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HomeMy WebLinkAboutALL DOCS - 12 00117 - 2397 W 960 S - SFRI RfxB,„Certificate of Occupancyfir. G. i 0 City of Rexburg tuY(LC «,,,,r,. MHO',rat Department of Community Development 35 N. 1st E. /Rexburg, ID. 83440 Phone (208) 359-3020/ Fax (208) 359-3022 Building Permit No: 12 00117 Applicable Edition of Code:International Building Code 2009 Site Address: 2397 W 960 S Use and Occupancy: Single Family Residential Type of Construction: Type V, non-rated Design Occupant Load: N/A Sprinkler System Required:No Name and Address of Owner: Kartchner Homes Of Idaho 3758 N Yellowstone Idaho Falls, ID 83401 Contractor: Kartchner Homes Special Conditions: Occupancy:Residential -2 units or less, permanent in nature This Certificate, issued pursuant to the requirements of Section 109 of the International BuildingCode, certifies that, at the time of issuance, this building or that portion of the building that wasinspectedonthedatelistedwasfoundtobeincompliancewiththerequirementsofthecodefor the group and division of occupancy and the use for which the proposed occupancy was classified. Date C.O. Issued: 7/7 / C.O Issued by: C. Li/ Buil ing Official There shall be no further change in the existing occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official has reviewed andapprovedsaidfuturechanges. Plumbing Inspector: 41--Fire Inspector: A74 Electrical Inspector: i• 1 0 P8Z Administrator IVA a I. i t SI 0 5 I 0 0 fl O o; I cQ O 2OQQ, n m zt C1 C ZI11Q11Vas0oQ v 1 It i_ I L . i i I i ram I . crc c Vw a zF0 Z. i u _oI I-E-.....---- l . "._"i a 0 V Q J w 0 Q a. i V Z c , ci i Z dth 4Q.W5JC . e 2, m i'V 1•V I a .1 C).-J Q I ( i it C a c N LL a 0 5 1 1 n- I. c . c 3:, -, M °J.0U e I w M ; J 0 I p i c l z ---- LL O I t1 v l m V cA c O JOtX01ZI•E ; . aI I m. c o" zodc'Ia C ala a -° - e I ,u e e is 1x .i I 0. Y Qaa ( e. a c a c j- a v CO U VisrI- m e c o a to nLiJmlmm ` o° Io' I . I ; `A u i I.. cE. a "- w CI1 ;g. i 3 w 1LL IU. I c I0 H u a°. 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RE RG If the question does not apply fill in NA for non applicable xE o ,.* America's Family Community RESIDENTIAL BUILDING PERMIT APPLICATION 35 N 1St E,REXBURG,ID 83440 208-372-2326 PARCEL NUMBER: We will provide this for you) SUBDIVISION: 5 t rn,nLc- :e d UNIT# BLOCK# I LOT# o7 Addressing is based on the information-must be accurate) Dwelling Units: Parcel Acres: OWNER NAME: k i 1` r 14-14/1-0 S CONTACT PHONE# 7 06, PROPERTY ADDRESS: PHONE#:Home ( ) Work 6° - `l Cell OWNER M.(kILING ADDRESS: -7Sc7 N I b(.(M-Ark_FA EMAILcJO 1 . ' C``"C ltt r Y ,Avvi ( > 0'.tM l FAX YJ APPLICANT (If other than owner) Applicant if other than owner,a statement authorizing applicant to act as agent for owner must accompany this application.) APPLICANT INFORMATION: ADDRESS CITY: STA'1'F i ZIP EMAIL FAX PHONE#:Home ( ) Work ( ) Cell ( ) CONTRACTOR: 41146 _ MAILING ADDRESS: V t g ' r' I i TA'1'E t -. ZIP 9540/ PHONE#.Hope )W ( ) I VO Cell ( ) EMAILU F IDAHO REGISTRATION# &EXP.DATE How many buildings are located on this property? Did you recently purchase this property? No Yes(If yes,listprevious owner's name) Is this a lot split? NO YES (Please bring copy of new legal description ofproperty) PROPOSED USE: i.e.,Single Family Residence,Multi Family,Apartments,Remodel,Garage,Commercial,Addition,Etc.) APPLICANT'S SIGNATURE,CERTIFICATION AND AUTHORIZATION: Under penalty of perjury,I hereby certify that I have read this application and state that the information herein is correct and I swear that any information which may hereafter be given by me in hearings before thePlanningandZoningCommissionortheCityCouncilfortheCityofRexburgshallbetruthfulandcorrect. I agree to comply with all City regulations andStatelawsrelatingtothesubjectmatterofthisapplicationandherebyauthorizedrepresentativesoftheCitytoenterupontheabove-mentioned propertyforinspectionspurposes. NOTE: The building official may revoke apermit on approval issued under theprovisions of the 2003 International Code in cases of any false statement or misrepresentation offact in the application or on the plans on which the permit or approval was based. Permitvoid ifnot started wi 180 d. s. r- n void if work stops for 180 days. Signature of Ow.-r/Ap.<' . DATE RNING—BUILDING PERMIT MUST BE POSTED ON CONSTRUCTION SITE! Plan fees are non-refundable and are paid in full at the time of application beginningJanuary 1.2005 City of Rexburg's Acceptance of the plan review fee does not constitute plan approval Building Permit Fees are due at time of application** **Building Permits are void ifyour check does not clear** 2 Building Safety Department t REXI3UItG 35 N. 1"E.,Rexburg,Id 83440 Ctly of Rexburg oto Phone--(208)359-3020/Hotline—(208)372-2344/Fax—(208)359-3022 Anrcdnrsimn107Cbrenrniry OWNER'S NAME V l TY11-e5 PROPERTY'ADDRESS .;Z i,) Cl 1 0 Permit# Water Meter Quantity:, Water Meter Size: Requited!!! Plumbing Plumbing Contractor's Name V- j 6'7 YL-. ,Business Name { ?Lu l IA- "flUY?L(tc: 2• 11 1a:) n isAddress ,.f U .b -t-(Ll1,e_ ?'J-(. NoCtty JIILCLeL !State p, Co Cell Phone(;lt((t) OL Business Phone(9.q)''" t:,?/O D Fax(as) S..3 5 -/301 Email h 5A6ud Vit-iN.V61\T ` J Of-{'l on • 6,1iJYY1 COMMERCIAL/INDUSTRIAL)Total cost ofplumbing system (Contracted Amount)$ linhidet The roll ofiaalerials Fat/alledmga d/eu oflliepaiy n(plyittg il.Thefees liltedtinderl/,h hapeclion type shallapply to,i#y and el/phnbblpg la ln!/alloxu nal4eeifree!/ymentioned ebewbur on ibisfour). o 'Up to$10,000 total cost of system,x 0.02)+60 w$ o Between$10,001-$100,000 ((total cost of system-10.000)x 0.01)+ $260=$ Over$100,001 total cost of system--100.000)x 0.005)+ $1,160=$ RESIDENTIAL Newt,Single Panm//l&Dwelling,including allbuildings with wiring being constructed on eachproperty. (*Bilged on livingspace, • see definition below) q Up to 1,500 sq ft-$130 4 1,501 to 2,500 sq ft-$195 o ' 2,501 to 3,500 sq ft-$260 3,501 to 4,500 sq ft-$325 o Over 4,500 sq ft $325 plus$65 for each additional 1,000 sq Er, or portion thereof($325+($65 x#ofadditional 1,000 sq.(Lot portion thereof)). Nemifult1-Fansilyfn'ell/ng(Contractors Only) Duplex Apartment$260 o Three or more multi-family units:$130 per building plus$65 per unit: ($130 x Qofbuildings)+ ($65 x#ofunits) a Existing Residence,and Detached Shop:$65 fee plus$10 per fixture up to the maximum of the corresponding sq.ft.of the building($65+($10 x#of fhaw-es)) Gray Water Systems:$130 o Lawn Sprinklers/Backtlow Device: $65 Modular,Manufactured or Mobile Homes:$65 for sewer and water stub connections o Multipurpose Fite Sprinkler and Domestic Water Supply System: $65 fee or$4 per sprinldcr head,whichever is greater Server&Water a $38 Sewer Line o$38 Water Line o$65 Sewer&Water-if inspected at the same time 65 Sewer turnaround under house(change from septic to city) MISCELLANEOUS o Plan Check:$65 per hour Technical Service:$65 per hour o Gas Line:$65 a Water Heater Replacement: $65 a Requested Inspection:$65 Hydronic Heating:$65+ ($10 x#ofmanifolds/zones) Living Space-space within a dwelling unit intended for human habitation whichmay reasonably be utilized fox sleeping,eating,cooking, bathing,washing,reetestion,and sanitationpurposes. An unfinished basement is considered part of the living space. Pt£ t -1/s/ 7 Signature• 'tensed Con tractor License numnbex&Exp.date I7ate 6 0 c Building Safety Department Ok"11174'q CITY OF City of Rexburg c'' Miriox;...; 1; REX13URG o. . 35 N Ist E Phone:208.372.2326 America's FamilyCommunityRexburg,ID 83440 www.rexburg.org Fax:208.359.3022 ro ' SUBCONTRACTOR LIST ik Excavation&Earthwork: ---r.;- ele. c-, 5-2„q - t, :2. 01 Concrete: 0 Ltc...K 1 an d L c, ir c..re,--1-e_5,2 ) - 9Sgc Masonry: SC Lki p -1--tAre-d 4-u r‘e_ 76ci - 5390 Roofing: Ackod_.S gt:oC (-\ ci Pc1 - 9L-tc - C565 Insulation: Ccirdcd15 .1-r) St-dc- +-ior\ 2 cs I - Drywall: 0 ti -Or--; L,,J a I i A PI - -7..25- Painting: Dev cne.._ De..si‘cirl 5--•- I - 9 6, 1„ A Floor Coverings: 8 a -f- f ( e s c n 's 5Li..- - 17 '77 Plumbing: 1-1o)e_ s /A0-1-• PILArik1) ,` r\ c, Heating: Electrical: 5 Iry CI,C:Nr-ct E /t.:c 4--r C. 7 15' - B553 Special Construction Manufacturer or Supplier) Roof Trusses: F rekr\ 14 I ; vA --Fr tAs s 2'5) - lo V C) Floor/Ceiling Joists: 8 T ) c L)c.5.-i- 3-5 6, - 1 9 ,,2 Siding/Exterior Trim: 4 L L 5 e a S 0 r\ s 709 - 5E54, Other: 9 Building Safety Department o iv-11 R CITY OF 35 N.1' E.,Rexburg,Id 83440 City of Rexburg '',j Jo T EXB7 RGPhone- (208)359-3020/Hotline^- (208)372-2344/Fax— (208)359-3022 America's Family Community OWNER'S NAME kcc }-c_{- - e t-k c.SPROPERTYADDRESS .Z 1-t; 1 Ls) ci I. C Permit# 1 a O o 1 11-SUBDIVISION 5 U,..,-1,„1 e 4 ;c._ I dPHASELOT2BLOCK I Required!! ELECTRICAL Electrical Contractor s Name Business Name ./r I (cAddressduxCity - -'I`. State Zip "'/f-L.,Cell Phone Jv/ Business Phone ( ) Fax G -7 6j (jf-Email 111 n it(, Zi. f t iL(X.' j /1 COMMERCIAL/INDUSTRIAL) Total cost of electricalIncludesthecostofmaterialsinstalledregardlessofthepartysupplyingit. Thefees listedunder this inspection typehallAmount) to any and all electrical installationsnotspecificallymentionedelsewhereonthisform). Up to $10,000 total cost of system x 0.02) + 60=$Between$10,001-$100,000 ((total cost of system—10.000)x 0.01) + $260= $Over$100,001 total cost of system—100.000)x 0.005) + $1,160= $Small Works (Contractors ONLY): $10 fee for work not exceeding$200 in cost and not involving a change inserviceconnections. Does NOT require inspection. RESIDENTIAL New:Single FamilyDwelling,including allbuildings with wiring being constructed on each property. (*Basedon living space,see definition below) Up to 1,500 sq ft-$130 1,501 to 2,500 sq ft-$1952,501 to 3,500 sq ft-$260 Over 4,500 sq ft $325 plus$65 for each additional 1,000 sq ft. or portion ther0eof($325 +($65 x #of additional1,000 sq. ft. or portion thereof)). New.•Multi-FamilyDwelling(Contractors Only)Duplex Apartment$260 Three or more multi-family units: $130 per building plus$65 per unit: ($130 x#of buildings) + ($65 x#of units)Existing Residence,Modular,Manufactured of Mobile Homes,and Detached Shop: $65 fee plus $10 perbranchcircuit,up to the maximum of the corresponding sq.ft. of the building($65+ ($10 x#branch circuits))Central Heating/Cooling Systems:$65 When NOT part of new residential or HVAC permit with no additionalWiring Spas,Hot Tubs,and Swimming Pools: $65 fee for each trip to inspectPumps-Water,Irrigation,Sewage(each motor) 65 up to 25HP 0$95—26 to 200HP o$130 over 200 HP MISCELLANEOUS Temporary Construction Services ONLY:200 amp or less,one location (for a period not to exceed 1 year) -$65TemporaryAmusement:$65 fee plus$10 per ride, concession or generatorIrrigationMachine: $65 for center pivot plus$10 per tower of drive motorTechnicalService: $65 per hour Plan Check: $65 per hour Requested Inspection: $65 Living Space—space within a dwelling unit intended for human habitation which may reasonably be utilized for sleeping,eating,cooking,bathing,washing,recreation,and sanitation purposes. An unfinished basement is considered part ofthe living space.i Signature o L.eis Contractor License number&exp.date Date 8 4,gyXII(;RcBuildingSafetyDepartmentj PRCITY of 35 N.15t E.,Rexburg,Id 83440 City of Rexburg GPhone-(208)359-3020/Hotline^- (208)372-2344/Fax^ 2r " — ,____,_ i)359-3022 America'sFamilyCommunity OWNER'S NAME /`i ci.,r1',_-r1 e.,- . r e 5 PROPERTY ADDRESS ,,?y,2 1 L ci SUBDIVISION S r,tx r vn e: e.... dI Permit# PHASE LOT A. BLOCK 1 I Requ1red//f Mechanical Mechanical Contractor's Name i y fle,1 Business Name j,(1 :7"6 Address 1 J • 6,, -P . City l LI I (L( frState !1)- Zip D tit4 'C,tOj' Cell Phone o) / Business Phone ( ) t Fax( ) Email ':)1C1(K.6.0 k oa it r) .G 1 COMMERCIAL/INDUSTRIAL) Total cost of plumbing system (Contracted Amount) $Includes the cost ofmaterials installed regardless oftheparty supplying it. Thefees listed underthis inspection type shall appy to any andallmechanicalinstallationsnotspecificalymentionedelsewhereonthirform). Up to$10,000 total cost of system x 0.02) + 60= $Between$10,001-$100,000 ((total cost of system—10,000)x 0.01) + $260= $Over$100,001 total cost of system—100,000)x 0.005) + $1,160= $RESIDENTIAL New:Single Family Dwelling,including allbuildings with wiring being constructed on each property. (*Based on living space,see definition below) Up to 1,500 sq ft-$130 1,501 to 2,500 sq ft-$1952,501 to 3,500 sq ft-$260 3,501 to 4,500 sq ft-$325Over4,500 sq ft $325 plus$65 for each additional 1,000 sq ft. or portion thereof325 + ($65 x#of additional 1,000 sq. ft.or portion thereof)).New:Multi-Family-Dwelling(Contractors Only)Duplex Apartment$260 Three or more multi-family units: $130 per building plus$65 per unit: ($130 x#ofbuildings) + ($65 x#of