorporating piers and/or a horizontal plastic moisture barrier around the perimeter of the
foundation. Contact Feather Engineers if a specific reduction in PVR is desired.
3.3 Shallow Foundations
Parameters are provided below for shallow foundation elements. If a monolithic slab -on -grade
foundation (either conventional or post -tensioned) is selected for use at this site, the foundation
should be designed by the structural engineer to resist the estimated differential movements as
provided herein. The slab design parameters presented below are based on criteria published by
the Prestressed Concrete Institute (PCI), the Wire Reinforcement Institute (WRI), the Building
Research Advisory Board (BRAB), and the Post -Tensioning Institute (PTI) 3rd Edition.
Minimum embedment of grade beams below final grade IS Inches
Allowable Net Bearing Pressure (FS=3) 1500 psf
Subgrade Modulus (k) 150 pci
Potential Vertical Rise, in. 1.5
Passive Pressure 404 psf
Ultimate Coefficient of Base Friction 0.38
J Values in parenthesis represents the fully prepared subgrade option if applicable.
Allowable net bearing pressure is provided for a minimum embedment depth of 18
inches and a factor of safety of three; controlled by the minimum of general bearing
capacity and settlement. Contact FEATHER ENGINEERS if expected loading requires
greater bearing pressure.
_ Minimum embedment is to reduce surface water migration below foundation elements
and is not based on structural considerations. Grade beams should bear on existing
subgrade soils or compacted subgrade.
J The modulus of subgrade reaction (k) is provided for short-term loading and wide area
long-term loading that could induce additional settlements; and depends on the type of
soil, degree of compaction, and the moisture content of the subgrade.
Page 5 FEATHER ENGINEERS
Effective Plasticity Index 32.9
Climatic Rating (Cw) 20
Soil Support Index ( C ) for BRAB 0.83
Effective PI is the weighted average of the PI values in the upper 15 feet using slope and
consolidation factors.
Edge moisture Variation Distance, em Center Lift, ft. 8.99
Edge Lift, ft. 4.53
Center Lift, in, -1.15
Differential Soil Movement, ym
Edge Lift, in. 2.48
The design parameters were computed using the Addendum to the 3rd addition of the
Post -Tensioning Institute (PTI) method and VOLFLO v1.5 software. These general PTI
design parameters only account for climatically controlled variables and represents a
simplified design scenario. Accordingly, the final structural design should consider non -
climatically controlled variables developed latter in the design phase. Non -climatically
controlled variables include but are not limited to: pre-existing and post -construction
vegetation, slopes, landscaping, groundwater, and irrigations.
The values provided are for 'post -construction' conditions varying from extremes
(wet/dry) and a 30 foot depth active zone.
Settlement of a slab foundation system designed and constructed as recommended in this report,
should be less than one (1) inch. The settlement response on a compacted subgrade is influenced
more bythe quality ofthe construction than soil -structure interaction.
The slab designer and slab contractor should consider use of a vapor retarder beneath the slab to
limit moisture migration. Consider ACI 302 and/or ACI 360 for procedures and cautions regarding
the use and placement of a vapor retarder.
3.4 Lateral Earth Pressure
The lateral earth pressure on the subsurface walls of the swimming pool will depend on the
restraint conditions of the wall, the type of backfill, surcharge pressure, and hydrostatic pressure
potential. It is assumed that the walls will be restrained at the top, thus the at rest earth pressure
coefficient will be developed (r).
Non -Expansive, Select -Fill (Imported) 41 (a) 62 (r) 373(p) 831a) 93(r) 248 (p)
Granular Backfill 35 (a) 50 (r) 469 (p) 64 (a) 79 (r) 311(p)
On site soil 52 (a) 69 (r) 201(p) 69 (a) 83 (r) 141(p)
Page 6 FEATHER ENGINEERS
J It is recommended to use free draining material as backfill, cutting the in -situ material back
at a 1(H):1(V) slope.
The above values do not include lateral pressures induced by surface loads or from inclined
backfill, which must be taken into account by the design engineer.
U Granular backfill (Free Draining Gravel or Sand/Gravel Mix) should have less than 5%passing
#200 mesh sieve and less than 30% passing #40 sieve, and be non -plastic. Maximum particle
size is 1-1/2". ASTM C33, size #57 typically meets this requirement.
