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Home My WebLink AboutNSFR2026-002331i 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 ��•��3/C[xSFL. Gvx GORY ANTHONY wm >_ U O C) m IA -2 K Qo Q SHEET INDEX W H. N � � 0 01-GENF_RAL O JWR 50 COVER SHEET MCA 02-STRUCTURAL ON: 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 �5B FIRST FLOOR SHEAR MALL PLAN BUILDING -N�C®®¢L RELEASE DOES NOT APPLY TOO CONSTRUCTION IN Si ET EASEMENTS OR PUBLIC RIGHT-0E-WAY S� ALL CHANGES MUST BE APPROVED. 1 9 osszs 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. W to U O U �N N F K w o Q W 2 H �v U DRAWN 8Y. JWR MCA 15SFD ON: atazozs SHEET S1 ALL CHANGES MUST BE APPROVED. NR osszs 5EE GEOTECHNIGN. REPGRT FRP/fDFD �EN61NffR5 µ LE6END Dero[es rotes -� Derotrs "' Oenotrs A antes T, Dero�s 9. HSXx Dcrotes 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 o P.leTwl 1-1� NS ORa C-PR B'.. KEPT 07/06/2026 10: 12:G7 �1 BY: KELLY TAFT T: tBPE: R :r=:a�;i EPEE.—oRP1.-1 m«Ta, tA SECTION 1 SECTION O2 SECTION SECTION REEF¢ rH15 SECTION FOR GENERAL INFORMATION — PA z71=ATM �—X sREn,EeenN+n) SECTION SECTION ate' SECTION EMI, N�o 5E0TION 12F749 SEGTION g 13 ----- _ 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 UIr2 0 O CJ Ed F K W o Q W 2 H DRAWN 8Y. JWR MCA 155FD ON: a M20. 0 SHEET S3B OM26 GEILING J015T 5PAN5 (IRG CARE MAXIMUM5) MEMBER 512E SPAC,M6 aAXI SPAN NO ATTIC, LIMITED WAIJ T STORAGE"• STORAGE ATTG" zxe I - - z.A I - - ,.ta I tz o.c. mo°- a-o zoo ' 5PAN IS IJMITFD WE TO MATEWAL AVAILABILITY 3 '• ONLY UBE PHERE NOTED ON FRPMIN6 PLANS gg A —o ry vnz � "ll - o IRST FLOOR GEILING FRAMING DE516N I„ - ,-o. 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. I ul I W 01 °I ^I x I ^I �I A I Pail �I it I nl O I I I E i I I I Si ssXe oiAR p z) zx,, r—i Aaf sioHsc,c I I II I ! wm t > U � J O X n W. W.m ~ T. w 2 H 6 MCA I�'s oos, 0 SHSEET 5 4 B OM26 IN 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 T-s r CITY OFGRAPE\INE Im x THIS PAGE RELEASED FOR ONS Ol RELEASE DOES NOTAUTHORI��ANY KI CONFUCTMTHTHE S U ILOING� ODE 1 ORDINANCE Z CITY APPROVED PLANS TO BE(EPT ON E!;M SITE AT ALL TR'S C C H BY: KELLY TAFT TS 3PEqq7g w BUILDING INSPECTION tlNSION: RELEASE DOES NOT APPLY TO—STRUCTIO EASEMENTS OR PUBLIC Rl� HT - ALL CHANGES MUST BE 1 D. po W t0 Z Q W ❑ L��N F w K Qo Q W 2 U, V U a� It It dzANN er. JWF2 MCA 15511� ON: a�azozs 0 SHEET S5 6 B R ,i� ttnul.rn m fi � ww_sn:cz -� \ vncirvc - 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 1 1 1 1VJ 4— V Y L—I\I I\I l-II. V..� N.T.5. wm UK >_ 8 08 w w m W 2 H ~O O DRAWN BY. JWR MCA 155FD ON: aTa2D26 05626 5HEAR WALL SCHEDULE w/ GYPSUM INTERIOR FAsiEtuat v FASTEN CAPAGT'rPLF) Fta✓R ray.t owa nN. o.c t Flan nN. oc.) nnAc«�wT t2 ® wENINss. RPFa+Ta_.