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Home My WebLink AboutB12-0357 Plans Approved�� ,4 �? � �;��' � , 9 l� .ii�� #�4a �.�,' S( E �� lt ^--�,..e �1�� _ C.-� t,��, �`�'i.��"t �� !^t� �'t �°� ,i�� ✓�t �� i' `+ �'� � �.. / ��7 ,��'?�� 1 �, ,. , �� . « • ;E,_ � „ �: � g� .� ��,€� �'�; � — � � �.:��,�:,r�� '��.�� ;�'�� ' � � �� ;. �� _ � �. ��'n � �`�' � � � � ��a. ��x .....��. -�� R@_�?�111"��St�1t1 i?X�@!'lC11' - Sikkens, Cefiai SRD Semi-Trans�arent Stain. CoIQr; 248 Meriot Realace existin� wood exterior deek boards - EverGrain, Composite Decking, by Tamko. Calar; Weathered Wc�od Rea�ace �xistin� d�eck raiiir�� - Pressure tr-eate� lumber, as per appiicable b�dg, code requirements. - Vertical nominal 1x2 spinr�les, wJ2x horizonta! railing - Natural finish Ad_. d a#tached �ara�� - Match exterior finishes �f house - Vertical nominal 3x& "channel-Lap siding `�, � �� - Double "1x" cedar fascia tc� match existing Noie, Re-roofing 1?RB/Permit Rrocess previously completed. 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Gr��r�rr�u � �...�� e�t��` �. . �'�� "�'�+`�`� =✓1 `�� !f �-� ��'�' � `�` �- � a�?. � � ~ �. �3+�c� � � t�� , � ��; t� � �� . � � �. s -- _ �� g.w..-..<..�...�.�>:.,.w.r.,.� ._�...,��..,..,.K,..� � � � � i� �� '�� '-��" _.. �` �.J , -�" �- `�' �,. �t �- ��e,.�t 1'�i��"�'��. � t � �i� �� t �,:�.� �'� !� .� �'1 � ��.. F�1'"�.s.� 5'"� ' t. �.�� s � C� {��1`� -� C,.cS � )�t � "`"�i�°U� �1=J� �,,�3 (Z.. � �i ��i 1''"� %it��r'� fy � � �� `�� `��`�� , � �- � � . _ , t - � �� ., �� . _��,�.r �rt� ��,. � . _.. w...,� � �. .,», �� 4 .�. �m.��._�._ .��.� � S'�^ e1 c� �'s � ��m� � � (�t-�t' c.a� � �., ... � � _ _..,. .„ _ ,_. .�. .. _. "` " �"3 t�-r' �1�- 1�` �,.;��++r��¢ � . �� ,�--''� 1 f �' � �"�� i� �.�+� U "?�[�� "' : `� C�t�. s`' .`� t`� t� � 4G� d ��'f�€�,€�1,C7�»1� �'��t�t'i�,�,�e.F*L'�'�° c�►a �.a� ��`� �� '''�r;�"��:� h��' "�t' � � �� ..a'= � ''�,�� '� �" � �-�.� � t a 8 , S � � , �,� ��., t � � � co,ta�r�t��.°��y . . . � � t "' ..+� r'+'�'f � 1/'� � . :�.,�. �.... , .�.�...�.�..� ,� , .. ,.. ,.., �� a r--- '_ 4 �� .., � � a��' � � .�i� � �� ;:�� . .� �� ,�� ,. �� i +� � � �p ; �� . � �► � � � V�l REMMERT RESIQENCE, 5147 GORE CIRCLE, T4WN OF VA(�, EAG�E COUNTY, COLORADQ DES2GN CRITERfA� Roof Live Load CSnow> -----------------------tEtev. $6Q0) 85 psf Roof Dead �oad ----------------------------------- 2� psf Ftoor Live Load ---°---------------------°------- 45 psf Ftoor Dead �oad ----------------------------------- 20 psf Deck Lfve Load --°--------------------------------- 60 Rsf Deck Dead l.oad -------------------------------°-- 20 psf Wind (3 Second Gust) -------------------------------- 90 r�ph IBC/IRC Edition ------------------------------------ 2Q09 FOUNDATIDN DESIGN� a. Foundation destgn is based an nn assuMed solts beo.ring pressuee capacity af 1000 psf. Alt footings should bear on undlsturbed naturat saits or a minlMUro 3 feet of aggregate base course destgned for an attawaiate bearing preasure of 1000 psf. A periMeter draln shaU conforM to the specffications tn the soits englneew`s report. A surface swate shukt be provide around the periMeter of bullding to prevent surfate water and raof run aff froM entering the soils adjacent to the foundattan, In generat, the stte shoukd provide adequate drainage away f'roro the bulfding �oot print. b. Foundation und retalning walls have been deslgned using a fan assuMed} taterat pressure of 55 pcf. c. Foottngs shatt be placed on the naturdt undlsturbed soil, or coropacted structurai filt per the recoroMendatlans of the geotechnicat engineer. The foundation araund the exterior of the structure shalt haue a minlMUro frost protectlon oF 48' froM the top of grade ta the botfioM of the footing. e. Alt concrete shail reach a r�Intr�uM strength af 3000 psl for watts dnd footings. Att interior stabs shatt be a roinlMUr� 28 day strength of 35Q0 p�t. The garage and nit exterlor slabs ure to be a roiniMUM 28 day strength of 4QQ0 psi. and ro(nlrouM af 6x6xW2.0/�',0 wtre Mesh. M1x designs shoutd be based on the Bu{lding Code requireMents for re(nforce concrete+ ACT 318, 198�J. f, Provide crawt �pace ventitation per UBC QBC/IRC) requfreMents. g. A representative of the solts engineering coropany shatl verify soits condttlons and types durtng excavation. Constructton of the foundation May not proceed wfthout verifytng these vatues. Report any discrepanctes ProM the original desfgn assumpttons to structurat engineer for re-evatuat(an of founda#ton design. h, Backfill around and above structural k�uttr�sses and retalning waUS shatt be cofipaction-tes�ed per the recoror�endatlons of the soits engineer. i. Do not backfill against retaining watls unttt supporting eteMents are in place and securety anchored, or adequate shoring Is lnstaUed. Concurrent iaackfitUng oF each