Swelling soil can cause an additional lateral pressure as high as the overburden pressure
especially if expansive soils is used as backfill behind the wall and become saturated.
Compaction behind the retaining wall should be performed using hand tampers to avoid
pressures larger than the equivalent fluid pressure.
An ultimate coefficient of base friction of 0.38 can be used at the interface between the base of
foundation and the underlying soil can be used to prevent sliding.
3.5 Consolidation Settlement
Consolidation settlements are anticipated to be negligible based on the anticipated loading
configuration. Contact FEATHER ENGINEERS if conditions differ from the assumption in this report,
especially if fill is used to raise grade significantly.
3.6 Pier and Beam Foundation
Design parameters are provided below for drilled piers and helical piers. The depths provided are
from the existing ground elevation at the time of our study.
Minimum Depth loft See note 1
Allowable Bearing Pressure 5 ksf (FS=3) 8.1 ksf (FS=3)
Allowable Side Friction na 0.7 ksf (FS=2) below 10 ft
Total Settlement 1/2"
Min. Spacing 2.5 Pier Diameter, Center to Center
Pier uplift force 500 psf above 10 feet
Uplift Bell Resistance (Ru), Kips Ru = 8.7 * (BA2 - DA2) Where, B=Bell Dia., ft. D=Shaft Dia., ft.
Underream Between 2:1 and 3:1 compared to pier shaft diameter
Page 7 FEATHER ENGINEERS
Asso
`\ o
e\ng
ce�rus\nB�eto
ti
V
the'Tr6caWhen n
end, on
ments
ke
. rs des\gn and P000Yab dest% fore di° Sba oIN pt4p m° stuneeva ab°n�a d\ potenda\\Y
,J The P`e used) and tfiatw°rk m seas ore. a\o "doll
void 1s ad)acen PjR from of moist �s stic ng
no uP\\ft, the aPPro0steSeen sources P
resyst t for the 1e
ea
move uP to tbherforOr' a�oun
ntll big by 31grchs to Y
s\gnrf\ca resistance
\\aPSe and 1f an
Rn auP the s`ond\t pn Wljon
\ers can avoh k P1ers.
J \\out ed to deter aq be need d for straight s
a ne
\ers should be c°UmPed- casings m Y
observe the fo\\ot 1 te,` ioPed
gropdwaterranbeP once
3 pr%ed C�netd4 d pier f Su` ear f °m cu tlmgs and spa rs are used
Of'
e
dl
ata
Pier concrete
nto the excavation.
fa\ling soker\mg and \nundat�on
is achieved, base and shale
The construction If so\\from revent
depth to Pre \�� �thcavaeedaV °f dr\\\\ngto P
stee\. \d be cfete
taken on as Pp5 -b w m th 6„ and a\\ow thPecO Wmbness t and a\\Y,
sh°u\d be P1ac s� dace. mP between a, o�ct\ve cov nr, Zeihodo\ogY• G
of the be36ng e concrete s\u ` P
m
ended to des\Bof C e shaft- A °unit de gn and mete . o
\t 1s reCO ca\\Y d°wn t beta h\evab\e bV therO 3p tikmes the shaft
hs shou\d n°t be greater than
veR r SYstetrt
\ocation sh°°\d d F\off nded foundation sY
stebe ob5eryed
shaft. \engt ended Glade Beams an s of the piers ff° ) ),Or
ins a511'r theVtaee f r of and beam\ 39 box
3'B gasp \d be tled \nt ended, P card Q^Yrdo detere fu\\ IN and ade beams. The cured the
m`n mu the Con tr co o` 9,kor Crete and tat of Pv g °f t �e Soon Pe hh u\d be Pr v d d m the Uzw\space.
bsupa hers* h u d bca s a so Prvi des d f de hre �enfi\at\on s
re
r f \1 usedta dorm `NOrk °a° ba
"',fits
f f�'TMEn
3.9 Reduction of Soil Movement
The following information is provided to help determine the appropriate subgrade preparation
option to reduce the potential for differential expansive soil movement. This section provides
general information for each applicable option and provides recommendations. However, the
option chosen requires the Owner along with their consultants to evaluate each option and select
the method that best compliments their construction and utilization plans for this facility. Further
recommendations and updated parameters can be provided based on the specific subgrade
preparation implemented. If the potential for expansive movement is not significant subgrade
preparation may not be needed and, in some projects, it may not be cost -feasible to reduce the
expansive potential and the foundation should be designed accordingly.