units)Existing Residence,Modular,Manufactured or Mobile Homes and Detached Shop: $65 fee plus$10 perHVACequipmentbeinginstalleduptothemaximumofthecorrespondingsq.ft.of the building65+ ($10 x# offixtures))MISCELLANEOUS Plan Check: $65 per hour Technical Service:$65 per hour Gas Line: $65 Water Heater Replacement: $65 Requested Inspection: $65 Fireplace/Solid Fuel Burning Appliance: $65 per inspection Living Space—space within a dwelling unit intended for human habitation which may reasonably be utilized for sleeping,eating,cooking,bathing,washing,recreari,and sanitation purposes. An unfinished basement is considered part of the living space.Examples of HV pm ,,en_t2, ?Ge e--acement,solar,water heater,etc. r. / i fi - 127. ISignatureofLicensedContractorLicensenumber&Exp.date Date 7 12 00117 2421 W. 960 S. Routing: Done NA 11 Quinton Owens (Please review by Friday, March 23) Please complete the following: Done NA C Review Plans C Enter Notes under Submittals and Approvals C Return building plan to Amandagp Saurey Thank you, Amanda Saurey 12 00117 2421 W. 960 S. - SFR Office Copy Structural Calculations 16 Feb 2012 For: Kartchner Homes Plan#: Raleigh Location: Lot#2 Block 1, Summerfield From: York Engineering Inc. 2329 W. Spring Hollow Rd. Morgan,Utah 84050 (801) 876-3501 ENGINEERINGDesignCriteria2009IRC: Roof Load; Live Load(PSF) 40 Dead Load(PSF) 15 Floor Load; L Live Load (PSF) 40 0 G ST:;2 Dead Load(PSF) 10 LrY 9737 Seismic Zone: E 14' aWindSpeed: 90 mph(110 mph 3 second gust)Exposure: C or qn.,M: ok- 100 mph(120 mph 3 second gust)Exposure: B saturanalsay Material Properties &Assumptions Concrete (fc'): 2500 psi(found.)to 4000 psi (susp. slab) Concrete Reinforcement: ASTM A615 Grade 60 & Grade 40 Site Conditions: Dry & Stable granular based, 1500 PSF Bearing Capacity, Granular Based Backfill (KH=35 pcf),Slope not to exceed 20%, Setback from slopes is minimum of 25' Dimensional Lumber: Hem or Doug Fir#2 &BTR Steel: ASTM A36 These structural calculations are based on conditions and assumptions listed above. If the conditions listed herein are not met or are different it shall be brought to the attention ofthe engineer. This engineering assumes that the building site is dry and stable, a high water table or adverse soils such as plastic clays, fills etc. could cause future flooding, settlement, site instability, or other adverse conditions. Verification of and liability for the soil bearing pressure, site stability, and all other site conditions, including site engineering as required, is the responsibility of others. These calculations and engineering are for the new building structure only and do not provide any engineering analysis of or liability/warranty for the non-structural portions of the building, or the site itself. York Engineering Inc. assumes the responsibility ofthe Structural Engineer of Record on the project but does not assume the role of the"Registered Design Professional in Responsible Charge" as defined in the IBC. The purpose of these calculations and engineering is to help reduce structural damage and loss of life due to seismic activity and/or high wind conditions. The contractor shall verify all conditions, dimensions and structural details of the drawing. The following general requirements shall be followed during construction: 1. Contractor to verify all dimensions, spans, &conditions and notify engineer of any errors, omissions, or discrepancies prior to construction. 2.Use Simpson A35 ties each cantilevered joist to sill or top plate. 3.Use Simpson H1 or equiv.ties each end of each truss. 5. Foundation reinforcement as per Utah State Amendment 6.Use 2: #4 bars continuous for all footings 2: #4 bars each side of openings& 2 #4 bars top &bottom extend 36" beyond opening 8.Use %2"x 10" J bolts 32" O.C. all foundation walls 9. If discrepancies are found,the more stringent specification shall be followed. 10.All multiple beams and headers to be nailed using 16d two rows 12" O.C. 11. Contractor shall assure that all materials are used per manufactures recommendations. 12. Site engineering and liability shall be provided by the owner/builder as required. 13. Connect beams &headers over 6 ft.,to trimmers with appropriate connectors/hangers. 14. Contractor shall assure that footings are properly drained and that soil is dry and that footings rest on undisturbed native soil below local frost depth and that building horizontal clearance from footings to adjacent slopes be a minimum of 25 feet and that the intent of IRC section R403.1.7.2 is met. If set back requirements of R403.1.7.2 can not be met then contact engineer for further design requirements. 15. The contractor shall conform with all building codes and practices as per the 2009 IRC. 16.Use balloon framing method when connecting floors in split level designs. 17.Nail all shear walls to floor joist using 2: 16d 16" O.C. Add additional floor joist as reqd. 18.Provide joist and rafter hangers as per manufacturers specifications. 19. Foundation steps shall not exceed 4 feet or V2 the horizontal distance between steps. Horz. re-bar shall be 12" O.C.through step downs and extend 48" either side of step 20.If garage return walls are less than 32" wide then extend headers across return walls with 2 king studs on either end extending from the top ofthe header to the bottom plate or install (2) MST 36 straps each end of header extend across wing walls. 21. Use a minimum of 2-9 %2" LVLs for all headers carrying girder loads. 22.Allow foundation 14 days to cure prior to backfill 23. Use 1 1/8" wide timberstrand or equiv. for all rim joist 24.Provide solid blocking through structure down to footing for all load paths. 25. Builder shall follow all recommendations found in all applicable Geotechnical reports. 26. Stacking oftwo sill plates is permitted with 5/8" J-bolts through both plates. Stacking more than two plates is not permitted without special engineering Plan: Durham/Raleigh Date: 9 Nov 2011 Location: Base Plan Footing Calculations back front left right interior Concrete Specs Density(pcf) 150 150 150 150 150 Strength (psi) 3000 3000 3000 3000 3000 Clear Cover Thickness (in) 3 3 3 3 3 Foundation Overall Height(ft) 3.00 3.00 3.00 3.00 0.08 Height(in) 36 36 36 36 1 Wall Thickness (ft)0.67 0.67 0.67 0.67 0.67 Thickness (in) 8 8 8 8 8 Weight (kips/Ift) 0.30 0.30 0.30 0.30 0.01 Footing Specs Width (ft) 1.67 1.67 1.67 1.67 1.33 Width (in) 20 20 20 20 16 Height(ft) 0.83 0.83 0.83 0.83 0.83 Height(in) 10 10 10 10 10 Weight (kips/Ift) 0.21 0.21 0.21 0.21 0.17 Area per Ift 1.67 1.67 1.67 1.67 1.33 Soil Specs Density(pcf) 125 125 125 125 125 Soil Pressure(psf)1500 1500 1500 1500 1500 Weight (kips/Ift) 0.19 0.19 0.19 0.19 0.00 Building Loads Roof span 40 40 4 4 0 Roof(kips/Ift) 1.10 1.10 0.11 0.11 0.00 Wall Height(ft) 16 10 14 14 12 Wall Load (kips/Ift)0.32 0.20 0.28 0.28 0.18 Floor span 2 2 14 19 32 Floor Loads(kips/Ift) 0.05 0.05 0.35 0.48 0.80 Total (kips.lft)1.47 1.35 0.74 0.87 0.98 Calculations Total Weight on Soil (kips) 1.98 1.86 1.25 1.37 1.16 Soil Load (ksf) 1.19 1.12 0.75 0.82 0.87 Required Footing Width(in) 20 20 20 20 16 Required Footing Depth(in) 10 10 10 10 10 Plan: Durham/Raleigh Date: 9 Nov 2011 Location: Base Plan Sawn Lumber FB-1 FB-2 FB-3 FB-4 FB-5 RB-2 RB-4 Load Parameters Floor Live Load(psf) 40 40 40 40 60 40 40FloorTotalLoad(psf) 50 50 50 50 70 50 50Floor1Span(ft) 20 27 20 2 10 0 0 Total Floor Load(plf) 500 675 500 50 350 0 0WallHeight(ft) 0 0 9 9 0 0 3WallWeight(psf)20 20 20 20 20 20 20WallLoad(plf) 0 0 180 180 0 0 60 Roof LL(psf) 40 40 40 40 40 40 40 Total Roof Load(psf) 55 55 55 55 55 55 55RoofSpan(ft) 0 0 4 46 0 12 45 Total Roof Load(plf) 0 0 110 1265 0 330 1238BeamWeight(plf) 8.3 4.4 5.6 5.6 8.3 8.3 5.6LiveLoad (plf) 400 540 480 960 300 240 900 Total Load (plf) 508 679 796 1501 358 338 1303 Reactions&Moment Duration Increase 1 1 1 1 1 1 1BeamSpan(ft) 7.5 4 4 4 10 8 3Reaction1 (lb)1906 1359 1591 3001 1792 1353 1955Reaction2 (lb)1906 1359 1591 3001 1792 1353 1955MaxMomentFtLb3574135915913001447927071466MaxShearLb1906135915913001179213531955 Determine Beam Size Depth Estimate(in) 9.25 7.25 9.25 9.25 9.25 9.25 9.25WidthEstimate(in) 4.5 3 3 3 4.5 4.5 3 CF= 1.20 1.20 1.10 1.10 1.20 1.20 1.10Area= 41.63 21.75 27.75 27.75 41.63 41.63 27.75MomemtofInertiaI = 297 95 198 198 297 297 198MaximumBendStress= 668 620 446 842 838 506 411AllowablebendStress1020102093593510201020935FactorOfSafety= 1.53 1.64 2.10 1.11 1.22 2.02 2.27 Allowable Sheer Stress 180 180 165 165 180 180 165 Max Shear Cap(Ibs)= 4995 2610 3053 3053 4995 4995 3053FactorOfSafety= 2.62 1.92 1.92 1.02 2.79 3.69 1.56 Bearing Required = 1.05 1.12 1.31 2.47 0.98 0.74 1.61E (psi) 1300000 1300000 1300000 1300000 1300000 1300000 1300000 Deflection LL(in) 0.07 0.03 0.01 0.02 0.17 0.06 0.01 LLoad Def. Limit L/ 360 360 360 360 360 360 360AllowableDeflection (in) 0.25 0.13 0.13 0.13 0.33 0.27 0.10LLDeflectionF/S 3.39 5.31 12.40 6.20 1.91 4.65 15.68 Deflection TL(in) 0.09 0.03 0.02 0.03 0.21 0.08 0.01TLoadDef. Limit L/ 240 240 240 240 240 240 240AllowableDeflection (in) 0.375 0.2 0.2 0.2 0.5 0.4 0.15 TL Deflection F/S 4.00 6.33 11.23 5.95 2.39 4.95 16.25 Selection 3: 2x10 2: 2x8 2: 2x10 2: 2x10 3: 2x10 3: 2x10 2: 2x10 Plan: Durham/Raleigh Date: 9 Nov 2011 Location: Base Plan LVL Beam FB-1 FB-6 RB-1 RB-3 RB-5 Load Parameters Floor LL (psf)40 40 40 40 40 Total Floor Load(psf) 50 50 50 50 50 Floor Span (ft) 20 2 0 0 0 Total Floor Load (plf) 500 50 0 0 0 Wall Height(ft) 0 0 5 3 0 Wall Weight(psf) 20 20 20 20 20 Wall Load (plf)0 0 100 60 0 Roof LL (psf)40 40 40 40 40 Total Roof Load (psf) 55 55 55 55 55 Roof Span (ft)0 40 3 45 40 Roof Load (plf) 0 1100 83 1238 1100 Beam Weight(plf) 9.6 6 12 10 28 Live Load (plf) 400 840 60 900 800 Total Load (plf) 510 1156 195 1307 1128 Reactions & Moment Duration Increase 1 1 1 1 1 Beam Span(ft)8 6 16 6 15.5 Reaction 1 (Ib) 2039 3468 1556 3921 8745 Reaction 2 (Ib) 2039 3468 1556 3921 8745 Max Moment FtLb 4077 5201 6226 5882 33888 Max Shear Lb 2039 3468 1556 3921 8745 Max Shear Stress(psi) 61 172 37 118 89 Determine Size Depth Estimate(in) 9.50 11.88 11.88 9.50 14.00 Width Estimate (in)3.5 1.7 3.5 3.5 7.0 Cross Area (inA2) 33 20 42 33 98 Allowable Bending Stress= 2684 2604 2604 2684 2546 Allowable Moment= 11775 8676 17862 11775 48517 Momemt of Inertia I = 250 238 489 250 1601 Factor Of Safety= 2.89 1.67 2.87 2.00 1.43 Allowable Sheer Stress (psi)= 285 285 285 285 285 Allowable Sheer Force (Ib)= 6318 3837 7900 6318 18620 Factor Of Safety= 3.10 1.11 5.08 1.61 2.13 Bearing Required = 0.78 2.72 0.59 1.49 1.67 E (psi) 1900000 1900000 1900000 1900000 1900000 Deflection LL (in) 0.08 0.05 0.10 0.06 0.34 LLoad Def. Limit L/ 360 360 360 360 360 Allowable Deflection (in) 0.27 0.20 0.53 0.20 0.52 LL Deflection F/S 3.44 3.68 5.60 3.62 1.51 Deflection TL (in)0.10 0.07 0.31 0.08 0.48 TLoad Def. Limit L/ 240 240 240 240 240 Allowable Deflection (in) 0.40 0.30 0.80 0.30 0.78 TL Deflection F/S 4.05 4.02 2.59 3.74 1.61 Selection 2: 91/2" 1: 11 7/8" 2: 11 7/8" 2: 9 '/" 4: 14" Plan: Durham/Raleigl Date: 9 Nov 2011 Location: Base Plan GLU-LAM Beam 24F-V4 RB-5 Load Parameters Live Floor Load (psf) 40 Total Floor Load(psf) 50 Floor Span(ft)0 Total Floor 1 Load(plf) 0 Wall Height(ft) 0 Wall Weight(psf) 15 Wall Load(plf)0 Roof Live Load (psf) 40 Total Roof Load (psf) 55 Roof Span (ft) 40 Total Roof Load (plf) 1100 Beam Weight(plf) 22.1 Live Load (plf) 800 Total Load 1122 Reactions&Moment Duration Increase 1 Beam Span(ft) 15.5 Unbraced Length (ft) 1 Reaction 1 (Ib) 8696 Reaction 2 (Ib) 8696 Max Moment FtLb 33699 Max Shear Lb 8696 Max Shear Stress (psi) 95 Determine Beam Size Depth Estimate(in) 13.5 Width Estimate(in) 6.75 Cv= 0.99 Allowable Bending Stress 2379 Area= 91.13 Momemt of Inertia I = 1384 Beam Value for S(in"3)205 Allowable Moment(Ib*ft)= 40641 Moment Factor Of Safety= 1.21 Allowable Sheer Stress= 240 Allowable Sheer Force= 14580 Shear Factor Of Safety= 1.68 Bearing Required = 2.06 LL Deflection in. = 0.42 LLoad Def. Limit L/ 360 Allowable Deflection (in) 0.52 LL Deflection F/S 1.24 TL Deflection in. = 0.58 TLoad Def. Limit L/ 240 Allowable Deflection (in) 0.78 TL Deflection F/S 1.32 Selection 6 3/4"x 13'/2' Plan:Durham/Raleigh Date:9 Nov 2011 Location:Base Plan TJIJoist 110 210 360 560Span(ft) 12 15 20 28Depth11.88 11.88 14 14 Load Parameters Floor Dead Load 10 10 10 10FloorLiveLoad40404040 Total Floor Load 50 50 50 50 Simple Span Joist Duration Increase 1 1 1 1JoistSpan(ft) 12 15 20 28JoistSpacing16161616 Joist Weight(plf) 2.5 2.8 3.3 4.2 Joist Loading(plf) 69 69 70 71MaxReaction(Ibs) 415 521 700 992MaxMoment(FtLb/If) 1245 1954 3498 6945 Max Shear Lb 415 521 700 992 Determine Joist Size Depth 11 7/8" 11 7/8" 14" 14" Max Moment 100%(ft-Ibs)= 3015 3620 7335 11275F.S.formoment=2.42 1.85 2.10 1.62MaxShear100%(Ibs)= 885 980 1080 1265F.S.for shear= 2.13 1.88 1.54 1.28 Bearing Required(in.)