side af a retaining watl to finat grades as indicated on ptan or section Is requlred unless ternporary shoring Is installed. j. Verify type of 8itl wlth soits engineer nnd structural engtneer prior to backfllUng. REINF�RCED CONCREiEs a. Concrate design Is based on th� 'Building Code RequtreMents for Relnforced Concrete` CACI 318? as adopted by Chapter 29 af the 2Q03 IBC, b. Structural con�rete shatt have Q MIYtIMUtYf 28-day coropressive strength of 3000 psi, c, Concrete shait be proportioned using Type I-II sutfate-resistant cenent. AdMixtures contatning chtoride salts shat� not be used, d, All concrete twatls, footings and itatwork) shatl lae prot�cted froM cold weather conditlons for a miniroum of � days and shatt Maintain a r�Inlrrur� average teMperature of 50'F. As condltions requCre, the days and the ter�perature May vary In accordan�e the AMerican Corrcrete Institute.guideUnes. Gatd weather concrettng pracedures shaU be provided as recoMr�ended in the ACI Manuat of Concrete Practice. e. Anchor bolts for beaM and coluMn �aearing plates shaU be p(aced with setting ter�ptates. f. Expo.nslon hotts shall be tocated at a MinIMUM of 6 bott dlaMeters fror� concrete edge and spaced at SO bott dtar�eters uniess noted atherwlse. g. Anchor botts for wood sitl plates shalt be placed at 4`-0' Maxirouro spacing with one anchor batt at 12' fror� each end or corner and a mtn(r,uM of two anchor batts per p[ece. h. Concrete ftoor siabs or� grade and on metat decking or plywaad supported by fraro(ng shalt have sawn or tooled contral jatnts at a roaxlMUro spacing of 15'-0' In each dlrectton, Locate controt ,Joints atong cotuMn grid Unes where posslble and provide slab isolatian ,Jolnts araund catuMns. i. Concrete covernge for refnforcing steeb L. Cancrete cast against and perr�anen#ly exposed io earth = 3' 2. Concrete exposed to earth or weather� #5 bar and sMatler = 1 1/2` #6 through #i8 bar = 2' 3. Concrete not exposed ta weather or In contact wtth ground� Stabs, watts, ,Joists = 3t4' Beams, coluMns = 1 1J2' REIN�ORCING STEE�Q n. DetaiUng, fabric4tion and placement of relnforcing steet shall be In accordance wlth the ACI Manual of Concrete Practice. b. Ex�cept where atherwise noted an the draw(ngs, relnforcing bnrs shat[ confarro to ASTM Speclficatton A61S and shatl be ASTM grade 40 for #4 and i�5 rebar, and AS7M grade 6d for bars #6 and greater. a All spfices, lap �aars 44 dinroeters, Do not weld or use Mechanicat spticing devtces untess specificalty appraved by engineer. d. At corners, Make horizontal bars continuaus �or pravide corner bars. Around apenings and steps in concrete, provide C2)-#5 bars ex#endtng 2'-6' beyond edge of opentng or step, e. Extend refnforcing steet a MInIMUro of 2`-6' fiMrough cotd ,JoMts, Unless speciftcatty locnted on ptan or detalts, coordinate cold ,Joint tocailons wlth englneer, f. Wetded wlre fabric shaU conf�rro ta AS7M Speciffcatlon A-165. Lap wetded wire fabric a Minirsum of one futl Mesh ptus two inches. Laps shall be wired together. STRUCTURA� Wt71_lD FRAMING� a, Except where noted atherwlse, atl 2' naMknal tuMber, except studs, shatl be Douglas Ftr-Larch #�' and better, and att sattd ti�niaer beaws and pasts 3' noMinal and wlder shatt be Dougtas Fir-Larch #2, b. Studs shatl 6e Stud grade and better Dauglas Fir-Larch or HeM FIr. c. Bullt-up posts shaU consist of Dougtas Fir-Larch or HeM Flr #'� ar better 2x4 or 2x6 s#uds per plan and shalt be naited together with Z rows of 16d naits @ 6' on cerrter atong ench stud. d. Buitt-up beuMS consisting oP r�uttlple 2x MeMbers shall be naited together w[th two rows of 16d nails spaced at 12' on center, or wtth two rows of 1!2` dlaroeter thru-iaolts spaced at Z4' on center. e. Top and bottoM ptates shaFl be Dougtas Flr-L.arch or HeM Flr #2 and better. Plates ptaced dire�tly on concrete watts or stabs shaU be pressure-treuted HeM Fir #2. f. Wood beuMS bearing In beaM pockets In concrete or �asonry watis shall bear on a treated 2x6 beartng black. Provlde !' ctearance around end of wood bears. Block against sides af bear� pocket with treated 2x btocktng to provide tateral support for beaM, g. Within ftoor jatst spaces beneath soUd or built-up cotur�ns noted on plans, blocking of area equ(valent to coturon above shalt be provided Door or window triror�ers consisting of a singte stud da nat requtre spedat blocking in the ,Jolst space. h. Except as noted otherwise, niniMUro nalUng shalt be provided as speciFied In the 'MaAing Schedule` on the drawings t�'003 IBC Tabte 2304.9.1>. i. Botts used for wood frarring connections shult be Instatted with standard washers and nuts, ,J, Untess noted otherw�se, steel cannectars such as those roanufactured by the SiMpsan CoMpuny shall be used to �oin rafters, ,Jolsts or bearos to other beaMS at f4ush-frar�ed conditlans. Use