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PERMIT 2230 Arapaho Rd Single Family Dwelling 12-17-2007
- tcceived itkete ' f Permit In nraitter L -7 ' 1..iong-T ',.. ft esdenfla 1,„, 0 lic in / grilditig Permit Department of Building Safety 170 1 nthregar Avenue I'O Z E%tes Park, CO 80.517 Application General Ittfartnatiott and Inspection line (97) 577-3731 0 FAX (970)58E4249 0 www,,estesiniEvern 'E: Use ibis Form f , r Latig-tert . Reside ces 30 days or more. Per ni. Expires ITAMIZEIMEMINEMAN MEME242MIUMETA A ' EICIMATIMISV , MENZINIVI,IV V VfMMIREMI.. Condeit,IcelNet [1 Yes; ll,,ot SiiZe: / , t'f.i-- SI IVISIOB: 4041110 MM:1904 /4:007 .-y?f; t'CAP Parcel 11:,. Vc) 2 t- 64 :is& Addlress:&82(?,..., :",c• (Street) (C'ity) (State) (Zip Code) Contractor: tUi(11),--:Lf Town License #: )-••d-)„ 03'60 _ fe. 66- Vitt oierrik OeZt/L...... Al.L.0 Address: ci State Zb Code • o New W�rk Onh.- Ca t apply: lk1hq L]AI*erlo . c 0'1:1flwncr / Residence 0 Renlal .30 days in- more 0 Accessory Dwe mg Existing u.se: Proposed use: _ ' # of New Dwellings: e : 0 Estes Park Sannatioiki?!..ipper ThTouipson Sanitation 0 Private St. ' • - R ui s A '• ca "ng involved: 1:114a-Fanes•-•••• State zia own „acettses 'eqi . a .; .ig.x turcsjirAdd 0 Relocate 0 Replace El Demolish Water Service: 0 Existing tNew fMeters.: eiricinvolvtd: D NO Zik'Tett - State & Town'hiceitie.Required„Viatre Permit and Inspixlian Required. 'vice.:0 Exist' w: In Ovrboad 0 tinder r oimd- f eters., e: tICI.sts_Invalvect CI No T e: ! atura Ga 0126 o 1 1' Floor , f) 2 F ge / Carport t FM F" t Unfin • Unfin _of Heat l3uilding eight: Jo Desciptkm Jnfin, tea istrue and correctand a tee to orrn work dese d state and f I laws as well as building codes. certify that I hav E TA MAT! AM RESPONSIRLE FOR ANY FEES OR EXPENSE ' S 11A THIS APPLICATION. ontrctor TON. Owner ignature Date Job Description: le Type o o-astral lime Addition _ t Pia of New Kitchens.:Jrn 7t, Yu to tfl tle ealtilgepertment. ., Meter Size mops; Temp Meter: N tionS. anti System Sizing 1 "' as A " 1 : Detached , Total Valuations (labor & Matera1s) inches eck wfo Ro "ct eonling plans fi "ti subnitted, reviewed and apprcwed.and co ply with the property owner's authority and permission to apply for this permit. Additionally, I INCURRED FOR PLAN REVIEW, PERMITS, INSPECTIONS AND (TIDIER Print Name Office Use Only pant Load(s): Floor L Ro d: Variances: Hazards Ceases # Geo Wildfire Flood 'Id ng �fficlal Date Apple ion lnfo Ap roved �hnt ruved Fees 175mi:re \coluntievVauildingtForma PP aliens \Building Page I Revised 7/14/2006- CFA Receiver,: il)ete !own i f iKtes .Park . 11-Term ikesii.,1 ir, t / 8 Ming Permit ! . • el Department of Building, Safety 170 l !Gregor Avenise P.O. Ras 1Ee ParL CO 15E7 Application General Information end hisport Line (970)577-373'1 ", FAX MB) 5/16-42/19 m," www.estesnelrom Nitarla:: 1Se this Form fur wig en Residences 1 days or more, P.eLnnrilit Ill!spires , XIMIS400 1=1151MEIV APpon• MOW 1 Job .Addrew' .._(,' q13-0 Alr..21-0183.1 LH ,,L:.'; '', ee, __, _____Coodo:o 0 Ve; lot Size; L_p_j______s176 ot: ioek: 13 Subdivision; eqe/Ottio /11 Qmes,41 ( ly i___H,,A,„..7 6 ; Parcel Of; ;;;;YO 21 - a‘ i;', Owner Name: .,Z.,06 Vo":. r___cl.. 0:041 Phone: AddresstA? (4'.,.r .,, ':. 4 "-li: iz. k‘,1-1 A) ti.,,v it dtc.14_, — '—(Street) (City) (Slate) (Zip ('ode) Contractor: 0__„,7„______CAli,7-,_ _ If Town lieen.se #: a, '1,, it 'Roue: f7-4) . P- 0 3 0/00 A dress:..:.-1(fe _It CA't The Full 1 g App_ es •o New W&wk Oii1 Cunt r 1 Residence El Rental -C30 days Aceesory Dwelling ett aU Perrnik Nnomber Ad it, 951Y2 Ziu Code • Exiting usc: Proposed use: ; JO of New Dwell•ings, _ ; tt ofNew Kitchens. Sewer: 0 Estes Park Sanitatiot pper Thomp_son Sanitation 0 Private Septic -- Requires A ,plicant to first go to,the Health Deurtinerit. Ju in ivcd:" LINOcs State inid'ro-orn, laenses'llequired; .Plumbing -Fixture Woriuieet RequceJ Fixtures, Add 0 Relocate 0 Replace 0 Demolish Water Service: 0 Existing &Flew l of MeteMeter S rs: _ inches Dee "e tn Ive4D No Ye State & Town License Required. State Permit and Inspection Required. ize; ice; Existin E3 Overhead 0 Under und; t eters: I ;Meter Size: Typeof Heat; BGas 4umace Fuel Gas involved; 0 No 0 Yes Qualifreati ns cetil ; jI 3oiler 7 atuI Gas 0 LPG # of Gas A li ilding ight: Description: Porch w/ Roof (0) tal Valuations(Labor aerials) deck wfo thiaimplication is trur and correct and agree to perform the work kscrbcd accorditg to plaus p�ificationa aubmitted, reviewed and approved, and comply with inanvt, state and federal laws as well as building codss. 1 certify that I have the property ownir's authority and pennisaiun to apply for this permit. Additionally, 1 TANI) THAT I AM RESPONSIBLE FOR ANY FEES OR EXPENSES INCURRED FOR PI,AN REVIEW, PERMITS, INSPECTIONS AND OTHER SOCIATED WITH THIS APPLICATION. Stutature ob scription: El Owner El Owner's Agent 0 Tenant Print N Office Use Only bpe ir Occupancy Clan(es): Construction; Occupant Load(s): Flo d(s): Roof d: Variances: „ . Hazards Wildfire f )tk Works P ania.g Plan Revlon ::outLt Tax Occupancy Apptkation Inforniatkrn Approved roved Fees escrvenrkeointa_devaiiiidingWonyuCApplications,Building Page I. Revised 7/14/2006- CR ter Rsdence 0 Rcita 30 d , eceived By Long-1 Department of Building S fety 170 Res of Listes etH A. c.v. Avenue P.O. Per it. NOVO hex *Pi ng Permit Park, CO 80517 Application Pt nitres General information ffitti inspection Line (970) 577-3731 FAX (970) 5864249 went xstesnetrent NOTE: Use this nom for g-term Residences 30 days. or VIRorP„ VONTIO Permit E3pire3 13151133313333 5 Address:10,Y Col No El Yes; Lot Size: jj. sf/0 t: „Subdivision: (LA.L.J2g14..._ Iij a, Parcel tit: 7 02j Po e: (giree4 (City) 1.--ivii ii 4/7 ,1„: — - ' (State) — -a- - - (7, ip ('ode) Addle ess: LP Si- r- --77u 4 qi,s--1.4 —75-611, :rntractor: 773 5 ( 0V. . 11'4-1 j Town License ft: li.2.-- t 6i- Phone: i-tel • ? 0? 03 0 0 Address: (4ae -bvie , (Strec The FoIIown, A tie to ew Work 0 . B " gilLe Sewer Fixture;Md 0 ftdoctc 0 R le „riJny&ved. 0 No Service: 0 Exis Type.of Heat Gas "El 0 Over A "jig te teitin 0Adt1flo Existing use: Proposed uSe: # of New Dwellings: ; # of New Kitchens r Thompson Sanitation 0 Private Septic - Requires Applicant to first k e BealthDepartment. nd Town Licenses Ifequired; Plumbing Fixture Worksheet Required. Meter Size:: 74 inches Demolish Water Service: 0 Existing &flew # of 1Vieters: "own License Required, Store Permit and Inspection Required rad 0 Underground; ... urmce 3oder # Floors Basement (st) Fin Unfin ' cri on: . Unfin e s: 1 ; Meter Size: 7o0 amps; Temp Meter: EIN lye& 0 No 0 Yes -- Qualifications and System Sizing Required. a Gas 0 LPG # of Os kip / Outl 2 Floor (st) Fin 5 go Unfin Ciarage / Carport (st) ' Attached Detached Total Valuations (I Alan & Materials) 013 1 cetity this app ication ts true and correct and agreeto perfonn the wurk deacribed accrdiug to p . i 3 3 , reviewtd aiid appnwed, and coinply wit °cal ordinances, state arid federal laws as well as building .odes 1. certify that I lave the property owner's authority and permission lo imply for tins permit Additionally, UNDERSTAND THAT! AM RESPONSIBLE FOR ANY FEES OR EXPENSES INCURRED FOR. PLAN REVIEW, PERMITS, INSPECTIONS AND OTHER VEF.‘." SSOCIATED WITH THIS APPLICATION. ontractor 0 Owner 0 Owner's Agent 0 Tenant scri ion: Print Ntnse Office Use 0 cupancy Class(es): Occupant Ws): Floor Load(s): J Roof load: Se backs o t I Sides Hazards Geo Wildfire Fi Planning uikUag Review County Tax Certificate of Occupancy Appllcatfon info \\serverincomrn_devAiiiildingTerrivnAppireationsvit uilding Page Revised '7/14/2006- CR NCO"E: Us Department of Building, Safety 170MacGregor Avenue P.O. Box 1200 Estes Park, CO 80517 Applicatio General Information and Inspection Line (970) 577-3731 n FAX (970) 586-0249 ■ www.estesotet.com is Form for Long-term Residences 30 days or more. Permit Expir h rdP � qE T wn Ql? stes ark'f Permit Number - Long -Term Residential Application "/ Buildiing Per it Expire -°„�� .C'onuo. o u yes; tWot Ire. ._...staff ,lob Address '44.°0 I1/fib..... `� ..._ _'a Lot: RI lc: i3 ockSubdivision: JlYtio f,4 f+pr h Z u t Parcel #: Owner Name: 06Lt-T i . d-t,+,p,t} c ��_a,�� �:.«i�k Phane:--� i e ° 1 9 ''" ,?i Address: mil_ CO Si a.l t1t(�%'t c- -ti%Zf ��lof dc r ...... ' ,_._F --..._ t) Zip Code) Contractor: (Streey1i are+ l (Cif) Town Licensee #: Phone: (d la ;� (,r Address: Sl (v 0 (Lif1ft. cr+Firy 7Vf LOVLL4^" (6 90 6 (Street) _.. (City) (State)_.. (Zip Code) _... The Following Applies to New Work Only - Complete aII that apply: -81rNew Building ❑ Alienation 0 Addition Mpsier Plan# EI tIding Use(s),:, IkrOwner !Residence 0 Rental 30 days or more 0 Accessory Dwelling Existing use: ,__ __, Proposed use: ____ ; // ofNew Dwellings: ; # ofNew Kitchens: Sewer: 0 Estes Park. Sanitation 2 Upper Thompson Sanitation 0 Private Septic - Requires Applicant to first go to the health Department. Plumbing InvQlge: 0 No.,kieres -- State and Town Licenses Required; Plumbing Fixture Il'orksheel Required. Fixtures,Add 0 Relocate 0 Replace 0 Demolish 'Water Service. 0 Existing lew _ # of Meters: Meter Sire; 3 inches EIcetric Invo1vai;_ 0 No .a-l'es --- State & Town License Required. State Permit and Inspection Required. Service: 0 Under ro 7U 0 amps; Temp es fi3d( Overhead ❑ gi t; :„n6 s vpe of Heat, Gas at" � tw 1 .x ^� n b � �, Fu I. a� In ©lvcdJ 0 Nct Yes-�tQualifications and System Sizing Requ d Type: GasLPG GasAppliances ! ©utlets. yP i3uilding, Height: #1 Floorse f3a "' Fint2.t"'in s Floor ( i S 2' ( Fin t i 6-€1 9 Gaomtg Attached Porch w/ Roof (sf) tP2.t✓) Deck w/o Roo s (f) ) f 72f rl 1,04 Ft. �- Unfin Unfin ,,ry Unfin ' Detached �r —�- Job Description: P 1" nth% Total Valuations (Labor Ma 7(r r & Matenats) I. 1 i (.,wa 1 certify this application is true and correct and agree to perform the work described according to plans/specifications submitted, reviewed and approved, and comply with local ordinances, state and federal laws as well as building codes. 1 certify that I have the property owner's authority and permission to apply for this permit. Additionally, 1' UNDERSTAND THAT I AM RESPONSIRLE FOR ANY FEES OR EXPENSES INCURRED FOR PLAN REVIEW, PERMITS, INSPECTIONS AND OTHER IFEES SSOCIATED WITH THIS APPLICATION. ontractor 0 Owner CI Owner's Agent 0 Tenant Signature °, + Date PrimtName D/7i% (f4Ccf.,-7✓J . �..__.. ,_..._ *** Office Use Only *** Job Description: Application Inforrllation L;i:uw d 0 2r &'1I 1i d Lo7,. O t`",, II,ti') m, ,I.C,1 Approved f approved Fees Public Works .. p li ed ble st k i c, nn• Occupancy Class(es): �, d (/ J Light Occupant Load(s): u) 1�a l�"�` r uvi, Load s Floors � (): t ,� �r 1 t ( Roof Load: r Planning „- Variances: �,1 l W,) w 1 �� #'i°� t� � w�^�, a �ro s: t Y (L.., Fire Department Cl.���� tt i tt r� 1 Building ii Setbacks Front t Sid Rea �� i River Plan Review / ''7 Zoning A, k r Hazards Geo Wildfire Flood it.ir, i.lti•, Census # Can Tax 1 . Certificate of Occupancy w. l3'u ingOflici i1 l i,d i i n , mmi1 , e Total 1LServeracornm devlBuilding'\Foms\Applications111uuldng Page I Revised 7/ I4/20C16- C1t Joh Address: r own oftt:stes I ark tioi r ilding Pern Permit Number Department of Building Safety 170 MacGregor Avenue P.O. Box 120(1 Estes Park., CO 80517 General Information and Ins ',canon Line (970)577-3731 * FAX (970) 586-0249 www.estestiet.contletanDev/ MEW ?„('-C'4 Mock: t"), SUbdiViSIPOW, n Owner Name: Address: Contractor/Applicant: (Street) Lot Sire: Parcel #: 4 6, 7 ' m e: sliac „)),. - ) (City) (State) (Zip ( ode) Town License #: Phone: Address: c.) c 1 1 1Clf (Street Way) (Stale (Zip (iode) Approval on non Town entities is the responsibility of the permit applicant. Please obtain the appropriate approval(s) of the following authorities, as advised/highlighted by the Building Official. Each authority will have its own requirements, policies and procedures, and fees which are distinct and separate from Municipal requirements and fees. Permits will not be issued prior to obtaining required approvals. . SANITATION DISTR.R.7TS 0 Upper Thompson Sanitation District riii Estes Park Sanitation Li New Construction IIJ Adding, Relocating or Vacating Plumbing Fixtures Ei Adding Square Footage to Existing Building Footprint LI Adding or Vacating Septic System El Sand/Oil Interceptor / Grease Interceptor Appr�ed Date LARIMER. COUNTY HEALTH DEPARTMENT El Commercial Food / Drink Preparation Lil Alcohol Sales (On Premise) Lil Day Care (6 Or More Children Under Age 18) El Septic System 0 Sewer Lift Stations El Public Swimming Pools / Spas 1-1, . Tubs Approved Date 3. STATE ELECTRICAL BOARD El New Construction with Electrical. LJ Addition / Remodel. with Electrical 4. STATE ENGINEER El Water Well ,5, STATE DEPARTMENT OF REVENUE LI Tax Exempt COMMENTS: - `t", Note New ,Interior Grease Traps are prohibited by the Building Department and the Health Department. COMMENTS: \Setvera \Conini„ Dcv \BuildingWormA4pplicaLions\Building Page 1 Kevi,sed 06/08/2006( 5 NON TOWN ENTITIES .1., S.A.NITATION DIST 1CTS (Upper Thompso . Sanitation — 2220 Mall Road — 970-586-4544) (Estes Park Sanitation — 1201 Graves Avenue — 970.586-2866) All new construction and additions that increase existing building footprints must have submittals / plans routed to the appropriate Sanitation District. This is necessary to verify locations of existing district service. lines.. All construction that includes the addition or vacating of plumbing fixtures must have submittals / plans routed to the appropriate Sanitation District. Both Sanitation Districts charge fees per plumbing fixture units. Commercial projects that include either of the previous items, must have two sets of submittals / plans approved by the appropriate Sanitation District and then submitted to the Building Department for permit application. Both Sanitation Districts .make all service taps and inspect all underground plumbing outside of the buildings. Both districts have requirements more restrictive than Municipal Plumbing Code requirements.. CALL BEFORE YOU DIG! 2. LARIMER COUNTY HEALTH DEPARTMENT (1601 Brodie Avenue — 970-577-2050) If any food / drink preparation, or serving alcohol is involved, the Larimer County Health Department must be contacted first; two sets of submittals / plans must be approved by the Health Department and then submitted to the appropriate Sanitation District for approval. The same two submittals / plans approved by both the Health Department and the Sanitation District must be submitted to the Building .Department for permit application. Failure to follow this routing sequence will result in extra work and a delay in the permitting process. The Health Department must approve and sign submittals / plans that include day care facilities, prior to submitting to the Building Department. The Health Department shall approve all construction whenever a septic system is involved, even if it is to be vacated or abandoned, Open hole inspections are required on vacated tanks and abandoned tanks must be appropriately filled and a letter of compliance is required if an inspection can be performed. The Health Department must sign the Town inspection card. 3. STATE ELECTRICAL BOARD (Municipal Building, Room 100 — 970-577-3589) The State Electrical Board issues permits and provides inspections for all electrical work within the Town limits. The Electrical Inspector must sign the Town inspection card. 4. STATE (Jim Hall, Acting Division Engineer, Divisio 1, 810-9th Street, #200, Greeley, CO 80631 970-352-8712) Water wells are regulated by the State Division of Water Resources, The State engineer regulates all water wells. A copy of the permit must be submitted prior to issuance of a building permit. 5. LARI R COUNTY FINANCIAL SERVICES DIVISION (200 W. Oak Street — 970-498-5930) Current Larimer County use tax is .80% on material which is calculated at 50% of the project valuation. Any entity that qualifies for exemption from the County use tax must secure an exemption certificate from the Department of Revenue for each exempt project (Form Dr01.72), Zates VaHeyveI 7Buildin Perm t" Address Zoning Di Zoning District Setbacks Front: Side: River/Stream Setback: Buildings: Wetlands Setback: PUD/Building Envelope? 4. Gross Lot Size.. _ µy,,w a Source: Hazard area (geo, wildfire, flood)? If yes, what? 6. Steep slope hazard (>20%)? 7, Ridgeline Protection Area? Y was the single-famrly lot created prior to the February 2000 EVDC effective date? Note: An amended plat/boundary line adjustment recorded after February 2000 _ probably doesill count as creating a lot after Feb" t 2000. Check Larimer County web site for current improvements check for garages/accessory sfructuur kitchens (only one).^meµ OE N the use permitted? Y N 12. If the property is zoned "A" Accornmod tions, what use is permitted? (a) Accommodations Only (Average stays of 30 days or 1 (b) Accommodations and Residential (c) f esidentiai artily 11. Site Drainage patterns affect neighbors ,,,., ....., 14. Development Plan Required? Y N Plan if vest review and update the Building Permit Tracking Sheet stored under Server A\ omm<Dev\Power Point Presentatiohs\Building Permits for reviews by Alison or the Building Permit Tracking Sheet filed in the development plan file for reviews by Dave. Variance Granted? Y N Name/Date of Variance Any special requirements on the plat, Building Permit Applications Standard Notes vitorksheet, County status books, or Annexation Agreement? Y N if yes, what? r.)t"r 17. Stanley Historic District ar Historic Tax Credits? Y i J 18. EP1JRA involved? 19. Carriage Hills, Dunraven Heights, Uplands, Korai Heights, North End, Windcliff? Y N copy of routing form to HOA -- For County property) 20. Are the site plan and floor plans consistent with each other? 21. Multiple kitchens or accessory dwelling unit? Y N 2, Accessory structure? Y N Garage size: _ u 23, Length of garage doors & walls facing street,_ _ ..._. Total Sq. Ft. of Accessory Uses 24. Height: _. fi r i u wra\r ornm dev\Poit Apppricati(arrs mm: tes Valley Zoning Appamra r rt he kIlsidi e Created on 10/8/f)7 Parking fOtOL and # of accessory structures on property TURN OVER yes end 25, Check utility locations. Colocated on steep slopes? fVliriimizirltg impact to trees? 26. Compliance with Appendix 0, e.g, curb cuts, driveway slope, drive ray width 27. Check aerial for all lots except s-f Tots created after February 1, 2000 for impact to vegetakion 28. Check address file for past history/conditions. 29. Floor area ratio for non-residential, except `"A" zoned, and k/lult i 30. Lot coverage for non-residential and multi -family development 31. County Permits: Need UTSO approval form for County permits for additions and remodels (including decks!). Stamp plans (include various notes on plans, such as setbacks, where certificates are needed, and other"redlined" changes such as culvert, drainage, etc). Email Chuck Harris and Katherine Huber; include detailed description of building (number and type of rooms) Send plans, copy of email, copy of Zoning Approval form, and stamped building plans to Katherine through inter -office mail, File copy of email, Zoning Approval form, and building plans in county address tile. Mail copy of email and zoning approval form to listed) contact person. 32. Town Permits: On the application form, Write in the applicable zoning district, setbacks and hazards. Note any BOA/Staff-Level variances. Sign date and initial the "Approved" box. On the plans, Stamp and sign Field and Office sets of plans (only the pages reviewed by Planning, e.g., site plan, foundation plan, architectural elevations, and floor plans.) Note min. required setbacks on the site plan, if missing and building is within 10 feet of a property line. If a height elevation certificate is required, note this on the foundation plan, if a setback certificate is required, note this on the site plan and circle the location area on the plan. In PTWin, update the "Plan Review" form. Place approved permits, in Building Permit Technician (Connie's) inbox, oily development ?m dev\t, it As Valleys%"niQit Appn /8/07 U 4 o N 0 E z ie 111=1011M=1,1XIVIIMIMMEMINHIMIIMUMEMMON MEN NO. NHEMMINUNWHNNON drd UVAMINVPIIMMASZOMAIIMMINIIIIIMEMPAMI0161.1," MUM AVIRAffi=1WAYINDMIIIIIMIKMMUMMAIMIRI=VIMAIMAIMMO 4112MMIN.11 IHNEHNHENHINEVENSIN NAME= MN ANNIMANYMMIMMIIIDMIMENVOMARMIIIIIMICHMMAMIHE 10,1111214(MIM NH " ENEHMIN 1111111111111.1M1111.11MOMUZIMMIM MlanvIMIM.MaMIMMIMvo=h=eerMMMnIMM=MilIllMIVNMMMMVAIMZMYMMMMMMMMMMMMIMNIMIIIXIMIMMlnMIIMIIMMMMM :.:ERTIFIK7ATE 4,74 At 6AMVANI Arapa liogoad„,_ Address Building Permit Number e1MmgagOOMMANIMIMMINAMIMIMOM 846 1 The Nvork approved by Budding Permit Number 8461 has not been totally completed. However, applicable life-s,°,ilety requirements comply with Municipal codes. Therefore, to allow owners the most possible use of their property, a '"femporary Certificate of Occupancy is being issued, It is the responsibility of the contractor and the. property owner to complete all requirements associated with the permitted development, in a manner complying with all Municipal Laws. No changes from the approved site and construction plans are authorized, without prior approval of the Building Official, The contractor and the owner must read and agree to the previous conditions and the following corrections, prior to issuance of a Temporary Certificate of Occupancy. I. This Temporary Certificate of Occupancy expires January 5, 2009 2. Business license affidavit required to be submitted to Town Clerk for review/approval, 3. Edges of OSB, penetrations and openings required to be caulked, flashed & sealed for weather protection and air infiltration. 4. Wood siding, sheathing and wall framing required to have a minimum of 6" clearance from final grade or have been provided an approved system for protection from decay damage. 5. Construction supplies, tools. trash & debris required to be removed. 6. Bearing required under west porch stair stringers. 7, Full inspection in attics (2) required, provide OSHA approved ladder for access. 8. Door between garage and house: adjust spring loaded hinges tolatch door shut, 9u,„ Bathroom lavatory: wall penetrations required to be sealed with escutcheon plates or caulked. 96. Caulk lavatory backsplash to wall. 10. Fireplaces required to be. inspected and approved. 11. Provide barrier over insulation kraft paper in mechanical room, meeting flame spread & smoke developed index complying with ASTM 84 12. AU TCO items listed mustbe resolved and CO obtained by TCO expiration date or new permitiaddition.al fees will he required. Contractor Owner Date Building Off* a Date Fee: 100.00 Date Requested Date inspected JOB ADDRESS e c r REQUESTED BY TOWF UC. # CONTACT INFO. TYPE OF INSPECTION'S (.t(t r;,) Ct- rzrp Pc/ / (;) 111,1011 v When corrections have been made, call for re -inspection: 970-577-37 General questions: call 970-577-3735. $100.00 e-Inspection Fee Assessed L Date Date quested s cted JOB ADDRESS t 1 T Pe r epartment of Building Sa t # REQUESTED BY i(dTOWN LIC CONTACT INFO. TYPE OF INSPECTIONS LL T P E TL When corrections have been made, call for re -inspection: 970-577-3731. General questions: call 970-577-3735. $100.00 Re -Inspection Fee Assessed Date Requested Date Inspected 10 ,111 t # Inspector Department of Building Safety JOB ADDRESS REQUESTED BY TOWN LIC. # 2 H-1 CONTACT INFO. TYPE OF INSPECTIONS (7;0 D\ri-kie Al/AA T 11 g V 0 When corrections have been made, call for re-inspecfion: 970-577-3731. General questions: call 970-577-3735. $100.00 Re -Inspection Fee Assessed 0 ICT) N OF ESTES PAI 0, BOX 2CO FSTLPARK, CO 80517 Date: \ ' To: Finance Department From: Building Department PERM T # Customer: Address: e Date: Description of Fee: Cash/Check # Amount: Please retum receipt to Building Department. Thank you. Date Requested Per t # Date Ins ected Inspector Department of Building Safety REQUESTED BY TOWN LIC. # 7-2 CONTACT INFO. TYPE OF INSPECT Sh LL T u TL When corrections have been made, call for re -inspection: 970-577-3731. General questions: call 970-577-3735. $100.00 Re -Inspection Fee Assessed El Date Requested Date Inspected T F Permft Inspector Department of Building Safety JOB ADDRESS REQUESTED BY TOWN LIC. # /./ CONTACT INFO. TYPE OF INSPECTIONS ( R s LL OT P CE •U TIL When corrections have been made, call for re -inspection: 970-577-3731. General questions: call 970-577-3735. $100.00 Re -Inspection Fee Assessed 0 Ddie Requested te Inspected JOB ADDRESS T Permiit# Inspector Departmentof Building Safety 4'1 REQUESTED BY TOWN LIC. # CONTACT iNFO. TYPE OF INSPECTIONS )(/ r , 1,,mp s LL NOT P OC U TIL PP VE a When corrections have been made, call for re -inspection: 970-577-37 1. General questions: call 970-577-3735. $100.00 Re -inspection Fee Assessed Li 2230 Arapahoe Rd permit # 8461 November 4, 2008 CO inspection results: Ok for tco with following items to be corrected by CO final reinspection: 1. business license affidavit has been accepted by the Town Clerk 2. there are no outstanding issues with other departments 3. there are no pending conditions entered on permit e-file (PTW) 4. edges of OSB, penetrations and openings caulked, flashed & sealed for weather protection and air infiltration 5. wood siding, sheathing and wall framing have a minimum of 6" clearance from final grade or have been provided an approved system for protection from decay damage 6. construction supplies, tools, trash & debris removed 7. bearing required under west porch stair stringers 8. full inspection in attics (2) required, provide OSHA approved ladder for access 9. door between garage and house — adjust spring loaded hinges to latch door shut 10. bathroom lays - wall penetrations are sealed with escutcheon plates or caulked 11.caulk lays backsplash to wall 12. check fireplaces 13.provide barrier over insulation kraft paper in mechanical room meeting flame spread & smoke developed index complying with ASTM 84 Date Requested _t Pe Date Inspected ( JOB ADDRESS t Ins ector Department of Building Safety REQUESTED BY TOWN LIC. # 1/ 5 CONTACT INFO. TYPE OF INSPECTIONS hl LL T P u TIL When corrections have been made, call for re -inspection: 970-577-3731. General questions: call 970-577-3735. 100.00 Re -Inspection Fee Assessed Li Date Requested Date Inspected JOB ADDRESS REQUESTED BY 2- ,1-( Inspector Departmentof fui1d1ng Safety TOWN iJC. # CONTACT INFO, 0 TYPE OF INSPECTIONS ( 0 170 4c2 SZ I LL T IL When corrections have been made, call for re -inspection: 970-577-3731. General questions: call 970-577-3735. $100.00 Re -Inspection Fee Assessed El ate Requested Date inspected JOB ADDRESS Per t inspector Departmentof Building Safety ( REQUESTED BY TOWN LIC. # CONTACT INFO. / 1 TYPE OF INSPECTIONS 0111:it Ll'57 t.„.:341 (b 721 4(1„,,f(1 fLL) , " „.fr 05,4,/ irk2L) 7/. ft'A(17( 74/e11//! s ,17;='; 1140 tj5 ;1111101";" el When corrections have been made, call for re -inspection: 90-577-373 General questions: call 970-577-3735. $100.00 Re -Inspection Fee Assessed El w C.4N < < < < , ire IA. a, 0 10 ra av4 IA 41 40 10 1111 11.1 WWW 01. 01 NV 01 0 24 Pub Nu L 22-1717-04 Date Requested Date inspected JOB ADDRESS Per Insp REQUESTED BY TOWN LC. # CONTACT INFO. TYPE OF INSPECTIONS ,/f))f)f)) . Off„),fiffl)f ff iff5C/iff,/,f ) ffff: '`f,fkff LL T TIL When corrections have been made, call for re -inspection: 970-577-3731. General questions: call 970-577-3735, $100.00 Re -Inspection Fee Assessed E Date Requested Date insp cted JOB ADDRESS REQUESTED BY e c r TOWN LIC. # Pi t" CONTACT INFO. 7/ TYPE OF INSPECTIONS _.1.:jp5t'17' L 11111 T P TIL When corrections have been made, call for re -inspection: 970-577-3731. General questions: call 970-577-3735. 100.00 Re-f spection F e As sed Date Requested Date Inspected ) Te Depa JOB ADDRESS Permit # Inspector F EST SPA ment of Building Safety REQUESTED BY TOWN LIC. # CONTACT INFO. TYPE OF INSPECTIONS ft: 711 ' 7) ( " I „ / WORK SHALL NOT P OCE •UNTIL APPROV D When corrections have been made, call for re -inspection: 970-577-3731. General questions: call 970-577-3735. $100.00 Re -Inspection Fee Assessed LI Date Requested Date Inspected JOB ADDRESS REQUESTED BY Per it # ector ';',;'• ',kJ TOWN LIC. # f CONTACT INFO. TYPE OF INSPECTIONS f f' LoIT TL When corrections have been made, call for re -inspection: 970-577-3731. General questions: call 970-577-3735. $100.00 ReInspectian Fee Assessed Draft in progress 04/01/07 Field Inspection Checklist (005) Residential Mechanical Rough Site Address: are listed and bear the label cdanapproved agency, M13O2.1 are accessible for inspection, service, repairandrop|aoemmntwi<huu<removingpennamentst/uoture with,a minimum of 30' of working space infront ofthe control side, M1305.1 have permanent factory -applied namepWes Mththe foUowing� model number, serial number, seal o,mark of the testing agency and additional information as noted in M1 303.1, items 1 ' through 4. mrooms (acompartment, alcove, basement nrsimilar opaue). accessed byanopening o.door not less than 2'7'wide with unobstructed passageway, large enough toallow removal, leve|nerviomaroann1|eoatUan3O''dempmndaohighaoappHanoo(bu\not|esathan3O''). aucenspresent atfmntoraemicesideofepp|ianoawith donrnpen. K41305�12 in attics, accessed bympassageway not less than 3O~high, 22^wide and not more than 2O^long, working space not less than 30'by3O''. passageway iscontinuous solid flooring nninimwm24~wide, M1305.1.3 a light fixture and receptacle outlet are provided at or near the appliance with the switch located atthe opening, [W13O5.13.1 under floors, the opening isnot less than22" by 30", the passageway no more than20'. the service space ionkleast 3I'by30^.with additional requirements for depth cd passageway, excavation and ground clearances, K41305.1.4 � __light fix1ue, switch location and receptacle outlet are also as per M1305.1.3. 1. M13Q5.1,4,3 installed with clearances from unprotected combustible materials aa indicated bymanufacturer apec�.yN13O.1 reduction ofclearances auper manufacturer specs and Table K413UG.2. -manufacturer's installation instructions are available and attached to appliance, M1 30T 1 in garage, ignition source is elevated a minimum of 18" above floor, M1 3073 Ji _ protected ���3� by Piping inconcealed spaces (other than cast iron orgalvanized s\ee|). through framing members, with penetrations less than 11.5" from nearest edge of member, protected by shield plates where member is notched orbored, plates extend 2" minimum below top plates, plates extend 2^above sole plate, K81308.2 Clothes dryer exhaust duct: - is rigid . smooth intehor, mints running in direction of air flow, no fasteners extending into duct. has °f SOdegree bends (b'reduction per each) feet deducted, has _----- 45degree bends (2.5'reduction per each) =feet deducted, r:mocmnrvtsand a°xmns\C1amuenmuneldxwyDocumonuwMy.nspmx000»=ukhstsmowufan,00nnooswwomechmvom,doc the maximum length from dryer location towall orroot termination is25'o,less, clothes dryer booster fan is installed and listed and labeled for the application, the manufacturer's installation instructions for the clothes dryer booster fan is avadable, epermanent sign is installed with the dryer 'This dryer exhaust system is equipped with a remotely located booster fan", the length /fthe exhaust duct, including the transition duct, complies with the apmus. .dryer exhaust duct terminates 3'ormore from any building openings, K41501,1.