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HomeMy WebLinkAboutALL DOCS 2 - 14-00090 - 661 Tanglewood Dr - SFRj = ..` a tee. 3 A 's F'am'I Ca��munity Building Permit No: Applicable Addition of Code: Site Address: Use and Occupancy: Design Occupant Load: Sprinkler System Required: Name and Address of Owner: I . W.TI, City of Rexburg Department of Community Development 35 N. 1st E. / Rexburg, ID. 83440 Phone (208) 359 -3020 / Fax (208) 359 -3022 14 -00090 I RC 2009 661 Tanglewood Drive 661 Tanglewood Dr. - SFR N/A No Contractor: Higley Development, LLC Special Conditions: Occupancy: Residential, one -and two - family = 1,538.00 sq. ft. Utility, miscellaneous = 858.00 sq. ft. Unfinished basement (all use group) = 1,494.00 sq. ft. This Certificate, issued persuant to the requirements of Section 109 of the International Building Code, certifies that, at the time of issuance, this building or that portion of the building that was inspected on the date listed was found to be in compliance with the requirements of the code for the group and division of occupancy and the use for which the proposed occupancy was classified. Date C.O. Issued: 12 / C.O. Issued by: Building Inspector: r�* 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 and approved said future changes. Mechanical Inspector: Fire Alarm: n/a Plumbing Inspector: l Fire Dept. /Sprinkler: n/a I n/a Electrical Inspector: P &Z /Public Works: n/a I n/a 13 t Ul G x ...... ............................... ....... ............................... `Y lyJ mviul-0.1f .4 ) Please Complete the Entire Application! If the question does not apply fill in Nil. for non applicable RESIDENTIAL BUILDING PERMIT APPLICATION 35 N 1St E, REXBURG, ID 83440 208 - 372 -2326 PARCEL NUMBER: (We will provide this for you) SUBDIVISION: ~� a UNI T# BLOCK# LOT (Addressing is based on the information ust be accurate) Dwelling Units: it Parcel Acres: OWNER NAME: J_,CA PROPERTY ADDRESS: ...N-4 PHONE ................................................................................................. PHONE.. #. ..............�% PHONE #: Home ( ) Work ( ) Cell ( ) OWNER MAILING ADDRESS: (�4'10 CIA, �kI1 A CIT'Y: Vr ISTATE:T-% ZIP: ,V0( EMAIL`_-*' .it-St .cZ � �r� I C',� Q �.t��.(� _� . r"1���" FAX APPLICANT (If other than owner) -� Z R it, (Applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.) APPLICANT INFORMATION: ADDRESS STATE; ZIP PHONE #: Home CONTRACTOR: CITY: EMAIL FAX Work Cell MAILING ADDRESS: l�lz�.2 A,6b� CITY 1 '1 Va � TATE�_ZIP 5 PHONE #: Home ( ) Work ( q�75 -Cell( ) EMAIL FAX IDAHO REGISTRATION # & EXP. DAT'E,� !-low many buildings are located on this property? Did you recently purchase this property o Yes (If yes, list previous owner's name) Is this a lot split NO YES (Please bring copy of new legal description of property) PROPOSED USE: rroA Q_ d CA. � �,A V e y C E-P- (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 the Planning and Zoning Commission or the City Council for the City of Rexburg shall be truthful and correct. I agree to comply with all City regulations and State laws relating to the subject matter of this application and hereby authorized representatives of the City to enter upon the above - mentioned property for inspections purposes. NOTE: The building official may revoke a.permit on approval issued under the provisions of the 2003 International Code in cases of any false statement or misrepresentation of fact in the application or on the plans on which the permit or approval was based. Permit void if not starte 'thin 180 days/Isermit v id if work stops for 180 days. 1115 / Signature of Owner /Applicant DATE WARNING — BUILDING PERMIT MUST BE POSTED ON CONSTRUCTION SITE! Plan fees are non - refundable and are paid in full at the time of application beginning Ta., nu&M 1.20105 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 if your check does not clear ** 2 Building Safety Department City of Rexburg 35 N Ist E Phone: 208.372.2326 Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3022 Property Lines {i T.N Dikr. K N REXB1.T-RG ... ...........n ..... .............. ON? t ...... ............................... Each site plan that is submitted to the City of Rexburg for the Building Permit process requires that property lines are shown accurately. It is the Developer's responsibilitN7 to correctly identify on the site plan the location of these lines in reference to the public right-of-way, other adjoining property, lines, the street, other structures and all utility lines. The Developer should find property pins that are still available at the lot in question. If these pins do not exist or have become unrecognizable then a new survey should be performed. Accurate property line information is a must for a timely review. In addition to Ending existing property pins, legal descriptions should be checked. "11-ie best -way to identi�T property line location is with a land survey. `I'he City of Rexburg has aerial photos and a parcel line layer that can be checked, but they are only a tool and are not guaranteed for accuracy. If you \rant to request a copy of your lot, see the front counter at the Community Dezrelopment Department. I have read and understand the above requirements. Signature Date CA t r C�\Tner or Builder Printed Name Building Safety Department I AN City of Rexburg 1: VIM ill'( 35N 151E Phone, 208,372.2326 Rexburg, ID 83440 www.rexburg.org F= 208.359.3022 ANM Fa 1_6�jU_X WO(Re cu� Pe=t# I "Cua, P�ROPERTY ADDRESS - L' U. 0 r SOBDIVISJON r 3Q, f SE LOT _J� BLOCK r RemodeBng Your ild(ng/HoMe (need Estimate) SURFACE SQUARE FOOTAGE: (Shall include the exterior wall measurements of the building) st Floor Are a 533 Unfinisbcd Basement area —I S ond floor/loft area Finished basement area----- icird floor/loft area Garage area 55T S ed or Barn Ca port/Deck (3O" above grade,)Are*________, ester Meter Quantity: Water Meter Size: e q uife d, V/011 P-L UMB, ING �. , . ��1rY1 � � �iC �umbing Contractor's Name:IAI OPA sve-aCE? Business Name: Iddress &)L 2161 5 city JA&ilo 6511 State �� �Zip $?Y-403 Contact Phone: 1 40 Business Phone: 1148 _ __�___ Uhn Fax 9-N 52 q- - ['"7 �H_ tunes) Clothes Washing I&cbine Sprinklers Dishwasher' Tub/Showers Floor Drain Toilet/Urinal Garbage Disposal Water Heater Hot TubJSpg Water Softener Sinks Pvatories, kitchens, bar, mop) Plumbing Estimate $ (COMMERCIAL/MULTI-FAMILY ONLY) 21 12, I S*iture ohqa 6�e'd 46onKictar license Number& E)q)iration Date Date 5 Building Safety Department City of Rexburg aw .1 35N PI E Phone, 208.372-2326 Rexburg, ID 83440 www.rexburg.org Fdx* 208.359.3022 NAME ta-\\. PROPERTY ADDRESS oto i Petmit# S . _AR '(� V_ 6A-Ci UBDIVISION - V PHASE — LA LOT LM BLOCK,�.. R r ME CHANICAL low siness Name /a- Mecha mca I Contractor's Name �'/6, u �B z I Address k jo 2 -city P q'5 0 �Business Phone Cell Phone (V4 VIP Fax Email Mechaw''Cal Estimate $ (Com ercial/Multi. Family Only) FEnV.RES & APPLL41VCES COUNT (Single F=j7 v Dwe_1jYPg OW7) Furnace Exhaust or Vent Ducts (raster beater) Furnace /Air Conditioner Combo Heat Pump Air Conditioner Evaporative Cooler Unit Heater Space Heater Decorative gas-fired appliance Dryer Vents Range Hood Vents Cook Stove Vents Bath Fan Vents other shnfiar vents & ducts: Incinerator System 4 Boiler Pool Heater Fuel Gas Pipe Cutlets including stubbed in or future outlets Inlet Pressure (Meter Supply) PSI Heat (C ircle all that apply') Gas Oil Coal Fireplace Electric Hydronic -.�rur � 4. Sedtontractor License numher Date li 6 j Building Safety Department City of Rexburg 1.1 7-R Rl NA ell 35N 1$tE Phone: 208,372.2326 Rexburg, ID 83440 www.rexburg.org Fox: 208.359.3022 O)X-NEWS NAND PROPER. .ADDRESS r Perrnit# SUBDIVISION 't!AD rv, J_ A�t i A PHASE BLOCK A ^ ,w, _;2_ G "e"ICAL uired.1.1.1 e -1A . / C/- Electrical Contractor's Name .4,/, - (e ?, A _Business Name z jS (_x- j 4 L70 C I Address C ity State Cell Phone Business Phone (J46) Fax Eleetrical Estimate (cost of & labor) $ (COMMERCLALL/MULTI-FAMILY 0' WffM9 NLY) i (1heludes the cost of viot-oials instahled regardless of th.epany s*p#ing 1t, OF INSTALLATION Now Residendel in' cludes erery&* contained wit Un the zesidendal stwcftwo and attschedga&ge 4 t.tbe tim Sam c Sy RESIDENTIAL ONLY r Up to 13,500 sq ft - $72 501 to 2.500 sq ft - $120 *2,501 to 3,500 sq ft - $168 o *31501 to 4,500 sq ft - $216 o **Over 4,500 sq ft - $216 plus $.04/sq ft: sq ft total •o Existing Residenfial (# of Branch Circuits) - $40 lus $10 per circuit, # of circuits F t2 P tion e- 0 Temporary Construction S rvice, 200 amp or. less, one location (for a period not to exceed I year) - $40 Nvinit o Spa, Hot Tub, S =g Pool - $40 plus $40 grounding gri id where applicable o Electric Central Systems Heating and/or Cooling (when snot part of4 iiev mudewalconsowrtionpemut and no addiiional ividng) - $40 o Modular, Manufactured or Mobile Home - $50 plus $10 p er ci' rcwt ❑ Otber Installations: "Mring not specifically- covered by any of the above: ' ©s of Wlidng L-abon (In Wes the rest of wataialr histalled re ga rdless of M e ai s, Nfipbitg it), 0 Pumps Pomesfic 'Water, Irrigation, Sewage): horse- Power o Requested Inspections (of exisfing wiring} - $40/hr (1 hr minimum) plus $40/hr thereafter y. 1. *Include~ a maximum of 3 'Inspections. Additional inspections charged at requested in f S40 per hour. inspection rate 0 lip Includes a xnax.=urn of 4 inspections. Additional inspections charged at requested inspection rate of $4a per hour. Sij.M,,a1Uure of Licensed Contra )r License number bate l SUBCONTRACTOR LIST Excavation & Earthwork: Concrete: Masonry: Roofing: -' A . ' P,,-) Insulation: Drywall: Painting: Floor Coverings: i Plumbing: 5 Heating:—iA i -C:A L Electrical: TL ~ - er"I F l Special Construction (Manufacturer or Supplier) Roof Trusses: Floor/ Ceiling joists: Sidin g/ Exterior Trim: -� V-) L . , 0-I Other: 9 EXEMPTIONS FROM STATE REGISTRATION As of January 1, 2006, the City of Rexburg can no longer sell permits without having a copy of your State registration number or your exemption from the State registration. Please send a copy of your state registration or fill out this form showing your exemption and send it with your license renewal or your next permit application. (This list is a summarization of Idaho Code Title 54 Chapter 5205, for full definitions of these exemptions please see the State's website at w\vv7.ibol.idaho.gov/cont.htM) ❑ Currently State licensed pursuant to Title 54 Idaho Code, Chapters: 3 Architects, 10 Electrical Contractors /Journeyman, 12 Engineers /Surveyors, 19 Public Works Contractors (exempt from fee only registration required),. 26 Plumbing /Plumbers, 45 Public Works Construction Management Licensing Act (exempt from fee only registration required), or 50 Installation of heating, ventilation and air conditioning systems ❑ Employee or volunteer. of a licensed contractor or part of an educational curriculum or nonprofit charitable activity with no wages or salary ❑ Employee of a US Government agency (State, City, County, or other municipality) ❑ Public Utility doing construction, maintenance, or development to its own business ❑ Involved with gas, oil or mineral operations ❑ Supplier doing no installation or fabricating ❑ Contracting a project or projects with a total cost less than $2000 ❑ Operation of a farm or ranch or construction of agriculture buildings exempt from Idaho Building Code ❑ Any type of water district operations ❑ Work in rural districts for fire prevention purposes ❑ Owner who performs work on own property or contracts with a registered contractor to do work as long as the property is not for resale within 12 months ❑ Owner or lessee of commercial property performing maintenance, repair, alteration or construction on that property ❑ Real estate licensee /property manager acting within Idaho Code ❑ Engaging in the logging industry ❑ Renter working on the property where they live with the property owners approval ❑ Construction of a building used for industrial chemical processing per Idaho Code ❑ Construction of a modular building (defined by Idaho Code) to be moved out of state I hGeqby certify th�bove information is true and correct to the best of my knowledge. Signature Date P e ,! Print Name 10 - .... w. w..... .. ..... • . .... i.,. ........� Li «.• to tv :f.: :' :: ",j � vii.:•': � :r•jN't^ ..