att specified naits. Connector condttions not otherwtse nated shatl utlUze type U or type HU hangers af a size specificatty designed for the Merober supported, as shown In the Manufacturer's pubUshed tabtes, Contact structuraR englneer far details as requlred. k. Wood naiter plates Instalted on steel beaMS Qr concrete wdtts for top-ftange hangers shali be rlpped to roatch the width of the wall or beor� ftange. Nailer ptates supporting tap ftange hangers froM one side onty shatt be installed fl�sh with the face of watt or beaM ftange at the honger tocations. t. Manufactured ,�otsts shalt be froM an approved Manufacturer and shatl be equtvalent in load carrytng capacity nnd deflectlon crfterla ta ptnn ,Joists tn the depths and spacings Indicated on ptnn. Provtde btocking, bracing, wQia sttffeners and other accessorles as requlred by the Manufacturer. M, Prefabricated trusses shall be deslgned by a Colorado registered englneer to support the fult dead and tive loads of the raaf, celUng, and any other superiMposed loads. 7he fabrlcator sha4l deterMlne wela arrangeMent and MeMber forces. �oad duration factor for snow toads ls 1.0. Calculati4ns and shop drawings shaU be subMltted ta the architect/engineer for revlew prfor to fabrlcation. The truss Manufacturer shatt spectfy nlC truss ta truss connectlons. Teroporary and perManent taterat bractng af trusses shatt be instailed as required by the truss Manufacturer, n, L.aMinated veneer tuMber CLVL) shatl have the fioltowing r�Inir�uro properties i. �lexurat stress ------------------------------------ 2600 psi 2, Madulus of etastic(ty ----------------------------- 1,400A00 psi 3. Tension paratiet to graln ------------------------------ 185� psI 4. CoMpression parattet to grafn --------------------------- 2310 psi S, Cor�presslon perpendicular to graln Cparattet to glue line> ------------ 750 psl 6. Horizontat shear ----------------------°----------- 285 psi o. P� 7. Connection of Muttipte-MeMber bearos� A. Top-toaded benMs I) For MeMbers 12' deep or tess, nail each MeMber to the next with 2 rows of 16d naits at 12' o.c. II) For MeMbers greater than 12' deep� nail each roeMber to the next with 3 rows of 16d nails at iZ' a.c. B. Slde-tonded bearos D Far twa or three meMFaer beaMS, nalt each Merober to the next wtth 3 rows of 16d nnils at 12' o.c. il> For four MeMber IaeaMS, bott through with 2 rows of 1J2" dianeter botts at 12' o,c. i1D For Merobers consisting oF More than four Merobers, contact structural engineer Ati tumber used in canstruct�on shatt have a fiax(MUM r,oisture content of 19%. FraM(ng Notes� i. Exterlor watts� A. All exterior watls are 2x6 studs @ 16' o.c, to a r�axtrouM height o4 12'-6`, 2x6 studs 2 l�C' a.c. to a Maximur� height af 14'-6*, and C2>-2x6 studs 2 16' to a MaxiMUro helght af 17'-4' untess otherwi$e nated, Walts taller than 17'-4' shalt be framed w(th Manufactured paratlaM studs, contact engineer for spacing requireMents, if not Indicated on plan. Cap with a doubte top plate tnstatted to provide overlapping at corners and at intersections with ather partitlons. If avertap is not possibte, strap top ptntes with Metat strap ttes CSiMpsan ST292 or equtvatentl. H, Gabte-end wntts shatt be balloon-fraroed to the bottoM of rafters ar end-waU trusses unless approved by engineer, C. Ftoor ar roaf frnMing Merobers Must be aligned to benr withfn 5 inches af the studs beneath. D, Provide 7J16' thlck APA rated sheath(ng Cplywood or OSB) rated 24/16, exposure i, at exterior face of exterior wntts. Btock atl horizontal ,Joints and nait panets wtth 8d naits spaced at 6' along panet edges and at i2' atong intermedtate supparts� E. Provlde t3?-2xld headers over 4U door and wtndow openings, with one 2x6 trlMmer and one 2x6 king stud each end, unless otherwise indicated, F. At beaM bearing tocatlons in stud watls, provide Multipie-stud posts equal to wldth of bearing r�eMber �+nEess noted otherwise, 2. Interior Laad Bearing Walts� A, Interior toad benring walls are 2x4 or 2x6 studs Cas indicated on plan) @ 16' o.c. wifih 1/2' gypsur� wallboard both sldes untess noted otherwPse. Cap with a doubte top ptate fnstalted to provlde overtapping at corners and at intersecttons wlth other partitions, If overlap is not possibte, strap top ptates with roetat strnp ties (SlMpson ST29z or equivalent?. B, Ftoor or roaf frnMing MeMbers must be aUgned to benr within 5 inches of the studs beneath. C. Provide C2>-2x10 headers aver atl openings In wall, wlth one 2x4 or 2x6 trimr�er and one 2x4 ar 2x5 ktng stud each end, unless noted otherwise. A. At beam bearing locatlons In stud watts, provfde r�ultiple-stud posts equat to wldth of bearing MeMber untess noted otherwise. 