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HomeMy WebLinkAboutApplication- Permit1 No. 6772 GARRELD COUNTY BUILDING, SAN)TATIONand PLANNING DEPARTMENT 109 8th Street Suite 303 Glenwood Springs, Colorado 81601 } j j , (303) 945-8212 L Job Address 11 1 N �-ti ti ` ' 1 It i Wi7DG� J`S /Q ,Ijs C:9 Nature of work Building Permit Use of Builclin • 1 x � + Owner r E COYIek 4 1 Y'C l V\ t Cl S Contractor Ctrl ti S j C-, rN Amount of Permit $ () 3 . t 1 1 PL,0,,k1„ /.001. as- cl((rJisc-- 7D. ci‘ Date ere ! } q/ Q Cleric far GARFIELD COUNTY BUILDING PERMIT APPLICATION GARFIELD COUNTY (GLENWOOD SPRINGS), COLORADO TELEPHONE: (970) 945-8212 Applictait to complete numbered spaces only, JOB ADDRESS: 1 2 3 4 5 6 7 8 9 10 LOT NO. 62,73 BLOCK NO. INSPECTION LINE: (970) 945-9159 PERMIT NO. PARCEL/SCHEDULE NO. OWNER. fE 19• t)129f'nitr¢- '/b;(. S "ctt(—eLk SQ. Ft. OF BUILDING 15o USE OF BUILDING DESCRIBE WORE: CLASS OF WORX GARAGE: VEWAY rinuur VALUAIIUN OF WORK S SPECIAL CONDITIONS: rn� • ADORE= te)cr- .f SUBDIV IsIoN/EXHA+Iif r1oN We 5 i9 ok s J (g 7a . /1 -u -h{ ,umetzsa 4%;:fic SQ. FI'. OFLDT 1 Re oADDrffltr OA•TERAILON °WOVE DREHOVE OSINRBE UBLR CARPORT: te6N STT8 SEWAGE DISPOSAL (SEPTIC) AILUSIFD VAL.UAITON: G, tL et, l 1.9 NOTICE A SEPARATE ELECTRICAL PERMIT IS REQUIRED AND MUST BE ISSUED BY THE STATE OF COLORADO. THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR APERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED TINS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR. CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW , GULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRU S' of Owner, Contractor or authorized agent having read CaiDsz,b-41V/yir" Bnild�g thL ratZ/19,12 mg DQPt, gacr-gga2. Pa:l,TS4e79' II SD °DOUBLE /°SITE PLAN `2,�%Q.3d Cs /572 a[ `G•Q L3 C,il c fr.Ti' �j fp.a� Er -o44) /7.12 P et. = lgTrS�G':o2 WIC PEL TIGNO: LICND: ©1 11 ) gYz, a o /3/ '7. Co 1gl/ OyT;/TD 9116 2, yog•.S� PLAN CHECK FEE: ? ,/ r PERMIT 1,2022, TOTAL FEE: DATE PERItiHT ISSUED: z,o33•7/ OCC: GROUP: CONST: TYPE: ZONING: SETBACKS: MANU. HOME: AGREEMENT RSDS NO_ & FEE: 0-9 80 PERMISSION IS HEREBY GRANTED TO THE APPLICANT AS OWNER, CONTRACTOR AND/OR THE AGENT OF THE CONTRACTOR OR OWNER TO CONSTRUCT THE STRUCTURE AS DETAILED ON PLANS AND SPECIFICATIONS SLBM V ED TO AND REVIEWED BY THE BUILDING DEPARTMENT. IN CONSIDERATION OF THE ISSUANCE OF THIS PERMIT THE SIGNER HEREBY AGREES TO COMPLY WTITi ALL BUILDING CODES AND LAND USE REGULATIONS ADOPTED BY GARFIELD COUNTY PURSUANT TO AUTHORITY GIVEN IN 30.28.201 CRS AS AMENDED. THE SIGNER FURTHER AGREES THAT IF THE ABOVE SAID ORDINANCES ARE NOT FULL' COMPLIED WITH IN THE LOCATION, ERECTION, CONSTRUCTION AND USE OF THE ABOVE DESCRIBED STRUCTURE, THE PERMIT MAY 'THEN BE REVOKED BY NOTICE FROM THE COUNTY AND THAT THEN AND THERE IT SHALL BECOME NULL, AND VOID. THE ISSUANCE OF A PERMIT BASED UPON PLANS, SPECIFICATIONS AND OTHER DATA SHALL NOT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER REQUIRING THE CORRECTION OF ERRORS IN SAID PLANS, SPECIFICATIONS AND OTHER DATA OR FRO PREVENTING BUILDING OPERATION BEING CARRIED ON THEREUNDER WHEN IN V IDEATION OF THIS CODE OR ANY OTHER ORDINANCE OR REGULATION OF THIS JURISDICTION. THE REVIEW OFTHE SUBMITTED PLANS AND SPECIFICATIONS AND INSPECTIONS CONDUCTED THEREAFTER DOES NOT CONSTITUTE AN ACCEPTANCE OF ANY RESPONSIB ILITIES OItLIABILITIES BY GARFIELD COUNTY FOR ERRORS, OMISSIONS OR DISCREPANCIES. THE RESPONSIBILITY FOR THESE ITEMS AND IMPLEMENTATION DURING CONSTRUCTION RESTS SPECIFICALLY WITH THE ARCHITECT, DESIGNER, BUILDER AND OWNER COMMENTS ARE INTENDED TO BE CONSERVATIVE AND IN SUPPORT OF THE OWNERS INTEREST. Gnia .oc3 I HEREBY ACKNOWLEDGE THAT 1 HAVE READ AND UNDERSTAND THE AGREEMENT ABOVE_ (INITIAL) Ern i , /, qct c olictI The following items are required by Garfield County for a final inspection: 1. A final Electrical Inspection from the Colorado State Electrical Inspector. 2. Permanent address assigned by the Garfield County Building Department posted where readily visible from access road. 3 A finished roof, a lockable house, complete exterior siding, exterior doors and windows installed, a complete kitchen with cabinets, a sink with hot & cold running water, kitchen floor coverings, counter tops and finished walls, ready for stove and refrigerator, all necessary plumbing. 4. A complete bathroom, with wash bowl, tub or shower, toilet stool, hot & cold running, water, floors and walls finished an a privacy door. 5. All steps outside or inside over three (3) steps must have handrails, guardrails on balconies or decks over 30" high constructed to all 1994 UBC requirements. 6. Outside grading done to where water will detour away from the building. 7 Exceptions to the outside steps, decks and grading may be made upon the demonstration of extenuating circumstances, i.e., weather, but a Certificate of Occupancy will not be issued until all the required items are completed and a final inspection made. A CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL ALL THE ABOVE ITEMS HAVE BEEN COMPLETED. ****CANNOT OCCUPY OR USE DWELLING UNTIL A CERTIFICATE OF OCCUPANCY (C.O.) IS ISSUED. OCCUPANCY OR USE OF DWELLING WITHOUT A C.O. WILL BE CONSIDERED AN ILLEGAL OCCUPANCY AND MAY BE GROUNDS FOR VACATING PREMISES UNTIL ABOVE CONDITIONS ARE MET. I understand and agree to abide by the above conditions for occupancy, use and the issuance of a Certificate of Occupancy for the dwelling under building permit # 4 `�1 /9r Signature Date prmtcond.lst BRACING WOOD TRUSSES: COMMENTARY AND *TRUSS PLATE INSTITUTE. INC., 1976 RECOMMENDATIONS INTRODUCTION In recognition of the inherent lately of property braked roof e yatem, the apparent lock of knowledge of how. nen. ern where I Insall Adeline beating. and in the 11tered of public snow, the True Play snows, Inc., in ComuItalkln with le Corrlporont Manufacturer! Commit r ember ep, hes undertaken the preparation of these nevem. mwdetsanl. Subetantiil conorttreled study and deliberative renew by the TPI Tednuesl Adynory Committee Icompraung a memberilip 01 the thiel trIclurel women Of member plate manufacturing opmpemal, repro- enutr011 01 the 1CWemnc COnlmunity, and independent Wn1ulhng e ngineer -el have bean dented to 1111. *11001. Consultation with the TPI Canpomnl Manutactunre Council hes Mulled in bnnging,pacncal field bending end erection problems into a sharper robin. Inclusion of the tannin recornmendalro0l for Ansi*. handling Aird Winton proadur0l n one direct result of the eonealtsl4rs. 11 11 planned to eddy Wren and enlarge upon thew tentative recommendation Whinthe reeomrnendanans for sating contemn herein ere technically nand, n o-1 not intended flat they be wn ndered the only rnethed b, bracing a roof 'yearn - Neither should these racommendr lions be Interpreted as urgers to Or a dandled Int would 7101esa.ly be p741err06 in lieu of an arohrteet's or .npner', design lot bracing for ■ particular cool system Th.se recommendsllom lor bracing wood trusses orgsmte front The collective experience of leading technical aernnnel in the woad true industry. but nue, due to the nature of responssbrllies invoked, be weaned only es a guide lor the use of a qualified building dessgnw, builder. or erection contractor. Thus. the Trust Plate Innen expreery dlslaine any respomibilrly for damages ening tram the use, none lion. or reliance on arse recommendations and inform -non contained herein by building designers or by erettron contractors. However carefully wood {rune are deigned and labrrcated, all this Is 01 stake m the final aactron and bracing or root or floor system. It 11 at 11111 entreat stage 01 ConetruCIIOO that many of the nearly upil0Can1 design .ssumplpna ant other fulfilled or ignored. 11 ignored. 