__.nuLsc«oarI)FoamFrsErnairsAINvtvniTtRN FOUNDATION LEVEL HOLD-DOWN SCHEDULE HOLD OYVN NO. TENSILE GAPAOITY (HDM) TYPE FASTENERS TO 5TUD PNGHOR BOLT (LB51 STUD 51- «ot «Tns ravnve, z,. NULs smFErPwmwlLM«n r3no ,yam ry PLY N a"x° EHDaD «az «T.sRr rset�sxlmxs;Rrrew�^m-«,.s Roo IN «ILn«Ir«Y soo s�o ry PLY st-r sysro+ wN. a,' amm Nva «vie r3) �' m eOLlS �9mF � ROv INTEM 52as r2) PLY MM TY�00 «va «rne rsl'/e" m e0.F5 Ws m� �Rav I�ILMIN Iis 3Yeoo� �y (� PLr «as Nvls rat t^ m sous �°m «ns Rao Iry wLn wT�Y smo sue Imvs rs) PLY wi �-r srsFeN. MIN. ax,' EHeEn sNP,;oN sn+ola usr-IIN-PLAca uFaRNATa 2 INSTxL Pax PAcnRses sPc2l1l—s 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 a. I— Pe<wa«uP,.crvRvcs sPEunc.aneNSAnoN � s TR'w OFL REPae To%A+m11N1 E LSLu snrtJs- .r�� T«E«�va�w 5T BILE �TaNST� 5IMP50N 5TRONG-TIE 5THIJ10 5TRAP�0— 5IMP50N STRONG -TIE HTTS HOLDDOWN%,a 5IMP50N 5TRONG-TIE HD-75 HOLDDONN O� 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 CONFLICTWI—EBUILI INGC �NG OROINA iCE Z CITY APPROVED PLANS Ty BE rA7SE JC3 SITE AT AL .TIME 07/06/2026 1):13-aa a�lL TSBP IM I �rr J NG I Q H IEew...TAPPL nTOCONS1: RELEASE_Sxo TRVCTIO IN IX�NTS OR PUBI IC RI- -x MIIIINN ALLC NGES MUS rBE AP / I.I.. crxsc�ia2lit'o':' ALTERNATE 5RACED WALL o„ / 1 P \IIII \ j/ems xmew rowo.® � 1 — ev was z oc. r�,Evwxw PORTAL FRAME AT GARAGE WALL O Te-varrr __..avLa - i iT 5IMP50N 5TRONC-TIE COIL STRAP U 708 o w � m N wCLo Q r <t v a4 �utoo DRAWN 8Y. WR MCA '- ON: W.25 5HEA¢YVLL DE55K N NPTE hll5 SHEPA w>LL PLPN IS BASED GN A wND ANALYSIS —TARS- NE —.HG PaRA 1EfER5: ON. ORYII 115 1— EN ETILLOSID n115 ENGINEERED DESIGN EW-- THE PRESGRIPn�E LATERAL BRKlNG ME,NOD aTLINED IN THEZo21 INTERNATONAL RE5IDENTAL cope PP BE FULLY ERiOR PLFTAL PRAME RECdSIRHNBaTS cN SHEET 5l t TNeDE6 AND NaLFD w/ BU AT 5HEf.,NED PF � Swt � 5W1 I PP D EA� PGR P�RTAL ,RM,E REaIREMEN,SON SHEET 5, � e e � . P FRI � I � oFm J� � /� 5va2 wTHE'F>° 058 aND NaLm w. ea AT, SHEATHm PATTERN. IRST FLOOR SHEAR WALL DESIGN ,LF I, - -_ 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 SITE AT ALL TIMES J 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' ESE�Ff C. 1 55 ICiG Rio¢ 0 SHEET S8 9 n 9 OM26 r F=, SPECIAL NOTE PROVIDE SAFETY GLAZINGS AS REQUIRED PER SECTION 308 AND EMERGENCY ESCAPE AND 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 zrm Ir-6" laa o-a 2a3 —xb� AREAS FIRST FLOOR LIVING AREA J��120SSQQ.FTT.PORCH20 OLTDOOR LIVLVG 40 5Q. FT. OVERSIZED MASTER Rn6L DooR I VAR GARAGE SUITE IrcE.c OVERSIZED 3-CAR GARAGE 974 SQ. FT_ to rc II I �nT-� TOTAL UNDER ROOF 5,566 SQ. FT. ___ ___J exx ' 77- 11 OUTDOOR n LIVING I 'zor"N,L� e mm/ 26-3 sa a-] 4a „ HI OVERSIZED m L LAUNDRY rvr"sF. 5 - q� 2-CARGARAGE =1w g "1P�fH as w.