� «...... . St ' t....._ r?.,� .?_ iiY 3 is :i t=•y •_ � _ i:• , _ .w. .... . f"• .ti ,f i• : 7 �.t '..� •i i •: ;...:.. •t^ L fy N y J .. i IUM Y N Date: 04/11/2014 .Receipt #: 1705 , LLC R -WATER Water 3434630 WCCON 1,650.00 VB- BLDPERM Building Permit - VB Anycode material 2832211 BP 11711.15 ........ . ........................... , ACCOUNT-4"."' Please contact the Building Department at (208)372 -2341 for further questions about this receipt 24 Hour Notice for inspections Call inspection hotline at (208)372 -2344 Y ft. ***Credit card payments are accepted, but are subject to a 3% convenience fee on payment amounts over $500*** • 1 Review Fee 2832220 BLPC 171.11 2822010 BPD - 500.00 al 3501 - 4500 sq ft 2832213 ELP 325.00 ntial 3500 sq. ft. 2832212 MP 260.00 :al 2501 to 3500 sq ft 2832214 PLBPT 260.00 ,h water meter 2534620 WMTPRT 317.00 2035500: F I F DV 184.64 3835500 PKIFDV 800.00 0735500 PIF 100.88 3534730 VMCCON 11700.00 3335500 S I F 864.57 R -WATER Water 3434630 WCCON 1,650.00 VB- BLDPERM Building Permit - VB Anycode material 2832211 BP 11711.15 ........ . ........................... , ACCOUNT-4"."' Please contact the Building Department at (208)372 -2341 for further questions about this receipt 24 Hour Notice for inspections Call inspection hotline at (208)372 -2344 Y ft. ***Credit card payments are accepted, but are subject to a 3% convenience fee on payment amounts over $500*** • 1 Xpress Bill Pay - Transaction Details https://www.xpressbillpay.com/utils/printerFriendly.php Print Close Transaction Details XBP Confirmation Number: 319678 Ap status: Successful I Account # 1. Item Quantity Item Amount Extended Amount 14-00090 Building Permit Deposit 1 :$500.00 $500.00 Billing Information Bryson Higley ,83401 TOTAL: $500,00 Transaction taken by: amanda 1 of 1 3/4/2014 3:13 PM RESIDENTIAL PLAN CHECKLIST (2003 International Residential Code) Date: 3 a/— I Building Permit Number: 141 — d 9C Project: ��� Kam. t�1+n c� Job Address: lP/ / Tu vw le LAj ec�cL Zonin : % O ,� Number of Stories: Basement: Yes No / Fin. Unfin. Fixtures:' d9 g (Note unfinished basements as special condition on permit) Floor Area (sf): .-, , finished, I z l unfinished, 5 'garage Mechanical Fee: The following comments based on the 2003 edition of the International Residential Code should be resolved before a building permit is issued. This correction list is not a building permit. The approval of plans, and specifications does not permit the violation of any section of the International Residential Code or any federal, state or local regulations. PLAN CHECK A. Plans � t�'fo Scale /! Legible - j [/-Plot Plan Y /91 lood Plain a F /Foundation Plan /Section showing construction details All Building Elevations ✓Design Criteria (shall be identified on plans as Wind - 85 m.p.h., Snow - 351b. Per sq ft.) Truss Calculation Sheets & Floor Joist Details i//Mecharucal Design /Energy Calculations (8320 & Ch 11) B. Zoning (circle one —new zoning designations adopted in 2005) LDRl 125000 sf min. (width 80 ft. min) LDR2 8,000 sf min. (width 60 ft. min); Duplex 10,000 sq. ft. min. with C.U.P. RR2 21,780 sf min. ,(width 150 ft min) Duplex allowed with C.U.-P-.- .. Other (Verify zoning requirements) C. Use Single Family Duplex (LDR1 only - Conditional use Hermit ?) Det Backs (taken from eaves) !��Front set back (32 ft. from curb) Note: 60% min of front yard green Rear set back (LDRI 25 ft. & LDRZ 20 ft.) /Sides set backs (6" for every ft. of building height with LDR - 7.5' min., & LDRl - 6' min.) ✓ Building- Height (maximum 30 ft.) E. Footings Proper Size (as per Table 403.1, use 1500 psf unless soil type is known, Table 401.4.1 for soil bearing) /Rebar (24#4 continuous) Footing Depth (36" below finished grade and 12" below undisturbed soil; 18" to top of slab — interior) F. Foundation ,ZFoundation walls w/ rebar ( ci ty ordinance Yt r( .3 Y 1/2" Anchor Bolts with x /Vx ,.3fW square washers (incl. interior bearin g walls ) R403.1.6.1 foundation Drainage (foundations on sift soil shall be designed per 8405) Damp proofing/Waterproofmg to finish grade. 8406.1 (fhd. extends 6" min above grade 8404.1.6) ACrawl space access of 18" x 24" min. 8408.3 (may differ if mech appliance is in crawl space M1305.1.4) —Gr- awl-Space Ventilation/Insulation =1 sf vent per 150 sf. (with moisture barrier 1 sf. per 1500 sq. ft.) and within 3' of each comer (insulate walls vent to inside of home) 8408.2 Grading slope away from house. 8401.3 G. Frame eismic Hold Downs and Braced Wall Panels (8602.10) Floors joists sized as per 8502.3, Wood I- joists sized per rima Under Load Bearing P* artitions shall be doubled. 8502.4 ✓Girders sized per 8502.5 or per manufr. Tables for engineered products cantilevers (comply with 8502.3.3 or manufr instruction) " /Floor Sheathing (3/4" min for j oists 24" oc & 5/8" for j oists 16" oc) R503.2.2 ZWall (bearing and nonbearing) stud sizes, height &spacing per Table 602.3(5) 8602.3 /--Headers in Bearing Wall shall be designed as per Tables 502.5(1 &2) 8602.7 Roof Trusses desi ed according to 8802.10.1) 35 #Snow and 90 mph winds (Local Conditions) A(after and Truss tie - downs. (8802.10.5) • Attic Access 22" x 30" min. opening (8807) H. Exterior Covering /Masonry and stucco shall have weather resistive barrier over exterior sheathing 8703.2 & 703.9.1 I. oof Covering and Ventilation Roof Ventilation as per R806 L/'A"sphalt Shingles (slope>2:12) w/ ice protection. (Other type: to comply w/ R905.� . Zrewalis -Garage/House drywall separation (protect ext. walls &beams supporting habitable space) 8309.2 /-Door from Garage to House (13/8' solid wood or steel door, or 20 min. fire -rated door) 8309.1 � o-Ftnnily Dwelling Separation (1'hr fire separation) Supporting structure also rated. 8317.1 Twtn-hvmes & Townhouses (2 hr separation & 4' overburn protection or parapet) R317.2 x-Ono parallel to and within 3 ft of property line w/ NO openings. 8302 ions in previous 3 items to comply with 8317.3 K�eneral Requi rements House Numbers 8321 Half Openable 3sf window or .Mech. Ventilation in bathrooms, water closets, and similar rooms. 8303.3 terior and exterior stair illumination shall comply with R3036: VI athroom Fixture clearances comply with Figure R307.2 . One room at least 120 sf.; Other habitable rooms 70 sf. min w/ a min. dimension of 7 ft. R304 *areas w /sloped ceilings less than 5 ft in height & furred ceilings less than 7 ft DO NOT comply *50% or more of the required area must be at least 7ft high in rooms w / sloped ceiling /Egress clearance from window wells under cantilevered floors. 8310.2 Glazing at Hazardous Locations 8308 /Emergency Egress in all sleeping rooms and basements with habitable space 8310 One required Exit Door shall comply with 8311.4 Landings at top and bottom of stairways 8311.5.4, and each side of each exterior door. 8311.4.3 V.Stair Rise / Run (7 3/4" max. rise & 10" min. tread, nosing req'd if <11 ") S mi tair Width (36" n), 1"7 Stairway Headroom (6' 8" min.) Handrails (34 "to 38." above stair nosing)(R311.5) S,eei�d conditions for circular, spiral and winder stairways and bulkhead enclosures R311.5.8 rotection (enclosed accessible space under stairs shall be covered with 1/2" drywall) 8311.2.2 <- �iar�r -awls complying with 8312 Smoke Alarms (each bedroom and common area and one on each level ) (R 313) L. Energy d Homes with glazing < 15% of gross area of ext. walls (Townhouses < 25 %) to comply w/ Chapter 11. *Otherwise shall meet requirements of IECC for respective building type. N1101.2 Vapor retarder on warm in winter side of walls, ceiling and floors 8318 * Water Heater.heat. traps IECC 504.7 Duct sealing and-insulation-N1103.3 &4 or IECC $03.3.3.3, 503.3.3.4.3 Plans match quantities &values on a "passing" REScheck com p liance re p ort . _ M. Mechanical /Gas appliances not in bedrooms, bathrooms, toilet rooms, or storage closets G2406.2 Room access 24" min width/Attic access clear opening 20x30/Under. floor r.o. 22x30. M1305 Dryer Vent length 25' max w/ 8' transition ( -5' per 90 deg turns) M1501.3 lue chase shown on plans (B -vents not to be inside insulated walls without insulation shield) 14- 00090 661 Tanglewood Dr — SFR 03/06/14 04g�XBV 9 U 0 s a 96 � cISNED I$ 0 Routing: Done NA ❑ ❑ Ted Dye (Please review by Thursday, March 13) AP REV ❑ El Current Status Please complete the following: Done NA ❑ ❑ Review Plans ❑ ❑ Enter Notes in the Checklist under P &Z Review in the Workflow ❑ ❑ Enter Notes in the Checklist under Building Review in the Workflow f ❑ ❑ Update the Result ❑ ❑ Stamp Job Site Copy as Approved ❑ ❑ Return building plans and this check list to Amanda Saurey Notes: R C C C CV V °0 00 -00-ZS o 0 00 -90 -OZ 00 -90 -SZ o N � Cfi O O O O O O %Iwo O 00-OO -Z£ O O 00 -00 -tT I 00 -00-ZS N a a O O O O O O M zn a J8J a �i M1 1. x. '^ ale -/ .w::ii f.. -. -. ..'.I,i`,.h. F.....1.•il.r .. M...i... ,..•i .'.:,'..: .. t'i.n 11 Avt wl �,t4.'n: l4., ti: tlna... �. aL :..+t.'ANJ- ..S.:rv1:M. /.)s't, .:T2iu[•�YyNrt ti• :r.. y.. : ;1 O co OD C!) O n'? W tir W iZ)£ U U O ,a U LJ AM v A N R� v m O O 5 8 M 4 O z r.:k:�a^a- uwbrhu: 9R�p'J. ncY�54+ ii.:�.6wG ls� :rr,:i.xrkv i� rA t:.ewl ,wwul LMt. v h "a W.�Im - +w .'Sal. ura:6 !ytiti; .. lr »snu. t i � O O � M O O r mg kD F t r 1 J O O d' 0 CD O M Il �a - O O O � ❑ �r�Jr�.wr�.:r,.., Q Q LL � y ti t';� �'.,i4'1,, wer ,r,s. n:,:•; r, ,ups <<• - .,,, �, F,i ^,:• ^, .n ,c�� +. ; r :yFtun� .n .n;.,.,z;y��ca�ar,py.,n.mr.;.:� N ✓: ;� »:eva�+ _� .�rJa .- tl:,,:;.,,�, ..:r<,.r.a:.T�;�.u- :rq,�:.s ti.rp�-..n�nmox+:�;,,x�n J�`ci :,t t�. r.;y u,'? a�`�i, "�'� O O O O O O %Iwo O 00-OO -Z£ O O 00 -00 -tT I 00 -00-ZS Non- Itemized QUOTE Estimate REQ. QUOTE DATE 2x4 t ORDER DATE 131805 -13 InakleB River True DELIVERY DATE 000000051 RETURN DATE OF INVOICE Components PLC ORDERED BY Brock Bishop PLY SUPERINTENDENT Brock Bishop TOP JOBSITE PHONE # 1 (208) 419 -6979 Fall Creek JOB NAME: 4-2-48 Stonebridge/Teeples pla S L 1340 Indian Hollow MODEL: TAG: D Ommnn Ir) RAA 1R DELIVERY INSTRUCTIONS: SPAN T O S i SPECIAL INSTRUCTIONS: P T 1 Rexburg, ID BUILDING DEPARTMENT N/A DATE 11/21/13 PAGE 1 BY DATE OVERHANG INFO ORDER # 2x4 REQ. LAYOUTS QUOTE # 131805 -13 DG CUSTOMER ACCT # 000000051 RETURN CUSTOMER PO # NONE INVOICE # LAYOUT. PLY TERMS SQUARE TOP SALES REP Robin Pettingill CUTTING SALES AREA Rexburg LOT # 4 -2 -48 SUBDIV: Stoneridge JOB CATEGORY: Residential BY DATE OVERHANG INFO HEEL HEIGHT 2x4 REQ. LAYOUTS REQ. ENGINEERING QUOTE DG 11/21/13 END CUT RETURN CANTILEVER NONE NONE LAYOUT. PLY TOP SQUARE TOP GABLE STUDS 24 IN. OC CUTTING LEFT RIGHT LOADING TCLL- TCDL - BCLL -BCDL STRESS INCR. ROOF TRUSSES INFORMATION ,vs; n R n n n R n 1 1-8; ROOF TRUSS SPACING: 24.0 IN. O.C. (TYP.) PROFILE QTY PITCH TYPE BASE O/A LUMBER OVERHANG CANTILEVER STUB PLY TOP BOT TOP BOT LEFT RIGHT LEFT RIGHT LEFT RIGHT ID SPAN SPAN 1 COMMON 2 Ply 8.00 0.00 Al 11 -00 -00 11 -00 -00 2x4 2 X 6 COMMON 1 8.00 0.00 Al G 11 -00 -00 11 -00 -00 2x4 2x4 01 -06 -00 01- 06 -00, COMMON 1 8.00 0.00 131 22 -00 -00 22 -00 -00 2x4 2x4 01 -06 -00 01 -06 -00 COMMON 1 8.00 0.00 131G 22-00 -00 22 -00 -00 2x4 2x4 01 -06 -00 01 -06 -00 COMMON 5 8.00 0.00 132 22 -00 -00 22 -00 -00 2x4 2x4 01 -06 -00 COMMON 1 8.00 0.00 C 1 28 -00 -00 28 -00 -00 2x4 2x4 01 -06 -00 06 -00 -00 COMMON 1 8.00 0.00 C 1 G 28 -00 -00 28 -00 -00 2x4 2x4 01 -06 -00 06 -00 -00 COMMON 1 8.00 0.00 C2 27 -03 -08 27 -03 -08 2x4 2x4 COMMON ' 2 8.00 0.00 C3 21 -09 -08 21 -09 -08 2x4 2x4 COMMON 6 6.00 0.00 D1 25 -06 -00 25 -06 -00 2x4 2x4 01 -06 -00 01 -06 -00 COMMON 1 6.00 0.00 D 1 G 25 -06 -00 25 -06 -00 2x4 2x4 01 -06 -00 01 -06 -00 1 COMMON 2 Plyl 6.00 0.00 D2 25 -06 -00 25 -06 -00 2x4 2 X 6 1 COMMON 2 Ply 8.00 0.00 E1 14 -00 -00 14 -00 -00 2x4 2 X 6 COMMON 1 8.00 0.00 E 1 G 14 -00 -00 14 -00 -00 2x4 2x4 01 -06 -00 01 -06 -00 1 COMMON 2 Ply 8.00 0.00 F1 14 -00 -00 14 -00 -00 2x4 2 X 6 COMMON 1 8.00 0.00 F 1 G 14 -00 -00 14 -00 -00 2x4 2x4 01 -06 -00 01 -06 -00 COMMON 1 6.00 0.00 G1 32 -00 -00 32 -00 -00 2x4 2x4 COMMON 1 6.00 0.00 G1 G 32 -00 -00 32 -00 -00 2x4 2x4 ROOF 4 6.00 6.00 G2 32 -00 -00 32 -00 -00 2x4 2x4 COMMON �► 2 6.00 0.00 G3 1 32 -00 -00 1 32 -00 -00 2x4 2x4 01 -06 -00 Noll- Itemized QUOTE Estimate t��I�e River Components LLB REQ. QUOTE DATE 2x4 ORDER DATE QUOTE # DELIVERY DATE DG DATE OF INVOICE. 