1111 Can4rlulnCes AMY rash en e mm11.0n at the structure, which al best n a ,betanelal lois of fine and miter Int, and which al were could result 1n a loss al kle. The True Plate bathes "Design Specifications for 1.411 Neat Plate Connected Wood Truo ,' era '.10ormende d roe the design of Indwidual wood duets as structural Components only. Lest rel branng. at may be repined by deign to reduce buckling length of Individual due members, n a cert of the wood trues deign e nd n the only bracing that wdl be specified on IM Irue design drawings. Lasered bracing is to be suppled In the sire tpee,hed sed installed at the location specified on the true design drawing, by the builder or aactron Contractor- The building design. of rnspeclo, must emodin tha1 the 1peedeld lateral Wooing n properly Instad1d end ems the bracing n sufficiently anchored or restrained by dlagonel bracing to prevent as movement. Special deign requirements, such as wind brims portal bracing. se11m4 bywng, d,Ipflragms, shear watts. or other load transfer elements and chair cannechom to the wood trusses most be COlniered eparetely by Ile 01110.ng design., He shall determine ane. location, e nd meshed of colrecIiom for diagonal bracing es needed to resit theca sten. Cannel or VOW eac,ng 1c recommended in the piers formed by the lop chords, in the plane formed by the bottom chords and perpendicular to the truss web menben, as naaded for the 11,0.11 Stability of the entice nructure. Truss bracing and connection details Would be 'flown on the builder0 designer's framing plan as pert of the design drama Bracing matnlah aro not usually 'untitled es pan of the *ood truss Pnliage, and should be provided by the builder or e rection contractor. Th. builder or erection cantectOr a responses* for prone aloud SMS I4ndling aha la Propm lwnporay bracing. He mus .vert that the wed truce est nn struc1 {rally dumped dying motion and 1hn they e4e maintained in wignnent beton. during, and alter instillation. Twrlptrrry or section bracing cony lnllaw, but not mtaaeril11 be limited to, the building designer's kerning plan. It is reeurlmondd plat erection bracing be spend as mesh dun it pieced in position. 2 AggilliDistributed by: IN WOOD TRUSS COUNCIL OF AMERICA The design of wood trust► m aeepfdw0d with TPI deep criteria assumes: 1. Truss members ave initially sought uniform in rases =OM and unll00111 redesign propwtist 2. Tram era plane 1suetuel compmrme. Metaled 311tidlM, braced to Drama areal inurement grid andel to each other at the design wain. 3. True members an. pinned at pine for aesrminatioh d dM lorces only. 4. Thee n continuity of chord member, et Ants far de wmleee hen of moment West 5. Compression mambas are Nasally restrained at sahibs loop tions or interval{. 6. Superlmpoab dead or kw WW1 s11 reniCally, .nM brad s applied normal to the plans ol the top chord, end antowitrasd bads ere applied in a point. T. In ad4tion to the kneel bracing.pesllled by the Vial*Winn the building designer will wily eutficienl brine at right angles to the plane of me des to hold way tars member M Ms positio11.Inmed for it in design. 6. The building designer {Int the crus 0.0ree) rib Med* mations" bracing and C0mwctnns ap witha.rd UMW 1pkdlllg o1 11e entire stricture. The theory of bracing is to apply lueficient support at right engin to the plane of de des to hold emery teal metOer ire the pollitldls assumed for it in 0114gl. Thi, theory must be applied el the* ■ ON. STAGE ONE: Oaring Building Design ars True Dern individual NIA m.m0ars are checked for buckling, and lateral beeeirr, ie tprcifiede require! for Nth crus member. The building diddle mist epesily how the lateral bracing 4 s be anthend or rem** m gewsra Wirral movement should all crus members, to prod. and 10 Wale together es show. in Figure 11e1. The may beaeeonpe'fed by: 1. Anchorage to aped end nab (Figure I (cll. 2. Diagonal bracing in the plana of web 11411401., (Figura 110)1. 3 Other mains as denenined by the bedding dsiprdr.' a c.nw,.w.rr lrrr 1r1.1 "Y^' 1A1F II .0- i-'' I�� ; _ tier. rs.. ,I Pipes Hal .- /r Figur* (let .e▪ we0 eke d INI'A Gran lairs M ▪ .p.,.4 1301 01..0%.001.• w.rrvry 0404alasr.t.ia ed wee ..ver Mr.ig rd inion It it recommended that diagonal Ori ennt Iminrmum 2 -Inch thick nominal lumber! be Installed at soon monody a 45 degree angle to the Weed bract. 01ag0M1 bracing should be attached to ale oeposrs side of Melanie member re0uetrg lateral bracing. This bracing may be 00nln1410us or mterillnlenl 11 IM building 410ger't option, however. It 11 recommended Mat intermittent spacing not exceed 20 leer, or twice due horizontal run or the diagonal bracing. Faun {lei .carie Mrwes. r., am* r &R." Im.1 ...coin.. ibeli co- 0.0.. user bwm,. STAGE TWO; During Truss Erection the builder or erection contractor must lake 'Mequon, 04lcaullons to Stine Mal the wood truss ere rot structurally damaged. Proper rising, ,nclud,ng the use of spreader sun and mult'pl pok•up poin11, *here required, o Weeny 10 present damage during handling, tannin recommendations are weaned In Me WIPendie horse ft Is moll mmpOrlenl to braes the girt, Iris al the end of rhe building securely. All other trusses are lied to the first buts, Ilius the b Hine Mb) bracing syrtem dapendl to a peat 110,010 On Ino well Ws Inn Inns bread, One salnla1tory method le for the 4104 'run lop chord to be bread to • peke dram Into IM ground and mainly era bored. The gland brace Well should be wapported,a dawn m Figure 2 or it a ept buckle. Additional ground baps, in IM opposite 0recoon, inane the building let eha recommended. e The ground braces should be located directly in line with all roves of top chord continuous Wend bracing. Dlhertens. the top dtard of the fire true can bend sidemen end allow the brutes 10 40,11, This shire, howner fllghl, pule a tremendous strain on all Connections ol the bracing system, I.e., the weight of the trusses would then be added to any *010 force or construction lied such as bundles a1 plywood or rept shingles tending to tip the duan over All nailing of bracing should be done 10 that ,4 the truces should land to buckle or tip, the nail, mit be loaded laterally. not In withdrawal. 11 a nal recommended to nail state to the end of the building to bran 1M first truss. These scabs sen break off or pull out, thus plowing a total col lap ss. As truce are lel in place, the builder or traction Contractor mull apply sufficient lawny bracing to hold the trusses plumb, gra alignment and in a bah condition until the permanent bracing. decking, and/or sheathing can be Installed, Temporary bracing should be not 1111 than 244 dimension lumber and l ould be in long as Practical for handling The use of Nan !pacer pieces 0g lumber between telecom truces II 0401 I Calrunardod, unlet 1..d temporarily In aepent.0n 1*, imined,lle ,netall1lron al longer rant,nuous bracing IO lee, minimum rangthh. Temporary bracing lumber should be nailed with two double headed 180 rolls al awry Intersection with Menaced member Pre'aewmbly of groups al trusies. an the pulpit, into nruclueelly OMR/ ends which are then Idled into plow n asrmbhes is an weepteb4 alternate 10 the ane -ata time method, Enact ageing between owns would be maintained at dicing is installed to awn ted harardaur practice of remowng braang to adlusl awing 01 eheathlng n applied. Thie act 011 "adlui.ng spacing" tin caves Intees 10 topple 11 a key connect.* is remand at the wrong time. True Wetrnesmvet be applied to three Wenn 01 reference in IM 0001 "nim to 1111001 tablldy. 1 Top chord (sheathing! plan, 2. web menta pone Or vertical plan peniardeular 10 innse". and 3. bottom Mord twang) plane. 1. Top Grad Plaits. Mom imp0run1 to the Guilder or erection Wnlrac100 11 bracing in 1he plan o1 Iha lop chord. Truss top Chords tie 14141101,04 10 Wind buckling before they are braved or Menhed. 11 n recommended eat continuous lateral bracing be unlined within 6 inches of the ridge One o1 canon I.ne and al approa,matlly 8 Ieel to 10 IMI intervals between the ridge fine of llopetr Irunes err Center line 01 hat duan and the ewes For double member trusses this seting between laterals nay be increased n 12 feet to 14 het. Dragonelt, Ionated belw,,n the lateral brecmg and set et approximately 15 doges angles, Worm the mangles requu1 for lebibty en the plane of the too e hor4. NOTE' Long want or hairy bads may require closer spacing between latent bracing and closer mlerne between dmago0ele. Figure 31.1 illustrates 1lmpmery bracing in tee Mane of the top chord for gable trusses. M possible, the continuous Instal bracing for the top chord should be placed on the underside of Idle top Mord to Irell it wall not Mie to be removed n Ihe plywood decking is applied. The trusses are then held re1Ontly !ren during the deCkmg pocea. II I1 equally im4artanl *Or the builder or erection contractor to intrad bracing .n the Plane of tit lop chord tor het roof or floor truces The use of a vmrlar bracing pattern is recommended for ace Ital fumes Particular attention It directed to bracing at the end of nal trusses el shown in Figure 31b1 - 2. 1b1 2. Web Member Plein. 11 it also necessary 10 instal/ temporary bracing in the plane of the web members This bracing It usually 4^. ,.corns..e inn. i]."w• 1.0.0.011 a „!nese 04 ..n.n. ▪ ti t mlr 've 04.481 00 0404 .lr.xa NOTE La, 101. .,.vat MeV rw'.r eel.. ung'. Filers 3121, lass free Bowe ea. n Mai ir. l..m.a • 7- 4.111 004,01. Aimed rein 440.