� rc nK`H fig$"6I4 9" MASTER BATH KITCHEN I I I II >I ___ - _J war i _ mmw„ 4� �4 STER z bnr s.z FAMILY DINN�NC m m s� 7MLACOSET rI ° ]S" V YL Tf-P 12 _ 1" 'P V. 816" 3- - 4' I" 6 ] � - WlCr BAYTI II`3 ro- II P E qv " 41C�HL ,tBATIo-2 uv• e4.A - ______2la'e^ 'I LIN. - Wio c .NI ��L eFA UU n BDRM"2 Irs' Iz•1• 6^ v'a^ - MEDIA - 6 Y = PREP KITCHEN/ w>nctl aocj+rr a PANTRY ST aDY brcll I �. a DgN Lz a w q BDRM'3 ° Is3 WIC P^ 11 r VIc 4 Rnx, O�arH a - t_— I 4� r e li E7 rc ,,,, 1, eil,:9•vxax # ,•, _ a•.$. 4-$ $ " " � LtS• I.<^ " 4 k 3�-]� II � a- 4 4 4 C-2J' b2 a -Ili 3'] i i• ]` 12'-]'I 3')" 411" 13L Y'4" laL6^ Id I 12'-9" 13fi 1dJ" 10lJ FIRST FLOOR PLAN SCALE: 1/4'-l'-9 i TH�jp j�pc�lJTvppo��f�cR�L I!SE11I1E5 PYIYA� 1F COONFNF LICT WITH THE BUILLI!( CIN APPROVED PLANS ,BI SITE AT A F-TI 07/06/2026 11 BY: KELLY TAFT is BUILDINGINSPEC'.OI RELEASE DOES NOTAPF -T� EASEMENTS OR PUBIS I ALLCHANGESMUSB t; oOo�aaa �o �Lj v Ljr-�F a — �m� N _ I� U E-� a� c� 2 Q1 r� S� d) T �J� SHEET A-3 OF 6 SHEETS I N — /— DkVlDCOEE �cy��. 1 loRd Suite*160 Smith Residence" Md g//�Er3�3 U$� Texas, c 9:a AaM r ;) ( §§, : § ~ §) )| e - \ \\ )\ ;4;F \ ] _ $_ 'C h? 2/ \ z - / e , »&�7 aqk m " ALL LED - ELECTRICAL TO PROVIDE ELECTRICAL LEGEND ® EX-FEHIOH 50FI'IT LIGHT Q VENT %`4D SMOKE DETECTOR OVER AND UNDER CABINET LIGHT FLOODLIGHT $ SWITCH 4D CARBON DETECTOR OCLOSETFIXTURE ❑A RECESSED EYEBALL LIGHT DUPLEX , FLOOD LIGHTS MUST BE SHELLED CEILING LIGHT FLOOR DUPLEX UNVOLTOUTLET uNDEncourw HER ucHI� 0 DECOR. OUTLETS & SWITCHES I O O VENT AND LIGHT QD CEILING DUPLEX j� 0� ER COLNTER LIGHT I O PLUG PLATE W/ LED D HALLS 6 RECESSED CEILING LIGHT 0 ETHERNET + IIIIIIIIIIII CEILING FAN I • FAMILY& BEDS TO I IAVE FAN CONTROL p 4" RECESSED CEILING LIGHT ♦ PHONE OUTLET , � I'LOOR PLUG IN FAMILY (RECESSED) WALL HUNG LIGHT -Ix GAS STUB 0 I X 4 FLUORESCENT 0 PI10NE & T.V. NOT INCLUDED IN BASE BID DISU LIGHT 2 GFCI PER HOUSE (ACTUAL PLUGS) ------------------- MEDIA REQUIRES STROBE ENTIRE HOUSE HAS SURGE PROTECTION Qp - - ---. ---- ->� SMOKE DETECTORS SHALL BE LINKED 1 SO THAT WHEN ONE SOUNDS' ALL w.�xaNuu - i I SOUND. roa Fn� ) ------------ � z �----------------------------------- qp ------------ f _ c O KI jg •w� I I 6FPII \ I // -PEN ANT Ury o_ ��... B --- CITY OF GRAPEVIIIZ O �� THIS PAGE RELEASED FOR C-aS __ RELEASE DOES NOT AUTHORIZE . CONFLICT WITH THE BUILDING CC 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 ITION OP SI. ryry RELEASE ODES NOTAPPLV TO CO S%11B(&Ima g EASEMENTS OR PUBLIC RIG► EL �r ALL CHANGES MUST BE A:P - ..S 2 S�5g 3�y 57o ��'.1 "a l �000�S�� Woo C,ti —1 G C]� p� ��Do �> _ 3uN o LIDU-.0 c� U U N a--j FOR FAN E d� SIN HEET FIRST FLOOR ELECTRICAL PLAN S_� SCALE: I/A=1'Uv 1 OF6SHEETS r 9 Ii�l [n/ » J. I,„ MH .A D � > 4 �p 8� ` 8s !