3. Floor Constructiorn A. Proulde 3F4' thick AFA rated Sturdifloor rnted nt 24` o.c., tongue and graove, exposure 1, Glue and nait panels to all supports w(th 8d nails spaced at 6` atong panet edges and at 12' atong fnterr�edlate supparts. Instatl sheathing with long diMenslon perpendtcutar to ,�otsts and end ,joints staggered. &. Pravide soUd btocking between floor Jois#s at att bearing locattans. Blocktng Materlal shatt Match the floor ,Joist Materlal, 4. Roof Constructlon+ A. Provide 5/S' thick APA ptywood sheath(ng rated 40/20, exposure 1, Instatl sheathfng wlth tong dlMenslon perpendicular to rafters or tr�sses and end Joints staggered, NQiI wlth $d nalls spaced at 6` atong panel edges and at 12' along InterMQdiate supports. B. Plywaod sheathing shatt be applfed continuausly over the primary roof MeMbers frafters or trusses) below overfraMed areas to provide adequate laterat stablklty. ' C. Provlde wlnd/setsMfc anchors at supports for alt roof Jolsts and trussed rafters. See naipng �ct�edute. D. Provlde salfd btocking Saetween roof rafters, trusses and lookouts at all bearing tocntions. $locking Materfat shatt r�atch rafter, truss chord, or laokout Material. 5. Wind Bractng� A, Wails over 4 feet long which are sheathed with gypsuM wnitboard on both Faces and are indicated as shear wntls on ptan have }aeen deslgned io resist wind forces (n accordance with Tabte 2306.4.5 of the 20U3 IBC, B. At shear watts, screw 1/2' gypsuro wattboard to aU studs and to top and bottoM plates with #8 x 1 1/8` drywatt screws at 7' roaxiMUM spacing, C, Exterior plywood or �SH watt sheathing is requ(red untess speclficalty deleted by engineer. STRUCTURAL STEE�� a, Structurat steet shaA be detalled, fabricated and erected in pccordance with the Most current edittons of AISC Specifications and Code of Standard Practice. b, Structurat steel W shapes shaU be ASTM A992. Other rolled shapes,IncCuding ptates and angtes shatl be pS7M A36, Tube shapes shatt be ASTM A560 grade B, Plpes shnit be ASTM A53 grade B or ASTM A501, o Tube shapes are actuat size as speclfied on plan. Pipe slzes indlcated on ptan are norofnat <approxlmate inside dlaMeter> and refer to AISC pipe schedute diMensians. d. Att botts used in steel fraMtng shalt conforn to ASTM Speditcntlon A3E5, Anchor botts and botts used (n tlmber connecttons May be ASTM A307. Boit sizes shalt be 3l4` dlaMeter unless noted otherwise, e, Typtcal framed beam connections shatt conslst of pairs of 1!4' angtes using the MaxiMUM nUMber of bo[ts tatted for in Table II-A oF the AISC Manuat tASD FJinth Edition>, f. Expanslon bolts shatt be wedge type 'HNtP or 'Rawi' or 'Slropson`, or approved equivalent with the fottawing a�inlMUM erobedMents� if2' diaroeter ---- 2 112' 518' diaMeter ---- 3' 3/4` diaMeter ---- 4` g. Epoxy nnchors catled for on the drawings shnll be "Epcon' or 'Rawt` or 'Sir�pson' or approved equiva[ent anchor systeMS. M1nIMUM eMbedr�ents, If not speclficaity indlcnted on the drawin�s, shatt be according to the manufacturer`s speciflcatlons. h. A!t weiding shaU be done by an AWS quaUfCed welder, i. Detay patnting within 3` of fietd wetds untlt welds are co�pteted. ,J. Where corraslve soit condltlons exlst, steel angles that are used #o support ex#erior s�one veneer shatt be galvanized and shall be attached to the foundation with gaivanlzed or staintess steet expanslon anchors. k. Att grout beneath caluMn base plates and stee! bearos at bearfng shall be non-shrink, non- Metatiic type grout, Grout shatt have a MlniMUro cor�pressNe strength of 250Q pst. GENERAL REQUIREMENTS� a. Stru�ctural erectian and bracingr The structurat drawings itlustrate the coropteted structure with att eleMents in #heir final posittans, property supported and brnced. 7he cantractor,Cn the proper sequence, shaU pravide shoring and bracing as May be requlred during construction ta achleve the ftnal corrpteted structure, Contact struciurat engineer for consultatfon <not in contract) as required, b, Shop drawtngs� SubMit shop and erectton drawings far structurat steet, Miscettaneous steel, steel ,Jolsts and glyders, steel deck, roasonry reinfordng steet, wood trusses, Manufactured w4od �oists and gtue-laro beums to engineer for review prior to fabrlcatfan, This rev(ew is for generat coMpUance with the intent of -the structurai deslgn. The architect andtor cantractar are responsibte for checking quantities, diMensions and coordinatton wlth other trades. c Existing structures Contractor shatt he responslble Por verlfying d(Mensions, elevat(ons, fraMing, foundatian and anything else that roay nffect the work shown on the drawings� Underpinning, sharing and bracing of existing structures shall be the responslbillty of the contractor, d, DlrrensCons+ Check all dlroensions agalnst archltecturat draw(ngs prlor ta construction, Do not scnle drawings. e, Canstruction practices General contr�actor Is responslbte for