-- YfImam T • T.rvr w,q installed at the some locations specified on ted erchrtems nal glen fdr permnnt bracing, aro may become pat of the Dominant brackw, h is recommended that donne bracing be added e1 each web men* requiring co01,00041, lateral bracing 11 none a 40.04(410, it is recommended Met 11 be 111.00 ■l i4 greater Than 16 lest interests along the truss length for root trusses and B that intervals b NOW trusses It 11 not generally necessary Ion dragoon seting to ran umbra °oily for the lull length of tMlsidldine but a a recommenced that the "peeing between sets o1 dianrel bracing net errant 20 fart, or twins the horizontal run of the diagonal bracing. Rote ad 2.6 alo11p'baols may also le raid to brace floor union whore 4ipglwt Mang a imprae1Nl Flquru dial illustrates diegorW awing in ted play al Ova web members. Figure 404,1 iltialraln ted talent menden that may occur if lateral bracing IS used venom" deportee bracing. 3. Bottom Chard Pleft. In ads ea held proper string on the bottom Chord, temporary bracing n recommendedin the phew 111 per bonom chord. Commuoue antral brows et no pester then 9 fart se I0 fan on omen eking Ihe rue length a neommwesed he! imps of the b ildmg, nein l0 Ile top of IIR bottom &cal Dyeef kelt - oilier e.n...+41 n epl.ewwwy A len ...II .n oe1e1.. 11 Yere•y 49.010 AA.pM n tyMpn I1• aPM new. ,•....41.111111.11,4 Fipiw a1lF re.. 114.11o11 MI x...14• I. .11.0.ly Sew. ▪ iswx411111 ▪ Nm r+ II i cru+ Y4 pepos Nbl 74111• li.0.41 4111111 wlem.n. 11114.1 ' Pwll,lll 1141111011.4 1. beenfn lateral' placed at appoalmately 45 degrees 11 recommended for sabnllty 01 the bortom chord- Chaperon bracing on the Memo( the bottom chord d generally not required throughout the length 01 the Wilding, but it is recommended the! 11 be located at NW at Lath end of Ow budding. In most Cars, temporary bracing In the plana of the boROm Mord is installed at the location. sp0Cdled On tha efeele0sunl part tor pemaront bracing, and 1s. therefore• 4h .n ciao as permanent bracing, Figure 5 dlutoos leaning lin the plane el the bottom chord. Full bundles of plywood should n01 be pled On trusws, This rdi/atrun.on load should be limited to B sheets ol oevwood a.I Ina pat OI trues and should be located adjacent to the supporlI. Na exons tnnterltrallOn 0! any construction maer4ls leuch as gravel or shingles) 10 ver.•-. Irl..,.w.. rr w ••••r.w.». )I) .14..• •11111 Bern ..r OW uiir W/// 11Wf AR Figure 5 ver .000. . w 1. ml n19••1P 1 Isa I..M.^.•..Wel agarri aollpw.wll el Ir.* I yo.11 should be placed on the busses lin any one area: they should be spread out evenly over a large area s0 as to avoid overloading any one truss. All methanol' equipment should be located only an 1171 Iruwes specifically Osgood to support d. 11 'holed not be dropped or even set temporarily .n any other sea umles tie busses are adequately shored. All floor blot's should be adequately shored .l pallets of masonry material' are to be stored temporarily until the nest higher walls are finished. STAGE THREE: Permanent Bracing .s designed and specified by the 4.0Hleecl or engineer for the structural safety 01 the budding 11 is the respone1Odty al the building desiger to macaw tree. location. and attachments for all permanent bracing r required by design army'.'. 1n general, 11 1s desirable to design and 100411 ill brearg so that II may work together with athr structure' parts a1 the building Ruth el shoe walls. portal lrnnls, bearing wale, columns. biome, *Cil to achieve 10111 Itruttural mteg11ly. 11 MUM 011rIM1�l�� MEM IMO �r -Ir//IIIli/I ii/LlITIZ iII/•l, ___ IIII1IUI1I111I b fl! lr 111IIiii*1111/I11!e•sswr II/IIMIIIIIMIIIIIVI IM1111I•fl1.11fil� ee0..11 1111111111111111111111111111 '7'-' IIIIIIIISIIR Slims l . . te1 %./ 4.I////J/ I W,,, 4 est 1444441 tell ilir t.n 0.0e1. es. MR Fi Etre Cal Permanent bracing mull onstude sufficient wnt 10rl n n.qI•. 18101 lie pane of Me hues 10 hold soy 14010 rnerrl0n 111 the 1101111411 slumed tor rt In design. In .66.1004 p011101 11t 04+[1116 must be designed to roan lateral forces aroused on the completed bolchng by wend or seems forces. P ermanent bracing may be rubdlvded into three logical comps - noun. 1 Top Clued Plane. The bracing is Moaned to mist lateral mW orient of the top chord. It plywood 110w or x001 1411thine Is properly applied with staggered faints and adectsde neearg. It minim' pus dlephrtgm action a developed and addeetriel Swing in dopier* generally not required. Some metal rooting matelots may Of deeendlad u*on td 101 4* a du0hra¢n when 9.01111119 4Opad and nailed. Selection and uta al these materiels 1s at the dllcrrl0n el IM budding designee. 19 r 6.pnee Non 1:90.0110, 0000 n won 1nw.•d 4900•01.n040 A MI MI.,. AI Pipes 6161 �r- ▪ .y. 411.41 ▪ r 19.1.411 10 ▪ are. owe 111.11111414119 1111..,.•» a 100 mer. len int Tr r1..a mewl n,•I,n. 0..4..111. 11 purlins are uses;, spaced not 10 !SCeed the buckling length o1 the top chord. and adequately attached to the lop chard. .t 4 Amore mended that [Laguna!! breams he applied to Me umderade o1 Ile top chord 10 prevent literal slotting ol the Pullin1 Figure 61a1 illustrates the necessity tot apply.ngd.agons! bracing .n the plane of the 101 chord despite Me car 01 [lowly sowed purlins. 11 a recommended that this diagonal breang. el Shawn m Flure 6101, be 'retell/Id on both odes of the ridge line an all end bast. 11 the building eecaed$ 60 len In 04110111, this bracing 1170140 be repeated at intervals 110 grater than 20 fen 2. VMS Mede Mew The purpose of this Wang ls to hold the 11711010 .n 1 mill position end to mamtaIn the deur soon, In 04011100, the lateral bracing may ba requoed to shorten MS buckling 13 length of a wed member. As depibed earlier 1n the dlsatlhon of budding depgn and true design (STAGE ONE 9. dl.pNl 04.ug or end anchorage is assented t4 stabilise the lateral brec.ng, Li1go1 4! boom in the plana 01 the web merr10er1 1 alto tato to distribute uroQWl Wading 10 adpcent trusser est to prod learn forces to diaphragms or cheer walls Spacing 01 rows 01 66gOriel bracing in the plane al the web. is a matter of ludpneelt to be node by the pudding d,gnr, and will daprd upon the true icon, true configure. hon. type **building, end the Iodine. Gennelly, for roof truo1. the spacing ranges from 12 feet 10 16 Int depending upon how 1t relates to the br.ang in Ow plane 01 the top chord For hoof truer ter arse hotting should be .Opokh.neely B last an ce4tten- Lateral 216 etnuwg.blOkl may also be card for lame floor 19111nM. Figure 1 end Flouts 4 .Ilustla% tracing on the plane of the webs. 3. Bottom- cupid- Mere: Thos bracing Is required to mammon the -- Mae design spacing and to prows tenni supeon to the bottom Chord W reuse bucking toren to the even) of several 01 area due to wind uplift or unequal root m floor 9046.1194 For multiple bearing truces or cantilever cordotlOns, portions 01 the bottom chord become tmnnree.on members ed should be braced laterally to mitt truckling 1n the Yore manner es the lop chord 01 meta span truffle. Bracing in the plane 0I the bottom shard a also designed to tender Wend Iorne dor to wind 0r teens toads into fide wogs, sheer wells or other meting structural elements. Diagonals batsmen continuous Wool bracing sena to 11.611,41 ehe WITCO Mord, 11 11 recommended that one cOMPlee bay of thepene1 bracing be installed at each and of any budding and .ddll,Orol such blas be located at 1pecd.ed mterv1ll n01 to exceed 20 1101. Nuns 5 illustrates Pre ole o1 bracing in the Mare of the bottom chord. Ther nc0mme dations for bracing wied 144114* hive been derived from the collective operant* 01 leading technical personnel on the wood trust lndurtry but must. due t0 the restore of responsibilities involved, be presented only n a pride for the we 01 a qu.hlad bullorlg delgner, ['wide,. 0r erection COnbactOr. 14 APPENDIX It ls intended 14441 1101 pparldia annum only tentative recon mnerdatt0m thud may be used as a guide tor on vele handling ant erection unto' a mon complete statement Can be prepared. There mea be some instances .n which additional precautions will be necesrry. UNLOADING. 