< c a - na N oms�O � � o 0 0 �'.,A ym m n N n �T1 A mm i Residence 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" M 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 �l. 1111 moy— ne eno�pee m orerasmo,� wpm„�� on (lum M,IesC Al1�N, MS.C.E.. P.E, A IIaN S�rue[uinl Enpineerinp�F,2354£ 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 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. 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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 Q X w Z W a a _70 m16 ,, 7 M �► B-3 v .,B-2 1 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 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 wm >_ U K O U m F JCL Qo Q W 2 H U O DRAWN 8Y. MCA 155FD ON: a,azozs 0 SHEET SO 9 osszs 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. W to U O U �N N F K w o Q W 2 H �v U DRAWN 8Y. JWR MCA 15SFD ON: atazozs SHEET S1 gsszs 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� IH�ENE�Q`EnAEI U O J ❑Qo] ~ DRAWN 8Y. JWR MCA 15511HJ ON, MiM2626 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� S3 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 gg � A —o ry �Iz � - o IRST FLOOR GEILING FRAMING DE516N - ,-o. jl I ti I I ^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. 1'v O SHEET S6 os626 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 Z � O o w � m N wCLo Q W = � r <t v a4 �utoo DRAWN 8Y. WR MCA 1551k0 ON: a1--0- ❑° E e E=--=L PPS o u ` u 1 ❑� a wn, a>° oie aup Nairn w. ea AT sNeA,Nm PA,iERN. IRST FLOOR SHEAR WALL DESIGN - L7 C E E E_ r ;uZ m m ')m D l� A Z f p D con mZ�te r m r (� p A om, 1�D Z m ✓� 0m Y n Z o = 0 'CO mZ ' cnm . a, z l 0 Sa CALL STREET �. 20'-0" _ _104.45' N00°10'59"E00 30' B.L. �\ ,\\ G AR.AGE\ \0 10 =0" W Co CD n Y r rT1 tC O� >Y> C7 �1 N CT1 C0 O Co Ul C>D O O� �� U co coco I-� 15' B.L. J 6'D.U.E. 119.74' S00°02'42"E 30'-0" 64'-8" 25'-1" or DAVID,COLEYaonemoprelueaternrlyy¢cbaovnischtrmeuupcefirousno DWC BUILDERS LLC.Smith Residence CELL 817-713-6770 1514 Terrace Drive GpUppViypl Texas, ( 1128Glade Rd Suite6160 C011e vllle Texas 76034 coer s nwhaoirautohropriutyrrf.ourstehseajreobm. Maey.dAiscbereopcaanmcy,eerssoorr,ainndan/ 7 0JO2--B0"3-22660 23-2 227-26 �03-04-26J a� or lTl DA VID !'SOT E t1 V 11J 1, 1� Smith esi ence DWCBUILDERSLLC. CELL *UILDERSLL Glade Rd Suite"160 1514 Terrace Drive Grapevine Texas Colle �ille,Texas 76034 Pneseplans azeintended to provide the bask conshvction inEormation�ecessary to subsGntiall com lets t}tis structure. Thesennl��s mustbevenfied and checkei ompletelybahepersoamautgiyforhejobMyd repancy,ersm,and/or o fission,rfYound,isrobebrou timmedutel to theatlenbonofthebuilder bfk,hdlllld,d1128 and uuements take precedence over arty partofthese drawings which may o h" h heseagencie,nilesand/or eg a onsandbeadhe¢dtobeoeY d do-o-b JOB's 2607 0218-26 L12-27-26 —26 -26 N � � 4z or §N® E ��{� ��dcec�.