J The interiorfloor slab used with the pier and beam foundation;
J The slab -on -grade foundation;
J Sidewalks, main entry flatwork, patios and other flatwork were a reduction in soil
movement is desired.
A reduction in soil movement can be achieved by the excavation of the clay soil and the
replacement of the soil back in the excavation to a higher moisture content and lower uniform
density. The replaced soil should be topped out with a 12-inch thick layer of select fill to protect the
clayfrom loss of moisture.
This option (moisture conditioning) is most beneficial when the subgrade soils are near their dry
cycle condition at the time of construction. By bringing the moisture content up and protecting the
subgrade from moisture loss the PVR can be reduced greatly. Although this option does not remove
the problematic clay, it limits the ability for clay soil to swell and lift the foundation; whereas
shrinkage from clay soil is less likely to lead to movement of a properly designed raft foundation
since only the perimeter of the structure experiences shrinkage. This option is also more cost
effective than replacing in situ soils with off site select fill. However, the section 3.10 Secondary
Considerations should be followed to avoid changes in moisture content.
If select fill is used to replace in situ soils care should be taken to avoid the "bath tub" effect that
can result in supplying moisture to the deeper expansive clay. Limitthe width of the excavation and
use a non -permeable material to prevent infiltration. Provide a drainage outlet at the bottom of
the excavation or use a sump to remove excess moisture. The benefit of full replacement with
select fill is that the Section 3.10 Secondary Considerations is less critical particularly regarding
trees and vegetation.
Page 9 FEATHER ENGINEERS
,educe the
Swe\\
option to nd d'rfiicu\t1a ^
on Bost effect\ee penetrator° e.Pos<inlaGtt e
e to\MProp ctiant\m \SedbV
ica\\ c ,, resu\t in
ect�ons are tYo ns on can reau�re\ncre i
or Chem ca\ba so\\ cond�i�oti "sore\\.r\s ssma P
be come 3
Y 10 5eco
na
however hard e reduct%on
d recomPa�coa `�°t
Moisture subsrade.th tore content. a
ion\e to this ro
PP\gab
tentia\, mended to verify the
moisture angConel
I mois a' at
\form,, \nl e recom \n&back the avo d chance don recomm ombinotion
in
nlect0efeonesh0udbher\mo`sntue�chem\�i\n1QG e'OverexcovvRtoles tolte�ctve
0 dix8 Proved 4urt Doti fi°tor°tic: Elt reduce theop needed or movement is
otions element2, of selectpnlsivePotentiomovement°nE¢nd any
suhgtad
ound with he exP the exitin9 pVR.
Regording g grade, rerPedia °n to -on IS designe ed°cons der reducing
the
Niawe isin9ub9rade a f°undo s ore us
ver,d to bene it'f t sensitive f e' ffoundotion
to
co PO tint ise, f ed9 kase (when
tolee°Q ip' S t beyond the 5 \rfd as we\\ as eass be to \or,mB
Prep arY Gons`deration d movement loptznt that U the fs \\ with
Second e induced 5O it's ve y imPhe struct ect des,Be. ^' o
31 ntia\for moistutNcdon risk) and be\ow Q Dues\\ PrOeprolects\te.
'Ote
O,tc
To r\ cab\e baedu0 th chanBessh u\d be ind by the 1, r ngs orateu\d ex at ththat water does ^°t Pod
ts
aPecomen a^S ve'P°Tem ban deternune to Pr°v\de surface dra�naBe 5O es away fro
the
g{eater expo u\d be des�g^ rov\d chat the $0U s\oP
e
Site B'adins tef con TO ed, sucH rain system,
ou\d e P rm fret 15
J Orin °r a S to lO he s
Percent to lS fe tbeYond transmitted to t aPProv\mate\ are "a the
e of etc. ed and undation i or Paved to the
the
strupurfromWpOf �(t<ora shff\d be Xstt�thefrom
u tVe eto na{eanfl\tration next
5� \iro
ate
er
'Oa gave
d°w^be uteteirtrBhtsc
ga de5ea\ed in older
not become °d°e acc°mP\` he\o Y
d
w
so that tbeY do
shoo\
area rs a
foundad°n.�h
c
boi\dins e backf\\\ed the backfd\.