000000051 ORDERED BY Brock Bishop O/A SPAN NONE SUPERINTENDENT Brock Bishop JOBSITE PHONE # (208) 419 -6979 SQUARE Fall Creek S L 1340 Indian Hollow T Ammon, ID 83406 0 JOB NAME: 4-2-48 Stonebridge/Teeples pla MODEL: TAG: DELIVERY INSTRUCTIONS: H I P T 1 Rexburg, ID BUILDING DEPARTMENI N/A SPECIAL INSTRUCTIONS: DATE 11/21/13 PAGE 2 BY DATE OVERHANG INFO ORDER # 2x4 REQ. LAYOUTS QUOTE # B1805-13 DG CUSTOMER ACCT # 000000051 RETURN CUSTOMER PO # O/A SPAN NONE INVOICE # LAYOUT TERMS SQUARE UB RIGHT SALES REP Robin Pettingill CUTTING SALES AREA Rexburg LOT # 4 -2 -48 SUBDIV: Stoneridge JOB CATEGORY: Residential BY DATE OVERHANG INFO HEEL; HEIGHT 2x4 REQ. LAYOUTS REQ. ENGINEERING QUOTE DG 11/21/13 END CUT RETURN BASE SPAN O/A SPAN NONE NONE LAYOUT CANTILEVER SQUARE UB RIGHT GABLE STUDS 24 IN. OC CUTTING LEFT ROOF TRUSSES LOADING INFORMATION TCLL- TCDL - BCLL -BCDL STRESS INC ROOF TRUSS SPACING: 24.0 IN. O.C. (TYP.) 35.0,8.0,0.0,8.0 1.15 PROFILE QTY PLY PITEBO TYPE ID BASE SPAN O/A SPAN LUMOVERHANG CANTILEVER =LEFT UB RIGHT TOP TOP LEFT RIG HT LEFT RIGHT 4 6.00 0.00 COMMON G4 32 -00 -00 32 -00 -00 2x4 2x4 01 -06 -00 01 -06 -00 gt�o�. 3 6.00 3.00 ROOF G5 30 -00 -00 30 -00 -00 2x4 2x4 01 -06 -00 6a>%� 3 6.00 3.00 SCISSORS G6 26 -00 -00 26 -00 -00 2x4 2x4 01 -06 -00 1 6.00 3.00 SCISSORS - G7 26 -00 -00 26 -00 -00 2x4 2x4 6 6.00 0.00 COMMON G8 26 -00 -00 26 -00 -00 2x4 2x4 1 6.00 0.00 COMMON G8G 26 -00 -00 26 -00 -00 -.2x4 2x4 ITEMS QTY ITEM TYPE SIZE LENGTH PART NUMBER NOTES FT-IN-16 26 Hanger HUS26 ACCEPTED BY SELLER BY: TITLE: DATE OF ACCEPTANCE: ACCEPTED BY BUYER PURCHASER: BY: ADDRESS: PHONE: TITLE: DATE: DELIVERYIINCLUDED SUB -TOTAL SALES TAX 6.000% GRAND TOTAL o Truss Truss Type Qty Ply FallCreek/Stonebridgel 1/21 (ID)RP 81805 -13 Al Common Girder 1 Z Job Reference (optional) 0114KC INIVCI I I ubJ of VulIIFJV11C1IIJ, IUGI IV rdlw, ILJ OJ'tu I F\U11. J v.&t4V J G May IV GV 10 x111It. / .•t4V 0 IVlay IV GV 10 IVII I rin 111UUQu Ica, 111%0. 1 1 I I -qvv 'r. I i ',v Iv I avu 1 ID:fRr DgV6Bc MssMJMFG4YzyGxgN- jS_ pUzgJwAHtcx5EHQbiJ2swBltD ?qQ ?4bg416yGvaW 5 -6 -0 , 11 -0 -0 , 5 -6 -0 5 -6 -0 4x6 = 2 J7° 3x6 = J� J"° �� 3x6 = M I r 1 O Scale = 1:25.7 REACTIONS (lb /size) 1 =4131 /0 -5 -8 (min. 0 -2 -3), 3= 4982/0 -5 -8 (min.. 0 -2 -11) Max Horz 1 =62(LC 6) Max Uplift1=- 273(LC 7), 3=- 329(LC 7) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5817/39812-3=-5871/402 BOT CHORD 1 -6 =- 269/4629, 5 -6 =- 269/4629, 5 -7= -181 /3158, 7 -8= -181 /3158, 4 -8= -181 /3158, 4 -9 =- 272/4676, 9 -10 =- 272/4676, 3 -10 =- 272/4676 WEBS 2 -4 =- 210/3561; 2 -5 =- 204/3452 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2x4 -1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0 -4 -0 oc. Webs connected as follows: 2x4 -1 row.at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =24ft; eave =oft; Cat. 11; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL =1.60 plate grip DOL =1.60 5) This truss has been designed for a.10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 1 and 329 lb uplift at joint 3. 7) This truss is designed in accordance with the 2009. International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1616 lb down and 108 lb up at 2 -0 -12, 1605 lb down and 107 lb up at 4-0-12,1605 lb down and 107 lb up at 6 -0 -12, and 1605 lb down and 107 ' lb up at 8 -0 -12, and 1605 lb down and 107 lb up at 10 -0 -12 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.15, Plate Increase =1.15 Uniform. Loads (plf) Vert: 1- 2 = -86, 2-3=-8691-3=-16 Concentrated Loads (lb) Vert: 6=-1616(B)-7=-1605(B) 8=- 1605(B) 9=- 1605(B) 10=- 1605(B) 3 -9 -4 , 7 -2 -12 , 11 -0 -0 , 3 -9 -4 3 -5 -7 3 -9 -4 ' Plate Offsets (X,Y): [1:0- 0- 0,0 -0 -0], [2:0- 3- 0,0 -1 -4], [4:0- 5- 2,0 -0 -0], [5:0- 3- 6,0 -0 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.35 Vert(LL) -0.06 4 -5 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.10 4 -5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.02 3 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.02 4 -5 >999 240 Weight: 105 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 5 -3 -6 oc purlins. BOT CHORD 2x6 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2x4 DF Stud /Std REACTIONS (lb /size) 1 =4131 /0 -5 -8 (min. 0 -2 -3), 3= 4982/0 -5 -8 (min.. 0 -2 -11) Max Horz 1 =62(LC 6) Max Uplift1=- 273(LC 7), 3=- 329(LC 7) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5817/39812-3=-5871/402 BOT CHORD 1 -6 =- 269/4629, 5 -6 =- 269/4629, 5 -7= -181 /3158, 7 -8= -181 /3158, 4 -8= -181 /3158, 4 -9 =- 272/4676, 9 -10 =- 272/4676, 3 -10 =- 272/4676 WEBS 2 -4 =- 210/3561; 2 -5 =- 204/3452 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2x4 -1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0 -4 -0 oc. Webs connected as follows: 2x4 -1 row.at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =24ft; eave =oft; Cat. 11; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL =1.60 plate grip DOL =1.60 5) This truss has been designed for a.10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 1 and 329 lb uplift at joint 3. 7) This truss is designed in accordance with the 2009. International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1616 lb down and 108 lb up at 2 -0 -12, 1605 lb down and 107 lb up at 4-0-12,1605 lb down and 107 lb up at 6 -0 -12, and 1605 lb down and 107 ' lb up at 8 -0 -12, and 1605 lb down and 107 lb up at 10 -0 -12 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.15, Plate Increase =1.15 Uniform. Loads (plf) Vert: 1- 2 = -86, 2-3=-8691-3=-16 Concentrated Loads (lb) Vert: 6=-1616(B)-7=-1605(B) 8=- 1605(B) 9=- 1605(B) 10=- 1605(B) Job russ Truss Type Qty Ply FallCreek /Stonebridge11 /21(ID)RP 81805 -13 Al G Common Structural Gable 1 1 I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.28 Job Reference (optional) 011dW MUM I [Ubb * 1iV111PU11C11W, IudI IV rd111, w oow I RU11. / .'+LU J IVIdy 1U LU IJ x11111. 1.1+4V J IVldy 1U LU 10 IVII I CR 111UUJ111VZ', 111L1. 111U IVVV L 1 1 U.VD.JV GV 10 rdyc I ID:fRr DgV6Bc MssMJMFG4YzyGxgN- BfYCiJrxhTPkE5gQg76xsFP64ilYkSa9JFPdrYyGvaV -1 -6 -0 , 5 -6 -0 , 11 -0 -0 , 12 -6 -0 , 1 -6 -0 5 -6 -0 5 -6 -0 1 4x4 = 3 5 -6 -0 11 -0 -0 5 -6 -0 5 -6 -0 Scale = 1:25.9 M i ti O Plate Offsets (X,Y): [2:0- 3- 0,0 -0 -1], [4:0- 3- 0,0 -0 -1] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.28 Vert(LL) -0.02 2 -6 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase .1.15 BC 0.21 Vert(TL) -0.04 2 -6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 4 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.01 4 -6 >999 240 Weight: 54 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2x4 DF Stud /Std OTHERS 2x4 DF Stud /Std WEDGE Left: 2x4 DF Stud /Std, Right: 2x4 DF Stud /Std REACTIONS (lb /size) 2= 693/0 -5 -8 (min. 0-1-8),4=693/0-5-8 (min. 0 -1 -8) Max Horz2= -75(LC 7) Max Uplift2= -81 (LC 9), 4=-81 (LC 9) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 15=- 619/49, 15 -16 =- 502/58, 3 -16 =- 491/73, 3- 17=- 491/73, 17 -18 =- 502/58, 4 -18 =- 619/49 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. BOT CHORD 2-6=0/393,4-6=0/393 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) -1 -7 -0 to 1 -5 -0, Interior(1) 1 -5 -0 to 5 -6 -0, Exterior(2) 5 -6 -0 to 8 -6 -0 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) 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. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2 -0 -0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 2 and 81 lb uplift at joint 4. 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard o Truss Truss Type Qty Ply Fal[Creek/Stonebddge11 /21(ID)RP 81805 -13 B1 Common 1 1 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in Job Reference (optional ,.............p............, ......., .......,�... I %%AI I. I .-rC-v IV Iriuy IV df-v Iv r I n I►. i .-rcv 0 Mar IV cv IV ini I cn 11 iuuQu 1190, 111%#. 1 i Iu ivuv c i cu 10 racy, u I ID:fRr DgV6Bc MssMJMFG4YzyGxgN- BfYCiJrxhTPkE5gQg76xsFP58iCHkOc9JFPdrYyGvaV -1 -6 -0 5 -6 -7 11 -0 -0 16 -5 -9 22 -0 -0 23 -6 -0 1 -6 -0 5 -6 -7 5 -5 -9 5 -5 -9 5 -6 -7 1 -6 -0 Cn 4x4 = 4 .5x8 = ti Scale = 1:46.7 11 -0 -0 22 -0 -0 11 -0 -0 11 -0 -0 Plate Offsets (X,Y): [2:0- 3- 8,Edge], [6:0- 3- 8,Edge], [8:0- 4- 0,0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.34 Vert(LL) -0.22 2 -8 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.61 Vert(TL) -0.50 2 -8 >526 240 BCLL '0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.04 6 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.03 6 -8 >999 240 Weight: 100 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 4 -10 -6 oc purlins. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2x4 DF Stud /Std WEDGE Left: 2x4 DF Stud /Std, Right: 2x4 DF Stud /Std REACTIONS (lb /size) 2= 1256/0 -3 -8 (min. 0-1-8),6=1256/0-3-8 (min. 0 -1 -8) Max Horz 2= 134(LC 8) Max Uplift2=- 113(LC 9), 6=- 113(LC 9) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -9 =- 1527/131, 3 -9 =- 1412/155, 3 -10 =- 1129/129, 4 -10 =- 995/143, 4 -11 =- 995/143, 5 -11 =- 1129/129, 5 -12 =- 1412/155, 6 -12 =- 1527/131 BOT CHORD 2-8=-36/113616-8=-47/1136 WEBS 4 -8 =- 34/6261 5 -8 =- 417/123, 3 -8 =- 417/123 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES J 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. 11; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) -1 -7 -0 to 1 -5 -0, Interior(1) 1 -5 -0 to 11 -0 -0, Exterior(2) 11 -0 -0 to 14 -0 -0 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint 2 and 113 lb uplift at joint 6. 5) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job russ Truss Type Qty Ply FallCreek/Stonebridge11 /21(ID)RP 81805 -13 B1 G Common Supported Gable 1 1 Plates Increase 1.15 TC 0.15 Vert(LL) -0.02 15 n/r 120 MT20 220/195 Job Reference (optional) 011019M IRIVGI 1 1 U.7.J of VVII IFJVI IVI ILQ, IUGI IV f QIIJ, IV VJYV 1 . Null. ..-rLV � .v.uj v cv . v ;1 ...a. .. --v v .uj . v -- ... .. . - . . . -. . y. . ID:fRr DgV6Bc M sMJMFG4YzyGxgN- fr6avfrZSnXbsEFcOrdAPTyJn6gjTuylYv9BN ?yGvaU -1 -6 -0 , 11 -0 -0 , 22 -0 -0 i 23 -6 -0 , 1 -6 -0 11 -0 -0 11 -0 -0 1 -6 -0 CIO I 4x4 = 8 J"" " 26 25 24 23 22 21 20 19 18 17 16 --- " 22 -0 -0 22 -0 -0 5 ~ Scale: 1/4 " =1' Plate Offsets (X,Y): [2:0- 3- 0,0 -0 -1], [14:0- 3- 0,0 -0 -11, [21:0- 3- 0,0 -3 -0] .LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.15 Vert(LL) -0.02 15 n/r 120 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.09 Vert(TL) . -0.02 15 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) - 0.00 14 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Weight: 128 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2x4 DF Stud /Std MiTek recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection, in accordance with Stabilizer Left: 2x4 DF Stud /Std, Right: 2x4 DF Stud /Std Installation guide. REACTIONS All bearings 22 -0 -0. (lb) - Max Horz 2=-1 34(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 2, 22, 23, 24, 25, 26, 20, 19, 18, 17, 16, 14 Max Grav All reactions 250 lb or less at joint(s) 21, 22, 23, 24, 25, 26, 20, 19, 18, 17, 16 except 2= 312(LC 1), 14= 312(LC 1) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =24ft; eave =2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Corner(3) -1 -7 -0 to 1 -5 -0, Exterior(2) 1 -5 -0 to 11 -0 -0, Corner(3) 11 -0 -0 to 14 -0 -0 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) 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. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2 -0 -0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 22, 23, 24, 25, 26, 20, 19, 181 17, 16, 14. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 14. 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job russ Truss Type Qty y FallCreek/Stonebddge11 /21(ID)RP B1805 -13 B2 Common 5 1 (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 Job Reference (optional I i Ivjcj IV AV IV 1 1. -rc.V'j IV1ay IV GV IV IVII I Vin IlluuoulVa, II IV. IIIU IVVV G I IV.VV.JL. GV IJ ra C 1 ID:fRr DgV6Bc MssMJMFG4YzyGxgN- 81gy6? sBD4fRTOgpyY8PxgUR7WugClrSnZukvRy vaT -1 -6 -0 5 -6 -7 11 -0 -0 16 -5 -9 22 -0 -0 1 -6 -0 5 -6 -7 5 -5 -9 5 -5 -9 5 -6 -7 4x4 = 4 .env , I JXt$ II 5x8 = 11 -0 -0 , 22 -0 -0 11 -0 -0 11 -0 -0 E- Scale = 1:46.2 Plate Offsets (X,Y): [2:0 -3 -8, Edge], [6:0 -3 -8, Edge], [7:0- 4- 0,0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.22 6 -7 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.51 6 -7 >510 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.04 6 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.05 6 -7 >999 240 Weight: 97 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 4 -7 -5 oc purlins. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2x4 DF Stud /Std WEDGE Left: 2x4 DF Stud /Std, Right: 2x4 DF Stud /Std REACTIONS (lb /size) 2= 1262/0 -3 -8 (min. 0-1-8),6=1101/0-3-8 (min. 0 -1 -8) Max Horz 2= 131(LC 8) Max Uplift2=- 116(LC 9), 6= -65(LC 9) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -8 =- 1539/137, 3 -8 =- 1423/161, 3 -9 =- 1141/131, 4 -9 =- 1006/145, 4 -10 =- 1006/153, 5 -10 =- 1143/129, 5 -11 =- 1395/170, 6 -11= -1521 /157 BOT CHORD 2 -7 =- 68/1146, 6 -7 =- 70/1162 WEBS 4 -7 =- 48/6441 5 -7 =- 436/126, 3 -7 =- 417/123 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) -1 -7 -0 to 1 -5 -0, Interior(1) 1 -5 -0 to 11 -0 -0, Exterior(2) 11 -0 -0 to .14 -0 -0 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Qt =1b) 2 =116. 5) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job russ Truss Type Qty Ply FaIlCreek/Stonebddge11 /21(ID)RP 81805 -13 C1 COMMON 1 1 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP Job Reference o tional JI IGIRG rRIvvl 1 1 UQQ a VVlIlpvl lvl Ito, luau IV FQ11.7, IL., VJ"ty I -1 -6 -0 7 -0 -7 1 -6 -0 7 -0 -7 ID:fR r — DgV6Bc MssMJMFG4YzyGxgN- 81gy6? sBD4fRTOgpyY8PxgUM2Ww4CAtSnZukvRydvaT 14 -0 -0 , 20 -11 -9 , 28 -0 -0 , 6 -11 -9 6 -11 -9 7 -0 -7 ' 4x6 = 4 o�v 2x4 II 3x4 = 3x4 = 3x4 = I`Y' 1 0 Scale = 1:58.8 6 -0 -0 9-4-4 18 -7 -12 28 -0 -0 6 -0 -0 3-4-4 9 -3 -7 9 -4 -4 Plate Offsets (X,Y): [2:0- 2- 8,0 -0 -7], [4:0- 3- 0,0- 1 -12], [6:0 -2- 12,0 -0 -3] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.69 Vert(LL) -0.13 6 -7 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.34 6 -7 >776 240 BCLL 0.0 Rep. Stress Incr YES WB 0.87 Horz(TL) 0.02 6 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.07 6 -7 >999 240 Weight: 136 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 4 -7 -10 oc purlins. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2x4 DF Stud /Std *Except* WEBS 1 Row at midpt 4 -9 W3: 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr WEDGE Left: 2x4 DF Stud /Std, Right: 2x4 DF Stud /Std REACTIONS (lb /size) 10= 2004/0 -3 -8 (min. 0 -2 -2), 6= 982 /Mechanical Max Horz 10= 166(LC 8) Max Upliftl0=- 278(LC 9), 6= -35(LC 9) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -11= -311 /641, 3 -11 =- 296/916, 3 -12= -291 /80, 4 -13 =- 877/151, 5 -13 =- 1069/136, 5 -14 =- 1183/92, 6- 14=- 1332/73 BOT CHORD 2-10=-592/33319-10=-320/24518-9=0/40617-8=0/406,6-7=0/969 WEBS 4 -7 =- 93/7641 5 -7 =- 555/176, 4 -9 =- 735/172, 3 -9 =- 63/814, 3 -10 =- 1905/341 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide . NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =28ft; eave =4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) -1 -7 -0 to 1 -5 -0, Interior(1) 1 -5 -0 to 14 -0 -0, Exterior(2) 14 -0 -0 to 17 -0 -0 zone; cantilever left and right exposed ; end vertical, left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except at =lb) 10 =278. 6) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job russ Truss Type Qty Ply FallCreek/Stonebddge11 /21(ID)RP B1805 -13 C1G COMMON STRUCTURAL GA 1 1 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d Job Reference (optional) t7110MV f\IVGI 11000 OI VV1 I IFWIIVIIt.7, IVQIIV f QIIJ3 IV VJYV 1 - - -1 -6 -0 7 -0 -7 1 -6 -0 7 -0 -7 CIO r%U11. / .-NCU 0 IVIED/ I V GV IJ 1'11111. I .-tLV b MCI)/ I V LV 10 IVII I W. II IUU40111w7, II MO. I I IU IVV V L 1 1 U.VO.JJ LV 10 rdyu 1 ID:fRr DgV6Bc MssMJMFG4YzyGxgN- cDDKKLtq_ Ool5YP ?WGfeUu1XovFJxd7b ?DeHRtyGvaS 14 -0 -0 20 -11 -9 28 -0 -0 6 -11 -9 6 -11 -9 7 -0 -7 4x6 = 4 IV JXb I 3x4 = 3x4 = 3x4 = 3x4 = I`Y' 0 Scale = 1:58.8 6 -0 -0 9-4-4 18 -7 -12 28 -0 -0 6 -0 -0 3-4-4 9 -3 -7 9 -4 -4 Plate Offsets (X,Y): [2:0- 2- 8,0 -0 -7], [4:0- 2- 0,0 -0 -4], [4:0- 3- 0,0- 1 -12], [6:0 -2- 12,0 -0 -3] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.69 Vert(LL) -0.13 6 -7 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.34 6 -7 >776 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.02 6 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.07 6 -7 >999 240 Weight: 188 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF 180'OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 4 -7 -10 oc purlins. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2x4 DF Stud /Std *Except* WEBS 1 Row at midpt 4 -9 W3: 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr OTHERS 2x4 DF Stud /Std WEDGE Left: 2x4 DF Stud /Std, Right: 2x4 DF Stud /Std REACTIONS (lb /size) 10= 2004/0 -3 -8 (min. 0-2-2),6=982/Mechanical Max Horz 10= 166(LC 8) Max Uplift10=- 278(LC 9), 6= -35(LC 9) FORCES (lb) - Max.. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -27= -311 /641, 3 -27 =- 296/916, 3 -28= -291 /80, 4 -29 =- 877/151, 5 -29 =- 1069/136, 5 -30 =- 1183/92, 6 -30= -1332/73 BOT CHORD 2-10=-592/33319-10=-320/245,8-9=0/406,7-8=0/40616-7=0/969 WEBS 4 -7 =- 93/764, 5 -7 =- 555/176, 4 -9 =- 735/172, 3 -9 =- 63/814, 3 -10 =- 1905/341 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf, h =25ft; B =45ft; L =28ft; eave =4ft; Cat. 11; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) -1 -7 -0 to 1 -5 -0, Interior(1) 1 -5 -0 to 14 -0 -0, Exterior(2) 14 -0 -0 to 17 -0 -0 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) 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. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2 -0 -0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except at =1b) 10 =278. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job russ Truss Type Qty Ply FallCreek/Stonebddge11 /21(ID)RP B1805 -13 C2 COMMON 1 1 TCDL 8.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.31 5 -6' >849 240 BCLL 0.0 Job Reference (optional) OfIdKt: MIM I IU.7.7 Ot I,U[I1jJU11U111.7, IUCIIIU ralm, IL/ 00-ty 1 INUI1. 1 . -fg-v a IVIGlr Iv c.v Iv I Ilya. I .-rev v IVIV4j Iv &.v Iv I.II I WI. I- IMMVl11WWI 111.... I— I.... — I I . _V_ I ID:fRr DgV6Bc MssMJMFG4YzyGxgN- 4QniXhuSliw9ji _B3zAt05ajtJctg5DkEtNr JyGvaR 6 -9 -8 13 -3 -8 , 20 -3 -1 , 27 -3 -8 , 6 -9 -8 6 -6 -0 6 -11 -9 7 -0 -7 ' Ch 3x4 t t 4x4 = 3 2x4 11 4x4 = 3x4 = 3x4 = 3x4 = 5 -5 -4 9 -3-4 18 -2 -15 27 -3 -8 5 -5 -4 3 -10 -0 8 -11 -12 9 -0 -9 H. . 0 Scale = 1:58.2 Plate Offsets (X,Y): [1:0- 1- 0,0 -1 -8], [3:0- 2- 0,0- 1 -12], [5:0 -2- 12,0 -0 -3] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.61 Vert(LL) -0.12 5 -6 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.31 5 -6' >849 240 BCLL 0.0 Rep Stress Incr YES B W 0.75 Horz(TL) 0.03 5 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.07 5 -6 >999 240 Weight: 139 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 4 -3 -12 oc purlins, except BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr end verticals. WEBS 2x4 DF Stud /Std *Except* BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. W5,W6: 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr WEBS 1 Row at midpt 3 -8 WEDGE MiTek recommends that Stabilizers and required cross bracing be Right: 2x4 DF Stud /Std installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 10= 166/0 -5 -8 (min. 0 -1 -8), 5= 1089 /Mechanical, 9= 1508/0 -3 -8 (min. 0 -1 -10) Max Horz 10=- 165(LC 7) Max Uplift10= -33(LC 14), 5= -63(LC 9), 9 =- 109(LC 9) Max Grav 10= 242(LC 13), 5= 1089(LC 1), 9= 1508(LC 1) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -11 =- 12/305, 2 -12 =- 699/140, 3 -12 =- 524/161, 3 -13 =- 1093/217, 4 -13 =- 1285/202, 4 -14 =- 1370/149, 5 -14 =- 1520/129 BOT CHORD 7-8=0/55916-7=0/55915-6=-43/1121 WEBS 2-8=0/46513-8=-348/2513-6=-99/7851 4 -6 =- 557/1761 2-9=-1432/158,1-9=-290/106 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =27ft; eave =oft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 13 -3 -8, Exterior(2) 13 -3 -8 to 16 -3 -8 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 5 except (jt =lb) 9 =109. 6) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job russ Truss Type Qty y FallCreek/Stonebddge11 /21(ID)RP 81805 -13 C3 COMMON 2 1 Job Reference (optional -• •-•• -- -• _ -• • -• -- -• - -• • •1- -• • -• • - -� •-•-•• •- -••• -� •- --- • �- ��+� �. ..�c.v v ��ic�y I V L.V I%-' 1 1111%. / .-TLV 10 IVIQy IV LV 1 V IVII I GI% II INUJII IVQ, 111N. I 1 lu Ivvv ' I 1 J.VV.JY GU '0 rCIyu 1 ID:fRr DgV6Bc MssMJMFG4YzyGxgN- 4QniXhuSliw9ji _B3zAtO5agfJb9gCOkEtNr JyGvaR 7 -9 -8 , 14 -9 -1 21 -9 -8 , 7 -9 -8 6 -11 -9 7 -0 -7 44, 4x6 11 2 8 3x6 11 2x4 11 3x4 = 3x4 = 3x4 = 2 -8 -4 12 -2 -8 21 -9 -8 2 -8 -4 9 -6 -3 9 -7 -0 I`,1 0 Scale = 1:58.2 Plate Offsets (X,Y): [1: Edge, 0- 1 -12], [3:0- 4- 0,0 -3 =4], [4:0 -2- 12,0 -0 -3], [7:0 -1- 12,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.81 Vert(LL) - .0.15. 4 -5 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.49 Vert(TL) -0.37 4 -5 >699 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.03 4 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.08 4 -5 >999 240 Weight: 114 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 3 -8 -2 oc purlins, except BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr end verticals. WEBS 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr *Except* BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. W5,W2: 2x4 DF Stud /Std WEBS 1 Row at midpt 2 -7 WEDGE MiTek recommends that Stabilizers and required cross bracing be. Right: 2x4 DF Stud /Std installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 8= 1101/0 -3 -8 (min. 0-1-8),4=1 101 /Mechanical Max Horz 8=- 207(LC 7) Max Uplift8= -70(LC 9), 4= -65(LC 9) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -9 =- 596/125, 9 -10 =- 417/130, 2 -10 =- 375/147, 2 -11 =- 1053/212, 3 -11 =- 1246/182, 3 -12 =- 1382/160, 4 -12= -1531 /141, 1 -8 =- 1094/97 BOT CHORD 6- 7= 0/5851 5- 6= 0/585, 4 -5 =- 52/1130 WEBS 2 -7 =- 502/89, 2 -5 =- 77/743, 3-5=-550/168,1-7=0/615 NOTES 1) Unbalanced roof live loads have been considered for this design. , 2) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 7 -9 -8, Exterior(2) 7 -9 -8 to 10 -9 -8 zone; cantilever left and right exposed.; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 4. 6) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job russ Truss Type Qty Ply FallCreek/Stonebddge11 /21(ID)RP 81805 -13 D1 COMMON 6 1 Lumber Increase 1.15 BC 0.44 BCLL 0.0 Rep Stress Incr Job Reference (optional) 011aKC mrvCi i ivaa a %,uniNuiiCiva, ivaiw raffia, I U vo-,v I I Null D fRr_DgV6Bc MssMJMFG4YzyGxgN YcL511�u4W? 20KSZOdgi6ZJ6wsjy2PfluTX7OWmyGvaQ -1 -6 -0 , 6 -7 -12 , 12 -9 -0 , 18 -10 -4 25 -6 -0 , 27 -0 -0 , 1 -6 -0 6 -7 -12 6 -1-4 6 -1 -4 6 -7 -12 1 -6 -0 ' M Scale = 1:44.9 4x4 = 4 VA'? — 3x4 = 3x4 = 3x4 = � " 8 -8 -3 16 -9 -13 25 -6 -0 8 -8 -3 8 -1 -11 8 -8 -3 LOADING (psf) SPACING 2 -0 -0 CSI TCLL 35.0 Plates Increase 1.15 TC 0.47 TCDL 8.0 Lumber Increase 1.15 BC 0.44 BCLL 0.0 Rep Stress Incr YES WB 0.31 BCDL 8.0 Code IRC2009/TP12007 (Matrix) LUMBER TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr WEBS 2x4 DF Stud /Std DEFL in (loc) I /defl L/d Vert(LL) -0.12 2 -10 >999 360 Vert(TL) -0.30 2 -10 >999 240 Horz(TL) 0.07 6 n/a n/a Wind(LL) 0.04 6 -8 >999 240 BRACING TOP CHORD BOT CHORD REACTIONS (lb /size) 2= 1433/0 -3 -8 (min. 0 -1 -8), 6= 1433/0 -3 -8 (min. 0 -1 -8) Max Horz 2 =95(LC 8) Max Uplift2=- 124(LC 9), 6 =-124(LC 9) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -11 =- 2257/191, 3 -11 =- 2144/213, 3 -12 =- 1954/211, 4 -12= -1821 /223, 4 -13= -1821 /223, 5-13=-1954/21115-14=-2144/2131 6 -14 =- 2257/191 BOT CHORD 2-10=-107/190419-10=-19/126118-9=-19/1261,6-8=-124/1904 WEBS 4 -8 =- 57/7091 5- 8=- 533/139, 4- 10=- 57/7091 3 -10 =- 533/139 PLATES GRIP MT20 220/195 Weight: 108 lb FT = 0% Structural wood sheathing directly applied or 3 -9 -7 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =26ft; eave =4ft; Cat. 11; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) - 1 -6 -13 to 1 -5 -3, Interior(1) 1 -5 -3 to 12 -9 -0, Exterior(2) 12 -9 -0 to 15 -9 -0 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 2 =124, 6 =124. 5) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard M I' 6 Job Truss Truss Type Qty Ply FallCreek/Stonebridge11 /21(ID)RP 81805 -13 D1 G Common Supported Gable 1 1 Job Reference (optional M 0 I%U11. I.