= 2.00 2.00 2.00 2.00LiveLoad(U360)=0.40 0.50 0.67 0.93TotalLoad(U240)= 0.60 0.75 1.00 1.40 El x 10^6(Ib-in^2) 238 283 612 926LiveLoadDeflection(in) 0.12 0.24 0.35 0.88TotalLoadDeflection(in) 0.16 0.31 0.46 1.16 Live Load F of S 3.28 2.07 1.88 1.07TotalLoadFofS3.80 2.38 2.15 1.20 Selection 11 7/8" 110's @ 16"o.c 11 7/8" 210's @ 16"o.c 14"360's @ 16"o.c 14"560's @ 16"o.c Plan:Durham/Raleigh Date:9 Nov 2011 Location:Base Plan BCI JOISTS 5000 6000 60 90Span(ft) 16.3 15.3 15.3 15.3Depth11.88 9.5 14 14 Load Parameters Floor Dead Load 10 10 10 10FloorLiveLoad40404040TotalFloorLoad50505050 Simple Span Joist Duration Increase 1 1 1 1JoistSpan(ft)15.3 15.3 15.3 15.3JoistSpacing16161616JoistWeight(plf) 2.5 2.2 3.1 4.1JoistLoading(plf) 69 69 70 71MaxReaction(Ibs) 529 527 534 541MaxMoment(FtLb/If) 2024 2015 2041 2071MaxShearLb529527534541 Determine Joist Size Depth= 11 7/8" 9 1/2" 14" 14"Max Moment 100%(ft-lbs)= 3150 2865 7440 11390F.S.for moment= 1.56 1.42 3.64 5.60MaxShear100%(Ibs)= 950 1175 1175 1450F.S.for shear= 1.80 2.23 2.20 2.68LiveLoad(L/360)= 0.51 0.51 0.51 0.51TotalLoad(L/240)= 0.77 0.77 0.77 0.77Elx10^6(1b-in^2) 265 180 635 940Kx10"6(Ibs) 6 5 8 8LiveLoadDeflection(in) 0.27 0.40 0.12 0.09TotalLoadDeflection(in) 0.35 0.51 0.16 0.12LiveLoadFofS1.87 1.29 4.17 5.75TotalLoadFofS2.16 1.50 4.78 6.50 Selection 11 7/8" 5000 @ 16" 9 1/2"6000 @ 18" 14"60 @ 16" 14"90 @ 16" Plan:Durham/Raleigh Date:9 Nov 2011 Location:Base Plan Seismic Calculations Loading Summary Floor Dead Load(psf)10 Seismic Zone E Floor Live Load(pst) 40 Walls(Ext)(psf) 20 Roof LL(psf) 40 Walls(Int)(psf) 10 Roof DL(psf) 15 Roof Dead Load(psf) 15 Roof Slope 6/12 Exterior combination Snow Load Reduction Seismic Paramaters Slope 26.56 V=Cs*W/1.4 Snow 40.00 Fa= 1 Pitch over 20 R= 6.5 table 1617.6 Rs Ss= 1.772 Reduction Sms= 1.77 eq.16-16L.L.-Reduction 40.00 Sds= 1.18 eq 16-18 Total Load 55.00 Cs= 0.218 per eq.16-49 Adj.Factor 1.4 Cs= 0.1556 Roof Length W(psf) Lb/ft Width W(Ib) 42 23 966 50 48300 roofwall 8280 Total Mass Tributary to Roof Levels= 56580 Shear(V)(Ibs)Roof Levels= 8805 Floor2 Length W(psf) lb/ft Width W(Ib) 42 10 420 50 0 wall height 0 8280 Total Mass Tributary to Floor 2=0 Shear(V)(Ibs)Floor Levels= 0 Floor 1 Length W(psf) lb/ft Width W(Ib) 42 10 420 50 13680 wall height 9 19320 Total Mass Tributary to Floor 1=33000 Shear(V)(Ibs)Floor Levels= 5136 Floor 1 Lateral Force 5136 Floor 2 Lateral Force U RoofLateral Force 6605 Total Seismic Mass= 89580 Total Lateral Force= 13941 Seismic Force Distribution Roof Sections"" H(x) W(x)kip W(x)H(x) %Force Total Sheer FRoof20.8 57 1174 85.57% 11.929019Moor6.0 33 196 14.43% 13.940837 100r2 0.0 U 0 0.00% 11.929019 Totals 90 1372 1V/sum(Wr'Hi)= 0.01018 Total Shear(Ibs)= 13941 basement sneer wail -(total) Length Total Load(kips) 13.9 Shear Wall Load(plf)nght side 7.0 31 225 left side 7.0 20 349front7.0 20 349back7.0 31 225 d oor i sneer wail -(total) Length Total Load(kips) 11.9 Shear Wall Load(plf)nght side 6A 35 17Ulettside6.0 38 157 front 6.0 22 271 back 6.0 36 166 door 2 sneer wail -(total) Length Total Load(kips) 11.9 Shear Wall Load(plf)right side 6.0 10 Not Applicable left side 6.0 10 Not Applicable front 8.0 10 Not Applicable back 6.0 10 Not Applicable Shear Wall Critical Lengths Wall DL Moor UL Hoot UL DL(pit) cntical I(ft) Front 200 50 1100 899 5 Back 320 50 1100 979 3 Right 280 350 110 493 6Left2804751105765 Calculate Uplift,Force Req'd to Prevent OT(Ibs)Panel Length(ft) 2 3 4 6 8Front308221831284 -515 -2313Back102445934 -2892 -4850Right208215891096110 -875Left16731097521 -631 -1783 Plan:Durham/Raleigh Date:9 Nov 2011 Location:Base Plan Wind Loading Calculations using Main Windforce-Resisting System(MWFRS) Longitudinal Direction WindDesign Coefficients P=wind load•exp coeffIw P=Design Pressure Horizontal Wind Load(fromtable 1609.6.2.1(1) Wall Load(psf)= end zone(A)16.1 interiorzone(C) 11.7 Roof Load(psi)= end zone(B)2.6 interiorzone(D) 2.7 Vertical Wind Load(from table 1609.6.2.1(1) Roof Load(psf)= end zone windward(E) 7.2 end zone leeward(F) 9.8 interiorzonewindward(G) -5.2 interiorzone leeward(H) -5.2 Exposure Coefficient(fromtable 1609.6.2.1(4) 1.21 Iw=Importance Factor(from table 1604.5) 1.0 WindSpeed- 90 Roof Height 11.50 Exposure C Wall Height 15 TrussSpan 46 Roof Slope- 6/12 RoofAngle(deg)- 26.56 Sine=0.4472 Minimum Pressure P=wind load•exp coefflw Adjusted horizontalwall interior 14.16 14.16 horizontalwallend zone 19.48 19.48 horizontal roof interior 3.27 10.00 horizontal roofend zone 3.15 10.00 vertical end zone windward -8.71 0.00 vertical end zone leeward 11.86 0.00 vertical interiorzone windward -6.29 0.00 vertical interiorzone leeward -6.29 0.00 4*Hmean 8.3 1'base 4.2 End Zone Width(ft) 4.2 2nd storyEnd Zone Width(ft)4.2 Interior Zone Width(ft) 41.6 2nd Storylnterior ZoneWidth(ft) 41.6 GableRoof Load Width Height Wind Load Force(Ibs) End 4.2 2.0 19.48 165 Interior 41.6 4.74 14.16 3980 Sum= 4144.35 Area Wind Load Force(Ibs) Hip RoofLoad End 575 10.00 5750 Interior 128.96 10.00 1290 Total 7040 2nd Stor Wall Load Width Height WindLoad Force(lb/ft) Force(Ibll End 4.2 1.0 19.48 164 163.64 Interior 41.6 1.00 14.16 589 588.93 Sum= 752.572 752.57 Vertical Force Width length Wind Load Force(ibs) end zonewindward 4 18.90 FALSE 0 leeward 4 18.90 FALSE 0 interior zone windward 42 18.90 FALSE 0 leeward 42 18.90 FALSE 0 Floor2 Diaphragm Shear ShearWall Loads(plf) Total Shear(Ibs) 7040 Front Wall Length 10 NotApplicable Back Wall Length 10 NotApplicable Floor 1 Diaphragm Shear Shear Wall Loads(plf) Total Shear(Ibs) 13813 FrontWall Length 22 314 Back Wall Length 36 192 basement Diaphragm Shear ShearWall Loads(plf) Total Shear(Ibs) 18328 Front Wall Length 20 458 BackWall Length 31 296 Critical Wall Length(ft). FrontWall Dead Load(plf). 899 Total 15461 FrontWallCritical Length(ft)= 3 Total(plf) 84 Back Wall Dead Load(plf)= 979 Back Wall Critical Length(ft)= 2 Calculate Uplift,Force Req'd to Prevent OT(Ibs) Panel Length(ft) 2 3 4 6 8 10 12 Front 1068 661 253 -562 -1377 -2192 -3007 Back 256 -191 -639 -1534 -2429 -3324 -4219 Plan:Durham/Raleigh Date:9 Nov 2011 Location:Base Plan Wind Loading Calculations using Main Windforce-Resisting System(MWFRS) Transverse Direction Wind Design Coefficients P=wind load`exp coeffIw P=Design Pressure Horizontal Wind Load(from table 1609.6.2.1(1) Wall Load(psf)= endzone(A) 16.1 interior zone(C) 11.7 Roof Load(psf)= endzone(B) 2.6 interiorzone(D) 2.7 Vertical Wind Load(from table 1609.6.2.1(1) Roof Load(psf)= end zonewindward(E)7.2 end zone leeward(F) 9.8 interior zone windward(G) -5.2 interior zone leeward(H) -5.2 Exposure Coefficient(from table 1609.6.2.1(4) 1.21 Iw=Importance Factor(fromtable 1604.5) 1.0 Wind speed.90 Roof Height 11.5 Exposure C Wall Height 15 Truss Span 46 Roof Slope® 6/12 Roof Angle(deg). 26.56 Sine=0.4472 Minimum Pressure P=wind load'exp coefflw Adjusted horizontal wall interior 14.16 14.16 horizontal wall end zone 19.48 19.48 horizontal roof interior 3.27 10.00 horizontal roof end zone 3.15 10.00 vertical end zone windward -8.71 0.00 vertical end zone leeward -11.86 0.00 vertical interiorzonewindward -6.29 0.00 vertical interiorzone leeward -6.29 0.00 End ZoneWidth(ft) 4.2 2nd storyEnd Zone Width(ft) 4.2 Interior ZoneWidth(ft)33.6 2nd StorylnteriorZone Width(ft) 33.6 Gable RoofLoad Width Height Wind Load Force(Ibs) End 4.2 2.0 19.48 165 Interior 33.6 4.74 14.16 3214 Sum= 3379.056 Area Hip RoofLoad End 483 10.00 4830 Interior 104.16 10.00 1042 Total 5872 2nd Story WallLoad Width Height Wind Load Force(Ibs) End 4.2 1.0 19.48 164 163.6404 Interior 33.6 1.00 14.16 476 475.6752 Sum= 639.3156 639.3156 Vertical Force Width length Wind Load Force(Ibs) end zone windward 4 42.90 FALSE 0 leeward 4 42.90 FALSE 0 interiorzone windward 34 42.90 FALSE 0 leeward 34 42.90 FALSE 0 Floor2 Diaphragm Shear Shear Wall Loads(plf) Total Shear(Ibs) 5872 Left Wall Length 10 Not Applicable RightWall Length 10 Not Applicable Floor 1 Diaphragm Shear Shear Wall Loads(plf) Total Shear(Ibs) 11625 Left Wall Length 38 153 RightWall Length 35 166 basement Diaphragm Shear Shear Wall Loads(plf) Total Shear(Ibs) 15461 Left Wall Length 20 387 RightWall Length 31 249 Critical Wall Length(ft). LeftWall Dead Load(plf)= 576 Total 18328 Left Wall Critical Length(ft). 3 Total(plf) 90 Right Wall Dead Load(plf)= 493 Right Wall Critical Length(ft)= 4 Calculate Uplift,Force Req'd to PreventOT(Ibs) Panel Length(ft) 2 3 4 6 8 10 12 Front 432 189 -54 540 -1025 -1511 -1997 Back 594 393 191 211 -614 -1016 -1419 DATE02/20/12 PAGE 1 DELIVERY LIST QUOTE # PB121449 ORDER# r QUOTE DATE ORDER DATE / / YARD CONTACT DIRECT DELIVERY DATE / / 141( 1324 6161 fAXt 1324.3169 YARD PHONE# CUSTOMER PO# DESIGNER BOB WHILLOCK JOB CONTACTPH(208)324-8161 FAX(208)324-3159 515 West Main St.SALES AREA EASTERN IDAHO JOB PHONE Jerome,ID 83338 JOB CATEGORY: - DESIGNER BOB WHILLOCK POCATELLO CONTRACTOR:KARTCHNER HOMES B' i F.B.S.POCATELLO 1951 JOB NAME: RALEIGH MODEL SF2B1 D T POCATELLO,ID 83202 LOT/BLK SUBDIV:0 I BLOCK 1 LOT 2 DELIVERY INSTRUCTIONS: H P SUMMERFIELD SUB Z REXBURG,ID ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL STRESS NCR. ROOF TRUSS SPACING:24.0 IN.O.C.(TYP.)INFORMATION 35.0,8.0,0.0,8.0 1.15 I PROFILE QTYI PITCH TYPE BASE O/A LUMBER OVERHANG CANTILEVER STUB HEIGHT I CHECK PLY I TOP BOT ID SPAN SPAN TOP BOT LEFT RIGHT LEFT RIGHT LEFT RIGHT WEIGHT BY GABLE 4'-3 5/16"4 1 6.00 0.00 Al 21-09-08 21-09-08 2 X 4 2 X 4 01-00-00 01-00-00 97.61 FAN 6'-3 5/16" 1 6.00 0.00 A2 21-09-08 21-09-08 2 X 4 2 X 4 01-00-00 01-00-00 91.29 HIP 5'-3 5/16"r- 1 6.00 0.00 A2A 21-09-08 21-09-08 2 X 4 2 X 4 01-00-00 01-00-00 97.02 GIRDER 6'-3 5/16"445111*.` 1 6.00 0.00 A3 21-09-08 21-09-08 2 X 4 2 X 6 01-00-00 130.74 11111111111s.. 1 6.00 0.00 GABLE Cl 29-00-08 29-00-08 2 X 4 2 X 4 01-00-00 7 181/77 SPECIAL 9'-5 1/8" 9 6.00 0.00 C2 29-00-08 29-00-08 2 X 4 2 X 4 01-00-00 146.08 SPECIAL 8'-5 1/8" 1 6.00 0.00 C2A 29-00-08 29-00-08 2 X 4 2 X 4 01-00-00 158.30 SPECIAL 14=10 3/4"2 6.00 4.38 C3 45-04-00 45-04-00 2 X 4 2 X 4 01-00-00 01-00-00 05-00-00 228.96 SPECIAL 14=10 3/4" 7 6.00 4.38 C4 45-04-00 45-04-00 2 X 4 2 X 4 01-00-00 01-00-00 05-00-00 220.21 4.1!•4•.. SPECIAL 13'40 3/4"1 6.00 4.38 C4A 45-04-00 45-04-00 12 X 4 2 X 4 01-00-00 01-00-00 05-00-00 234.15 iii ;i;,,,, GABLE 13'40 3/4" 1 6.00 4.38 C5 45-04-00 45-04-00 2 X 4 2 X 4 01-00-00 01-00-00 05-00-00 337.48 I MONO 8'-8 11/16" 10 6.00 0.00 C6 16-03-08 16-03-08 2 X 4 2 X 4 00-05-08 87.20 GABLE 8'-5 15/16" r ki 1 6.00 0.00 C7 16-03-08 16-03-08 2 X 4 2 X 4 95.03 0Q11111EIIc,.. GABLE 7'-10 1/2" 1 6.00 0.00 V1 39-09-00 39-09-00 2 X 4 2 X 4 232.41 ITEMS QTY ITEM TYPE SIZE LENGTH PART NUMBER NOTES FT-IN-16 10 Connectors HUS26 Delivery disclaimer,replace with your disclaimer. Job Truss Truss Type Qty Ply KARTCHNER HOMES PB121449 Al GABLE 1 1 Job Reference(optional) FRANKLIN BUILDING SUPPLY,JEROME,ID. 83338 7.250 s Mar 23 2011 MiTek Industries,Inc. Mon Feb 20 09:11:20 2012 Page 1 ID:gODCUfsGHL4nhsd79RoZJgznEeo-?K6_i52vVLSUGUJ44L_21LP8RzQfE?N6eOEy7hzjH3L 1-1-0-0 6-10-13 14-10-11 1 17-4-0 21-9-8 122-9-8 11-0-0 6-10-13 7-11-14 2-5-5 4-5-8 1-0-0 Scale=1:37.7 8x16MTl8Ho 2x4 11 2x4 11 2x4 11 2x4 11 4x8 0 5 ^i 6 7 26 8 9 10 A 6 i 11 1 6.0012 2x411 MI Y II .Ii4M- Y Y V Y - I 14 Iy 3x5= 25 24 23 22 21 20 19 18 17 16 15 3x5= C 2x4 11 2x4 11 2x4 II 2x4 11 2x4 11 2x4 11 2.4 11 3x5= 2x4 11 2.4 11 2x4 II 17-4-0 21-9-8F17-4-0 4-5-8 Plate Offsets(X,Y): [5:0-7-14,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIPTCLL35.0 Plates Increase 1.15 TC 0.17 Vert(LL) -0.00 14 n/r 180 MT20 220/195RoofSnow=35.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.01 14 n/r 80 MT18H 220/195TCDL8.0 Rep Stress Ina NO WB 0.08 Horz(TL) 0.00 13 n/a n/aBCLL BCDL 8. 0 Code IRC20061TPI2002 Matrix) Weight:98 lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Stud MiTek recommends that Stabilizers and required cross OTHERS 2 X 4 DF Stud bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=178/21-9-8, 25=183/21-9-8, 24=164/21-9-8, 23=164/21-9-8, 22=171/21-9-8, 21=167/21-9-8, 20=176/21-9-8, 19=127/21-9-8, 18=128/21-9-8, 13=178/21-9-8, 15=182/21-9-8, 16=169/21-9-8 Max Horz2=58(LC 8) Max Uplift2=-72(LC 8),25=-61(LC 8),24=-71(LC 8),23=-20(LC 7),22=-51(LC 6),21=-47(LC 7),20=-49(LC 6), 19=-42(LC 7), 13=-85(LC 9), 15=-60(LC 9), 16=-72(LC 9) Max Grav2=369(LC 27),25=351(LC 27),24=336(LC 27),23=215(LC 26),22=349(LC 26),21=326(LC 26),20=345(LC 26), 19=270(LC 26), 18=197(LC 27), 13=369(LC 27), 15=350(LC 27), 16=337(LC 27) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/67,2-3=-100/59,3-4=-85/60,4-5=-87/91,5-6=-13/93,6-7=-13/93,7-26=-13/93,8-26=-13/93, 8-9=-13/93,9-10=-13/93, 10-11=-87/86,11-12=-84/50,12-13=-99/59, 13-14=0/67 BOT CHORD 2-25=0/68,24-25=0/68,23-24=0/68,22-23=0/68,21-22=0/68,20-21=0/68, 19-20=0/68, 18-19=0/68, 17-18=0/68, 16-17=0/68,15-16=0/68, 13-15=0/68 WEBS 3-25=-318/88,4-24=-304/88,5-23=-183/39,6-22=-317/70,7-21=-294/66,8-20=-311/69,9-19=-249/54, 10-18=-169/16,12-15=-317/88, 11-16=-305/88 NOTES 1)Wind:ASCE 7-05;90mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf=35.