nb be\ov+ trench nt x,es
sNe
diwaes shoo\,, aelacent to°aced within the \ocated to V awar rwi\\bds
rUtV fVo s P
,t ter to to P\u8 d anti be \ocated w
the u e of c\aY °r cO shop\d be des�shou\d n°t
nd f\ow `^tO the so
s e t\Y d w^ward a TMeRe\Ne�RS
dscape rrnsat`on sYstfoundat�on 5Ys u draml in °
\,an d\acentrott'wa\\s and sub5ea pEA
J moisture onto bui\d\n6
spiraled foundations. Pag to
beneath
from the
mature tree height landscaping
ual to the then
within a distance eq this proximity, t of the soil and
lanced leave the trees withii0 pull moisma Out
should not be P trees empt to isolate the
Trees If it is desired to, allow the
foundation. a designed use moisture barriers to act
anon should bhrinkage• If require,
iOu eters,
cause excessive erim
along foundation p
effects- would t preferable. if
not be constructed and the sidewalks
looting areas should nt to foundations ad(aCent to the
Flower beds and p ments adjac�ould be w^strutted ban inB
sidewalks °r pave la^ring areas er beds and P such as
beds and P to have flow es or other methods 'tent of
constructing 1' moisture co
required, flowerIt It lancer box
away from the stru to e, 0 e�gaderconcrete P e chanties
Of which reduce the likelihood of larg
structure, the u$e
considered'
barriers structures should be ansive soils or soils
moisture or below
soils adjacent to lcularly where exp degree of flexibility
b floor slabs, Part i ned with some should
d be des g the utilities
which Protect throng should damage to
J Utilities are present, otential fOr
ect to settlement reduce the p ended
subl sleeve to work and The suspended
andlor with a
movement occur. between flat
J Vertical movement should he accounted for
foundation option.
4 EART "*W at the site, If
grading and general fill placement
preparation
4.1 Site ly t0 site
endations apP able to
The following recomm . be ftra 'elding
rial Is requiredThe subgrade should
grading and fill mate removed. pRooF POLLING. `'aft sands,
should be cement by proceeds. LopSe
urfacestrata t displacem fequi(e soil
nits withou before construction P
AnY top soil and orgy ulPment ndation may prior tg fill
made stable demolish is roof rollin&
support the construction eq below a toed bV p its moistu
shouI d be c°rreSQftened subgrade dete' g inches.—
subgrade fill, andlor d recompaction as roximat 11 ll o'er place fill or p
Iled ion, an ar led to_d th of '�' 'dl
. and add
uncontro over-excavat to a _e ecifled Swell considerably
stabilization, r d sho� b= to the dent s}�� la er
l cement thg su , co acted _ nth deslcated surf
ace V can
cones add a dry subgrade. A 6' its)
the foundation ement. remove The area (excavation P
unforeseen mo s stems rem nQededY moisture condition and
oot V These areas
n must have their r re -flood as uilibrium•
Any trees that are cut down
absorb moisture l soils to reach eq
should be flooded and
allowed tO building to allow the
recompact fill. Time Is beneficial beforeib1EER5
will have the patent:' to swell. FEpTNER ENG
Page 11
All excavations must comply with applicable local, state and federal safety regulations. The
responsibility for excavation safety and stability of temporary construction slopes lies solely on the
contractor.
4.2 Non -Expansive Select Fill
Select fill used fort his project should meet at minimum the following requirements.
Liquid limit less than 35
Plasticity index between 6 and 15
USCS Classification CL, SC, and/or GC
J Prior to placement of the select fill, the upper six (6) inches of the subgrade should be
scarified and recompacted according to the requirements provided in the next section.
The select fill should be placed as soon as possible after preparation of the subgrade
soils.
J To prevent deep seated swelling, a properly graded excavation and a collector drain with
natural outfall or a sump and pump system will be required to provide adequate
drainage, in order to prevent water from ponding beneath the pool.