-TGV 0 IVIGIY IV GV IJ 1- IIIIL. / -TGV J IVIQy IV LV I IVII I VR IIIUU.7LIIVQ, IIIV. IIlu IVVV L 1 IJ.VO.JV LV I raye 1 ID:fRr DgV6Bc MssMJMFG4YzyGxgN- OovTyNviHJAtyO7aBODL6WfAa7Ob89f1 hAsy2CyGvaP -1 -6 -0 12 -9 -0 25 -6 -0 27 -0 -0 1 -6 -0 12 -9 -0 12 -9 -0 1 -6 -0 Scale = 1:45.9 4x4 = 8 27 26 25 24 23 22 21 20 19 18 17 16 3x4 = 25 -6 -0 - 25 -6 -0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.15 Vert(LL) -0.02 15 n/r 120 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.02 15 n/r 120 BCLL 0.0; Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 14 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Weight:. 129 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2x4 DF Stud /Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 25 -6 -0. (lb) - Max Horz2 =95(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 2, 22, 24, 25, 26, 27, 20, 19, 18, 17, 16, 14 Max Grav All reactions 250 lb or less at joint(s) 21, 22, 24, 25, 26, 27, 20, 19, 18, 17, 16 except 2= 308(LC 1), 14= 308(LC 1) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; 13=45ft; L =26ft; eave =2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Corner(3) - 1 -6 -13 to 1 -5 -3, Exterior(2) 1 -5 -3 to 12 -9 -0, Corner(3) 12 -9 -0 to 15 -9 -0 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) 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. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2 -0 -0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 22, 24, 251 261 27, 20, 19, 18, 17, 16, 14. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard M I-+ 0 '1 Job russ Truss Type Qty Ply FallCreek/Stonebddge11 /21(ID)RP 81805 -13 D2 COMMON GIRDER 1 Z Job Reference (optional) ♦i11G1%G fX1VGl 1 I V.7.7 DI VVIIItlVI IGI IIJ, IVQI IV 1 QIIJ, IV VJ'7V I fRr DgV- Bc M+ MJMFG4Yz. GxN - U? TrAjwd- ka9i m1.5ka e.j.BD C . � W e' GvaD: 6ss yg Xy0 4 -10 -0 8 -9 -8 12 -9 -0 16 -8 -8 20 -8 -0 25 -6 -0 4 -10 -0 3 -11 -8 3 -11 -8 3 -11 -8 3 -11 -8 4 -10 -0 ob M �i1 0 Scale = 1:40.7 4x4 = 4 IL 1 1 - - - x 3x6 11 6x8 = 7x8 = 6x8 = 3x6 11 4 -10 -0 8 -9 -8 12 -9 -0 16 -8 -8 20 -8 -0 25 -6 -0 4 -10 -0 3 -11 -8 3 -11 -8 3 -11 -8 3 -11 -8 4 -10 -0 Plate Offsets (X,Y): [1:0- 2- 9,0 -1 -8], [2:0- 1- 8,0 -1 -8], [3:0- 1- 0,0 -1 -8], [4:0- 2- 0,0 -1 -8], [5:0- 1- 0,0 -1 -8], [6:0- 1- 8,0 -1 -8], [7:0- 2- 9,0 -1 -8], [8:0- 4- 4,0 -1 -8], [9:0- 3- 8,0 -4 -4], [10:0- 4- 0,0 -4 -8], 1`11:0- 3- 8.0 -4- 41.1`12:0- 4- 4.0 -1 -81 M I' 1 0 LUMBER TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr BOT CHORD 2x6 DF 180OF 1.6E WEBS 2x4 DF Stud /Std *Except* W5: 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr REACTIONS (lb /size) 1= 6492/0 -3 -8 (min. 0 -3 -7), 7= 4417/0 -3 -8 (min. 0 -2 -6) Max Horz 1 =42(LC 6) Max Upliftl =- 373(LC 7), 7=-251 (LC 7) BRACING TOP CHORD Structural wood sheathing directly applied or 3 -2 -3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -2 =- 12575/722, 2 -3 =- 9892/565, 3 -4 =- 7377/4371 4 -5 =- 7377/437, 5 -6 =- 9126/5341 6-7=-9461/541 BOT CHORD 1- 1 3=- 627/11 200, 13 -14 =- 627/11200, 12 -14 =- 627/11200, 1 2 -1 5 =- 627/1 1 200, 15 -16 =- 627/11200, 11-16=-627/11200111-17=-463/8820117-18=-463/8820I 10 -18=-463/8820110-19=-435/8135119-20=-435/8135I 9-20=-435/8135,.9-21 =-465/8395, 8 -21 =- 465/8395, 7 -8 =- 465/8395 WEBS 4 -10 =- 354/6341, 5 -10 =- 2313/161, 5 -9 =- 136/2346, 6 -9 =- 307/341 3 -10 =- 3330/203, 3 -11 =- 182/3443, 2 -11 =- 2779/191, 2 -12 =- 137/2470 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0 -7 -0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0 -9 -0 oc. Webs connected as follows: 2x4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =26ft; eave =4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL =1.60 plate grip DOL =1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =1b) 1 =373, 7 =251. 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1097 lb down and 68 lb up at 2 -0 -12, 1097 lb down and 68 lb up at 4 -0 -12, 1097 lb down and 68 lb up at 6 -0 -12, 1097 lb down and 68 lb up at 8 -0 -12, 978 lb down and 37 lb up at 10 -0 -12, 978 lb down and 37 lb up at 12 -0 -12, 1085 lb down and 65 lb up at 14 -0 -12, and 1097 lb down and 67 lb up at 16 -0 -12, and 1097 lb down and 67 lb up at 18 -0 -12 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 LOADING (psf) SPACING 1 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.25 10 -11 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.94 Vert(TL) -0.42 10 -11 >725 240 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.12 7 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.08 11 >999 240 Weight: 288 lb FT = 0% LUMBER TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr BOT CHORD 2x6 DF 180OF 1.6E WEBS 2x4 DF Stud /Std *Except* W5: 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr REACTIONS (lb /size) 1= 6492/0 -3 -8 (min. 0 -3 -7), 7= 4417/0 -3 -8 (min. 0 -2 -6) Max Horz 1 =42(LC 6) Max Upliftl =- 373(LC 7), 7=-251 (LC 7) BRACING TOP CHORD Structural wood sheathing directly applied or 3 -2 -3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -2 =- 12575/722, 2 -3 =- 9892/565, 3 -4 =- 7377/4371 4 -5 =- 7377/437, 5 -6 =- 9126/5341 6-7=-9461/541 BOT CHORD 1- 1 3=- 627/11 200, 13 -14 =- 627/11200, 12 -14 =- 627/11200, 1 2 -1 5 =- 627/1 1 200, 15 -16 =- 627/11200, 11-16=-627/11200111-17=-463/8820117-18=-463/8820I 10 -18=-463/8820110-19=-435/8135119-20=-435/8135I 9-20=-435/8135,.9-21 =-465/8395, 8 -21 =- 465/8395, 7 -8 =- 465/8395 WEBS 4 -10 =- 354/6341, 5 -10 =- 2313/161, 5 -9 =- 136/2346, 6 -9 =- 307/341 3 -10 =- 3330/203, 3 -11 =- 182/3443, 2 -11 =- 2779/191, 2 -12 =- 137/2470 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0 -7 -0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0 -9 -0 oc. Webs connected as follows: 2x4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =26ft; eave =4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL =1.60 plate grip DOL =1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =1b) 1 =373, 7 =251. 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1097 lb down and 68 lb up at 2 -0 -12, 1097 lb down and 68 lb up at 4 -0 -12, 1097 lb down and 68 lb up at 6 -0 -12, 1097 lb down and 68 lb up at 8 -0 -12, 978 lb down and 37 lb up at 10 -0 -12, 978 lb down and 37 lb up at 12 -0 -12, 1085 lb down and 65 lb up at 14 -0 -12, and 1097 lb down and 67 lb up at 16 -0 -12, and 1097 lb down and 67 lb up at 18 -0 -12 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 Job russ Truss Type Qty Ply Fal[Creek/Stonebddge11 /21(ID)RP 81805 -13 D2 COMMON GIRDER 1 Z Job Reference (optional) ,,)naKe Klver i russ & uomponentS, mano rails, lu w4ul Kun: t .42U S may 1 U 2013 runt: 1.42U S may 1 U 2013 ml I eK Inaustnes, Inc. I nu NOV 21 19:WW 2U13 Page 2 ID:fRr DgV6Bc MssMJMFG4YzyGxgN- U? TrAjwK2dlka9imi5kaejBDCXWotSoBwgcVaeyGvaO LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 4 = -43, 4-7=4311-7=8 Concentrated Loads (lb) Vert: 13=- 1097(B) 14=- 1097(B) 15=- 1097(B) 16=- 1097(B) 17=- 978(B) 18=- 978(B) 19=- 1085(B) 20=- 1097(B) 21=- 1097(B) -job Truss Truss Type Qty Ply FallCreek/Stonebridge11 &!-(1 D)RP 81805 -13 E1 Common Girder 1 Z Job Reference (optional) 0I1drM r-%IVCI 1 1 U00 01 %aul I1PV11V1IW, IVQI IV r42110, 1 V V%YtV 1 1. 1 .-rA&v %7 IVM4 r 1 v &.v 1 v 1 1 11 IL. i .-rev . 1111ca) . v �v . v ...i i v.% ........+.... 1 . —t w ID:fRr DgV6Bc MssMJMFG4YzyGxgN- U? TrAjwK2dlka9iml5kaejBE8XautRrBwgcVaeyGvaO 7 -0 -0 , 14 -0 -0 , 7 -0 -0 7 -0 -0 ' LA 4x6 = 2 3x6 = 3x6 // 3x6 \\ 3x6 = ti Scale = 1:31.0 LUMBER BRACING TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 4 -7 -8 oc purlins. BOT CHORD 2x6 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2x4 DF Stud /Std REACTIONS (lb /size) 1= 4553/0 -5 -8 (min. 0 -2 -7), 3= 4625/0 -5 -8 (min. 0 -2 -7) Max Horz 1= -77(LC 5) Max Uplift1=- 304(LC 7), 3=- 309(LC 7) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -2 =- 6368/441, 2 -3 =- 6382/441 BOT CHORD 1 -6= -291 /5058, 6 -7= -291 /5058, 5 -7= -291 /5058, 5 -8 =- 198/3475, 8 -9 =- 198/3475, 4 -9 =- 198/3475, 4 -10 =- 292/5069, 10 -11 =- 292/5069, 3 -11 =- 292/5069 WEBS 2 -4 =- 217/3722, 2 -5 =- 215/3696 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0 -7 -0 oc. Webs connected as follows: 2x4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed; end vertical left and right,exposed; Lumber DOL =1.60 plate grip DOL =1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt =lb) 1 =304, 3 =309. 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1299 lb down and 88 lb up at 2 -0 -12, 1299 lb down and 88 lb up at 4 -0 -12, 1299 lb down and 88 lb up at 6 -0 -12, 1299 lb down and 88 lb up at 8 -0 -12, and 1299 lb down and 88 lb up at 10 -0 -12, and 1299 lb down and 88 lb up at 12 -0 -12 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 2 = -86, 2-3=-86,1-3=-16 Concentrated Loads (lb) Vert: 6=- 1299(F) 7=- 1299(F) 8=- 1299(F) 9=- 1299(F) 10=- 1299(F) 11=- 1299(F) 4 -9 -4 9 -2 -12 14 -0 -0 4 -9 -4 4 -5 -7 4 -9 -4 Plate Offsets (X,Y): [1:0- 0- 0,0 -0 -0], [2:0- 3- 0,0 -1 -4], [4:0- 4- 8,0 -1 -8], [5:0- 4- 8,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.61 Vert(LL) -0.09 4 -5 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.68 Vert(TL) -0.14 4 -5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.03 3 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.03 4 -5 >999 240 Weight: 134 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 4 -7 -8 oc purlins. BOT CHORD 2x6 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2x4 DF Stud /Std REACTIONS (lb /size) 1= 4553/0 -5 -8 (min. 0 -2 -7), 3= 4625/0 -5 -8 (min. 0 -2 -7) Max Horz 1= -77(LC 5) Max Uplift1=- 304(LC 7), 3=- 309(LC 7) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -2 =- 6368/441, 2 -3 =- 6382/441 BOT CHORD 1 -6= -291 /5058, 6 -7= -291 /5058, 5 -7= -291 /5058, 5 -8 =- 198/3475, 8 -9 =- 198/3475, 4 -9 =- 198/3475, 4 -10 =- 292/5069, 10 -11 =- 292/5069, 3 -11 =- 292/5069 WEBS 2 -4 =- 217/3722, 2 -5 =- 215/3696 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0 -7 -0 oc. Webs connected as follows: 2x4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed; end vertical left and right,exposed; Lumber DOL =1.60 plate grip DOL =1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt =lb) 1 =304, 3 =309. 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1299 lb down and 88 lb up at 2 -0 -12, 1299 lb down and 88 lb up at 4 -0 -12, 1299 lb down and 88 lb up at 6 -0 -12, 1299 lb down and 88 lb up at 8 -0 -12, and 1299 lb down and 88 lb up at 10 -0 -12, and 1299 lb down and 88 lb up at 12 -0 -12 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 2 = -86, 2-3=-86,1-3=-16 Concentrated Loads (lb) Vert: 6=- 1299(F) 7=- 1299(F) 8=- 1299(F) 9=- 1299(F) 10=- 1299(F) 11=- 1299(F) Job russ Truss Type Qty Ply FallCreek/Stonebridge11 /21(ID)RP 61805 -13 E1 G Common Supported Gable 1 1 Plates Increase 1.15 TC 0.15 Vert(LL) -0.02 11 n/r 120 MT20 220/195 Job Reference (optional) 011CIrM PCIVVI I IUJJ a VVIIIF/VI10111J, IUCIIIV ralm, ILJ OJ-FV I I-%U11. 1.1+GV J IVldy IV LV IJ x11111. /.-t4V b IVldy IV LV IJ IVII ICR IIIUUJl11CJ, 11ll.. IIIU IVVV G 1 1U.V0.00 LV IJ rdye I ID:fRr DgV6Bc MssMJMFG4YzyGxgN- yB1DN2xypwQbBJHzipFpBxkWOw3Mc4xK9UL275yGvaN -1 -6 -0 , 7 -0 -0 , 14 -0 -0 , 15 -6 -0 1 -6 -0 ` 7 -0 -0 7 -0 -0 1 -6 -0 4x4 = Scale = 1:31.4 6 14 -0 -0 14 -0 -0 M i O Plate Offsets (X,Y): [2:0-3-0,0-0-1], [10:0-3-0,0-0-11 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.15 Vert(LL) -0.02 11 n/r 120 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.09 Vert(TL) -0.02 11 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 10 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Weight: 71 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF .No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2x4 DF Stud /Std MiTek recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection, in accordance with Stabilizer Left: 2x4 DF Stud /Std, Right: 2x4 DF Stud /Std Installation guide. REACTIONS All bearings 14 -0 -0. (lb) - Max Horz 2=91 (LC 8) Max Uplift All uplift 100 lb or less at joint(s) 2, 10, 16, 17, 18, 14, 13, 12 Max Grav All reactions 250 lb or less at joint(s) 15, 161 17, 18, 14, 131 12 except 2= 313(LC 1), 10= 313(LC 1) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; 13=45ft; L =24ft; eave =2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Corner(3) -1 -7 -0 to 1 -5 -0, Exterior(2) 1 -5 -0 to 7 -0 -0, Corner(3) 7 -0 -0 to 10 -0 -0 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) 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. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2 -0 -0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10, 16, 17, 18, 14, 13, 12. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job russ Truss Type Qty Ply FallCreek/Stonebddge11 /21(ID)RP 61805 -13 F1 COMMON GIRDER 1 2 Job Reference o tional %iIIQI�C f%IVCI I IU00 of VVIIIFVIICIIW, IUQIIV 1—QIIJ, ILJ VJYV 1 1%aa11. 1 . —rc.v .a IrIuy lv cw Iv I Ili I%. av ID:fRr DgV6Bc MssMJMFG4YzyGxgN- QNbbaOxaaEYSpTs9sWm2j8HaTKDzLRAT085cfXyGvaM 7 -0 -0 , 14 -0 -0 , 7 -0 -0 7 -0 -0 ' 4x8 11 2 4x6 = 3x8 \\ 4x6 = M 1 ti 1 O Scale = 1:31.0 4 -0 -0 10 -0 -0 14 -0 -0 4 -0 -0 6 -0 -0 4 -0 -0 Plate Offsets (X,Y): [1:0- 0- 0,0 -0 -81, [3:0- 0- 0,0 -0 -81, [4:0- 5 -7,0 -0 -121, [5:0- 3- 1,0 -1 -41 LOADING (psf) SPACING 1 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.62 Vert(LL) -0.20 4 -5 >805 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.83 Vert(TL) -0.34 4 -5 >474 240 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(TL) 0.04 3 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.07 4 -5 >999 240 Weight: 136 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 4 -2 -13 oc purlins. BOT CHORD 2x6 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2x4 DF 180OF 1.6E or .2x4 DF No.1 &Btr REACTIONS (lb /size) 1= 5178/0 -5 -8 (min. 0- 2 -12), 3= 5237/0 -5 -8 (min. 0 -2 -13) Max Horz 1 =39(LC 6) Max Uplift1=- 325(LC 7), 3=- 329(LC 7) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8130/517,2-3=-8143/517 BOT CHORD 1 -6 =- 386/6561, 5 -6 =- 386/6561, 5-7=-211/3617, 7-8=-211/3617, 4-8=-211/3617, 4 -9 =- 387/6572, 3 -9 =- 387/6572 WEBS 2 -4 =- 323/5450, 2 -5 =- 322/5431 NOTES 1) 2 -piy truss to be connected together with 10d (0.131 IIx3 ") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0 -7 -0 oc. Bottom chords connected as follows: 2x6 2 rows staggered at 0 -5 -0 oc. Webs connected as follows: 2x4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. 11; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL =1.60 plate grip DOL =1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt =1b) 1 =325, 3 =329. 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1628 lb down and 102 lb up at 2 -0 -12, 1617 lb down and 102 lb up at 4 -0 -12, 161.7 lb down and 102 lb up at 6 -0 -12, 1617 lb down and 102 lb up at .8 -0 -12, and 1617 lb down and 102 lb up at 10 -0 -12, and 1627 lb down and 102 lb up at 12 -0 -12 on bottom chord. The design /selection of such connection device(s) is the' responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 2 = -43, 2-3=-4311-3=-8 Concentrated Loads (lb) Vert: 4=- 1617(F) 5=- 1617(F) 6=- 1628(F) 7=- 1617(F) 8=- 1617(F) 9=- 1627(F) Job russ Truss Type Qty Ply FallCreek/Stonebridge11 /21(ID)RP 81805 -13 F1G Common Supported Gable 1 1 Lumber Increase 1.15 BC 0.09 BCLL 0.0 Rep Stress Incr Job Reference (optional) Snake River Truss & Components, Idaho Falls, ID 83401 Run: 7.420 s May 10 2013 Print: 7.420 s May 10 2013 MiTek Industries, Inc. Thu Nov 21 15:08:39 2013 Page 1 ID:fRr DgV6Bc MssMJMFG4YzyGxgN- QNbbaOxaaEYSpTs9SWm2j8HhmKObLXBT085cfXyGvaM -1 -6 -0 , 7 -0 -0 , 14 -0 -0 1 15 -6 -0 ' 1 -6 -0 ' 7 -0 -0 7 -0 -0 1 1 -6 -0 i 1 4x4 = Plate Offsets (X,Y): [2:0- 3- 0,0 -0 -1], [10:0- 3- 0,0 -0 -1] LOADING (psf) SPACING 2 -0 -0 CSI TCLL 35.0 Plates Increase 1.15 TC 0.15 TCDL 8.0 Lumber Increase 1.15 BC 0.09 BCLL 0.0 Rep Stress Incr YES WB 0.06 BCDL 8.0 Code IRC2009ITP12007 (Matrix) 14 -0 -0 14 -0 -0 Scale = 1:31.4 M ti O DEFL in (loc) I /defl L/d PLATES GRIP Vert(LL) -0.02 11 n/r 120 MT20 220/195 Vert(TL) -0.02 11 n/r 120 Horz(TL) 0.00 10 n/a n/a Weight: 71 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2x4 DF Stud /Std MiTek recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection, in accordance with Stabilizer Left: 2x4 DF Stud /Std, Right: 2x4 DF Stud /Std Installation guide. REACTIONS All bearings 14 -0 -0. (lb) - Max Horz2= -§1 (LC 7) Max Uplift All uplift 100 lb or less at joint(s) 2, 10, 16, 17, 18, 14, 13, 12 Max Grav All reactions 250 lb or less at joint(s) 15, 16, 17, 18, 14, 13, 12 except 2= 313(LC 1), 10= 313(LC 1) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; 13=45ft; L =24ft; eave =2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Corner(3) -1 -7 -0 to 1 -5 -0, Exterior(2) 1 -5 -0 to 7 -0 -0, Corner(3) 7 -0 -0 to 10 -0 -0 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) 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. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2 -0 -0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 .Ib uplift at joint(s) 2, 10, 16, 17, 18, 14, 131 12. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job russ Truss Type Qty Ply FallCreek/Stonebddge11 /21(ID)RP 81805 -13 G1 COMMON _ _ . -- 1 .. .� -.� 1 ... Job Reference (optional ..... .. ...... _.­ - '- '- --'-_- _ I _ Tom_ -&I__-^A Ar.nn.A^nnwn f'%___ A Of ICING F%IVVI 1 IUQO7 X VW1II UJIVIR0, IUa11v 1 a11�, Iv W%J'ry I 8 -3 -4 8 -3 -4 Ob 1 M �i1 0 ID:fRr DgV6Bc MssMJMFG4YzyG xqN- va8_ okyDKYgJRdRLQEHHGMpjOkfY4uZdcog9Bzy vaL 16 -0 -0 23 -8 -12 32 -0 -0 7 -8 -12 7 -8 -12 8 -3 -4 4x4 = 3 Scale = 1:54.1 3x6 = 8 2x4 11 7 5x8 = 6 2x4 3x6 = 5 m I� 1 0 8 -3 -4 16 -0 -0 23 -8 -12 32 -0 -0 8 -3 -4 7 -8 -12 7 -8 -12 8 -3 -4 Plate Offsets (X,Y): [3:0- 2- 0,0 -2 -4], [7:0- 4- 0,0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.76 Vert(LL) -0.16 6 -7 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.32 6 -7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.12 5 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix -M) Wind(LL) 0.06 7 >999 240 Weight: 136 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2x4 DF Stud /Std WEBS 1 Row at midpt 4-712-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 1= 1632 /Mechanical, 5= 1632 /Mechanical Max Horz 1=- 115(LC 7) Max Uplift1=- 100(LC 9), 5=- 100(LC 9) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -15 =- 2826/296, 2 -15 =- 2558/262, 2 -16 =- 1949/230, 3 -16 =- 1775/243, 3 -17 =- 1775/243, 4 -17 =- 1949/230, 4 -18 =- 2558/262, 5 -18 =- 2826/296 BOT CHORD 1-8=-420/2679,7-8=-162/2400,6-7=-162/240015-6=-420/2679 WEBS 3 -7 =- 65/9951 4 -7 =- 944/141, 4 -6= 0/279, 2 -7 =- 944/141, 2 -8 =0/279 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =32ft; eave =4ft; Cat. 11; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) 0 -0 -0 to 3 -2 -6, Interior(1) 3 -2 -6 to 16 -0 -0, Exterior(2) 16 -0 -0 to 19 -2 -6 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5. 6) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job rusS Truss Type Qty Ply FallCreek/Stonebridge11 /21(ID)RP 81805 -13 G1 G Common Supported Gable 1 1 M1 Job Reference (optional Vf IGIRV INIVVI %IUaa u 1JV111`.JV11c11LQ, 1ua11V 1 421101 1v 1 I-%U I I. /.-t4V 0 IVICIy IV GV IQ r1111L. /.°FLU 0 IVIQY IV GV IJ IVII IGI% II IUUJUIV.->, Illy. IIIU IVVV L 1 1J.V0.41 GV 10 rayu 1 ID:fRr DgV6Bc MssMJMFG4YzyGxgN- NmiM ?4zr5roA2nOX xoWoZM3w852pPvmrSajjPyGvaK 16 -0 -0 32 -0 -0 16 -0 -0 16 -0 -0 4x4 = Scale = 1:54.3 9 Cn 1 M 0 3x4 32 31 30 29 28 27 26 25 24 5x6 = 32 -0 -0 32 -0 -0 Plate Offsets (X,Y): [25:0- 3- 0,0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.04 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 17 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Weight: 175 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2x4 DF Stud /Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 32 -0 -0. (lb) - Max Horz 1=- 116(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 26, 27, 28, 29, 30, 31, 32, 24, 23, 22, 21, 20, 19, 18 Max Grav All reactions 250 lb or less at joint(s) 1, 17, 25, 26, 27, 28, 29, 30, 31, 32, 24, 23, 22, 21, 20, 19118 FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =32ft; eave =2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Corner(3) 0 -0 -0 to 3 -2 -6, Exterior(2) 3 -2 -6 to 16 -0 -0, Corner(3) 16 -0 -0 to 19 -2 -6 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) 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. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2 -0 -0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 26, 27, 281 291 30, 311 32, 242 231 22, 21, 20, 19, 18. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 17. 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ij ij Imi 17 M1 M I' 1 0 3x4 = 23 22 21 20 19 18 1 Plate Offsets (X,Y): [25:0- 3- 0,0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.04 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 17 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Weight: 175 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2x4 DF Stud /Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 32 -0 -0. (lb) - Max Horz 1=- 116(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 26, 27, 28, 29, 30, 31, 32, 24, 23, 22, 21, 20, 19, 18 Max Grav All reactions 250 lb or less at joint(s) 1, 17, 25, 26, 27, 28, 29, 30, 31, 32, 24, 23, 22, 21, 20, 19118 FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =32ft; eave =2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Corner(3) 0 -0 -0 to 3 -2 -6, Exterior(2) 3 -2 -6 to 16 -0 -0, Corner(3) 16 -0 -0 to 19 -2 -6 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) 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. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2 -0 -0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 26, 27, 281 291 30, 311 32, 242 231 22, 21, 20, 19, 18. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 17. 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job russ Truss Type Qty Ply FallCreek/Stonebddge11 /21(ID)RP 61805 -13 G2 ROOF SPECIAL 4 1 TC 1.00 Vert(LL) -0.24 11 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 Job Reference (optional) orldKC MUM 1 Tubb of %aunipul ICI IW, IUCII IV I- CIIIJ, ILJ 00-tV I v %ul 1. / .TGV 0 IYIGly I v G%/ Iv I 1111%. 1 .-rLV v Itl Giy Iv Lw Iv MI I -IN IIIY .-, w 1- I v � ID:fRr DgV6Bc MssMJMFG4YzyGxgN- ryGkDQ_ Ts9w1gxbkXeKlLnv ?oYGRYivw46JG v Gsy J 8 -3-4 16 -0 -0 19 -11 -8 21 -11 -8 26 -3 -15 29 -6 -8 32 -0 -0 8 -3-4 7 -8 -12 3 -11 -8 2 -0 -0 4 -4 -7 3 -2 -9 2 -5 -8 1 0 Scale = 1:54.8 4x4 = 3 3x6 = 14 13 12 2x4 11 5x8 = 5x6 6.00 12 8 -3-4 16 -0 -0 19 -11 -8 21 -11 -8 26 -3 -15 8 -3-4 7 -8 -12 3 -11 -8 2 -0 -0 4 -4 -7 M 2 N 1 1 M O 1 r 2x4 11 6x12 8 2x4 11 29 -6 -8 32 -0 -0 3 -2 -9 2 -5 -8 Plate Offsets (X,Y): [1:0- 2- 8,0-1-8], [4:0- 3- 1,0 -1 -8], [5:0 -2- 12,0 -2 -0], [7:0 -1- 12,0 -1 -8], [9:0- 6- 0,0 -3 -4], [11:0- 4- 0,0 -3 -7], [13:0- 4- 0,0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.24 11 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.72 Vert(TL) -0.45 1 -14 >842 240 BCLL 0.0 Rep Stress Incr YES WB 0.77 •Horz(TL) 0.23 8 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.11 1 -14 >999 240 Weight: 166 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 9 -8 -12 oc bracing. WEBS 2x4 DF Stud /Std *Except* WEBS 1 Row at midpt 2 -13 W11: 2x4 DF 180OF 1.6E or 2x4 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) 1 =1 621 /Mechanical, 8 =1621 /Mechanical Max Horz 1= 158(LC 8) Max Uplift1= -99(LC 9), 8=- 100(LC 9) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -15 =- 2986/270, 2 -15 =- 2847/289, 2 -16 =- 1990/228, 3 -16 =- 1816/254, 3 -17 =- 1881/261, 4 -17 =- 1905/248, 4 -5 =- 3107/314, 5 -18= -1961 /1901 6 -18 =- 1961 /1901 6 -7= -1961 /1901 7 -8 =- 1600/185 BOT CHORD 1 -14 =- 296/2538, 13 -14 =- 296/2538, 12 -13 =- 217/2027, 11-12=-241/2241, 10 -11 =- 418/3969, 9 -10 =- 421 /3966 WEBS 2 -14= 0/3231 2-13=-1045/15613-13=-131/12161 4 -13 =- 793/137, 4 -12 =- 939/119, 4 -11 =- 154/1743, 5 -11 =- 1404/157, 5 -9 =- 2353/224, 7 -9 =- 263/2459 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =32ft; eave =4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C- C Exterior(2) 0 -0 -12 to 3 -3 -2, Interior(1) 3 -3 -2 to 16 -0 -0, Exterior(2) 16 -0 -0 to 19 -2 -6, Interior(1) 26 -3 -15 to 31 -10 -4 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 8. 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard o Truss Truss Type Qty Ply FallCreek/Stonebddge11 /21(ID)RP 81805 -13 G3 COMMON 2 1 LOADING (psf) SPACING 2 -0 -0 Job Reference (optional) VIIQI%G 111 VVI 11UQQ UI VVI I ltJVIIGIIIJ, IVQI IV 1 QIIJ, I✓ VJ-TV 1 1 -1 -6 -0 , 8 -3-4 1 -6 -0 8 -3-4 M 1 0 Rul1. / .YLV J IVIQy IU LV IJ rIIIIL. /.