11 41011411. trumps 111111 be unloaded on neletwely_- rn00m ground. They shell 1101 be untested on rough [swam that would cause undue hoot strain 1ha1 might result on distortion of MPS planta Dumping of 'nines 1s 411 MONA. peed[¢ prowdld 11et the trusses are not damaged or eltelstvely stressed 41 11.1 act of dumping. The budder shall monde protection from demur khat mW be caused by Otho cOmtrucIOn Korey - STORAGE. Care Iden be taken t n not to allow eaar1lw bending of trusses or to allow tipping or toppling whole the truofe are bended a when the beading as removed. II truces h0ncatd wen ire retardant treated wood must be 114411 prier to erection. they 1hOur be stared in a vertical position to mover wafer conIming the.n.cal1 le.c4rd from the wood Iron sanding 0 the plain- A dunlrr precaution may be taken by providing a rover ft the trusses that w111 presort! moisture from coming in direct canto wrath the trusses end whorl Can be ven111ated 10 Prevent condenr110 ERECTING TRIES. The nidi anter or budder shell take It ne0Moey precautions to maw* that hedling and swoon words d0 net reduce the laad4Srrymg capacity of 1h11rule Truss, shah be metalled plumb. 1I smeared Pacing ■rod m•pter Ila-, trusses will be properly allgnadl k 1 A I 01.19ew9117 111 s 1..•1114,11. torn Fier All/ A suggested procedure for lilting trusses re Idu/1u1d .n Figure 11111 11 the due span does not exceed 30 fees 11 vAAN/V\\A rl){`ylj 1w�00' nY 011 1047 311 . 40�� L. I' F al2f • For two spans between 30 feet and 60 Mt a suggested idling procedure is shown lin Figure A121 11 should be noted that the lines Isom the ends al the sonata' bar " tobrn." 11 tier sines should 101.0ut. •' they will lewd to cause buckling of the this. 17 A ti�I ISM I� Fip to A131 0•0eee1001e 012 to .144 ver 9001. for liking triton with Yom 1n excm 01 00 Net, 1t is recom- mends! Mel a suongbatk be led n dtuslrald 1F Figura A131. The W ombat. Would be setached to the t00 chord old web members at intervals of approaimalely 10 1101. Further. lir 11rorlgbackl Mould be at Or above the md•lelgnl 01 the Irina Nes I0 prevent aserha1114g, The 11rogdlaca err 01 01 any materiel with allfccner 1lehgtll m tally carry the weight 01 the truss aril Wtlr.diil rigidity t0 edeque101y noel bending ol 111 Iota. N COLLINS DRILLING & PUMP SERVICE, INC. POBox 0516 Carbondale, CO 81623 (970) 945-4079 • Fax (970) 963-2812 License No. 634 June 9, 1998 Don Owens Planning Department 945-8212 945-7785 Fax Re: Building plans for Floyd & Virginia Collins After inspecting the plans for the new Collins residence, I have determined that page A-4 was not included because that page only existed during preliminary re- visions. I called Jeff Giard and he told me that there are only 4 pages total. The four pages are: the one showing all four sides of the home, the master floor plan, the foundation detail, and building envelope/lot detail. This was probably a pho- tocopy error. It seems that all sets of plans contain the correct pages, just two of those pages were duplicated. Please call if you have any more questions. Thank you. Bill Collins for Floyd Collins Collins Drilling & Pump Service, Inc. Water Wells • Piling Holes • EIevator Shafts • Pump Tanks Residential, Commercial, Agricultural Irrigation • Pump Sales & Service FE V ' - cera Xerl, ,e4460 -14,k _cerme,..-./47, G 4,a d=,x`7'93.2.a 0 4e- j1f (D,%4.° -0,_3 .07 a0 ..ice -7S (0. /7.1.f� #1.5/6-e7,4r DI W n /7 5/5-0',S4 C. 62,1/5/ Cif .._- a / 4-2, 11' 0 9.3 0 RSDS — S -'G . 0 z_,03,3, 71 c 0•c 9432.00+ 8340.00+ 13587.60+ 131049.70+ T 162409.30+ GARFIELD COUNTY BUILDING AND PLANNING 970-945-8212 MINIMUM APPLICATION REQUIREMENTS for SINGLE FAMILY DWELLING CONSTRUCTION including NEW CONSTRUCTION ADDITIONS ALTERATIONS and MOVED BUILDINGS In order to understand the scope of the work intended under a permit application and expedite the issuance of a permit it is important that complete information be provided. Adequate and complete information will prevent delays in the plan review process. Reviewing a plan and the discovery that required information has not been provided by the applicant may result in the delay of the permit issuance and in proceeding with building construction. The owner or contractor may be required to provide this information before the plan review may proceed. This causes delays because other plans that are in line for review may be given attention before the new information may be reviewed after it has been provided to the Building Department. Please review this document to determine if you have enough information to design your project and provide adequate information to facilitate a plan review. If you do not, it may be helpful to obtain a book titled "Dwelling Construction under the Uniform Building Code". This book is available to you through this department at our cost. Also, please consider using a design professional for assistance in your design and a construction professional for construction of your project. To provide for a more understandable plan in order to determine compliance with the building, plumbing and mechanical codes, applicants are requested to review the following check list prior to and during design. Applicants are required to indicate appropriately and to submit the completed check list at time of application for a permit. 1 1 Is a site plan included that indicates the distances of the proposed building or addition to erty lines, other buildings, setback easements and utility easements? 2. Does the site plan include the location of the I.S,D.S. (Individual Sewage Disposal System) and the distances to property lines, wells (on subject property and adjacent properties), ceams or water courses? 3. Does the site plan indicate the location and direction of the County or private road accessing tproperty? 4. Do the plans include a foundation plan indicating the size, location and spacing of all reinforcing steel in accordance with the uniform building code or per stamped engineered d i ? 5. Do the plans indicate the location and size of ventilation openings for under floor crawl spar^ and the clearances required between wood and earth? (Y) 6. Do the plans indicate the size and location of ventilation openings for the attic, roo fjoist s acess and soffits? Yes 7 Do the plans include design loads as required under the Uniform Building Code for roof snow loads, (a minimum of 40 pounds per square foot in Garfield County), floor loads and d loads? 8. Does the plan include a building section drawing indicating foundation, wall, floor and roof struction? 9. Does the building section drawing include size and spacing of floor joists, wall studs, ceiling joists, roof rafters or joists or trusses? 10. Does the building section drawing or other detail include the method of positive connection of all columns and beams? lyFes 2 11. Does the plan indicate the height of the building or proposed addition from the highest point of the building or addition measured at mid span between the ridge and the eave down to ing grade contours? 12. Does the plan include any stove or zero clearance fireplace planned for installation including and model and Colorado Phase II certifications or phase II EPA certification? No 13. Does the plan include a masonry fireplace including a fireplace section indicating design to c ly with the Uniform Building Code Chapter 37? ') No 14. Does the plan include a window schedule or other verification that egress/rescue windows from sleeping rooms and/or basements comply with the requirements of the Uniform Building Code? L3 No 15, Does the plan include a window schedule or other verification that windows provide natural li , t and ventilation for all habitable rooms? No 16, Do the plans indicate the location of glazing subject to human impact such as glass doors, glazing immediately adjacent to such doors; glazing adjacent to any surface normally used as a walking surface; sliding glass doors; fixed glass panels; shower doors and tub enclosures *specify safety glazing for these areas? No 1� 17. Is the location of all natural and liquid petroleum gas furnaces, boilers and water heaters ticated on the plan? es No 18, Do you understand that if you are building on a parcel of land created by the exemption process or the subdivision process, are building plans in compliance with all plat notes and/or covenants? es No 19. Do you understand that if you belong to a homeowners association, it is your responsibility to obtain written permission from the association, if required by that association, prior to submitting an application for a building permit? If you do not have written permission from the association, do you understand that the plan check fee will not be refunded should the On tectural committee deny or reject your building plans? No 3 20. ill this be the only residential structure on the parcel? es No If no -Explain: 21. Have two (2) complete sets of construction drawings been submitted with the application? 