&115014Amend Range hood: discharges to the outdoors through a single wall duct of copper, galvanized or stainless steel, duct does not terminate inattic orcnyw|opooao,inside the building, duct has asmooth interior surface, duct ioair tight with oback draft damper, is permitted to be ductless and is not required to discharge to the outside, N11502A down draft exhaust system, of schedule 40 PVC inspected and approved for followinq� the duct ininstalled under aconcrete slab poured ongrade, the under floor trench and the duct is completely backfilled with sand or gravel, the PVC duct extends no more than 1" above the indoor concrete floor surface, the PVC duct extends nomore than 1''above grade outside the building, the PVC iosolvent cemented, K415O2.2 Exhaust air from bathrooms and toilet rooms are not recirculated within the residence Bvents: can not exceed GOdegrees from vertical after leaving mechanical room, must besupported at the top ofdiagonal runs, insulation shield is properly installed & a minimum cf2^above innol ation no combustible materials (roof felt, OSB, insulation, dry wall, etc.) within a minimum of 1" of B vent fnrgao1iredopp|ianoea.2^nmininumfonxo|iUfue|bum|ngapp|ianceo.cxumeaapormmnutaounar'u specifications, are properly firnb|ocked. kindling and combustibles are removed from around B vents & their non combustible fire blocking, ~/ attic & craw space supply ducts are insulated ominimum cfR'5. supply and R / A duct openings are protected from dirt, construction debris and dust, M1601.3.9A xopenymuppuneo. Flex', le duct and connector systems: flexible ducts are marked, labeled or printed at minimum intervals of 1[/. labels contain at least the following information: identifying mark of the listing agency, manufacturer's identification, max positive & negative pressure rating, R-value (insulated ducts only), classification ofsurface burning characteristics (Class Oco1). identification uaeither unAir Duct orAir Connector flexible air ducts are identified byarectangular listing label (UL1Q1 Standard - classified msio bumingchanxo�riot�s,pun��una&impeo). _'� flexible air connectors are identified by a round listing label (do not meet the requirements of an air duct per UL 181) C:onnvnnnwand semns,%Clauuenrakifiemx*yovcvmcnuxw'm"prmmncmeowislono*drafts cnVnnos|MCmeoxmvox.um; all flexible ducts are installed & connected in accordance with the conditions of their listing: installed with no bending across sharp corners, no contact with metal fixtures, pipes or conduits, bending radius at centerline not less than one duct diameter, „„„: s*Upported at 5° maximum intervals, maximum sag is 1/2" per foot of spacing between supports, not installed near hot equipment, not exposed to direct sunlight, hanger or saddle support not less than 1 1/2 in width, duct is supported between metal connection and bend, vertical ducts supported 6' c.c. maximum, air connectors not installed in lengths greater than 14, air connectors are no installed through floors, Reference Air Diffusion Council - Flexible Duct Performance and Installation Standards, www.flexibleduct.or_g, UL 181, NFPA 90A or NFPA 90B, NAIMA & SMACNA Connector: The pipe that connects an approved appliance to a chimney, flue or vent," Vent: "A pipe or other conduit composed of factory -made components, containing a passageway for conveying combustion products and air to the atmosphere, listed and labeled for use with a specific type or class of appliance," 2003IFGC CADocuments and Settings\Claude Trautield\My Documents\My Inspection checkhists\new drafts 20071005 IMC mech rough.doc Date Re u uested 44/4 Inspected T Permit Inspector Department of Budding Safety JOB ADDRESS REQUESTED BY TOWN LAC. # CONTACT INFO. TYPE OF INSPECTIONS 4.5c/t) pi,50.1.7/.5 Al ajfert '"'Iaaa!2S 1.),0 ("7- fic51:4,gri (5) '51:5 / 57,055/115"1;15e1„„) r;:r45 444,c,r4r4/44„,,,f'ef4444=4744'7,,,,,,,,,,44, C9k- ((Mat () .1-1 ic-tco AM,i co\ c5;,, S LI T C aUTU V $ When corrections have been made, call for re -inspection: 970-577-3731. General questions: call 970-577-3735. $100.00 Re -Inspection Fee Assessed 0 Date Requested Date Inspected JOB ADDRESS DepartmentF of Building Safety Permit # Inspector REQUESTED BY TOWN LIC. # CONTACT INFO. TYPE OF INSPECTIONS triFtFliREF' tart trglditirgEhlirairict, Jl1!Au() erriMl-b& PA) S LL •T P OC 1 U TIL V When corrections have been made, call for re -inspection: 970-577-3731. General questions: call 970-577-3735. $100.00 Re -Inspection Fee Assessed El Date Requested Date Inspected JOB ADDRESS Per ft Insp ctor , REQUESTED BY TOWN LIC. # CONTACT INFO... ,1( TYPE OF INSPECTIONS • VY-1,s,A-1.7> r --Tt;t,rr :55;7 S LL 11 T 1L:,011 U When corrections have been made, call for re -inspection: 970-577-3731. General questions: call 970-577-3735. $100.00 Re-Insp tion Fee Assessed Li Date Requested 1 " te inspected JOB ADDRESS er Inspe toi REQUESTED BY TOWN LIC. # — 7 - CONTACT INFO. , TYPE OF INSPECTIONS "'1> 2„Alki ') ,)) 4 1, 014" 1'10615', LL T p When corrections have been made, call for re -inspection: 970-5773731 General questions: call 970-577-3735. $100.00 e-Inspection Fee Assessed El Town cf Estes Park Bruildirpii Division 170 MacCirrerLtJ,or Avenue Estes Park. Co. 80517 Re: Foundation Setback and Elevation Certification for 1,CYr BL,()CR_ Fr% _ _ __/Lrrs, % DRESS._ To WUom t May Concern SUBDIYISMN, PERM T t'r C)nI' 7 2.,L2,r,rErr, _ rr__, a field crew from this office measured the foundation setbaeks and elevations for the above -referenced lot, and found them to ho in ConTliance with the Drainarer, Final Grading and Development Pion approved by the Town of Estes Park. Sincer&y., Y , 'n) rrr ,77'rr Te 7pleto Structural E 1*(0111110111111111111MR1111111111111111111111111111111111111111111= 3132 indigo Circle South rt CoViins, Co,Viorado 80528 (970) 215-8361 Telephone April 15, 2008 Mr. Dave Larkins DJ Custom Homes 5160 Clearwater Drive Loveland, CO 80538 Re: Moon Residence Hold -Down Alternative 2230 Arapaho Road Estes Park, CO TSEI File No: 07002-S Dear Mr, Larkins: eri:g, ;. 1111111 SEM It is our understanding that some of the hold-down anchor bolts were inadvertently not installed during the construction of the foundation. We originally specified that Simpson HH0Q1.4-SDS2.5 hold-downs with 30-SDS 1/4" x 2 14" screws be used at the braced wall located at the rear of the residence. The Simpson HHDC11.4-SDS2.5 hold-downs require one -inch diameter anchor bolts at each hold-down location. The missed one -inch anchor bolts should be installed using Simpson SET22 high strength epoxy as per the manufacturer's instructions. Thank you for allowing us to provide this service. If you additional assistance, don't hesitate to contact us. Sincerely, Templeton Structural Engineering, Inc. William T. Templeton, RE. Consultant have any questions or need To 7piet0 3132 inicticlo Chrc11:e, South or CoOor ado 80528 (970) 215-8361 Tek)Phohe March 27, 2008 Mr, Dave Larkins DJ Custom Homes 5160 Clearwater Drive Loveland, CO 80538 :Fr g ININIMMINI1111111111111INIMM Re: Moon Residence Concrete Encased Electrode (Lifer Ground) 2230 Arapaho Road Estes Park, CO TSEI File No: 07002-S Dear Mr. Larkins: co. NAVIN0111111111111111M111111111111 id, 1 ' W Per your request, we performed a foundation wall inspection for the above referenced residence. The foundation wall inspection was performed on February 6, 2008. During the foundation wall inspection, we noted that the concrete encased electrode (ufer ground) had been installed utilizing a #4 rebar which extended from above the top of the concrete wall to the bottom steel of the concrete wall. The rebar for the ufer ground was lapped with the bottom wall steel. The ufer ground is in conformance with generally accepted construction practices and in accordance with the 2005 NEC. Thank you for allowing us to provide this service. If you have any questions or need additional assistance, don't hesitate to contact us. Sincerely, Templeton Structural Engineering, William T. Templeton, RE. Consultant Templeton Structur Engineer" Ullt4111111.11111111110M1011111111111111111111111111MWWW1111111U1111141 3132 Ihtdigo Cirt3 tt South Fool Co ns,,. Co ICorado 50528. (970. 215-8.361 Telephone February 7, 2008 Mr, Dave Larkins DJ Custom Homes 5160 Clearwater Drive Loveland, CO 80538 Re: Moon Residence Footing & Wall Inspections 2230 Arapaho Road Estes Park, CO TSEI File No: 07002-S Dear Mr. Larkins: 11N6 IVIVIVIII Per your request, we performed foundation footing and wall inspections for the above referenced residence, The foundation footing inspection was performed on February 1, 2008. The foundation wall inspection was performed on February 6, 2008. Based upon our visual site observations, the wall and pad footing sizes and steel reinforcing were in accordance with our foundation plan dated 11/29/07 with a revision date of 1/17/08, Our foundation wall inspection also revealed that the foundation wall requirements (basement and garage wall widths and heights, and reinforcing steel) were in conformance with our foundation plan dated 11/29/07 with a revision date of 1/17/08. Thank you for allowing us to provide this service. If you have any questions or need additional assistance, don't hesitate to contact us. Sincerely, Templeton Structural Engineering, f,114/;:S3 William T. Templeton, P.E. Consultant 2- 6 6x6 POST x8 16DGE I:, 2-2x6 GABLED END ROOF FRAMING AT FRONT ENTRY NOTES: 1. FULLY SHEATH ROOF WITH 1/2" THICK STRUCTURAL 1 PLYWOOD 2. FASTEN SHEATHING TO WOOD FRAMING WITH 8d NAILS @ 6" O.C. AT PANEL EDGES AND 8d NAILS @ 12" O.C. AT PANEL FIELD ELEVATION AT FRONT ENTRY 3132 mono csiiic SOLIDI FORT COLIPIR CO HORDI (0 70) I -0301 ILL DRAM AHD WRITTEN INFORAKTION MAPRAFRIR HEREIN SHALL NOT OE DUPLICATED, DISCLOSED, OR 0 MOOSE USED WWII OUT TM WRITTEN CONSENT OF TFJAPLETON STRUCTURAL EMPEERINC, INC. MOON RESIDENCE 2230 ARAPAHOE ROAD ESTES PARK, COLORADO Tit D END ROOF FRAMING AT FRONT ENTRY D te: 4 0/08 e 07002 -S Scole, N . T. S y. WTT repre Y' WTT Date Requested Date inspected Permit # Inspector Departmentof Building Safety JOB ADDRESS REQUESTED BY TOWN LIC. # CONTACT INFO, TYPE OF INSPECTIONS ' r r ( , 47, er7 'fff/rt ffffi2:2;f, /121:7,;(22 o ki461/6 frf'-ff,f (2 ifff' vr, -61) 0:41)12164)1(1,1 426) (6z.../t1Z6 7 lli).),A.,,,r3r :I) 6- F;(6/6012/411.7A6 iff 6/ 6 ArAir; tr) ) 11.151,4 e RK S OT PROCEE U TIL OV When corrections have been made, call for re -inspection: 970-577-3731. General questions: call 970-577-3735, $100.00 Re -Inspection Fee Assessed 0 Date Requested )1 ) Date inspected JOB ADDRESS T Inspector Department of Building Safety REQUESTED BY 1 TOWN LIC. # CONTACT INFO. 4 ') TYPE. OF INSPECTIONS 21114 /14,223)(,),),22' )) / , •-• 6" 2 -0 „)) )21,2 L»),,))r22)„„2")1 ti»)))»),, 4,31);;), f ORK SH LL NOT P OCEED U T1L V When corrections have been made, call for re -inspection: 970-577-3731. General questions: call 970-577-3735. $100.00 Re -Inspection Fee Assessed Date Requested ' te Inspected Per "t Ins ctor 72, I 4 4 43/1 I JOB ADDRESS 4 r 441(4, REQUESTED BY TOWN LIG. # CONTACT INFO. TYPE OF INSPECTIONS ••y••• (••• / 4••••• 4-40' /". r••• ".7)••• itttt 0 itt: 144 1200c: 7.777: 101/440":„. tt4 Attt '"; 4 4' (7. •.),;:(4, S LL T TL When corrections have been made, call for re -inspection: 970-577-3731. General questions: call 970-577-3735. $100.00 Re -Inspection Fee Assessed Li co> :. Extra -Large Capacity C.) Features and Benefits co 70 TD CL ca. E C) delicate clothes 3) 0) 3) CD -173 0) 3) • Two dry cycles — Convenient, preprogrammed settings for CD 0) 0 -0 CV CD D 3) • co O co 0 co >-• CO LU E. 4-• 0 • Model DVLR223EEWW — White on . Extra -Large Capacity DVLR223EE — GE® 5.8 Cu. cu E Maximum LeNth DI 4Cia Flexible Metal Duct Exhaust Hood Type 2.° PC te, E. 2-: .1) 11 511 .11 01 ' C) E.' 1-Jr. 2? 3 E 15 3 g 50 21 E Zi * left an bottom 5:5 CD 5 -6 8" T 17:10 a) - =4. m, = '63 a = E or a- z a> 1=3 CO 0-) 6 05 E •-4-1 m 0' lation Information: For complete nformatio !E; • e: ation Created 2/04 Pave 1 of 2 Claude Traufield From: David Larkins [djlarkins4comcast.net] Sent: Wednesday, July 02, 2008 2:13 PM To: Claude Traufield Cc: Chris Larkins Subject: Permit #8361 Claude, Chris asked me to forward this to you in regard to the Moon residence at 2230 Arapaho Road.) Let me know if you have any questions. Thanks, David Larkins DJ Custom Homes 970.207.0300 www.djcustomhomes.com From: Scott [mailto:fctrussscott(igni.com] Sent: 07/02/2008 1:31 PM To: David Larkins Subject: Truss Repair Here's the repair. Scott Original Message From: David Larkins To: °Scott Sent: Wednesday, July 02, 2008 9:09 AM Subject: RE: Truss David Larkins From: Scott [maiIto:fictrussscott Sent: 07/02/2008 9:01 AM To: David Larkins Subject: Re: Truss frii.com] Got your email, but all the drawings were blocked. Can you attach them as pdf files? ----- Original Message From: David Larkins To: fctrussscott@frii.com Sent: Wednesday, July 02, 2008 9:01 AM 7/3/2008 JoC,2o|2 Subject: FVY� Truma Scutt. Chris asked metoforward this |oyou. P|eose |e1me know you received it. Thanks, David Larkins DJCuo\onnHomes 970.207.0300 wwwJdjpuslomaomes.com From: David Larkins [ma iho:cljlarkins�mmcast.net] Sent: O7/01/2OO8B:SIAM To:'Roxanne Wells' Subject, FVV: Truss | have attached some pictures of truss that was damaged by my electrician at223U Arapaho Rd. in Estes Park. I was wondering if we needed to fix this or if the damage was minimal enough that we could just let it go. Hopefully the Pictures show you all that you need, Uyou require any other information feel free \ocall or email me. | would like tostart drywall on Wednesday, soifyou are able | would appreciate kifwmcould address this issue bykomonow. |fyou donot think this requires afix, please send nneashort letter for the inspector. Thank Chris Larkins DJCustom Homes 7/3/Z0U8 cicik) Co\ er Sheet neer 7I This eJob is prepared exclusively for: Fort Collins Truss 201 N.W. Frontage Rd Fort Collins, CO 80524-9222 Work Order: 8-0085 Job Customer: DJ Custom Homes Job Name: The Moon Residence Job Address: 2230 Arapahoe Road Estes Park, CO Truswal ID: T344516.J374517 Page of' I I hereby verify that this document was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer. I am responsible for the design of each component detail only -- not for the proper manufacture of the components. This document is no longer valid if any modifications are made to it ITW Building Components Group 4445 Northpark Drive, Suite 102 Colorado Springs, CO 80907 800-322-4045 fille.PC:\Documents and Settings\Tra. Settin1.s\Temp\radF5E2C.tnipM.e.lob\e..1„, 7/272008 c]ohI vh|eu[[w/zcom Table of Contents |TVVBuilding Components Group 4445NorthparkDrive, Suite 1O2 Colorado Springs, C{}@OU87 800'322'4045 Pu(,c lof, | | cJoh 9cop«m(\Vork �u|cmun1 � IM Truss Engineer Design Responsibilities Po�c | o[| The engineer's signature on this design certifies that the individual component depicbed, if built with the materials and to the placements and tolerances specified, will bear the loads shown onthe drawing. Users of the component are responsible for determining that any as -built component conforms to the design. The loading and dimensions specified have been provided by others and have not been, verified by the signing engineer. The building designer is responsible for determining that the dimensions and loads for each component match those required bythe plans and bythe actual use ofthe individual component. The building designer is responsible for ascertaining that the loads 3hQvvO QD the designs meet or exceed applicable building code requirements and any additional factors required in the particular application, The engineer's seal onthe attached component designs mdicates acceptance 0fprofessional engineering responsibility s,o,lely for the design of the individual componentassurning that the loading and d!irnenOion requirements are as represented to the engineer. The suitability and use of this component for any particular building |s the responsibility ofthe building designer iO accordance with ANSI/TPI, Section 2. The engineer certifying this component is not responsible for anything beyond the specific scope of work set forth, above, including but not limited to, the loading factors used in the design of the component, the dimensions of the component, the transfer oflateral loads from the roof and/or forward tothe shear walls down tV the foundation, connection of the components to the bearing support, the design of the bearing supports, the design and connection hJthe shear walls, the design ofhennpororyorperrnanent building bracing required in the roof and/or floor systems, transfer of vertical |08do down to the foundation, the design of the fouindatio,n or analysis in connection with the roof and/or floor diaphragms of the building. This is a high quality facsimile of the original engineering document, A wet or embossed seal copy of this engineering dOCUrnent is available upon request. |TVVBuilding Components Group 4445N�orthpg[kDrive, Suite 1O2 Colorado Springs, CD8Q9O7 800-322-4045 ei(th kible of Trefoils '9111,1,1111'" Pop: I 011 ee 71 Required Details* Other Available Details* fiv//140:truswal@ftp,truswal,com/DesignsDetails/CO/AltBrace.pdf f10/140:truswal,UttpAruswal.comiDesrgnsDetails/C0/CAL-HIRodt fitpj/140:AruswargAp,truswal.com/DesignsDetails/CO/EvaluationRep_ort1607,pdf ftp://140:truswal@ftp.truswal.com/DesipsDetails/CO/FalseFrame,gdf WIL140:truswalQfVtruswal corn/DesignsDetails/CO/GahleBrace.prif ftp;//140:trusyvaighplruswal,corni2esignsDetails/CO/Piggy_back„pdf *Sealed versions of these details are available upon request. ITW Building Components Group 4445 Northpark Drive, Suite 102 Colorado Springs, CO 80907 800-322-4045 file://C: •urn msad Settings\ Frans ersC1L, Settings - tp\radr5L2C,tmp,0„e, b 7/2/2 r JID: 374517 Truss ID: UT 0 0 0 0 "0 z 0 re, LH 5 5 5 5 w0 We o eve 2:14 ;94 99 Le< 0 Fee < 2,14 re0 q. zr,: 0 cz o 4(4444 44041 FC 4441 44 055..5 f , w 4144 < 114/1)5)2 'VVe 41 0444 45 ce eel F., La 1140 0 A HILL -1444 45 4-41 C.0 ,C Ch. Ce. < -41 4 0 0 z 14445 CH Fr, 41 cec, FS" , Fc CH 241+ 14144 w F< ee' 4444, Leee ee, Z 4.461<0 0.;.‘40.... 0.. 1444 F.,L.:L t , ,_.',., • ,,,,, ,,,' ; 1'7'1 e.;:L'4'..;., 2'5L'I'L''.., '1..,,i'' :'''...,,,,,LL,L'''. ,L]..,," ';.7.47..:'.:::;:: ,,,,,,,H,,, ''''''' 7 -"': ,' 74L. 15:;-..; . ' = , ==, 247 ' 'F. 2 SUPPORT THE TRUSS UNTIL THL REPAIR 9 4144 44 1)41 44 61 141 141 E441, 44 vHD •2 L ": 44, , 241) "C— 47 4, '< 4:44o 5, 41) 0 5, °"..-,5 0, 0. 41,4 0, , — FL, 41 3 'v 17, 44'e"r 44) '212- 14 ti440 44 E • 54 3 E L2; Date Requested Date Inspected II Per t # ctor Depart ent of Building Safety JOB ADDRESS ' REQUESTED BY TOWN L C. # CONTACT INFO. TYPE OF INSPECTIONS 6„,) R SH LL T v When corrections have been made, call for re -inspection: 970-577-3731. General questions: call 970-577-3735. $100.00 Re -Inspection Fee Assessed 0 1,1 Date Requested, t, ' , 1 Date inspected Department din JOB ADD ESS ) Per t# ins ctor REQUESTED BY TOWN LIC. # CONTACT INFO. TYPE OF INSPECTIONS,-"'"--/-",....... `,••6"-CL,,/ • /,•,• t'''9'.1.A",(7/'/Ic.",.„„ le" L T TIL v When corrections have been made, call for re -inspection: 970-577-3731. General questions: call 970-577-3735. $100.00 Re -inspection Fee A essed Connie "Mpwser From: Connie Bowser Sent: Thursday, Apri|17.2O0811�U1A[N To: ClaudeTrauheld Cc: Bob Joseph; Carolyn [WoEndaffer;Will B|rohfie|d Subject: 2230 Arapaho Road Permit 8461 Claude - Chris Larkins ca|iedwlCUCustom Homes in regards to the new SFDat223OArapaho Road. He wanted to know ifweneeded asurveyor codiDoate\oaddress the height ofthe building before they start finishing the walls. (drywall, etc.) We did receive a height/setback certificate at foundation inspection, I reviewed with Bob and he said that since the building height was already going to be so close to the height limit based upon the construction p|ens, it would be good idea for a surveyor to confirm the existing condition, The other option would beturequire msurveyor 10check height only if complaint was received byCom Dov. But, since the contractor iobeing hwould beeasier |ohave them address now a1atime that iomore conducive for any construction changes, Idid notify Chris of my conversation with Bob and he will either provide the height certificate tuour office or, put h in the field inspection permit package for your next inspection. |fyou have any questions, p�eaao�etmeknow. Connie Bowser Building Permit Tech 170Mac Gregor Avenue P.O.Box 12U0 Estes Park, CO8O517 Phono�970'577-3735 4/17/2008 Date Requested Date Inspected JOB ADDRESS REQUESTED BY CONTACT INFO. Permit # Inspector Ts F EST SPA" Department of Building Safety TOWN LIC. # 3t, el- 3c) TYPE OF INSPECTIONS 1L1(71/1 ( 1 WORK OT P OCE U M. APPROVED When corrections have been made, call for re -inspection: 970-577-3731. General questions: call 970-577-3735. $100.00 Re -Inspection Fee Assessed 0 ( Date ,Requested Permit # Date Inspected Inspector T� N F ESTES PARK Department of Building Safety JOB ADDRESS REQUESTED BY TOWN LIC. # CONTACT INFO. TYPE OF INSPECTIONS W� RK S ALL NOT PROCEED U TIL APPROVE $ When corrections have been made, call for re -inspection: 970-577-3731. General questions: call 970-577-3735. $100.00 Re -Inspection Fee Assessed Date Requested Date Inspected JOB ADDRESS T T Permit # Inspector Departmentof Building Safety REQUESTED BY ttttit; (P) TOWN LIC. CONTACT INFO. TYPE OF INSPECTIONS (A, o 'Lee Je et r 6, 01 SP11447,„ buc-1- LL T TIL P V When corrections have been made, call for re -inspection: 970-577-3731. General questions: call 970-577-3735. $100.00 Re -Inspection Fee Assessed 0 Date Requested Date Inspected JOB ADDRESS 1^ 41- T Depa Permit # Inspector ent of Building Safety r's REQUESTED BY TOWN LIC. CONTACT INFO. TYPE OF INSPECTIONS - Alt 5 45'12(,, rolt:(55(kk- C44A 4 b wog I?.) 5' C11434 5 - AA) kAit, FI try A Lt 5P '44 corrections have been made, call for re -inspection: 970 77- 7 General questions: call 970-577-3735. $100.00 Re -Inspection Fee Assessed 0 Date Inspected JOB ADDRESS T F Permit # Inspector Department of Building Safety REQUESTED BY LA, (:„,,..,„(6), TOWN LIC. # //' ' (.4.4 "1'6)/cf CONTACT INFO. 1„17 f 1i. 27,1'in4;;,1,11 TYPE OF INSPECTIONS turT" 7 - b -t> fitil511 — ) -- 6 p DrgJ ections have been made, call for re -inspection: 9 7 General questions: call 970-577-3735. $100.00 Re -Inspection Fee Assessed 0 Tern teton Str 431 31 El-1131E13er; 2, 1 ,c, MN MOWN OR gaff e Alt11111111111111110MANIIIIIIIIIIMP /graffMNA/ /8//// ////// 3 '1 3 2. rt dudo C rtt t tt , Ott ado 80 52 March 27, 2008 Mr, Dave Larkins DJ Custom Homes 5160 Clearwater Drive Loveland, CO 80538 Re: Moon Residence Concrete Encased Electrode (Lifer Ground) 2230 Arapaho Road Estes Park, CO TSE FUe N. 07002-S Dear Mr, Larkins, Per your request, we performed a foundation wall inspection for the above referenced residence. The foundation wall inspection was performed on February 6, 2008, During the foundation wall inspection, we noted that the concrete encased electrode (ufr ground) had been installed utilizing a #4 rebar which extended from above the top of the concrete wall to the bottom steel of the concrete wall. The rebar for the ufer ground was lapped with the bottom wall steel. The ufer ground is in conformance with generally accepted construction practices and in accordance with the 2005 NEC. Thank you for allowing us to provide this service. If you have any questions or need additional assistance, don't hesitate to contact us. Sincerely, Templeton Structural Engineering, William T. Templeton, P.E. Consultant. March 27, 2008 D..1, Custom Homes 5160 Clearwater Drive Loveland, Colorado 80538 .Attn.: Mr. Dave Larkins Re: Interior Perimeter Drain Recommendation 2230 Arapaho Road Estes Park, Colorado EEC Project No, 07-01-219 Mr, Larkins: 1,11111111111111111111111 11,1,1111 EARTH ENGINEERING COMPANY, NC As requested, Earth Engineering Company, Inc. (EEC) personnel completed a. geotechnical subsurface exploration reportfor the referenced address. That report, which was issued November 5, 2007, included recommendations for installation of an exterior perimeter drain to reduce the potential for hydrostatic loads on the below grade walls and to help prevent accumulation of infiltration water in below grade areas. It is our understanding that some moisture was observed in portions of the: foundation excavation during construction, in order to further reduce the potential for accumulation of infiltration water in. below grade areas, an interior perimeter drain could be installed in addition to the aforementioned exterior perimeter drain, An interior drain would be installed with a similar procedure as recommendedin the referenced soils report, though it would be placed along the interior of the foundation footings, We appreciate the opportunity to he of service to you on this project. If you have any questions regarding this report, or if we can be of further service to you in any way, please do not hesitate to contact us. Very truly yours, Earth Engineering Company, Inc. Michael J. Coley, P,.E. Principal Engineer P.. 0 Dpx 2 7 VI 4?8 2. rb FRT. C .; L.0 0,4 AO 0 605 2 7- c.„.4 7 C 2 4- V 5 a a 1„ FA.K) 6.5 3 - 2 8 2: BOan. 49 al, 2 2 COLORA(O '-Pr COLORADO Ov9 4 - c).13 2. .t '7 tv 9 'V 4 4 2 -6 1 3 C. FAx 44...i-9 „:3,5 ' „ '11(11',(1111{1,11111, „1,1,11,(0(11,„ (,(111111,111,11111((,(1(11 ,,1,1,1111 ,,,,(11111111111111111111,, ,11 1„111,(14!11111111(, 11'1! 111111111111111111111 11 1111111111111 ,1'111111 11101111 ,111111111111111111111111 'HI!! 0,1111!""'"""11,11111111111 111111111(1 1,111,, 11111111 1111MMM11111111 „ (1111111111111 11111„ i 111101,11 it 11111001 111 111111,11,„„„ 1(1(1111111W „loll ,,' (1111111 111111111111111111111111111111I11111 111111°11111(111111111111111111111111111111111(111(111(111(111(1111(1111)111111111111111111111111 01 111111111111111111111111111111111111111111111 111!11111111111111111111111 111111111111111111111111111111111111111001001111011! 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Date Requested Date Inspected JOB ADDRESS REQUESTED BY T 12, • F Inspector Department of Building Safety TOWN LIG. # • CONTACT INFO. TYPE OF INSPECTIONS Arlfb LiiQ5 CLA.Kg-ik P , iiiJ e:::4144)i-ri,41,4 Pt1L4 11lit.t3e Py tfit41,4 02,A, VW. e k:trz,_ c ii -ft - b4/41/-5 sev b .P.740 „ ti 5PD 1 ) atj ...........,......... ... ,..,.r........... „ ,,.„, ...................11A, 5,171. il uulA-1,0 k„„i ,,..„fitertitl P. 10 iitolo Hi „ , idiFel, 6.1/14.,,,,I,,,,t, „0„. 111,,,,g_ po.67.;5407 ikr. tu. nt.,. i ,,,,:o..:,1c,,,e.:il,„.,,c,14. ,..:,,,,,'.;.,._ . ...4 .. ni; •.:.:2.,.,,.,.:f.,ocr-, v...•....,.. ill.,:e.:1-141,1 Ott(,.:et,:(f):...................... . . 1,1t4,15$ t)t,1TA 64-tfeec:24 lb 1' rb 514 t < 74 s have been made, call for re -inspection: 970-577-37 $100.00 Re -Inspection Fee Assessed El Tel Building inspecti n Zoning Administration JO A D ESS 21-30 BUILDING ER IT NO I HAVE THIS DAY INSPECTED THIS STRUCTURE AND THESE PREMISES AND HAVE FOUND THE FOLLOWING VIOLATIONS OF THE TOWN OF ESTES PARK MUNICIPAL CODE. CORRECTIONS MUST BE MAI E BEFORE APPROVAL WHEN CORRECTIONS HAVE BEEN MADE, CALL FOR REINSPECTION, 586-5331 EXT. 3402 INSPECTOR Date Requested Date Inspected /I "' T Permit # Inspector Department of Building Safety JOB ADDRESS REQUESTED BY TOWN LIC. # 040 (1,7 CONTACT INFO. TYPE OF INSPECTIONS ItEr2":21 12224, 2,2; ..01421 tor; it? 2-121.fiK rf. /05 c-iticv)5 (IQ - 5 t paw mai tk4 r71- fVtk t efui,t.,6,-(WI -7-11,1-3-1.4( N 0 -T5 0-91) `j (1 (1)16\614 ) V1L1 vr,";7,-J /.4,4-orTTL-c,,,,,J cc et-t-c-'e4tt Pa LL, 0 -- AfC-C,AIPTle • 1,4.4 C71:), yr) to. R, 01. 6S1 17)t, I ) r•--, t%14:e7 - rG.„ ections have been made, call for re -inspection: General questions: call 970-577-3735. $100.00 Re -Inspection Fee Assessed 0 Date Requested Date Inspected JOB ADDRESS -"7 REQUESTED BY T ' (1 Permit # Inspector Department of Building Safety N ri • NANNNY V 41 'N• TOWN LIC, # CONTACT INFO. C) TYPE OF INSPECTIONS o1146.1 ha) 1,40 1 u t elYfte, frc) 5t-errL 1.) , 7 st bcc-r. PC 5P" TALL. it) vr- tep bray blettlikhi , 13Loic, (741`7, i<1 4 /4-PA rM43 S et_ t. 01/414 tril41-:1 "5 PL5 6:1) et: rvt c5t0 i4-T- 1"tt-61''14A <) 0 1 tZ: /..474YLT - fii5EtAtA wili‘t Poikv-; I. fc t•T 3Ac4 1-1-041 413 Leit OC When corrections have been made, call for re -inspection: 970-577-37 General questions: call 970-577-3735. $100.00 Re -Inspection Fee Assessed Inc„ re iplet 0 051 ti„, af E ' ZOMMINVIMMIEW NM JR! II AHEM MINMEMEMMOWSBINNERN ' 1 %I SMANYMM11111111r WM( allE/Mr NAN 31, 32 in di go Ci ricie Soilth Fort (06059(61. Colorado 80528 (970) 215.-8361 Teiephone February 7, 2008 Mr. Dave Larkins DJ Custom Homes 5160 Clearwater Drive Loveland, CO 80538 Re: Moon Residence Footing & Wall Inspections 2230 Arapaho Road Estes Park, CO TSEI File No: 07002-S Dear Mr Larkins: Per your request, we performed foundation footing and wall inspections for the above referenced residence. The fou dation footing inspection was performed on February 1, 2008. The foundation wall inspection was performed on February 6, 2008. Based upon our visual site observations, the wall and pad footing sizes and steel reinforcing were in accordance with our foundation plan dated 11/29/07 with a revision date of 1/17/08, Our foundation wall inspection also revealed that the foundation wall requirements (basement and garage wall widths and heights, and reinforcing steel) were in conformance with our foundation plan dated 11/29/07 with a revision date of 1/17/08 Thank you for allowing us to provide this service, If you have any questions or need additional assistance, don't hesitate to contact us. Sincerely, Templeton Structural Engineering, 7 William T. Templeton, P j::'72,40131' Consultant setbacks and elevations for the above -referenced lot, and found them to be in Compliance with the Drainage, Final Grading and Development. Plan approved by the Town of Estes Park. Sineerely, seal Post-ir Fax Note /b/1 0Me, , # #agesThj co/5,444. 4„, Phone # #",hone 53‘ Fax x Fax # I.) ATT., 4.) v,rn (f Estes Park Bu.ildinqft Hon 70 1\4acGresior Avenue Estes Park..., Co. SO517 Re: 1.;.blinclation Setback and Elevation Certification for BLOCK _ 1-sula1v1s1oN, DRESS 2. 2 c_,PERMIT To Whorn IL May Concern On , a field crew from this office measured the foundation 1 January 28, 2008 D.J. Custom Homes 5160 Clearwater Drive Loveland, Colorado 80538 Attn: Mr. Dave Larkins Re: Foundation Bearing Observation 2230 Arapaho Road Estes Park, Colorado EEC Project No. 07-01-219 Mr. Larkins: EARTH ENGINEERING COMPANY, iNC, As requested, Earth Engineering Company, Inc, (EEC) personnel have completed an observation of the foundation bearing materials for footing foundations for the referenced project. The results of those observations along with site photos are included with this report. On January 28, 2008, EEC personnel observed foundation bearing materials for the foundation footings for the referenced residence. We understand the residence will be a lightly loaded wood frame structure constructed on a full, walk -out basement. At the time of our field observations, most of the building area had been excavated to approximate foundation -bearing elevation. The materials in the garage and basement excavations consisted of brown decomposed granite bedrock. The granite bedrock observed appeared to be very dense in consistency. The materials observed in the excavation were generally consistent with those outlined in the soils report prepared by Earth Engineering Company, Inc., dated November 5, 2007. Based on the results of the outlined field observations, it is our opinion the in -situ granite bedrock could be used for support of the footing foundations at the design maximum net allowable total load soil bearing pressure of 3000 psf provided that all footing foundation bearing elements bear directly on the site bedrock. In addition, we recommend that the areas of the walk -out basement excavations not completed at the time of our observations P 0 Box 27142e FORT COLLNS, COLORADO 60527- I 428 (970) 224- I 522 (FAX) 663.0282 PAD Box 49322 COLORADO SPRINGS, COLORADO 80949-9322 (7 I 9) 442-6613 (FAX) 447-9635 11111)11111)1111111111111)IIIII'l'I'l'I'I'l Earth higineering Inc. EEC Project No, 07-01-219 Jarmar,' 28, 2008 Page 2 be excavated such that all footing foundations extend through the near surface clayey sand and gravel materials and bear directly on the granite bedrock as per the recommendations in the above referenced soils report. Footings should be placed on like materials where possible. Differential settlement may occur between foundations supported on differing materials. We appreciate the opportunity to be of service to you on this project. If you have any questions regarding this report, or if we can be of further service to you in any way, please do not hesitate to contact us. Very truly yours, Earth Engineering Company, Inc. Michael J. Coley, P.E. Principal Engineer MJC/dla if,RNSPO 1,11.111100 „„ 011;le,e,Ae e'Aelfee„1„,, , ,"7,117,r`v Ju MORI " IV! z "441.4.i 4044i,r;,,, ,/,'4. ellAe, zee A wog* d Atlin„, 407 no, 2230 ARAPAHO ROAD ESTES PARK, COLORADO EEC PROJECT No. 07-01-219 JANUARY 2008 „21 /AA Date Requested Date inspected (2;7 JOB ADDRESS T Permit # Inspector ( / Departmentof Building Safety 17/ REQUESTED BY TOWN LIC. # CONTACT INFO. TYPE OF INSPECTIONS LL T P TIL V When corrections have been made, call for re -inspection: 970-577-3731. General questions: call 970-577-3735. , v P $100.00 Re -Inspection Fee Assessed 0 2 Itikrite I nit. By Address i'et iuhri N OF ESTE'S PARK. epartinent of Building Safely C V aluati Basement - Unfinished (Foundation & Bearing 'l'ts. Only) eet Sq. Ft, (a $21.98 per Sq. R. Basement - Semi -finished (Framing Only) 100 Sq. Ft. @ $ 28.81 per Sq. Ft, 2..c2): Basement - Finished Sq. Ft @ $ 34..38 per Sq. Ft. Existing Basement Finish Sq. It. 0 $ 12.60 per Sq, Dwellings L!AI, 4 5 Sq. Ft.0 $ 114.76 per Si Ft. 5c1 0421 Garage (?) S' 3 Sq. (7.7) $ 34.03 per Sq. Ft 2,5C.) Carports (Open >i= 2 sides) Sq Fi. $ 20.61 per Sq. Ft I?) t) 491 Decks - (Open) Sq. Ft. @ $ 19.58 per Sq. Ft Porches - (Roofed) i'lk,›If^4( 314 Sq, Ft. @ $ 41.23, per Sq. Ft. 374.70.0 5 TOTAL VALUATION: FEES: Building Permit Fee Plan Review Fee County Tax Certificate of Occup TOTAL: 0() A 4 \it _doViBuilding \FEES \VALUATION FORMS 20051IRC Valuation Worksheet '051/10/2008 Printed: 1/29/2008 Permit Record Report Permit Number: 8461 Parcel Number: 3402106004 Applicant: DJ Custom Homes Address: 51 60 Clearwater Drive Loveland, CO 80538 Page 1 of 13 Address; 2230 Arapaho Road Estes Park, CO 80517 Applicant Role: Contractor Phone: 970-207-0300 Status: Approved On Hold By: Filing Date: 12/17/2007 App Accepted By: Decision Date: Decision By: Application Expiration: 6/17/2008 Team Leader: Permit Expiration: 7/29/2009 Default inspector: Last Edit Date: 12/17/200 Last Edited By: Connie Bowser Appeal Filed: Comments: 12. 1/29/08- CM approved for release, sent o Decision: Finance, CB Date: 11, CM OK Dave to start excavation, no Appeal Comments: inspections until permit picked up. 01/24/08 10. Applicant submitted additional review request information 01/23/08 9. Applicant submitted some review request information. 01/22/08 8. 1/16/08- Rec'd san approval form, copy in address file. CB 7. 1/15/08- Per AC- req CM to add request for finished floor elevations for both floors in plan review response. Plan review response to be sent via fax asap by CM. CB 6. 1/14/07- Provided plan review update to Dave- expl CM will fax plan review response as soon as she has completed her review. Fax to: 720-207-5123. CB 5. 1/11/08- Rec'd revised gas schematic, copy in address file. CB 4. 1/10/08- Provided correct address again to Dave (2230 Arapaho Road, not 2430) Also expl rec'd gas schematic- natural or propane to be used? schematic listed as propane, application as natural gas.. Per Dave - definitely natural gas to be used. Will have revised schematic sent to include material as well per bidg dept request. CB 3. 