��E !#m !m mess«» //�rE3� 3 Ufa Texas, (CCColleyville, a A# 22 A zzz__ ZDkVCOL o+Az «+»m «, L^s mQ 2 a1 u � I e s� 2-' r,'-n^ g I, L-_ —_ - -- _ - J � - - - --j E =[ o�F >°o 1-4 F�-F§ b n "nA n4 It - Ls II N 4 n _ y yi -C mom^ice onr — -- -- ---- — — - -F- _- - - - ---- - _ I I b � Elb — r— —� ti g z a g e c _ -I -_ Ln- - III- ceu�'- z a < v I _ �y • 44 I I - a O y a -_ _______it <0 D s-0 u s s o^ I d'-�" •!� 3'"D ra' �' _ sin• r- 5'la I� I AA p Lt '�— r z A L-A Ib 3 71 71a^ t u — ,- �m - Y It 'TG a > T.� � mm n n W g r� G f N 6 ]'A^ 13-ra )n 6 I Il D A \TT71 /'•'OT 7tieseplans azeintended to provide the bask conshvetion inEormation�ecessary JOB's 26EP 07 (0( AVID 1, 1�YTllt esi epee DWCBUILDERSLLC.gCELL* 817-713-6770 omission, rfYound, isrobe brou timmedutel rothe atlenbono the builder 02-18-26 before arry construction work, orpumhases are made. All localmdes, mdirunres1128 Glade Rd Suite*160 and uuementstakeprecedenceoverartypartofthesedrawingswhichmay 02-27_261514 Terrace Drive Grapevine, Texas Colle ville,Texas 76034 n� n�eeeaganei�, esand,nrree �trn�andbeadhazedtn aze Y and du n¢a cm trutiba 3-09-26 ----------- 1` ---------------- DAVID COLEY Thesepanare tendedopro de thebaccoswtionnomationueesary JGB 2607 Smith Residence osub antlaRy mmplee ti shoe om lhee Un mustbeve fled and he ked � cn DWC BUILDERS LLC. completeh.b<•tlrepersonmauthorih� forthejo�. Mvdiscrepanc�,ersm,and/or 02-27-26 a' x CELL* 817-713-6770 0 �ss�on rffound, �srobehrought iinmediatelyto the attenhono the bwlder 03-04-26 2 before arycenstrucfion,wak, orpurchasesare wade AR IocaLmdes, ordinances m r�iy Tpprg/�p Drive Grapevine, y� Tpyg 1128 Glade Rd Suae*160 and uuemenrs take precedence over any partoftlrese drawings wldch may 15N terrace Drive 111apevine, 1exa Colleyville,Texas 76034 confi'�""��ese egenyies,rwes end/orxgulanons anabe adhered to before and Burin¢ aR construction I " ALL LED - ELECTRICAL TO PROVIDE ELECTRICAL LEGEND EXTERI 1 ® OR SOFFIT LIGHT ®VENT ,• SMOKE DETECT ��D OVER AND UNDER CABINET LIGHT FLOODLIGHT $ SWITCH .; I CARBON DETECTOR O CLOSET FIXTURE ® RECESSED EYEBALL LIGHT DUPLEX `D I FLOOD LIGHTS MUST BE SHEILED CEILING LIGHT FLOOR Durex �220 VOLT OUTLET UNDERcourw EER ucHI� O DECOR. OUTLETS & SWITCHES I � p VENT Any LIGHT CEILING DUPLEX OVER COUNTER LIGHT I O PLUG PLATE W/LED @HALLS �Q IT RECESSED CEILING LIGHT O ETHERNET C CEILING FAN I FAMILY& BEDS TO I IAVE FAN CONTROL 94 RECESSED CEILING LIGHT ♦ PHONE OUTLET LLLIIIIIIJJJ FLOOR PLUG IN FAMILY (RECESSED) WALL HUNG LIGHT -Ix CAS 6TLB I X A FLUORESCENT 0 PI1ONE & T.V. NOT INCLUDED IN BASE BID G DISC LIGHT 2 GFCI PER HOUSE (ACTUAL PLUGS) - — - — - — - — - — - — - — - — - — - MEDIA REQUIRES STROBE � CNTIRF' IJlII ICC LJdC CIIRl:R RR/1TR!'TIl1N .... .. PLAN SCALE: 1/4*-]'-V (Smith Residence 15k Terrace Drive Grapevine, Texas DA,Try r0T rV �/ 1�J 1. L.aL. l BUILDERS LLC. CGLL*817713-6770 CEL 1128 Glade Rd Suae*160 Colleyville,Texas 76034 These plans are intended to provide the bssic conswction in[ormationuecessary to substantlally mmplele tktis shuclum. l'hese Ians must6e verified and cGecked m Iztelt'b�•dr e nmauthorih forthe o . Mvdiscre cq,ersm,and or `o°m �nn�iffoondPstobebroughtiinmediatelytotlieattentonoithebwlder/ be ore anyconstrufionwak,orp ha aremadeAloaLmdes,mdnames and um wens akepeedenceovera yparto Le edrawng wl chmay dto ¢aucrosBumo nilesand/oreg ahonsandbeadhe¢beme Jp7, 2607 02-27-26 03-04-26 03 09 26 rolectNuMbsY �1of1 ternational APri114�2026 tbeln Cory AntlranY Dr, Gra4evine,Texas ems, has beent ere omm 59aaa p� 6�he Ro151'FTerra°°nOn designP The 4oh, vBn�neers.0 roon ber.172 b ; 056.6 Van fox the ab on design -,basedPNum The attache Code CVersioo P bt shedbY Feather Residential yesngati geOmchnical in 15ttpPgF �regnirem°nthasbee o e ce °,rrable8eanngs�rR)'1.5" ney,residen and 1. Verti� edobservan°nstor 2 Y°��Index+32'9 Illy,°i[e,We�h�eclien l�ng�e aforemenaon FaTd'catedwo comn'un 1, PierPrep°ur pre pour 2, Fovndanon ent 4. Plia an tsh ve "Ieom-,"nk cli vn ca Thesere4�rem°n ,o�oano, Of Tf�,�s rnes�ionrn�'i3ksason�al pie °�� e zEnio„w. °erelY� h~l•� �5k MUGaucPmanrmwide�c nua,dF �10 . IC 5ffi 'RO °uama�mm,•�i��e�ne,dno k; A t ...;......t�4545 iie s � neer 44�.2443 C t817W,41aA tlonNv'p y15�8 T �9'(2� rai com bM�t Admin@ P11ardStTucty 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. 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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 Sa33N'�3 N3N1�3 W�!d oN ua�ape! oeasaxal Z'A,6e p5$etad "oll u91 , FWa\aP �. d ,uo}yaUaQa�' �aau\6u9 \�\uUpa}oe�J \ed\au\�d I _ NOfS,r \ of .. ..............j..... A N ..••• � a°u\S f e d .............. iQ�y's •mou�snja\ de aM o sO alePa�d °aa ap noa d o }a\un.\,�odd ;uaWaaiBe eo\uNoat .sodas Eu\a o\a41 aau�8oa \ a8 a41 st\os sa°\ u\a a °"saub true ane4 oO� }\ naas a>onPup° uaaQ 9ms � alU lua,\e' u`\oatoa$ aoo i ua vgv su odo d 'no va\ d;aie yea °ede9a odoid a ag1 PaNjiG suop.a?ka alp �J .peW3 \ay' ul PaNiasaa sv alga - IP\�^�Ne �- a��oiuUa eW �sau,uuMN ��w•.uonua>'+d Alodaa f3u�� Wo,.\. �u°u}uv 8u\ sal �Jole ogll s e3\u4oa1oa9 sa a\@u3 uo\7epuuoi \ 9u\a 9ul�aa 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 _70 m16 ,, 7 M �► B-3 v .,B-2 1 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 N So BALL STREET y � _104.45- NOO.1O'S9"E 0 \D I �� D D p I � I 'DRAINAGE z C z o C7 n m _ r o b d Smith Residence 1514 Terrace Drive Grapevine, Texas m 30 B. L. GA AE \' \\\\\ o � I D I� Z I� G) m to C I00 � m � htr V / \ PO N T r w �o 15' B.L. DRAINAGE I 