J The owner must approve any soil hauled onto this project from off -site sources. The
contractor must obtain a written, notarized certification from the landowner of each
.proposed off -site soil borrow source stating that to the best of the landowner's
knowledge and belief there has never been contamination of the borrow source site
with hazardous or toxic materials. The certification must be furnished to the owner prior
to proceeding to furnish soils to the site. Soil materials derived from the excavation of
underground petroleum storage tanks shall not be used as fill on this project.
4.3 Placement and Compaction
Compaction and moisture content criteria for engineering fill materials are as follows:
Imported Select Fill 95 -2% 5%
Moisture Conditioned Subgrade PI - 25 95 -2% 5%
PI> 25 95 3% 5%
Page 12 FEATHER ENGINEERS
B \nches in wind maasto e
otexceedinecBtttea
o0ateria\tVPeeria\\SLLre3 d
\oose \fits n With resP n and the f\\ Aprm mo re\a\ to
d be P\a6e houkx
\d b u^fform
ater\a\ s of ate(\a\ shou\d tT4
ken
\ shou � a a
t \(1a\
ter\aThe f\\\ m rn dfor sP66' in
0
gto p(\nB the
fi
l.
J FO\ ma d Chunks neCe$ 'e 5O g
tK k^\ods a^ \oW1nB as a r require even\V t r°U h each \a e For
c e55•
content, or P \\R W to \led ed ranges' a
'end
ddenovi "I °bmo score Conte i shou\d be aPP ^ are PrOvide^tiroctor m l tecOm h n8) rma°rder to
the Proper e elarth rA °rn ed
Vve^ her Work mend
.�f The rang; Lye
s �a d under, lomeof m°` cuae\cOer,d d den ftY n the (ec er Oft'S added P ° de
some so oW ra & (ec°t°m yefo oth \s actu
Or na(f th (e an tests a\
cons\scent\Y achie emPacted� tefee .The Pp P� se t.emP °^�esb a YBof th ;ee o h oqua it`!
3 Each \\ft sho i e eN 5,0�� \form a^d ad ou\dtbe the ns dete a Buatan
Ck
d as
fs ck me ndfcathe ff\\\,'Onaas mete ctea sh u\acted^otbacO
quality o etatio^s_ .on for
e \Ora\ \ur\0
SatlsfattorV tesu\ts
(O
Contractor q ff\fmG oP
°f the contra e ed. Se
pvE�ENS R�Cp��EpppZ�ONJ Scope °f the Ptol
not vi <hf^ the
5p ent recomr^endallons are QOf°B`0 and hVd, accep ed
P eq� erne^ts' eng\neering Bca With gene r of the date °er
\ Of el
enB`neeOnaae \n acco( ePor, a(e ve as asresu\t tech^ ca\
6 G�NE�pe P\oYed a o?`otoasBa°d o'00,f ss °s^o^Tn of hee5 to emets i^ th Rc a efPr d\uP° aite Tan
Wle have d out s of these P cOndit\o adva^c es \n aPP be retie \�d\".