22. Is this an application for the p cement of a manufactured home? Yes 0 If yes, have you specified the size of the unit (min. 20ft. x 20ft.); live roof load (min. 40#); wind design (min. wind speed of 80 mph & 15 lb. wind load); foundation design; method of anchoring? Yes 23. Have you designed or had this plan designed while considering building and other contraction code requirements? No 24. Does the plan accurately indicate what you intend to construct and what will receive a final i ection by the Garfield County Building Department? �r e No 25. Do you understand that approval for design and/or construction changes are required prior to he application of these changes? �Ye No 26. Do you understand that the Building Department will collect a "Plan Review" fee from you at the time of application and that you will be required to pay the "Permit Fee" as well as any "School Impact" or "Septic System" fees required, at the time you pick up your building p t? No 27. Are you aware that twenty four (24) hour notice is required for all inspections? Inspections will be made from Battlement Mesa to West Glenwood in the mornings and from Glenwood Springs to Carbondale in the afternoon. Morning inspections must be called in by 12:00 p.m. the day before; afternoon inspections must be called in by 5:00 p.m. the day before. Failure to give twenty four (24) hour notice for inspections will delay your inspection one (1) day. Inspections are to be called in to 945-9159. des No 28, Are you aware that you are required to call for all inspections required under the Uniform Building Code including approval on a final inspection prior to receiving a Certificate of pancy and occupancy of the building? No 4 29. Are you aware that the person signing the -Permit Application, whether the "Owner", "Agent of the Owner", "General Contractor", "Contractor", or otherwise, is the party responsible for the project complying with the Uniform Building Code? 30. 3.f you are accessing a county road and do not have an existing driveway you will need to acquire a driveway permit from Garfield County Road and Bridge. Their phone number is 945-6111. You will need to show proof prior to the issuance of the building permit. I hereby acknowledge that I have read, understand and answered these questions to the best of my ability. signature date Phone: 99 q jp ,(days); C/�fJr-4171q &///;t26 Project Name: 9* V.- ?457 (evenings) Ado 1! 1' Project Address: iu af- Lo i.oes.7'bd-/uk sfb,i-,u' 5. 4 Notes: If you have answered "No" on any of the questions, you may be required to provide this information at the request of the Building Official prior to beginning the plan review process. Delays in issuing the permit are to be expected Work may not proceed without the issuance of a permit_ If it is determined by the Building Official that additional information is necessary to review the application and plans to determine minimum compliance with the adopted codes, the application may be placed behind more recent applications for building permits in the review process and not reviewed until required information has been provided and the application rotates again to first position for review, delay in issuance ofd permit or delay in proceeding with construction. Per App 02.95 Effective August 15, 1995 5 District:. 1 Road: 109 Permit ##: 002-98 D GARFIELD COUNTY APPLICATION F O R DRIVEWAY PERMIT Application Date 02-23-1998 I, COLLINS, BODIE (herein called "Applicant"), hereby reauests permission and authority frorn the Board of County Commissioners to construct a driveway approach(es) on the right--of--way of Garfield County Road Number 109 adjacent to Applicant's property located on the WEST side of the road. a distance of .5 MI mile(s) from INT CR1S4 & CR109 for the purpose of obtaining access to PRIVATE RESIDENCE Apolica.nt submits herewith for the consideration and approval of the Board of County Commissioners, a sketch of the proposed instal- lation showing all necessary specification detail. including (1 ) front- age of lot: along road, (2) distance from centerline of road to property lane, (l :r number of driveway, requested, (4) width of pro- posed driveway(s) and angle of approach, (5) distance from driveway to road intersection, if any, (6) size and shale of area. :-epa.ratina driveways if rmore than one approach, and (7) setback distance of building(s) and other structures or improvements. GENERAL PROVISION0 FIRST The Applicant represent~ all parties 1n interest, and affirms thac the driveway approach(es) is to be constructed by him for the bons fide purpose of securing ac-oess to his property and not for the purpose of doing bus.i. nese or servicing vehicles on the road right-of-way. t -of -way. SECOND: The Applicant shall furnish all labor and materials, perform all work,, and pay all costs in connection with the construction of the .dr'tveway(s) and its appurtenance'- on the right-of-way. All work shall b h e completed within :�0 days of the Permit date. THIRQ; -- The t.'oe of construction shall_ be as designated and/or approved by the Doa.r'd of County Commissioners or their repr-eserltat'iv'e, and all material's used =hall be of satisfactory quality and subject to iin's,p.ec- t on and, approve l of the Board of County Commissioners or their" rear .sen tat]ve. FOURTH: The traveling public shall be protected during the instal- lation with proper warning signs and signals and the Board of Count':/ Commissioners and their duly appointed agents and employees shall be held harmless against any action for personal injury or property damage sustained by reason of the exercise of the Permit. FIFTH: The Applicant shall assume responsibility for the removal or clearance of snow, ice or sleet upon any portion of the driveway ap- proach(es) even though deposited on the driveway(s) in the course of the County snow removal operations. SIXTH: Ire the event it becomes necessary to remove any right-of-way fence, the posts on either side of the entrance shall be securely braced before the fence is cut to prevent any slacking of the remain- ing fence, and all posts and wire removed shall be turned over to the District Road Supervisor of the Board of County Commissioners. SEVENTH: No revisions or additions shall be made to the drivewav(s) or its appurtenances on the right-of-way without the written permis- sion of the Board of County Commissioners. EIGHTH: Provisions and specifications outlined herein shall apply on all road_ under the jurisdiction of the Board of County Commissioners of Garfield County, Colorado, and the Specifications, set forth or, the attached hereof and incorporated herein as conditions hereof. SPECIAL CONDITIONS RESPONSIBLE FOR TWO YEARS FROM DATE OF COMPLETION 15" CULVERT REQUIRED FROM EDGE OF CR109 BACK 20 USE 3/4" ROAD BASE In signing this application and upon receiving authorization and permission to install the driveway approach(es) described herein the Applicant signifies that he nal read, understands and accepts the foregoind provisions and conditions and agrees to construct the drive- way(s) in accordance with the accompanying specification plan reviewed and approved by the Board of County Commissioners. Witness: Signed (Signatur're of Aopiic:ant ) (Address) . 1,Telephotine Number) PERMIT GRANTED THIS , DAY OF 19 , .SUBJECT TC THE PROVISIONS, SPECIFICA eCNS., AND CONDITIONS STIPULATED HEREIN, For Board of County Commission e, of Garfield County, Colorado BY: SPECIF ICATIONS 1. A driveway approach is understood to be that portion of the hiah- wr3y right -of --way between the pavement edge and the property line which is desicned and used for the interchange of traffic between the road- way pavement and the abutting property. 2. At any intersection, a driveway shall be restricted for a suf-- ficient distance from the intersection to preserve the normal and safe movement of traffic. (It is recommended for rural residence entrances that a minimum intersection clearance of 50 feet be provided and for rural commercial entrances a minimum of 100 feet be provided.) 3. All entrances and exits shall be so located and constructed that vehicles approaching or Lysing them will be able to obtain adequate sight distance in both direction.:: along the highway in order to maneuver safely and without interfering with highway traffic. 