1/9/08- Revd permit status w/ Dave/DJ Custome Homes- L/M AC- expl Dave/DJ req call back asap- 970-207-0300. CB 2. 1/2/08- Rec'd 2 copies revised site plans, notified AC, put in address file. CB 12/17/07- Notified applicant- still need gas schematic, additional dec/stair detail may be Printed: 1/29/2008 required. CB Permit Record Report Permit Number: 8461 Owners: Name: Robert E. Moon Page 2 of 13 Purchase Date: Contractors: Name: DJ Custom Homes Type: Local Phone: Builder 970-207-0300 Primary? [Z1 Materials: Type Rate Units Value Fees and Receipts: Number Total Value: $651,116.65 Description Water department Light & Power Zoning Compliance Review Fee Building Permit Fee (Auto) Certificate of Occupancy County Tax (Calc) Plan Review (Calc) Plan review Total Fees: Total Receipts: Amount $7,515.00 $320.00 $85,00 $3,955.75 $50,00 $2,604.47 $2,571.24 $100.00 $17,201.46 $0.00 Inspection Schedule: Type: Request Date: Requested By: Status: Inspections: Inspection # Type Pass? Date Inspector EJ Inspection Correction: Correction Description: Inspection Condition: Condition Description: Approvals: 1 File Received: Decision Date: Status: Department: Printed: 1/29/2008 Permit Record Report 12/19/2007 Permit Number: 8461 Page, 3 of 13 1/2'8/2008 Approved Building Comments: 01/28/08 CM Please see plan redlines. Contractor is responsible for compliance with pre -construction meeting notes attached, The structural engineer is requireing a geotechnical open hole observation. Provide documentation of report. Provide wet stamped changes in permit box. Faxed copies were accepted for review, but we need (2) copies of the original. (Field & Office) Submit revised Si O sheet before rough framing. Changes have been made to stamped plans. Submit specifications and installation instructions for Mega-Tek TS, prior to installation, to Department of Building Safety for review and approval. Approval Reviews: File Received: 1/11/2008 Comments: Review Completed: Reviewer: Status: 1/24/2008 Carolyn McEndaffer Approved 01/23/08 Some items submitted. 01/22/08 Some items submitted. 01/16/08 Dave in to review. Resolved some items. Faxed to David @ DJ Custom Homes 720-207-5123 01/14/08 2230 Arapaho Road Building Permit #8461 Questions: General: 1. A pre -construction meeting is required by Inspector Traufield before permit issuance. The general contractor and all sub -contractors should attend. Please contact Claude Traufield 577-3722 to arrange a time. 2. Sanitation has not been signed off yet. 3. Planning Department is requesting finished floor elevation in relation to grade elevation. (i.e.: Lower level slab 100.00= 7952) 4. The gas schematic submitted does not show who the contractor will be? Application has 8 gas appliances, schematic shows 6? Clarify. 5. The type of heat listed on application is electric boiler. Is this correct? Are you doing hot water baseboard, in -floor or staple up? If so, provide manufacturers specifications to verify compliance with prescriptive Energy Compliance package picked that requires a minimum 90 AFUE? This needs to be submitted prior to release of permit since it affects the building envelope. Justify. 6. Changes to stamped sheets require revision and re -submittal of stamped sheets. 7. Section on P5, elevations, stair section, door & window schedule and new wall/building section will need to be revised and re -submitted. 8. A review will be done on the submitted responses to the questions below. Need for additional plan review after that will require additional plan review fees. Are there any easements on this property? 2. Provide location of Uffer ground. 3. Provide location as meter. P1 Site: 1, Plan Review Hinted� 1/29/2008 Permit Record Report Page 4nf 13 Permit Number: 8461 1� Provide contact number, for Property Owner, P2Lower Level P|8n� 1 Label all spaces including baths and closets. 2. |8lower level tobefinished? Wall section onP5does not show d8ta Provide detail Of construction next to COnonetm wGUS, framing, insulation, etc. 3. What isspace in-between stair and garage? |fithsacloset opening into Theater room, by local mnnewdmard it is considered a possible bedroom a anemergency escape and rescue opening will berequired. Clarify. 4' Will there beusable enclosed space Linder the stair? Qarify, 5� Type and size ofopening are not provided. Compliance with Emergency Escape and Rescue Openings A30Sisrequired tobedetailed. Provide door and window schedule that provides fVraUdoors and windows location ofwindow, size, and type, 0rprovide information onfloor plans and window opening direction onelevations. 6. Adeck iSshown at basement level Qnplan view, but not 0Delevation Justify 7. Will electrica� breaker box be located in Mechanical Room or Garage It it is on the house/garage wall, protection is required behind the box or prov�dc.s a rated box. Provide location. 8. Provide finished floor elevation for lower level. Provideoornaspnndin grade elevation. 9� Provide typical header size for openings shown. 10, Gas stub shown @t deck isnot ongas schemntiC. Justify P3 Main, Level Floor P'lan: 1. Will the main entrance be the exit dno�rrequired byR311'4.1? Level landing on each side (no step), maximum threshold of 1 1/2", 2. Show section marks on floor plans where building sections are cut. 1/2" x 11 section detail submitted does not correspond to floor plan, Justify. 3. Provide detail showing compliance with required house/garage separation protected by 5/8" type Ydrywall on walls, bearing walls, and ceiling, House door to be20minute rated n/ c|qn8,a, All penetrations tobeprotected. This can b8shown onnew section requested below, 4. Identify any required interior braced wall lines per R602.10. Note required construction and nailing pattern. 5� Justify interior bearing walls that exceed 10^ Table R602.3(5) Stamped engineering is required. 6. Provide location of attic access it required by R807. 7. Provide finished floor elevation for main level. 8. Provide typical header size for openings shown, including bearing wa Is. 8. Some Ofthe dimensions for the main level are different than foundation, Are you stepping the exterior walls off the foundation? Section on P5 does not show this. Clarify, If stepping back frorn foundation wall provide section. 10. Provide dimensions for beam bearing points in garage to support the upper level. 11, Gas stub shown, at deck is not on gas schematic. Justify 12. Provide front porch |eyout, dirnensiona, construction detail'. Will ther be steps kagrade? Kconcrete, show onfoundation plan. 13. Provide dimensions and detail or section for exterior stair shown off deck in rear. As, an alternative for exterior stair section, dimension landings at top and bottom. Will the bottom landing b8concrete? Provide total rise Ofstair, hB and run of treads, # of stringers and submit handout page 4. P4Upper Level Floor Plan: Provide finished floor elevation for upper level, 2. Provide typical header size for openings shown. 3. What is the wall shown 1othe ri [it cffire lace for Master Bedroo Printed: 1/29/2008 Permit ord Report Page 5 of Permit Number: 8461 4. Provide section of area over garage showing garage below thru roof framing. This section should be at a minimum of 1/4. Show all connections and detaii construction elements. Include typical interior wall framing and proposed heat to upper bedrooms. 5. What is supporting the loft area? Sec note in floor framing. 6. Provide location of attic access if required by R807. P5 Elevations: 1. Provide detail on existing grade and proposed grade. This is require to calculate if the basement is to be considered the lst story. 2. Verify scale shown at 1/8'. The elevations do not seem to be to scale 3. Left elevation is not showing the windows shown on Upper level floor plan. Justify 4. Front, back and left elevation does not comply with Table R602.3 (5) maximum laterally unsupported stud height for bearing walls of 10. (All exterior walls are bearing) Stamped engineering will be required justifying 13' and 18' walls. 5. Back and left elevation does not comply with the prescriptive requirements of R602.10 Wall Bracing. Provide Stamped engineering for compliance. 6. See Main floor notes for interior braced wall and wall height requirements, 7. Are all roof pitches 10:12? 8. Will gutters and downspouts be provided to direct water away from building foundation? Provide note or swale required to slope 6" within 10of building. P5 Cross Section: 1. Provide location of cross section. 2. Provide roof ventilation required by R806. Are you providing a ridge vent and continuous soffit vents? 3. Provide type of roof underlayment for 40 year composite shingle noted on elevations, Add note to include all roof elements. 4. Show truss attachment to resist uplift. 5. Show lateral blocking. 6. Dimension overhang. 7. One plate is shown at top of bearing wall? Justify or revise. 8. 1/2" gypsum board is noted for wall and ceiling. Are trusses to be 16" o.c.? If member spacing is greater than 16°' o.c., 5/8" gypsum or ceiling board is required. Justify or revise. 9. Elevations note Masonite siding on part of the building. Is this to be lap siding? Per Table R703.4, hardboard siding requires a sheathing paper. Provide manufacturers specifications if they do not require a sheathing paper or provide detail. 10. Floor joist framing is shown as TJI 11 7/8" 360s @ 16" o.c. Foundat on plan calls for Main floor framing to be TJI 11 7/8" 210's @ 16" o.c. Justify or revise. 11. Is foundation wall to be damp proofed or water proofed. R406.1 requires foundation walls enclosing habitable or usable space below ground to be damp proofed. There is history of water in this area, waterproofing may be required by soil's report or inspector in the field. Provide detail. 12. Insulation will be reviewed after resolution of boiler rating. Detail of foundation wall insulation is required along with slab insulation. Please note sla3 insulation is required to the top of the foundation wall on the exterior or interior. If slab is to have in floor heat an additional R5 is required. Provide detail. Truss Diagram: 1. Submit for review, detail on each truss to verify bearing points and s ans or submit roof frarnin lan. Printed: 1/29/2008 Perm' Record Report Page 6 of 13 Permit Number: 8461 2. Are trusses to have energy heels? If not, baffles wiU be required in each bay to keep ventilation open. 3. Provide overhang for eaves. 4. Provide wall bearing height for all walls. Garage and Master Bathroo-n is noted as 9-4-14, 5. Provide information on look outs. Provide member size, spacing and required fastening to resist uplift. Start at lowest point and @ 48" maximum at bearing to resist uplift. 6. Provide information on over frames. If over frames not provide by truss manufacturer, span, size of framing and sleepers, are required. 7. Provide detail on lower truss roofs at garage and porch attachment tc wall or beam. Will the truss manufacturer specify this attachment? 8. Are TG1 and TG2 girder trusses? Section 8 1/2 x 11: 1. Stair shown at different location on plan. Justify. 2. Insufficient detail for stair section. Provide section, minimum of 3/4" scale, which shows compliance with width (R311,5,1), headroom (311.5.2) at all points of stair, treads and risers (R311.5.3), landings (R311.5.4), handrails (R311.5.6) and guards (R312.1), Detail should include structural elements like stringers; tread material, riser material, support at the top and bottom of each Win, and total height for each run. include detail on enclosed usable space under stair. Floor Framing Plan: 1. No framing plans submitted. 2. Main floor framing is shown on foundation plan. The material to be used is by I level, truss joist. Substitution of another manufacturer will require review and revised plans. 3. Provide typical header for openings supporting floor and roof. A revictw of proposed headers will need to be completed. 4. Provide detail for Upper floor framing in loft area. Provide joist direction, spacing and what is supporting loft floor? Show continuous bearing points down to foundation, 5. Provide connection for (2) 18" LVL's flush with floor framing' over garage. 6. Clarify beams shown as (2) 3 1/2" x 18" LVL and (3) 3 I/2" x 18 LVL to support floor over garage. Are you using 3 1/2" members? Deck Framing Plan: 1. No framing plans submitted. 2. Verify lower level not to have a deck at the exterior also. Post or piers have not been reviewed for load of 2 decks. 3. Detail submitted from handout did not include page 3. Provide page 3 with type of foundation and details or provide information on foundation plan. 4. What size of ledger are you using? 5. Will the deck be designed for a hot tub? Caiculations were done on the assumption of 60 psf. (locally amended deck live load) without hot tubs. If a hot tub is intended provide location and revision of structural for 100 psf load. 6. Trex listed as decking material. Check manufacturersspecifications I believe they require maximum spacing of 16" o.c. Justify. 7. What is the type of lumber you are to use on the deck? Treated? 8. Longest span for deck joists shown on Lower Level plan is shown at 10-6n. The review has been based on this span. 9. Handout shows piers are spaced at 8. Foundation plan shows piers spaced at 13'+/-, with maximum span at 13' 7 1/2"? (2) 2x12's fail Building Department software at this 13.625' span. (2) 2x12's are sufficient at pier spac ng of 8'. Justify or revise. 10. With a e 3 submit ost/ ier connection and.post/beam connection. Printed: 1/29/2008 Permit Record Report Page, 7 of 13 1/17/2008 Comments: 1/24/2008 Comments: Permit Number: 8461 11. Submit detail for front porch area. Is this to be deck? Concrete? Si Foundation Plan: 1. Are you providing a radon mitigation system for under the slab? Provide detail and compliance with IRC Appendix F. 2. Provide dimension of piers for back deck and pads for front porch froM building. 3. Provide dimensions to locate interior pads, 4. Provide dimension for opening for stairway. 5. Beam (1) 1 r x 11 7/8" LVL fails building' department software for supporting 1/2. of 2 stair runs (Main Floor & Upper Floor). Justify or revise. 6. Steel beam of W8x31 fails Building Department software for floor deflection. Our software is not able to do a continuous beam with multiple bearing points. Provide calculations showing compliance with minimum code floor deflection or revise. 7. Ils there a required minimum bearing at beam pockets? 8. is the beam shown in between Master bedroom and Great Room to be flush with the floor framing? 9. Dimensions of footing width are not provided as noted on S1.1. Prov de width. Are all footings the same? S1.1 Details: 1. General notes and specifications state a Geotechnical Engineering report was completed, Provide (2) copies to the Department of Building Safety or review and inclusion with permit. 2. General notes number 14 references the Uniform Building Code. Construction shall comply with the 2003 IRC and all locally adopted codes including the Estes Valley Development Code. Justify or revise. 3. Design loads for project are different than have been 'locally adopted, the design loads can exceed 'locally adopted, but not less. Please note live deck load of 60 psf. This is for a deck with out a hot tub. If there are plans for a hot tub, the deck where the hot tub is to go is required to be designed for 100 psf. Provide location if hot tub is possible. Tempered glazing is also required. a. Live Snow Roof Load 40 psf. b. Live Floor Load 40 psf. c. Live Deck Load 60 psf, (No hot tubs?) d. Wind Speed 105 mph, 3 second gust, Exposure C. 4. General notes number 14 references the Uniform Building Code. Construction shall comply with the 2003 IRC and all locally adopted codes including the Estes Valley Development Code. Justify or revise. 5. General notes number 16 requires all dimensional lumber to be Douglas -Fir 42 or better. Any changes to the type of wood used in the field will have to be revised by the designer of record, prior to inspection. 6. Footings are not detailed with reinforcement for Garage stem wall? Per Lariimer County Minimum standards, if reinforcement that ties the footing to foundation is not provided, a keyway is required. Justify or revise. 1/22/2008 Carolyn McEndaffer Approved 01/016/08 emailed Dave regarding roof height. See file. 6+ above allowed. 1/28/2008 Carolyn McEndaffer Approved 01/28/08 Engineer submitted letter. Dave submitted beam size. 01/24/08 Reviewed submitted plans and attachments. Below are items still not resolved. Hand delivered to Dave. (After Pre- on meeting) General: 1. There are Utility and Drainage Easements on this property. The Printed: 1/29/2008 Permit Record Report Page 8 ol 13 Permit Number: 8461 1/28/2008 Comments: Development Plan dated July 8th 1986, notes 10easements along all lot lines. made a copy of this note to include with the permit 2. The information submitted for the Geo Thermal Furnace does not include specifications and installation instructions. The Department of Building Safety is not familiar with the Mega-Tek TS, so additional information is require Along with the specifications from the manufacturer, provide location and type o loop proposed. Will the loop be horizontal or vertical? It horizontal, provide on plan proposed location. The loop can not encroach into utility easements. 3. Provide another stamped S2.0 sheet. I can only find one? Did we loose the other? 4. Thank you for submitting the wall bracing detail. Provide (2) copies wet stamp in permit box. 5. Planning has signed off on the permit based on cross section submit on 01/22/08. I had to calculate the finished floor elevations and top plate height for confirmation that design complied with EVDC building height allowed. Confirmation (sign off) that heights stated are correct is required by designer -permit applicant. Si Foundation Plan: 1. Deck beam shown as (3) 2x12 Doug Fir #1 fails two different building department software calculations using a continuous beam, with 6x6 posts and 8x8 posts. Justify or revise. (Base design values the software should be using are NDS 2005 Design Values for wood construction. Doug Fir #1 has an Fb 1000 psi and E =1, 700000. This may be where our difference is.) 2. Beam (1) 1 x 11 7/8" LVL fails building department software for supporting 1/2 of 1 stair runs and point load from beam at loft stair. (Main Floor Upper Floor). Justify or revise. S2 Upper Floor Framing Plan: 1. Header shown at Garage Man Door of (2) 2x6 Doug Fir #2 fails buildi department software. Justify or revise. P2 Lower Level Plan: 1. Window information submitted for Bed 3 not noted as an egress window. (FYI) 2. Window headers for Bed 4, Bed 5, Bed 3 and Recreation Room Doo sized per S2.0 fail building department software. These iower level windows ha floor, deck and roof loads. Justify or revise. P3 Main Level Floor Plan: 1. What is supporting the porch roof framing? No beams shown. (This was not noted before) 2. Truss specifications show some type of ledger to support lower roof framing at garage (both sides) and porch trusses. Provide size of ledger and attachment. P4 Upper Level Floor Pan: 1, Window information submitted for Bed 1 & Bed 2 not noted as an egress window. (FYI) ed g If the Engineer of record would like to submit his calculations for the above bea s and headers we will send them out for a pier review. If my calculations are in error, the Department of Building Safety will pay for the pier review. If the Engineer's calculations are in error, the permit applicant will be responsible for pier review fee. 1/28/2008 Carolyn McEndaffer Approved 01/28/08 Per Dave, add pier inbetween. Span now 8.75' OK 01/28/08 CM 6x8 Cedar beam for front porch roof support fails Building Department Software P4Ited: 1/29/2008 L Permit Record Report Page 9 of 13 Permit Number: 8461 Left VM for Dave to call, Approvals: File Received: Decision Date: Status: 12/19/2007 12/27/2007 Approved Department: Light and Power Approval Reviews: File Received: 12/27/2007 Comments: eview Completed: Reviewer: 12/27/2007 Mike Mangelsen Status: Approved Approvals: File Received: Decision Date: Status: Department: 12/19/2007 1/23/2008 Approved Planning Comments: Height (Elevation) Certificate After the foundation wall forms are set and prior to pouring the foundation wall, a registered land surveyor shall verify that the top of foundation elevation is set in accordance with approved plans and shall prepare a stamped and signed certificate. This certificate is required to be on the job site for the Building Official at foundation wall inspection. Setback Certificate A stamped and signed setback certificate from a registered land surveyor is required veryifying that no portion of the building including eaves encroaches into the 20 foot utility, drainage, and pedestrian access easement A registered land surveyor shall set the survey stakes for the foundation forms. After the footings are set and prior to pouring the foundation, the surveyor shall verify compliance with the setback requirements and provide a setback certificate. The certificate is required to be on the job site for the Building Official at foundation inspection. Per EVDC 1.9,E.3 residential chimneys are exempt from the height standards only to the extent required by the Uniform Building Code. Wireless telecommunications facilities and structures are also exempt only to the extent allowed by the specific provisions set forth in Use Tables 4-1 and 4-4 in Chapter 4 and in 5.1.T of the EVDC. Limits of Disturbance/Utility Cuts/Tree Protection Per EVDC 7.2,0,5, limits of disturbance shall be designated in the field prior to commencement of excavation, grading or construction with construction barrier fencing or other methods approved by Staff. For the protection of trees and clumps of trees to be preserved within a LOD, tree protection specifications as required in EVDC 7.3.E shall be followed. No trees or vegetation shall be removed outside the approved limits of disturbance except as specifically exempted in this Section or Chapter. Drainage Construction activity shall not result in or contribute to soil erosion or sedimentation and must not interfere with any existing drainage course Printed: 1/29/2008 PermitRecord Report Page 10:if 13 Approval Reviews: Permit Number: 8461 in such a manner as to cause damage to any adjacent property or result iin the deposition of debris or sediment on any public ways, must not present any hazard to any persons or property, and must have no detrimental influence upon the public welfare or upon the total development of the watershed. Outdoor Storage, Areas, Activities and Mechanical Equipment Compliance with EVDC 7,13 is required. This includes, but is not limited to screening, covering or painting conduit, meters, vents and other equipments attached to the building or protruding from the roo minimize visual impacts. Provisions for outdoor storage and trash collection are also found in this section. Lighting Per EVDC 7.9, all new exterior lighting must comply with the code, including shielding or concealing light sources. Grading and Site Disturbance Compliance with EVDC 7.2 Grading and Site Disturbance Standards is required. This includes, but is not limited to, requirements for cut and fill, manmade slopes, retaining walls, and restoration of disturbed areas. All disturbed areas shall be restored as natural -appearing land forms, with curves that blend in with adjacent undisturbed slopes. Areas disturbed by grading shall be contoured so they can be revegetated and shall be revegetated within one (1) growing season after construction, using native species. File Received: 12/19/2007 Comments: Review Completed: Reviewer: Status: 12/26/2007 Alison Chilcott On Hold Dave Larkins, cell 970-310-0706 Left message 12/26 need additional information. Additional grading and drinveway information is needed No portion of the structure can encroach within the setbacks. Need to demostrate compliance with plat note which states "off -site visibility of development on Block A Lots 1, 2, 3, Block z Lots 1, 2, 3, 4, 5 shall be reduced appropriate use of cut and fill, minimal disruption of natural vegetation, building colors and materials, re -vegetation and landscaping. Eastern property line distance is incorrect. 12/27 Per Dave Larkins, owner is a landscape architect and plans on planting trees and planting native landscaping. Views of house are screened by a rock outcropping. Building materials and colors are browns and will be similar to othe homes in the subdivision. House will be at grade with minimal cut and NI, some minor work in front of the house to route drainage around the house. No draina by ge Printed: 1/29/2008 Permit Record Report Permit Number: 8461 Page 1bf 13 swales or culverts needed for connection to Arapaho Road - water drains to the other side of the road. Alison - need finished floor elevation of the main floor on the plans so can chec the buiding height. Need proposed contours and spot elevations to demonstrate positive drainage, note information about road side conditions and 10raduis to the driveway. No portion of the structure including eaves can encroach into the buildiing envelope so the house needs to be shifted out of the envelope. Will review the need for additional trees to screen the house from the Hwy 7 prior to issuance of the CO. Need to demonstrate compliance with plat note about off-si e 1/23/2008 Bob Joseph Approved Approvals: File Received: Decision Date: Status: Department: 12/19/2007 1/15/2008 Approved Public Works Comments: Approvals: File Received: Decision Date: Status: Department: 12/19/2007 1/16/2008 Approved Sanitation Comments: Approvals: File Received: Decision Date: Status: 12/19/2007 12/26/2007 Approved Department: Water Comments: HOLD CO FOR THE VAIRENCE TO BE RETERNED Approval Reviews: File Received: Review Completed: Reviewer: Status: 12/26/2007 12/26/2007 David Devine Approved Comments: Certificates: Temporary Certificate of Occupancy Issued: By: Expiration: Certificate of Occupancy Issued: By: Occupancy: Conditions: Date: Condition Description: Condition Comments: tatus: Code: Printed: 1/29/2008 Permit Record Report Page 12f 13 Permit Number: 8461 Violations: Violation Date: Viola ion #: Agency: Status: Deadline: Violation Description: Other Fields: Work Discription Detached Single Family Dwelling R-3 101 New SF Detached Permit Type Building V-B Residence $651,116.65 No 0 0 0 )11th' P e rts :r!Jetiert Da.te: 01/24/08 By: Claude Tratifield Signed Permit #: Job Address: Signed: ) 846 2230 Arapa.ho Hd 1) 1ECT MANAGF E T& LF'ADES/SUBCONTRACT RS 1 All construction shall comply with applicable codes as amended and adopted by the Town of Estes Park. 2. Proprietary engineered cornponents and products shall comply with the more restrictive requirements:, of either from the manufacturer or approved plans. Issues/details on the approved plans that exceed minimum code requirements shall be enforced. All staff review corrflnents are requirements of permits and are included in the perrnit packet. 5. The permit applicant shall maintain the entire permit packet available on the lob site. The permit packet is to be located at the posted address, The permit packet is to be kept inside a new/used electrical panel box, painted red with the address # on the top front & the word "permit" on the bottom front. Temporary addressing for new construction is to be located at the drive entrance along with the permit package. Failure to comply with the addressing requirements will result in delayed inspections and re -inspection fees. 6. Construction shall comply with approved submittals. (Anchor bolts, bold -downs, shear wall details, number and size of trimmers and king studs, floor and roof diaphragms, truss blocking and bracing, roofing materials, fastening schedule, specified connectors and fasteners, etc.) 7. All work shall be performed and completed in strict compliance with the approved plans. The designer of record and the Department plans examiner or Building Official shall approve any and ail changes or revisions. 8. Plans have been reviewed and approved with comments. Follow the Town approved plans or provide revisions. Major changes shall incur additional review fees of $100.00 per hour, and result in project time delays. 9. Other departments may have require ents that need to be addressed before issuance of a CO 10. Approved plans are not for field construction use. They are for the exclusive use of the Town inspectors. If approved plans are not available or r'eadable, inspections will not be provided and re -inspection fees shall be assessed. 11. If Town staff has to reproduce an approved set of plans, a full plan review fee shall be assessed. 12. Design build items are subject to approval during field inspections, and shall comply with all locally adopted codes as amended. 13. Each contractor shall obtain a business license from the Estes Park Town Clerk rior to beginning work, per EPMC, Chapter 5.20.040 14. An approved contractor affidavit shall be submitted to the 'Town Clerk prior to requesting final inspections and signed off by the 'Town Clerk and Chief Building Official, A final inspection willnot be done until the contractor affidavit has been submitted to the building department. If contractors listed do not have C:\Documents and Settings\Claude Traufielcf\My Documents\IViy inspection checklists\CT's desktop PreCon Beta\CT's ResidentiaD Master Cusloncloo business lic0 Ar sesw, thsu q;C r rsuiVl be until ;riirrr:., as IVir;es-is- fiu�rr"rt:&a"atut ,tur(i ..l rrirc� wo & Orw.rJPrlu.tFi prourlidee sn pall tlur; PPt"ru:r;irior�t. ) The signed iirutper:,tio required tic r irr.. nun sl required inspections signed r ft on tR°'re inspection card 16„ Living in constructloi'u trailers and/or rvehicles iS prohbitcdt rA^ a cul'ntlu;A r tcuu Airier it A CO riot be is 0ruc„d vw,othet,it. a-'010 17. Temporary addressing is required for ati buildings. Addressing r°coeds to be visible from the P Way and in place before 1'`'' irosbeotierr is called. Permanent addr'es urrcl is required I:srr`or to r;,s Certificate of Occupancy or T.C.O. lit t=tight of ur;nr of the 18. A T.C.O. may be issued at the G hief uildincl Official's discretion, with a preparation fee of $100 00 per hour. 19. Toilet facilities shall be provided for construction workers, 2003 IPC 311.1 ELEVATOR 20, N/A 21. N/A SITE WORK (EXCAVATION RADII rG -• PAVING — SAFE ACICESS I°#OUSEKEEPING) 22. N/A 23,. No activity in any public right-of-way is the Town Public Works Department. (( 24. N/A 25. N/A 26. The limits of site disturbance shall be properly maintained. 27. Erosion control shall be properly maintained, (Silt fences, straw bales, rip rap, etc.) pp g ved by building permits. Right-of-way permits are required by levers 970-577-3586) 28. Site housekeeping (litter, dust, construction debris and trash, etc.) shall be properly maintained. This includes mitigation of soil erosion/dust pollution created by water and wind. It also includes mud and debris in the Public right-of-ways. 29. N/A 30. Water service inspections are required. 31, All underground water service piping shall be Type `K copper, minimum 5' deep. 32, Water service taps shall be installed or inspected by the by Water Department per their palici Tedder 970-577-3622). 33, Sewer service inspections are required. The Dept. of Building Safety sh drain to and including the cleanouts outside the building. spent and approve the building \Documents and S 0tinrjs"\Cla.eie Trsu.rtield\My Documents\My inspect... 1. ,;klists\CTs desktop PrBCor t3eta\CT's Reside CCustorn.doc. rhe sanitatior"1 cilstrict shall inspect and ;,':',.,.ipprove a01 Sevver oritside 0 rirctores, Ain i-.)...ppropriate a.poroving corriplliance iS required on tile Town permit inspection card, Sertilatioil districts rrave their own rules and regitiatipris and corrapliar"noe is required, 0schedule 4,0, rat) Otte, e4tii, See their c;or"irtection contract tor. specifics.. 35. All irrigation systems require inspection backflow prevention complying with 20 3 MC. A Setback certificate seaie and signed by a Colorado Design rofessonal is required prior to placing foundiati n wafls Provide orig al stamped letter in permit package. 37,, An Elevation certificate sealed and signed by a Colorado Design Professional is required prior to placing foundation walls. Provide original stamped letter in permit package, 3 Projected top of foundation is to be a , mui of 6' above finished grade. 39. Provide Utter Ground(s), minimum #4 copper, 20 feet in footing,tied to reinforcement and long enough to reach disconnect without a splice. Or, a minimum 114 reinforcement 3 feet horizontal and 3 feet vertical tied to reinforcement„ 2002 NEC 250.52.3, 4 All foundation anchor bolts shall be installed per ORC or approved plan, 41. Timed concrete inspections may he requested, and shall be provided within a 2-hour window (+/- one hour) 2. Concrete slabs that have interior bearing points and under -slab DWV shall have require inspections. Nothing shall be concealed betore inspection and approval. 43. Damp proofing/waterproofing of foundations is required and shalt be inspected. 44. Foundations enclosing habitable space require subsoil drainage systems, per IRC; and are considered part of the foundation system design. Subsoil drain water shall not discharge into the public sewer system. inspections of the subsoil drain are required. Nothing shall be concealed betore inspection and approval. 