Means, Methods, techniques, sequences and proceduees for construction of thts proJect. Notify structurat engineer of oMissions or canfticts between the working drawtngs and existing conditians. Caardtnate requtreMents for MechanicaV�etectricat/ptur�kaing penetrations through structura! eteMents with structural engineer. Jobsite safety is the sote responslbitity of the contractor, Att Methods used for constructlon shatt be in accordance with the latest edltions of the IBC/IRC. f. Details not speciflcalty shown on the drawings shalt be constructed in a Manner siMitar to the detalls that are shown for Uke conditlons. These iteMS shali be brought to the attentlon of the structural engfneer as soon as posstbte for approval. Approval shatt be obtalned prior to fnstai�a#lon, g. It is the responsibility of the contractor to contact the structural englneer at the appropriate tir�e to perforro site observatlons vfslts. �bservation visfts to the Jobsite by the engineer are for deterMination of general con�orr�ance wlth the construc-tion docuMents and shaU not be construed as Inspec�Elon. h. Though every effort ts Made to provide a cor�ptete and ctear set of constructlon docur�ents, di5crepancies ar oMisslons r�ay occur, Retease of these drawings anticipates cooperntton and conttnued coroMUnication between #he cantractor, archttect and engineer to provide the best pvsslble structure. These drawings Nave been prepare�i for the use of a quatified contractor experlenced in the construction techntques and systeMS depicted. IBC FASTENING SCHEDULE CTAB�E 2304.9.11 CONNECTIClM FASTENING°�" LOCATION L Jols# to sill or girder 3- Sd connon taenail a - a• x a.i�• �xia 3- 3' 14 gage staple 2. Hrtdging to Jolst 2- 8d cormon toerali ench end 2-3'x0.131`naA 2- 3' 14 gage stapte 3. 1` x 6` subfloor or lessstretch ta each jolst 2- 8d connon face rwR 4. Vtder than i' x 6' subfloor ta ench Joist 3- Sd connon fate rm0. 5. 2' subftoor ta Jolst or girder 2- 16d cor�rwn btlnd and face naR 6. Sate ptate to Jolst or btocicing 16d at 16' ac typtcal fnce nali 3' x Q,131' nafl nt B' o.c. 3' 14 gage stapte nt 12' o.c Sote ptate to Jo[st or btocking at braced wcU pnnel 3- 16d per SG` braced rratt pnnels C4>-3` x 0,131' naH per 16' <4}-3' 14 gnge stnple per 16' 7, Top p[ate ta stud 2- 16d connon cmd na� a - a- X o.�si• �n 3- 3' 14 gage staple 8. Stud to sote plate 4- Bd conewn toenaN 4-3"x0.131`nail 3- 3' 14 goge stapte 2- 16d cora�on end nn� 3-3'x0.131'naN 3- 3' 14 gage staple 9. Doubte St�ds 16d at 24' o.c. face nait 3` x Q.131' naU nt 8' o.c. 3' 14 gage stapte at S' a.c. 10. Doubte top ptates 16d at 16' n.c, typlcat face nalt 3' x 0�131` natt at 12' ac, 3' 14 gage stapte nt 12' ac. Doubte top plates 8- 16d corn�ron tnp spl(ce i2 - sR X Q13i� �a 12 - 3' 14 gage stapte typical face naA 11, Blocking between jolst or rafters 3- Bd connon toerwA to top ptnte 3- 3' x Q.131` naR 3- 3' 14 gnge stapte 12. Rln Jolst to top ptate 8d at 6' (152nri? ac. toenaN 3' x 0�131' naN at 6` o.c. 3' 14 gage stapte at b' o.c. i3. Top p4ntes, tnps nnd Intersectlons 2- 16d ca+�+on face r%it 3-3'x0.132'nnR � 3- 3' 14 gage staple 14, Continuous header, two pieces 16d connon 16' o.c niang edge 15. Celling ,joists to ptate 3- 8d connon taennll 5-3'x0131'naR 5- 3' 14 gage stapte 16. Continuous header to s#ud 4- 8d corMwn tcenai4 17. CelUng Joists, laps over pnrtlons 3- 16d connon nininun, Table 23�8.10.41 Pace rw0. CSee Sectlo� 23U810.4.1, Table 2308.10,4.1> 4- 3' x 0.131' nnN 4- 3' 14 gage stapie 19. CefUng Joists to paraltet rafters �- 16d coronon nlninun, TaWe 2308.10.i�1 face nnil CSee SectEon 2308.10.4.L Tabte 2348.10A.1? '� ' 3' x 0.131' naR 4- 3' 14 page stapte 19. Rafter ta ptnte �-$d connon toermU 3-3'x0.131'naR <See Sectlon 230810.1, 7abte 23qB.10.1> 3- 3' 14 gage staple 20, 1' diagonet brace to ench stud and p(ate �'$d coru»wn face nait r 2-3`x0131`na� 2- 3' 14 gage s#¢ple 21. 1`x8' sheathing #a ench hearing watt 2- 8d connan face na0. 2^c, Wider than 1' x 8' shea'thing to each 3- Bd connon fnce nn8 bearing watl 23. Suilt-up corner studs 16d cor�non 24' o.a 3' x 0.131' nnH 16' o,c. 3' 14 gage staple 16' ac. 24. Built-up girder and beans 20d connon at 32' o.c. face natt at top nnd 3' x Q131' nai! at 24' o.c. botton staggered on 3' 14 gage staple at 24` o�c opposite sldes 2- 20d cav�on Fnce nnit at ends nnd 3- 3' x 0.131` naN nt each sptice 3- 3' 14 gnge staple 25. 