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1,Lu=50-0-0 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 7)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. 9)Gable requires continuous bottom chord bearing. 10)Gable studs spaced at 2-0-0 oc. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 72 lb uplift at joint 2,61 lb uplift atjoint 25,71 lb uplift atjoint 24,20 lb uplift atjoint 23,51 lb uplift at joint 22,47 lb uplift at joint 21,49 lb uplift at joint 20,42 lb uplift at joint 19,85 lb uplift at joint 13,60 lb uplift at joint 15 and 72 lb uplift at joint 16. Continued on page 2 JQb Truss Truss Type Qty Ply KARTCHNER HOMES PB121449 Al GABLE 1 1 Job Reference(optional) FRANKLIN BUILDING SUPPLY,JEROME,ID. 83338 7.250 s Mar 23 2011 MiTek Industries,Inc. Mon Feb 20 09:11:20 2012 Page 2 ID:g0DCUfsGHL4nhsd79RoZJgznEeo-?K6_i52vVLSUGUJ44L_21 LP8RzQfE?N6e0Ey7hzjH3L NOTES14)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1.15)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S)Standard Jap Truss Truss Type Qty Ply KARTCHNER HOMES P8121449 A2 ROOF TRUSS 1 1 Job Reference(optional) FRANKLIN BUILDING SUPPLY,JEROME,ID. 83338 7.250 s Mar 23 2011 MiTek Industries,Inc. Mon Feb 20 09:11:21 2012 Page 1 ID:g0DCUfsGHL4nhsd79RoZJgznEeo-TWgMvR2XGfaLueuGe2VHZZyGI NhUzPoGt2zWf8zjH3K 1-0-0 5-8-10 10-10-12 16-0-14 21-9-8 22-9-8 5-2-2 5-2-2 5-8-10 1-0-0 1-0-0 5-8-10 Scale=1.36.5 4x8= 4 e3 8.00 72 2x4 0 12 2.1 ii 11 5 3 i 8 2 r Y B2 B1 0 0 10 B 8 6. 3x5= 3x5= 3x5=3x5= 3x5= 7-5-5 14-4-3 21-9-8 7-5-5 6-10-13 7-5-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.07 6-8 >999 600 MT20 220/195 Roof Snow=35.0) Lumber Increase 1.15 BC 0.38 Vert(TL) -0.16 2-10 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.05 6 n/a n/a BCLL 0.0 * Code IRC2006/TPI2002 Matrix) Wind(LL) 0.10 2-10 >999 360 Weight:91 lb FT=0% BCDL 8.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 8-1-7 oc bracing. WEBS 2 X 4 DF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=991/0-3-8, 6=991/0-3-8 Max Horz 2=87(LC 8) Max Uplift2=-517(LC 8),6=-517(LC 9) Max Grav2=1201(LC 2),6=1201(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39,2-3=-1918/741,3-11=-1662/721,4-11=-1648/741,4-12=-1651/743,5-12=-1665/723,5-6=-1920/743,6-7=0/39 BOT CHORD 2-10=-652/1614,9-10=-355/1095,8-9=-355/1095,6-8=-567/1616 WEBS 4-8=-342/668,5-8=-514/219,4-10=-338/662,3-10=-515/220 NOTES1)Wind:ASCE 7-05;90mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable endzone;cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.33 plate grip DOL=1.332)TCLL:ASCE 7-05;Pf=35.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design.4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads.5)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads.6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 517 lb uplift atjoint 2 and 517 lb uplift at joint 6.9)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply KARTCHNER HOMES PB121449 A2A ROOF TRUSS 1 1 Job Reference(optional)FRANKLIN BUILDING SUPPLY,JEROME,ID. 83338 7.250 s Mar 23 2011 MiTek Industries,Inc. Mon Feb 20 09:11:22 2012 Page 1 ID:g0DCUfsGHL4nhsd79RoZJgznEeo-xiEk7n391 yiCWnTTCm1 W6mVR?m?gitFP5ij3BazjH3J1-0-0 4-8-10 8-10-13 12-10-11 17-0-14 21-9-8 22-9-81-0-0 4-8-10 4-2-2 3-11-14 4-2-2 4-8-10 1-0-0 Scale=1:37.7 8x18 MT18Ho 5 6x104 .•1 T2 17 18 14 8.00 1 2x4, 2x4;"--• 3 B 4 A W2 W4 T f 12 15 18 2 7 2!,'' B, a B2 w 11 10 93x5= fl o 4x8= 4x8= 3x5= 4x8= 8-10-13 12-10-11 21-9-88-10-13 3-11-14 8-10-13PlateOffsets(X,Y): [4:0-7-14,0-3-0] TOADING(psf) 0 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP Roof Snow=35.0) Plates Increase 1.15 TC 0.36 Vert(LL) -0.11 7-9 >999 600 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.45 Vert(TL) -0.27 7-9 >948 180 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.06 7 n/a n/a BCDL 8.0 Code IRC2006/TPI2002 Matrix) Wind(LL) 0.16 7-9 >999 360 Weight:97 lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-10-14 ocBOTCHORD2X4DFNo.1&Btr purlins.WEBS 2 X 4 DF Stud BOT CHORD Rigid ceiling directly applied or 8-4-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide.REACTIONS (lb/size) 2=991/0-3-8, 7=991/0-3-8 Max Horz 2=-72(LC 9) Max Uplift2=-502(LC 8),7=-504(LC 9) Max Grav2=1683(LC 27),7=1691(LC 27) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/69,2-12=-2593/700,3-12=-2451/714,3-16=-1950/615,4-16=-1769/627,4-13=-1626/593,5-13=-1625/595,5-17=-1741/626,14-17=-1788/620,6-14=-1955/612,6-15=-2473/716, 15-18=-2539/703,7-18=-2612/702,7-8=0/69BOTCHORD2-11=-624/2170, 10-11=-408/1583,9-10=-408/1583,7-9=-557/2190 WEBS 3-11=-650/196,4-11=-169/429,5-11=-171/253,5-9=-190/463,6-9=-678/206 NOTES 1)Wind:ASCE 7-05;90mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.33plategripDOL=1.33 2)TCLL:ASCE 7-05;Pf=35.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1,Lu=50-0-03)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent liveloads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by2-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 502 lb uplift at joint 2 and 504lbupliftatjoint7. 11)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 andreferencedstandardANSI/TPI 1. LOAD CASE(S)Standard JRb Truss Truss Type Qty Ply KARTCHNER HOMES PB121449 A3 ROOF TRUSS 1 1 0001 FRANKLIN BUILDING SUPPLY,JEROME,ID. 83338 Job Reference(optional) 7.250 s Mar 23 2011 MiTek Industries,Inc. Mon Feb 20 09:11:23 2012 Page 1ID:gODCUfsG- 2-13 d79RoZJgznEeo-- 6-15 4noGg27x2fmTYlf 1T1AG_RBLZKMEckOzjH311-0-0 i 4-2-9 7-6-11 10-10-12 14-2-13 17-6-15 21-9-81-0-0 4-2-9 3-4-1 3-4-1 3-4-1 3-4-1 4-2-9 5x6 II Scale=1:37.3 5 A 5x8 5x6 C 4 8.00 12 15 18 3x8 3x60 6x6= All I M 6x6= 1 2 Pra r Bt Ell JIM 92 11 '`, la3,,12 14 13 12 11 10 8 or3x12I8x8= 8x8- 8x10 MT18H=8x8=3x12 II 3x12 4-2-9 7-6-11 10-10-12 14-2-13 17-6-15 21-9-84-2-9 3-4-1 3-4-1 3-4-1 3-4-1 4-2-9PlateOffsets(X,Y): [2:1-2-9,0-3-3],[2:0-2-8,0-1-8],[8:0-2-8,0-1-8],[8:1-2-9,0-3-3],[11:0-3-8,0-4-0],[13:0-3-8,0-4-0] LOADING(psf) 0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIPPlatesIncrease1.15 TC 0.92 Vert(LL) -0.32 9-11 >807 600 MT20 220/195RoofSnow=35.0) TCDL 8.0 Lumber Increase 1.15 BC 0.83 Vert(TL) -0.54 9-11 >476 180 MT18H 220/195 BCLL 0.0 Rep Stress lncr NO WB 0.77 Horz(TL) 0.16 8 n/a n/a BCDL 8.0 Code IRC2006/TPI2002 Matrix) Wind(LL) 0.21 9-11 >999 360 Weight:131 lb FT=0% LUMBER BRACINGTOPCHORD2X4DF2400F1.8E TOP CHORD Structural wood sheathing directly applied or 1-6-13 ocBOTCHORD2X6DF2400F1.7E purlins.WEBS 2 X 4 DF Stud*Except* BOT CHORD Rigid ceiling directly applied or 6-6-5 oc bracing.W1:2 X 4 DF No.1&Btr WEBS 1 Row at midpt 6-12,4-12WEDGE Left:2 X 8 DF SS,Right:2 X 8 DF SS MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide.REACTIONS (lb/size) 8=4085/0-5-4(input: 0-3-8),2=4173/0-5-6(input: 0-3-8) Max Horz2=102(LC 8) Max UpIift8=-1299(LC 9),2=-1363(LC 8) Max Grav8=4931(LC 2),2=5041(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/45,2-3=-8942/2324,3-15=-7295/1919,4-15=-7213/1925,4-5=-5631/1525,5-6=-5632/1522,6-16=-7339/1960,7-16=-7395/1953,7-8=-9177/2402 BOT CHORD 2-14=-2092/7924, 13-14=-2092/7924, 12-13=-1663/6466, 11-12=-1634/6569, 10-11=-2092/8130,9-10=-2092/8130,8-9=-2092/8130WEBS5-12=-1246/4627,6-12=-2487/694,6-11=-613/2296,7-11=-1839/548,7-9=-372/1484,4-12=-2312/652,4-13=-568/2136,3-13=-1714/504,3-14=-338/1353 NOTES 1)Wind:ASCE 7-05;90mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable endzone;cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.33plategripDOL=1.33 2)TCLL:ASCE 7-05;Pf=35.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=13)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf onoverhangsnon-concurrent with other live loads. 5)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent liveloads. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by2-0-0 wide will fit between the bottom chord and any other members. 9)WARNING:Required bearing size atjoint(s)8,2 greater than input bearing size.10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1299 lb uplift at joint 8 and1363lbupliftatjoint2. 11)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 andreferencedstandardANSI/TPI 1. 12)Girder carries tie-in span(s): 16-3-8 from 0-0-0 to 21-9-8 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard Continued on page 2 Jqb Truss Truss Type Qty Ply KARTCHNER HOMES 0001PB121449A3ROOFTRUSS11 Job Reference(optional) FRANKLIN BUILDING SUPPLY,JEROME,ID. 83338 7.250 s Mar 23 2011 MiTek Industries,Inc. Mon Feb 20 09:11:23 2012 Page 2 ID:gODCUfsGHL4nhsd79RoZJgznEeo-Pvo6K74noGg27x2fmTYlf 1T1AG_RBLZKMSckOzjH31 LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert: 1-5=-68,5-8=-69,2-8=-312(F=-296) Job Truss Truss Type Qty Ply KARTCHNER HOMES PB121449 C1 GABLE 1 1 Job Reference(optional)FRANKLIN BUILDING SUPPLY,JEROME,ID. 83338 7.250 s Mar 23 2011 MiTek Industries,Inc. Mon Feb 20 09:11:25 2012 Page 1 ID:gODCUfsGHL4nhsd79RoZJgznEeo-LHwtIp61Kt4mNFCltuaDkP7?B_8mvEKsogxjovzjH3G7-10-3 15-10-1 29-08 0-087-10-3 7-11-14 13-2-7 1-0 -0 Scale:14°-1 8x16 MT18H 4x8 8-.1 7 35 8 38 9 10 11 8.0012 5 / rPu p 12 4 n 13 3 r 2 14 12 9 STS ST4 ST3 ST2 -10 5x60 Sr 15 T9 ST8 EVI 18 e u y u IIIM i 17 34 33 32 31 30 29 28 27 28 25 24 23 22 21 20 19 395=3x5= 3x5= 29-0-8 29-0-8 Plate Offsets(X,Y): [6:0-7-14,0-3-0],[15:0-3-0,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIPTCLL35.0 Plates Increase 1.15 TC 0.17 Vert(LL) -0.00 18 n/r 180 MT20 220/195RoofSnow=35.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 18 n/r 80 MT18H 220/195TCDL8.0 Rep Stress Ina NO WB 0.22 Horz(TL) 0.01 17 n/a n/aBCLL0.0 Code IRC2006/TPI2002 Matrix 0%BCDL 8.0 Weight: 182 lb FT=0/o LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,BOT CHORD 2 X 4 DF No.1&Btr except end verticals. WEBS 2 X 4 DF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.OTHERS 2 X 4 DF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide.REACTIONS (lb/size) 34=109/29-0-8, 26=166/29-0-8, 27=169/29-0-8, 28=175/29-0-8, 29=141/29-0-8, 31=120/29-0-8, 32=173/29-0-8, 33=179/29-0-8, 24=166/29-0-8, 23=173/29-0-8, 22=162/29-0-8, 21=197/29-0-8, 17=187/29-0-8, 20=129/29-0-8, 19=205/29-0-8, 30=62/29-0-8MaxHorz34=-175(LC 6) Max Uplift34=-43(LC 8),26=-47(LC 6),27=-48(LC 7),28=-50(LC 7),29=-38(LC 6),31=-24(LC 8),32=-69(LC 8),33=-86(LC 8),24=-22(LC 6),23=-70(LC 9),22=-65(LC 9),21=-84(LC 9), 17=-47(LC 7),20=-49(LC 9), 19=-73(LC 9),30=-6(LC 6) Max Grav34=218(LC 27),26=338(LC 26),27=330(LC 26),28=343(LC 26),29=283(LC 26),31=231(LC 27),32=344(LC 27),33=350(LC 27), 24=216(LC 27),23=351(LC 27),22=314(LC 27),21=392(LC 27), 17=390(LC 27),20=248(LC 27), 19=398(LC 27),30=98(LC 26) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-34=-41/43, 1-2=-34/43,2-3=-82/64,3-4=-89/111,4-5=-94/160,5-6=-52/180,6-7=-19/173,7-35=-19/173, 8-35=-19/173,8-36=-19/173,9-36=-19/173,9-10=-19/173, 10-11=-19/173, 11-12=-93/180, 12-13=-84/149,13-14=-92/117, 14-15=-74/82, 15-16=-119/69, 16-17=-130/58, 17-18=0/67 BOT CHORD 33-34=-22/157,32-33=-22/157,31-32=-22/157,30-31=-22/157,29-30=-22/157,28-29=-22/157, 27-28=-22/157,26-27=-22/157,25-26=-22/157,24-25=-22/157,23-24=-22/157,22-23=-22/157, 21-22=-22/157,20-21=-22/157, 19-20=-23/151, 17-19=-23/151 WEBS 10-26=-306/66,9-27=-298/67,8-28=-310/70,7-29=-254/55,5-31=-205/38,4-32=-312/92,3-33=-316/96, 2-34=-200/50, 11-24=-183/42, 12-23=-319/88, 13-22=-282/84, 14-21=-359/104, 15-20=-220/66, 16-19=-358/100,6-30=-91/10 NOTES 1)Wind:ASCE 7-05;90mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat. II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.33plategripDOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf=35.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1,Lu=50-0-0 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent liveloads. 7)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. 9)All plates are 2x4 MT20 unless otherwise indicated. 10)Gable requires continuous bottom chord bearing. 11)Gable studs spaced at 2-0-0 oc. 12)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 Job Truss Truss Type Qty Ply KARTCHNER HOMES PB121449 C1 GABLE 1 1 Job Reference(optional) FRANKLIN BUILDING SUPPLY,JEROME,ID. 83338 7.250 s Mar 23 2011 MiTek Industries,Inc. Mon Feb 20 09:11:25 2012 Page 2 ID:gODCUfsGHL4nhsd79RoZJgznEeo-LHwtIp61Kt4mNFC1 tuaDkP7?B_8mvEKsogxjovzjH3G NOTES 13)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 14)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 43 lb uplift at joint 34,47 lb uplift at joint 26,48 lb uplift at joint 27 50 lb uplift at joint 28,38 lb uplift at joint 29,24 lb uplift at joint 31,69 lb uplift at joint 32,86 lb uplift at joint 33,22 lb uplift at joint 24,70 lb uplift at joint 23, 65 lb uplift at joint 22,84 lb uplift at joint 21,47 lb uplift at joint 17,49 lb uplift at joint 20,73 lb uplift at joint 19 and 6 lb uplift at joint 30. 