45. Radon mitigation systems are optional, but require inspection if detailed on the plans, 46. Provide positive drainage away from all buildings, 47. Do not backfill against foundations and retaining walls until all supporting slabs and/or floor framing are in place and securely anchored or until adequate temporary shoring is installed. STRUCTURAL 8. Notching of ILVL's require engineering. LAC 50,2.8.2. 49. Construction shall be adequately braced to resist all loads, including wind. This includes temporary bracing. 50. Provide squash blocks at all concentrated load points, per IRC. 51. Truss specifications sealed and signed by a Colorado Registered Engineer shall he provided at .framing inspection, unless requested sooner. Truss specs shall include but not be limited to, design loads for top and bottom chords, mmnlrnum bearing requirements, required bracing, uplift reactions, minimum fastener/connector requirements, etc. IRC 502.11.4 52. Proprietary engineered components shall comply with the more restrictive requirements either .from the manufacturer or engineer of record. \ Documents arid Settings \Claude Traufiek5My DocumentsNly inspection checklists \CT's desktop PreCon Beta \CT's Residential Master Custom .doc Top cords of trusses sha be confinuousy sheathed. 54, idusses shttth not be point loaded,. (Root ovedfrarnes, ratter supports, ekt'd) 55„ Trusses shalt be trtterally Wocked iL ffl beahng pt-Ant& (Adrrdn., Policy wind) 56. Field alterations/mg ificatio s to re -engineered components require job specific and component specific engineering, by the "frLiSS Manufacturer ividfor Structural Engineer, 57. All joists, rafters, and trusses shall be laterally blocked at bearing points to prevent rotation . IRC 5023 (Admin. Policy wind) 58. All roof framing members shall be connected to rest uplift. —lruss clips shall be lted tor heir use and installed per their listing, 59. Root over -frames require sleepers, 60. AN wall bracing shall be installed per the approved plans and require inspection, 61. All hold-downs, straps, etc. shall be inspected prior to concealing, 62_ Framing inspections shall not be provided or approved prior to all other rough inspections. 63. Look outs shall be connected to resist uplift at exterior bearing wall, Start at lowest point and at 48" o.c. maxim UM ELECTRICAL 64. All electrical contractors and their employees shall comply with licensing and permitting requirements of Colorado Revised Statutes (CRS) Title 12, Article 23, and shall carry their pocket cards with them on the job site. 65. Electrical permits and inspections are the responsibility of the Colorado State Electrical Board, Department of Regulatory Agencies. (Dave Cearlock. 970-577-3569), 66. -rhe State Inspector approving the electrical installations shall sign the Depart! Card. ?flt o Building Safety Inspection 67. The Estes Valley Development Code (EVDC, 7.9) regulates alt exterior lighting. See Planning Department review comments„ The Estes Valley Development Code is available online at rittp://www.estesnet.corn/ComDevidevcodef See Exterior Lighting handout. 68. On Water Service pipe, the electrical bonding jumper shall loop the water meter. 69. Inspections and approvals of electrical systems are required prior to requesting a frarning inspection„ PLUMBING 70. All plumbing contractors and their employees shall comply with licensing and permitting requirements of Colorado Revised Statutes (CRS) Title 12, Articles 58, and shall carry their pocket cards with them on the job site., 71. All installer's of proprietary products (Gas-tite", etc„) shall carry their pocket certifications with them on the job site. Provide a copy of pocket certifications to the Department prior to requesting a final ins ection. 72. All backflow prevention shall comply with 2003 IRC, and shall be approved by the Town of Estes Park Water Department. (Don Holbeck 577-3625) C:1 Documents and Settings\Claude Trautiold1My Documents1My inspection checklists\CT's desktop F'reCon Beta1CT's Residential Master Custom.doc Plumbftto fixteueS SliaH be protected by backswater valves per 2003 MC,. 74.P ovdo ABS &NJ FlIVC vnild story alignment straps, per istallaton standards. 75„, All pl rnbing pipes sh.all be properly supoorled. 76. Faint ABS and PVC VI -Ft, per rlstallatiort standards. 77. Approved sealants shall be listed or theiri ind installed per their listing. 78. Air admittance valves require approval prior to installation.. 79. The Town on Estes Park Water Dept, has specific installation standards and requirements for water service meter installations, See Water Meter Installation handout,. 0. Town water pressure exceeds 80 psi. Approved PRVS are required on all water service instatiations„ 81. System piping shall be thermally insulated, in accordance with 2003 IRC See System Piping handout, 82. Inspection and approval of plumbing systems are required prior to requesting a framing inspection.. GAS PIPING 83. Per local amendment, all gas pipe contractors / Installers shall be pre-approvedby the Chief Building Official 84. All gas pipe materials shall be listed for their use and installed per their listing., 85. All installers of proprietary products ("Gas-tite", etc) shall carry their pocket certifications with them on the job site.. Provide a copy of pocket certifications to the Department prior to requesting a final inspection. 86. All exterior gas pipes shall be listed for exterior use and shall be properly protected from corrosion, 87. All gas pipe shall be pressure tested and inspected (min 15 psi). A Town Affidavit may be used for ernergerices and limited instailations, at the discretion of the Chief Building Official, (Adrnin, Policy) 88. Inspection and approval of gas piping systems are required prior to requesting a framing inspection, MECHANICAL 89. Provide listings, manufacturers' specifications, and installation and operating instructions for all mechanical and fuel -burning equipment at the time of rough and final inspections, unless requested sooner. 90. Clearances to combustibles shall be per the equipment' listing, 91. All equipment and appliances shall be installed per their listings and the manufacturer's specifications, Installation instructions and other applicable 4,ocuments shall be available for all inspections. 92. All duct work shall be properly supported and sealed, 93. During construction, duct systems shall be protected from entrance of dirt, construction debris and dust. Local Amendment to M1601.3.9. Permanent forced air furnace can not be used for temporary heat. 94. All materials exposed within plenums shall comply with 2003 RC. 95. System piping shall be thermally insulated in accordance with 2003 IRC. C:\Documents and Seringos1Claude 'fraufieldWly Documents\ My nspection checklists I Cfs desktop PreCon Beta \CT's Residentia0 Master Cuslorn.doc 96„, lnspection arKJ approval of rilecIfffarikfaf systems requkfed befc)re framing bspecflon. E1,9pANCi 97. ice & water shieki shallb.installed on pitches ReSS than 4/12, and per the approved plans. 98. Roof coverings have a required fire classification.. 99. Roofs shall be protected fron the weethe prior to installing insulation. 't 00. hoof coverings shall be installed, inspected a d approved prior to stocking or installing drywall. R701.2 in Roof coverings shall be installed for nigh: wind, per the Manufacturer's instructions. 102. In progress mid -roof and final roof inspections are required. 1 03. Inspection an approval of roof coverings required before 'framing inspection. GLAZING 104. Provide safety glazing at all hazardous locations, per IRC R308.4 105. LI-factors shall conform to Energy Compliance docurnenlation, See Energy Compliance Documentation, 1 06. Inspection and approval of wall fleshings required before or with framing inspection. 107. All glazing shall be installed per the manufacturer's installation instructions and prior to installing insulation. 1 08. U-factor stickers and manufacturers installation Instructions to remain affixed to glazing until after inspection. 109. See exterior veneer for water resistive barrier requirements. INSULATION 110. Insulation shall not be installed until the building interior is protected from the weather by water resistive barriers on the entire building envelope. Said arriers require inspections ( see Exterior Veneer section). 111. Insulation inspections are required, Batt and loose blown wall insulation must be installed 100% before calling the inspection. 11 2. Energy Code Compliance is required, R-Values shall conform to Energy Compliance Documentation,. 113. Loose -till insulation is not an approved material for use as fireblocking, unless specifically listed as such. 114. Rigid board insulation shall he protected from UV rays and physical damage. 11 5. inspection and approval of insulation required before drywall installation. Certificate of installation for wall loose -fill insulation shall be onsite in permit packet at time of inspection. Certificate of installation for attic loose -fill shall be posted at the attic access at the construction final inspection. 116. All foam plastic insulation requires a. thermal barrier, C\Docurnents and Sellingslaaude Trautield\My Documents\My inspection checklists \CT's desktop P'reCon Beta \CT's Residential Master Custom.drx, 117. Gyo)sum r,..)oard inspections are required prior to mud and ...ape ft 1 8„ Horizontali instaliations for gypsion board are per gyp -urn standards / specifications, 19. 5/8" or ceiPing Wird is required on cieiMigs vvith trarning rnernbers sli")aced more than "16" 0.C. 120. All gypsum products exposed to the weather shall be listed for such use 121. Gypsum board shall not be stocked or inst;;,'Illed prior to roof and wall coverings being properly nstalleO, inspected and approved. 701.2 122. No penetrations through fire -resistance -rated construction without Department review & approval. FIRE -RESISTANCE -RATED CONSTRUCTION 123. N/A 124. N/A 125. Fire Blocking inspection and approval required before or with framing inspection. EXTERIOR VENEER 126. Minimum 6" is required between grade and top of foundation. 127. Inspection and approval of water -resistive barriertflashings (house wrap/window/door) required prior to installing exterior veneer or interior insulation. In progress inspection may be called with at least 50% of installation completed. No siding or stucco to be installed until this inspection has been completed with approval to proc d. 128. Water -resistive barrier to cover the entire wall, shingle effect and per manufacturer's instructions, 129. In progress stone/masonry veneer inspections (paper, wire, etc) are required. 130. EFIS systems to be installed per Manufacturer installation instructions, installer certilications, inspections and compliance certificates. instructions to be on site for inspections. 131. Stucco and stone veneer to be installed per Manufacturer installation instructions, certifications as required, and inspections. Instructions to be on site for inspections. 132. All veneer shall be installed per manufacturer's installation instructions. 133. anufacturer's installation instructions shall be available for all veneer inspections. ADDITIONAL INSPECTION INFORMATION 134. Inspection requests shall be made by 4:00 p.m. the previous workday, Subcontractors shall call their own inspections. Provide contractor name doing work and Town license number, job address, permit number, and type of inspection. Include a phone number where you can be reached and where the permit package is kept on the job site. 135. Partial inspections requests are acceptable for some but not all -- trades (by unit/room, by trade, by floor, by area, etc). CADocuments and SettingsCaude 'IraufiektMy Documents\My inspection checkksts\CT's desktop PreCon Beta1C Residential Master Custom.doc "136. Onsp)eekon requests can specify ,AIVI or 1.""1\0, btftVVot be guaranteed, except for concrete, "1373 C.).esign bttdid items: a.re subjeet to 'HOU inseeckens and .3halIC cornpty waV-i locally adopted codef..,,„ 113 $100 reeinspection fees !,...»aH bc. assessed if work rd not ready 'for inspection or erevk,us corrections ha not been made. Subsequent il'ispections shall not be provided unV re -inspection fees have been paid, 139. $100 re.,,ainspection fees sf)aIN be assessed a dean eJte and safe access ue not provdE.K.l for inspections. Inspection access (housekeeping trenches, ladders, scaffolding, etc.) shall be compliant with OSHA requirements,. .,"3t.lbsequent. inspections shall not be provided until re-insoectbn fees have been paid. 1 40. Nothing shall be concealed before ins ecton and a proval. C: \Documents and Settings\Ciaude 1 rauilc!\My DocurnentstMy Unspection checklistsiCis desktop PreCon Beta\CT's Residential Master Custom.doc rximurrl Giazing area window to wall % (a) (b) (c) (d) (e) (f) (9) (h) Maximum ENE OWN C. Bm:: t. AftK ,.GY C ° SE,, VA N iRftG (Table l� N1102.1) Estes Park Single-Farnily Pre Minimurrk Minimum M4nirtIUnl Minimum Floor Ceilings R-value or R-Value over unheated space r°1 Fenestration U-Factor Skylight U--Factor thi Frame Wall R- value NA 50 65 38 13 19 or NA 35 .60 NA 35 .60 49 21 10% .38 .50 38 13 ,50 14% 16% .32 .50 15 15 Mass Wall R-value. oa) iptive Packa le, tions Minimum 1 Min rnui't1 Minimu ent Wall R-value .ontlnuous/ cavity 10/13 15/17 Slab perimeter R value/ Depth raD 10/2 fit. 10/2 ft. 10/4 ft_ 10/2 ft. 10/2 ft. 10/2 ft. 10/2 ft, 10/2 ft. Crawl Space R-value ont/cavity Igo 11/13 Minimurn Heating/ Cooling efficiency Rating (AFUE) 90/12 80/10 Elect. Heat 0/10 eon 60/10 80/10 80/10 R-values are minimums. U-factors Solar Heat Gain Coeffecient (SHGC) are maximum. R-19 shall be permitted to be compressed Into a 2X6 cavity. The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. The first R-value applies to continuous insulation, the second to framing cavity Insulation;; either insulation meets the requirement,. The R-5 shall be added to the required slab edge R-values for heated slabs. Or insulation sufficient to fill the framing cavity, R-19 minimum. '13+5 means R-13 cavity insulation plus R-5 Insulated sheathing. If structural sheathing covers 25% or less of the exterior, R-5 sheathing is not required where structural sheathing is used If structural covers more than 25% of exterior, structural sheathing shall be supplemented with insulated sheathing of at least R-2". Nominal log thickness of 6 inches has a mass wall R-value (8.3), an 8 inch log is (11.3), a 10 inch log is (13,9), and a 12 inch log is (16.5), In addition the Town of Estes Park will accept any Zone 13 Family Prescriptive Packages (see next page) In the 2003 IECC, any trade off ResCheck Compliance Report that passes using 6368 Heating Degree Days, and any Performance Rating, such as E-Star, of 82% & higher. Please highlight which option you are building this permit under. T©tal Gross Window Area including patio doors and basement windows. Window Ty f� Quantit Q Y( ) Width Hai s ht H Urtit Area A = W x H Total Area Q x A U-factor SHGC First Floor Second Third Floor i3aserrreart Total Gross YNfirwdo w Area k .w_._ Sum Continued on back. Tot& Exteric F-Tectangt.5r WallHeIghtjij ° — Insulated Cathedral Ceiling Triangular Height ( Total Gross ExterorWaIl d Pe 1 Are not Includi LInea foet of extGrlorII (L) Lineal feet of exterior wal basement walls _ ReetEsi EiLlar Area H x L Triangular Area 1/2 H x L Percent of Gross Window Area to Gross Exterior Wall Area Gross Window Area Gross Exterior Wall Area Window Area Divided by Wall Aroa ment Sized to ACCA Manual J, ath Edition by HVAC Contractor Furnace Make Model Efficiency 1 Rating BTUH of Furnace AC Make & Model Efficiency Rating Size of AC Name of HVAC Contractor (a The following hermal design parameters shall be used for calculations required under this code: Winter Outdoor Design Dry-bulb (1 degree F); winter Indoor Design Dry-bulb (72 degree F); Summer Outdoor Design Dry-bulb (91 degree F); Summer Indoor Design Dry-bulb (75 degree F); Summer Design Wet -bulb (59 degree F); 6368 Heating Degree Days. (b) All heating and cooling equipment shall be sized such that the total sensible capacity of the cooling equipment does not exceed the total sensible load by more than 7% for cooling -only applications; or by more that 25% for cold -climate applications in accordance with the procedures In ACCA Manual J, 8' Edition, using the above thermal design parameters. All ducted air -distribution heating and cooling systems shall be sized using cooling loads or whichever has the higher demand cfm. All heating and cooling equipment shall be tested to ensure such equipment Is operating within the manufacturersrecommended parameters and standards according to the applicable protocols established by the building code official and in accordance with the mechanical code adopted. 070 586 0240 C:connmtnRy Dovelopmen OWNEFi NAME: CONTRACTOR NAME: . I PHYSICAL ADDRESS (Lot, 03.20 35 p m 12 10 '200"/ CO E CIALJ ESIDE AL FI)(TURE UNIT VALUES (New Commercial/Residential Construction, or Commercial/Residential Remodels) /0.)0 EL: fi-Ao39A. 1 Vdr MAILING ADDRESS: FIXTURE TYPE 3 /10 DEMO * EXISTING ROUGH-1N NEW TOTAL X FIXTURE VALUE Bathtub & Shower Combo Bathtub only 00 Shower only 1 Drinking fountain (cooler) Drinking fountain (public) Kitchen sink i Lavatory pin Laundry trays 0 Serviro oink Urinal, pedestal flush valve Urinal, wall or stall Trough (2unit) Water closet, flush valve Water cioset, tank type Dishwasher i Washing machine Hose bib Other: umer: A Reid Inspection by Wa +14 x x 4= x 4= X 1 = x 2 x 3 = x 2 = X = x 3 = x 35 = x 12 = X S5 = x 3 tt x 4= x x x Department personnel is requiid to vefy wsth/demo flxtwes PEFORE any work begins. DO NOTWRITE BELOW THIDLINE FOR OFFICE ME ONLY Cl Fixture unit cost: $362/unit for new construction (new tap) El $47.50/unit or $190/unit for additions to existing water service The fee is based u purchased and the fees in effect at that time. Total number of fixture units' X $ per unit = Comments: al Total amount due BY: WATER DEPARTMENT, TOWN OF ESTES PARK Menem uildineRarnsWarious Rums Unit Value - revised,doc DATE Revised 9/1/06 CB Tern", 7 Structural Engine6 3132 Indigo Circle South Fort Collins, Colorado 80528 (970) 2.15-8361 Telephone January 28, 2008 Ms, Carolyn Endaffer City of Estes Park Colorado P.O. Box 1200 170 MacGregor Ave Estes Park, Colorado 80517 Re: Structural Plan Review Comments Moon Residence 2230 Arapaho Road TSEI File No: 07002-S Dear Ms, Endaffer: In response to the City of Estes Park's review comments for this project, the folio ing modifications have been made and are as follows. Item 1 The posts for the deck will have a maximum spacing of 12 feet on center, Item 2 The LVL beam located at the basement stairway opening will be revised to consist of (2) 1 3/4" x 11 7/8'LVL's in place of the single 1 3/4" x 11 7/8" LVL, Item 3 The header at the garage man door will consist of a double (2) 2 x10 beam, Item 4 The headers for all basement windows and doors on the exterior walls will consist of (2) 1 3/4" x 9 1/2' LVL's. If you have any questions or need additional information, don't hesitate to contact us. Sincerely, Templeton Structural Engineering, Inc. William T. Templeton, P.E. Citf,Vot, November 5, 2007 EARTH ENGINEERING COMPANY, INC D. J. Custom Homes 5160 Clearwater Drive Loveland, Colorado 80538 Attn: Mr, Dave Larkins Re: Geotechnical Subsurface Exploration Report 2230 Arapaho Road Estes Park, Colorado EEC Project No. 07-01-219 Mr. Larkins: Earth Engineering Company, Inc. (EEC) personnel have completed the geotech.nical subsurface exploration you requested for the proposed residence to be constructed. at 2230 Arapaho Road located in Estes Park, Colorado. Results of the requested subsurface exploration are provided with this report.. We understand the single-family residence will be either a one or two-story wood frame structure supported over a walk -out basement. We expect foundation loads for that structure would be light with continuous wall loads less than 2 kips per lineal foot and individual column loads less than 50 kips. Small grade changes are expected to develop final site grades for the structure. The purpose of this report is to describe the subsurface conditions encountered in the test borings completed within the identified building envelope on the site and provide geotechnical recommendations for design and construction of foundations and support of floor slabs. The residence site is located at 2230 Arapaho Road in Estes Park, Colorado. Site infrastructure, including utilities and pavements, has been installed at the site. The lot is currently covered with sparse vegetation and generally slopes toward the south with maximum difference in ground surface elevation across the building envelope of approximately 2 to 3 feet. P.0 Box 271428 FORT COLLINS, COLORADO 80527-1428 (970) 224- 522 (FAx) 653,0282 F-,,0 Box 493'22 COLORADO SPRIND5, COLORADO 80949-9322 (719) 442-6813 (FAx) 447-9535 1111,161;„11,„„ Eanh Engineering Company,. Inc. EEC Project .No, 0..7-01-219 November 5, 2007 Page 2 To develop information on existing subsurface conditions in the area of the proposed residence, two soil borings were extended to a depth of approximately 14Y2 and 15 feet below present site grades. The locations of the test borings were established in the field by a representative of D. J. Custom Homes. The borings were performed using a truck -mounted, 04E-45 drill rig equipped with a hydraulic head employed in drilling and sampling operations. The boreholes were advanced using 4-inch nominal diameter continuous flight augers and samples of the subsurface materials encountered were obtained using split -barrel and California barrel. sampling procedures in general accordance with ASTM Specification D-1586, All samples obtained in the field were sealed and returned to the laboratory for further examination, classification and testing. EEC field personnel were on -site during drilling to evaluate the subsurface conditions encountered and direct the drilling activities. Field boring logs were prepared based on observation of disturbed samples and auger cuttings. Based on results of the field borings and laboratory testing, subsurface conditions can be generalized as follows. Approximately 12 inches of topsoil and/or vegetation was encountered at the surface at the boring locations. The topsoil/vegetation was underlain by brown decomposed granite bedrock. The very dense to extremely dense decomposed granite bedrock encountered in the borings extended to depths of approximately 141/2 and 15 feet below present site grades where the borings were terminated. Observations were made at the time of drilling to evaluate the presence and depth to free water at the test boring locations. At the time of drilling, no free water was observed in any of the borings completed on this property. Longer -term observations in holes which are cased and sealed from thc influence of surface water would bc required to more accurately evaluate groundwater levels and possible fluctuations in those groundwater levels over time. Fluctuations in groundwater levels can occur based on hydrologic conditions and other conditions not apparent at the time of this report. Zones of perched and/or trapped water may also be encountered in more permeable zones within the subgrade soils at times throughout the year, Para' Engineering. Company., Inc. EEC Project No. 07-01-219 November 5, 2007 Page 3 The stratification boundaries indicated on the boring logs represent the approximate location of changes in soil and rock types; in -situ, the: transition of materials may be gradu.al and indistinct. Bedrock classification was based on visual and tactual observations of disturbed samples and auger cuttings; coring and/or petrographic analysis may reveal other rock types. In addition, the sod borings provide an indication of subsurface conditions at the test locations; however, subsurface conditions may vary in relatively short distances away from those borings. Potential variations in subsurface conditions can best be evaluated by close observation and testing of the subgrade materials during construction. If significant variations from the conditions anticipated from the test borings appear evident at that time, it may be necessary to re-evaluate the recommendations provided in this report. ANALYSIS AND RECOMMENDATIONS Footing Foundations Based on the materials observed in the test borings, it is our opinion the proposed lightly loaded single-family residential structure could be supported on conventional fopfirjs, foundations bearing in the natural very dense to extremely dense decomposed granite bedrock. We recommend all foundation footings extend through the overburden soils encountered, and be constructed to bear directly on the decomposedgranite bedrock. For design of footing foundations bearing on the natural, very dense to extremely dense decomposed granite bedrock, we recommend using a net allowable total load soil bearing pressure not to exceed 3,009 posf. The net bearing pressure refers to the pressure at foundation bearing level in excess of the minimum surrounding overburden pressure. Total load should include full dead and live loads. Exterior foundations and foundations in unheated areas should be located at least 15„0„ inchesbelow final adjacent exteriorgrade tomplovide frost protection. We recommend formed continuous footings have a minimum width of 12 inches and isolated column foundations have a minimum width of 24 inches. Trenched foundations or grade beam foundations could be used in the granite bedrock. If used, trenched foundation should have a minimum width of 12 inches and formed grade beams should have a minimum width of 8 inches. Earth Engineering Company, lino. EEC Project No, 07-0 -219 November 5, 2007 Pa2.e 4 No unusual problems are anticipated in completing excavations required kir construction of the footing foundations. Some difficulty may be encountered in excavating the decomposed granite bedrock. Chipping or blasting may be necessary to excavate the cemented portions of the bedrock. Care should be taken during construction to avoid disturhin joundation bearing materials. Foundation bearing materials which are loosened or disturbed by the construction activities or materials which become dry and desiccated or wet and softened should be removed and replaced or reworked in place prior to placement of foundation concrete. We estimate the long-term settlementof footing foundations designed and constructed as outlined above would be less than 1 inch. Footings should be placed on like materials where possible. Differential settlement may occur between foundations supported on differing materials.. Slab -on -Grade Subgrades In any slab -on -grade areas, those slabs may be supported on existing site soils or newly placed and compacted fill. All existing vegetation and/or topsoil should be removed from the floor or flatwork areas. After stripping and completing all cuts and prior to placement of any fill, floor slabs or other flatwork, we recommend the in -place soils be scarified to a minimum depth of 9 inches, adjusted in moisture content and compacted to at least 95% of the material's maximum dry density as determined in accordance with AS1M Specification D-698, the standard Proctor procedure. The moisture content of the scarified soils should be adjusted to be within the range of ±2% of standard Proctor optimum moisture at the time of compaction. Scarification and compaction would not be needed in areas where the slabs would be supported entirely on the decomposed granite bedrock. Fill soils required. to develop flatwork subgrades should consist of approved, low -volume change materials which are free from organic matter and debris. The on -site soils could be used as fill beneath the floor slabs or exterior slabs -on -grade. Care should be taken to thoroughly break up the decomposed granite if that material will be used for fill. We recommend fill. for floor slab support be placed in loose lifts not to exceed 9 inches thick, Earth Engineering Company„ kw. EEC Project No, 07-01-21.9 November 5, 2007 Page 5 adjusted in moisture content as recommended for the scarified materials and compacted .to at least 95% of the material's standard Proctor maximum dry density. After preparation of the subgrades, care should be taken to avoid disturbing the in -place materials. In addition, care should be taken to avoid excessive drying of the site materials. Soils ‘vhich become loosened or disturbed or materials which become dry and desiccated or wet and softened should be removed and replaced or reworked in place prior to placement of the overlying improvements. Below Grade Areas We recommend a perimeterdrain system be installed around all below grade areas to reduce the potential for hydrostatic loads on the below grade walls and to help prevent accumulation of infiltration water in below grade areas. In general, a perimeter drain system should consist of perforated metal or plastic pipe placed at approximate foundation bearing level around the exterior perimeter of the structure. The drainline should be surrounded by a minimum of 6 inches of appropriately sized granular filter soil and either the filter soil or drainline should be surrounded by a filter fabric to help reduce the potential infiltration of fines into the drain system. The drainline should be sloped to provide positive gravity drainage of water to a sump arca or gravity outfall where reverse flow cannot occur into the system. Backfill placed adjacent to the below grade walls should consist of approved, low - volume change soils which are free krom organic matter and debris. The on -site soils could also be used for fill. Care should be taken to thoroughly break up the decomposed granite if that material will be used for fill. If free draining granular soils are used as backfill adjacent to the below grade areas, we recommend the top 2 feet of material be an essentially cohesive material to reduce surface infiltration in the backfill. The backfill should be placed in loose lifis not to exceed 9 inches thick, adjusted in moisture content and compacted to at least 95% of the material's maximum dry density as determined in accordance with the standard Proctor procedure. The moisture content of the backfill should be adjusted to he within the range of ±2% of standard Proctor optimum moisture. Earth Engincoing Company, Inc,„ EEC Project No, 07-01-219 November 5, 2007 Page 6 Care should be taken in placing and compacting the wall backfill toavoid placing undue lateral stress on the below grade walls. We recommend compaction using light mechanical or hand compaction equipment. Basement walls for residential structures are commonlv'. designed using an active lateral stress distribution analysis. In that analysis, slight rotation/deflection of the basement wall is assumed. A deflection, equal to approximately 0,5% times the height of the wall may be assumed for development of the active stresses. That deflection can result in cracking of the basement wali concrete., particularly towards the center of spans, Based on an active stress distribution analysis, we recommend an equivalent fluid pressure of 35 pounds per cubic foot be used for design of the below grade walls. That equivalent fluid pressure does not include a factor of safety nor an allowance for hydrostatic loads. Surcharge loads placed adjacent to the tops of the walls or point loads placed within the wall ba.ckfill can also add to the lateral stresses on the below grade walls. Other Considerations Positive drainage should be. developed away from the structure with a minimum slope of 1 inch per foot for the first 10 feet away from the building. Care should be taken in planning of landscaping adjacent to the residence to avoid features which would pond water adjacent to the foundations or stemwalls. Lawn watering systems should not be placed within 5 feet of the perimeter of the building and spray heads should be designed not to spray water on or immediately adjacent to the structure. Roof drains should be designed to discharge at least 5 feet away from the structure and away from the pavement areas. General Comments The analysis and recommendations presented in this report are based upon the data obtained from the soil borings performed at the indicated locations and from any other .information discussed in this report. This report does not reflect any variations which m.ay occur between borings or across the site. The nature and extent of such variations Earth Engineering Company, Inc. EEC Project No, 07-01-219 November 5, 2007 Page 7 may not become evident until construction. If variations appear evident, it will be necessary to re-evaluate the recommendations of this report. It is recommended that the geotechnical engineer be retained to review the plans and specifications so that comments can be made regarding the interpretation and implementation of our geotechnical recommendations in the design and specifications. h is further recommended that the geotechnical engineer be retained for testing and observations during earthwork and foundation construction phases to help determine that the design requirements are fulfilled, 'fhis report has been prepared .tbr the exclusive use of D.J. Custom Homes for specific application to the project discussedand has been prepared in accordance with generally accepted geotechnical engineering practices. No warranty, express or implied, is made.. In the event that any changes in the nature, design or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the conclusions of this report modified or verified in writing by the geotechnical engineer. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we can be of further service to you in any other way, please do not hesitate to contact us, Very truly yours, Earth Engineering Company, Inc. Michael J. Coley, P.E. Principal Engineer DRILL A-NG AND EXPLORATION DRILLING & SAMPLING SYMBOLS: SS: Split Spoon - 13/8" ID., 2" 0,D,„ unless otherwise noted ST: Thin -Walled "tube - 2" 0.1)., unless otherwise noted R: Ring Barrel Sampler - 2,42" I D„ 3" O.D. unless otherwise noted PA: Power Auger HA: Hand Auger DB: Diamond Bit = 4", N, B AS: Auger Sample HS: Hollow Stem Auger PS; Piston Sample 'WS: Wash Sample FT: Fish Tail Bit Ra Rock Bit BS: Bulk Sample PM: Pressure Meter WB: Wash Bore Standard "N" Penetration: 817, vs per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D. split spoon, except where noted, WATER LEVEL MEASUREMENT SYMBOLS: WL : Water Level WCI: Wet Cave in DCI: Di-y Cave in AB : After Boring WS : While Sampling WD While Drilling BCR: Before Casing :Removal ACR: After Casting Removal Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious soils, the indicated levels may reflect the location of ground water, In low permeability soils, the accurate determination of ground water levels is not possible with only short term observations. DESCRIPTIVE SOIL CLASSIFICATION Soil Classification is based on the Unified Soil Classification system and the ASTM Designations D-2488, Coarse Grained Soils have move than 50% of their dry weight retained on a #200 sieve; they are described as: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are described as clays, if they are plastic, and silts if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents rnay be added according to the relative proportions based on grain size. In addition to gradation, coarse grained soils are defined on the basis of their relative in -place density and fine grained soils on the basis of their consistency. Example: Lean clay with sand, trace gra‘el, stiff (CI.); silty sand, trace gravel, medium dense (SM), CONSISTENCY OF FINE-GRAINED SOILS Unconfined Compressive Strength, Qu, psf < 500 500 - 1,000 1,001 - 2,000 2,001 - 4,000 4,001 - 8,000 8,001 - 16,000 Consistency Very Soft Soft Medium Stiff Very Stiff Very Hard RELATIVE DENSITY OF COARSE -GRAINED SOILS: N-Blows/f1 0-3 4-9 10-29 30-49 50-80 80 Relative Density Very Loose Loose Medium Dense Dense Very Dense Extremely Dense PHYSICAL PROPERTIES OF BEDROCK DEGREE OF WEATHE,RING: Slight Slight decomposition of parent material on joints. May be color change. Moderate Some decomposition and color change throughout. High Rock highly decomposed, may be extremely broken. HARDNESS AND DEGREE OF CEMENTATION: Limestone and potomite: Hard DiffIcult to scratch with knife. Moderately Can be scratched easily with knife. Hard Soft Cannot be scratched with fingernail. Can be scratched with fingernail, Shale, Siltstone and Claystone: Hard Can be scratched easily with knife, cannot be scratched with fingernail. Moderately Can be scratched with fingernail, Hard Soft: Can be easily dented but not molded with fingers. Sandstone and Conglomerate: Well Capable of scratching a knife blade. Cemented Cemented Can be scratched with knife. Poorly Can be broken apart easily with fingers. Cemented UNIFIED IL. CLASSIFICA,TION"zr Criteria tor Assigning Grow Symbols one Creep names Listric Laboratory Tests Soil Classification Group Gecep11e Coarote-Grainod Gravels, rnore thon Clapp Cr OVEiS Less Soils more than 50% of coarse. thon 5% fines Go te4 end <Co GW Well-groded crOVEW 50 r€tos ed on (ruction r to rn No. 200 on No, 4 15'i:VF!, (.uC4 CrId/Ur r.,,Cc.."),3' CP Poorly-- grociect grovel' Grovels with Fines Fines classify cis PL. or MH GM Silty grovel, 6,,H more thon 122 lines Fines clossfy o GC Clayey. Grovel Sends 502 ar more coarse fraction posses No. 4 sieve ins -Grain ed Silts ond Cloys Soils 50% or Liquid Limit loss Clean Sands Les3 CLI:.5 and I<Gott„,,5` sw Well-oraderl °send' than 51 fines Cu.a3 and/or 1oCc>3' SP Pcorty-croded sand' Sand'5 with icittas Foes classify os ML orIqH SM oty sand"' more thon 122 flnes Ran Glossi/y CL5 Cl... or CH Oldyey sand`''' rrore]oniet Fl>7 sod plats on or above ALrio co Leancl y murie pusses the than 50 Pl<4 or plats below "A"Lin& nA.L. sfit''" No. 200 sieve -- -- argorPC7 Liquid Limit - Oven dried Organic cloy t-PQ. i<Ot7,5 OL s_.Liquid Limit - not dried Organic silt " es,___„ Silts and Cloys inorganic Pl plots on ar above -A-Line CH Fat cloy Liquid Limit 50 or more PR plots below "A'Line hrtt1 Elostio Hirghiy organic SOH S. 'Booed on Oat material: passing the aran.. aim) 516600 NY field rampt60 rpn hakrted cot:IV:Peet or Pr.PLAPprs, qm' Ipprth, odd -alth itabiatio b,p(Pdars, b th 1.0 group name. .q;ripvelm wPAI 5 to 12.77; finap requir665 06up0 iymbobc OW -Gat itata0 graded ''661 th sin OW 1501weill-graated aro vel with day GP -GM pporly-grodcd woad waft sal ,GP -GC poorly-gradtpl igrppovP wALP day 'Scolds Milt 5 to litt nods retaare dual py661455,601 SW-94 *pH -graded land Iwth yeePi.-gracipP. sand .Ath aPpy ,SP-SM poorly grodnd PrJnd with ,:dPlk sp SC pporly foodrd WIA16 "rah ctloy 40 1.6 re ve- er 10 majOrtic undid - oven dried <0,75 OH Lipoid Limit - not dried Orgartre silt" Or con ic cl y PHmorily organic mutter, CiOrlfu n oolor,, end orgonic odor PT Peat 0„,610,Cceti C-P;'"" '11 n1 untoins '15%; Pans, nd5.4111 'Po-Prla grpup oprree, iTtl nets clessily CL-tiri, WU! dooll 5).511 X-CM, or SC -SM, 'If Fora 'or e orgunic,, od<rwtth orgonic finaPP.I:o 3r- SUP 11011166 so4 t )1,7•40ruvel, udd.wilh vow!. 9roup ppm, Attirrhfrp rurnits plots. sh.oded nren, EPTO is a -50, olly nloy. For Onszifgarex, 11 41e-pr61ntd ppga ord finp-gruippi Podkpr. 01: 1644r066.- ppPn.e.0 6,1,0166Ann el'A `,6,0 hr./12./1W pt PI-4 14 25,5. WM IN-0, 73. NI-' Er,,,,ortyl 1661 ir-rom YtrOgpa 1.1,40 f;" 72T, M on 0 111 ha 111 4.0 ta to 1000i tt fiflAii (Lli.) Ak:ii Lpolskul 15 to 2:41r.pIcop No. 2110, odd th t•trot- rwr ,,Tovcr, whk„Perzr 166 161665 PriL 31`..r pkoi No, 200 PricOPmilantly Zignicl, add .5u611y Ls 00,110, .4 SC% cp4IIP:inn 4 2<Z010u6666, 21)1) prodardroahlOy 9rpvr...t, cdd rgra,P1; 06 raup "Pt"„4.4 cold p 0 13 Lp on err Qt., o vot A' 066 6666 pkalte, 55060 'P1 pl1,1o.,r,s,55osn "A• Otrlow "A' grir. N Not To Scala B- 1 BORING LOCATION Sp TE PHOTOS Kh1, I bV @NACCYgN Cr ARROW BORING (LOCATION DIAGRAM 2''230 ARAPAHO ROAD ESTES PARK, COLORADO PROJECT NUMBER: 07-01-219 DATE: OCTOBER 2007 EARTH ENGINEERING COMPANY 11111111111111111111 „„„11,,i, r 1,1,1111111 1111III 4/ 1,111111111111111 olnu ;,fl01//f uuuu H,111,11111uut11 ' u 1111'" 111' 111111111111111111111111111 11111111111111111111 2230 ARAPAHO ROAD ESTES PARK, COLORADO EEC PROJECT No. 07-01-219 OCTOBER 2007 s„11111111111110111111111111r 11"""""1 PROJECT NO: 07C121 2230 ARAPAHOE, ROAD ESTES PARK, COLORADO DATE' OCTOBER 2007 LOG OF BORN5-1 IG TYPE: C E45 FOREMAN: S AUGOR TYPE: 4" CFA SPT HAMMER: AUTO START DATE SHEET 1 OF 1 WATER DEPTH 10730/2007 WHILE DRILLING OR. DESCRIPTION --------- 12"' TOPSOIL AND VEGETATION DECOMPOSED GRANITE brown very dense extremely dense very dense SS SS FINISH DATE SURFACE ELEV 10730/2007 AFTER DRILLING None None N/A 24 HOUR NIA FEET) 1 2 4 A 10 11 12 13 14 15 (BLOWS/FT) 41/8" CIU (PRE) MC 2.3 OD 1PCF) A -LIMITS -20.0 OWELL PRESSURE IS IL, SOSPSF 5015" 2.0 5012" .6 0/9" 4.6 15 BOTTOM OF BORINIG 16 17 1 19 20 21 22 23 24 2 Earth Engineering Company 2230 ARAPAHIOE ESTES PARK, COLORADO ROAD PROJECT NO; 07.'01-219 DATE: OCTOBER 2007 LOG OF BOIRINGE-2 RIG TYPE' CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN: SM START DATE 1010/2007 WHILE DRILLING None AUGER TYPE 4" CFA FINISH DATE 10130/2007 AFTER DRILLING None SPT HAMMER: AUTO SURFACE ELEV NIA 24 HOUR N/A SOIL DESCRIPTION 0 N ou PAC DO A.LIMITS 400 SWELL PE FEET ERCWS1FTL PSF % PCF PI _ PRESSURE % e NO PSF 12" TOPSOIL AND VEGETATION .___C?21_ DECOMPOSED GRANITE brown very Cense - - - - 3 4 ISS 28/7" - 4.5 6 7 B extremely dense _ 50/1" 8.0 10 1/ 12 •1 - - /4 50/1" 4.2 14 5BOTTOM OF BORING 15 1 17 - - 18 - - 1 20 21 22 3 .. - - 24 25 Earth Engineering Company .o q.A. .(4 1:7 C.: 775 r-: 01 .."...-2) (4) t0 C.) 4-4 .7Z 10 ci) ..rt 41),C7 rO. ra (4) _C)c::7, £"'",,,' 4-, `5.,,•"" C. 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PROAADE D l3 AKHO SOLIS SPACED AT r 0„C, WrTH rMUM FAME NIS NT OF fr DErc,'), CArMe2 E FOUNDATK, 4 PROVIDE. 2 - HHOCH4-8= 5 HaD-DCA MTH 2 VT SCREWS AT EACH SHEARWALL LE2CTION ri5545- 1)01-) knt515154 55 01,11641111,1111,11,111,11,11 prtm 1110, MOM MTN IDNY 1,0,10110, INTifrriAla 0;01' figib, R 13 5./0,25 NINO 1,11 • (:) N RES di DENC 230 ARAD/HOE ROAD E STE ST I) • RE:, ( (M RADO t re" Da 15 r 1311A„CED f,IA11., DE1'AII„,f .RE/ R (,)F RES!, D 13 55:0, e b."225, 10,)„,H! W T" 1331 b yr e r ,,0 Waq 7 Fort Cotes Truss PH.: 970.484.7313 FX: 970.491.9842 TOLL FREE: 888.878.7748 BATCHJOB:11622-REVO8 Date: 1/23/2008 FORT COLLINS TRUSS 201 NW FRONTAGE ROAD FORTCOLLINS, CO 80524 (970) 484-7313 Sales Rep:ROX Designer:ROX ITEM 1 2 4 6 8 9 10 11 12 8 13 14 QTY TRUSS ID 2 BV 24.00"0C 0* 6" 3 1"11 2 BV1 24.00"0C 0 6" 2 BV2 23' 8" 0 24.00"0C 0' 6" 911 2 BV3 23' 8" 0 24.00"0C 1214.„..,tmi„,;„ 0' 6" 3 r 1"11 2 BV4 23' 8" 0 24.00"0C 0' 6" 2' 5'11 2 BV5 {{_23' 8" 0 5.0 24.00"OC 2' 9"11 1 BV6 8" 0 5.00 24.00"0C 0' 6" 3r 3' 2" 4 2 SVG 23' 8" 0 24.00"0C , 6" 3 GG 23' 0" 0 24.00"OC (), 4" 4,, 3 1 GG1 12' 4" 0 6.00/0.00 24.00/ 24.00"0C page 1 of 3 Quote# 11622-REV08 DJ' Custom Homes 5160 Clearwater Drive, Loveland, CO 80538 970-207-0300 phjfx. / 310--0706 Cell Dave Larkins djlarkins@comcast.net Job:Moon Residence - Revised 1/22/08 TBD Estes Park,C0 2 GGRD 24.00"0C .--5,--""' 0' 4" 35'._......LL._......LL........_2;4: 4 3 GT 4N-.,23' 0" 0 6.00/0.00 24.00"0C .". 0' 4" 3='''"'--L'''''''''O' 4" 31 -- 1 LG 28' 0" 0 4.00/0.00 1 i 0' 9" 0,-4,A111,1„...12.12Ig)' 9" 0 12 LV 28' 0" C.) 4.00/2.00 24.00"0C 0' 9" 0-- :f...7,0, 9. 0, Loading:4010 10 24.00"0.C. 105 MPH SPAN PITCH OVERHANGS{ PRICE 8" 0 5.00/2 00 24.00/ 0.00 8" 0 5" 10 5.00/2.00 24.00 5.00 2.00 5.00/2.00 5.00/2.0 5.00/2.0C1 6.00/0,00 12' 4" 0 6.00/0.00 0.00 24,00/ 0.00 24.00/ 0.00 24.00/ 0.00 24.00/ 0.00 24.00/ 0.00 24.00/ 0.00 24.00/ 0.00 0.00 0.00/ 0.00 24.00/ 0.00 24.00/ 0.00 24.00/ 0.00 PDF created with pdfFactory Pro trial version wwvv,.pdffactoryco RATCHJOB:11622-REVO8 ITEM QTYFTRUSS ID SPAN 15 3 LV1 28 0" 0 I 24.00"0C ,,ILLLT:ILL(L,L, 0' 9" a,-,°-- 'LL.L(...--1,0' 9" 0 16 4 LVGR 28' 0" 0, I 12.00"0C i 0' 9" 0,- 17 3 P 2' " 0 0' 3"15[16,u(- 18 10 P1 24.00"0C TLL 0° 4" 19 11 P2 24.0.0"0C -0' 3"15L- 01115 20 15 r4' 5' 4" 0 U00"0C 2° 1" 4 21 I 1 PG1 , 5' 4" 0,("11"15 2' 0" 0 page 2 of 3 PITCH OVERHANGS' PRICE 4.00/2,00 24,00/ 24.00 4.00/2.00 6.00/0.00 1' 4" 3 2' 0" 0 4.00/0.00 4.00/0.00 0.00/ 0.00 o.00/ 0,00 24.00/ 0.06 4.00/0.00 0.00/ 0.00 0' 3" 15 :,,,- 2' 1" 4 22 8 PM 7'10" 0 4.00/0,00 24.00/ 0.00 24.00"00 0' 3"15 r211" 4 0 ' ''''' ''''' 23 1 PMG . 7\<' 10" 0 4.00/0.00 24.00/ 0.00 24.00"0C LL, - 0' 3"15,,,L4 211" 4 24 1 RG 20' 0" 0 6.00/0.00 24.00/ ((24(:(02,,, 24.00"0C 0' 4" 3,(LI 25 11 RSG 21' 6.00/3.00 24.00/ 24.00 24.00"0C 0' 4" 3,4('(1(1L0' 4" 3 26 S RT 20' 0" d 6.00/0.00 24.00"0C 27 28 29 5 RV 21' 0" 0F 6.00/3.00 24.00"0C - - 0' 4" ((04" 1 UG 21' 4.00/0.00 24.00"0C 0' 9" 0,,,(Lell, ---(-1.((-((,,,f)" 9" 3 UGRD 23' 0" 0 4,00/0.00 0.00/ 0.0 24.00"0C 0 9" 9" 0 30 1 USG 23' 0" 01 4,00/0.00 24.00/ 24.00 24.00"OC 0' 9" 0. 31 9 UT 21' 0" 0' 4.00/0.00 24.00"0C 0' 9" 32 2, UT1 23' 0" 0 4.00/0.00 24.00/ 24.00 24.00"0C 0' 9" 0,,,,i(L(( 9" 33 1117V' 1810" 8 8.00/0.00 0.00/ 0,00 24.00"0C (Le 0* 0" 0Z(L11._(.„,-_-- LL, 0' 0" 34 1 V2 16'10" 8 8.00/0.00 0.00/ 0.00 24.00"0C (TILL 0' 0" 0.(,(y , 0' 0" 0 35 1 VG 20°10" 8 8.00/0.00 0.00/ 0.00 24.00"0C 0' 0" 0.41-- -„( 0' 0" 0 Miscellaneous Items ITEM QTY DESCRIPTION 36 1 **Read All Materials PRIOR To Installation 37 1 *BCSI-B1 Summary Sheet (Red Sheet) 24.00/ 24.00 24.00/ 24.00 24.00/ 24.00 1.1(11((4L0' 9" Ol 24.00/ 24.00 PDF created with pdfFactory Pro trial version www.pdffactory.con BATCH008:11622-REVO8 ITEM QT.?TRUSS ID page .3 of 3 SPAN PITCH OVERHANGS' PRICE 38 1 *Engineered Drawings sent Certified Mail 39 1 *Layout Accompanies Trusses To Jobsite 40 1 *Price May Change Due To Field Measure 41 1 *Price May Change Due To Load Changes 42 1 *Price May Change Due To Plan Changes 43 1 *Trusses Designed Using IRC-2006 CODE 44 1 Delivery (Estes Park,CO) 45 1 Engineering -Wet Seals/Layout (31-40 setups) 46 203 H2.5T (Hurricane. Clip) 47 13 HTS20 (Hurricane Clip) 48 29 HUS26 Hanger 49 3 LUS24 Hanger 50 1 Nail Girder Trusses 51 100 SDS 1/4inch x 6inch Wood Screws 52 1 Trusses Designed for Composition SHINGLES 53 1 ******************************************** 54 1 *Customer Made Changes To Original Bid: 1/21 55 1 *Customer Changed Upper Floor Roof Pitches 56 1 *Customer Changed Upper Floor Plate Heights Total 132 Sub -Total, 8251.25 Sales Tax @ 2.900; 239.29 Total Selling Price 8490.54 -Any balance left unpaid after 30 days will be subject to a 1--1/2% finance charge. -Wet sealed drawings WILL NOT be sent to the job site. They will be mailed to the address listed above on this quote. P Build Version 1.6.5.480.930 ****************************************************************************** ** Any consideration for back -charges to Fort Collins Truss for any reason ** ** will NOT be allowed unless a prior WRITTEN agreement with a Fort ollins ** ** Truss representative is reached and management consent is granted ** ** Claims must be received within 21 days of truss delivery. If clailns are ** ** received after this time frame, they will be considered invalid. ** ** ** ********* --> Price valid for 30 DAYS<-- ** ** ** It is the responsibility of the contractor/home-owner to ensure ** ** the accuracy of the truss specs on this quote. Truss Contract ** ** AND truss drawings MUST BE SIGNED prior to truss fabrication! ** ** ** ****************************************************************************** Builder's Signature: Date: PDF created with pdfFactory Pro triaV version www.pd actory.com •„„, . , . ErO1348, 0 ,r4rj 0 0 0 0 44 0 44 Cr CL 0 4 0 al. 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L,L2, LI rt 0044 44(1 co Approx Weight: +0' 40 (I) VI 0. (i) 434, a • or 0 0 o 0 0 C! 0; 0 0 1-1-law 111 Lj4- ?- al< > :111 a ,1 54 C.) C.) , +' COM ,n TOTAL-- >6U.OUpsf 061: m0L-2 O ' ': ,,7 P, .2 . 0, 0 i 0-' tt,Z922.2' tr) .L., D. .5.1 4 .o„ 0., .+ ,J. E. LU ."'.0'Zr:^13`.. 2....'11 0 t t60,4g 2 2' ' " Vni '.^; t'Vj (..? • ri cc 7.‘q .;S . `.'. 2, g ,,,, ,,,; ; ,,,.,- 1148 O ,*,,, . 2 > a . 7, :7 L tl : .,:::i = *4t.,-,2..,',. 15. c0"o.,„40.144404flEg5g co utl, ,", .2 0 7,1 c „, i ZiY1111,1!9CiLl 02......2;222 vJav 6.0 ILL , 444. 00 0- 'GIG , 4 014 11= 0 0, ET C 4E! c, o u ... 04) '14' 5 41(1 LL 0 04104410 LL. �w New or light required Y Guardrail — Guandmi required more than 30" � 4� mL Z_ ��� ^Q, ~ � -Open guardrails on decks more than 3Oinches above grade orafloor belmvnhal| have members spaced uothat a4 Inch Uiamoiersphere cannot pass through. � 10^min.mn-- from nosing to nosing -Opefor required guards on the sides of stair treads shall not allow a43@~diameter sphere topass through. Open risers - less than 4^ StalWay Notes: 1 Stairways shall be nW less than 36" in width. 2. Stairway rises shall be not greater than 7 3/4". 1 Stairway treads shall have a minimum run of 1 0" 4 'The length of Run arid the he�ghl of Riser shall not vary nioro than 3/8" in the entire run of the stair. 5Stairs are required to be i�luminaled, GOpen risers pernAed if opening is less than 4". T A nosing not less than 3/4" but not more than 1 1/4" shall be provided on stairways with solid risers, and V��'/1j, 9�*~rjop4 ^�-TC)� Landing, same width msstairs Finished grade Handrail Notes: 1, Handrails shall becontinuous onpt least one side cdstairs with 4 or more risers. 2.Top m/the handrails shall beplaced not less than 34Inches nor more �T7a"5538inoheoabove stair noningu. 3. The handqrip portion of handrails shall be not less than 1-1/4 inches nor more than 2 1/4 inches in CiFCUIar cross section, 4. Handrails shall be placed not less than 1-1/2 inches lrom any wall or other surtaGe, 5. Handraiis to be returned towall, post or safty terminal (per 31 11562 IRC) `1 1/4"-2Y4"max, Wall or other sudace -, 1/2" min, This handout was denr|oppmbythe co|ora*oChan/ernfthe International Code cou,ci|usabauivplan submittal under )e 2003 International Re�idenOal Code, It is not intended over aU circumstances. Check with your Department of 0ding Safety for additional requirements, ptable Handrail, �TOWN OF ESTES PARK P.O. BOX 1200, ESTES PARK, CO 80517 8,7,3(), 03 '1,1111101,1,Ilililill.:1111111ili:I,rIliiiI1II,,,I.1).:,IIIIIIIIIIIIIIIIIIIIIIII!. .11111",":t',.',.',..I"''''Ili'...",..!1.'"J 1111,1]..iti.,,,,,.,.,cpill'Illill111111111.1.fol,1,1,N.11111inilli'61111.111111,.;1,.1,..;,.1...,..(!.. esi 111.1JIII tcoVed , 1, !„II,I::II,,IIIIIIIIII:IIIIII:(IIII':liI.III,'io:'.(i,,,,..h„„„,,,,.,:il,I,I,t'IIIIIIIIIIIII,III1'I'I'I.IIIIIII'..IIIII,IIII.IIII,':I IIIIIIIIIIIII.!!!,''IIIIIIIIIII.II1,liI,I,I',,i,,J:II'",.'I'.,',I,.IIIIII,I,IIIIIIII,IIII,II.I1,II,III,I,',IIIII"!'.'IIIII,I,I.II.IIIIIII'iI.I.I'lIl,III.IIIIIII.11,'Il.,Ii,i',I'IIIIi,',I.III'ijIIII:,tIIIIIIIIji"i'iIIIIII„,!,I,I,II(',.":,;,"'IIIIII,I,II.II:III''I'I'IIIIIIIIIIIIII,IIIII,IIIIIII.IIIIIIIII''I,I,I,IIIIIII:I.II,II:IIIIII.IIII'::::::::III:III,I,I.III',,',IIIIIIIIIIIIIII'.;!I.II'"I"IIIIIIIIIIIII:,l'IIIIIIII,'i',III'II,!:',III.II.IIIII.IIIIII'lIl„I'IIII,I',IIIII,I,I'll.III..IIII'll1,'I'IIIIII,:,III'llj„1„Il,ltll''IIIIIIIIIII''(:IIIIIIIII,I,III.II,I,i"1,:1II.i::IIIIIIIIIIIp'I'IIII''IIIIIII,I.IIIIIIIIIIIIII,IiI.I.IIIIIIIIIIIIIIIIIIII't''IIIIIIIII 11 1.1.1111.1,1,,E,r1,1,%1!)1111111111„1„1),1,1 Directions 1. Hlt in the Hanks on pages 2 and 3 lAfirt) dirnensions and materials which will be used to build the StfLICtUre, Please print legibly% 2.. Indicate in the check 1.)ox which ctetail from page 3 will be used, 11111111 Size and .Amount of Las '/< (e, xampfe.: 14o 3/Fx 4 1/2lag; 0.F!, 16' 02) eek „ ioii Existing bldg., Approved —flashing required ( Type of decking (extimple„ x 4 or 2 x :rex) Min, 36 high guard with balusters spaced so that a 4 Inch diameter sphere cannot pass through Beam splices to occur posts with 1 1/2" bearing Attach decking with n corrosive fasteners dr cheek one J Detail B Alternate Detail 81 Alternate Detail 82 (see page 3) Conditions such as attachment to cantilevers or veneers may require Engineer's approval STA15..). Detail C (see page 3 Finished. grade Note: If an exit or egress from the existing building passes under the proposed deck, or it there is an existing patio under the proposed deck, a minimum clear headroom of not less than 6ft. Siri. must he maintained under the heam. Please indicate openings in existing wall, akro4:00 0.77.411 2X IP__ OiStS .spaced apart (example. x 0" spaced 2.1' apau) x 2— beam (exafrp1e; (2) 2 x 70, see detail 4) loist (example, 0 x 10', see 4116,male BT 8 02) spaced apart e;kampre: 4 x 4 po05 spaced 6' apad) )an (example „ 13' - 4' 'y 1)e OL siding Note: A plot plan, (plan view) showing the dimensions of your project or additions and " s relationships to existing buildings or structures on the property must be included, In addition to project dimensions, your plot plan must also show other details such as post locations and spacing, joist and beam spans, and a ly other pertinent information not shown on thesection drawing, "-- This handout asdeveloped by the Gator ado Chapter of the Inteinatonal Code Council af.,; a basic plan subrn,Mal under the .2003 International Residential Code, It is not intended to co,,,,er all drcurnstances.. Check Mth, your De.partment of Balding Sa.felyfor additional requirenents. TOWN OE ESTES PARK PC, BOX 1200, ESTES PARK, CO 80517 8/3C.t03 MOMAYMIMI doff. 1111 '11'111.11a,y, 11111111111111„111111. Existing building ,—Approved flashing required --Attach to joists with non -corrosive fasten ) Attach ledger to existing blc with non -corrosive lag bolts spaced min, 16" apart. Loc, te bolts to penetrate rim joist or wall studs.. Non -corrosive metal joist hanger Conditions such as attachment to cantilevers or veneers may require Engineer's approval Sec balusters ,tct. team BearOplices to ocovf over posts with/1 1/2" bearing • No'h,porrosive metal post/12:001D_connector......_ 1/2" (min.) diameter anchor boll embedded 7" min. into concrete pier or the equivalent 8" (min.) diameter pier — This handout was developed by the Colorado Chapter of the International Code Council as a basic plan submittal under the 2003 International Residential Code. tt is nol intended to cover all circumstances.. Check with your Department of Building Safety for additional requirements. \ Beam splices to 'rh1/2" bea.ring — ow over posts 1 Secure balusters to beam Non -corrosive ' Non -corrosive metal joist metal post/beam hanger. connector Beam splicec,> to occur over(posts with 1 1/2" bearing Secure balusters to beam Non-Olacrosive metal post/beahkconnector Non -corrosive metal post anchor. 150;‘, b,t ';;t) Tm (3, Al `g45,Q "min f less than 8", post must be decay resistive OWN OF ESTFS PARK P.O. BOX 1200,..ESTES PARK, CO 80517 7.5 0 °0 k.c) (1:1 (1) N I M V I V M 0.) N (1.) 04 H N 3 -H 115 0 - (-]2 cry ct rC 4-) 0 Q.) (f) r-.1 -4-) r-.4 C' -J (1 H - U CD r,n cp 0 )-4 -H u-) C 0 0) (1) I) co co a.) 010 )) ) I 0 4i (11 0 wo Cri = 0 rc,i. 0 4—) r'.0 0 0 r. 0) (0 (1) ((3 (3.) -H rH C^4 r--4 0) 0 (013 cc1 (1) ,7-11 -LI F,L) (1) 0 -H 0) 4-4 U C..r) H,--, Q.) u) 0) ,H (0 0 01000)0-1-10 00 0 04 0 0 u • 0 - HU) S3 C') 0 Iir/ I a) 0 LC) (0 a) o U 4-4103 0 c4 4-) F-4, (1) cc) (1) 0 (1) (1) (1) >1 (1) Q5 (T5 IQ Cc", r, O p, fr) • cc:1 u) (1) 4 01 .4-.1 (7) 7-1 (1) ›.1 ▪ CA H CN U) 11 V l' Cf) 0 N 01 H N CflH 0 (1). +l++) CI) H 0, (1) Cf) (11 Q) 0 c0 rr.) J-11 4-1 1.0 0 CD r —1 rj rt5 0/ Q+4 rk•r• • .• 9-0 4) (.1) 0 u) • • 00) O -ou • • rf C) 4+-4 1-4 0 4/ tutu (Du urll C.D r”-11 -0(.7.D. 0 - o Lf-) t • ,Q,(1) • H • - (4) • O 0)4— CD 44:S 0) () r-1 4-4 (t) - .L.J1 r,-) 11 0 rcl 0 41)4-1 Q) • rcf zu ,Q •H u 4, ) CN U 0) U ▪ 01(1,) (du 4_4 - H-1 CA r-1 urd (1 Q., co .7tul • U) 0 C-r) (1) • H Q.0 r-7.1 t:7) U • (1) 0 ▪ CU 0 (z1 0 )- zI 0 99, (1) 0 f 4) r+,-4 Q•1 r--1 CO • 0 ric -H • :ID H 0 0 0 o++1 n-• 0 (ID 1-4 ,214 0 01 0 cn (1..) 44- C) 0 •(n Town. of Estes Park Community Development P.O. Box 1200 Estes Park, CO 80517 970-577-3726 Plan Analysis Bean Calculator Identification: 2230 Arapaho Road. Steel Beam 22' Date: January 14, 2008 Note.: Based. on topedge having continuous lateral support. Increase in. allowable for durationof load. = 0 % BENDING. = 81.7% of the allowable DEFLECTION ALLOWED = 744000. inch/lbs ACTUAL = 608025. inch/lbs Bending OK. Reaction LL =7370. ibs , DL =1842.5 lbs TL =9212.5 lbs, L/180 = 1.4667 inches L/240 = 1.1 inches L/360 = .7333 inches L/480 = .55 inches ACTUAL Total Load Defl. = 19.027 in. = L/14 Live Load. Defl, = 15.2216 in. = 1/17 Deflection exceeds floor allowable and recommended for roof LL= 670 plf Size. not listed Steel (36ksi) 22 Feet Reaction LL =7370. lbs DL =1842.5 11-) TL =9212.5 lb Town. of Estes Park Community. Development P.O. Box 1200 Istes Park, CO 80517 970-577-3726 Plan. Analysis Bean. Calculator Identification: 2230 Arapaho Road Steel. Bean. 25.5' Date: January. 14, 2008 Note: Based on top edge having continuous lateral support_ Increasein. allowable for durationof load = 0 % RENDING = 91.8% of the. allowable. DEFLECTION ALLOWED = 744000. inch/lbs L/180 = 1.7 inches ACTUAL = 682762.5 inch/lbs L/240 = 1.275 inches Bending OK L/360 = .85 inches L/480 = .6375 inches ACTUAL Total Load Defl. = 28.7047 in. = L/11 Live Load Dell. = 22.9638 in. = 1I13 Deflection exceeds floor allowable and recommended for roof Reaction LL =7140. lbs DL =1785. lbs TL =8925. lbs LL- 560 plf DL- 140 plf Size not listed Steel (3)ks 25.5 Feet Reaction LL ,7140. lbs DL =1785. lbs TL =8925. lbs APPENDIX F RADON CONTROL METHODS SECTION AF101 SCOPE AF 101.1 t...;eneral. This appendix elm -mains requirements for new construction in jurisdictions where radon -resistant construction is requ i red Inclusion of this appendix by jurisdictions shall be determined through the use of locally available data or determination of Zone designation in Fig:ure Pi l0 SECTION AF102 DEFINITIONS AF102;1. General. For the purpose of these requirements, the terms used shall be defined as follows: SUB -SLAB DEPRESSURIZATION SYSTEM (Passive). A system designed to achieve lower sub -slab air pressure relative to indoor air pressure by use of a vent pipe routed through the condi- tioned space of a building and connecting the sub -slab area with outdoor air, thereby relying on the convective flow of air upward in the vent to draw air from beneath the slab. SUB -SLAB DEPRESSURIZATION SYSTEM (Active). A system designed to achieve lower sub -slab air pressure relative to indoor air pressure by use of a fan -powered vent drawing air from beneath the slab. DRAIN TILE IMOP. A continuous length of drain tile or perfo- rated pipe extending around all Or part of the: internal or external perimeter of a basement or crawl space footing. RADON GAS. A natural ly-occuning, chemically inert, radio -ac- tive gas that is not detectable by human senses, As a gas, it can move readily through panicles of soil and rock and can accumu- late under the slabs and foundations of homes where it can easily enter into the living space through construction cracks and open- ings, SOIL -GAS -RETARDER.. A continuous membrane of 6-mil (0.15 min) polyethylene or other equivalent material used to retard the flow of soil gases into a building. SUB -MEMBRANE DEPR.ESSURIZATION SYSTEM. A. system designed to achieve 1.owersub-inembrane air pressure rel- ative to crawl space air pressure by use of a vent drawing air from beneath the soil -gas -retarder membrane. SECTION AF103 REQUIREMENTS A F103.1 General. The following construction techniques are in- tended to resist radon entry and prepare the building for post -con- struction radon mitigation, if necessary (see Figure AF102). These techniques are required in areas where designated by the ju- risdiction. A 11.03.2 Subtloor preparation. A layer of gas -permeable mate- rial shall be placed under all concrete slabs and other floor syste ms that directly contact the ground and are within the walls of the liv- ing spaces of the building, to facilitate future installation 0' a sub -slab depressurization system, if needed. The gas -perme- able layer shall consist of one of the following, I. A uniform layer of clean aggregate., a miniMUM of 4 inches (102 nun) thick.. The aggregate shall consist of material that will pass through a 2-inch (51 min) sieve and be retained by a '/,-inch (6.4 mni) sieve, 2. A uniform layer of sand (native or fill), a minimum of 4 inches (102 trim) thick, overlain by a layer or strips of geotextilc drainage matting designed to allow the lateral flow of soil gases,. 3.. Other materials, systems or Iloor designs with demon- strated capability to permit depressurization across the en- tire sub -floor area. AE103.3 Soil -gas -retarder. A mil:Inman 6-mil (0.15 mm) [or 3-mil (0,075 trim) cross-laminatedpolyethylene or equivalent flexible sheeting! material shall he placed on top of the gas -perme- able layer prior to casting the slab or placing the floor assembly to serve as a soil -gas -retarder by bridging any cracks that develop in the slab or floor assembly and to prevent concrete from entering. the void spaces in the aggregate base material. The sheeting shall cover the entire floor area with separate sections of sheeting lapped at least 12 inches (305 mm).. The sheeting shall .fit closely around 'iiny pipe, wire or other penetrations of the material, All punctures or tears in the material shall be sealed or covered with additional sheeting. AF103.4 Entry routes. Potential radon entry routes shall be closed in accordance with Sections Al-] 03.4.1 through A 1 03.4. 1 0, AE1.03A.I Floor openings. Openings around bathtubs, show- ers, water closets, pipes., wires or other objects that penetrate concrete slabs or other floor assemblies shall he filled with a polyurethane caulk or equivalent sealant applied in accordance with the manufacturer's recommendations. AE103.4.2 Concrete joints. All control joints, isolation joints, construction joints and any other joints in concrete slabs or be- tween slabs and foundation walls shall he sealed with a caulk or sealant. Gaps and joints shall be cleared of loose material and tiiled vith polyurethane caulk or other elastomeric sealant ap- plied in accordance with the Manufacturer's recommendations. AF103.4.3 Condensate drains. Condensate drains shall be trapped or routed through nonperforated pipe to daylight. A F103.4.4 Sumps. Sump pits open to soil or serving as the ter- mination point for sub -slab or exterior drain tile loops shall be co\ ered with a gasketed or otherwise sealed lid. Sumps used as the suction point On a sub-sktb depressurization system shall have a lid designed to accommodate the vent pipe. Sumps used as a floor drain shall have a lid equipped with a trapped inlet. AF103.41.5 Foundation walls. Hollow block masonry founda- tion walls shall be constructed with either a continuous course of solid masonry, one course of masonry grouted solid, or a solid concrete beam at or above finished ground surface to pre- vent passage of air from the interior of the vall into the living 2003 INTERNATIONAL RESIDENTIAL CODE° 561 APPENDIX F RADON CONTROL METHODS space„ Where a brick. .veneer or other masonry ledge is in- stalled, t.he course immediately below that ledge shall be sealed. joints, cracks or other openings around all penetrations of both exterior and interior surfaces of masonry block or wood foundation walls below the ground surface shall be filled with polyurethane caulk or equivalent sealant. Penetrations of con- crete walls shall be filleci AE.103A.6 Dampproofing. "Ile exterior surfaces of portions of concrete and masonry block walls below the ground surface shall be dampproofed in accordance with Section R406 of this code. AF.103.4.7 Air -handling units. Air -handling units in crawl spaces shall bc sealed to prevent air from hcing drawn into the unit. Exception: Units with gasketed scams or units that are oth- erwise sealed by the manufacturer to prevent leakage. A.E1 03.4.8 Ducts. Ductwork passing through or beneath, a slab shall he of seamless material unless the air -handling system is designed to maintain continuous positive pressure within such ducting. Joints in such ductwork shall be sealed to prevent air leakage. Ductwork located in crawl spaces shall have all seams and joints sealed by closure systems in accordance with Section M1601.3.1, AF103.4.9Crawl space floors. Openings aroimd all penetra.- dons through floors above crawlspaces shall be caulked or oth- erwise tilled to prevent air leakage. AF103.4.10 Crawl space access. Access doors and other openings or penetrations between basements and adjoining crawl spaces shallbe closed, gasketed or otherwise filled to prevent air leakage. AE:103.5 Passive sub -membrane depressurization system. In buildings with crawl space foundations, the following cornpo- nents ore passive sub -membrane depressurization system shall be installed during construction. Exception: Buildings in which an approved mechanical crawl space ventilation system or other equivalent system is installed. AE1.03.5.1 Ventilation. Coawl spaces shall be provided with vents to the exterior of the building. The min illIUM net area. of ventilation openings shall comply with Section R408.1 of this code. A F103.5.2 Soil -gas -retarder. The soil in crawl spaces shall he covered with a continuous layer of minimum 6-mil (0.15 mm) polyethylene soil -gas -retarder. The ground cover shall be lapped a minimum of 12 inches (3(35 min) at joints and shall extend to all firundati on walk enclosing the crawl space area. AF103.5.3 Vent pipe. A plumbing tee or other approved con- nection shall be inserted horizontally beneath the sheeting and connectedto a 3- or 4-inch-diameter (76 min or 102 min) fit- ting,. with a vertical vent pipe installed through the sheeting. 