4. The Applicant shall not be permitted to erect any sign or display material, either fixed or movable, on or extending over any portion of the highway right-of-way. Generally, no more than ore approach shall be allowed any parcel or property the frontage o.f which is less than one hundred 100) feet. Additiona,l entrances or exits for parcels or property having a frontage in excess of one hundred (1 00) feet shall be permitted only after showinc of actual convenience and necessity. 6. All driveways shall be 'so located that the flared portion adjacent to the traveled way will not encroach upon adjoining property. 7. No commercial driveway shall have a width greater than thirty (30) reel:. measured at r"ieht angles :s to the Ocnter'].ine of the driveway, way, e;Ccept as increased by permissible radii. No noncommercial driveway shall have a width greeter than twenty (20) feet measured at r"ic;ht angles to the centerline of the driveway, except as increased by permissible radii S. The axis of an approach to the road may be at a richt anole to the centerline of the highway and of any angle between ninety (:i0) degrees and sixty (60 )degrees but shall not be less than sixty ( '6 '0 i decrees. Adjustment en wi 11 be made according, to the type of traffic to be served and other ehysieal conditions, 0, The construction of par kine or sery"lolria areas on the highway right-of-way is specifically prohibited. Off -the -road parking facil- ities acil- i1:je's should be provided by commercial establishments Tor customers' s vehicles. 10. The gr'ad'e of entrance and exit'. shall slope downward and away from Ehe roan surface at the same rate as the normal shoulder slope and icor a disteno'e equal to the width of the shoulder but in no case less are than t'wen :0) feet from the pavement edae. Approach grades restricted to nbt more than 10 percent (10%). 11. All driveways and approaches shall be so constructed that they snail -not interfere with the drainage system of the street or highway. The Applicant will be required to provide, et his own expense, drain- age structures at entrances and exits which will become an integral part of the existing drainage system. The dimension's of all drainage structures must be approved by the Board of County Commissioners or their representative prior to installation. NOTE: This permit shall be made available at the site where and when work is bet.nr_t done. ;A work sketch or drawing of the proposed driveway(s) must accompany eppii_oatiorl. No permit will be issued without drawing, blueprint, or sketch. ORDER # J32611 HMC WEST OREM TRUSS 1750 West 200 South Lindon, Utah 84042 PH (81)1j785.8787 FAX(301)785.6728 0 L D T 0 s T 0 84 Lumber Grand Jct (970) 245-8400 jobsite see directions Glenwood, r REQ. QUOTE DATE / 1 ORDER DATE DELIVERY DATE DATE OF INVOICE ORDERED BY 06119/98 1/ 11 DATE06/19198 PAGE 1 QUOTE # CUSTOMER ACCT # CUSTOMER PO # INVOICE "# TERMS E32611 53380GJ 58620 SUPERINTENDANT SALES REP Brandon Baker JOBSITE PHONE # JOB NAME: Wilson custom homes MODEL: TAG: DELIVERY INSTRUCTIONS: 0,4,6,06,L Br -tole' SPECIAL INSTRUCTIONS: ROOF TRUSSES LOADING INFORMATION PROFILE QTY PITCH PLY TOP BOT TYPE ID ` 1 5.00 r 0.00' 5.00 0.00 5.00 0.00 10 5.00 0.00 8 5.00 8 5.00 5.00 5.00 -r- 0.00 0.00 0.00 0.00 2.50 FINK A FINK 6 FINK G FINK 0 FINK E FINK F FINK G MOD. QUEEN H SCISSORS 2.50 SCISSORS J TCLL-TCDL-BOLL-BODE STRESS INCR. 40.0-10.0-0.0-10.0 1.15 SALES AREA LOT # SUBDIV: JOB CATEGORY: Dealer ROOF TRUSS SPACING: 24:0 IN. O.C. (TYP.) BASE OA SPAN SPAN LUMBER OVERHANG CANTILEVER , STUB TOP BOT LEFT RIGHT LEFT RIGHT LEFT RIGHT 30-00-00 30-00-00 2 X 4 2 X 4r 30-00-00 30-00-00 2 X 4 2 X 4 02-00-00 02-00-00 24-00-00 24-00-00 2 X 4 2 X 4 02-00-00 02-00-00 14-08.00 14-08-00 2 X 4 2 X 4 02-00-00 14-08-00 14-08-00 2 X 4 2 X 4 02-00-00 25-00-00 25-00-00 2 X 4 2 X 4 02-00-00 02-00-00 25-00-00 35-00-00 25-00-00 35-00-00 2 X 4 2 X 4 2 X 4 2 X 4 35-00-00 35-00-00 2 X 4 2 X 4 02-00-00 02-00-00 35-00-00 35-00-00 2 X 4 2 X 4 fob Truss Truss Type O y ly 84 G.J. 32611 A FINK 1 1 -Urem 1 russ (Lindon), in on, 15-0-0 32 s Uec 1 b y9f Mi i ek lndustrles, Inc, i hu Jun 78 75.34. 30-0-0 2 1 15-0-0 5.00 12 T3 T1 4x4= 'T6 S 15-0-0 10 ` 11 8T2 J9 S 0 S 12 1 13 14 3x4s 3x6= 30-0-0 3x4 30-0-0 0 0 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress lncr YES Code UBC/AN5195 GSI TC 0.11 BC 0.05 WB 0.13 (Matrix) DEFL (in) (loc) I1defl Vert(LL) n/a - n/a Vert(TL) n/a - nla Horz(TL) 0.00 nla Min Length / LL deft = 999 PLATES GRIP M20 2201195 Weight: 136 Ib LUMBER TOP CHORD 2 X 4 DF No.2 BOT CHORD 2 X 4 DF No.2 OTHERS 2 X 4 DF Stud BRACING TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 2-0-0 on center bracing, Except: (1-29,)=2-3-14; ()=1-0-0. REACTIONS (Ib)size) 1=124/30-0-0, 22=10/30-0-0, 15=124/30-0-0, 23=212130-0-0, 24=241/30-0-0, 25=240/30-0-0, 26=239/30-0-0, 27=245/30-0-0, 28=222130-0-0, 29=301)30-0-0, 21=234/30-0-0, 20=242130-0-0, 19=238/30-0-0, 18=245/30-0-0, 17=222130-0-0, 16=301/30-0-0 Max Horz1=138(load case 4), 15=-138(load case 3) Max Uplift24=-57(load case 4), 25=-65(load case 5), 26=-62(load case 4), 27=-64(Ioad case 5), 28=-58(Ioad case 4), 29=-79(load case 5), 21=-61(load case 3), 20=-64(Ioad case 5), 19=-62(load case 3), 18=-64(load case 5), 17=-58(load case 3), 16=-79(load case 5) Max Grav22=19(load case 2), 15=124(load case 1), 23=212(load case 1), 24=249(load case 6), 25=240(load case 1), 26=239(load case 6), 27=245(load case 1), 28=222(load case 6), 29=301(load case 1), 21=242(load case 7), 20=242(load case 1), 19=239(load case 7), 18=245(load case 1), 17=222(load case 7), 16=301(load case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-71, 2-3=-72, 3-4=-68, 4-5=-69, 5-6=-69, 6-7=-69, 7-8=-69, 8-9=-69, 9-10=-69, 10-11=-69, 11-12=-69, 12-13=-68, 13-14=-72, 14-15=-71 BOT CHORD 1-29=0, 28-29=0, 27-28=0, 26-27=0, 25-26=0, 24-25=0, 23-24=0, 22-23=-0, 21-22=0, 20-21=0, 19-20=0, 18-19=0, 17-18=0, 16-17=0, 15-16=0 WEBS 8-23=-177, 7-24=-199, 6-25=-200, 5-26=-199, 4-27=-202, 3-28=-190, 2-29=-235, 9-21=-199, 10-20=-200, 11-19=-199, 12-18=-202, 13-17=-190, 14-16=-235 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) All plates are M20 plates unless otherwise indicated. 3) All plates are 2x4 M20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 on center. 6) For studs exposed to wind, see MiTek "Standard Gable End Detail" 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 Ib uplift at joint 24 , 65 lb uplift at joint 25, 62 Ib uplift at joint 26, 64 Ib uplift at joint 27, 58 Ib uplift at joint 28, 79 lb uplift at joint 29, 61 lb uplift at joint 21, 64 Ib uplift at joint 20, 62 Ib uplift at joint 19, 64 Ib uplift at joint 18, 58 Ib uplift at joint 17 and 79 Ib uplift at joint 16. 9) This truss has been designed with ANSIITPI 1-1995 criteria. LOAD CASE(S) Standard a. russ Truss type Qly '1 -8-4-G.J. 32611 B FINK 13 1 ti -Orem 1 russ (unaon), Lindon, i- 2-0-0 1 2-0-0 7-9-14 15-0-0 -iz s uec �b �a97 MiTek Industries, Inc. Thu Jun 18 5;35: 22-2-2 30-0-0 7-9-14 7-2-2 5.00p 4x4= 7-2-2 7-9-14 32-0-0 2-0-0 3x4 - 10-2-10 10-2-10 I 3x6= 19-9-6 3x4 30-0-0 9-6-13 10-2-10 1 LOADING (psf) TCLL 40,0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBCIANSI95 CSI DEFL (in) (loc) 1/dell TC 0.92 Vert(LL) -0.26 2-12 >999 BC 0.93 Vert(TL) -0.55 2-12 >649 WB 0.23 Horz(TL) 0.10 8 nia Min Length / LL defl = 360 PLATES GRIP M20 220/195 Weight: 122 Ib LUMBER TOP CHORD 2 X 4 DF 2100F 1.8E BOT CHORD 2 X 4 DF No.1&Btr WEBS 2 X 4 DF Stud *Except* W2 2 X 4 DF No.2, W3 2 X 4 DF No.2 REACTIONS (Ib/size) 2=1997/0-5-8, 8=199710-5-8 Max Horz2=24(load case 4) Max Uplift2=-490(load case 5), 8=-490(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=37, 2-3=-3304, 3-4=-2846, 4-5=-2846, 5-6=-2846, 6-7=-2846, 7-8=-3304, 8-9=37 BOT CHORD 2-12=3036, 11-12=2071, 10-11=2071, 8-10=3036 WEBS 3-12=-673, 5-12=919, 5-10=919, 7-10=-673 BRACING TOP CHORD Sheathed or 2-6-15 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 8-6-12 on center bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind Toads generated by 90 mph winds at 25 ft above ground level, using 5.0 psf top chord dead Toad and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category!, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBCIANSI95 It end verticals or cantilevers exist, they are exposed to wind, If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) All plates are M20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 490 Ib uplift at joint 2 and 490 Ib uplift at joint 8. 