15)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply KARTCHNER HOMES PB121449 C2 ROOF TRUSS 9 1 Job Reference(optional) FRANKLIN BUILDING SUPPLY,JEROME,ID. 83338 7.250 s Mar 23 2011 MiTek Industries,Inc. Mon Feb 20 09:11:26 2012 Page 1 ID:gODCUfsGHL4nhsd79RoZJgznEeo-pUTFy96f5BCd_PnERb5SGcf140KHeYm?OKhHKLzjH3F 6-0-13 11-10-2 I 17-4-12 22-11-6 29-0-80-0- 6-0-13 5-9-5 5-6-10 5-6-10 6-1-2 1-0-0 4x8= Scale=1:53.3 3 OA 400F. 14 3x5J 4 3x5 5. j 3x5 I I 2x4 8 rJ AIIIIIIIIIIIIIIIiIllb....' 4 Y K=a n I 15 18 11• 1710 18 9 M12 5x8= 4x8= 3x5= 3x5= 4x8= 11-10-2 19-1-3 I 29-0-8 11-10-2 7-3-1 9-11-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIPTCLL35.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.31 11-12 >999 600 MT20 220/195RoofSnow=35.0) Lumber Increase 1.15 BC 0.66 Vert(TL) -0.68 11-12 >502 180TCDL8.0 Rep Stress lncr YES WB 0.79 Horz(TL) 0.07 7 n/a n/aBCLL0.0 * Code IRC2006/TPI2002 Matrix) Wind(LL) 0.37 11-12 >942 360 Weight: 146 lb FT=0%BCDL 8.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins,BOT CHORD 2 X 4 DF No.1&Btr except end verticals. WEBS 2 X 4 DF No.1&Btr*Except* BOT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing.W4,W5:2 X 4 DF Stud WEBS 1 Row at midpt 2-11,2-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 12=1326/0-5-8, 7=1364/0-5-8 Max Horz 12=-205(LC 6) Max Upliftl2=-586(LC 8),7=-682(LC 9) Max Grav12=1459(LC 2),7=1576(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-13=-297/204,2-13=-186/215,2-3=-1466/676,3-14=-1434/664,4-14=-1462/645,4-5=-2029/963,5-6=-2226/944,6-7=-2653/1058,7-8=0/40, 1-12=-316/186 BOT CHORD 12-15=-431/1221, 15-16=-431/1221, 11-16=-431/1221, 11-17=-568/1757, 10-17=-568/1757, 10-18=-568/1757,9-18=-568/1757,7-9=-849/2292 WEBS 2-11=-200/212,3-11=-439/730,4-11=-889/444,4-9=-282/462,6-9=-509/270,2-12=-1527/488 NOTES 1)Wind:ASCE 7-05;90mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=35.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=8.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable ofwithstanding 586 lb uplift atjoint 12 and 682 lb uplift at joint 7. 9)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply KARTCHNER HOMES PB121449 C2A ROOF TRUSS 1 1 Job Reference(optional) FRANKLIN BUILDING SUPPLY,JEROME,ID. 83338 7.250 s Mar 23 2011 MiTek Industries,Inc. Mon Feb 20 09:11:27 2012 Page 1 ID:gODCUfsGHL4nhsd79RoZJgznEeo-lg1dAU7IsVKUcZM Q?JchpgC8?ngFNyo8F_QgtnzjH3E 5-0-13 9-10-3 13-10-2 18-8-12 23-7-6 29-0-8 30 0-8 5-0-13 4-9-5 3-11-15 4-10-10 4-10-10 5-5-2 1-0-0 Scale=1:49.0 6x12=4x12= 3 9rT3 6.00 12 3x5 15 3x5 2 T. 5 n T 18 3x5 J 3x5 W 2x4/i r 1 we 4.; 7 C v1 8 mm B1 g2 ma= El 12 B2 41,1 9 [ot171813121110MIIIP 143x8=3x8= 4x8= 3x5= 3x5= 5x6= 9-10-3 13-10-2 21-2-1 29-0-8 9-10-3 3-11-15 7-3-15 7-10-7 Plate Offsets(X,Y): [8:0-1-11,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIPTCLL35.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.16 10 >999 600 MT20 220/195RoofSnow=35.0) Lumber Increase 1.15 BC 0.62 Vert(TL) -0.32 13-14 >999 180TCDL8.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.09 8 n/a n/aBCLL BCDL 0.0 0 Code IRC2006/TPI2002 Matrix) Wind(LL) 0.17 13-14 >999 360 Weight: 158 lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins BOT CHORD 2 X 4 DF No.1&Btr except end verticals. WEBS 2 X 4 DF Stud*Except* BOT CHORD Rigid ceiling directly applied or 7-2-9 oc bracing. T2,W3,W4:2 X 4 DF No.1&Btr WEBS 1 Row at midpt 3-12,2-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 14=1268/0-5-8, 8=1314/0-5-8 Max Horz 14=-184(LC 6) Max Upliftl4=-605(LC 8),8=-674(LC 9) Max Grav14=2086(LC 27),8=2378(LC 27) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-297/166,2-15=-2046/672,3-15=-1890/687,3-13=-140/126,3-4=-1894/688,4-5=-2282/734, 5-16=-3275/1024,6-16=-3303/1013,6-7=-3442/1007,7-8=-3974/1058,8-9=0/69, 1-14=-407/151 BOT CHORD 14-17=-421/1610, 17-18=-421/1610, 13-18=-421/1610, 12-13=-434/1703, 11-12=-628/2650, 10-11=-628/2650,8-10=-845/3363 WEBS 2-13=-144/328,3-12=-146/444,4-12=-240/625,5-12=-1130/375,5-10=-270/658,7-10=-631/191, 2-14=-2178/533 NOTES 1)Wind:ASCE 7-05;90mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=35.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1,Lu=50-0-0 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 6)Provide adequate drainage to prevent water ponding. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=8.0psf. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 605 lb uplift at joint 14 and 674 lb uplift at joint 8. 10)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply KARTCHNER HOMES 0001P8121449C3ROOFTRUSS21 Job Reference(optional)FRANKLIN BUILDING SUPPLY,JEROME,ID. 83338 7.250 s Mar 23 2011 MiTek Industries,Inc. Mon Feb 20 09:11:28 2012 Page 1 ID:gODCUfsGHL4nhsd79RoZJgznEeo-msb?Ng8wdoSLEiwcY07wM 1IKUBOR6X31 UeANPEzjH3D1-0-p 5-5-8 11-4-8 1 17-3-8 I 22-8-9 1 28 -1-10 I 33-8-4 1 39-2-14 1 45-4-0 4p-4101-0-0 5-5-8 5-11-0 5-11-0 5-5-1 5-5-1 5-6-10 5-6-10 6-1-2 0-0 5x6= Scale=1:85.5 9 6.00 12 3x5 0 3x5 0 8 10 4x6 22 23 3x5 11 01 11 2x4, 74x6 12f: 4x6 3x5 6 0.I.13 4r 401 r n n.x: 1413 4x6:`3x5 2x14= 24 25 17 26 16 27 15 3 19 4x8= rt 4x6= 3x5= 3x5 11 N 2 /V 12 yI1 I „t 4x6= R.4.38 12 5x6= 5-0-0 515r8 11-4-8 17-3-8 17115-4 28-1-10 35-7-8 45-4-05-0-0 0-5-8 5-11-0 5-11-0 0-1-12 10-8-6 7-5-14 9-8-8PlateOffsets(X,Y): [4:0-3-0,Edge],[6:0-3-0,Edge],[11:0-3-0,Edge],[21:0-3-0,0-2-7] TOADING(psf) 5.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP Roof Snow=35.0) Plates Increase 1.15 TC 0.93 Vert(LL) -0.22 15-17 >999 600 MT20 220/195 TCDL g.p Lumber Increase 1.15 BC 0.62 Vert(TL) -0.47 17-18 >715 600 BCLL 0.0 * Rep Stress lncr YES WB 0.48 Horz(TL) 0.06 13 n/a n/a BCDL 8.0 Code IRC2006/TPI2002 Matrix) Wind(LL) 0.26 17-18 >999 360 Weight:229 lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied.BOT CHORD 2 X 4 OF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.WEBS 2 X 4 DF Stud*Except* WEBS 1 Row at midpt 8-18, 10-17 W6,W7,W8,W9:2 X 4 DF No.1&Btr MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 21=988/0-5-8, 18=1908/0-3-8, 13=1256/0-5-8 Max Horz21=533(LC 8) Max Uplift2l=-408(LC 8), 18=-1048(LC 8), 13=-637(LC 9) Max Grav21=1259(LC 13), 18=2123(LC 2), 13=1676(LC 14) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39,2-3=-350/808,3-4=-124/167,4-5=-19/216,5-6=-316/590,6-7=-297/707,7-22=-191/570, 8-22=-172/726,8-9=-1277/575,9-10=-1462/562, 10-23=-2196/877, 11-23=-2364/866, 11-12=-2467/858, 12-13=-2888/964,13-14=0/40 BOT CHORD 2-21=-619/384,20-21=-730/51, 19-20=-233/39,18-19=-36/37,7-18=-543/277, 18-24=-220/832, 24-25=-220/832, 17-25=-220/832, 17-26=-466/1937, 16-26=-466/1937, 16-27=-466/1937, 15-27=-466/1937, 13-15=-765/2504 WEBS 3-21=-891/355,3-20=-174/677,5-20=-248/71, 18-20=-311/197,5-18=-460/371,8-18=-1953/698, 8-17=-122/555,9-17=-352/599, 10-17=-1191/446, 10-15=-293/495, 12-15=-529/266 NOTES 1)Wind:ASCE 7-05;90mph;TCDL=4.2psf;BCDL=4.8psf; h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=35.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent liveloads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by2-0-0 wide will fit between the bottom chord and any other members,with BCDL=8.0psf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 408 lb uplift at joint 21, 1048 lbupliftatjoint18and637lbupliftatjoint13. 9)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply KARTCHNER HOMES PB121449 C4 ROOF TRUSS 7 1 Job Reference(optional)FRANKLIN BUILDING SUPPLY,JEROME,ID. 83338 7.250 s Mar 23 2011 MiTek Industries,Inc. Mon Feb 20 09:11:29 2012 Page 1 ID:gODCUfsGHL433-8.4 RoZJgznEe9-2-14 A9Y06aCssVp6kf9uFHVdbLKrtjRilvxxgzjH3C1-0-p 5-5-8 10-5-8 I 15-5-8 20-5-8 28-1-10 33-8-4 I 39-2-14 I 45-4-0 46-47701-0-6 5-5-8 5-0-0 5-0-0 5-0-0 7-8-2 5-6-10 5-6-10 6-1-2 0-0 5x8 II Scale=1:85.5 9 8.00 12 3x5 3x5 22 1 4x8 8 23 11 2x4// 4x8 3x5 12 e= 7 3x5 f 41111114x85 e- -_ 13 14 g4rrrr I 2x4 II -M 5x8= 17 24 18 15 4x8=• nan 3 4x8=4x8= 3x5= 19 20 4x6 6 3x5 4.38 12 1 2 478= 21 5x8= 5-0-0 5 5j8 12-11-8 20-5-8 2077-4 28-1-10 36-8-3 45-4-05-0-0 0-5-8 7-6-0 7-6-0 0-1-12 7-6-6 8-6-9 8-7-13PlateOffsets(X,Y): [4:0-3-0,Edge],[6:0-3-0,Edge],[11:0-3-0,Edge],[21:0-3-0,0-2-7] TOADING(psf) 5.0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP Roof Snow=35.0) Plates Increase 1.15 TC 0.91 Vert(LL) -0.23 15-17 >999 600 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.64 Vert(TL) -0.34 15-17 >873 600 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.03 13 n/a n/a BCDL 8.0 Code IRC20061TPI2002 Matrix) Wind(LL) 0.12 13-15 >999 360 Weight:220 lb FT=0% LUMBER BRACINGTOPCHORD2X4DFNo.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.WEBS 2 X 4 DF Stud*Except* WEBS 1 Row at midpt 9-17, 10-17W2,W7,W8,W9:2 X 4 DF No.1&Btr MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide.REACTIONS (lb/size) 21=1090/0-5-8, 18=1905/0-3-8, 13=1056/0-5-8 Max Horz21=479(LC 8) Max Uplift2l=-498(LC 8), 18=-1055(LC 8),13=-553(LC 9) Max Grav21=1380(LC 13), 18=2238(LC 2), 13=1466(LC 14) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39,2-3=-333/787,3-4=-214/615,4-5=-196/793,5-6=-278/194,6-7=-105/211,7-8=-339/794, 8-22=-842/357,9-22=-730/382,9-10=-999/377, 10-23=-1862/766, 11-23=-2030/755, 11-12=-2132/747,12-13=-2484/805, 13-14=0/40 BOT CHORD 2-21=-595/365,20-21=-397/196, 19-20=-294/98, 18-19=-257/120, 17-18=-570/408, 17-24=-298/1522,16-24=-298/1522, 15-16=-298/1522, 13-15=-622/2123WEBS3-21=-487/246,5-21=-1143/371,5-20=-70/78,7-20=-267/276,7-18=-628/439,8-18=-1866/740,8-17=-482/1519,9-17=-197/171,10-17=-1187/438, 10-15=-351/595, 12-15=-501/250 NOTES 1)Wind:ASCE 7-05;90mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat. II;Exp C;enclosed;MWFRS(low-rise)gable endzone;cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.33plategripDOL=1.33 2)TCLL:ASCE 7-05;Pf=35.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=13)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent liveloads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by2-0-0 wide will fit between the bottom chord and any other members,with BCDL=8.0psf. 8)Provide mechanical connection(by others)of truss to bearing plate capable ofwithstanding 498 lb uplift at joint 21, 1055 lbupliftatjoint18and553lbupliftatjoint13. 9)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 andreferencedstandardANSI/TPI 1. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply KARTCHNER HOMES PB121449 C4A ROOF TRUSS 1 1 Job Reference(optional) FRANKLIN BUILDING SUPPLY,JEROME,ID. 83338 7.250 s Mar 23 2011 MiTek Industries,Inc. Mon Feb 20 09:11:31 2012 Page 1 p ID:gODCUfsGHL4nhsd79RoZJgznEeo-ARH8?sAowjgw5AfBE9hdzgNuUP4uJmVkAc010YzjH3A 11- 0-8 5-5-8 ' 5-0-0 ' 5-0-0 ' 20-5-8 1 26-1-11 I 3-011,4 ' 4-10-10 ' 4-10-110 ' 5-5-2 41-0-0 704— Scale=1:80.4 5x8 0 8 r 8.00 12 4x8 25 3x5 7 10 r.25 4x8 2x4 ii 3x5 c 11 8 24 W10 4 12 4x8 27 3x5 5 i y* F `` 13 7234u.K n _.`4Io cl>. 18 17 18 15 4x8= 2x4 II 8x10= 5x8= 3x5= 3 e 4x8= 3x5= oi 20 21 4x8 4,38 123x5 2 c1' R1 y 4x8 22 5x8= 1 5-0-0 5151.8 12-11-8 20-5-8 2017-4 26-1-11 30-1-9 37-5-9 45-4-0 5-0-0 0-5-8 7-6-0 7-6-0 0-1-12 5-6-7 3-11-14 7-3-15 7-10-7 Plate Offsets(X,Y): [5:0-3-0,Edge],[9:0-3-4,0-1-12],[11:0-3-0,Edge],[19:0-3-8,Edge],[22:0-3-0,0-2-7] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIPTCLL35.0 Plates Increase 1.15 TC 0.76 Vert(LL) -0.12 13-15 >999 600 MT20 220/195RoofSnow=35.0) Lumber Increase 1.15 BC 0.51 Vert(TL) -0.27 15-17 >999 600TCDL8.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.05 13 n/a n/aBCLL0.0 * Code IRC2006/TPI2002 Matrix) Wind(LL) 0.16 15-17 >999 360 Weight:234 lb FT=0%BCDL 8.0 g LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-6-2 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.WEBS 2 X 4 DF Stud*Except* WEBS 1 Row at midpt 4-22,7-19,9-18 W2,W8,W9,W10:2 X 4 DF No.1&Btr MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 22=1101/0-5-8, 19=1850/0-3-8, 13=1023/0-5-8 Max Horz 22=465(LC 8) Max Uplift22=-509(LC 8), 19=-1025(LC 8), 13=-549(LC 9) Max Grav22=1456(LC 27), 19=3289(LC 27), 13=1884(LC 27) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39,2-3=-345/817,3-23=-232/830,4-23=-212/864,4-5=-410/192,5-6=-153/209,6-24=-327/920, 7-24=-310/1230,7-25=-672/262,8-25=-583/280,8-9=-563/278,9-10=-1334/464, 10-26=-2224/759, 11-26=-2227/750, 11-12=-2390/742, 12-27=-2761/795, 13-27=-2930/783, 13-14=0/69 BOT CHORD 2-22=-633/380,21-22=-378/347,20-21=-295/145, 19-20=-258/182,18-19=-863/399, 17-18=-144/1058, 16-17=-357/1695,15-16=-357/1695, 13-15=-612/2440 WEBS 3-22=-464/232,4-22=-1399/398,4-21=-135/71,6-21=-260/331,6-19=-1110/446,7-19=-2681/712, 7-18=-451/1737,8-18=-389/55,9-18=-999/331,9-17=-366/963, 10-17=-1140/378, 10-15=-282/690, 12-15=-656/197 NOTES 1)Wind:ASCE 7-05;90mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat. II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=35.