'The Vent pipe shall be extended up through the building floors, terminate at least 12 inches (305 min) above the roof in a loca- tion at least .10 feet (3048 nun) away frorn any window or other opening into the conditioned spaces of the building that is less than 2 feet (6)0 min) below the exhaust point, and 10 feet (3048 min) from any window co other (Telling in adjoining or adjacent bu idings. AE103.6 Passive sub -slab depressurization system. In base- ment or slab -on -grade buildings, the following components of a. passive sub -slab depressurization system shall be installed during constmetion. AE103.6.1 Vent pipe. A minimum 3-inch-diameter (76 min) ABS, PVC' or equivalent gas -tight pipe shall be embedded ver- tically into the sub -slab aggregate or other permeable material before the slab is cast.. A '7" fitting or equivalent method shall he used to ensure that the pipe opening remains within the sub -slab permeable material. Alternatively, the 3-inch (76 min) pipe shall be inserted directly into an interior perimeter drain tile loop or through a sealed sump cover where the sump is ex- posed to the sub -slab aggregate or connected to it through a drainage system. The pipe shall be extended up through the building floors, terminate at least 12. inches (305 nim) above the surface of the root in a location at least 10 feet (3048 mm) away from any window or other opening into the conditioned spaces of the building thatis less than 2 feet (610 mm) below the exhaust point., and 10 feet (3048 mm) from any window or other open- ing in adjoining or adjacent buildings. AE103.6.2 Multiple vent pipes. In buildings where interior footings or other barriers separate the sub -slab aggregate or other gas -permeable material, each area shall be fitted with an individual vent pipe. Vent pipes shall connect to a single vent that terminates above the roof or each individual vent pipe shall terminate separately above the roof. A F103.7 Vent pipe drainage. All components of the radon vent pipe system shall he installed to provide positive drainage to the ground beneath the slab or soil -gas -retarder AF103.8 Vent pipe accessibility. Radon vent pipes shall be ac- cessible .for future fan installation through an attic or other area outside the habitable .space. Exception: The radon vent pipe need not be accessible in an attic space where an approved roof top electrical supply is pro- vided for future use. AF103.9 Vent pipe identification. All exposed and visible inte- rior radon vent pipes shall he identified with at least one label on each floor and in accessible attics. The label shall read:"Radon Reduction System." AE1.03.10 Combination foundations. Combination base- inent/erawl space or slab-on-grade/crawl space foundations shall have separate radon vent pipes installed in each type offoundation area. Each radon vent pipe shall terminate above the roof or shall be connected to a single vent that terminates above the roof. AF1.03.1 1 Buildingdepressurization. Joints in air ducts and pie- 1111 MS 111 unconditioned spaces shall meet the requirements of Sec- tion M1601. Thermal envelope air infiltration requirements shall. comply with the energy conservation provisions in Chapter 1. 1. Firestopping shall meet the requirements contained in Section R602,8. AE1.03.12 Power source. TO provide for future installation of an active sub -membrane or sub -slab depressurization system, an electrical circuit terminated in an approved box shall he in- stalledduring construction in the attic or other anticipated loca- tion of vent pipe fans. An electrical supply shall also be accessible in anticipated locations of system failure alarms. 562 2003 INTERNATIONAL RESIDENTIAL CODE° RADON CONTROL METHODS APPENDIX F LEGEND ZONE 1 HIGH POTENTIAL (GREATER THAN 4 pCl/La) ZONE 2 MODERATE POTENTIAL (FROM 2 TO 4 pCi/L) ZONE 3 LOW POTENTIAL (LESS THAN 2 pail) a. pCilL standard for picoeuries per liter of radon gas. EPA recommends that aP[tonics that measure 4 pettl... and grater be mitigated.. The United St:ates Environmental Protection Agency tind the United. Shims Geological Survey have evrfl untecl the radon potential in the United States and have dc eloped a map of radon zones designed to assist building building officials in deciding whether radon -resistant features are applicable in new construction. if he mrip assigns each of the 1 4 1 counties in the United Stines to one of three zones based on rildall potentird. Each zone designroion reflects the average short-term radon merourement that trim be es.pected Ica be measured in it building withrnit the implementation of radon control methods. The radon zone designa- tion of highest priority is Zone I. Table I of this appendix lists the Zone I countiesillustrated on the map. More detailed information can be obtained from state-speeitic booklets (ERA-402-R-9.3.-021 through 070) available through Sale Radon Offices or from U.S. EPA Regional Offices, FIGURE AF101 EPA MAP OF RADON ZONES 2003 INTERNATIONAL RESIDENTIAL CODE®' 563 APPENDIX F RADON CONTROL METHODS A LA.BAINI A Calhoun Clay Cleburne Colbert Coosa Franklin GEORGIA Jackson Cobb Lauderdale De Kalb Lawrence Fulton Limestone Gwinnett Nladison Morgan IDAHO Talladega Benewah Blaine CALIFORNIA Boise Santa Barbara Bonner Ventura Boundary Butte COLORADO Carnas Adams Clark Arapahoe Clearwater Baca Custer Bent Elmore Boulder Fremont Chaffee Gooding Cheyenne Idaho Clear Creek Kootenai Crowley Lraah Custer Lernhi Delta Shoshone Denver Valley Dolores Douglas Id F'aso Adams Elbert Boone Fremont Brown Garfield BUreau Gilpin Calhoun Grand Carroll Gunnison Cass Haerfano Champaign Jackson Coles jefferson De Kalb Kiowa De Witt Kit Carson Douglas Lake 'Edgar Larimer Ford Las Animas Fulton Lincoln Greene Logan Grundy. tvlesa Hancock Moffitt Henderson fvlontezu ma Henry Montrose Iroquois Morgan Jersey Otero Jo Daviess Ouray Kane Park Kendall Phillips Knox Pitkin La Salle ['rowers.Inc Livingston Rio Blanco Logan San Miguel Macon Sornmit Marshall Teller Mason Wash irigton McDonough Weld McLean Yuma Nicruird Mercer CONNECTICUT Fairfield Middlesex New Haven New London TABLE AF101(1) HIGH RADON POTENTIAL (ZONE 1) COUNTIES° Morgan Moultrie Ogle Peoria Pirat Pike Putnam Rock Island Sangamon Schuyler Scott Stark Stephenson Tazewell Vermilion Warren Whiteside Winnebago Woodford INDIANA Adams Allen Bartholomew Benton Blackford Boone Carroll Cass Clark Clinton De Kalh Decatur Delaware Elkhart Fayette Fountain Fulton Grant Hamilton Hancock Harrison Hendricks Henry Eiosvard Huntington „lay jonnings Johnson Kosciusko Lagranoe Lawrence Id id i son Marion Marshall Mintni Monroe Montgomery Noble. Orange Putnam Rash Scott. Shelby Steuben Si Joseph Tippecanoe 'Tipton Union Vermillion Wabash Warren Washington Wayne Wells White Whitley 10%N7A All Counties KANSAS Atchison Barton Brown Cheyenne Clay Cloud Decatur Dickinson. Douglas Ellis Ellsworth Finney Ford Geary Gove Graham Grant Gray Greeley Hamilton Etaskell Hodgernan Jackson Jewell Johnson Kearny Kingman Kiowa Lane 1-taVLnliwoith Lincoln Logan Marion Marshall McPherson Meade Mitchell Nemaha Ness Norton. Osborne Ottawa Pawnee Phillips Pounwatom c Pratt Rawlins Republic Rice Riley Rooks Rush Russel Saline Scott Sheridan Sherman Smith Stanton Thomas Trego Wallace Washington Wichita Wyandotte KENTUCKY Adair Allen Barren Bourbon Boyle BulIit Casey Clark Cumberland: Fayette Franklin Green Harrison Hart Jefferson Jessamine Lincoln Marion Mercer Metcalfe Monroe Nelson Pendleton Pulaski Robertson Russell Scott Titylor Warren Woodford MAINE A ndroscaiggin Aroostook Cumberland. Franklin Hancock Kennebec Lincoln Oxford Penobscot Piscataqu is Somerset York MARYLAND Baltimore Calvert Carroll Frederick Harford FI arc' Montgomery Washington MASS. Essex Middlesex Worcester MICHIGAN Branch Calhoun Cass Hillsdale Jackson Kalarmizoo Lenawee Sr. Joseph. Washtenaw MINNT:SOTA Becker Big Stone Blue Earth Brown Carver Chippewa Clay Cottonwood Dakota Dodge Douglas Faribault Fillmore Freeborn Goodhue Grant Hennepin Houston Hubbard Jackson Kanabcc Kandiyohi Kitson Lacs Quo Parte Le Snout Lincoln Lyon Mahnornen Marshall Martin McLeod Meeker Mower Murray Nicollet Nobles Norman Olmsted Otter Tail Pennington Pipesione Polk Pope Ramscy Red Lake Redwood Renville Rice Rock Roseau Scott Sherburne Shien Stearns Steele Stevens Todd Traverse Wabasha Wadona Waseca a. F1'A reconanch,k that this county hcaieg be supplemented with other avedaHe State, and local data to further understand the radon patemial of Zone I area. (continued) Washington Watonwin Wilkin Winona 1Vright Yellow Medicine MISSOURI Andrew Atchison B lehallail Cass Clay Clinton Holt Iron Jackson Nodaway Platte NUENTANA Beaverhead Big Horn Blaine Eiroadwater Carbon Carter Cascade Chouteau Custer Daniels Dawson Deer Lodge. Fallon Fergus Flathead Gallatin Garfield Glacier Granite 111 Jefferson Judith Basin Lake Lewis and Clark Li be y Lincoln Madison NicCone Meagher Mineral Missoula Park Phillips Ponclera Powder River Powell Prairie Richland Riaoseve Rosebud Sanders Sheridan Silver Bow Stillwater Teton Toole Valley Wibaux 564 2003 INTERNATIONAL RESI ENTIAL CODE Itt APPENDIX F RADON CONTROL METHODS TYPICAL SUB.SLAB DEPRESSURIZATION PASSIVE RADON SYSTEM GRADE GRAVEL POLYETHYLENE SHEETING PASSIVE RADON SYSTEM USING DRAIN -TILE LOOP POLYETHYLENE SHEETING PASSIVE RADON SYSTEM VENTED THROUGH SUMP POLYETHYLENE SHEETING SUB -MEMBRANE DEPRESSURIZATION SYSTEM FOR CRAWL SPACE GRADE GRAVE DRAIN TILE LOOP LIVING AREA CRAWL SPACE OLYETHYLENE HEETING FIGURE AF1O2 RADON -RESISTANT CONSTRUCTION DETAILS FOR FOUR FOUNDATION TYPES PERFORATED DRAIN TILE 566 2003 INTERNATIONAL RESIDENTIAL CODE® RADON CONTROL METHODS APPENDIX F Yellowstone National Park NEBRASKA Adams Boono. Boyd Bur Butler Cass Cedar Clay Colfax Cuming Dakota Dixon Dodge Douglas Fillmore Franklin Frontier Faunas Gage Gospel - Greeley Hamilton Harlan Hayes Hitchcock Hurston Jefferson Johnsim Kearney Knox Lancaster Ni trdison Nance Nemalla Nuckolls Owe Pawnee Phelps Pierce Platte Polk Red Willow Richardson Saline Sarpy Saunders Seward Stallion Thayer Washington Wayne Webster York NEVADA Carson City Douglas Eureka Lander Lincoln Lyon Mineral Pershing White Pine NEW HAMPSHIRE Carroll NEW JERSEY Hunterdon Mercer Monniouth Morris Somerset Sussex Warren NEW MEXICO Berm.litilo Colfax Mora Rio Arriba San Miguel Santa fie Taos NEW YORK Albany lepny Broome Cattaraugus, Cayuga Chautauqua Chenning Chenango Columbia Corti tind Delaware Dutchess Erie Genesee Greene Livingston Madison Onondaga Ontario Orange Otsego Putnam Rensselaer Schoharie Schuyler Seneca Steuben Sullivan Tioga irompkins Ulster 'Washington Wyoming Yates N. CAROLINA Alleghany Buncombe Cherokee Henderson, Rockingham Tra ns y IV1I5 1a Watauga N. DA1,0 All Counties OHIO Adams TABLE AF101(1)—continued HIGH RADON POTENTIAL (ZONE 1) COUNTIESa Allen Ashland Auglaize Belmont Butler Carroll Champaign Clark Chinon Columbiana Coshocton Craw lord Darks Delaware Fairfield Fayette Franklin Greene Guernsey Hamilton Hancock Hardin Harrison Holmes Huron Jefferson Knox Licking Logan Madlson Marion Mercer M i; imi Nhintgomeity Morrow Muskingum Perry Pickaway Pike eble Richland Ross Seneca Shelby Stark SilulOdI FLISCarikWaS U 001 Van Wert Warren Wayne Wyandot PENNSYLVANIA. Adams ileghellY Armstrong ,Beaver Bedford Berks Bradford Bucks Butler Cameron Carbon Centre Chester Clarion Clearfield Clinton Columbia Cumberland Dauphin Delaware Franklin Fulton Huntingdon Indiana Juniata Lackawanna Lancaster Lebanon Lehigh Luiterne Lycoming Monroe Montgomery Montour Northampton Northumberland ['clay Schuylkill Snyder Sullivan Susquehanna Tioga Union Venango Westmoreland Wyoming York RIME ISLAND Kent Washington S. CAROI,INA Greenville S. DAKOTA A 1.11013 Beadle Bon llomme Brookings Brown Bride Buffalo Campbell Charles Mix Clark Clay Codington Corson Davison Day Reuel Douglas Edmunds Faulk Grant Hamlin Hand [Janson Hughes Hutchinson Hyde Jerauld Kingsbury Lake Lincoln Lyman Marshall McCook McPherson Miner Minnehaha Moody Perkins Potter Roberts Sanborn Spink Stanley Sully Turner Union 'Walworth Yankton TENNESEE Anderson Bedford Blount Bradley Claiborne Davidson Giles Grainger Greene Hamblen Hancock Hawkins I lick:nail Humphreys J tic ks on Jefferson Knox Lawrence Lewis Lincoln Loudon Marshall Maury McNlinn Meigs Monroe Moore Perry Roane Rutherford Smith Sullivan Trousdale Union Washington Wayne Williamson Wilson UTAH Carbon Ducticsne Grand Piute Sanpete Sevier Uiniah VIRGINIA Allegliany Amelia Appomattox Grant Aug LlSta Greenbrier Bath Hampshire Bland Htincock Botetourt Hardy Bristol Jefferson 1311.111S15 ick 3Marshall Buckingham Mercer Buena Vista 'Mineral Campbell Monongalia Chesterfield Monroe Clarke Morgan Clifton Forge Ohio Coy irilgton Pendleion Craig Pocahontas Ctimberland Preston Danville Summers Dinsviddie Wetzel Fairfax Falls Church NV1SCONSIN Fluvanna Buffalo Frederick Crawford Fredericksburg Dane Giles Dodne Goochland Door Harrisonburg Fond du Lac I ienry Grant Highland Green Lee Green Lake Lexington Iowa Louisa Jefferson Martinsville Lafayette Montgomery Langlade Nottoway Marathon Orange Menominee Page Pepin Patrick Pierce Pittsy vania P r ge Powhatan WC:Ma/Id ['ILA i Rock Radford Sint witno Roanoke St. Croix Rockbridgc Vernon Rockingham Walworth Russell Washington Salem Waukesha Scott '5Varip1lc1 Shenandoah Wood Smyth Spotsylvania WYOMING Stafford Albany Staunton Big Horn Tazewell Campbell Warren Carbon Washington Converse Waynesboro Crook Winchester Fremont Wyllie Goshen Hot Springs WASHINGTON Johnson Clark Laramie Ferry Lincoln Okanogan Nittrona Pend Oreille Niobrara Skamania Park Spokane Sheridan SICVC01S SUbiCEIC SWeetWaler W. VIRGINIA Teton Berkeley Uinta Brooke Washakie a. EPA reccanmonds alai this county listing be supplemented with other available State and Meal data to further underidund the radon potential of Zone I area. 2003 INTERNATIONAL RESIDENTIAL CODE° 565 P. 2230 Arapaho Road Main Floor Stair Beam "IrJ-Bea. 106.25 Seria.R NllYnbe 11 7/8" TJRD 210, 2 plies @ 16" oic User: 2 114/2008 2:55;11 PM Page. Eng4Te Versorv. 6.25.fl THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 10" oduct Maur ana is Conceptual. LOADS: Analysis is for a Joist Member, Primary Load Group - Residential - Living Areas (psi): 40.0 Live art 100 '"/. duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) IFloor(1.00) 250.0 62.5 0 To 5' Adds To SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplittfrotal 1 Stud wall 3.50" 2,25" 1217 f 318 / 0/1535 A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board® 2 Plate on steel beam 3.50' 2.25" 566/ 155 /0/ 721 A3: Rim Board 1 Ply 1 1/4" x 11 7f80.8E TJ-Strand Rim Board® -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1455 1423 3310 Passed (43%) Lt. end Span 1 under Floor loading Vertical Reaction (lbs) 1455 1455 2221 Passed (66%) Bearing 1 under Floor loading Moment (Ft-Lbs) 2773 2773 7240 Passed (38%) MID Span 1 under Floor loading Live Load Defl (in) 0.071 0.319 Passed (11999+) MID Span 1 under Floor loading Total Load Defl (in) 0.090 0.479 Passed (U9994) MID Span 1 under Floor loading TJPro 65 30 Passed Span 1 -Deflection Criteria: MINIMUM(LL:L/360,TL:1J240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20'' Span Rating) GLUED & NAILED wood decking, -Bracing(Lu). All compression edges (top and bottom) must be braced at 5' 1 o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor pertormance information and is based on a GLUED & NAILED 19/32' Panels (20" Span Rating) decking. The controlling span Is supported by beams Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.29 PROJECT INFORMATION: Copyr ;4f Cr 2 D 6 by Tr 0 s L , a evco:ha au se r BUS TT:Le and TJ Lted.arbd are leg S r clema ks Tois L," „ Pr 0,:m and TT a Pre', a e 0.6 aaama r kb 0 Imu a Jo L OPERATOR INFORMATION: Carollyn McEndaffer Town of Estes Park P.O. Box 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone . 970-577-3726 Fax 970-586-0249 ,cmcendatfer@estes.net Dec aTM01 La and Se L. LingS,Caf 011Q MCLT1J f e ETIG NELPT NG t My Doc able na.s T Beabb 2N., 3 0 A r a pab.0 Road Ma. i La oo a" abtaa 6- beam . D,N6 .11);:fmililoploofivrpit,,,A911. 4 ,esp, AANkytrhAri..}.,,12,0,2nes, -1",.1,Heam20. 6.25 Serla flumtmm tisem 2 11422008 a11 PM Page 2' ElIgirm Verskr: 6.25.71 2230 Arapaho Road Main Floor Stair Beam 11 7/8" T..1110 210, 2 plies @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT!: The analysis presented is output from software developed by Trus Joist (IJ), TJ warrants the sizing of its products by this software will be accomplished in accordance withIJ product: design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user, This output has not been reviewed by a TJ Associate,. -Not all products are readily availablle. Check with your supplier or Ti technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Altowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above. -Note: See TJ SPECIFIERS / BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: Cap yr igb l„ 0 2 0 06 by ST us J ad st a 00 velbdn S bus i nes s T.11, nd e age r b nu, s ,.623 f Trus s OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P.O. Box 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone 970-577-3726 Fax : 970-586-0249 cmcendaffer © estes.net , Dcmunnenbs a nal Se 6 nq s Casa I. 6001 End a f r ENG NEER I MS sNly Do a ussan s 2 2 0 A r a pa 1 a 2661 Ma n Placa' i , 2230 Arapaho Road Main Floor Stair Bern AW,,[6,uwuNIMPA 1-pmrm 6 ‘!5 ,5.(riat Numb6r 11 7/8'' T,111® 210, 2 plies @ 16" o/c 1 4 Phl Pdg7 mg, ,p VQ,SJOI, 6 71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Lode Group( Primary Load Group Max, Ve.rtical React:don Total (lbs) 1535 721 MA.X, Vettical Reaction tivo (His) 1217 566 Selected Bearing, Length (1380 2.25(W) 2,25(40 Send Umbras:ed. Length MMW 61 Loading dn all spans, SDF. . 0,80 , 1.0 Deed Shear at Support (11b60 295 -150 Max Shear. at Support (lbs.) 301 Shear Within. Span. (11mM Member Reaction (lbsi 301 152 Luprx Re.antien (lbs 318 155 Moment. (11at14(4) 578 Loading on ail spans, LDF = 1.00 , 1,0 Dead 4. 1,0 Floor Shoat at. Support.. (lbsY 1423 -701 Max Shear. at Support (lbs) 1455 -70? Shear Within Span (lbs) -374 Member Beebtion (lbs) 1455 707 Support Peaction (lbs): 1535 721 Moment. (Flthes) 2773 hive Deflection (in) 0,071 Tetal Deflection (inl 0.090 PROJECT INFORMATION: Capyra.ght. 0 2b06 by Tass ..101St, a Weyerasess0r bub,ness II) bad peage s.r rrag Lster t:..r sat ems r r. "0 a us ..".1 a . 0-1 Jois r,ras," mai - t a:Sens:Irks ar LAS s . OPERATOR INFORMATION: Carolyn McEnclaffer Town of Estes Park P.O. Box 1200 170 MacGregor Ave Estes Park, CO 80517 Phone 970-577-3726 Fax : 970-586-0249 crncendatfer@estes.net . Ebba ING:dmy sear,. a 2 1 At'11 tBea.1,1, sms. 22.30, Arapaho Road IvIE.61 Roo( Master/Great Room BeafT1 liegrObr b 2 SendY Nurnbti 3 Pcs of 1 3/411 x 11 7/8" 1.9E MicroIlam® LVL r r'4 ,008 11 '3/ 48 AM Rite1 sq rr Ved ion 6 2,) el THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 13 Pi °duct Dialipi .in is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member Tributary Load Width: 1' 4" Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12,0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Snow(1.15) 473.3 118.3 0 To 13Adds To Uniform(plf) Floor(1.00) 100.0 10.0 0 To 13' Adds To SUPPORTS: input Bearing Vertical Reactions (hs) Detail Other Width Length Live/Dead/Uplift/Totall 1 Plate on masonry wall 5 50' 2,33" 4125 / 1063 / 0 / 5189 A3 Rim Board 1 Ply 1 1/4" x 11 7/8" 0 BE TJ-Strand Rim Board(?) 2 Plate on steel beam 3 50" 2 271 402'1 / 1036 / 0 / 5057 Al Blocking 1 Plly 1 3/4" x 11 7/8" 1 9E Microllame LVL -See TJ SPECIFIER'S / BUILDERS GUIDE for delail(s): A3: Rim Board,A1. Blocking DESIGN CONTROLS: Maximum Design Contra i Control Location Shear (lbs) 4926 -4047 13622 Passed (30%) Rt. end Span 1 under Snow loading Moment (Ft-Lbs) 15394 15394 30788 Passed (50%) MID Span 1 under Snow loading Live Load Defl (in) 0.271 0.417 Passed (L/553) MID Span 1 under Snow loading Total Load Deft (in) 0,341 0,625 Passed (L1440) MID Span 1 under Snow loading -Deflection Criteria: MINIMUM(LL:11360,ILL/240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 13" o/c unless detailed otherwise, Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values, The specific product application, input design loads, and stated dimensions, have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available, Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOJDS THIS ANALYSIS. -Allovvable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: Coring: g I: 2006 by '110.:lois 1,„ , rerrygrerdeu se r tiers ness ter dicreingarr4ir s Er re ig s ider"ed t.rax.1 f Tru s „Rtd S , OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P.O. Box 1200 170 MacGregor Ave Estes Park, CO 80517 Phone 970-577-3726 Fax 970-586-0249 cmcendaffer@estes.net rericeirend 1 and Se rigs 'need e yn Mc 1nda f 1er .. :(1:PPTI NC.; cume Ler beige r. 2 2 1 CI ,r1.1.• r h 0: Fear:El ri.n erirrir Mare Ler Cdr 1eam. sms 2230 Arapaho Road Marl Floor Masler/Great Room Beam 3 Pcs of 1 3/4 x 11 7/8" 1.9E MicroHamel LVL Rea 6.25 SerJa Narrthor- l.Paer, 1,2412008. 11:31/8 Am Page 2 Engi.ne VemtOrr '5 7 V THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 1.testi Group( P ra ma ry Load (3,6 au p - 15M 6.00° 7 MAX- Ver tica 1 Roatte on Total 4 1 be ) 5189 5057 Mahe Vet t i ca 1 Roan t i on. Live (1.14460 4125 4021. e (1t4ete d Ream i nea L gth 2.33 (9.1) 2.2749,5 Mats . ttnn ((ad or rgt ( in.1 1.542 lao dui ng on al 1 simnbe 1...,DF 0,90 (Meier a t. Suppnr t 1 ids ( 829 -829 ex. Sneer: a t So ppo r t 4 1 ba 10b9 -1009 Member. Peae L i on ( 1 be( ) 1.009 1009 Duppor t Rear Li en 41 bs) 1063 153 6 Moment. (1 tia Lb s ) 3155. 1oadd ntg: on. all op atle 2.DF = 1.00 , 1.0 Dead Shea r a t. Suppo r1 L1x0 1617 -1517 Mart Sh e7a r: Suppem L ( 1 bs Member Prsat t i an ( 1D4tM Suppor t. Reaction ( ) Moment 4F to Lbs ve Defl eta tot on 4i n) Total. Deflection 4in1 1968 24143 9 68 96,8 6149 (1..066 U.81816 1968 2020 ng: on ad 1 sponse LDF 6 1 1.0 Dead + 1,0 F 1 oar 6.1.0: Snow S11. 41 l Suppott ( 110s ) 4047 -4047 Max Sn ea r: a t. Support. ( 1 bed 4926 -4926 Me(mbem: Beata o i (b. M1J3,91 4926. 4926 Suppor t Rba 1 10 1 441.21 ) 5189 5057 Mt)ment ( Ft( 6 Lbs ) 15494: Li ve De411 es te on Mtn/ 0.271 To te 1 De f 1 eet on. 1-0 0.341. PROJECT INFORMATION: 200. by Trus jcasa,. a, Mayerhaeuser Husittes, 4 is rat 11 ant0 s rtatg t r adonis rk Tr , OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P.O. Box 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone : 970-577-3726 Fax : 970-586-0249 cmcendaffer@estes.not , Do,..attas ,arta lac; a r .141ta a a., al mat In a' o4 1sna; 2230 Arapaho, Road Main Floor Masterleireat Room Beam 1 1 3/4" x 11 7/8" 1.9E Microllam® LVL CONTROLS FOR THE APPLICATION AND LOADS LISTED ocluct Magi am is Conceptual LOADS: Analysis is for a Header (Flush Beam) Member, Tributary Load Width: 14' Primary Load Group - Residential - Living Areas (psf). 40.0 Live at 100 % duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Snow(1.15) 473.3 118.3 0 To 8" Adds To SUPPORTS: Input Bearing Vertical Reactions (lhs) Detail Other Width Length Live/Dead/Uplitt/Total 1 Plate on masonry wall 5 50" 3 66" 2150 / 572 /0 /2722 A3. Rim Board 1 Ply 1 1/4" x 11 7/8' 0 8E TJ-Strand Rim Boardtk 2 Plate on steel beam 3 50" 3.51 2063 / 548 / 0 / 2611 Al Blocking 1 Ply 1 3/4" x 11 7/8' 1 9E Microllamtrn LVL -See TJ SPECIFIER'S / BUILDERS GUIDE tor detail(s): A3: Rim Board,A1: Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 2500 -1757 4541 Passed (39%) Rt. end Span 1 under Snow loading Moment (Ft-Lbs) 4688 4688 10263 Passed (46%) MID Span 1 under Snow loading Live Load Dell (in) 0,102 0.250 Passed (L/879) MID Span 1 under Snow loading Total Load Defl (in) 0.130 0.375 Passed (U694) MID Span 1 under Snow loading -Deflection Criteria: MINI1MUM(LL:L/360,TL:L/240), -Bracing(Lu) All compression edges (top and botto bracing is required to achieve member stability. oust be braced at 8' o/c unless detailed otherwise. Proper attachment and positioning of lateral ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate, -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Copyr ig ht. C., ',Minn by Tru s jOif,L a Weyer n.sousse Bus i nes s Pitcrollannt is a reginteriad tragemardr of Tres JOiS,:— OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P.O. Box 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone : 970-577-3726 Fax : 970-586-0249 cmcendaffer@estes.net 1' • , encumonte,, and getiiingPSCarolyn Melinda f f er iiNGINFERINKB Mm 1"MmormentsChrJ1 geared') in r ranarn Priad Main. Noce' Meg iereniR. bona 1 . pssi WC,11111,,,,,AT TJ-Betarf220 6..25 Serial Nu rrtbra User 2 6'2422008 11:36:30 APO Parde .2 Engine Version: 6.26.21 2230 Arapaho Road Maln Floor Master/Greal Fic)orn Bearn 1 1 3/4" x 11 7/8" 1.9E Microllam® LVL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTE l'r 111.11y I icsieci i1nen.ip 2.0). . L'oba1.1c al. Deo c i op Total ( 1 b22)7 2722 2611 13O225 V(airt i col Sato ft. On Poqbabed Bearri ng Lenbth i n Max Unb Lobo. (71 17 e nb tb (1617 36 Load nig on a 1.1 spa 110 11Ni r a t. Surcp o 1 ( 1 las ) 369 -269 Maid S h22. a 1": a t Suppo r t MOirbe f Rear) Li on. ( lns ) 525 5.25 Su pp 11 1 111ab ra ob. ( I boi 572 548 Moment ( Fr -Lies ) 985 Postai 1 I1 on a 1 1 spans „ LET = 1 . 00 , 1 1 1 S116i0r: at ilJ1po r t. fildsd 510 -510 Max Sh oi at. Suppo r I be ) 725 -725 Ha plied:. Rea c tA on. ( 11s ) 725 725 Su1po115 Roc ab) tide r1.1).$ 790. Moment. ( t Lbs ) 123(90 Live Del 1 ec ti (11 ( ni C.) . 01. (") 'Total. Def 1 eb.)T i on ( lfl 612111 Loa da (lb( ob al 1 s pa ns Fief = 1 . 15 , 1 . 0 Dead. S" 1. 0 Floo r. + 1 0 Snow Shear: at. Support. (lbs) Max Shea r at Soppo rt ( 1 bs ) Membra r R e, a ota on ( lbs7 Suppor1 Do2(1(ct ion. lbs Muri 012 1142. 14s ) Live Deflection. (107 (fetal Deflect ion. ( in PROJECT INFORMATION: 4088 () . .102 OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P.O. Box 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone 970-577-3726 Fax : 970-586-0249 cmcendafter@estes,net C 'CO r es) Lsrered r C..'1 cora r 't r .2 r .0. t. . 122 020202s a 23 0 a 22 tr.0 sr. tart r 0 1. el E1 1 fart E020INEER 11(2 L Les IS cas sass tt t Beam t ft a. r a pa. tact Fre ara Ma 22.30 Arapario Road Main floor Joist w-loh A Ward taaaa,ti No dn. 166Bear 06 625 Seri& 5E651666i 11 7/8" Tjle 210 @ 16" 0/c (8/44 2 1/242008 11: 542V AM Page Engine Vegoion: 6 2521 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 16' 4 LOADS: Analysis is for a Joist Member. Primary Load Group - Residential Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment P'oint(lbs) Floor(1.00) 200 50 10' SUPPORTS: Overall Dimension: 336" 17' 6" Product Drag; am is Conceptual. Input Bearing Vertical Reactions (Ws) Detail Other Width Length Live/Dead/Uplift/Total 1 Plate on masonry wall 5.50'" 4 25" 446/111/0/ 557 AI Rim Board 1 Ply 1 1/4" x 11 7/8" 0.BE TJ Strand Rim Board® 2 Plate on steel beam 3.50' 3.50" 1252 /368 /0 / 1619 Bl, Blocking 1 Ply 11 7/8" TJI® 210 3 Plate on masonry wall 5.50'' 4.25" 417 / 107 / 0 / 524 A3, Rim Board 1 Ply 1 1/4" x 11 7/8."' 0.8E TJ-Strand Rim Board® -CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential appiications. Limits, End supports, 3 1/2' . Intermediate supports, .3 1/2"" with web stiffeners and 5 1/4" without web stiffeners, -See TJ SPECIFIER'S / BUILDERS GUIDE for detaill(s): A3: Rim Board,B1: Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) -868 -822 1821 Passed (45%) Rt end Span 1 under Floor loading Vertical Reaction (lbs) 1619 1619 2145 Passed (75%) Bearing 2 under Floor loading Moment (Ft-Lbs) -2695 -2695 3620 Passed (74%) MID Span 1 under Floor loading Live Load Dell (in) 0 227 0.521 Passed (L/827) MID Span 1 under Floor ALTERNATE span loading Total Load Dell (in) 0,266 0,781 Passed (U704) MID Span 1 under Floor ALTERNATE span loading TJPro 36 30 Passed Span 2 -Deflection Criteria; MINIMUM(LL:L/360,TL:U240). -Deflection analysis is based on composite action VA th single layer of 19/32" Panets (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance Information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by beams, Additional considerations for this rating include, Ceiling - None. A structural analysis of the deck has not been performed by the program Comparison Value. 1 39 PROJECT INFORMATION: OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P.O. Box 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone . 970-577-3726 Fax : 970-586-0249 cmcendaffer@estes.net dal:10 nd Tar- FL,Lam0L. r: r mg sfen rad L r CiStra n'Lrf; a f r joist, 0.- J. J s n LL a,' L r 0cdfmna r 'Ma r 0 s liona.une Ls arad rag rcd1 ad ma in floor jois varl, f rus NJ -Beam@ b..2.5. Serue Number: User 2 1/24/2008 1164.32 AM Parr 2 Engine Verses's 1 25.71, 2230 Atapatio Road Ma iii Floor Joist viti-loft 11 7/8" TJI0 210, @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis presented is owput from software developed by MIS TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by a TJ Associate. -Not ail products are readily available. Check with your supplier or TJ technical representative for product availability. THIS ANALYSIS FOR TRUS JOIST PRODUCTS. ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -.Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: tig hA:. 2 0 6 by rp,. joi s La a. We jet helte user buslnoss Tj IC a ri.c.1. 1",j - fe,mbb0 a re reg ISSered tradema rke Of TT us joist . of I Jots Pr cm anti P co, a r e 1".6s,,,,Amma Lbs. of bees jot, s S.. OPERATOR INFORMATION: Carolyn McEnclaffer Town of Estes Park P.O. Box 1200 170 MacGregor Ave Estes Park, CO 80517 Phone : 970.577-3726 Fax : 970-586-0249 cmcendaffer@estes.net 2230 Arapaho Road Main Floor Joist w-lott A Ile6.25 SN11 7/8" T,1110 210 @ 16" o/c arre:9 enaJ umDer User. 2 1.'24f'2009 11'5,4:32 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load (eche': Primary Load hicup Rein. Vertical Reaction letai (lbs) 557 16i9 524 Mogu Veda:heal Rbaction Livc (lbs.) 445 Selected bearing Length (in) 4.25(W3 Max. Unbracod. LehgtE Chin 51 1252 3.50(W1 54 Loading on.J pans, LIA7 = 6.90 , 1 Dead. Shcat: at, Support (.1.14s) 104 -185. 163 Max Shoat- at:. Suppctt. (lbst 135 -195 173 Shear Within. Span (lbsl -99 NVA Member- Reaction. (lbs) 106 368 Support: Rbactien (440) 111 306 Moment. (FteLbsn 345 -611 321 417 4.25(W) -100 -101 101 101 Loading on. all spans, EDF (4 1.00 , 1.0 Debd. 4( 1,0 Floor: Shear- at. Suppet (lbs) 459 -822 710 --431 Max Shear et„ Support (lbs) 463 -868 751 -436 Shcar 811tdb Spam (lbsl -452 N 1619 /A Flember Reaction. (1Cs] 465 436 1619 Support. Reaction. (lbs) 491 452 Mement (FL -Lbst 1561 -2695 1373 0.130: Live Deflection inl 0(143 Total Deflection (in) 0„184 0.1. ALTERNATE, s3 an. loading: on odd. 4 spans. LDF: = 1 , 1.0 Deo.d. + 1 Floor Shear at Support. (lbs.) 525 -760 223 -38 Max Shear at Support (lbs) 3E1 —803 235 (-39 S414,41.414 Within Span. (lbs) -387 N/A. Meinbet Reaction (lbs) 531 .1.11..3 '7. 39 Support. Reaction. (lbs) 557 1037 Mnment (Ft -its) 2031 -1672 48 Ldve Deflection (in) 0,227 -0 109 Tetal.. Deflection. (in) 0,266. -0 41141 ALTERNA(11E, span. icahing on even. 4 spans, EDE = 1.00 , 1,0 Dead. 4 1.0 Floor Shbar at Support (lhel 38 -247 051 -493 Max: Sheali at Support (lies) 4.6 -260 689 -498: Shear Within Span. (1E6) -164 NIA Member Reaction (lbs) 40 949498 Support Reaction (lbs.) 46 949. 524. Moment: !Ft -LbS.) 49 -1633 1791 Live Deflection. (in) -0.089 0.229 Total Deflection. !ini -0.061 0..269 PROJECT INFORMATION: Corn,,ffigh?... 01 2006 by jotst,. 6.666/e0laeus.er Businetis '1. 4 1 TJ. OPERATOR INFORMATION: Carolyn McEndafter Town of Estes Park P.O. Box 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone 970-577-3726 Fax 970-586-0249 crncendatter@ estes.net ro..1 rig 1ro y n r f . ER Doc n "101 r n 2230 Arapaho Road Garage Header w/point A.A.Eyeth325531 151.53,3, i",13Bear '0 6.25 SeeNif Number: 3 Pcs of 1 3/4" x 11 7/8," 1.9E MicroIlame LVL 1714/2008 5:03:1 5 PM Rage 1 En gi ne.! Versd on: 5.2'5.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Membei Slope: 0 V. Root Slope() 12 All dimensions ao e hor izontal. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width 8" Primary Load Group - Roof (psOf 40 0 Live at 125 duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(lbs) Floor(1,00) 5137 1612 3' Uniform(plf) Floor(1,00) 420,0 105.0 3To 10' 6" Adds To SUPPORTS: Pi oduct thaw am is Conceptual. Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Skid wall 3,00" 2.93' 4950 / 1581 / 0 / 6532 L1: Blocking 1 Ply 1 3/4" x 11 7/8'11,9E Microliam® LVL 2 Stud wall 3.00" 2.12' 3617 / 1104 / 0 / 4720 Li i Blocking 1 Ply 1 3/4" x 11 7/8" 1.9E Microllarn® LVL. -See Td SPECIFIER'S / BUILDERS GUIDE for detail(s); L1: Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 6525 6358 11845 Passed (54%) Lt. end Span 1 under Floor loading Moment (Ft-Lbs) 18537 18254 26772 Passed (68%) MID Span 1 under Floor loading Live Load Deft (in) 0,199 0,342 Passed (L/617) MID Span 1 under Roof loading Total Load DOI (in) 0.261 0.512 Passed (1.1470) MID Span 1 under Roof loading -Deflection Criteria: MINIMUM(LL:L/360,TL:L/240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 101' 6" o/c unless detailed otherwise, Proper attachment and positioning of lateral bracing is required to achieve member stability. -Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software devetoped by Trus Joist (TJ). '1-.1 warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design toads. and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available, Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS, -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: rbp), ght. 0 a 0 06 by nabs j o i sh , ye h C, S 0 V BU ne88 C omIS s 6 reg st.e red 6 r a dema r Joist OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P,O, Box 1200 170 MacGregor Ave Estes Park, CO 80517 Phone 970-577-3726 Fax 970-586-0249 cmcendaffer@estes.net C Mb c grentk. and So11h rlds Carolyn gchbdarfgr 1NGM ifEkrg INC gy Doh -lime rdrearilai geese lig "i 0 A 0 den he head ad rage hedger a hp i ht.. sms 2230 Arapaho Hod' l Garage F6 vv/point A Win,th...ironier Busimis, 1.55BeanyOn 6.25 Serial Number. 3 Pcs of 1 3/4" x 11 7/8" 1.9E. MicroIlam® LVL User: 2 1.1412008 5.03.16 PM Raw 2 Engine Version• THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load. Grsup, Primary Load Gtoup Max, Vertical Reaction. Total (lbst 6532 4720 MAX. Vettical Reaction bids Webs) 4950 3613 Regbired Beal:jog Length in 2„92(W) Max_ Lhbraced Length (11)0 126 Loading on all moah, LDS = D 90 , 1.0 Desd. Shsar at Support. (lbs) 1548 -940 Max. Shear at Support. OMmid 1538: -1087 Shear Within Span. (lbs) 1500 Member Reaction. (host 1578 108d Support Reaction (lbs) 1581 1.104 Mpmsnt (FteLbs) 4424 Loafding on. alJ spans, LDS = 1.00 , 1.0 Dead. 4' 1— 0 Floor Shtisr at. Support fibs) 6358 -3896 MaX Shear at Support (lbsi 6388 -4511 Shear Within. Span. fibs) 6310 Miamber Reanneten (lbs) 6388 4511 Support) Reactjon 6392 4580 Mment (Ft -Lbs) 18254 Live Defleotton (int 0.194 Total 1e1 (ini 0,256 Loadiing on all spans, LDF 1.2 „ 1,0 Dead + 1.0 Floor 9 1,0 Root Shear at. Support.. (lbs) 6465 -4003 Mem Shsar at. Support, (lbs) 6525 -4648 Shseit WJ thin Span (1h02) 0390 Member Reacnion 6525 4648 Supporn. Reantjon. fibs) 6532 4120 Moment (FtplJds) 18537 Live Deflentjon (SDI 0.199 Tolal Deflection. .