6' D.U.E. 119.74' SOO°02'42"E DAV1DCOLEY'Theseplans areintmded roFrovide Ne bask constructive information necessary JOB*2607 1 to substantiallymmpleM tlusstructure. These pplans mostbeven" and checked DWC BUILDERS LLC. completely by the personm auMoeity for thejob. Any discrepancy,and/or 04-14-26 CELL* 817-713-6770 omuamydfowdis tobebroughtimmed''ufetyrothe attmhon of ttie buildee befine any cmutruction, work,mpurchasesare made. All local codes, oedinances 1128 Glade Rd Sutte*160 and vemenhtakeperndmceovmanypartoft -Ie wingewltihmay Colleyville,Texas 76034aw tithe eagew�, ule and/or regulations andbe adhe ed to be ore wing all cwsti ., r � 0 Ua CT1 � ~ O o Sn BALE STREET '� zo,_o„ - - O O I 30 B. L. GARAGE, I 10._0" I� I• Ir �_ to Ln I I� ZI — in CO N I� � m I 0 �I OI I I 3 N 15' B.L. I 6' D.U.E. - - - yoga 119.74' S00°02'42"E t y 30'_0" 64'_8" 25'-l" ObdCO �zo� O d rT,�� d m O� t�-Y> z�� o � x O _ C?1 4 N UI 1-0 1 M CJl u O N CD � U1 � N M � ND `•T' cO Q 0,00 d > TJ TJ TJ `T1 of Residence T1 1OLL DWC BUILDERS LLC.Smith skry antso.haMvtdhemyce. tiudaoAsittdnstlecl prsaro�krusoutrtovhguriohd coomsumifipble ymtrdrehcfmeh.oleshuesxenobnordureb,dcis vnyeutshnhneodutmp,mcrsefiprsdolteeoryokdnbe ted,tideheodresnar,t jeecreolopby n irenlneo4tprvoozandrenlmh 7 0JO2--B207S3 ; .DC\ CELL* 817-713-6770 ialeidhnnseesdaran/ ieatlaeranrlyny fcabazfo ta --22TAp 1514 Terrace Dave Grapevine, Texas, 1128 Glade Rd Suite"160 arbe7satdcoeer wtNRohobprteiuuti m.mcofiayf bb -034-2266 ille,Texas 76034 m 0-Colley 26660 .I- of esien��1514 Terrace Drive Grapevine, Texas D1VID COLG DWCBUILDERSLLC.�� -713-6770 1128 Glade Rd Spite°160 Colley\ille.Texas 76034� oemoprle eaeryycboanshtreupcetrsioryonwnorauohropiurc.oarsehseajreobmaMey. dAreoprzanmcy,eesoorx,ainridm/umes 7 0218-2660 304 21 42mith 09-26 346 ❑N of 2rrnn NI C'T�rl " ( esiCC�1514 Terrace Drive Grapevine, Texas DAVID COLSerepa�areu�dedroPro DWC BUILDERS LLC.ence CELL* 817-713-6770 1128GladeRd Suite"160 Colle v111e,Texas 76034 deheba5arostrutron�ommtton�eary to substano-all com lek this structure. Theseplaps must be verified arui cbeckei anomplue enyebaachoen pe0 onoanau hoi or hejob Myd repancy,e or, and/m �o6#zso7 6 2-27--226 -26mith 0L-26 i i li I �P �a 71 Ll 1 4 - I d� v — �, DOC IZA -u 4L• Ew pt- am D_ aN �II - I Rervc w�.kc2s I �a w d4o ^ � _z o +r a ;e I- 2LT __________________ _-__-___ r---1________ I I r , �2r b � O b O I ' z v < rra�yy I a + d O a T a A CrJ I I I a __________ N rC yy b I cf h I I I Z'j"I' '3'- , 9'3" RnaI II i a,l " 5'-0° -il" TanSNl S f�T E' 4 iI Fo In 1000 I4'-9" 4'S" - E'-9" , _ Fa 6 5-6" h4 aliA ifi'd" \5'O" 19Y a W a _ n ' 67, b = - sA - n of in Smith esi(C( Terrace Drive Grapevine, Texas D A V ID C0 i !-1 1. I�G DWCBUILDERS LLC.