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1,Lu=50-0-0 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roofload of 35.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 6)Provide adequate drainage to prevent water ponding. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.8)*This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 509 lb uplift at joint 22, 1025 lb uplift at joint 19 and 549 lb uplift at joint 13. 10)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply KARTCHNER HOMES PB121449 C5 GABLE 1 1 Job Reference(optional) FRANKLIN BUILDING SUPPLY,JEROME,ID. 83338 7.250 s Mar 23 2011 MiTek Industries,Inc. Mon Feb 20 09:11:34 2012 Page 1 ID:qODCUfsGHL4nhsd79RoZJgznEeo-a0yGeuChCeDVydOmyHEKbI?Pjc5bW7FAsadidtzjH37 1-0-10 5-5-8 1 10-5-8 I 15-5-8 I 20-5-8 26-1-11 30-1-9 35-0-4 39-10-14 45-4-0 45-4-,0 1-0-0 5-5-8 5-0-0 5-0-0 5-0-0 5-8-3 3-11-14 4-10-10 4-10-10 5-5-2 1-0-0 Scale=1:80.4 7x14= 5x8 8 raaaaar:,•r `, 8.00 12 4x8 73 - 3x5 7 10 1 i, 4x8•I 11 3x5, - a. 12 5x6 y`e 7s 3x5 5d 13 14 44111111 Vie. - = cx= n_ . =. Io_ 18 17 16 15 4x6= 3 8x10= 5x8= 3x5= 4x8= 3x5=MS20 21 4x6; F ST1 4.3812 2 N. I 3x5 a d'4x6= 22 5x8= 5-0-0_ 558 12-11-8 20-5-8 20i7-4 26-1-11 30-1-9 37-5-9 45-4-05-0-0 0-5-8 7-6-0 _ - - 7-6-0 04-12 5-6-7 3-11-14 1 7-3-15 7-10-7 Plate Offsets(X,Y): [5:0-3-0,0-3-0],[9:0-3-4,0-1-12],[11:0-3-0,Edge],[19:0-3-8,Edge],[22:0-3-0,0-2-7],[41:0-1-12,0-1-0],[44:0-1-12,0-1-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIPTCLL35.0 Plates Increase 1.15 TC 0.76 Vert(LL) -0.12 13-15 >999 600 MT20 220/195RoofSnow=35.0) Lumber Increase 1.15 BC 0.51 Vert(TL) -0.27 15-17 >999 600TCDL8.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.05 13 n/a n/aBCLL0.0 * BCDL 8.0 Code IRC2006/TP12002 Matrix) Wind(LL) 0.16 15-17 >999 360 Weight:337 lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-6-2 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 DF Stud*Except* WEBS 1 Row at midpt 4-22,7-19,9-18 W2,W8,W9,W10:2 X 4 DF No.1&Btr MiTek recommends that Stabilizers and required cross OTHERS 2 X 4 DF Stud bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 22=1101/0-5-8, 19=1850/0-3-8, 13=1023/0-5-8 Max Horz 22=465(LC 8) Max Uplift22=-509(LC 8),19=-1025(LC 8), 13=-549(LC 9) Max Grav22=1456(LC 27), 19=3289(LC 27), 13=1884(LC 27) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39,2-3=-345/817,3-71=-232/830,4-71=-212/864,4-5=-410/192,5-6=-153/209,6-72=-327/920, 7-72=-310/1230,7-73=-672/262,8-73=-583/280,8-9=-563/278,9-10=-1334/464,10-74=-2224/759, 11-74=-2227/750, 11-12=-2390/742, 12-75=-2761/795,13-75=-2930/783, 13-14=0/69 BOT CHORD 2-22=-633/380,21-22=-378/347,20-21=-295/145, 19-20=-258/182, 18-19=-863/399,17-18=-144/1058, 16-17=-357/1695, 15-16=-357/1695, 13-15=-612/2440 WEBS 3-22=-464/232,4-22=-1399/398,4-21=-135/71,6-21=-260/331,6-19=-1110/446,7-19=-2681/712, 7-18=-451/1737,8-18=-389/55,9-18=-999/331,9-17=-366/963,10-17=-1140/378, 10-15=-282/690, 12-15=-656/197 NOTES 1)Wind:ASCE 7-05;90mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf=35.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1,Lu=50-0-0 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 7)Provide adequate drainage to prevent water ponding. 8)All plates are 2x4 MT20 unless otherwise indicated. 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 509 lb uplift at joint 22,1025 lb uplift at joint 19 and 549 lb uplift at joint 13. 13)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply KARTCHNER HOMES 0001 PB121449 C6 ROOF TRUSS 10 1 Job Reference(optional) FRANKLIN BUILDING SUPPLY,JEROME,ID. 83338 7.250 s Mar 23 2011 MiTek Industries,Inc. Mon Feb 20 09:11:36 2012 Page 1 ID:gODCUfsGHL4nhsd79RoZJgznEeo-XP413ZExkGTCBxY90i Hogj4mZQlh_4sTJu6ohmzjH35 5-8-5 10-10-3 16-3-8 1 -9 0 5-8-5 5-1-13 5-5-5 5-8 6x10 Scale=1:48.8 5 e.00 1z 1/ 3x5 4 11 4x8= 0.A 103x5 3s 2x4 2 1 dd 8 12 7 3x5= 3x5= 3x5=5x8= 8-3-4 16-3-8 8-3-4 8-0-4 Plate Offsets(X,Y): [5:0-4-10,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIPTCLL35.0 Plates Increase 1.15 TC 0.61 Vert(LL) -0.28 6-8 >714 600 MT20 220/195RoofSnow=35.0) Lumber Increase 1.15 BC 0.60 Vert(TL) -0.54 6-8 >367 180TCDL8.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.18 10 n/a n/aBCLL BCDL 8. 0 Code IRC2006ITPI2002 Matrix) Wind(LL) 0.34 6-8 >574 360 Weight:87 lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 5-1-9 oc purlins, BOT CHORD 2 X 4 DF No.1&Btr except end verticals. WEBS 2 X 4 DF No.1&Btr*Except* BOT CHORD Rigid ceiling directly applied or 8-5-0 oc bracing. W1,W2:2 X 4 DF Stud,W4:2 X 6 DF SS MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=711/Mechanical, 10=701/0-5-8 Max Horz 1=297(LC 7) Max Upliftl=-313(LC 8), 10=-428(LC 8) Max Grav1=893(LC 13), 10=1023(LC 13) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1480/469,2-3=-1163/401,3-11=-986/417,4-11=-978/419,4-5=-266/53,6-9=-354/753,5-9=-354/753 BOT CHORD 1-8=-585/1254,8-12=-282/741,7-12=-282/741,6-7=-282/741 WEBS 2-8=-460/246,4-8=-346/529,4-6=-951/437 NOTES 1)Wind:ASCE 7-05;90mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=35.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=8.0psf. 7)Refer to girder(s)for truss to truss connections. 8)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable ofwithstanding 313 lb uplift at joint 1 and 428 lb uplift at joint 10. 10)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply KARTCHNER HOMES 0001 PB121449 C7 ROOF TRUSS 1 1 Job Reference(optional) FRANKLIN BUILDING SUPPLY,JEROME,ID. 83338 7.250 s Mar 23 2011 MiTek Industries,Inc. Mon Feb 20 09:11:36 2012 Page 1 ID:gODCUfsGHL4nhsd79RoZJgznEeo-XP413ZExkGTCBxY90iHogj4tJQs3_CeTJu6ohmzjH35 16-3-8 16-3-8 3x5 11 Scale=150.1 10 2x4 11 9 2x4 II 6.00 12 8 2x4 11 7 2x4 11 1 2x411 r RVI2 5 ST1 3x5 2x4 11 r ST2 4 ST3 2x411 3 ' i STS ST5 STB 1 ST' L L 610 L L L P 820 L 3x5—19 18 17 16 15 14 13 12 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 3x5= 2x4 11 3x5 11 2x4 II 16-3-8 16-3-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIPTCLL35.0 Plates Increase 1.15 TC 0.18 Vert(LL) n/a - n/a 999 MT20 220/195RoofSnow=35.0) Lumber Increase 1.15 BC 0.19 Vert(TL) n/a - n/a 999TCDL8.0 Rep Stress Incr NO VVB 0.25 Horz(TL) 0.00 11 n/a n/aBCLL0.0 * Code IRC2006l1-P12002 Matrix) Weight:95 lb FT=0%BCDL 8.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2 X 4 DF No.1&Btr except end verticals. WEBS 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Stud WEBS 1 Row at midpt 10-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 11=68/16-3-8, 1=77/16-3-8, 12=173/16-3-8, 13=168/16-3-8, 15=170/16-3-8, 16=170/16-3-8, 17=164/16-3-8, 18=166/16-3-8, 19=209/16-3-8 Max Horz 1=345(LC 7) Max Upliftl 1=-52(LC 7), 12=-72(LC 8), 13=-70(LC 8), 15=-67(LC 8), 16=-68(LC 8), 17=-64(LC 8), 18=-69(LC 8), 19=-88(LC 8) Max Grav11=121(LC 12), 1=129(LC 7), 12=304(LC 12), 13=305(LC 12), 15=253(LC 12), 16=205(LC 2),17=199(LC 12), 18=201(LC 2), 19=252(LC 12) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-297/49,2-3=-263/7,3-4=-256/36,4-5=-233/34,5-6=-206/41,6-7=-177/56,7-8=-148/68,8-9=-124/88, 9-10=-69/67, 10-11=-106/56 BOT CHORD 1-19=-70/90, 18-19=-70/90,17-18=-70/90, 16-17=-70/90, 15-16=-70/90, 14-15=-70/90,13-14=-70/90, 12-13=-70/90, 11-12=-70/90 WEBS 9-12=-272/108,8-13=-274/101,7-15=-219/85,6-16=-174/89,5-17=-165/83,4-18=-175/90,2-19=-199/102 NOTES 1)Wind:ASCE 7-05;90mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf=35.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 52 lb uplift at joint 11,72 lb uplift at joint 12,70 lb uplift at joint 13,67 lb uplift at joint 15,68 lb uplift at joint 16,64 lb uplift atjoint 17,69 lb uplift at joint 18 and 88 lb uplift at joint 19. 11)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply KARTCHNER HOMES PB121449 V1 ROOF TRUSS 1 1 Job Reference(optional) FRANKLIN BUILDING SUPPLY,JEROME,ID. 83338 7.250 s Mar 23 2011 MiTek Industries,Inc. Mon Feb 20 09:11:39 2012 Page 1 ID:gODCUfsGHL4nhsd79RoZJgznEeo-x m9hbGp1Brn2PGkiggVIMiMydtkBXrvOsKTI5zjH32 15-9-1 23-11-15 39-9-0 15-9-1 8-2-14 15-9-1 Scale=1 61 C 6416MT18HG 6x10= 10 42 11 T2 13 43 14 e 09e, 451 15 6.00 12 7 16 6_ 17 5 18 STS W STS 514 3i ST2 ST1 ST'2 586 4 577 Si'3 19 3x6 TB ST'4 2093 - 573 ST 114, 21rST'0 22 3x5 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x5 5x6= 546= 15-2-0 39-9-0 15-2-0 I 24-7-0 Plate Offsets(X,Y): [3:0-1-12,0-3-4],[9:0-7-14,0-3-0],[30:0-3-0,0-0-4],[34:0-3-0,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIPTCLL35.0 Plates Increase 1.15 TC 0.28 Vert(LL) n/a - n/a 999 MT20 220/195RoofSnow=35.0) Lumber Increase 1.15 BC 0.19 Vert(TL) n/a - n/a 999 MT18H 220/195TCDL8.0 Rep Stress Incr NO WB 0.35 Horz(TL) 0.01 22 n/a n/aBCLL BCDL 8. 0 Code IRC2006/TPI2002 Matrix) Weight:232 lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Stud MiTek recommends that Stabilizers and required cross OTHERS 2 X 4 DF Stud bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=132/39-9-0, 29=164/39-9-0, 31=201/39-9-0, 32=159/39-9-0, 33=181/39-9-0, 34=116/39-9-0, 36=134/39-9-0, 37=176/39-9-0, 38=165/39-9-0, 39=179/39-9-0, 40=146/39-9-0, 41=255/39-9-0, 28=137/39-9-0, 27=173/39-9-0, 26=166/39-9-0, 25=181/39-9-0, 24=138/39-9-0, 23=255/39-9-0, 22=124/39-9-0, 35=71/39-9-0 Max Horz 1=-95(LC 6) Max Uplift1=-18(LC 9),29=-4(LC 7),31=-60(LC 7),32=-45(LC 6),33=-49(LC 6),34=-29(LC 7),36=-40(LC 8),37=-74(LC 8),38=-67(LC 8), 39=-72(LC 8),40=-63(LC 8),41=-97(LC 8),28=-41(LC 9),27=-74(LC 9),26=-66(LC 9),25=-74(LC 9),24=-57(LC 9),23=-101(LC 9) Max Grav1=259(LC 26),29=261(LC 25),31=404(LC 25),32=311(LC 25),33=354(LC 25),34=235(LC 25),36=268(LC 26),37=347(LC 26), 38=325(LC 26),39=351(LC 26),40=291(LC 26),41=495(LC 26),28=287(LC 26),27=342(LC 26),26=324(LC 26),25=356(LC 26), 24=272(LC 26),23=499(LC 26),22=236(LC 26),35=97(LC 26) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-135/74,2-3=-75/50,3-4=-71/62,4-5=-70/80,5-6=-74/113,6-7=-73/145,7-8=-79/179,8-9=-52/197, 9-10=-7/187,10-42=-9/187, 11-42=-9/187, 11-12=-9/187,12-13=-9/187, 13-43=-9/187, 14-43=-9/187, 14-15=-70/190, 15-16=-91/157,16-17=-86/108, 17-18=-88/65, 18-19=-81/53, 19-20=-33/14,20-21=-95/7, 21-22=-128/82 BOT CHORD 1-41=0/116,40-41=0/116,39-40=0/116,38-39=0/116,37-38=0/116,36-37=0/116,35-36=0/116, 34-35=0/115,33-34=0/115,32-33=0/115,31-32=0/115,30-31=0/115,29-30=0/115,28-29=0/117, 27-28=0/117,26-27=0/117,25-26=0/117,24-25=0/117,23-24=0/117,22-23=0/117 WEBS 14-29=-233/21, 13-31=-370/80, 12-32=-281/64,11-33=-316/72, 10-34=-217/40,8-36=-240/57,7-37=-313/93, 6-38=-296/86,5-39=-309/90,4-40=-297/87,2-41=-375/107, 15-28=-253/61, 16-27=-310/93,17-26=-294/85, 18-25=-317/92,19-24=-268/79,21-23=-396/113,9-35=-83/1 NOTES 1)Wind:ASCE 7-05;90mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf=35.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1,Lu=50-0-0 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. 8)All plates are 2x4 MT20 unless otherwise indicated. 9)Gable requires continuous bottom chord bearing. 10)Gable studs spaced at 2-0-0 oc. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 Job Truss Truss Type Qty Ply KARTCHNER HOMES PB121449 V1 ROOF TRUSS 1 1 Job Reference(optional) FRANKLIN BUILDING SUPPLY,JEROME,ID. 83338 7.250 s Mar 23 2011 MiTek Industries,Inc. Mon Feb 20 09:11:39 2012 Page 2 ID:gODCUfsGHL4nhsd79RoZJgznEeo-x m9hbGp1Brn2PGkiggVIMiMydtkBXrvOsKTI5zjH32 NOTES 12)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 18 lb uplift at joint 1,4 lb uplift at joint 29,60 lb uplift at joint 31, 45 lb uplift atjoint 32,49 lb uplift atjoint 33,29 lb uplift atjoint 34,40 lb uplift at joint 36,74 lb uplift at joint 37,67 lb uplift at joint 38,72 lb uplift at joint 39,63 lb uplift atjoint 40,97 lb uplift at joint 41,41 lb uplift at joint 28,74 lb uplift atjoint 27,66 lb uplift at joint 26,74 lb uplift at joint 25,57 lb uplift at joint 24 and 101 lb uplift at joint 23. 14)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 15)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S)Standard 42-0-0 1 J I I 1 i G , - 12) 4 O 2 - (q, v O Q N N US DE,IGN;P FO,' .00 D, FLE 110 0FI I I 1Q1'2,, 01 IN11! 