(in 0.261 PROJECT INFORMATION: coy,/ ' 4 2 0 OS, Trus st. aaia,,an e'LlSe rIa'aSS 1,.ff,Y.11'. nag s, t g t rad ema ski f diradia s . OPERATOR INFORMATION: Carolyn IVIcEndaffer Town of Estes Park P.O. Box 1200 170 MacGregor Ave Estes Park, CO 80517 Phone . 970-577-3726 Fax 970-586-0249 cmcendaffer@estes,net L. L. s o n Higligisaa ,41 4Cui., rage po Tj-Beame 6.25 Serial Niurrht:IleE. User: -I/24./2008 ;9:12 AM Pagel Engilie Verfj of 6..25:71 2230 Arapaho Road Upper Flom Stair Beam 1 3/4," x 11 7/8" 1.9E MicroHam® LVL @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 10' Pi oduct Diagt am is Cone eptuaL LOADS: Analysis is for a Joist Member Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12,0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Floor(1.00) 240.0 60.0 6" To t 0Adds To SUPPORTS: Input Bearing Vertical Reactions (lbs) Detail Other Width Length Live/Dead/UpliftlTotal 1 Stud wall 3 501' 2 25" 447 / 125 / 0 / 572 A3 Rim Board 1 Ply 1 1/4" x 11 7/8" 0 8E TJ-Strand Rim Board® 2 Stud wall 3 50" 2 25" 1047 / 275 / 0 / 1322 A3 Rim Board 1 Ply 1 1/4" x 11 7/8'' 0 8E TJ-Strand Rim Board® -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s) .: A3: Rim Board DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) -1245 -848 3948 Passed (21%) At end Span 1 Linder Floor loading Vertical Reaction (Ibs) 1245 1245 1673 Passed (74%) Bearing 2 under Floor loading Moment (Ft-Lbs) 2097 2097 9281 Passed (23%) MID Span 1 under Floor loading Live Load Defl (in) 0.055 0.319 Passed (1/999+) MID Span 1 under Floor loading Total Load Defl (in) 0.070 0.479 Passed (1L1999+) MO Span 1 under Floor loading TJP'ro 67 30 Passed Span 1 -Deflection Criteria' MINIMUM(LL:L/360,TLIL/240). -Allowable moment was increased for repetitive member usage. -Deflection analysils is based on composite action with single layer of 19/32''Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 10' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM -The Li -Pro Rating System valuelorovides additlonal floor performance information and is based on a GLUED & NAILED 19/32" Panels (21',1" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.97 PROJECT INFORMATION: OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P.O Box 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone : 970-577-3726 Fax : 970-586-0249 cmcendaffer@estes.net Microll&meregiffEered Oradexork of Trus joisfo. DOC' Urler111...,...5 and S fo 1. yr, MC Enda e 1..:14G 1h.: Doc:Lunen. Eteoxil :[1.: (.1. h pime F 1,10 E";', 12J- Beam®. 6.25 Number: I/24/2008 11.:58,12A1/ Page 3 Engine Versi.or2 6325.71 2230 Arapaho Fload Upper Floor Stair Beam 1 3/4" x 11 7/8" 1.9E Microllam® LVL @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Pala r y Load Group Ma x . Vertical Reac ti on TL) al ihs ) 572 1322 Mates VOT13i cal 1. 11 L I en 1 est 447 1047 S e 1 as L14,.d. Figuring Lang TR R0) 2.25(W) 2 25(W) Max Unlar a c Lengtn (1..01 120 Loading on al 1. spans 1 1 Shear Support (ifse 1 105 -1.78: Max 41,11aa r at Suppor C. fibs 1 122 -259 Shear Wi thin Span el b ) 29 25 Member R east ion ( 'PRI 9 Soppeet. Rede f ion. C111410 Memest. ( Ft 4 lees ) 44 2 Loading on ail spans, MDF = 1,00 , Mead 9 1.0, Floor: Sher at. Support (lbs) 483 111.)3 Shea/. a L Support. DIA))*)4 55'7 512.45 Shea" Wi L4H Span ( 11 1 1 Member 14e.ast ion. (lbs 557 SupporL Rea c L ion ( 1 b sl 5"72 1322 Msment. ( Ft -Lbs ) 2097 Live Deflection. 11111 0,055 Total Deflection. ( in) 0 .070 PROJECT INFORMATION: 200 by 171.: Lis Jo is , r holes.; (0- Bus i ness s of) r Lien'A f r us „Io OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P.O.Box 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone 970-577-3726 Fax : 970-586-0249 cmcendafterPestes,net ,..95,c.9)2,ent.s. a nol Sof, f a mg s Ca rc., y 1c dar f of . sNo NEWs, I Off, My Occmm,e s I Real", 2 3 0 A r. 6 a d UrAXn• F.' 1 OC, Sfai Seam . 2230 Arapaho Road Upper Floor beam wiroot load A WiTerhal..i.,ser Bus inm T.21-Beasr N6.25 SeriW M.s"sbeS 2 Pcs of 1 3/4" x 18" 1.9E MicroIlam® LVL User 2 V14s2108 4:344.4 PM Page I Engine Vesson. 6.25. 71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Menthe, Slope:, 012 Root 5lope0.12 All dimensions au e hot izot tal. 20' LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width. l4" Primary Load Group - Snow (psf): 40.0 Live at 115 % duration, 15 0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Snow(1.15) 40.0 10.0 0 To 20' Adds To Uniform(plf) Snow(1.15) 420.0 105 0 0 To 20' Adds To SUPPORTS: L Pi oduct Magi am is Conceptual. Input earing Vertical Reactions Ply Depth Nailing Detail Other Width Length (Ibs) Depth Live/Dead/Uplift/Total 1 Timberstrand LSL 3 50" Hanger 5123 / 1521 / 0 / 6643 N/A N/A N/A 1-i16: Top Mount None Beam Hanger 2 Stud wall 5.50" 4.48" 5144 / 1527 / 0 / 6671 N/A N/A N/A Lt. Blocking 1 Ply 1 1/4" x 18 1 3E TimberStrand® LSL -See TJ SPECIFIIER'S BUIDERS GUIDE for detail(s) : H6. Top Mount Hanger,L1: Blocking HANGERS: No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species H6: Top Mount Hanger NONE FOUND 0/12 0 N/A N/A N/A N/A DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 6449 5451 13766 Passed (40%) Lt. end Span 1 under Snow loading Moment (Ft-Lbs) 31239 31239 44566 Passed (70%) MID Span 1 under Snow loading Live Load Defl (in) 0.550 0,646 Passed (L/423) MO Span 1 under Snow loading Total Load Defl (in) 0.713 0 969 Passed (L/326) MID Span 1 under Snow loading -Deflection Criteria: MINIIMUM(LL:U360,TL:L/240), -Bracing(Lu): All compression edges (top and bottom) must be braced at 5' 3" o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability. -Design assumes adequate continuous lateral support of the compression edge. PROJECT INFORMATION: Co1 Jt. . 200 by Tem s JuS ts a. Weyer haeu se r Buslness M i on oil assa.1 a nd mbo rG am dO a r a r eg isLe dema rks of. Trus Jo s OPERATOR INFORMATION: Carolyn McEndafter Town of Estes Park P.O. Box 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone 970-577-3726 Fax : 970-586-0249 cmcendaffer@ estes.net Ct Docu me n tta, an a s et ings r oJ an 11c Ee d1 . 'f."1:...)F.F1S NG My Doc ume n ts Tj 1 Ream 1 2 2 3 0 AT 0.Pdh0 Road Upper F 100 T" be diT, W- roo1 on y . sns 2230 Arapaho Road Upper Floor beam wiroof load A Wtstrh,reusar Butaaas TJ,13e305) 6, 25 ,S,a.ra3I Number', 2 Pcs of 1 3/4" x 18" 1.9E Microllain0 LVL 1 1 4 42 Ocaii 34 !4 PM Pre? Engine version: la 25,71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOA S LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Ti is Joist (TJ). 'JJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values.. The specific product!. application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate, -Not all products are readily available,. Check with your supplier or TJ technical representative for product availability, -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above, -Note, See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: Corr/ h. 2 0 C.', (3 lay su s 321sr, tatys, aasu r nest; r31 C.7. 1,0 .1. 1 al'fil) rv'.3 miac, r St r 5,565, a rat register ed sa 220 s r Tr OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P.O. Box 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone : 970-577-3726 Fax : 970-586-0249 crricendaffer@estes.net urrK,r1 LS and. .S.0 1!„ sgs a:tars:Lyn tic ra2 r .Nf.E:.E Eszsfsilsssrlt. s f:sfr5111 2 2 .3.2 A r h Ifrxa r f,,c,11eStgr 2230 Arapaho Road Upper Floor beam verool r:)ad A 1ST 2 Pcs of 1 3/4" x.18" 1.9E Microllam® LVL Bear0)6.2l5 Serial Nainteri User 2 1/14/20448 1.:34044. Paa„ 3 Engine Version: 6.2571 THIS. PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FO THE APPLICATION AND LOADS LISTED Load Giroor Primary Load Group 194.50' Max, Vertical Reaction Total (lbsa 6543 6611 Max, VOrtical Rpostion Live (ibs) 5123 5144 Required Bearing Length in 9.530(1) 4„48(W) Max„ Ubraced. Length (in) 63 Loading on all spans, 181)((F,' = 0.90 , 1.0 (f.)ad. Shear aL Support. (lbs 1248 -1229' Maxi Saur at Support. (ibs) 1476 -1486 Mmbeto ReactioT. (lbs) 1476 1476 Support Reaction. (lbs) 1521 1S27 Moment (1(9).-1,1s) 7151 Loading on all spubs, PDT" = 1.15 , 1,0 Dead 1.0 Floor 1.0 Sn.ow Shear at. Support. (lbs) 5451 -5367 Max. Edierar at S'apport (lbs.) 6449 (-6449 Memb€T. 13ac144414 (lbs) 6449 6449 Support 8s)a3t1on. (11880 6643 6671 Mamont (1t.-L41s3 31939 Live Deflection. (i114 0,550 Total !))fletaari Lir)] 0.713 PROJECT INFORMATION: Copyr 0 200,3 1 J 1>aeus i ness: t.•••!:•,. r• ).4,4 1r41 4 L nd.e. i r4 I" clermar• OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P.O. Box 1200 170 MacGregor Ave, Estes Park, CO 80517 Phone : 970-577,3726 Fax : 970-586-0249 cmcendaffer@estes.net r • ••d• )0 r,..ane co")d 4',"11 Uilf,5„d 4 4 1"..),,:p.:.1•.11.110134. 4F • 2230 Arapaho Road Upper Floor beam w/ point load A "iVnivri A 26 r nber 3 Pcs of 1 3/4" x 18" 1.9E Microllam® LVL e 2 1 /1,4/2008 4210'141 PM P600 I Ervline Version' 6 25 11 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE AP*LICATION AND LOADS LISTED LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 8" Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead Vert cal Loads: Type Class Live Dead Location Application Comment Uniform(plf) Floor(1.00) 400.0 100.0 2To 23' Adds To Point(plf) Snovv(1.15) 5123.0 1521.0 2° SUPPORTS: 2 oduct Diagi an is C onceptual. Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 5 50" 4 29" 7292 / 2287 / 0 / 9579 Al Blocking 1 Ply 1 1/4" x 18" 1 3E TimberStrand® LSL 2 Stud wall 5 50" 3 02" 5137 / 1612 / 0 / 6748 Al Blocking 1 Ply 1 1/41' x 18" 1 3E TimberStrand® LSL -See TJ SPECIFIERS / BUILDERS GUIDE for detail(s): Al: Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 9558 9460 20648 Passed (46%) Lt. end Span 1 under Snow loading Moment (Ft-Lbs) 38386 35462 58130 Passed (61%) MID Span 1 under Floor loading Live Load Defl (in) 0.587 0:744 Passed (U457) MID Span 1 under Snow loading Total Load Defl (in) 0.771 1.117 Passed (L/348) MID Span 1 under Snow loading -Deflection Criteria: MINIMUM(LL:L/360,TUL/240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 10' 1'1 /c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ), TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not at products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ DIstribution product listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection, PROJECT INFORMATION: OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P.O. Box 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone : 970-577-3726 Fax : 970-586-0249 cmcendaffer@estes,net C op see021b. 0 200 by Tr u s Job s 0. a bb,n r h a ep se r Nebr. u ONS NI c0331 1600 is a r eg i sber ed rb r v , fed' . 111G .I..Neb".R I33N \ 34y Encume Errs I0 1 Beare,. 223 0 Ax a pab o Road. Upper Floor 3ean we po i sb load. Emr., 2230 Adtpaho Road Upper Floor beam vv/ point hoed A. WW1.11.:1(M,1 Boonunt 6.25 Senal Nur nber User 1i142008 4411 PM Page 2 Engine Verss:2.1: 625.71 THIS PRODUCT MEETS OR XCEEDS THE SET DESIGN 3 Pcs of 1 3/4" x 18" 1.9E Microllam® LVL CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Groped Primary Load Group Max. Ver h» ad Re i on To Lal (lbs) 9578 MaG. Vertical Reaction Live, (lbs) '7292 Requireh Beating Lenghh in 4.29(W) Max.. ddltaced Length Wird 121 6748 5131 3.02(M) L e a ddng on all spans, 114 0 90 , rr .pear/I She1.12 at Support. ( lb s ) 22.20 - 1..349 11e2»: STIG211) at Se 313 1 1 b s ShGar Wirhdd Spar) 11es ) MombeT RetiiCAS i on. ( 1 bs ) 2275: Support. Rb)vro ti 1 ( 1 ) 2287 1.612 Mome,nt ( El TAYS 9)54 Leading (11 all spans, LDF 1.6!0 , 1,0 Dead + 1.0 Floor - Shear at. Sepport 11G) 3 39 -5395 Max Shear at Support. (lbs) 6398 -6306 Shear Within Span (lbs3 6297 11) Re..ae1.don. (lbs.) 6398 6306 Support: Rear: 2 1 (1188) 6418 6493 Moment OFIG 1bs. ) 35462 Live Delee Lion ( inr 0 . 520 Deflent ion 11.10 0.704 Loading on. all spans. LDF 1.15. , 1.0 Dead + 1.0 Fdoct + 1.0: Snow Sheet at Support.. elles1 9460. -5650 MaG Shear at Support (lbs) 9558 -6561 Shear. Within Span (lbs) 9457 1401 Praaction (12G) 9558 6561. Support. Reaction (lbs) 9579 6748 Moment (Ft -Lbs) 38386. Live Deflection. (.1111 0.587 Total Deflection. 1)M, 0.771 PROJECT INFORMATION: OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P.O, Box 1200 170 MacGregor Ave Estes Park, CO 80517 Phone : 970-577-3726 Fax : 970-586-0249 cmcendatter@estes.net Copent3ht Sen6 tsr Tros jcds, u. e!eyeThaeuest Business Miere.!.lang) 1S a registoTee rradeinark of lesrs Joist., CT...Depepeints eirsl SerTAm;Tsornslrolun Mcirn1afterenHei11 1e opol,seerUisoTji ReaniSPAS Aronahe HX.s1 Upper tioor Peon p— 1oint. lonchnins 2230 Arapaho Road Upper Floor Jolst A.'01..01.Th.A.21.122r13,1,2,ness TJ-Bea.n* 0.25 Seral Number' 0set..2 1/24/2008 1221A7 PM Pap Engine Version; 625,21 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN 11 7/8" TJK) 210 16" o/c CONTROLS FOR THE APPLICATION AND LOADS LISTED 196" LOADS: Analysis is for a Joist Member Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: .ivetall Dimension: 29' 6" 6 W Product Diagram is Conceptual. Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (lbs) Depth Live/Dead/Uplift/Total 1 Microllam LVL 5 50" Hanger 448 / 131 / 0 / 579 N/A N/A N/A Top Mount None beam Hanger 2 Stud wall 5 50" 5 50" 1049 / 315 / 0 / 1364 N/A N/A N/A B1 Blocking 1 Ply 11 778' TJI® 210 3 Stud wall 3 50" 2 25" 250 / 26 / -137 / 276 N/A N/A N/A A3 Rim Board 1 Ply 1 1/41" x 11 7/8" 0.8E TJ Strand Rim Board( -CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder"s guide for single family residential applications, Limits: End supports, 3 1/2' , Intermediate supports, 3 1/2" with web stiffeners and 5 1/4 without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): Hl: Top Mount HangerB1: Blocking,A3: Rim Board HANGERS: No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Hi: Top Mount Hanger NONE FOUND 0/12 0 N/A N/A NIA N/A DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) -784 -736 1821 Passed (40%) RI, end Span 1 under Floor loading Vertical Reaction (lbs) 1364 1364 2565 Passed (53°/1.) Bearing 2 under Floor loading Moment (Ft-Lbs) -2357 -2357 3620 Passed (65°io) Bearing 2 under Floor loading Live Load Defl (in) 0 303 0.635 Passed (tJ754) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0,387 0,952 Passed (LJ591) MID Span 1 under Floor ALTERNATE span loading TJPro 30 30 Passed Span 1 -Deflection Criteria. MINIMUM(L.L1/360,TLI/240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking, -Bracing(Lu). All compression edges (top and bottom) must be braced at 3" 11" o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stabdity, -The load conditions considered in this design analysis include alternate member pattern loading. PROJECT INFORMATION: Corrir g,11.t„ ff) 8 ffs„.., s Jo ist„ Way r ha sa's BU SUSS TST 11.;) EUTSIS rai ff. ono .1 8.frrf.,) So re r r re,;3: r ad,,,,,kr,, arida0erro.t. ks OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P,O, Box 1200 170 MacGregor Ave, Estes Park, CO 80517 Phone : 970-577-3726 Fax : 970-586-0249 cmcendaffer@estes net r Dor' woe saf 8 1nd, 1gs fr.!' r y 11erra,rja 00: „F 00i 1NISER na01 Procaorr t.rorladj BUSIITS, B AS' p,Ei 1,11D Roast flppo s FICUS CUL 2230 Arapaho Road Upper Floor Joist A ‘it,agytightirtgitg" Business 1 1 7/8 " TJ I! 210 @ 16" o/c TJI-BeairKi•?;, 6..25 Se.6a1 Ni.vnber 1724.incl 12'21 ,7'7• PM Page 2' Engine Viariggra 6..25.11 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance, information and is based on a GLUED & NAILED 19/32Panels (20" Span Rating) decking. The controlling span is supported by beams, Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program, ,Comparison Value: 1.39. ADDITIONAL NOTES: -IMPORTAN"fl The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values: The specific product ,appilication, input design loads, and staled dimensions have been provided by the software user This output has not been reviewed by a TJ Associate. Not all products are readily available. Check with your supplier or TJ technical representative for product availability. THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS, -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above. -Warning: Span exceeds Residential Specifier's Guide span (L/480 table). Strength and stiffness requirements have been met. PROJECT INFORMATION: C' p r gI t 0 2 by Tri. .1S , titesie t3, s it: tit usiirt s trati - tisiaarstn :arta rig it lit:gig) r r11 i.rsd n'a d camas tit o 'Pau. is 01 . and - Pr rp"." rie is itgi emit tgas tgr us got tot.. OPERATOR INFORMATION: Carolyn McEndatfer Town of Estes Park P.O. Box 1200 170 MacGregor Ave, Estes Park, CO 80517 Phone 970-577-3726 Fax : 970-586-0249 cmcendaffer@estes.net : Doc among:tit t:: rig s Ca Eggitt t t er 11iga IT NEER atig Doc:unto ri t 131 iam t2231.11 Air:arta 1 grips, titt or: 2230 Arapaho Road Upper FUor Joyst uer,,a1-0,isoornurv,,e, 11 7/8" TAO 210 @ 16" 0/c u,e, 2 1;24 .'JOB 441 '4 4 PM Pair 3 Hlq[no Vr6F,J[Or 6 25 7 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load ercifie feimory Tbsa Sioup 19' 0,50" 99.50" Max Vertical Reaction. Total (lbsi 579 136)4 276 Max, Vertical Reaction Live. (lbs) 448 1049 250 Selected Reaping Length (1n) 1.75(W) 0.500ed 2,25(W1 Max. Ubbraceb Deribth (in) 49 47 102 Lotading on all scans.. LDE 8) 0.90 , 1.0 Detad Shear at. Support (lios) 124 -170 125 .221 Max Shiear al.. Support, (lbsi 124 --181 134 --23 Merber Re.))acti on (lbs ) 124 315 23 )3).11.34if4rt. Resc r.l on (lbs) 131 315 26 MOMent6. (Ft --Lbs) 4'79 -544 16 Luadinp on. all spans7 1,R0 s 1.00. , 1.0 Dead + 1.0. Floes Shear at. Suppora. (lbs) 536 -736 341 -93 Max Shbap aa Support. (11o01 536 -784 580 -99 Member Reaction (Ede) 536 1364 9) Support. Reaction (lbsi 568 1364 113 Mambnt (Ft -Liss) 2074 2.23571 Livc Deflection (ini 0.278 -0.036. otal Deflection (in) 0.362 -0.047 ALTERNATE span loading. on odb. 4 spats, LDF e 1.00 , 1.0 Dead + 1 Floor. Shedd- at Support cr44,,,,...3). 348 -725 281 142 Max. Shbap at. Supputt (ids) 548 ---7313 297 140 Miadtbad: Reaction (rbse 548 1069 -140 Support., Reaction. (lbs) 579 1069 - -137 Moment. 0218.--Idos) 2164 -2140 NIA. Live Deflection (int 0.303 -6,065 Total Deflection. (ini 0 .387 -0.075 ALTFREATE span ioabinb on. even. 4 spana, 17012 1.00 , 4 0. bead + 1.6 Floor Shoar at Support Mios) 112 -181 385 -256 Hay( Shbat at Support (lbs) 112' el92 417 -262 Member. Reaction (lbs) 112 609 262. Support Reaction (lLi' ) 120 608 226 Moment 0703-1J2s) 395 -761 494, Live. Deflection (in) .20.027 0.035 Total Dbf led Lion (ini 0.059 0.028. PROJECT INFORMATION: COPY 61 21 2 (.1 6 '11 US JO St r Ne a.cru .s r 662 s 6 4 ab 6,6 d e eg .1, s6ere CI ks f4. . OPERATOR INFORMATION: Carolyn McEndaffer 'Iown of Estes Park P 0, Box 1200 170 MacGregor Ave, Estes Park, CO 80517 Phone 970-577-3726 Fax : 970-586-0249 crncendaffer@estes.net rH1 •,!;r:;.,266:21..ng C.65. o .16/n Mc E:nd atter. ENG, 1 44EER :I44 4.4 or..6.grerf 6.22616.11 Ar pallo 1.4.112466 4.:21 oor 2230 Arapaho Road Loft Reader Nemo (,) 6 Senq)I Numbea 2 Pcs of 1 1/2" x 5 1/2" 1.6E Solid Sawn Douglas Fir #2 User I i4,2008 12 :4,18 M rq41 ri \lel soon 625, fl THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 4" 6" oduct Magi am is Conceptual. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width. 8" Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12,0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Floor(1,00) 250,0 26,0 0 To 4' 6" Replaces SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.00'1.50" 563 / 67 / 0 / 630 By Others None 2 Stud wall 3.00' 1.50' 563 / 67 / 0 / 630 By Others None -See TJ SPECIFIER S / BUILDERS GUIDE for detail(s) : By Others DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 595 -432 1045 Passed (41%) At end Span 1 under Floor loading Moment (Ft-Lbs) 632 632 1433 Passed (44%) MID Span 1 under Ftoor loading Live Load Dell (in) 0.028 0.142 Passed (L/999+) MID Span 1 under Floor loading Total Load Dell (in) 0.031 0.213 Passed (U999) MID Span 1 under Floor loading -Deflection Criteria: MINIMUM(LL:U360,TL:L/240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 6°' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The allowable shear stress (Fv) has not been increased due to the potential of splits, checks and shakes, See NDS for applicability of ncrease. -Analysis assumes ,continuous member, Lap joints, splices and finger joints significantly reduce member performance and have not been considered. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application„ input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR iLevel PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Solid sawn lumber analysis is in accordance with 2001 NDS methodology. -Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn Cumber material listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: Carolyn MclEndaffer Town of Estes Park P.O. Box 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone 970-577-3726 Fax : 970-586-0249 cmcendaffer@estes.net and •!;,, Fri.d..,1f."f. r r41,.,.:1,14!1 11, Documen.t s 136?a.ITL,., 1 ,,a-a•pallo 1:4.c/a Lof der' 2230 Arapaho Road Luft Header AVVsuUbgbuBsUiuss TerBeam® 6.25 Sehal Nerngeb 2 Pcs of 1 1/2" x 5 1/2" 1.6E, Solid Sawn Douglas Fir #2 User. 2 1 22421208 12:2618 PM Page 2 Engine Versi 625.72 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Load Group: PrimaTy CONTROLS FOR THE APPLICATION AND LOADS LISTED Load (Lmdup Max. VOTT 4 cal Rola ion. Total ( 1 bs ) 630 630 M a (201 1ical hen cr.d on. Five ( 1 Ps ) 563 563 Requi rod. Bea 01s3j Lenhith in 1 . 50 (Wl Max ljrllo ao on. Deng th. ( in ) 54 Loading on, all spans, LDS = 0,90 1,0 Dean. Shear. at SupporT (lbo) 46 -46 Max. Shear at. Support. (lbs) 54 Membea- Doaction. (lbs) 64 64 upport, Foamtion (lbs) 67 67 MOment. (Ft -4.195) 58 Loaning. on al 1 spans brif = 1 . 00 1 , 0 Do'ad + 1 . 0 Floor Slioar) 01 0Upfoi 3 ( lbs 432 -432 Max Shoal( at. Support ( 1 bs ) 595 -595 Member. Poont ion (lbs ) 585, 595 Support React ion. ( lbs ) 631) 630 Moment (Ft -Lbs.) 632 Live Defl Potion (in) 0 .028 Tot al Del 1 en tdon 1 31) 0, 031 PROJECT INFORMATION: rbpyrighr o 2S06 by Tr:US Joist- a. Weryeltaduser Business OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P.O. Box 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone : 970-577-3726 Fax 970-586-0249 cnncendaffer@estes.net i..OH,Documents ard R.rraraang...Carol,,,,j1 McEndatteaol.d.ajldEERJRRt.gy Doco.rrenaRadd2 Beara.2230 AraPah0 1oad Jo3ac Hooder.sms 2230 Arapaiuo Road Rec VV k)dow rkeader Arl tr 1,, 1 11,, Ira tlJ 6 rJurrILke 2 Pcs of 1 1/2" x 7 1/4" 1.6E Solid Sawn Douglas Fir #2 WA, 1 d4 4'066 W)PrJ l'a,JP L vne VeraJori 6 /I THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED LOADS: Analysis is for a Drop Beam lvtember. Tributary L.oad Width: 89" Primary Load Group - Residential - Living Areas (psi): 40,0 Live at 100 I. duration, 12,0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Floor(1,00) 180 0 30 0 0 To 5' 6" Adds To Deck Load SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Width Length 3.00'' 1.50' 3,00" 11 50" Vertical Reactions (Ibs) Detail Other Live/Dead/Uplift/Total 1458 /385 /071843 By Others None 1458, I 385 / 0 / 1843 By Others None -See TJ SPECIFIERS / BUILDERS GUIDE for detail(s): By Others DESIGN CONTROLS: Maximum Shear (Ibs) 1759 Moment (Ft-Lbs) 2309 Live Load Defl (in) Total Load Defl (in) Design -1271 2309 0.059 0.075 Control 1378 2300 0 175 0 262 Control Passed (92%) Passed (100%) Passed (L/999+) Passed (LJ838) oduct EHa(Jt,lni is Conceptual. Location Rt. end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading -Deflection Criteria: MINIMUM(LL:L/360,TL:L/240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 5' 6" o/c unless detailed otherwise, Proper attachment and positioning of lateral. bracing is required to achieve member stability, -The allowable shear stress (Fv) has not been increased due to the potential of splits, checks and shakes See NDS for applicability of increase, -Analysis assumes continuous member. Lap joints, splices and finger joints significantly reduce member performance and have not been considered, ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values, The specific product application, input design loads, and stated dimensions have been provided by the software user, This output has not been reviewed by a TJ Associate, -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. THIS ANALYSIS FOR iLevel PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Solid sawn lumber analysis is in accordance with 2001 NDS methodology. .Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: ,....,;;;Jaylajgh Cr z(Pja kJ," Jjaa.; Joist_ a. '4e yc,,r e OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P.O. Box 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone : 970-577-3726 Fax 970-586-0249 cnncenciaffer@estes.net tiFIEF '11,1C31 W33,113,3,, d4,5 11ea,r0) 13 25 ScHal: MirrlOer: use: 2 1.,24220,28 CO 10 P(0 [,33(je Engne Vet'sic)(1 ti 25 71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load M rti up ( Pr i mar y Load Group 2230 Arapaho Road Rec WUndow header 2 Pcs of 1 1/2" x 7 1/4" 1.6E Solid Sawn Douglas Fir #2 Vertical Pet(ir(tion Total ( (.17(as 1843 max Vent i cal Rneatanon Live ( 1 3p.0 148(8 Rego 1 ten Bea ti ng, Lang t h. i n. Maxi Ubbreed. Leng th. ( i n ) 66 1842 1458 1 . 50 (57) LoaCiA ng on a 1 1 spans , 1.1 . 0 90 Sh,ear at Suppco:t. (lbs ) 26.6 -266, Max ha)(A.2.2 al:. Sn.rTad. ( ) 368 -- 368 Member Re.(°2 c17i on. tbbel 368 368 Snppnrt Rea c ti on ( 1 3s1 38.5 385. Regent ( 1 bs ). 482 oading. on. al 1 spans , LDF = 1 . 00 , 1 .0 Dead + 1 .13Floor Shear. a t SuppeTt ( 1 bs ) 1271 -1271 Mad( Shnan a Suppnre ( les/ 1759 -1759 MemAmn: Retie i on. ( 33s1 1759 1759 StIbbort Reac L inn ( 1 bs ) 1843 1842 Moment. (Ft aLbs) 2309 Live Fief 1 ect 1 1 n) 0 . 059 Total Deflection (1111 Oe 0215 PROJECT INFORMATION: c:i•opyrIgh 1... C., 0(16 L.2.2 222,2 2c2,s2, i2(.22,212122.:,222.,2 OPERATOR INFORMATION: Carolyn McEndafter Town of Estes Park P.O. Box 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone 970-577-3726 Fax : 970-586-0249 cmcendatfer@estes.net (3.2 233223u2(232, t,.s 2,2,2 33(3..t, rgs.3,33a.(3,31',23, 11(3132)(32 (2332 1331232P34E:(3(2 (333 2312 122233322.33(03s ',13.3( 1.3(3•3:33333"2.1,.31..) 22r",:323,,313,3, 1322,323 P(32. 23,2,33 32,23(3(3 253338 2230 Arapaho Road Master Bed Door Header I J Fierlt,r(,) Ildl NW -Fiber 2 Pcs of 1 1/2" x 5 1/2" 1.6E Solid Sawn Douglas Fir #2 /2412008 ,,f3 56 PM Paqo 1 I rwrre r;;106 6 "./q., /1 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member' Slope: 0 12 Pool Slope° 12 &— 3' -1- All dimensions ai e hoi izontal. LOADS: Analysis is for a Header (Flush Beam) Mernber. Tributary Load Width: 106" Primary Load Group - Snow (psf). 40.0 Live at 115 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (lbs) Detail l Other Width Length Live/Dead/Upliftriotal 11 Stud wall 3 00" 1 50' 700 / 269 / 0 / 969 By Others None 2 Stud wail 3 00" 1 50' 700 / 269 / 0 / 969 By Others None -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s). By Others Product Diagi am is :onceptual. DESIGN CONTROLS: Maximum Design Control ,Control Location Shear (lbs) 896 -557 1202 Passed (46%) Rt. end Span 1 under Snow loading Moment (Ft-Lbs) 691 691 1648 Passed (42%) MID Span 1 under Snow loading Live Load Dell (in) 0.013 0.103 Passed (U999+) MID Span 1 under Snow loading Total Load Dell (in) 0,018 0.154 Passed (U999+) MID Span 1 under Snow loading -Deflection Criteria: MINIMUM(LL-U360,TL:L/240). Additional checks follow -TL:0.313" -Bracing(Lu) All compression edges (top and bottom) must be braced at 3' 4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stabIlity, -The allowable shear stress (Fv) has root been increased due to the potential of splits, checks and shakes. See NDS for applicability of increase. -Analysis based on vertical loads only and assumes structural supports as noted in the input. Axial loads are not considered in this analysis, -Analysis assumes continuous member, Lap joints, splices and finger Joints significantly reduce member performance and have not been considered. -Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design toads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR iLevel PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Solid sawn lumber analysis is in accordance with 2001 NDS methodology. -Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above. -Note: See TJ SPECIFIER S / BUILDER'S GUIDES for multiple ply connection PROJECT INFORMATION: ,n(4::,yr7,ndhAi. 0 2U n by. Trus Jo i std a deydrdl.d(n:, nnd Bus Ines s OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P.O, Box 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone : 970-577-3726 Fax ; 970-586-0249 cmcendaffer@estes.net C Doc wrIen Ls and 3ett...ing,n..d.rd) Lyn.5 r 5f ed• ENG1 NE My Doc uvend.s Beam",..2230 .Ardpaho Road BOd DO,Or Headcdn.svd,; 2230 .Arapaho Road Master Bed Door Header h I( X1,4 T 13Partb SV7 Numbeb 2 Pcs of 1 1/2" x 5 1/2" 1.6E Solid Sawn Douglas Fir #2 UA,r 2 1 '2,1 2008 4 26 56 PM Page Ve,r5loi 6 ??., THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Ladd bioup Pfixtby loud Sloan Max.. Vertical Reacthon. Ibtal (lbs.) 969 969 Max, ilextical Ruarthen. Live (lbs) 700' 700 Required Bearing Length in 1,50(W) 1.50 (6 Max, Unbraced. Length (in) 40 Loaddrin on. all spans, LDF = 0.90 , 1.0 Dead Sher. at Support (lbs) 155 -155 Max. Shear. at. Support (lbs 249 -249. Menlxir Reaction" (711116) 249 24) Support P. e a! cLion. (lbs) 269 269 MomenT. (Ftelbs) 19.2 Loading on. ail. spans, EDF = 1,15 , 1,0 Dead + 1.0 Float + 1.0, Snuw Shear at Support (lbs) 557 -557 Max. Shear at Support rnm) 896 -896 Me(mber React ion (110s) 896 896 Support Reaction. (lbs) 969969 Moment. (Ft-Lt,$) 691.. 1ive Deflection (in) 51(013 Total Deflection (1111 0,918 PROJECT INFORMATION: Copyra cOb.. 0 200,a by ibub j s ty a. Weye rhaeurser Bus a aba.8 OPERATOR INFORMATION: Carolyn McEndaffer Town ot Estes Park P.O. Box 1200 170 MacGregor Ave Estes Park, CO 80517 Phone : 970-577-3726 Fax : 970-586-0249 ancendaffer@estes.net Doc irarbra.r and Se tA. ngab a Ca r 0.1 ." 1 Mc Enda 1 f cab ENG0 NEF.F T My Doc unen s 70' labarn'... 2 2 a O. bar 21f:blab Rabbi flas rbt- F.3vari ircfca r Heade r srkb Btsirdd9 6 25 Sedd Nflnber User S V24;2008 4 28.43 PM Page Engme Veddon: t; 25 ?I' 2230 Arapaho Road Kitchen Door Header 2 Pcs of 1 1/2" x 9 1/4" 1.6E Solid Sawn Douglas Fir #2 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0.12 Roof Slope0 12 All dintensions ale 10 t izontaL 6' 6" 4 LOADS: Analysis is for a Header (Flush Beam) Member, Tributary Loa.d Width, 14' Primary Load Group - Snow (psf): 4,0.0 Live at 115 % duration, 15.0 Dead SUPPORTS: 1 Stud wall 2 Stud wall Input Width 3,00" 3 00" Bearing Length 1 98' 1 98" Vertical Reactions (Ibs) Detail Live/Dead/Uplift/Total 1820/704/0/2524 1820 / 704 / 0 / 2524 Other By Others None By Others None -See TJ SPECIFIERS / BUILDERS GUIDE for detail(s): By Others DESIGN CONTROLS: Maximum 2427 3792 Shear (Ibs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Deb (in) Design Control Control -1731 2021 Passed (86%) 3792 3944 Passed (96%) 0,061 0.208 Passed (L1999+) 0.084 0.313 Passed (L/891) Product Diagr am is Conceptual. Location Rt. end Span 1 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading -Deflection Criteria: MiNIMUM(LL:L/360,TL,U240), -Bracing(Lu): All compression edges (top arid bottom) must be braced at 66" o/c unless detailed otherwise, Proper attachment and positioning of lateral bracing is required to achieve member stability. -The allowable shear stress (Fv) has not been increased due to the potential of splits, checks and shakes. See NDS for applicability of increase. -Analysis based on vertical loads only and assumes structural supports as noted in the input. Axial loads are not considered in this analysis. -Analysis assumes continuous member. Lap joints, splices and finger joints significantly reduce member performance and have not been considered. -Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: IMPORTANT' The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate, -Not all products are readily available. Check with your supplier or TJ technical representative for product availability, -THIS ANALYSIS FOR ILevel PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS, Solid sawn lumber analysis is n accordance with 2001 NDS methodology, -Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above. -Note: See TJ SPECIFIERS / BUILDER'S GUIDES for multiple ply connection, PROJECT INFORMATION: COPY,' igh b7 r harni=rcri nr.:, OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P O. Box 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone 970-577-3726 Fax : 970-586-0249 cmcendaffer@estes.not •,r.rof:."Arrrer.O:::ro arra. I, S ("af,"C.C1. y FIC: Endaf ter, EAU RIEER DOC,,,11,0,1t. irj BerirrOr/r,?..fl..) Parapah.o. t cri-reo Door kr a dr, r smr; .111 "4flirr: 2230 Arapaho Road Kitchen Door Header APAIrl. h N rmbr4 2 Pcs of 1 1/2" x 9 1/411 1.6E Solid Sawn Douglas Fir #2 1/c4,20,08. 4 P8 43 Pc4r0r- %.449100 25 71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Dodd L/ /tsp. Id ahl y 1 oad d u(g, 3 1 r cn 1. 110.6)61.c i oh Tot al ( 1 bs) 2524. 2524 Mnxr 131t d al Rh: at Lion. Lntre ( 413s1 1820 1.820 Rhigh it ihd. Beata ng Length in. 1 98 07(7 Me xL Ubbr a c ed Length ( i n7 18 ng on al I-/pahl ) = 0 .131 Shear at St/pp rt (110,31 483 -4 sa Max S r at 01./13po 11 bs 677 -677 Member Reaction (lbs) 13 611 Support Reaction. (lbs) 104 704. Mbmeht (Ft.- -Lbs) 1058 Lo a di ng on. a 1 1 spans, 12DE .0( 1. ..15 0 Dead. 4' 1..0 Floor 4 1.0 Snow Shear a t Supper ( ltsl 11 .31.. -1731 Max. Shenir Suppb r1 b s ) 24.2'7 -2421 Member Bead t i on. ( 1 bs ) 2421 ://7.127 Support Rs«ab t i on ( 1 bs. 524 2524. Memebt ( F - Lb s ) 3792 4,0.4)4a. De fl ect ion (in) 0 . 