6) This truss has been designed with ANSIITPI 1-1995 criteria. LOAD CASE(S) Standard Job Truss 132611 C BMC WEST -Orem -2-0-0 2-0-0 Truss Type Qty Hy 84 G.J. 3 1 I russ (Findon), Lindon, UT 84042 4 0-32 s Dec16-'f9-971vii I ek Industries, Inc. I hu Jun 1875:35:09 1998 Page 1 FINK 6-3-14 12-0-0 6-3-14 5-8-2 4x4= 17-8-2 24-0-0 26-0-0 5-8-2 6-3-14 2-0-0 8-2-10 15-9-6 24-0-0 8-2-10 7-6-13 8-2-10 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1,15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.82 BC 0.81 WB 0.25 DEFL (in) (loc) I/defl Vert(LL) -0.13 10 >999 Vert(TL) -0.29 8-10 >992 Horz(TL) 0.07 6 n!a Min Length / LL defl = 360 PLATES GRIP M20 220/195 Weight: 99 Ib LUMBER TOP CHORD 2 X 4 DF No.2 BOT CHORD 2 X 4 DF No.2 WEBS 2 X 4 DF Stud REACTIONS (Iblsize) 2=1637/0-5-8, 6=1637/0-5-8 Max Horz2=-20(load case 3) Max UpliFt2=-419(load case 5), 6=419(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=37, 2-3=-2616, 3-4=-2256, 4-5=-2256, 5-6=-2616, 6-7=37 BOT CHORD 2-10=2401, 9-10=1647, 8-9=1647, 6-8=2401 WEBS 3-10=-530, 4-10=724, 4-8=724, 5-8=-530 BRACING TOP CHORD Sheathed or 2-6-15 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 9-5-9 an center bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) AlI plates are M20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 419 Ib uplift at joint 2 and 419 Ib uplift at joint 6. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard Job I cuss f russ Type IP y Ply 84 G. -J. 32611 D FINK 10 1 _ ^..,,,rA-,r. , .. ....�..., i..., m, �� ... 1 u 1 c..•a ti aaa u...,o 4 -Orem truss (Llntlon), Lindon, 0 -2-0-0 6-3-14 12-0-0 14-8-0 2-0-0 6-3-14 5-8-2 5x6- 2-8-0 8-2-10 14-8-0 8-2-10 6-5-6 { LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1,15 Lumber Increase 1.15 Rep Stress Incr YES Code UBCIANS195 CSI TC 0.75 BC 0.60 WB 0.42 DEFL (in) (loc) I/deft Vert(LL) -0.12 2-7 >999 Vert(TL) -0.23 2-7 >735 Horz(TL) 0.02 6 nla Min Length / LL defl = 360 PLATES GRIP M20 2207195 Weight: 69 Ib LUMBER TOP CHORD 2 X 4 DF No.2 BOT CHORD 2 X 4 DF No.2 WEBS 2 X 4 DF Stud *Except' W4 2 X 4 DF No,2 REACTIONS (Iblsize) 2=1077/0-5-8, 6=862/0-5-8 Max Horz2=351(load case 5) Max Uplift2=-282(load case 3), 6=-212(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=37, 2-3=-1204, 3-4=-839, 4-5=0, 5-6=-126 BOT CHORD 2-7=1105, 6-7=337 WEBS 3-7=-549, 4-7=727, 4-6=-753 BRACING TOP CHORD Sheathed or 2-8-12 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-6-12 on center bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind Toads generated by 90 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBCIANSl95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) All plates are M20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-6, UBC -94. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2821b uplift at joint 2 and 212 Ib uplift at joint 6. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard Job -Truss Truss Type Q y y :4 G.J. 32611 E FINK 8 1 - rem irusst inaon), in on, rn -2-0-0 2-0-0 6-6-14 "L s Uec 16 l bb ( MI I eK Inousiries, Inc. t nu Jun l ti m: :'Lu 1 yye rage 12-6-0 6-6-14 5-11-2 14-8-0 2-2-0 5x6= 4 3x4 8-6-10 14-8-0 3x4= 8-6-10 LOADING (psf) TCLL 40,0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBCIANSI95 CSI TC 0.82 BC 0.63 WB 0.41 LUMBER TOP CHORD 2 X 4 DF No.2 BOT CHORD 2 X 4 DF No.2 WEBS 2 X 4 DF Stud *Except' W42X4DFNo.2 REACTIONS (Ib/size) 2=1077/0-5-8, 6=862/0-5-8 Max Horz2=381(load case 5) Max Uplift2=-283(load case 3), 6=-221(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=37, 2-3=-1165, 3-4=-784, 4-5=0, 5-6=-101 BOT CHORD 2-7=1070, 6-7=271 WEBS 3-7=-574, 4-7=753, 4-6=-752 6-1-6 DEFL (in) (loc) I/defl Vert(LL) -0.13 2-7 >999 Vert(TL) -0.27 2-7 >631 Horz(TL) 0.02 6 nla Min Length / LL dell = 360 PLATES GRIP M20 220/195 Weight: 70 Ib BRACING TOP CHORD Sheathed or 2-2-4 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-6-0 on center bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBCIANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) All plates are M20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -94. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283 Ib uplift at joint 2 and 221 lb uplift at joint 6. 6) This truss has been designed with ANSIFTPI 1-1995 criteria. LOAD CASE(S) Standard Jab Truss lruss I ype Qty y G:J. 32611 F FINK 8 1 RI f' 1AII-�i_nrcm Tn,a-n f1 In.dnni 1 ..,.i.... IFI u.rn.4•i rn -2-0-0 2-0-0 6-6-14 12-6-0 6-6-14 5-11-2 32 s ec 16 9971Vh I ek Industries, Inc. 4x4= 4 3x4= 8-6-9 16-5-7 18-5-2 5-11-2 2x4;./ u Jun 'I is 1 b: ib:1ti i J rage 25-0-0 6-6-14 127-0-0 2-0-0 25-0-0 8-6-9 Plate Offsets (X,Y): [2:0 2 12,0 1 8), [6:0-2-12TU-1-8J 7-10-13 8-6-9 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.93 BC 0.87 WB 0.26 DEFL (in) (loc) 1/deft Vert(LL) -0.15 6-8 >999 Vert(TL) -0.32 8-10 >925 Horz(TL) 0.08 6 n/a Min Length / LL defl = 360 PLATES GRIP M20 220/195 Weight: 103 Ib LUMBER TOP CHORD 2 X 4 DF No.2 BOT CHORD 2 X 4 DF No.2 WEBS 2 X 4 DF Stud REACTIONS (Ib/size) 2=1697/0-5-8, 6=1697/0-5-8 Max Horz2=-20{load case 3) Max Uplift2=-431{load case 5), 6=-431{load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=37, 2-3=-2729, 3-4=-2353, 4-5=-2353, 5-6=-2729, 6-7=37 BOT CHORD 2-10=2506, 9-10=1717, 8-9=1717, 6-8=2506 WEBS 3-10=-553, 4-10=756, 4-8=756, 5-8=-553 BRACING TOP CHORD Sheathed or 2-1-5 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 9-2-3 on center bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) All plates are M20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 431 Ib uplift at joint 2 and 431 Ib uplift at joint 6. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard Job Truss Truss Type Qty 1 Ply 32611 G FINK 1 1 1I INVIC4yE8 1 -Orem I russ (Lyndon), Lindon, 01 84042 N uh 12-6-0 84 G.J. spec 16 1997 MiTe c!- i ustries, Inc. I >hiJun 18 15:35:331998 age 25-0-0 12-6-0 5.00 12 2x4 11 2 2x4 II 2x411 4 n 3T1 T3 2x411 T4 4x4= 12-6-0 2x411 T23 T8 2x411 10 S Stvlictir .7.71 :7111%:71 761.L. lig.7.77:11?"71. 142r, 71:2 fli _ 71 ' 3x4, a 11 3x4 2x411 2x41 2x4 2x4 I I 2x4 11 3x6= 2x4 11 25-0-0 2x411 2x411 2x4 11 25-0-0 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0,26 BC 0.14 WB 0.09 (Matrix) DEFL (in) (Ioc) I/deft Vert(LL) nia - n/a Vert(TL) nia - n/a Horz(TL) 0.00 n/a Min Length / LL deft = 999 PLATES GRIP M20 220/195 Weight: 103 Ib LUMBER TOP CHORD 2 X 4 DF No.2 BOT CHORD 2 X 4 DF No.2 OTHERS 2 X 4 DF Stud BRACING TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 0-6-0 on center bracing. REACTIONS (Ib/size) 1=198/25-0-0, 16=12125-0-0, 11=198125-0-0, 17=217/25-0-0, 18=235/25-0-0, 19=264/25-0-0, 20=145125-0-0, 21=468125-0-0, 15=223/25-0-0, 14=265/25-0-0, 13=144/25-0-0, 12=468/25-0-0 Max Horz 1=113(Ioad case 4), 11=-113(Ioad case 3) Max Uplift1=-4(load case 5), 11=-4(load case 5), 18=-58(load case 4), 19=-70(load case 5), 20=-38(load case 4), 21=-122(load case 5), 15=-63(load case 3), 14=-70(load case 5), 13=-3B(load case 3), 12=-122(load case 5) Max Grav16=22(load case 2), 11=198(load case 1), 17=217(load case 1), 18=244(load case 6), 19=264(load case 1), 20=145(load case 6), 21=468(load case 1), 15=232(load case 7), 14=265(load case 1), 13=145(load case 7), 12=468(load case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=50, 2-3=-87, 3-4=-63, 4-5=-69, 5-6=-68, 6-7=-68, 7-8=-69, 8-9=-63, 9-10=-87, 10-11=-97 BOT CHORD 1-21=0, 20-21=0, 19-20=0, 18-19=0, 17-18=0, 16-17=0, 15-16=0, 14-15=0, 13-14=0, 12-13=0, 11-12=0 WEBS 6-17=-179, 5-18=-196, 4-19=-215, 3-20=-138, 2-21=-355, 7-15=-196, 8-14=-215, 9-13=-138, 10-12=-355 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) All plates are M20 plates unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 an center. 5) For studs exposed to wind, see MiTek "Standard Gable End Detail" 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 Ib uplift at joint 1, 4 Ib uplift at joint 11, 58 Ib uplift at joint 18, 70 Ib uplift at joint 19, 38 Ib uplift at joint 20, 122 Ib uplift at joint 21, 63 Ib uplift at joint 15, 70 Ib uplift at joint 14, 38 Ib uplift at joint 13 and 122 lb uplift at joint 12. 8) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard Job 32611 1 russ H Truss Typety MOD. QUEEN -7(1 Ply 1 G:J7- 01, -u rem k russ (Linoon), LlnOon, 17-6-0 4 0-32 s Dec 16 1997 MiTek Industries, Inc. Thu Jun 18 15:35:41 1998 Page 35-0-0 17-6-0 3x6 5.00 ri-2- 4x4= 10 11 13 17-6-0 3x6 - 1415 16 1 v 1 lirattw. 