1 6 - ('0iR 5-0-0 7 1.0._ 1I1 ( I 1 I.iii A2 A2A Al 20-2-8 21-q-8 KAR1GHNER HOMES RALEIGH MODEL Zillit,'5F2I31 REX6URG IDAHO IT12144q Milli A V 4 Load Short Form Job: SF2B1 Date: FEB,20,2012 Entire House By: ROBERT HALL KARTCHNER HOMES 197 STOCKMAN BLVD ,RIGBY,ID 834442 Phone:745-8468 Project Information For: SF2B1,KARTCHNER HOMES ID Design Information Htg Clg Infiltration Outside db(°F) 6 89 Method Simplified Inside db(°F) 68 75 Construction quality Semi-loose Design TD(°F) 74 14 Fireplaces 0 Daily range H Inside humidity(%) 50 50 Moisture difference(gdlb) 57 31 i HEATING EQUIPMENT COOLING EQUIPMENT Make Intl Comfort Products Make Intl Comfort Products Trade Tempstar Trade 13 SEER N Series R22 AC Model N9MP1075B12**Cond N2A330A(G)KA2* GAMA ID 278857 Coil ED*2X36F**+TD1 ARI ref no 737456 Efficiency 90 AFUE Efficiency 13 SEER Heating input 75000 Btuh Sensible cooling 19740 Btuh Heating output 69000 Btuh Latent cooling 8460 Btuh Temperature rise 91 °F Total cooling 28200 Btuh Actual airflow 820 cfm Actual air flow 820 cfm Air flow factor 0.017 cfm/Btuh Air flow factor 0.050 cfm/Btuh Static pressure 0.70 in H2O Static pressure 0.70 in H2O Space thermostat Load sensible heat ratio 1.00 ROOM NAME Area Htg load Clg load Htg AVF Clg AVF ft2) Btuh)Btuh) cfm) cfm) BED1 182 4573 843 77 42 STORAGE 91 1099 61 19 3 BASE BATH 55 785 43 13 2 BED2 168 4871 1093 82 55 LAUNDRY 91 0 0 0 0 FLEX ROOM 563 17327 2578 293 129 CRAWL SPACE 370 0 0 0 0 BED3 151 2759 960 47 48 BED4 161 1518 838 26 42 MASTER BED 204 3285 1836 55 92 MASTER WIC 55 509 89 9 4 MASTER BATH 84 472 105 8 5 KITCHENDI N I NG 507 5034 5411 85 270 LIVING ROOM 358 6318 2557 107 128 Bold/italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual 8th Ed. 41- wrightsoft' Right-Suite®Universal 7.1.03 RSU06972 2012-Feb-2020:53:06 C:\Documents and Settings \ROBERT HALL\My Documents \wrightsoft HVAC \RALEIGH MODEL SI 2224.rup Calc Page 1 Entire House d 3040 48548 16415 820 820Otherequiploads3742708 Equip.@ 0.94 RSM 16096Latentcooling0 TOTALS I 3040 I 52290 I 16096 I 820 I 820 Bold/italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual 8th Ed. wriohtsoft- Right-Suite®Universal7.1.03 RSU06972 2012-Feb-2020:53:06C:\Documents and Settings \ROBERT HALL\My Documents \Wrightsoft HVAC \RALEIGH MODEL SI 2224.rup Calc Page 2 Building Analysis Job: SF2B1 Date: FEQ20,2012 Entire House By: ROBERT HALL KARTCHNER HOMES 197 STOCKMAN BLVD ,RIGBY,ID 834442 Phone:745-8468 Pro'ect Information For: SF2B1,KARTCHNER HOMES ID Desk n Conditions Indoor: Heating CoolingLocation: Idaho Falls,ID,US Indoor temperature(°F) 68 75 Elevation 4741 ft Design TD(°F) 74 14 Latitude: 44°N Relative humidity(%) 50 50 Outdoor:Heating Cooling Moisture difference(grllb) 57.0 31.5 Dry bulb CF) 6 89 Infiltration: Daily range(°F) 34 ( H )Method Simplified Wet bulb(°F) 60 Construction quality Semi-loose Wind speed(mph) 15.0 7.5 Fireplaces 0 Heatin• Component Btuh/ff Btuh of load kr„;„ Walls 5.0 14361 27.5 Glazing 259 5569 10.6 Doors 0 0 0 Ceilings 1.6 2475 4.7 Floors 8.4 12734 24.4 Infiltration 4.3 13410 25.6 Ducts 0 0 a=;„g W' r Piping Humidification 3742 7 0 Qe9= Ventilation 0 Ras Adjustments Total 52291 100.0 Coolin• Component Btuh/ftz Btuh of load rn Walls 0.6 1824 10.7 Glazing 31.3 6729 39.3 Doors 0 0 0 Ceilings 09 1404 82 dc-- Floors 0 0 0 Infiltration 0.4 1357 79 Ducts 0 0 . Ventilation 5708 24.8Internalgains Blower 0 0 rah"'”- 0 Total 17123 100.0 Overall U-value=0.077 Btuh/f --°F Data entries checked. wr t+tltsa 2012-Feb-20 20:53:06 chere- Right-SuiteeUniversal7.1.03 RSU06972 Pa : 0 C:\Documents and Settings \ROBERT HALL\My Documents \Wrightsoft HVAC \RALEIGH MODEL SI 2224.rup Calc g Job: SF2B1 Component Constructions Date: FEBt20,2012 Entire House By: ROBERT HALL KARTCHNER HOMES 197 STOCKMAN BLVD ,RIGBY,ID 834442 Phone:745-8468 Pro'ect Information For: SF2B1,KARTCHNER HOMES ID Design Conditions Location: Indoor: Heating Cooling Indoor temperature(°F) 68 75 Elevation Falls,ID, 4741 Design TD(°F) 74 14 L titude: 4744 ft Relative humidity(%) 50 50 Latitude: 44°N Moisture difference(grllb) 57.0 31.5 Outdoor:Heating Cooling Dry bulb(°F) 6 89 Infiltration: Daily range(°F) 34 ( H )Method Simplified Wet bulb(°F) 60 Construction quality Semi-loose Wind speed(mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Maul R Htg HTM Loss Clg HTM Gain ff Btuh/ff-°F ft-°FBtuh Btuh/ft Btuh BtuMft Btuh Walls 12E-Osw:Frm wall,vnl ext,3/8"wood shth ,r-19 cav ins,1/2" n 687 0.068 19.0 5.03 3457 0.64 439 gypsum board int fnsh ,2"x6"wood frm e 766 0.068 19.0 5.03 3855 0.64 490 s 660 0.068 19.0 5.03 3321 0.64 422 w 741 0.068 19.0 5.03 3729 0.64 474 all 2854 0.068 19.0 5.03 14361 0.64 1824 Partitions none) Windows n 30 0.350 0 25.9 777 11.5 346 61C:VINYL .35 U VALUE;NFRC rated(SHGts0.35)e 30 0.350 0 25.9 1062 37.7 1544 s 57 0.350 0 25.9 1476 20.6 1177 w 87 0.350 0 25.9 2253 37.7 3276 all 215 0.350 0 25.9 5569 29.5 6343 Doors n 21 0 0 0 0 0 0 11 D0:11 DO e 21 0 0 0 0 0 0 s 21 0 0 0 0 0 0 all 63 0 0 0 0 0 0 Ceilings 16B-44ad:Attic ceiling,asphalt shingles roof mat,r-44 cell ins,1/2" 1520 0.022 44.0 1.63 2475 0.92 1404 gypsum board int fnsh Floors 174 0.989 0 73.2 12734 0 0 22A-cpl:Bg floor,light dry soil,carpet fir fnsh 2012-Feb-20 20:53:07 w*lghtsr Right-Suite®U niversal7.1.03 RSU06972 P53: 1 AGGik C:\Documents and Settings \ROBERT HALL\My Documents \Wrightsoft HVAC \RALEIGH MODEL SI 2224.rup Cale Project Job: FEB Pro Summary Daa EQ2Date: 0,2012 Entire House By: ROBERT HALL KARTCHNER HOMES 197 STOCKMAN BLVD ,RIGBY,ID 834442 Phone:745-8468 Pro'ect Information For: SF2B1,KARTCHNER HOMES ID Notes: HOME FACES NORTH Desi• n Information Weather. Idaho Falls,ID,US Winter Design Conditions Summer Design Conditions Outside db 6 °F Outside db 89 °F Inside db 68 °F Inside db 75 °F Design TD 74 °F Design TD 14 °F Daily range H Relative humidity 50 % Moisture difference 31 grAb Heating Summary Sensible Cooling Equipment Load Sizing Structure 48548 Btuh Structure 16415 Btuh Ducts 0 Btuh Ducts 0 Btuh Central vent(55 cfm) 3742 Btuh Central vent(55 cfm)708 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 52290 Btuh Use manufacturer's data n Rate/swing multiplier 0.94 Infiltration Equipment sensible load 16096 Btuh Method Simplified Latent Cooling Equipment Load SizingConstructionqualitySemi-loose Fireplaces 0 Structure 566 Btuh Ducts 0 Btuh Heating Cooling Central vent(55 cfm) 984 Btuh Area(if) 3040 3040 Equipment latent load 0 Btuh Volume(fta) 27360 27360 Air changes/hour 0.43 0.23 Equipment total load 16096 Btuh Equiv.AVF(cfm) 196 105 Req.total capacity at0.70 SHR 1.9 ton Heating Equipment Summary Cooling Equipment Summary Make Intl Comfort Products Make Intl Comfort Products Trade Tempstar Trade 13 SEER N Series R22 AC Model N9MP1075812** Cond N2A330A(G)KA2* GAMA ID 278857 Coil ED*2X36F**+TD1 ARI ref no 737456 Efficiency 90 AFUE Efficiency 13 SEER Heating input 75000 Btuh Sensible cooling 19740 Btuh Heating output 69000 Btuh Latent cooling 8460 Btuh Temperature rise 91 °F Total cooling 28200 Btuh Actual air flow 820 cfm Actual air flow 820 cfm Air flow factor 0.017 cfm/Btuh Air flow factor 0.050 cfm/Btuh Static pressure 0.70 in H2O Static pressure 0.70 in H2O Space thermostat Load sensible heat ratio 1.00 Bold/italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual 8th Ed. yyr•-iohtscftr Right-Suite®Univers al 7.1.03 RSU 06972 2012-Feb-2020:53:07 C:\Documents and Settings \ROBERT HALL\My Documents \wrightsoft HVAC \RALEIGH MODEL SI 2224.rup Calc Page 1 it Right-J® Worksheet Job: SF2B1 Entire House Date: R B 20,2 HBy: ROBERT HALL KARTCHNER HOMES 197 STOCKMAN BLVD ,RIGBY,ID 834442 Phone:745-8468 1 Room name Entire House BED 1 2 Exposed wall 348.0 ft 27.0 ft 3 Ceiling height 9.0 ft d 9.0 ft heat/cool 4 Room dimensions 14.0 x 13.0 ft 5 Room area 3040.0 ft'182.0 ft' I Ty Construction I U-value I Or I HTM I Area (ft') I Load I Area (ft I Load number Btuh/ft?°F) Btuh/ft 2) or perimeter (ft)Btuh) or perimeter (ft)Btuh) Heat I Cool I Gross I N/P/S I Heat I Cool I Gross I N/P/S Heat I Cool 6 Vj/ 12E-0sw 0.068 h 5.03 0.64 738 687 3457 439 0 0 0 0 I(- 61C` 0.350 n 25.90 11.55 30 0 777 346 0 0 0 0 D 11D0 0.000 n 0.00 0.00 21 21 0 0 0 0 0 0 12E-Osw 0.068 e 5.03 0.64 828 766 3855 490 117 117 589 75 11 1 61C 0.350 e 25.90 37.65 41 0 1062 1544 0 0 0 0 11D0 0.000 a 0.00 0.00 21 21 0 0 0 0 0 0 12E-0sw 0.068 a 5.03 0.64 738 660 3321 422 126 110 554 70 61C 0.350 s 25.90 20.65 57 0 1476 1177 16 0 414 330 D 11D0 0.000 s 0.00 0.00 21 21 0 0 0 0 0 0 12E-0sw 0.068 w 5.03 0.64 828 741 3729 474 0 0 0 0 61C 0.350 w 25.90 37.65 87 0 2253 3276 0 0 0 0 C 16B-44ad 0.022 1.63 0.92 1520 1520 2475 1404 0 0 0 0 F 22Acp1 0.989 - 73.19 0.00 1520 174 12734 0 182 27 1976 0 161 Envelope loss/gain 1 1 1 351391 99581 1 3533 1 488 1 12 a) Infiltration 13410 1357 1040 105 b) Room ventilation 0 0 0 0 13 Internal gains:Occupants @ 250 6 1500 1 250 Appliances @ 1800 2 3600'0 0 Subtotal (lines 6 to 13) 48548 16415 4573 843 Less external load 0 0 0 0 Less transfer 0 0 . 0 0 Redistribution 0 0 0 0 14 Subtotal 48548 16415 4573 843 15 Duct loads 0% 0% 0 0 0% 0% 0 0 Total room load I I I 485481 164151 I I 4573 I 844321Airrequired (dm) 820 820 77 42 Printout certified by ACCA to meet all requirements of Manual an Ed. 4144- eispw+t e5ftm Right-Suite®U niv ersal 7.1.03 RSU06972 2012-Feb-2020:53:07 fir. C:\Documents and Settings \ROBERT HALL\My Documents \Wrightsoft HVAC \RALEIGH MODEL SI 2224.rup Calc Page 1 r-f Job: SF2B1 Right-J®Worksheet Date: FEB20,2012 Entire House By: ROBERT HALL KARTCHNER HOMES 197 STOCKMAN BLVD ,RIGBY,ID 834442 Phone:745-8468 STORAGE BASE BATH 1 Room name 7.00 ft 5.0 ft 2 Exposed wall 9.0 ft heat/cool 9.0 ft heat/cool 3 Room dimensions 7.0 x 13.0 ft 11.0 x 5.0 ft 4 Room me 91.0 ft' 55.0 ft' 5 Room area i I i I LoadLoadIArea (ft Btuh)Construction U-value Or HTM Area (ft') Btuh or perimeter (ft) number Btuh/ft'-°F) I (Btuh/ft') I or perimeter (ft)Btuh) IIHeatICoolIGrossIN/P/S Heat I Cool I Gross I N/P/S Heat I Cool 6 D 12E-0sw 0.068 n 5.03 0.64 0 ! 0 0 0 0 0 0 0 11DO 0.350 n 25.90 11.55 0 0 0 0 0 0 0 0 61G 0.000 rt 0.00 0.00 0 0 0 0 0 0 0 0 E-0sw 0.068 a 5.03 0.64 0 0 0 0 45 45 226 29 11 1621 C 0.350 a 25.90 37.65 0 0 0 0 0 0 0 0 D 11D0 0.000 e 0.00 0.00 0 0 0 0 0 0 0 0 12E-0sw 0.068 s 5.03 0.64 63 63 317 40 0 0 0 0 0.350 s 25.90 20.65 0 0 0 0 0 0 0 0 61C 0.000 s 0.00 0.00 ! 0 0 0 0 0 0 0 0 D 11D0 Vr1 162E-0sw 0.068 w 5.03 0.64 0 0 0 0 0 0 0 0 C 61C 0.350 w 25.90 37.65 0 0 0 0 0 0 0 C 16B-44ad 0.022 - 1.63 0.92 0 0 0 0 0 0 0 0 F 22Acp1 0.989 - 73.19 0.00 91 7 512 0 55 5 366 0 I 7 6 c)AED excursion 8291 34 I 5921 - 5 241 I Envelope loss/gain I 270 27 193 19 12 a) Infiltration 0 0 0 0 b) Room ventilation 13 Internal gains:Occupants @ 250 0 0 0 0 0 0 0 0 Appliances @ 1800 1099 61 785 43 Subtotal (lines 6 to 13) 0 0 0 0 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 1099 61 785 43 14 Subtotal 0% 0% 0 0 0% 0% 0 0 15 Duct loads 1 I I 109991 6131 I I 7851 43ITotalroomload132 Air required (cfm) Printout certified by ACCA to meet all requirements of Manual 8th Ed.2012-Feb-20 20:53:07 ww5 w+e*0 4^c_ Right-Suite®Universal 7.1.03 RSU 06972 P5et C:\Documents and Settings \ROBERT HALL\My Documents \Wrightsoft HVAC \RALEIGH MODEL SI 2224.rup Calc r Right-J® Worksheet Job: SF2B1 Entire House Date: 2012 ROBEBy: ROBERT HALL KARTCHNER HOMES 197 STOCKMAN BLVD,RIGBY,ID 834442 Phone:745-8468 1 Room name BED 2 LAUNDRY 2 Exposed wall 26.0 ft 7.0 ft 3 Ceiling height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 14.0 x 12.0 ft 7.0 x 13.0 ft 5 Room area 168.0 ft 91.0 ft I I I I r r Ty Construction U-value Or HTM Area (ft') Load perimeterIArea (ft') Load number Btuh/ft'°F) I (Btuh/ft') I or perimeter (ft)Btuh) or erimeter (ft)Btuh) Heat I Cool I Gross I N/P/S Heat Cool I Gross I N/P/S Heat I Cool 6 I 12E-0sw 0.068 n 5.03 0.64 126 1260 634 81 63 63 317 40 61C 0.350 n 25.90 11.55 0 0 0 p 0 0 0 0 D 11D0 0.000 n 0.00 0.00 0 0 0 0 0 0 0 0 12E-0sw 0.068 e 5.03 0.64 108 92 463 59 0 0 0 0 11 D 61 C 0.350 e 25.90 37.65 16 0 414 602 0 0 0 0 11D0 0.000 e 0.00 0.00 0 0 0 0 0 0 0 0 t 12E-0sw 0.068 s 5.03 0.64 0 0 0 0 0 0 0 0 61C 0.350 s 25.90 20.65 0 0 0 0 0 0 0 0 D-1100 0.000 s 0.00 0.00 0 0 0 0 0 0 0 0 12E-0sw 0.068 w 5.03 0.64 0 0 0 0 0 0 0 0 61C 0.350 w 25.90 37.65 0 0 0 0 0 0 0 0 C 16B-44ad 0.022 - 1.63 0.92 0 0 0 0 0 0 0 0 F 22Acp1 0.989 - 73.19 0.00 168 26 1903 0 91 7 512 0 6 c)AED excursion 25 7 Envelope loss/gain 1 1 34141 7171 1 829 1 34111p9 12 a) Infiltration 1002 101 270 27 b) Room ventilation 0 0 0 0 13 Internal gains:Occupants @ 250 1 250 0 0 Appliances @ 1800 0 0 0 0 Subtotal (lines 6 to 13) 4416 1068 1099 61 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 455 25 1099 -61 14 Subtotal 4871 1093 0 0 15 Duct loads 0% 0% 0 0 0% 0% 0 0 I 1 TotAir arl e qrouirom ed load( cfm)1 1 1 48841 10551 I 1 01 0 Printout certified by ACCA to meet all requirements of Manual 8th Ed. we10.ota re" Right-Suite®Univers al 7.1.03 RSU 06972 2012-Feb-2020:53:07 ti" C:\Documents and Settings \ROBERT HALL\My Documents \Wrightsoft HVAC \RALEIGH MODEL SI 2224.rup Calc Page 3 Rig Worksheet Job: SF2B1 g Date: FEB,20,2012 Entire House By: ROBERT HALL KARTCHNER HOMES 197 STOCKMAN BLVD ,RIGBY,ID 834442 Phone:745-8468 FLEX ROOM CRAWL SPACE 1 Room name 46.0 ft 56.0 ft 2 Exposed wall 9.0 ft heat/cool 9.0 ft heat/cool 3 Room aiment ensions 1.0 x 