2` gtnnks 16d connon nt ench benring 26. Cottnr tle to rnfter 3- lOd cor�non face nait 4-3`x0.131'naft 4- 3' 14 gage stapte face nnit 27. Jack rafter to hip 3- SOd corntion taenoll 4-3'x0.131'na4 4- 3' 14 gnge stapte 2- 16d carnan face nait 3-3'x0.i31'nn� � 3- 3` 14 gage stapte 28. Roof rafter to 2-by ridge bean 2- 16d connon toenap 3-3'x0.131'na� 3- 3' 14 gnge stnpte 2- 16d cw�mon face mH 3-3`xD.131'naH 3- 3' 14 gage s#aple 29. Jolst to bnnd Jolst 3- 26d ca+non face rmit 5-3'x0.i31'nafl 5- 3` 14 gage stapte 30. Ledger stNp 3- 16d cor�nan face nait 4-3'xQ131'raH 4- 3' 14 gnge stnple 3L w+ood structural panels nnd pnrticte board�'� 1/2' and tess $d`� Cper EEI7° Subfloor, roof nnd w4tt sheathing 2 3/8' x 0.131' naH" Cto fron(ngh 1 3/4' x 16 gaga° 19/32' ta 3f4' 8d° {per EEI34 2 3/8' x 0,131" na1P 2' 16 gage+' 7/9• to 1" Ba� Singte Flaor <conbtnntlon subfloor- i I/B` to 1 1/4' 10dd or Sd` undertnynent ta Praning?� 3/4` and tess 8d` <per EEI)'� �is• to r sa� I 1!8' to i i/a• iod° o� 8d` 32. Panel slding Cto fror�ing> i/2' or less 6df 5/8' Bd° 33. Fiberboard sheathfig� 1/2' Na 11 gape roofing na0.h 6d connon rmll No. 16 gage sta�te 25/3Z' No� !L gage rooPing naRh @d connan natt No. 16 gage sta�te 34� Interlor paneling 1/4' 9d� 3/8' 6dk NOTES TQ TAELE 2304.9.1 For SL 1 trtch = 25.4nr�. 8 3/8' x 0.113` nalis and 3' x 0.13Y nults are standnrd 8d and SOd Gun nalts� n. Connan or box nnits are pernitted to be used except where otherrrise stated. b. Naits spaced at 6 Inches on center at adges, 12 �ncNes at Internedlate supports except 6 Inches at supports where spans are 48 Inches or nore. For nnlQng of xood s#ructurnt panel and partkteboard diaphragns and shear ratts, refer to Sectlon 2305, Nails for watl sheath[ng are pernitted to be connon, box ar casing. c. Cor�non or deforned shank d. ConMOn e. DeForned shank. f. Corroslon-r�sistnnt slding ar casing nait. g. Fasteners spaced 3 lnches on center nt exterlor edges and 6 tnches on center at internediate supports. h. Corroslon-reslstcnt roofing naits xt#h 7/16-Inch dtaneter head and 1 2/2 lnch length for if2-Inch sheathing and 1 3/4 inch tength for 25/32-Inch shenthing, G Corroslon-reslstant staples with noninal 7/16-inch croxn and 1 1!8 Incfi length for 1/2-Inch sheathing and 1 112 lnch tength for 25/32-inch sheathing. Pnnei supports at 16 Inches C20 inches If strength axis Is the long directlon of t t t t wt rk 7. he ane un ess o her se na ed P 1 r� I ncll � o I es n t d s In h s ut Int diate s orts. ,j. Cns ng o fln sh s sp ced 6 nch o pane e ge , 12 c e erne upp k. Pnnel supports as 24 Inches. Cask�g or finish nnlls spaced 6 lriches an pnnel edges, 12 fnches at tnternedSate supports. t, For rooF sheatfiing applications, 8d naits are the nlnir�uw required far �ood structural panets St i lt v nl inuM �� r�dth f 7/16 In h. ou ap es sha ha e u n cro o c rr. For roof sheathing appticatlons, fasteners spaced at 4 inches on centpr at edges, 8 inches nt fnterMediate supports. o. Fasteners spaced 4 tnches on center at edges, 8 inches at internedtate supports for subfloor nru! wnll sheathing artd 3 Inches on center nt edges, 6 inches at Interroedlate supports for roof shenthing. p. Fnsteners spaced 4 inches on cerrker nt edges, 8 inches at tnternedtnte supports. q. Itens noted as 'per EEI' have been changed fron the IBC scheduie to n nore restrictive requlrenent. �"; �' •;{ # "s ��"� � , � � �.. € S`� �'� � �w;�� " �� ' �� u �� :��w,,��x��: �� w�"..�.��t_t1��.<,��r.._.. � � � �, � �� .�.��. �la.., ''`�'Y" � Z f ' �� .,��.�,��_�,�.�,.�,-� ��:L .a�.��. �� a_�.,,�.��. isi�_ � � A.S. A.F.F. A.F.G. ADJ. ANCH. APPROX. ARCH. Bd. BLQG, aucc. BM. BOT. B.O.W. BRG. CANT. C.J. CMU CEM. CIG. C�I.R. COL. CONC. CONN. CONT. CONSfi. G.P. DBI. DE7. DIAG. DWG. OWL. EA. E.J. ELEV. ENGR. EQUIP. EQUIV. EXSTG. EXP. EXT. F.D. FD1N. FU2. FRMG. FTG. c�. GA�V. GEN. G.L GYP. HQR. HORIZ. HT. 1NT. INV. K JST. LAM. LLV LONGIT. L11YT. LVl LSL MAX. MECH. Mnr� MANUF. MIN. N NOM. O.C. OPNG. OSB R PLYWD. R.O. RAD. REF. REINF. REQ�D RET. REV. R.S. SCHED. SECT. SFiT. SIM. S.l.P. SPEC. SQ. S1D. 5TL s�uc-r. T T8c8 T&G T.O.C. T.O.F. T.O.I. T.O.M. T.Q. r.o,w. TNRU TF2ANSV. TS TYP. U.N,O. VERT. V.I.F. W.F. W.P. W.W.F. Wd. w w/o NF ANCHOR BOLS AB�VE FINISHED F�QOR ABOYE EINISHED GRAdE ADJUSTABl.E ANCHOR APPftOX1MATELY ARCHI7EGT 80ARD BUIIDING BLOCKING BEAM BOTfOM $OTfOM OF WALL BEARING CAN11lEVER CONiROI JOINT CONCRETE MASONRY UNIT CEMENT CEIllNG CENTERLINE CLEARANCE CO�UMN CONCRETE CONNECI]ON CONI1NUQt1S CONSTRUC110N CRIPPLE POST DOUBLE DETAI� DIAGONAL DRAWtNG DOWEL EACH EXPANSION JOiN7 ELEVATION Et1GINEER EQUIPMENT EQUIVALENT EXfSl1N� EXfSl1NG EXPANSION EXTERIOR FLOOR dRAW FOUNDAl1QN F100R FRAMING FoonNc GAUGE GALVANIZED GENERAL GIUE-LAM GYPSUM/GYPCRETE HEADER HORIZONTA� HEIGHT INTERIOR iNVERTED KING S1UD JOlST LAMINATED LONG lEG VERI7CAL LQNGITUQINAL UGHTWEIGHT LAMINA7ED VENEER IUMBER LAMINATEQ S7RAND RIM MATERI MAXIMUM MECHANICAL MATERtA� MANUFACTURER MINIMUM NEW NOMINAL ON CENTER OPENING ORIEN7ED S7RANd BOARD PLATE PlYW00D ROUGH OPENING RADIUS REFERENCE REWFORCE%REINFORCEMENT REQUIRED RETAtNING REVf510N ROUGN SAWN SCHEDUIE SECTION SNEET SIMIIAR STRUCTURAL INSULA7EB PANEL SPECIF�CATION SQUARE STANDARD STEEL STRUCTURAL TRIMMER TOP & BOTTOM TONGUE & GROOVE 70P OF CONCRETE TOP OF FOO11N6 TOP OF LEDGE TOP OF MASONRY TOP OF i0P OF WALI. THROUGH TRANSVERSE TUBE STEEL CdLUMN M'ICAL UNLESS NOTED O7HERWISE VERTICA� YERI�Y IN FIELD WIDE FLANGE - WAiERPR00F WELQED WIRE FABRIC waoa �� n�out� AISC SYMBOL-W1DE FLANGE i �� .