�1�� CELL' 8177l36770 Glade Rd Suite'160 Colley�iIle .Texas 76034 TAesep ans aze nmded opro de he ba xco shv lion n o mafionne a sary to an omazpbleeaeycbmahneupcetirso onwnorauobropiu oarehseajreobmaMey.dn reapzanmcy,eesoorx,anndan/oers 10B 2607 020326 21128 966u 09_ 61514 06_ i DAVID COLEY esep are mdedroPre deroeba,eeos�a��n�ematon�m ay Jos#2 007 Smith Residence osub an a ymmplee tis shu me Theev an musthe ve fied and he ked (n DWC BUILDERS LLC. completely bytbe personmauthoriry forthejob. Anv discrepancy, error and/orL0227CELL* 817-713-6770bebhtidutlrotheattenbono thebwlder 1128 Glade Rd Suite*160 and uuements pke precedence over any partofthese drawings wlt;ch may conth�with these agencies, nilesand/ormgulatlons and be adhered to before 1514 Terrace Drive Grapevine, Texas Colleyville.Texas 76034 anadeaue�h�moa " ALL LED - ELECTRICAL TO PROVIDE ELECTRICAL LEGEND ® EX-HEHIOH SOFI'IT LIGHT QVENT %`4D SMOKE DETECTOR OVER AND UNDER CABINET LIGHT FLOODLIGHT $ SWITCH CARBON DETECTOR OCLOSETFIXTURE I ❑A RECESSED EYEBALL LIGHT DUPLEX CD 1 � FLOOD LIGHTS MUST BE SHEILED CEILING LIGHT FLOOR DUPLEX 0220 22U VOLT OUTLET �I UNDLR COLN HER LIGHI 0 DECOR. OUTLETS & SWITCHES I O O VENT AND LIGHT QD CEILING DUPLEX j� 0� ER COLNTER LIGHT I O PLUG PLATE W/ LED e HALLS 0 6 RECESSED CEILING LIGHT 0 ETHERNET IIIIIIIIIIII + CEILING FAN I • FAMILY& BEDS TO I IAVE FAN CONTROL p 4" RECESSED CEILING LIGHT ♦ PHONE OUTLET I I'LOOR PLUG IN FAMILY (RECESSED) WALL HUNG LIGHT -x! GAS STUB 0 1 X 4 FLUORESCENT 0 PI LONE & T.V. NOT INCLUDED IN BASE BID DISC LIGHT 2 GFCI PER HOUSE (ACTUAL PLUGS) - — - — - — - — - — - — - — - — - — -0 MEDIA REQUIRES STROBE 1 0 ENTIRE HOUSE HAS SURGE PROTECTION �.------ --- ----->� I ` C N o_ ��... B i r i- — - - '-'-a-_ i k T .e,. Q11 1p FOR FAh C� •••�� i FIRST FLOOR ELECTRICAL PLAN SCALE: 1/4'=1'-0' J. bz I,„ MH of S Smith �� 1514 Terrace Drive Grapevine, Texas '��/`�11�� D A V I D COLE DWCBUILDERSLLC. CELL" 817-713-6770 Glade Rd Suite'°160 ��„eY ;,,e,TeXas 76034� T�erepa�aaren�dedroPro deheba5aros�tron�omatton�e nary ko substantrall com lek this structure. Theseplaps must be verified and cbeckei ompleenybahepersonnauhoi orhejobMyd repancy,eor,and/m o io (found, robebou t mmedael rotHeatteoto oithebu der and unernentstakepreadenceoveranypanofrhesedrawNgsw>,;chmay ¢o-o es and/orreg a onsandbeadhaedtobeae �0-7707 0227-26 L03 04-26bfyk,hd.11lld,d1128 3-09-26 6 09 26 ©Scott Cannon Io me Good Afternoon Cory I think that is going to work according to the measurements you submitted. Please follow our standard details when building drive approaches. Best Regards, Scott Cannon (�Up+n1 Chief ConsWetlon Impactor City pf Gnpenne Public Works 2.S. Ma,n St. I Grapevine. TX 76051 m: 81T-89]-305A o:BI - 0-3231 www.eranevinet—, Wy 3:11 PM (3 hours ago) * Q (-1