0 6 1. Tb t. a 1. De f lehtion (i 0 . 0 4. PROJECT INFORMATION: 0:4;0004 004 001.4r; by Tr us. Jr:400._ 044yr-0.400404.00. 0.444.00r004 OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P.O. Box 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone 970-577-3726 Fax 970-586-0249 cmcendaffer@estes.net LN,[1::::E.P, INC;>1 paiio 1.44r43. r:044.400.1. 400014 Ileader . s003 22.30 Arapaho Road Great Room Header • A.Vireerforrreere Nbremu TUI-Beam49 6.25. Seeed Number': User: 2 6221/2008-429:33 PM Page, Engine V•weron: 6.26 /1 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN 2 Pcs of 1 1/2" x 7 1/4" 1.6E Solid Sawn Douglas Fir #2 CONTROLS FOR THE APPLICATION AND LOAitS LISTED klembel Slope: 0 12 Roof Slope() 12 All dirneiisions ai e hoo LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 14' Primary Load Group - Snow (psf): 40.0 Live at 115 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total! 1 Stud wall 3 00° 1 67" 1540 / 592 / 0 / 2132 By Others None 2 Stud wall 3 00' 1 67" 1540 / 592 / 0 / 2132 By Others None -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): By Others Po oduct Magi am is Come' UAL DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 2035 -1470 1584 Passed (93%) Rt, end Span 1 under Snow loading Moment (Ft-Lbs) 2671 2671 2645 Passed (101%) MID Span 1 under Snow foading Live Load Defl (in) 0.063 0.175 Passed (L/999+) MID Span 1 under Snow loading Total Load Defl (in) 0.087 0.262 Passed (L/725) MID Span 1 under Snow loading -Deflection Criteria: MINIMUM(LL:L/360,TL:L/240), Additional checks follow. -TL:0.313" -Bracing(Lu): All compression edges (top and bottom) must be braced at 56' o/c unless detailed otherwise: Proper attachment and positioning of lateral bracing is required to achieve member stability. -The allowabie shear stress (Fv) has not been increased due to the potential of splits, checks and shakes. See NDS for applicability of increase. Analysis based on vertical loads only and assumes structural supports as noted in the input. Axial loads are not considered in this analysis. -Analysis assumes continuous member, Lap points, splices and finger joints significantly reduce mernber performance and have not been considered, -Design assumes adequate continuous lateral support of the compression edge, ADDITIONAL NOTES: MPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, arid stated dimensions have been provided by the software user. This output lhas not been reviewed by a TJ Associate. -Not all products are readily available Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR level PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Solid sawn lumber analysis is in accordance with 2001 NDS methodology. -Allowable Stress Design methodology was used for BO lding Code IBC analyzing the solid sawn lumber materiamaterial listed above, -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: eaei g 2a..e.e, by • 1",1 JOISt, a Weyer 111 a V1S BuS T1, OPERATOR INFORMATION: Carolyn McEndafter Town of Estes Park P.O. Box 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone : 970-577-3726 Fax : 970-586-0249 cmcendaffer@testes.net 7.,.s and: g s re, I. yet taceenei,,, it ..1,,a,)r.,.',Pef,a,:l.ei.race, .51.1 rear. geaceareesens 2230 Arapaho Road Great Room Header A hAlhe r T,J,BearrO, 6 25 Semal NumberI 2 Pcs of 1 1/2" x 7 1/4' 1.6E Solid Sawn Douglas Fir #2 USer 2 I/24,2008 4.29.a4 Pag8 2 E6gine Vers8Dry 6.25, 71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Gronrn Primary Load Group Must Vertical Beabtion Total (lbs) 2132 2132 11ob. Vottical Reattion Livb. (l1 J2l 1540 Requited Beting Lengt:h 11 1.07(67) 1.07(W3 Max Unblbsd Length (in) 06 Loading( on all spqns, LDF = 0.90 , 1.0 Dead Sheaf at Support (lbs) 408 -408 Mum Shear at Suppbrt. (lbst 6,65 -565 Mbmber Reabtion. (1 14s1 565 565 Support Reqction (lbs) 592. 592' moment. (Ft -Liss) 741 Loading on all spans, 11 1.15 , 1.0 Dead 1( 1.0 Floor. 1.0 Snow Sheer at Support (ibs) 1470 -1470 MaN: Shear at Support (lbs.), 2035 -2035 Mbmber Reaction. (lbs) 2035 2035 Support Rbattion. (lbs) 2132 2132 Moment (Ft -Lbs) 2671 Live Deflection. (off) 0.06f3 Total Deflection. (.inI 0.087 PROJECT INFORMATION: aMbm, by 1-1 LIS 0:Ls „ tdds OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P.O. IBox 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone 970-577-3726 Fax : 970-586-0249 crncendaffer@estes.net CR ,,Dmammentb amd Seddings,.Carolyn McaRIMdaf feam.ENGINERPTING'..My Documentadaddd Beadm,d230. j.,Rapdbo Rodd GMeat Room Ide,'::MiCd.R SM6 Kos DattunT4 41 fa Tiniktfamimmine MAO lads Dautb.dd, Odd Member Data Description: Porch Roof Beam Standard Load: Live Load: 40 PLF Dead Load: 15 PLF DOL..: 115% 223() A rdpaho, Member Type: Beam Lateral Bracing: Continuous Top Moisture Condition: Dry Deflection Criteria: L/360 live, L/240 total Deck Connection: Nailed' Filename : 2230 Arapaho Road Porch Roof Application: Roof Slope: 0,00 / 12 Building Code: IBC / (RC Member Weight: 7.2 PLF Beam I 28 08 )Spvi Non-standard Loads Type (Description) Replacement Uniform (PLF) Replacement Uniform (PLF) Begin 0" 0.00" 2° 6.00" Trib. End Width 2' 6.00" 18' 6,00" Live Start 80 130 Dead End Start 20 33 ISMAIIIIMPINEW111141,1111111,1141111WiNISIVIMIttlillikalitill1IMMR3iVRIBUrrr,':'101111111P10111131"1,1mr"'%°,"i'"AIII4IPIREtiltliiill Bearings and Reactions Location 1 0° 0.00'1 2 8" 9.88'' 3 17° 7.75' 3esign spans 8988" 9 3 9 3 18 6 0 Input Minimum Worst Case Type Length Length Total 100% Dead Wall 6.00" 1.50" 4514 3424 1104 Wall 6 00"' 1.50" '18494 1416# 434# Wall 6.00" 1,50'" 566# 4344 1334 8' 9.88' Total 4514 18494 5664 End DOL 100% 100% Product: WS #2 6 x 8 ( 5x 7) 1 ply Component Member Design has Passed Design Checks."'" Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Positive Moment Negative Moment Shear Max. Reaction LL Deflection TL Deflection Actual 938.'4 1619.4 826.# 1849.# 0.0488'1 0,0636' Allowable 2686.'4 2686.4 3850.4 14025,4 0,2941" 0.4411" Capacity 34% 60% 21% 13% L/999+ L1999+ Location 14.12' 8 82' 8:83° 8,821 14.12' 14.12' Loading Total load 100% Total load 100P/o Total load 100% Total load 100% Total load 100% Total load 100% 'entroli Negative Moment t his member has been designed in accordance with NDS 2005 Al product gases are trademarks of Moir re1YreabIlle a owners 14144TOE Copyright (Cal 9434.42USES rsy Keymark Enterprises LTC. AIL FE(HTS RESERVED 1%00 11010,10000 0, 1 "Passtmy is defined anunthen the member, nom foist, beam or goder. shown on MG sawing mesas smairtable desasn criteria by Loads. 4...paritoss Cr:mkt:Mous. and Eparts sted on 10100,00 ,he Ti e. g o must be ree1Enyea by a quabbad dm:Mynas or desator trolesnastal as required tor approval T11 deaf)." assurstea pry111000,0 msfattutam sersookno to 11a al arm biatabee abaci Ilyabana Cantaytt kloEndaffek 44' own of Estes Pans ?230 Arapaho Road Bed 3 Header TJ-Bearr® 625 SeOal Number: 2 Pcs of 1 3/4" x 9 1/2" 1.9E. Microllam() LVL User: 2 11 /2812008 12:4453 PM Page 1 EirOrle Version: 625.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 5* 6" 4 oduct Biagi am is Conceptual. LOADS: Analysis is tor a Drop Bearn Member. Tributary Load Width 891' Primary Load Group - Residential - Living Areas (psf)- 40 0 Live at 100 % duration, 12 0 Dead Vertical Loads. Type Class Live Dead Location Application Comment Uniform(plf) Floor(1 00) 315.0 52 5 0 To 5' 6" Adds To Deck Load Uniform(pIlf) Snow(1.15) 560.0 140.0 0 To 5' 6" Adds To Roof SUPPORTS: Input Bearing Vertical Reactions (lbs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.00' 2 83" 3369 / 843 / 0 / 4212 L1 Blocking 1 Ply 1 3/4" x 9 1/2" 1.9E Microllame. LVL 2 Stud wall 3.00" 2 83" 3369/843 /0/4212 L1 Blocking 1 Ply 1 3/4'1x 9 1/2" 1.9E Microllarn® LVL -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s) 11: Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 4021 -2617 726,5 Passed (36%) Rt. end Span 1 under Snow loading Moment (Ft-Lbs) 5277 5277 13541 Passed (39%) MID Span 1 under Snow loading Live Load Defl (in) 0.059 0.175 Passed (U999+), MID Span 1 under Snow loading Total Load Defl (on) 0.074 0.262 Passed (L/847) MID Span 1 under Snow loading -Deflection Criteria: MINIMUM(ILL11360,TL:11240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 5' 6' o/c unless detailed otherwise, Proper attachment andlpositioning of lateral bracing is required to achieve member stability, ADDITIONAL NOTES: -IMPORTANT! The anatysis presented is output from software developed by Trus Joist (TJ) TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate, -Not all products are readily availabIe. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: ttospy".6.t gilt. 0 20:06 Lty „t I , a:SVCS-hi:IS S SIsess 11, OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park RO, Box 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone : 970-577-3726 Fax : 970-586-0249 cmcendaffer@estes,net t. Doc urns sts S ettlot n cuss, COtt o sm. Mc Erstial r ENG ititat,12.12216t60, ttly 0st:tunes 2230 1,33a.paho Road, 2(3d. 3 . 2230 Arapaho Road Bed 3 Header 2 Pcs of 1 3/4" x 9 1/2" 1.9E MicroIlam® LVL tr136erglial NUfflbW!. Usi,s': 2 I /28/2•008. n4 453 PN4 Page 2 Enghle VEE$jorh 6:2E71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Camw)p) Primates Load. Geode Max. Vertical Reaction Total. (lbs) 4212 Max. Vehtical Roaction Live: (lhs) 3169 Required Bearing Lent.h in 2.83(00 MAX.. Unbrced Length Leadang on. all s1 ILDF 4 0.96 , 1.0 Dead 5b(sar at Support (11387 524 -524 Max. ShoaT at. SuphoTT (les) 805 Mbambe.r. Reaction (1b(s1 805 805 Support Reaction. (lbs.) 843 843 Moment ( FL -Lb8' 1057 Loa.ing on all spans, LDF 1.110 ,1 Dead + 1.0: Floor Shear at. Support (lb:01 1660 -1660 Max. Sheor at. Support (lbhl 2551 -2551. Member" Reaction. (lbs.') 2551 2551 Support Reaction (lb's) 267'2 2622' Moment (102..-1.1)s) 3348 Live Deflection Din) 0.032 Total Defiestion (in7 0.047 toadang onall spans, LDF 1(15 , 1.0 Deati + 1(0 Floor + 1.0 Snow Shoar at. Support (lbs) 2617' -2617 Max Shear at, Support (lbs) 4021 -4021 Member Reaotdon (lbs) 4021 4021 Support Poaction (lbs.) 4212 4212 Moment (Ft81 1 6277 Live Dofdection (in) 0.069 Total Deflection (i(0) 0.074 PROJECT INFORMATION: a opy g („ 0 2 0 0 by JOiSL,, a. Weyer euse Ba cs s OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P,O. Box 1200 170 MacGregor Ave, Estes Park, CO 80517 Phone : 970-577-3726 Fax : 970-586-0249 cmcendaffer§estes.net A WA,252,5,.Ar1522ro5 I.J-BeaT• 6.25 &Trial Nurn5eA tise.t. 2 1,422/2008 12 A 5:48 PM Paco 1 Er2):21e. Vers,on: 6..25.71 2230 Arapaho Road Gage...MoRew Header 2 Pcs of 1 3/4" x 9 1/2" 1.9E MicroIlam® LVL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED oduct Diagi am is Conceptual. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width: 10' Primary Load Group - Residential Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead Vertical Loads: Class Live Dead Location Application 315 0 52,5 0 Tc) 561' Adds To 400.0 100.0 0 To 5' 6" Adds To Type Uniform(plf) Floor(1.00) Uniform(plf) Spow(1 15) SUPPORTS: Input Bearing Width Length 1 Stud wall 3,00" 2.58" 2 Stud wall 3 00" 2.58" Comment Deck Load Roof Vertical Reactions (Ibs) Detail Other Live/Dead/Uplift/Total' 3066 / 775 / 0 / 3841 L1 Blocking 1 Ply 1 3/4" x 9 1/2" 1.9E MicrollamC€) LVL 3066 / 775 / 0 / 3841 L1. Blocking 1 Ply 1 3/4°1x 9 1/2" 1,9E Microldam® LVL -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): L1: Blocking DESIGN CONTROLS: Maximum 3666 4812 Shear (Ibs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Defl (in) Design -2386 4812 0,054 0.068 Control 7265 13541 0 175 0 262 Control Passed (33%) Passed (36%) Passed (L/999+) Passed (L/929) Location Rt. end Span 1 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading -Deflection Criteria: MINIMUM(LL1/360,TL U240). -Bracing(Lu) All compression edges (top and bottom) must be braced at 5' 6" o/c unless detailed otherwise. Proper attachment and positionIng of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available, Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS, -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: CifpfAr (415 2 0 f Tr vs Jots tDie Busisese s red r ti erfa r f "f s OPERATOR !INFORMATION: Carolyn McEndaffer Town of Estes Park P.O. Box 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone : 970-577-3726 Fax 970-586-0249 cmcendaffer@estes.net , re Lumen. L ed. Se L. t ings -in. Mc rIcia, f Efff...;1..NEN5R f,V; '‘,Ty• Eseetutett fi •,1"..J. Be den '.. 2 A r a pa h.55, fff 1 Heade,' . o'ioo (ir 11111: 2230 Arapaho Road Garage Man Door Header A 11{1V PO bt. 2 Pcs of 1 3/4" x 9 1/2"" 1,9E MicroIlam® LVL T 1, rral Nurnhr'r 1 ?P., 21n8 IP 45 iBild Piffy, ;Sul %/orator, /5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Maui berticaa Reaction Total (lbs) 3841. 3841 Mama Veffinal Reaction. Live (lbs) 3066 Secnircd. Bearing Leggth in 2.58(1) MAT:- Unbraced. Length. (in) 66 (1 561(W) Loading on all spells. LDS 4' 0.90, , 1.0 Dead. Shea" at Support. (ibs) 481 -481 Mux Sheaf al Suppopt Ribs), 739 -739 Mgmber Reaction (lbs) 739 739 Support Res(ction. (lbs) 775 775 Moment. (Ft -Plus) 970 Loading' on. a 11 spanr), I.1)E1 = 1.00 , 1.0 Dead 1- I... 0 1111 oca"") Shgar at. Support ( lbs 1703 .2137(1.3 Max. Shea r at Stippoft (lbs ) 2616 -- 261.6 Mgmber Pgact Ion ( lbs.) 2616 2(1:1..6 Suppe 1 31 Reu c ti r 1 (lbs 1 2741 Moment ( Ft -Sbs ) :34:34 Live Deflection (in) 0.035 (1Ctal Deflection. (in) 0.048 Loading onall spans,. LDF 1.15 , 1.0 Dead. - 1.11 rioor 1.0 Sucw e,o at. Support (lbs) 2386 -2386 Max Shcat. al. Suppoft (ibs) 3666 -2666 Memhef Reaction (lbs) 3666 3666. Support. Reac Lion ( lbs 1 3841 3841 Moment (11 1l(610 4812 Livg. Deflection. ''n) 0.054 Total Dgflection 1 inl 0.068 PROJECT INFORMATION: igilt C., 2 b by '.1-"rus h dec.. s N....5i ries c re.cr; StoZr tan:Adel:1'. 1 f Tr Ut.S OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park PC. Box 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone 970-577-3726 Fax 970-586-0249 c mcendaffer estes. net s.g s tit.".ift,11 1 1 sr" Doc,..a.ment.s \Ian' 110 k (1‘ ked CAC:, Srs,; '1 ^ „.„ 11,1.alliertfrourrrrsrpgr A 'r'or Br1 isus r ftV,4Y k I HeanN) 2: Serial Nuu,Oef 3 Pcs of 1 1/2” x 11 1/4" 1.7E Solid Sawn Douglas Fir #1 1 2H,2000 10 22 !, I ',Aft Pay+,1 Lnyine Vers= 625 71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN 2230 Arapaho Road Deck Single span Beam CONTROLS FOR THE APPLICATION AND LOADS LISTED 12' oduct Biagi aro is Conc. epuml. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 5' Primary Load Group - Residential - Exterior Balconies (psf): 60.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Wood column 7.25" 1.50" 1800 / 432 / 0 / 2232 By Others None 2 Wood column 7.25'' 1 50'" 1800 / 432 / 0 / 2232 By Others None -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): By Others DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 2054 -1659 6075 Passed (27%) Rt end Span 1 under Floor loading Moment (Ft-Lbs) 5670 5670 9097 Passed (62%) MID Span 1 under Floor loading Live Load Defl (in) 0.111 0.368 Passed (L/999+) MID Span 1 under Floor loading Total Load Deft (in) 0.137 0.552 Passed (L/967) MID Span 1 under Floor loading -Deflection Criteria: MINIMUM(LL:L/360,TLU240). -Aliowalble moment was increased for repetitive member usage. -Bracing(Lu): All compression edges (top and bottom) must be braced at 12" o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability. -The allowable shear stress (Fv) has not been increased due to the potential of splits, checks and shakes. See NDS for applicability of increase. -Analysis assumes continuous member. Lap joints, splices and finger joints significantly reduce member performance and have not been considered ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ), TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR iLevel PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Solid sawn lumber analysis is in accordance with 2001 NDS methodology. -Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above. -Note: See TJ SPECIFIIER'S / BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: CohnBS. g ht. 0 S D6 by u s Jo i s a Weyerhaeuser Bus n es s OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P.O. Box 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone : 970-577-3726 Fax : 970-586-0249 cmcendaffer@estesmet rfr , Bon S and. S idds Y 1 'id MC 1ndaf rsr . E11G I111LEI11 11 s B 1.. Beamrw,lrfa.ho head Ile C. k .-1.SMS 22,30 Arapaho cad Deck Bindle spare Beam /1b4IrIbb 111-3earne 6.25 Serial NUITIber 3 Pcs of 1 1/2" x 11 1/4' 1.7E Solid Sawn Douglas Fir #1 User. 2 1/213(2608 10:22:..57 Page 2 EIngine Vec5i0b; THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Loa (3. Get tip Slime 132. Lo ad Grpe p Demme c a 1 Rea c Li on. "hd .1).. al (le si 225M1 2232 Maxi Vemit i cal. Regc Mien Live ( lbs4 1800 Reqei i)b Beg r ing Lenej t.h. Maxi SePegged Le1141 i h. ( i nl I (1 4 1 IS 69) 1 ( S 12 021 di ng on. a 1 1 spans LDF 911. , 1 . Des d Shear aM Suppom ( I bs I 32 I. -321 Max Shea r aii. Su ppo tit I h sl 398 -,398 Member Peatt i11 11!. I 398 398 Su14pp cm t React 4 on Mild's ) 432 ,432 M(1CI11 ( Ft -Lbs ) 098 Loading on all spans , 1 11 1 3 1 „ 0 Dead + 1 ( 0 bluer S heat a t. Suppo rM. (IL 6553 -1659 Max Shegii" at Su ppo rt ( I ihs ) 2054 -2054. Msmbe r 1 c t i on ( ihs I 2054 2054 Suppor t. beater i 11 3 32 Me me nt (1 1- Ii.1"b)j 5670 Live Deflect:lop ( In ) 14.111 Total Def. lee t itch 3 1 13. 17117 PROJECT INFORMATION: boryy,b;:,h 7.... 2(106 by 'lb:us J01(144 41 Bu ness OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P.O. Box 1200 170 MacGregor Ave Estes Park, CO 80517 Phone : 970-577-3726 Fax . 970-586-0249 cmcendaffer@estes.nef er: V(1111I I11.14(111r..:,1...bb.1"y Docy,,rm,b1y(HyT111 11,b,,,,,,ybY12 b.) ,brY,.,,r444,4 114),'J.d Bea.ry Kv.,yikraltra, 4 4 1 I 7c 1))))1)))), Member Data Description: Deck Beam Standard Load: Live Load: 300 PLF Dead Laad: 50 PLF DOL: 100 Bearings and Reactions 1 2 3 4 5 Location 0' 0,00" 11' 5.62'' 23' 5.62" 35' 5.62" 47' 5.62" 223) Ar;ip,uhr rdd Member Type: Beam Lateral' Bracfrig: Continuous Top Moisture Condition: Dry Building Code.: IBC /IRC Deflection Criteria: U360 live, L/240 total Deck Connection: Nailed Member Weight: 12.0 PLF Filename : 2230 Arapaho Road Deck Beam Cont. 53 6 C) Input Minimum Worst Case Type Length Length Total 100% Dead Total , 1.00101.1.11 Wall 7.25" 1,501626# 1554# 279# 1833# Wall 7,25" 182" 47794 42964 8194 51154 Wall 7.25' 1.78°' 42734 42724 73241 50044 Wall 7.25" 1,82" 42214 43944 7234 51164 Wall 7.25" 1,59" 42784 37374 7334 44694 Design spans 11 5 62" 12° 0.00" 12" 0 00" 12° 0 00' Product: DFL #1 2 x 12 (1x11) 3 ply Component Member Design has Passed Design Checks.***" Design assumes continuous lateral bracing along the top chord Allowable Stress Design Positive Moment Negative Moment Shear Max. Reaction LL Deflection TL Deflection LL Deft., Rt. TL. Deft, Rt. Actual 4634.'4 5888.4 2246.4 5116.4 0.1145" 0.1183" 0.2774" 0.2981" Allowable 9097.41 9097.tt 6075,/t 20391.# 0.4000" 0.6000" 0.3667'' 0.5500" Control: TL Dell: Rt. Design assumes a repetitive member use increase in bending stress: 15 ')/c) Tbis member has been designed in accordance with NDS 2005 r ''rtr Irinrsdi orrr All; oroducr narrar.p ars vadenracks )))))))))reopectIve o)1r))))1$ Capacity 50% 64% 36% 25% U999 U999r 211475 2U442 Copyop )31.)198))))200)) by Koymwk EntletprOies, LIG. ALL RIGHTS RESERVED. rPeraled as when Bhe member, Poor pal Pedal or qi)oe)) shown 06 thPS Ar awing rnrreta amlicabld deargn criteria tor LoscPr. Loading Cr')nditr ons and Spans ' r Med on this skeet 'The design sprat be reviewed by a quairtied creargrer a? design o 11,48 ap rearmed for approvar Ths deaf gn assumes product motimtailon laddAring 1rho dranufacrareas specilkarrdna Application: Floor 5" 6.00°' (right cant) Location 5,16' 35.47' 11,46' 35,47' 41 47' 41,47' 52.961 52.96' 1(4 I of Loading Odd Spans 100% Adjacent 3 100% Adjacent 1 100% Total load 100% Even Spans 100% Even Spans 100'),/. Odd Spans 100% Odd Spans 100% Carolyn ralsErprarler "Sawn al Smarr: Park 1,-J.E.Cea1 6..256al'lbw: it281.2o6a 1 AM Page.. 1 Engine Verso:yr 6 71 ACC. 2230 Arapaho Road Gee-M-in Door Header 2 Pcs of 1 3/4" x 9 1/2" 1.9E Microllam® LVL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE AIPLICATION AND LOADS LISTED E, 2 - 6' ti" oduct Magi am is Conceptual. LOADS: Analysis is for a Drop Beam Iv1ember. Tributary Load Width: 89" Primary Load Group Residential - Living Areas (psf)• 40.0 Live at 100 % duration, 12,0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Floor(1 00) 315.0 52.5 0 'To 6' 6" Adds To Deck Load Uniform(plf) Snow(1.15) 560.0 140,0 0 To 6' 6'' Adds To Roof SUPPORTS: Input Bearing Vertical Reactions (lbs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.00" 3,35" 3981 / 997 / 0 / 4978 L 1 Blocking 1 Ply 1 3/4" x 9 1/2" 1.9E Microllarn® LVL 2 Stud wall 3.00' 3 35" 3981 / 997 / 0 / 49'78 L1; Blocking 1 Ply 1 3/4" x 9 1/2" 1.9E Microllam® LVL -See TJ SPECIFIER'S / BUILDERS GUIDE for defogs): L1. Blocking -Bearing length requirement exceeds input at support(s) 1, 2. Supplemental hardware is required to satisfy bearing requirements,. DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 4787 -3382 '7265 Passed (47%) Rt. end Span 1 under Snow loading Moment (Ft-Lbs) 7479 7479 13541 Passed (55%) MID Span 1 under Snow loading Live Load Defy (in) 0,110 0.208 Passed (L/680) MID Span 1 under Snow loading Total Load Defl (in) 0.138 0.313 Passed (L/544) MID Span 1 under Snow loading -Deflection Criteria: MINIMUM(LLU360,TL:L/240). -Bracing(Lu); All compression edges (top and bottom) must be braced at 6' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -11V1PORTANT! The analysis presented is output from software developed by Trus Joist (TJ)„ TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS, -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above -Note: See TJ SPECIFIER'S / BUlLDER"S GUIDES for multiple ply connection. PROJECT INFORMATION: r CC 2: 11.1, 011 by 'V 61, c s 0 e0.01D s a",.9 red OPERATOR INFORMATION: Carolyn McEndafter Town of Estes Park P.O. Box 1200 170 MacGregor Ave, Estes Park, CO 80517 Phone • 970-577-3726 Fax : 970-58640249 cmcendaffer@estes.net , ors,tme s111gs „L a V.,' r. . bfb(r 1tst ft 111Irry Dor. urne r^, s 1 Beam r 22 .10 kr a.1 14v:racier' rob', 22'30 Arij Road Garage Man Door Header;r 2 Pcs of 1 3/4" x 9 1/2" 1.9E Microllam® LVL r SPori8, 6 Scr1,8 INNurqm Ube!, 2 28 2008 111 46 11 (41 ForK, r-lucy fVF,' VI^4 Y(Yd fl ',7`e 7 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED el cup: 2r ) m3) ) d eloup Ma )6. Vertical Rn6,)c ))..1 on 'Smite). ( 1 bs 4978 4978 MAT/. . V e.mt al Pea cl. 1 ors 1 ve MI1m21 3981 3981 1136iclud FebBee r ng Leng LT).itt3 35 (W1 3,35 (1,(11 Mem , Unlir7lh eh L enb Lb MM)0 78 no a3.11n1 on. al 1 h1 11S S he).ar a t.. uppomm. Ma x She air a. t S u pp o ( lab)M Me.mbem P. ea c5.1(in bs1 Supperrt. Reat21.a on ( les) Moment ( Ft 1.0 Dead 677 - 677 958 959 958 958 997 097 1497 be ad ing on all sprmi(33 1.1.)F 3.00 1,0 Deati. + 1,0 F 1 o om Shea r at 1Jpr amt. ( 1 b sl 2146 -2146 Max Shear at Suppe 11 1 bbl 3031 -3037 Membe r' Re action. ( lbs 3(117 3037 Su pp emt Re an. t.1 on. ( 1 hs I 3158 31158 Moment. ( Ft -Lbs ) 4745 Live Defl en t ion ini 0.050 To La 1. De f 1 ec t ion ( Mb 0,088 Lostdi nll. on. al 1 pans , 1 .1.11 , 1,3 Dead + 1 „ Floor 5 0 Snow Shed"r at S uppo r 1 05). ) 3382 - 3382 Max. S Trie r" a t S uppomM ( 1 bs). 4787 -4787 Ct.1 Re5le t ion ( 1 bs1 4787 44'79877E( Support. Reaction. ( ihs 4, ))37 '74. '" Momen0 t 1) 61.1:)s1 ? 9 Live Deflect ien ( in) 0 .1 0 T)))), 1 lc-f le cmd orn. ( in ) 0.138 PROJECT INFORMATION: (oh •/, Dr) by 'I tr us jots k.ktve r et: Business' recA keted OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P.O. Box 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone : 970-577-3726 Fax 970-586-0249 cmcendaffer@estes:net nd 1. rigs (fa rolyn tt for. ti ttr.:; /to ent.s 'Tr.) Ikealkr. 3 .ttr kr, Road It tikt Jr c.) tre,k,je ,747.1S 2230 At apaho Road Garage Man Door Header T,0 WV,IT 'A r7JvH)er 2 Pcs of 1 1/2" x 9 1/4" 1.6E Solid Sawn Douglas Fir #2 ,728,200, 1 43 5,) Page Encre Ver; Dr) ? THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Pt °duct Magi an is Conceptual LOADS: Analysis is for a Drop Beam Member, Tributary Load Width: 8' Primary Load Group - Residential - Living Areas (psf): 40,0 Live at 100 % duration„ 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniforrn(plf) Floor(1.00) 1049.0 315,0 0 To 3' 6" Replaces SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.00" 1 88" 1836 /563 /0/2399 By Others None 2 Stud wall 3.00'' 1 88" 1836 /563 /0/2399 By Others None -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): By Others. DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 2227 -999 1758 Passed (57%) At end Span 1 under Floor loading Moment (Ft-Lbs) 1810 1810 3430 Passed (53%) MID Span 1 under Floor loading Live Load Dell (in) 0.008 0.108 Passed (U999+) MID Span 1 under Floor loading Total Load Dell (in) 0,011 0.162 Passed (L1999+) MID Span 1 under Floor loading -Deflection Criteria, MINIMUM(LLL/360,TLI/240) -Bracing(Lu): Ail compression edges (top and bottom) rrnist be braced at 36" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve., member stability. -The allowable shear stress (Fv) has not been increased due to the potentiai of splits, checks and shakes See NDS for applicability of increase -Analysis assurnes continuous member. Lap joints, splices and finger joints significantly reduce member performance and have not been considered, ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ), TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. THIS ANALYSIS FOR iLevel PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS, Solid sawn lumber analysis s in accordance with 2001 NDS methodology. -Allowable Stress Design methodology was used tor Building Code IBC analyzing the solid sawn lumber material listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P O. Box 1200 170 MacGregor Ave. Estes Park, CO 80517 Phone „ 970-577-3726 Fax : 970-586-0249 cmcendaffer@estes.net U.E.W t..'S rl.d. CL. Ciyn 11:C. Enddt • tR.4 Myr wile:11 s E'.earri RO.a.CI Ca 1.- ag 6.? r 2230 Arapaho Road Garage Man Door Header I t",) (1 + `ierr,11 Nur Lbel 2 Pcs of 1 1/2" x 9 1/4" 1.6E Solid Sawn Douglas Fir #2 2112008 11) .13 Paqc, Vrrsion 5 / THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED L,3,3131 r243): u7331r y ,.3,v-r 3?-23.ip eTt c. a 1 63..ead t len. 'Loral ( 1 hs ) 2 3 9 9 Max . Vd r t idol i od. L vie rl ha ) 1 8 3 6 Fogn. ired Pid aid ng onqt h n 1,88(W) Mdd . Unte-ap on Lenidell ( n ) 4 2 2 3 9 9 8 3 6 1 . 8,8 ( Loa damp on al 1 spund , LET = 0 . 9 0 , 1 . 0 Dead Shea r o t. Suppent ( 1 bs ) 3 4 Mad. Shear( a L Support ( 1 bs ) 5 3 - 5 2 3 MdzaDcer Rpdd te on. ( 1 b s ) 0 2 3 5 2 3 Sdpp r 21 Reaction ( 5 6 3 5 63 Monept (F -1749) 4 2 5 Dou.dinip on al 1 sr) anis , LDF =1 0 0 „ 1 0 Dead + 1. . 0. Floor Shearat Support. (lbs.) 999 - 949 Max 2340o at 5511p5, rl ( ibei 2 2 2 7' 2 2 2 7 FICTA00. 1 401ctio n. (15 15 2 233 7 2 2 7 Supporn 1 5 os 1 b s5 9 9 2:3 114 Mb ent ( F Lbo) 19111 Live De fl ef. t .) on ( 15 0 . 0 0 t.) Total De f 1 ec t i on. 1 in) 0011 PROJECT INFORMATION: ht 1.'T.r Lis st We'yerhaeurser OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P.O. Box 1200 170 MacGregor Ave Estes Park, CO 80517 Phone : 970-577-3726 Fax : 970-586-0249 cmcendaffer@estes.net and ta r tan l 1 .11)511.tloCI:J.1116!":,:1"1",•..S rrIS 223C) Arapaho RodMain Floor Stair Beam paa, 6 25 SeriE0 Number 2 Pcs of 1 3/4" x. 11 7/8" 1.9E. Microllam® LVL USsar 2 1 /26;2008 11 24: 4 0 AM Page i Encre Versorv. 6 25 71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED '16 LOADS: Analysis is for a Header (Flush Beam) Member Tributary Load Width:1" 4" Primary Load Group - Residential - Living Areas (psf): 40,0 Live at 100 % duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Floor(1.00) 240.0 60.0 6' To 110Adds To Point(lbs) Floor(1.00) 1047 275 10' SUPPORTS: 1 Stud wall 6 Pt oduct Diagi ant is Conceptual Input Bearing Vertical Reactions psi Detail Other Width Length Live/Dead/Uplift/Total 5 50' 1 50" 1310 /447 / 0 /1757 A3 Rim Board 1 Ply 1 1/4" x 11 7/8" 0 8E TJ Strand Rim Board® 2 Plate on steel beam 3,50'' 1.50' 1550 / 508 / 0 / 2058 A3' Rim Board 1 Ply 1 1/4" x 11 7/8" 0,8E TJ-Strand Rim Board(k) -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Maximum Design Control Control Location Shear ( bs) -2044 -1954 7897 Passed (25%) Rt. end Span 1 under Floor loading' Moment (Ft-Lbs) 10633 10633 17848 Passed (60%) MID Span 1 under Floor loading Live Load Defl (in) 0.371 0.517 Passed (L/501) MID Span 1 under Floor loading Total Load Defl (in) 0.487 0.775 Passed (IL/382) MID Span 1 under Floor loading -Deflection Criteria: MINIMUM(LL:U360,TIL:U240). -Bracing(Lu); All compression edges (top and bottom) must be braced al 13' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability, ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user, This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JUST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: Co py sigh L. 22, 2008 by. l'ous jo 1. sus a Name rtu,,,eu.se r Bus n es s Mi 6 e s a rag s coo/ ed adena clu of 'Coos 210 OPERATOR INFORMATION: Carolyn McErdaffer Town of Estes Park P.O. Box 1200 170 MacGregor Ave Estes Park, CO 80517 Phone : 970-577-3726 Fax 970-586-0249 cmcendaffer@estes.net 116 066..ss,u, [its and SeScl. ...Ca so ys 146E11:Ida 1.0 ENG 1 NEERI1 566u:1cm Cs s1117 Bearr, (..) r acmo Road Mo.:i Cj oor SCato 662,61 2 . sms 2230 Arapaho Road Main Floor Stair Barn .A.Winvriatatscr U-Seara0 6.25 Serial Numbea' 2 Pes of 1 3/4" .x 11 7/0" 1.9E Microllam® LVL (...11sier 2 1 2812008 1 124.46 AM Page 2 Engine Veraion: THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Loan. Grourm Primary Load Group Mass Verticgl Reaction. Tntal (lb) 1757 20g8 Max, Vertical Fssetios Liss. (lbs) 1310 ,(5M).0 Prighared Besadhg Lengmh in. 1.50(W) 1.50(d) Max. Unndaced. Length. Loading on. all spans, LMTI' = 0,90 , 1,0 Dodd. Shssic at Suppora (Ins) 407 -473 Max. Sgsar al Support, (lbs) 438 -503 Shsair. lad:than Span. (lbs) Member RsacTlen. (Ins) Ssnpomt. Reaction. (ibs) Moment (11 1a)(24 438 447 2494 5 0..))( 50 H Loading. onall spans, LET' = 1.00 ,1 1 tread. 1.0 Floor Shsas at Support. (lbs) 1540 -1954 Max Shsar at Support. (Ins) 1730 -2044 Shsar. Within. Sbah (ins) -1573 Member- Reaction (71Ds) 1730 2044 Support. Reaction (10s) 175 2058 Moment (Ft.-Lbs) 10633 Live Defleeraeb (in) 0.371 laitaJ Deflection (i170 0.487 PROJECT INFORMATION: OPERATOR INFORMATION: Carolyn McEndaffer Town of Estes Park P.O. Box 1200 170 MacGregor Ave, Estes Park, CO 80517 Phone 970-577-3726 Fax 970-586-0249 cmcendaffer@estes.net rt? nt, 1 ), are) ,,t; r ea) r .e.srtf, fr.. f 1."'far s „.72.t C.' f22,:ft famen LS and net. rig s ff.' ro :12,2 Enda 10at" E r4c; [-Jac:amen s BealT1 2 2. 3 0 A.1,- a pabct Road tt.,a i 1f 1 oft r Bear, 2 or. r- z ..a g., • — Z. , 7 7 c E — 1,J cid ;•-• E -1= C.J cl t. 0., C A 0 Le. ESTES PARK. Q u L8klMEK Horne Phone: re, re, VERIFYALL ATTRIBUTES oducts, visit rr, z ,,,... 0 = u 1., .1... r.a. , tb '-- .-, orr, c ,-.-.b ,—. 197; I.L.1': t fs, Zi.-.2. -O), I(r-F.4-Oj- - 'e. . - ,., ,...„ .,,, - z ,F ri — C:"., fl .. th ..r E — 77 vs — et 7-, ;., I-. -,c ,..,, t- . 1 t-, - a "" ,-'- = — X • -' -- X 75 "Z • .... ,_ . r- V": ..,.-_- ,,, — a- t:i4 a. c... th ... ., ..c = .c c = • — — T, -"r ' U --.- ' ) If — In — *-- ,., -a-, L.) 455 7.4 z Notes: EGRESS UNIT - VERIFY WIDTH 'OM UP CELLU ADD $84.00 EACH 2-WIDE CASEMENT X 0 r-k .7t C ' a., 0 g„, ..,- , „ • a - r-4 C.L. el. ,...0 X.` 0 Location: REC j, E. r Notes: CONTRACTOR TO ,NPPLY — 71J V V) E . • F.-,) rc. 'Oel 74N (sp re, z 0 7.,r) H (14 L., 0 0 P 0 E 74 z Location: ENTRY Notes: VER UST 24'' OR MORE AWAY FROM DOOR z 4.J 4 0 0 0 WINDOW MUST 24" OR M z kr, Notes: ADD $42.00 EACH FOR BOTTOM UP CELLULAR SHADES Location: MS4BR 1.- 1..- ., ca. c = 4, Q ",...- a, 0 73 ,..- (7....!: i•-• , - = H ..77 .< • 7' z 75-, .•r7, tr i-- • t..74 o • E C E z Notes: ADD $42 00 FOR BOTTOM UP CELLULAR SHADES 1• 4,J, o.„ \1 LT CELLULAR SHADES Xfr- H , Q Z -6. -d' ... 7.; q..., ',) LJ C r- ,7:,I :1) Q C 'C - •—• E 2 ▪ E a, ;..) :....• ... , •.- ...fJ r- I, I) IN '- = r74 r.: a c3 E—, c — -`,-, -• ,=, ,•••• ,c '5 --- E.,..0. ' '• C.1 ...) .., ..1 u - ' ('-' ‘r - -4 7'71 ' C • ' '''' . ' ,... ,..-..; 1- ,, : .2, ,....., i4 .7., ,-,_ ,:. '• ./.:?,, 'Lb CL. z tr1. SJ, kta -Ca z HANDING: W _= r• , 7 In 672,, m ao 7 kr, Gal . C.) •• ''' C, ,r; ••= -•••• ao r"--• •I') ..,,- L- E =, ,1- V.% ' VI 0 1 •;7, ': 0 < = -, CI -C ...• ....- ,..-) ..= -,.,r ,•-i-- E 7,5 7, E ':_-: • -'. ',D 0' :7-; ::;" r "-LI C. i - '''Z ''') tr, • = '''' -•• ' ,11,. 7:7 gn'l , :2,..1 -.•"4"7 - 77'..; 7. 73 C: '-, 1.- •,j 6- 0 • ,-- — 73 .. , - ., .rr rt. rrq = turd 5-4 rig 14r1 1Z1 p = = r 4;11 F N mo en, avJ ky, 74: E on: KITCHEN 4+ C Notes: VERIFY WIDTH rr .Z• 7. < 7—' < i-) '•:::. _ iH7 :Tr 7:t. - (^A = t --1: — 40 C • ; ; t z Notes: FIELD VERIFY z 0 a; 0 Cf: C fro 0 c n Pella Pro Thank You For -7 .--o c...a '...) —• C W.; >, r r r- --. .7.-) .., 0 CJ. "a a U 0 ra . a a '-----7 r-, ..--. .... C..) o, V) C.j ..d :•;4 —C u ; a H Cy) ..0 , .--, r-, .,-• ..... ....., rn r-• ,-) 73 -. V (7: -6 - = ..... ,... (.., 0 - - _ _ ,..., (L., . .. CI 0 W;) 0 • 4- 0-7 >1 0 "*. 00 >, — 00 ••= ;—; 4 155 95.7 562.971R, 1.27.87 0 / ) ! ( ! ! *1(rethack (1119 ' ! // j I . 9 , L.„.„------ / . , 959 A1120" 82.78( 04791 090007 (00 115511 5,1. 0'36 55002 55 DJ C99)001110m. 5160 Clear -rya.' 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