�.�I J � ; � � � � � � � ��° � �� 'Y` c ��f♦ i�#i#�** aJ""� a y��+� � �+�(�•x �� « ,�ev. • {G 4„ � « .� � v�, C� .i * � � �� p � �• ,, �6 '*�t3tE'�+#;��Q`� . =+M!iiM; �� *�.�' S.� �,+'t ..i. U � •,-s V H w � t-i Z+ W � t--� W � � ,� N N � .� C � Q L � -w U � � � � r►. � � � .� .'� � � � � > i_ __ _ - ISSUED � � CO OC) c.Q p N .� Lt� � N �y X J 0 � m � O Q � � W � � �� W � Q �..�J �" � 'e�-{ u� � � � � tf� � � � U7 � d" .d- i37 � O � h � d7 � U � � i � f � � i� i � ��, �r • � � � � 1 � � � J � � •� + � � PERMIT: 7/11 /12 SilEBt � �� "`"`\ ► j '� � i � �. RE-GRADE BACK SIDE QF RESIDENCE TO GREATE POSITIVE DRAINAGE AWAY FRON ADDITION 8c RESIQENCE. T.O. W, ° 103, _ 10„ T.O.F. = 96,_0„ • f� s • •. • _�n_._._��_��^ �--- I ��.��..._._. ! � --------�------ I � _ _ _ � ._ � — — ^ �.. — �. — ,� — — � I � � � I � ' � � i � 1 oo'-p" � ( T.O. FDTN. (E)� � � i � i � � ( ! � i i � j I � I ! � � I � � I I � � � r i ( � � 100' 6-1 /2" � � � T.4.SI�� t�t DOQR i , ' � ! 1. 2. 3. 4, 5. �. 7. 8. �. � �i. ��. � �. 13. �� \ � � T.Q,W. = 103'-1Q" 1/Z'x10' ANCH. B�LTS @ 48` a,c. .� � F _ g�,_�» AND 12" F'R�M CORNERS, 16'-8' DD�RWAYS & EDGES OF GONC. � ❑PENINGS 99'_9•, � T.O.Si�AB 4" CaNCRETE SLAB ON 4" CLEAN GRAVE� BASE ON UNQISTURBED GRADE aR COMPACTED STRUCTURAL. F(�L. REIN�`�RCE SLAB WITH 6x6-W2.Ox1N2.0 WELDEQ WIRE FABftIC THft4UGH0UT. PRC�VIDE 1" DEEP SAWN OR TOO�ED Ct?NTROL JQINTS AT 15'-0" MAX. SPAClNG EACH WAY. _� _. � �� I I I i i I` _ .�. � �- � � ° 0 � o � � �- T.O.W. = 100>-0" T.O.F. = 96'-0" 99' 3-1� T.a.S�AB _ i ,._;_ i i i I � �. � I i� — -�- — J ( — -}- — — � •" � l� � 4'-8' � k V.I,F. 1 { � �._�, 0 � * . ; �. ! •. � '`� � fB24 BIGFQt37 W/8` DIA, PIEI2 .' Q SIMPSQN ABW 44Z �� I V� f-� � I�� L.._ � f`� N � R TN SCALE. 1 ��>: — � �—Qi} � � � • � ! � � i � � � � � � � , i ' � !' i� � ' � � i' • • ' • � � � a t �' ir � � � � ! ' •� �' : � � � � • i ! ' � ' . i " ' ' � ` e ' � i i 'i � ' � : .. � �� / � � � � � � � � � ` �r � � r! � �i r� r r � ��• �� r � �r � �r r • s � a a ! r . . . . �'� i � • . . . ..# . o rsri! � � � � � i `��r ' ! i i � ' ! � � : i ' 0 ! �• ! � �'� ' � � i i '� •• . . . -i � - • -: :� � s •- f � � � - � r , c� a : N N T. Q, W. = 103'-10" T.Q.F. = 96'-p,� LOCATE STEP T.�.W. TO ACCt�MODATE GRADE AND WINDOW T.O.W. = 102'-0" T.Q,F. = 96'-0" Ft�UNDATION REINFORCEMENT: FflOTINGS: 8"x 16" MiN. (2)-#5 ftEBAR LONG. #5 REBAR DOWELS 32" BENT � 6" �► 48" o.c. WAL�S �ESS THAN 5'-0" TALL: HORIZ.: (2}-#5 REBAR - T. & B. VERT.: #5 REBAR VERTICALS C� 48" a.c. WA�LS GREATER THAN 5'-0" TA�I.: H�RIZ.: {2)-#5 REBAR - T. 8c B. #5 REBAR 24" o.c. VERT.: #5 REBAR VERTICALS � 24" o.c. TIE-INS TC} EXISTING FOUNDATIUN-2 PLACES: ,(� n.�(' -,�' � FQOTINGS: (2}-30" #5 RE�AR DQWELS--EP@�t��"" WALL: (4)-30" �5 REBAR D�WELS �t��FFEB- � � � CfJNCRETE PIER: B24 BIG�ODT W/8` DIA. PIER � T.O.W. = 100'-Q" � BIG FUQT VERTICALS (3)-#4 REBAR BEN7 THUS: —..- ( T•�•�� =��y-�" (TO APPROXIMATE SLOPE IN BIG FflOT BASE) �` 1 , � AL� ftEBAR TO BE ASTM GRADE 40 1 j2"x10" ANCN, BOLTS C� 48" a.c. AND 12" FROM CQRNERS, D�ORWAYS & EDGES OF GONC. aPENINGS #4 VERT, 48" LONG, i 8" 4.C. (TO SE BENT iNTO SLAB} TYP. GONC SLAB TO BE 8" ` DEEP AT 4PENlNG I � U � � I 1 I 1 I - (2}-#5 VERT. W/IN 8" OF G.+ � � s •i 1 ( I � � ! 1 1 1 � � z � `� � i � I �- -�- t L ! .� (2)-#5's TOP & BOTTOM STEEL CONT. /� ! C► . . . � �� • i (1)-#5 REBAR EXTEND � CGNT. IN TALL. WALL T.O.W. Q FRT, OF GAR. � "-' 1 i � EL = 100x^�n /�� {2)-#5 REBAR EXTEND � 24" MIN. AROUND CORNER /�, * � i �, * • � �--! 7an°`��` C�_ •� YERIFY PERlMETER DRAIN DESIGN wj SOILS ENGINEER 4" PERiMETER DRAIN PER IBC R405.1 (IF REQ'D.j 2" RiGID INSUL. OUTSIDE OF WAL�S {RECOMMENDED, N4T REQ'D.j SUITABLE WATER BARRIER ALL EXT. CC}NC. PER IBC R406,2 �.{,,�r��, ��„ro ��°8 � , �� , � �;i�: � GARAGE OPERJING DETAI� ��`�� _:�� `��' � SCALE: 3�4„ — 1'-0» � ` � ° - 2 � -- �-�.. w-��., _ _.� 3 �a� �_�^, ��._.�� ,� �� x� a �__.__.�__�._�_�«.��w� �� :��.�:�� ' wa.._�._.�R.4_x� �. o�' �t�*��f� �. � � ,�r� �,..... ��` � � � a � , ;{.{ , Q'�C` #-�, w `� ��t ;, � f,� ,��„ o � } F;�, �,.�, a _.; a<� �� '�i.9. � .�, ; �-' . , pY '"~+ �:;�;R�.. ' �A�G�� :°��: •.�.... ,,, � ,`. '"'�� •,,... ' .;-�.. � .� Ch � W � � � W � � w rn "� � � � � '� � � .- � � � � � � � rn � � � � rn � N� � C3 ¢ �.. � � � � � .� O C7 � °° � z � L Q o X m a: > � � � � �.r �r � • �r � � . � • r � • �s �'rl i • � �► •■ � � . r •■ � . rs i iSSUEO PERMlT: 8 f 7 12 sheet ( = 1 \ � ,� a � I � I I I � RE—GftADE BACK SIDE OF RESIQENCE Tt� CREATE PQSITIVE DRAINAGE AWAY FRON ADDITION — — � _ � � ___. u �._._ J �x12 FACZA tTYP,) AREA OF 4:12 QVER FR�MING 8:12 -�� ,� -----------------1------ ,%`�/ f/ r � � � � � c� �r� ( rn�. � � � � ¢ � J � � � 8�I2 �:�� 4�1� � �- � � � I � � I --� � � I � f � I � 1 � � � I I � � �4 . a � 0 ci 0 � Zxl2 FACIA CTYP.) 4:12 � ��- — =__ - =' I� �12 �� _ — � _-_.