71 0 3xM•PI v+- WW W•IVWCVV+Arr 4 6 3 A���L i i • 3x6 = 35-0-0 3x6= 35-0-0 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANS195 CSI TC 0.14 BC 0.08 WB 0.17 (Matrix) DEFL (in) (loc) Ildefl Vert(LL) n/a - n/a Vert(TL) n/a - n/a Horz(TL) 0.00 n/a Min Length / LL deft = 999 PLATES GRIP M20 220/195 Weight: 171 Ib LUMBER TOP CHORD 2 X 4 DF No.2 BOT CHORD 2 X 4 DF No.2 OTHERS 2 X 4 DF Stud BRACING TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 0-6-0 on center bracing. REACTIONS (lb/size) 1=149135-0-0, 30=10135-0-0, 28=219/35-0-0, 29=236135-0-0, 31=231/35-0-0, 32=242/35-0-0, 33=237/35-0-0, 34=250135-0-0, 35=202135-0-0, 36=351/35-0-0, 27=236/35-0-0, 25=231/35-0-0, 24=242/35-0-0, 23=237/35-0-0, 22=250/35-0-0, 21=202/35-0-0, 20=351135-0-0, 26=10/35-0-0 Max Horz 1=164{load case 4) Max Uplift29=-58(load case 4), 31=-70(load case 5), 32=-62(load case 4), 33=-63(Ioad case 5), 34=-65(load case 4), 35=-53(Ioad case 5), 36=-92(load case 4), 27=-58(load case 3), 25=-70(load case 5), 24=-62(Ioad case 3), 23=-63(load case 5), 22-65(Ioad case 3), 21=-53(load case 5), 20=-92(load case 3) Max Grav30=20{load case 2), 28=219(Ioad case 1), 29=245(load case 6), 31=231(load case 1), 32=242(load case 6), 33=237(Ioad case 1), 34=250(load case 6), 35=202(Ioad case 1), 36=351 {load case 6), 27=245(load case 7), 25=231(load case 1), 24=242(Ioad case 7), 23=237(load case 1), 22=250(Ioad case 7), 21=202(load case 1), 20=351(load case 7), 26=20(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-80, 2-3=-76, 3-4=-67, 4-5=-69, 5-6=8, 6-7=-68, 7-8=-69, 8-9=-69, 9-10=-68, 10-11=-68, 11-12=-69, 12-13=-69, 13-14=-68, 14-15=8, 15-16=-69, 16-17=-67, 17-18=-76, 18-19=-80 BOT CHORD 1-36=0, 35-36=0, 34-35=0, 33-34=0, 32-33=0, 31-32=0, 30-31=-0, 29-30=0, 28-29=0, 27-28=0, 26-27=0, 25-26=0, 24-25=0, 23-24=0, 22-23=0 , 21-22=0, 20-21=0, 19-20=0 WEBS 10-28=-178, 9-29=-199, 8-31=-200, 7-32=-200, 6-33=-199, 4-34=-206, 3-35=-176, 2-36=-271, 11-27=-199, 12-25=-200, 13-24=-200, 14-23=-199, 16-22=-206, 17-21=-176, 18-20=-271 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) All plates are M20 plates unless otherwise indicated. 3) All plates are 2x4 M20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 on center. 6) For studs exposed to wind, see MiTek "Standard Gable End Detail" 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads per Table No. 16-B, UBC -94. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 Ib uplift at joint 29 70 Ib uplift at joint 31, 62 lb uplift at joint 32, 63 Ib uplift at joint 33, 65 Ib uplift at joint 34, 53 Ib uplift at joint 35, 92 Ib uplift at joint 36, 58 Ib uplift at joint 27, 70 Ib uplift at joint 25, 62 Ib uplift at joint 24, 63 Ib uplift at joint 23, 65 Ib uplift at joint 22, 53 Ib uplift at joint 21 and 92 Ib uplift at joint 20. 9) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard Jab Truss Truss Type 32611 1 SCISSORS BMC -WEST -Orem Truss (Lindon), Lindon, U I Gty y WG—J. 7 1 84042 4 0-32 s ec16 99( MiTi k industries, Inc. 1 hu Jun 18 15.35.50 19.98 -1 -'age 1 1-2-0-01 4-2-5 7-6-3 10-10-2 1 14-2-1 2-0-0 4-2-5 3-3-15 3-3-15 3-3-15 5.00 ITT 17-6-0 1 20-9-15 24-1-14 27-5-13 30-9-111 35-0-0 37-0-01 3-3-15 3-3-15 3-3-15 3-3-15 3-3-15 4-2-5 2-0-0 4x6 11 3x4 9 �3 4x14 6-4-15 6-4-15 —ate f--(X,Y)-[2T0 2-0,edgej, [14:0-2-0,edge], [17:0-6-0,edge], [19:0-6-0,0-3-91, [21:0-6-0,edgej 20 W 2x44,3x6, 10 i 19 � �z 8x12 M20H= 18 17 21 3x8_ 22 5x12M20HWB 3x4 r 2.501-1-2- 11-11-7 5-6-9 17-6-0 23-0-9 11 3x4 12 2x4 5x12 M2OH WBS 3x4 16 14 28-7-1 35-0-0 4x14-, 5-6-9 5-6-9 5-6-9 6-4-15 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANS195 CSI TC 0.90 BC 0.91 WB 0.70 DEFL (in) (loc) I/deft Vert(LL) -1.01 19 >414 Vert(TL) -1.50 19 >277 Horz(TL) 0.94 14 n/a Min Length / LL defl = 360 PLATES GRIP M20 220/195 M201-1 165/146 Weight: 165 Ib LUMBER TOP CHORD BOT CHORD WEBS WEDGE 2 X 4 DF No.1 &Btr *Except* T12X4DF2100F 1.8E,T42X4DF2100F1.8E 2 X 4 DF 2100F 1.8E 2 X 4 DF Stud *Except* W7 2 X 4 DF No.2 Left: 2 X 4 DF Stud, Right: 2 X 4 DF Stud BRACING TOP CHORD Sheathed or 1-8-0 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 6-5-11 on center bracing. REACTIONS (Ib/size) 2=2297/0-5-8, 14=2297/0-5-8 Max Horz2=27(load case 4) Max Uplift2=-549(load case 5), 14=-549(load case 5) FORCES (ib) - First Load Case Only TOP CHORD 1-2=35, 2-3=-8083, 3-4=-7837, 4-5=-6823, 5-6=-6823, 6-7=-6650, 7-8=-5197, 8-9=-5197, 9-10=-6650, 10-11=-6823, 11-12=-6823, 12-13=-7837,13-14=-8083,14-15=35 BOT CHORD 2-22=7507, 21-22=7281, 20-21=7281, 19-20=5759, 18-19=5759, 17-18=7281, 16-17=7281, 14-16=7507 WEBS 3-22=-117, 4-22=212, 4-20=-841, 6-20=-310, 7-20=966, 7-19=-1035, 8-19=3665, 9-19=-1035, 9-18=966, 10-18=-310, 12-18=-841, 12-16=212 , 13-16=-117 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) All plates are M20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 5) Bearing at joint(s) 2, 14 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 549 Ib uplift at joint 2 and 549 Ib uplift at joint 14. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard Job Truss russ ype CT—PIT 84 C.J. 32611 J SCISSORS '6 1 -VICIII I1U tLlfWUFI), LIIIOUII, 4-2-5 4-2-5 7-6-3 10-10-2 14-2-1 3-3-15 3-3-15 3-3-15 2x4-, 4x14 5.00 72- u-31 s Uec 1 ti 1991 MI I eK Industnes, Inc. I nu Jun 18 15:35:59 1998 Page 17-6-0 I 20-9-15 24-1-14 27-5-13 1 30-9-11 35-0-0 3-3-15 3-3-15 3-3-15 3-3-15 3-3-15 4-2-5 4x6 11 t� 17 18 129 3x8 3x40 5x12 M2OH WBS 2.50112 8x12 M2OH ` T3 2x4 3x6, 9 W e10 3x4 \\ /� wi 11 18 � 3x8 15 5x12 M2OH WBS 6-4-15 11-11-7 17-6-0 23-0-9 6-4-15 5-6-9 5-6-9 5-6-9 28-7-1 2x4 12 14 13 3x4 35-0-0 4x14 Plate Offsets (X,Y): [1:0-2-0,edge]; f3:U-2-U,edgej, [15:0-6-0,edge], [1(:U -6-U,0 =9], [T9:0=6-U,edgej 5-6-9 6-4-15 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber increase 1.15 Rep Stress Incr YES Code UBC/ANS195 CSI TC BC WB 0.90 0.91 0.70 DEFL (in) (loc) Ildefl Vert(LL) -1.01 17 >414 Vert(TL) -1.50 17 >277 Horz(TL) 0.94 13 n/a Min Length / LL defl = 360 PLATES GRIP M20 220/195 M2OH 165/146 Weight: 160 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr *Except* TOP CHORD Sheathed or 1-8-0 on center purlin spacing. T1 2 X 4 DF 2100F 1.8E, T4 2 X 4 DF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 6-2-15 on center bracing. BOT CHORD 2 X 4 DF 2100F 1.8E WEBS 2 X 4 DF Stud *Except* W72X4DFNa.2 WEDGE Left: 2 X 4 DF Stud, Right: 2 X 4 DF Stud REACTIONS (lb/size) 1=208410-5-6, 13=2084/0-5-8 Max Horz 1=25(load case 4) Max Uplift1=414(Ioad case 5), 13=-414(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-8083, 2-3=-7837, 3-4=-6823, 4-5=-6823, 5-6=-6650, 6-7=-5197, 7-8=-5197, 8-9=-6650, 9-10=-6823, 10-11=-6823, 11-12=-7837, 12-13=-8083 BOT CHORD 1-20=7507, 19-20=7281, 18-19=7281, 17-18=5759, 16-17=5759, 15-16=7281, 14-15=7281, 13-14=7507 WEBS 2-20=-117, 3-20=212, 3-18=-841, 5-18=-310, 6-18=966, 6-17=-1035, 7-17=3665, 8-17=-1035, 8-16=966, 9-16=-310, 11-16=-841, 11-14=212, 12-14=-117 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 0 end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1,33 3) All plates are M20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 5) Bearing at joint(s) 1, 13 considers parallel to grain value using ANSI/TP1 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 414 lb uplift at joint 1 and 414 Ib uplift at joint 13. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard i SPECTIONWILL NOT BE MADE UNLESS THIS CARD IS POSTED ON THE JOB 24 LIOURS NOTICE REQUIRED FOR INSPECTIONS BUILDING PERMIT GARFIELD COUNTY, COLORADO i Date Issued* ii 1. �.�..„Zoned Area Permit No 6'1 .. .. . AGREEMENT In consideration of the issuance of this permit, the applicant hereby agrees to comply with all laws and regulations related to the zoning, location; construction and erection of the proposed structure for which this permit is granted, and further agrees that if the above said regulations are not fully complied with in the zoning, location, erection and construction of the above described structure, the permit may then be revoked by notice from the County Building Inspector and IMMEDIATELY BECOME NULL AND VOID. Use € ji 1tr ! j Address or Legal Description k 1 VI' tiva. Co • t '& L tak? aft Front Side Side Rear This Card Must Be Posted So It is Plainly Visible From The Street Until Final Inspection. INSPECTION RECORD Footing . v .v MI11 Foundation L,- _ q s,i Underground Plumbing Insulation�;1 Rough Plumbing -s----.0- -4. - Drywall •g _ i -97 . Wiz. Chimney & Vent 47.,1-9- Electric Final (by State Inspector) 16-6_yQ Gas Piping •g, . _q r Final g_ i 6. ..�' 4ta,-,_____ .- ar _ .,.:ta.gh (B ';I.)+e IiiipeCf4)0,4_ :j Septic Final ' - j e t,,:> Framing 0_5- ' v (To include Roof in place and Windows and Doors installed). Notes: r ALL LISTED ITEMS MUST BE INSPECTED AND APPROVED BEFORE COVERING - WHETHER INTERIOR OR EXTERIOR, UNDERGROUND OR ABOVE GROUND. THIS PERMIT IS NOT TRANSFERABLE Phone 945• 109 8th Street County Courthouse Glenwood Spri APPROVEDO NOT DESTROY THIS CARD Date(/I'/ By IF PLACED OUTSIDE - COVER WITH CLEAR)STI Colorado.