Procedure a^d Pv3d"e changes \n the \n addd` \og4 ^d Cha't sh \d not ice ^ vant\cipa at
of tea
Pdn�'aPation. H° Or,huma^o\oBV and bYdm�enp\l, this tathP15 film f \�edOV erpthouBD �wssmee� Th
P^a bra\ PtOcess eer\nB Be nseq
in re repot. C000t a review Pe"Pressed Of \ th eva\uatioMM be Prereatet than
ertbel
Oo6e
Ae teeOe d per d °f of a Other oU nvS%VLtestlBat �dW\a eotcontam, _d 5tthetd sOt o b,f or, attV the\P`°gam
ac\iPs in \ieu to that or Bro are WyrrantY `s e shou\d no ta\ haiards \n <h\s teonr s used fo( ad
\aces t change t a
other sag^�flcan
th\s sr"e W v\ronme^ nefldat`Onsa the rep and 3VI
P° ntra\ a an reco^` re Cate anB d pC,tNE6R5
conc\us\o earudurea;e eve\schWasptePate f`tNEgE
,,su(nedndlor %toundhenttirstePOtt
Odes aat Pr,,O ed W
from th Page 13
Q
X
w
Z
W
a
a
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M
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Auk-
Terraee Drlow
Site
Ji
N` Not to scale
LEGEND
4BDring Location
aeetaenW aonamg I PLAN OF BORINGS
Date: 4/1/2026
1314 Terrace n—, —p—, Tacee
Al
Project: Residential ing
ks
Terrace rive, Grapevine, Texas
.Project Number: '-259
Location: See Plan of Borings
BORING1514
_ Surface El.: na
-
Y -s-s,. N
v _ Northing: na
4sty s
It
Easting: na
e
5
C
MATERIAL DESCRIPTION
V.V, dark brown, very l,ff, moist w/standkt ,n
rosk laveAr
21-9 53 1g 35
59A
SANOV raylsnbrown,verystlk,molstw/some Ae
— — A
— 5—
sands[. ne xravel2
22.1. 54 20 34
=
rr
SANOV FAT CUV,tan &gray, very stiff, moist
_
11
Mir on
2.50 23.5 1034 53 20 33
634 2.1
sANov uAN cuv, ta��ian brow�a erav,.erv:tm, moi:t
4s La 30
=10-�,
' -
20-
2.0o zs.z
l.g
z5-
-30-
-35-
-40—
CompletionDeph: 15 ft.
Remarksseepage wasobserved@4f-duringdnIIing.
Date: 4/1/2026
water level @ 4 feet et end of dev.
A2
e ing
Drive,Project: Residential
1514 Terrace
.Project Number: '-259
Location: See Plan of Borings
:.•
Surface El.: na
E .
— Northing; na
m
IN a -
o rn € Easting: na
MATERIAL DESCRIPTION
SANpV r�LEAN (:LAV, dark brown, very stlff,dryw/some
SANDY LE gravel
00 17.5 45 1] 2 28 51.1
—
SANDY FATClAY,Brayish b—,verystiff, dry./some
nn
sand Eone gravel
— 5J�S!NDSTONE
20.3 54 20 34
— — Refusal on Kandl-I layer
—10-
-1s-
-zo-
-zs-
-30-
-35—
Completion Depth: 8 ft.
Remarks. Seepagewasn bservedduring dIMS,
Date: 4/1/2026
or, @ oompWion.
Drive,Project: Residential
ing
r
1514 Terrace
.Project Number:
Location: See Plan of Borings
Surface El.: na s m e
Northing: na = e z NeAl
rn Easting: na
MATERIAL DESCRIPTION
SANDY FAT Cuy, dark brown, very sift dry
SANDY FATCIAy, grzy[,h brown,ye ,Vf dry
— 5— —� NoSTPNF 5n
—15-
-zo-
-zs—
—31
—35—
Completion Depth: 6 ft. Remarks. Seepagewas notobservedduring dIMS,
)rDate: 4/1/2026 ory@ mmpWion.
:o R A4
J� l+vef.5 f.
GENERAL LOG NOTES
U Thin -Walled Tube -3"O.D.
A Auger Sample
S Split Spoon - 2" O.D. (140 lb, 30"drop)
W Wash Sample
C Core Barrel
T TxDOT Cone Penetrometer (Modified), (140 It, 30" drop)
0-4
Very Loose
Less than 0.26
Very Soft
4-10
Loose
0.25 to 0,51
Soft
10-30
Medium Dense
0.50 to 1.01
Firm
30-50
Dense
1.00 to 2.01
Stiff
over 50
Very Dense
2.00 to 4.01
Very Stiff
4.00 and higher
Hard
Slickensided:
Having inclined planes of weakness that a re slick and glossy in appearance
Fissured:
Shrinkage cracks, frequently filled with sand or si It
Laminated:
Compsed of thin layers of varying col or
Well Graded:
Having wide range of grain sizes
Poorly Graded:
Predomently one grain size or missing intermediate size
Interbedded:
Composed of alternate layers of different soil types
Calcareous:
Containing appreciable quantities of calcium carbonate
DEGREE OF WEATHERING
Unweathered
Rack in its natural state before being exposed to atmospheric agents
Slightly Weathered
Noted predominantly by color change with no disintegrated zones
Severely Weathered
Color change with consistency and texture appearance approaching soil