- _--� � � � � i (2� 2x12 � Q � � ( ( I 4... ' 12 " r'�,. C �I � i w I�I C� �� 1 �� , `� I� N � (2) 2x12 4�12 ... i 1 � Qrn?. �� l� I 1 I�� + I� I�� .�`j�1.� � ` /� � � � �,`� _.,,. +� _. .,_.. __._ ._ _.. � ~ � � ' �,� � �� `� �'r � ,� ,�' � ,� ,�' `� x ! i;! �'/ � � {3}-1-3 f 4"x i 1-7�8" LV� � �+�, � ' 4�12 � B ( �" � � �i rv J I 'r I � J W w � Q�. , r (2) 2x12 � � ��+ s {3) �xs �° `` _._.4 _ — — - — — — � — — - > � �, — — � _ � � I � �J�� i� ( 17Lr_g' ( � � i � ii � ` � ( �8.1� (� � � � ►� � i � ii � i I ii � i ( ii � I I 11 � i ( ii � � � � �� ; j �r I I ; � ►� � � � � �� L.�.-------o,��._._.._.___...�._.___._��------------�-� � � � � � � , � °,-_. .�--- �.. ..---° —v._. .�-- �..... � .r.--- �-_.. r �-�.. �--. -�.. � e-- p �� , �—�. rrn. _ .� i�::�'�! 5� 6'-0' E`-4' �� I�� t �xlC FACIA CTYP,) CONNECTION SGHEDU�E �OCATION / USAGE Q SIMPSON H2.5A or EQUIV. S1Ud Td P�ATEjRAFTER Q SIMPSON A23 or EQUIV. RT. ANGLE (18 GA.) P�ATE TO JOIST � SIMP�ON �9Q 9" REINFORCING ANGLE Q SIMPSON GA2 3-1 /4" REINFC}RCING ANGLE Q SIMPSON FWANZ F4UNDATION WAL� ANGLE � S{MPSON TP49 4-1 j8"x 9" TIE PLATE Q SIMPSQN TP411 4-1 j8"x 11" TIE P�ATE Q SIMPSON LSSU21Q 2x12 SL�PED (RAFTER) Q SIMPSOtJ H2A STUD TO PLATE%RAFTER {�J SIMPSQN LUS21 fl 2x9 0 or 2x12 FACE MOUNT �K SIMPSON LUS2i4-2 (2)-2x1i� or (2)-2x12 FACE MOUNT {�}L TOE—NAiL CONNECTION PER FASTENING SCN. C?N S1 �M SIMPSON AC4 4x4 TO 4x6 CONNECT4R �N SIMPSON ABW44Z 4x4 P�S7 BASE � NOTE: N07 ALL OF THESE CONNECT4RS MAY NOT BE USE[3. SUgSTITUTiON SHA�� 8E MADE AS REQ'D. BY SiTE CONCITIONS, AVAILABILITY AND FRAMING CONSTRAINTS, � � � ___ � � � � j �.�.�-..��..� I\�. . „ !� .��w�� .,-� �� `��`�� °:��'��.�� ; �� ` "2.� t — t�-- � �� .�� . �_�� „�. �. � .�,� ��m.,�� PLAN N OTES: � m_�__�m.� �. �� . 1, INTERI�R WOOD STUD BEARING WAL�S ARE INDI�ATED aN P�AN THUS; �� 2. PQSTS BE�OW ARE INDICATED: N��1—Ct�NTINUQUS P{�STS FRaM ABQVE ARE INDICATED: � SiNG�E STUD TRIMMERS THAT DQ NOT REQUIRE B�OCKING BELQW ARE I�1DICATED:1 3. ROfJF SHEATHING IS 5 f 8" APA RATED SHEATHING, EXP.1, SPAN RATING 40 j2Q. 4. S�LID BLOCK OVER AL.L SUPPORTS 5. ROOF BEAMS, EXCEPT HEAQERS, ARE F�USH FRAMED UN�ESS NOTED AS (QROPPED}, C. A�� RAFTERS ARE 2x12 EITHER 16" OR 24" o.c. AS INDIGATED ON THIS SHEET. 7. NUMBER OF STUDS INDICATED aN PLAN FOR BUILT UP POSTS ARE TRiMMERS ON�Y AND DO NOT INCLUDE KING STUDS. 8. DO N4T SCALE DRAWINGS !� 4 M� �^V�`.�.��,t: �-� �t•l/Y�.�*f* Ta. . �..++• � , . �- ;; ; � ,. •' r�:.s..,»x ;wr�' U .� � � W z � � W � r-� W �' � � c � •� � � �n a� � u� � � � � •�-�, � � � rn � � a � � ¢ � p N d � � .� O � U m � Z � -� �? X � � n a: > � � A � � � +�r � . �■I► r " . .� • � • ,� . �w -� � � � i� • 1 � � i �� • . � • issuEa PERMIT: 8/7/12 $n��t E - i} \, } �,, �r� � � S � �% �r � � � ,; �,n �I �"' � .� L�T 14 514? GORE CIRCLE �� 2 0�� c+� � �. i f \ \ � ' �� yo� $a' .L r �w � � � I'�t��. � t3l �-"1 C-�b►z C'`� � � � (3 t..�� 3� L orT' t� ` ' � �r /" `, � �� 3` , x �.� � r � rn 1 � `� '`'` � � ��,� � � � °,� �,� 1 ��, � �� `� ,. cn � �'�s- �'. � \ � 2 _ � � p�,� r �n� ` .� � a � ..� � ��'^� �,� �� o�� r� ~T- �: �.. _ \ �/ `T �' � 1 ~ � � t \� � '` �.� 1 � �',� f°� ,, / �� 1 � jl� �c� J �, � \ 1 � ,,,,., % 1 � �' �„ �`� r� `^� � i � �. � ,`�,�`'`1rr , \ s C � � \ � �� —+ � � ,� � j � � �a , ��b 'i �--- � : r �� '. ca rn � 0 O� tPj �� < � �'� � _ �� QO��c �o �l �'�ft YCt i'`I� , �'A V�yJf'=� GS1.�r'Qti= 1.``�.R,yqNc ��T�i�� °�� rx� ��'rN C� t�c,�f t-tT WOap srp�� 2�'�'��5°v� G�t��itr � 1 � �� / �� , � I ��,___ �'��, � 'TC,4,� ` / � /� � f r'� � r:�-�t� ... � l � / �'-� ! `- ,� f ��,�;�� / � c �'' �� °,- r v�, ..T` ~�' � ` ., ! '��.1`�.r l �,, ��¢�� 7" �,r ��,�1��..G" , '� �, / � � S' UTI�ITY AND DRAINAGE EASEI�EN7 `�� ( / � N ' ------------------------°----- ��!_. _de__tl,.�_-a---� ��,�f ° ° � . 88.7' 171.78 `A�' ' 1 � N28° 34' 43"E ��r �,�?' ' 8 At3atlt:" �at�0�.` � `;ti�� 1�.�� e��:�� r�� ; �.�� ' C'' t L �,.�� e �� ,� �.�� / / �� / � � ,- . � / �� / � t �� r / r ` �4'i � R � ,. �, j�o�r C��413 � � �� 1 � --' .� _ / �-- --�,o ."� � ,r � ,a,� ` �.�� / / / � �� Y � l�n J�, / � � , j r f"1'x� t ,/ � � � � ,,/' � / �L �`�� '� "-'� r,�p� 'L-r' �6,-" �,. fi' /`�� •/ `-� �- - � -___- � ._.% r _ _ fi T�A�f�` lai �r �j �3cs�1C �71?�►1D'� ( �'P-.�,Pr� sr-_ � �� «�r= G� �r1� ��'�P� � ��' � ` � �� : � � � � . � �,. ' � , � `� � � � �� ' ��"� �� Y ., � � ,� � t �; �F � � � � � � � �� i �� # � # � �'G Ifl# l, L� � r�'�" � � � � V . �1 U � � � � � � � � � � � � � vi � �� , � �, �� :. �4 � � � � � �' "a �� ! ► �t � �k � � � � � #''�s � � � � Q �� ' � ,.