563.0 ft 1.0 x 370.0 ft 4 Room 563.0 ft'370.0 ft' 5 Room area I i I I I LoadI Ty Construction U-value Or I HTM I Area (ft") Load I Area (ft') Btuh or perimeter (ft)Btuh) number Btuh/ft'-°F) Btuh/ft") or perimeter (ft)Btuh) IHeat I Cool 1 Gross I N/P/S Heat I Cool I Gross N/P/S Heat Cool I 6 12E-0sw 0.068 n 5.03 0.64 0 0 0 0 180 180 906 115' V/ 0.350 n 25.90 11.55 0 0 0 0 0 0 0 0 1- D 61C 1 D 11DO 0.000 n 0.00 0.00 0 0 0 0 0 0 0 0 12E-0sw 0.068 e 5.03 0.64 0 0 0 0 144 144 725 92 11 61C 0.350 e 25.90 37.65 0 0 0 0 0 0 0 0 D 11D0 0.000 e 0.00 0.00 0 0 0 0 0 0 0 0 12E-Osw 0.068 5 5.03 0.64 180 180 906 115 0 0 0 0 61C 0.350 s 25.90 20.65 0 0 0 0 0 0 0 0 D 11D0 0.000 s 0.00 0.00 0 0 0 0 0 0 0 0 12E-0sw 0.068 w 5.03 0.64 234 202 1016 129 180 180 906 115 61 0.350 w 25.90 37.65 32 0 829 1205 0 0 0 0 C 16B-44ad 0.022 - 1.63 0.92 0 0 0 0 0 0 0 0 F 22Acp1 0.989 73.19 0.00 563 46 3367 0 370 56 4098 0 6 c)AED excursion 61181 1876 I 6635 i 268IEnvelopeloss/gain I I 1773 179 2158 218 12 a) InfInfiltration 0 0 0 0 b) Room ventilation 13 Internal gains:Occupants @ 250 0 0 0 0 0 0 0 Appliances (d1 1800 7890 2056 8792 486 Subtotal (lines 6 to 13) 0 0 0 0 Less external load 0 Less transfer 943 00 52 00 879 00 480 Redistributionbution 17327 2578 0 0 14 Subtota 0% 0% 0 0 0% 0% 0 0 15 Duct loads Total room load I I 1 172931 25491 I 1 01 0I Air required (cfm) Printout certified by ACCA to meet all requirements of Manual 8th Ed.2012-Feb-20 20:53:07 wrgoi-i os°rsm Right-Suite®Universal7.1.03 RSU06972 Page 4 e- C:\Documents and Settings \ROBERT HALL\My Documents \Wrightsoft HVAC \RALEIGH MODEL SI 2224.rup Calc j Job: SF2B1 Right-J®Worksheet Date: FEEt20,2012 Entire House By: ROBERT HALL KARTCHNER HOMES 197 STOCKMAN BLVD ,RIGBY,ID 834442 Phone:745-8468 BED 3 BED4 1 Room name 26.0 ft 11.0 ft 2 Exposed wall g 0 ft heat/cool 9.0 if heat/cool 3 Room aiment sions 1.0 x 151.0 ft 1.0 x 161.0 ft 4 Room dimensions 151.0 ft 161.0 ft' 5 Room area i I I I Load Ty Construction U-value Or HTM Area (ft Load I Area (ft Btuh number Btuh/ft-°F) I (Btuh/ft') I or perimeter (ft)Btuh) or perimeter (ft) IHeat I Cool I Gross I N/P/S Heat I Cool I Gross I N/P/S Heat I Cool I 6 12E-0sw D.O68 n 5.03 0.64 0 0 0 0 0 0 0 0 V1 0.350 n 25.90 11.55 0 0 0 0 0 0 0 0 G 61 C 0.000 n 0.00 0.00 0 0 0 0 0 0 0 0 1 D 11D0 y///1111 D 12E-0sw 0.068 e 5.03 0.64 117 117 589 75 0 0 0 0 11 81C 0.350 e 25.90 37.65 0 0 0 11D0 0.000 e 0.00 0.00 0 0 0 0 0 0 0 0 yyVf 12E-0sw 0.068 s 5.03 0.64 117 101 508 65 99 83 418 53 81C 0.350 a 25.90 20.65 16 0 414 330 16 0 414 330 D 11D0 0.000 s 0.00 0.00 0 0 0 0 0 0 0 0 0 V 12E-0sw 0.068 w 5.03 0.64 0 0 0 0 0 0 C 61 0.350 w 25.90 37.65 0 0 0 0 0 0 0 0 C 16B-44ad 0.022 - 1.63 0.92 151 151 246 140 161 161 262 149 F 22Acpl 0.989 - 73.19 0.00 0 0 0 0 0 0 0 0 6 c)AED excursion I 17571 6091 1094I I 545 1 IEnvelope loss/gain I I 1002 101 424 43 12 a) Infiltration 0 0 0 0 b) Room ventilation 250 1 250 1 250 13 Internal gains: Appliances @ 1800 0 0 0 0 2759 960 1518 838 Subtotal (lines 6 to 13) 0 0 0 0 Less external load 0 0 0 0 Less transfer 0 0 Redistribution 2750 960 1518 0 838 14 Subtotal 0% 0% 0 0 0% 0% 0 0 15 Duct loads Total room load I I 1 27471 9481 I I 15261 8421I1Airrequired (cfm) Printout certified by ACCA to meet all requirements of Manual 8th Ed.2012-Feb-20 20:53:07 rvrn nre .ft Right-Suite®Universal7.1.03 RSU06972 Page 5 C:\Documents and Settings \ROBERT HALL\My Documents \Wrightsoft HVAC RALEIGH MODEL SI 2224.rup Calc Right-J®Worksheet Job: SF2B1 Date: FEBi20,2012 Entire House By: ROBERT HALL KARTCHNER HOMES 197 STOCKMAN BLVD ,RIGBY,ID 834442 Phone:745-8468 MASTER BED MASTER WC 1 Room name 29.0 ft 5.0 ft 2 Exposed wall 9.00 ft heat/cool 9.0 ft heat/cool 3 Room aimensions 17.0 x 12.0 ft 11.0 x 5.0 ft 4 Room e 204.0 ft' 55.0 ft' 5 Room area i I I I Load iTyConstructionU-value Or HTM Area (fti Load I Area (ft number Btuh/ft?°F) I (Btuh/ftl I or perimeter (ft)Btuh) or perimeter (ft)Btuh) IHeat I Cool I Gross N/P/S Heat I Cool I Gross I N/P/S Heat I Cool 1 6 12E-0sw 0.068 till 5.03 0.64 153 153 770 98 0 0 0 0 G 61C 0.350 25.90 11.55 0 0 0 0 0 0 0 0 111 D 11D0 0.000 n 0.00 0.00 0 0 0 0 0 0 0 0 y/ E-0sw 0.068 e 5.03 0.64 108 83 418 53 45 45 226 29 11 D 1 821 C 0.350 e 25.90 37.65 25 0 647 941 0 0 11D0 0.000 e 0.00 0.00 0 0 0 0 0 0 0 0 D 12E-0sw 0.068 s 5.03 0.64 0 0 0 0 0 0 0 0 0.350 s 25.90 20.65 0 0 0 0 0 0 0 0 1 11 C 100 0.000 s 0.00 0.00 0 0 0 0 0 0 0 0 12E-0sw 0.068 w 5.03 0.64 0 0 0 0 0 0 0 0 61C 0.350 w 25.90 37.65 0 0 0 0 0 0 0 0 C 16B-44ad 0.022 1.63 0.92 ;- 204 204 332 188 55 555 900 51 F 22A-cpl 0.989 - 73.19 0.00 0 0 0 0 0 I 6 c)AED excursion I I 21671 1223 I I 3161 701IEnvelopeloss/gain 1117 113 193 19 12 a) Infiltration 0 0 0 0 b) Room ventilation Occupants l 250 2 500 0 0 13 Internal gains: P Appliances © 1800 0 0 0 0 3285 1836 509 89 Subtotal (lines 6 to 13) 0 0 0 0 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 3280 1836 0 509 0 89 14 Subtotal 0% 0% 0 0 0% 0% 0 0 15 Duct loads 1 328555 1 1836921 1 I 5099 1 8941TotalomloadIIIAirrequroired (cfm) Printout certified by ACCA to meet all requirements of Manual 8th Ed.2012-Feb-20 20:53:07 wiottoidCC*+. ` Right-Suite®Universal7.1.03RSU06972 Page6 C:\Documents and Settings \ROBERT HALL\My Documents \Wrightsoft HVAC \RALEIGH MODEL SI 2224.rup Calc Right-J®Worksheet Job: SF2B1 Date: FER20,2012 Entire House By: ROBERT HALL KARTCHNER HOMES 197 STOCKMAN BLVD ,RIGBY,ID 834442 Phone:745-8468 MASTER BATH KITCHEN/DINING 1 Room name 4.0 ft 43.0 ft 2 Exposed wall 9.0 ft heat/cool 9.0 ft heat/cool 3 Room aiment nsions 7.0 x 12.0 ft 1.0 x 507.0 ft 4 Room 84.0 ft'507.0 ft' 5 Room areaa I I I I Load I Area (ft Load Ty Construction tuh/ft a Or I (Btuh I oreaperimeter (ft)Btuh) or perimeter (ft)Btuh) number Btuh/ft F) I ( Btuh/ft Heat I Cool I Gross N/P/S Heat I Cool I Gross I N/P/S Heat I Cool 6 12E.Osw 0.068 n 5.03 0.64 36 36 181 23 0 0 0 0 61 C 0.350 n 25.90 11.55 0 0 A 0 0 0 0 D 11D0 0.000 n 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 12E-0sw 0.068 e 5.03 0.64 0 0 0 0 0 0 0 0 11 D 81 C 0.350 a 25.90 37.65 0 0 0 0 0 11 DO 0.000 e 0.00 0.00 0 0 0 0 0 W 12E-0sw 0.088 s 5.03 0.64 0 0 0 0 153 123 619 79 r-- 61C 0.350 s 25.90 20.65 0 0 0 0 9 0 233 186 D 11D0 0.000 s 0.00 0.00 0 0 0 0 21 21 0 0 W 12E-0sw 0.068 w 5.03 0.64 0 0 0 0 234 209 1052 134 1 G 61C 0.350 w 25.90 37.65 0 0 0 0 25 0 647 941 C 16B-44ad 0.022 - 1.63 0.92 84 84 137 78 507 507 825 468 F 22Acpl 0.989 - 73.19 0.00 0 0 0 0 0 0 12 164 6 c)AED excursion 3181 89 I 33771 16441IEnvelopeloss/gain I I 154 16 1657 168 12 a) Infiltration 154 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains:Occupants @ 250 0 2 3600 Appliances © 1800 0 472 105 5034 5411 Subtotal (lines 6 to 13) 0 0 0 0 Less external load 0 0 0 0 Less transfer 0 0 0 Redistribution q7 00 105 5030 54114 14 Subtotal 0% 0% 0 0 0% 0% 0 0 15 Ductloads Total room load I I 1 4781 1051 I I 50851 5270111Airrequired (cfm) Printout certified by ACCA to meet all reauirements of Manual 8th Ed.2012-Feb-20 20:53:07 rpg . Right-Suite®Universal7.1.03RSU06972 Page 7 4' C:\Documents and Settings \ROBERT HALL\My Documents \RSghtsoft HVAC \RALEIGH MODEL SI 2224.rup Calc Right-J®Worksheet Job: SF2B1 Date: FEQ20,2012 Entire House By: ROBERT HALL KARTCHNER HOMES 197 STOCKMAN BLVD ,RIGBY,ID 834442 Phone:745-8468 LIVING ROOM 1 Room name 56.0 ft 2 Exposed wall 9.0 ft heat/cool 3 Ceiling height 1.0 x 358.0 ft 4 Room dimensions 358.0 ft' 5 Room area 1 I Load I Area I LoadI Ty Construction U-value Or HTM Area (ft) Btuh or perimeter number Btuh/ft?°F) I (Btuh/ft') I or perimeter (ft) 1 Heat I Cool 1 Gross I N/P/S Heat I Cool I Gross I N/P/S I Heat I Cool I 6 \4/ 12E-0aw 0.068 n 5.03 0.64 180 129 649 82 JL-.(' 61C 0.350 n 25.90 11.55 30 0 777 346 D 1100 0.000 n 0.00 0.00 21 21 0 0 12E-Osw 0.068 e 5.03 0.64 144 123 619 79 11 D 61C 0.350 e 25.90 37.65 0 0 0 0 1100 0.000 e 0.00 0.00 21 21 0 0 W 12E-0sw 0.068 s 5.03 0.64 0 0 0 0 T(-G 61G 0.350 s 25.90 20.65 0 0 0 0 1D 1100 0.000 s 0.00 0.00 0 0 V 12E-0sw 0.068 w 5.03 0.64 180 150 755 96 IG 61 0.350 w 25.90 37.65 30 0 777 1130 C 168-44ad 0.022 - 1.63 0.92 358 358 583 331 F 22Acpl 0.989 - 73.19 0.00 0 0 0 0 I 6 I c)AED excursion I I 275 Envelope loss/gain 4160 2339 1 2158 218 12 a) Infiltration 0 0 b) Room ventilation 13 Internal gains:Occupants c 250 0 0 Appliances © 1800 0 0 Subtotal (lines 6 to 13) 6318 2557 0 0 Less external load 0 0 Less transfer 0 Redistribution 631 00 2550 7 14 Subtotal 0% 0% 0 0 15 Duct loads Total room load I I I 61081 25281 I 1 I I1IAirrequired (cfm) Printout certified by ACCA to meet all requirements of Manual lath Ed.2012-Feb-20 20:53:07 ewrIllowvits+ , Right-Suite®U niversal7.1.03 RSU 06972 p5ge 7 C:\Documents and Settings \ROBERT HALL\My Documents \Wrightsoft HVAC \RALEIGH MODEL SI 2224.rup Calc Main floc 48 cfm 42 cfm 135 cfm BED 3 BED4 A 94 cfm A 227 cfm 128 cfm KITCHEN/DINING MASTER WIC 28-0" 9 cfm X135 ' m 141 cfm' XI 1 92 cfm MASTER BED MASTER BATH 1 s 8 cfm L ,__,, LIVING ROOM 64bcfm I 164 cfm Job #:SF2B1 KARTCHNER HOMES Scale: 1 : 82 Performed by ROBERT HALL for: Pagel SF2B1 197 STOCKMAN BLVD Right-Suite®Universal RIGBY,ID 834442 7.1.03 RSL06972 ID Phone:745-8468 2012-Feb-20 20:56:09 C:\Documents and Settings\ROBER.. Basemer I r--- 77 6" 1 6 " 8x8 BED1 S®ORAGE 6"9 I fm 19 cfm 14x3. '1>0 x8 1 `2-12135 elmx8 1 1 )G.25 FLEX ROOM BASE BATH 3 cfm6" e 98 cfm 6 1 6' 1r '5f° 180`cf- 4. 1 6 9 fm 12x8 it 1 \ 8x8 BED2 ,6 „ I LSD20Rx8 82 cfm 6" g 16x8 6 " 6" AWL SPACE 24'-0" Job #:SF2B1 KARTCHNER HOMES Scale: 1 : 82 Performed by ROBERT HALL for: Paget SF2B1 197 STOCKMAN BLVD Right-Suite®Universal RIGBY,ID 834442 7.1.03 RSWA6972 ID Phone:745-8468 2012-Feb-20 20:56:09 C:\Documents and Settings\ROBER.. SI, Du System Summary Job: SF2B1 y Date: FES20,2012 Entire House By: ROBERT HALL KARTCHNER HOMES 197 STOCKMAN BLVD ,RIGBY,ID 834442 Phone:745-8468 Project Information For: SF2B1,KARTCHNER HOMES ID Heating Cooling External static pressure 0.70 in H2O 0.70 in H2O Pressure losses 0.35 in H2O 0.35 in H2O Available static pressure 0.35 in H2O 0.35 in H2O Supply/return available pressure 0.16/0.19 in H2O 0.16/0.19 in H2O Lowest friction rate 0.069 in/100ft 0.069 in/100ft Actual air flow 820 cfm 820 cfm Total effective length(TEL) 504 ft Supply Branch Detail Table Design Htg Gig Design Diam H x W Duct Actual Ftg.Eqv Name Btuh) (cfm) (cfm)FR (in) in) Matl Ln(fp Ln(ft) Trunk BASE BATH h 785 13 2 0.083 6.0 Ox 0 ShMt 19.0 175.0 st2 BED 1 h 843 77 42 0 0 Ox 0 ShMt 0 0 BED 2 h 4871 82 55 0.074 6.0 Ox 0 ShMt 18.0 200.0 st1 BED 3 c 960 47 48 0.080 6.0 Ox 0 ShMt 36.0 165.0 st2A BED4 c 838 26 42 0 0 Ox 0 ShMt 0 0 FLEX ROOM h 5776 98 43 0.069 6.0 Ox 0 ShMt 32.0 200.0 st2 FLEX ROOM-A h 5775 98 43 0.081 6.0 Ox 0 ShMt 44.0 155.0 st2 FLEX ROOM-B h 859 98 43 0 0 Ox 0 ShMt 0 0 KITCHEN/DINING c 2706 43 135 0.072 6.0 Ox0 ShMt 33.0 190.0 st2 KITCHEN/DINING-A c 2706 43 135 0.077 6.0 Ox 0 ShMt 45.0 165.0 st2A LIVING ROOM c 1279 53 64 0.077 6.0 Ox 0 ShMt 38.1 170.0 st3 LIVING ROOM -A c 1279 53 64 0.080 6.0 Ox 0 ShMt 31.0 170.0 st3 MASTER BATH h 472 8 5 0.170 6.0 Ox 0 ShMt 5.0 90.0 MASTER BED c 1836 55 92 0.074 6.0 Ox 0 ShMt 19.0 200.0 st1 MASTER WIC h 509 9 4 0.076 6.0 Ox 0 ShMt 26.0 185.0 st2 STORAGE h 1099 19 3 0.086 6.0 Ox 0 ShMt 22.0 165.0 st2 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) (cfm)FR fpm)in) in) Material Trunk st1 Peak AVF 612 688 0.069 774 12.9 8 x 16 ShtMetl st2 Peak AVF 367 414 0.069 621 10.7 8 x 12 ShtMetl st1 st3 Peak AVF 107 128 0.077 287 6.7 8 x 8 ShtMetl st1 st2A Peak AVF 89 183 0.077 412 7.7 8 x 8 ShtMetl st2 Bold/italic values have been manually overridden wr9ho - Right-Suite®Universal7.1.03 RSU06972 2012-Feb-2020:53:09 C:\Documents and Settings \ROBERT HALL\My Documents \Wrightsoft HVAC \RALEIGH MODEL SI 2224.rup Calc Page 1 NEN rii- • Return Branch Detail Table Grill Htg CIg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size(in) (cfm) (cfm)ft FR (fpm) (in) in)Opening(in) Matl Trunk rb5 Ox 0 81 94 272.0 0.069 298 6.1 14x3.25 10x9 SJSp rt1 B rb7 Ox 0 107 128 148.0 0.128 404 6.1 14x3.25 10x9 SJSp rt1 rb6 Ox 0 50 140 120.0 0.157 444 6.0 14x3.25 10x9 SJSp rt1 rb2 Ox 0 180 98 95.0 0.199 569 6.3 14x3.25 10x9 SJSp rt1 rb1 Ox 0 109 47 177.0 0.107 345 5.9 14x3.25 10x9 SJSp rt1 rb3 Ox 0 195 86 223.0 0.085 309 7.7 2-14x3.25 2-10x18 SJSp rt1A rb4 Ox 0 98 227 0 0 718 0 14x3.25 10x9 SJSp Return Trunk Detail Table Trunk Htg CIg Design Veloc Diam H x W Duct Name Type cfm) (cfm)FR fpm)in) in) Material Trunk rt1 B Peak AVF 81 94 0.069 212 6.1 8 x 8 ShtMetl rt1A rt1 Peak AVF 722 593 0.069 650 13.1 8 x 20 ShtMetl rt1A Peak AVF 276 180 0.069 621 9.2 8 x 8 ShtMetl rt1 Right U niversal7.1.03 RSU 06972 2012-Feb-20 20:53:09" - anlri h#iC?ft` 9 Pa e 2 C:\Documents and Settings \ROBERT HALL\My Documents \W grightsoftHVAC \RALEIGH MODEL SI 2224.rup Calc