&t4V 0 IVIQy 1V 4U IJ IVII I GI% IIIUUJIIIWO, III%,. I IIU IVUV G 1 IU.VO. -t0 CV IJ raye 1 ID:fRr DgV6Bc MssMJMFG4YzyGxgN- J9g6Qm ?5dT2ul4Aw5Mr u_REDxhFHFK3lm3polyGval 16 -0 -0 23 -8 -12 , 32 -0 -0 , 7 -8 -12 7 -8 -12 8 -3-4 Scale = 1:54.9 4x4 = 4 v V 3x6 = 2x4 11 5x8 = 2x4 11 3x6 = 6 m I' 0 8 -3-4 16 -0 -0 23 -8 -12 32 -0 -0 8 6-3-4 7 -8 -12 7 -8 -12 8 -3-4 Plate Offsets (X,Y): [4:0- 2- 0,0 -2 -4], [8:0- 4- 0,0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.76 Vert(LL) -0.17 8 -9 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.33 8 -9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.12 6 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix -M) Wind(LL) 0.06 8 >999 240 Weight: 138 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2x4 DF Stud /Std WEBS 1 Row at midpt 5-8,3-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 6 =1631 /Mechanical, 2= 1768/0 -5 -8 (min. 0 -1 -14) Max Horz2= 125(LC 8) Max Uplift6=- 100(LC 9), 2=- 141(LC 9) , FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -16 =- 2818/227, 3 -16 =- 2550/253, 3 -17 =- 1947/226, 4 -17 =- 1773/240, 4 -18 =- 1773/243, 5 -18 =- 1947/229, 5 -19 =- 2556/262, 6 -19 =- 2823/296 BOT CHORD 2-9=-220/2393,8-9=-161/239317-8=-160/2398,6-7=-420/2679 WEBS 4 -8 =- 64/993, 5 -8 =- 944/140, 5 -7= 0/2799 3 -8 =- 938/1401 3 -9 =0/278 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =32ft; eave =4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) - 1 -6 -13 to 1 -7 -10, Interior(1) 1 -7 -10 to 16 -0 -0, Exterior(2) 16 -0 -0 to 19 -2 -6 zone; cantilever left and right exposed; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except at =lb) 2 =141. 6) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job russ Truss Type Qty Ply FallCreek/Stonebddge11/21 (ID)RP B1805 -13 G4 COMMON 4 1 Plates Increase 1.15 TC 0.76 Vert(LL) -0.17 8 -9 >999 360 MT20 220/195 TCDL 8.0 Job Reference (optional) J11dKC MIM I Mbb Ot 1iV111PU11C111.7, luallu rdllb, IU OJ'tu I RUII. I .YLV 0 May IV GV IJ r III IL. / .-YCV a May I V cV IV IVII I VF% III%AU17lli160v, I IIu 11vv c I cv 1v 1 ayc I ID:fRr DgV6Bc MssMJMFG4YzyGxgN- J9g6Qm ?5dT2ul4Aw5Mr u_REExhHHFL3lm3polyGval 1 -1 -6 -0 1 8 -3-4 , 16 -0 -0 , 23 -8 -12 , 32 -0 -0 133-6-0 , 1 -6 -0 8 -3-4 7 -8 -12 7 =8 -12 8 -3 -4 ' 1 -6 -0 ' M 1 0 Scale = 1:55.8 4x4 = 4 3x6 = 2x4 11 5x8 = 2x4 11 34 = 8 -3-4 16 -0 -0 23 -8 -12 32 -0 -0 8 -3-4 7 -8 -12 7 -8 -12 8 -3 -4 M I� I 0 Plate Offsets (X,Y): [4:0- 2- 0,0 -2 -4], [9:0- 4- 0,0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.76 Vert(LL) -0.17 8 -9 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.33 8 -9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.12 6 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix -M) Wind(LL) 0.06 9 >999 240 Weight: 141 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2x4 DF Stud /Std WEBS 1 Row at midpt 5-913-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 1767/0 -5 -8 (rein. 0-1-14),6=1767/0-5-8 (min. 0 -1 -14) Max Horz2=- 126(LC 7) Max Uplift2=-1 41 (LC 9), 6=- 141(LC 9) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -17 =- 2816/227, 3 -17 =- 2548/253, 3 -18 =- 1945/226, 4 -18 =- 1771/239, 4 -19 =- 1771/239, 5 -19 =- 1945/226, 5 -20 =- 2548/253, 6 -20 =- 2816/227 BOT CHORD 2-10=-192/239119-10=-130/2391,8-9=-143/2391,6-8=-207/2391 WEBS 4-9=-61/991, 5 -9 =- 937/139, 5 -8= 0/278, 3 -9 =- 937/140, 3 -10 =0/278 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =32ft; eave =4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) - 1 -6 -13 to 1 -7 -10, Interior(1) 1 -7 -10 to 16 -0 -0, Exterior(2) 16 -0 -0 to 19 -2 -6 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt =lb) 2 =141, 6 =141. 5) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job russ Truss Type Qty Ply FallCreek/Stonebddge11 /21(ID)RP 81805 -13 G5 ROOF SPECIAL 3 1 TCDL 8.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.68 9 -10 >519 240 BCLL 0.0 Job Reference (optional) QIIaI%G FMVCI I IU00 cx VVIIIFUlIGIIW, IUCIIIV F-0110, IV VJYV I RUI1. I .-tLV .7 IVlay IV LV IJ r1111L. I.'tGV .1 IVlay IV LV IJ IVII I VI\ IIIUUJUIVQ, II IV. I IIU IVVV L I IJ.VV.•t -t LV IJ rayC 1 ID:fRr DgV6Bc MssMJMFG4YzyGxgN- nLOUe6? jOmAkvE16f3MDQC _Q9LybOdcDXQoNKkyGvaH 9 -2 -12 , 14 -0 -0 19 -1 -6 , 24 -2 -11 , 30 -0 -0 , 31 -6 -0 , , 4-5-8 4 -9 -4 4 -9-4 5 -1 -6 5 -1 -6 5 -9 -5 1 -6 -0 UE 1 Scale = 1:52.2 4x6 = 4 V JX8 ___Z 2x4 11 6x12 = 4 -5 -8 9 -2 -12 17 -0 -0 23 -2 -1 30 -0 -0 4-5 -8 4 -9 -4 7 -9-4 6 -2 -1 6 -9 -15 0 1 M I4 0 Plate Offsets (X,Y): [4:0- 2- 4,0 -1 -8], [7:0-0-10, Edge], [10:0- 2- 8,0- 2 -12], [12:0- 4- 8,0 -2 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP . TCLL 35.0 Plates Increase 1.15 TC 0.69 Vert(LL) -0.39 9 -10 >906 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.68 9 -10 >519 240 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.39 7 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.13 9 -10 >999 240 Weight: 145 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins except BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr end verticals. WEBS 2x4 DF Stud /Std *Except* BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. W7: 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr WEBS 1 Row at midpt 4 -11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 13= 1506/0 -5 -8 (min. 0- 1 -10), 7= 1670/0 -5 -8 (min. 0 -1 -11) Max Horz 13=- 137(LC 7) Max Uplift13 =-91(LC 9), 7 =-141(LC 9) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -14 =- 2031/200, 2 -14 =- 1887/209, 2 -3 =- 2530/2441 3 -15 =- 2536/298, 4 -15 =- 2438/310, 4 -16 =- 3559/308, 5 -16 =- 3665/297, 5-6=-4651/3761 6 -17 =- 4826/380, 7 -17 =- 4939/361, 1 -13 =- 1463/172 BOT CHORD 11 -12 =- 108/1782, 10-11=-29/204119-10=-188/3737,7-9=-290/4391 WEBS 2 -12 =- 807/931 2 -11= 0/501, 3 -11= -451 /126, 4 -10 =- 118/2328, 5 -10 =- 669/140, 5 -9 =- 52/7031 6 -9 =- 287/92, 1 -12 =-144/1710., 4 -11 =- 114/601 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =30ft; eave =4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 14 -0 -0, Exterior(2) 14 -0 -0 to 17 -0 -0 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13 except ,Qt =1b) 7 =141. 6) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job russ Truss-Type Qty Ply FallCreek/Stonebddge11 /21(ID)RP B1805 -13 G6 SCISSORS 3 1 (loc) I /defl L/d PLATES GRIP ' TCLL 35.0 Plates Increase 1.15 Job Reference (optional) JIIdKV P[IVCI 1 1U,.7 Q IiUIIIPUIICIIW, IVQIIV FC1110, IV VJ-ty 1 i♦uI1. ' . "' v �ric�y 'v ".v . ....a. . .TC.v v .r.uJ . v _v v .. .. .- . - -. .- .-- .- ID :fRr DgV66c MssMJMFG4YzyGxgN- FXysrSOL94lbXOJJDntSzPXcnlJS12AMm4YwsByGvaG 5 -1 -12 10 -0 -0 15 -1 -6 20 -2 -11 26 -0 -0 27 -6 -0 5 -1 -12 4 -10-4 5 -1 -6 5 -1 -6 5 -9 -5 1 -6 -0 Cq 3x4 I IV I 4x6 = 3 .� QAQ 112x4 5 -1 -12 13 -0 -0 19 -2 -1 26 -0 -0 5 -1 -12 7 -10-4 6 -2 -1 6 -9 -15 Scale = 1:50.2 0 I I A M I$ 0 Plate Offsets (X,Y): [3:0 -2- 12,0 -1 -8], [6:0- 0- 10,Edge], [10:0- 2- 7,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP ' TCLL 35.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.29 8 -9 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.63 Vert(TL) -0.51 8 -9 >603 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.31 6 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.10 8 -9 >999 240 Weight: 127 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF 180OF 1 6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 2 -6 -12 oc purlins, except BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr end verticals. WEBS 2x4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 1 Row at midpt 3 -10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 11=1301/0-5-8 (min. 0-1-8),6=1467/0-5-8 (min. 0 -1 -8) Max Horz 11=- 163(LC 7) Max Uplift11= -79(LC 9), 6=- 128(LC 9) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1474/12612-12=-1358/137, 2-13=-1495/20413-13=-1391/21513-14=-2705/2121 4 -14 =- 2813/2011 4 -5 =- 3859/287, 5 -15 =- 4043/292, 6 -15 =- 4155/272, 1 -11 =- 1279/132 BOT CHORD 9- 10= 0/1455, 8 -9 =- 101/2962, 6 -8 =- 210/3681 WEBS 2 -10 =- 492/135, 3 -9 =- 76/1955, 4 -9 =- 679/143, 4 -8 =- 58/735, 5 -8 =- 302/95, 1 -10 =- 82/1308, 3 -10 =- 432/108 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =26ft; eave =oft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 10 -0 -0, Exterior(2) 10 -0 -0 to 13 -0 -0 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 11, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11 except (jt =1b) 6 =128. 6) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job russ Truss Type Qty Ply FaIICreek/Stonebddge11 /21(ID)RP 81805 -13 G7 SCISSORS 1 1 TCDL 8.0 Lumber Increase 1.15 BC 0.70 Vert(TL) -0.51 7 -8 >603 240 BCLL 0.0 Job Reference (optional) VIIQf%G 1 \IY�iI 1 I%AJJ .x \,/l/II I<I GII 1\J 1 G11101 ILJ %J�-TV 1 RUI IV ID:fRr DgV6Bc MssMJMFG4YzyGx � gN- FXysrSOL94lbXOJJDntSzPXbelIQ122Mm4YwsByGvaG 5 -1 -12 10 -0 -0 , 15 -1 -6 20 -2 -11 , 26 =0 -0 ' 5 -1 -12 ' 4 -10-4 5 -1 -6 5 -1 -6 5 -9 -5 3xd 1 46 = 3 10 3.uv I i c 3x8 2x4 11 5 -1 -12 13 -0 -0 19 -2 -1 , 26 -0 -0 5 -1 -12 ' 7 -10 -4 6 -2 -1 6 -9 -15 Scale = 1:49.3 0 1 1 M M I' 0 Plate Offsets (X,Y): [3:0 -2- 12,0 -1 -8], [6:0- 0- 10,Edge], [8:0 -2- 12,0 -2 -8], [9:0- 2- 7,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.64 Vert(LL) -0.29 7 -8 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.70 Vert(TL) -0.51 7 -8 >603 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.31 6 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.10 7 >999 240 Weight: 124 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 2 -4 -0 oc ourlins. except BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr WEBS 2x4 DF Stud /Std BOT CHORD WEBS REACTIONS (lb /size) 6= 1307/0 -5 -8 (min. 0 -1 -8), 10= 1307/0 -5 -8 (min. 0 -1 -8) Max Horz 10 =-155(LC 7) Max Uplift6= -79(LC 9), 10 =-81(LC 9) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -11= -1481 /141, 2 -11 =- 1365/152, 2 -12 =- 1502/219, 3 -12 =- 1398/230, 3 -13 =- 2726/2591 4 -13 =- 2833/248, 4 -5 =- 3940/3661 5 -14 =- 4118/3751 6 -14 =- 4240/3631 1 -10 =- 1285/137 BOT CHORD 8 -9 =- 2/1465, 7 -8 =- 142/2990, 6 -7 =- 290/3768 WEBS 2-9=-492/13513-8=-92/19731 4 -8 =- 692/1451 4-7=-94/79415-7=-319/11011-9=-88/1315, 3 -9 =- 438/107 end verticals. Rigid ceiling directly applied or 10 -0 -0 oc bracing. 1 Row at midpt 3 -9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =26ft; eave =4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 10 -0 -0, Exterior(2) 10 -0 -0 to 13 -0 -0 zone; cantilever left and right exposed end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1:60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 6, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 10. 6) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job russ Truss _Type Qty Ply FallCreek/Stonebddge11 /21(ID)RP 81805 -13 G8 COMMON 6 1 Plates Increase 1.15 TC 0.80 Vert(LL) -0.23 7 -8 >999 360 MT20 220/195 TCDL 8.0 Job Reference (optional) 0114R1V R1VC1 1 IUbb Ot 1,UIII PU11VIRZO, lual lv FC111.7, II.J v.7-ty 1 5 -1 -12 , 10 -0 -0 5 -1 -12 4 -10 -4 2x4 INur.. r .1t91-v a iviay IV cv . v I III IL. r .-rcv 'P .tray . v &-v r v rvrr r vr� rr rv"w"I r...+, rr �... r is r .... r ID:fRr DgV6Bc MssMJMFG4YzyGxgN- jkWF2n1zwOQS9YuVmUOhVd3js9fbUcJV ?kHTPdyGvaF 17 -8 -12 , 26 -0 -0 , 7 -8 -12 8 -3 -4 4x4 = 3 8 1 ° 3x6 = 3x4 = 5x8 = 2x4 11 10 -0 -0 17 -8 -12 26 -0 -0 10 -0 -0 7 -8 -12 8 -3 -4 Scale = 1:48.9 M I' 0 Plate Offsets (X,Y): [5:0 -2- 12,0 -1 -8], [7:0- 4- 0,0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35., 0 Plates Increase 1.15 TC 0.80 Vert(LL) -0.23 7 -8 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.64 Vert(TL) -0.51 7 -8 >605 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.07 5 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.09 5 -6 >999 240 Weight: 125 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins, except BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr end verticals. WEBS 2x4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 1 Row at midpt 4-7,2-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 5= 1315 /Mechanical, 8= 1315/0 -5 -8 (min. 0 -1 -8) Max Horz 8=-1 53(LC 7) Max Uplift5= -80(LC 9), 8=-81 (LC 9) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -10 =- 1250/175, 3 -10 =- 1152/186, 3 -11 =- 1143/188, 4 -11 =- 1324/162, 4 -12 =- 2169/228, 5 -12 =- 2308/209 BOT CHORD 7-8=-38/95496-7=-129/1933,5-6=-129/1933 WEBS 2-7=-91/280, 3 -7 =- 49/544, 4 -7 =- 1035/161, 4 -6= 0/291, 2 -8 =- 1376/170 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =26ft; eave =4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 10 -0 -0, Exterior(2) 10 -0 -0 to 13 -0 -0 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 8. 6) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job russ Truss Type Qty Ply FallCreek/Stonebridge11/21 (ID)RP 81805 -13 G8G Common Supported Gable 1 1 Plate Offsets (X,Y): [22:0- 3- 0,0 -3 -0] Job Reference (optional) 0114MV rNIVVI I IU0Z) at VVI I IPVIIVIILQ, Iual IV f QIIJ, I VJYV I Ilul I. I .YLV J Inay IV LV IJ I- 1111L. I.-TLV 0 IVlar 1V GV Iv IVII 1 Vin I11ulAJl11G�7, 11 lv. I I I U INVV L I 1v.VV. -TV Lv 1v 1 ayli I. ID:fRr DgV6Bc MssMJMFG4YzyGxgN- jkWF2n1zwOQS9YuVmUOhVd3ur9o2UgxV ?kHTPdyGvaF 10 -0 -0 , 26 -0 -0 , 10 -0 -0 16 -0 -0 ' 4x4 = 6 4 27 26 25 24 23 225x6 = 21 20 19 18 17 16 15 3x4 = M I' 1 0 Scale = 1:50.0 LUMBER BRACING TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr end verticals. WEBS 2x4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2x4 DF Stud /Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 26 -0 -0. (lb) - Max Horz 27=- 153(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 27, 14, 221 231 241 25, 26, 21, 20, 19, 18, 17, 16, 15 Max Grav All reactions 250 lb or less at joints) 27, 141 221 23, 24, 25, 26, 211 20, 19, 18, 17, 16, 15 FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =26ft; eave =2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Corner(3) 0 -1 -12 to 3 -1 -12, Exterior(2) 3 -1 -12 to 10 -0 -0, Corner(3) 10 -0 -0 to 13 -0 -0 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for-reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) 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. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2 -0 -0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 27, 14, 22, 23, 24, 25, 26, 21, 20, 19, 18, 17, 16, 15. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 14. 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 26 -0 -0 26 -0 -0 Plate Offsets (X,Y): [22:0- 3- 0,0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.10 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.03 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 14 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Weight: 154 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr end verticals. WEBS 2x4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2x4 DF Stud /Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 26 -0 -0. (lb) - Max Horz 27=- 153(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 27, 14, 221 231 241 25, 26, 21, 20, 19, 18, 17, 16, 15 Max Grav All reactions 250 lb or less at joints) 27, 141 221 23, 24, 25, 26, 211 20, 19, 18, 17, 16, 15 FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 4.2psf; h =25ft; B =45ft; L =26ft; eave =2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Corner(3) 0 -1 -12 to 3 -1 -12, Exterior(2) 3 -1 -12 to 10 -0 -0, Corner(3) 10 -0 -0 to 13 -0 -0 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for-reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) 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. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2 -0 -0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 27, 14, 22, 23, 24, 25, 26, 21, 20, 19, 18, 17, 16, 15. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 14. 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard �NGIN���ING York Engineering Inc. �OKAL �-C s�; 9737' r of STRUCTURAL ENGINEERING ONLY Structural Calculations 4 -2 -48 Stone'bridge Timpanogas Prepared For: Fall Creek Homes 1340 Indian Hallow Drive Ammon, ID 83406 14 -00090 661Tanglewbod Dr. - SFR Office Copy 20 November 2013 Structural Calculations For: Fall Creek Homes Plan #: Timpanogas Location: 4 -2 -48 Stonebridge From: York Engineering Inc. 2329 W. Spring Hollow Rd. Morgan, Utah 84050 (801) 876 -3501 Design Criteria 2012 IRC: Roof Load; Roof Live Load (PSF) Dead Load (PSF) Floor Load; Live Load (PSF) Dead Load (PSF) Seismic Zone: 40 15 40 10 D Wind Speed: 115 mph ult. Exposure C or 150 mph ult. Exposure B Material Properties &Assumptions Concrete (fc'): 2500 psi(found.) to 4000 psi (susp. slab) Concrete Reinforcement: ASTM A615 Grade 60 &Grade 40 20 November 2013 y R`� ENGINEERING 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 Use Simpson straps and tie downs, and meet nailing, reinforcement and other structural requirements as noted on the drawing and within the pages of this document. 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 of the engineer. Roof Truss and beam system to be engineered by the supplier. 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. does not assume. the role of "Registered Design Professional in Responsible Charge" on this project. 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. All exterior walls shall be sheathed with 7/16" APA rated structural wood panel. Block all horizontal edges 1 V? nominal or wider. Sheathing shall extend continuous from floor to top plate and be nailed at least 4" O.C. along sill plate. Nails shall be placed not less than V? from edge of panel and driven flush but shall not fracture the surface of the sheathing. Extend sheathing over gable end to wall joints & over rim joist between floors and nail to rim and wall plates 6" O.C. 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 H 1, H2.5 or equiv. ties each end of each truss. 4. Use 1/2" x 10" J bolts 32" O.C. all foundation walls up to 8'. Use 5/8" bolts with all walls over 8' high. Use 3" x 3" x 1/4" washers 5. If discrepancies are found, the more stringent specification shall be followed. 6. All multiple beams and headers to be nailed using 16d two rows 12" O.C. 7. Contractor shall assure that all materials are used per manufactures recommendations. 8. Site engineering and liability shall be provided by the owner /builder as required. 9. Connect beams & headers over 6 ft., to trimmers with appropriate connectors /hangers. 10. Contractor shall assure that footings are properly drained and that soil is dry and that footings rest on undisturbed native soil 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 cannot be met then contact engineer for further design requirements. 10. The contractor shall conform to all building codes and practices as per the 2012 IRC. 11. Use balloon framing method when connecting floors in split level designs. 12. Nail all shear walls to floor joist using 2: 16d 16" O.C. Add additional floor joist as reqd. 13. Provide joist and rafter hangers as per manufacturers' specifications. 14. 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 15.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 of the header to the bottom plate or install (2) MST 36 straps each end of header extend across wing walls. 16. Use a minimum of 2 -9 %2" LVLs for all headers carrying girder loads. 17. Use 1 1/8" wide timberstrand or equiv. for all rim joist 18. Provide solid blocking through structure down to footing for all load paths. 19. Builder shall follow all recommendations found in all applicable Geotechnical reports. 20. Stacking of two sill plates is permitted with 5/8" J -bolts through both plates. Stacking more than two plates is not permitted without special engineering Plan: Timpanogas Date: 20- Nov -13 Location: 4 -2-48 Stonebridge Footing Calculations back front left Concrete Specs Density (pcf) 150 150 Strength (psi) 2500 2500 Clear Cover Thickness (in) 3 3 Foundation 1.50 Overall Height (ft) 7.83 Height (in) 94 Wall Thickness (ft) 0.67 Thickness (in) . 8 Weight (kips /Ift) 0.78 Footing Specs 10 Width (ft) 1.67 Width (in) 20 Height (ft) 0.83 Height (in) 10 Weight (kips /Ift) 0.21 Area per Ift 1.67 Soil Specs 7.83 94 0.67 8 0.78 right 150 2500. 3 7.83 94 0.67 8 0.78 interior 150 150 2500 2500 3 3 7.83 0.08 94 1 0.67 0.67 8 8 0.78 0.01 1.67 1.50 1.50 1.50 20 18 18 18 0.83 0.83 0.83 0.83 10 10 10. 10 0.21. 0.19 0.19 0.19 1.67 1.50 1.50 1.50 Density (pcf) 125 125 125 125 125 Soil Pressure (psf) 1500 1500 1500 1500 1500 Weight (kips /Ift) 0.49 0.49 0.41 0.41 0.00 Building Loads Roof span 36 36 4 4 0 Roof (kips /Ift) 0.99 0.99 0.11 0.11 0.00 Wall Height (ft) 18 12 14 -14 12 Wall Load (kips /Ift) 0.36 0.24 0.28 0.28 0.18 Floor span i 16 16 2 2 32 Floor Loads (kips /Ift) 0.40 0.40 0.05 0.05 0.80 Total (kips.lft) 1.75 1.63 0.44 0.44 0.98 Calculations Total Weight on Soil (kips) 2.74 2.62 1.41 1.41 1.18 Soil Load (ksf) 1.65 1.57 0.94 0.94 0.78 Required Footing Width (in) Zu ZD 1 ti 1 t3 18 Required Footing Depth (in) 10 10 10 10 10 Plan: Timpanogas Date: 41598 Location: 4 -2-48 Stonebridge 7.25 Sawn Lumber RB -3 RB -4 FB -1 Load Parameters 3 CF = 1.20 Floor Live Load(psf) 40 40 40 Floor Total Load(psf) 50 50 50 Floor 1 Span(ft) 0 0 30 Total Floor Load(plf) 0 0 750 Wall Height (ft) 0 0 0 Wall Weight (psf) 20 20 20 Wall Load(plf) 0 0 0 Roof LL (psf) 40 40 40 Total Roof Load(psf) 55 55 55 Roof Span(ft) 10 32 0 Total Roof Load(plf) 275 880 0 Beam Weight (plf) 4.4 4.4 4.4 Live Load (plf) 200 640 600 Total Load (plf) 279 884 754 Reactions & Moment 11.33 Deflection TL (in) 0.03 Duration Increase 1 1 1 Beam Span(ft) 5 4 3 Reaction 1 (lb) 698 1769 1132 Reaction 2 (lb) 698 1769 1132 Max Moment FtLb 873 1769 849 Max Shear Lb 698 1769 1132 Determine Beam Size Depth Estimate (in) 7.25 7.25 7.25 Width Estimate (in) 3 3 3 CF = 1.20 1.20 1.20 Area = 21.75 21.75 21.75 Momemt of Inertia 1 = 95 95 95 Maximum Bend Stress = 399 808 387 Allowable bend Stress 1020 1020 1020 Factor Of Safety= 2.56 1.26 2.63 Allowable Sheer Stress 180 180 180 Max Shear Cap (Ibs) = 2610 2610 2610 Factor Of Safety = 3.74 1.48 2.31 Bearing Required = 0.57 1.46 0.93 E (psi) 1300000 1300000 1300000 Deflection LL (in) 0.02 0.03 0.01 LLoad Def. . Limit L/ 360 .360 360 Allowable Deflection (in) 0.17 0.13 0.10 LL Deflection F/S 7.34 4.48 11.33 Deflection TL (in) 0.03 0.04 0.01 TLoad Def. Limit L/ 240 240 240 Allowable Deflection (in) 0.25 0.2 0.15 TL Deflection F/S 7.88 4.86 13.51 Selection 2: 2 x 8 2: 2 x 8 2: 2 x 8 Determine Size Depth Estimate (in) Plan: Timpanogas 9.50 11.88 Width Estimate (in) Date: 41598 3.5 3.5 Location: 4 -2-48 Stonebridge 42 33 LVL Beam RB -1 RB -2 FB -2 Load Parameters Allowable Moment = 17862 11775 Floor LL (psfl 40 40 40 Total Floor Load(psf) 50 50 50 Floor Span (ft) 0 0 17 Total Floor Load (plo 0 0 425 Wall Height (ft) 6 0 0 Wall Weight (pso 20 20 20 Wall Load (plfl 120 0 0 Roof LL (psfl 40 40 40 Total Roof Load (psfl 55 55 55 Roof Span (ft) 5 28 0 Roof Load (plfl 138 770 0 Beam Weight (plfl 12.1 10 12 Live Load (plo 100 560 340 Total Load (plfl 270 780 437 Reactions &Moment TL Deflection F/S 1.87 1.86 Duration Increase 1 1 1 Beam Span(ft) 16 9 14 Reaction 1 (lb) 2156 3508 3059 Reaction 2 (lb) 2156 3508 3059 Max Moment FtLb 8626 7894 10708 Max Shear Lb 2156 3508 3059 Max. Shear Stress (psi) 52 106 74 Determine Size Depth Estimate (in) 11.88 9.50 11.88 Width Estimate (in) 3.5 3.5 3.5 Cross Area (in "2) 42 33 42 Allowable Bending Stress = 2604 2684 2604 Allowable Moment = 17862 11775 17862 Momemt of Inertia I = 489 250 489 Factor Of Safety = 2.07 1.49 1.67 Allowable Sheer Stress (psi)= 285 285 285 Allowable Sheer Force (lb)= 7900 6318 7900 Factor Of Safety = 3.66 1.80 2.58 Bearing Required = 0.82 1.34 1.17 E(psi) 1900000 1900000 1900000 Deflection LL (in) 0.16 0.17 0.32 LLoad Def. Limit L/ 360 360 360 Allowable Deflection (in) 0.53 0.30 0.47 LL Deflection F/S 3.36 1.72 1.48 Deflection TL (in) 0.43 0.24 0.41 TLoad Def. Limit L/ 240 240 240 Allowable Deflection (in) 0.80 0.45 0.70 TL Deflection F/S 1.87 1.86 1.72 Selection 2:117/8" 2:9'/2' 2:117/8" Plan: Timpanogas 560 Date: 41598 14 Location: 4 -2 -48 Stonebridge 10 TJI Joist 210 210 Span (ft) 17 18 Depth 11.88 11.88 Load Parameters 16 3.3 Floor Dead Load 10 10 Floor Live Load 40 40 Total Floor Load 50 50 Simple Span Joist Duration Increase 1 1 Joist Span(ft) 17 18 Joist Spacing 19.2 16 Joist Weight (plf) 2.8 2.8 Joist Loading (plf) 83 69 Max Reaction (Ibs) 704 625 Max Moment (FtLb /If) 2991 2813 Max Shear Lb 704 625 Determine Joist Size Depth 11 7/8" 11 7/8" Max Moment 100% (ft -Ibs) = 3620 3620 F. S. for moment = 1.21 1.29 Max Shear 100% (Ibs) = 980 980 F. S. for shear = 1.39 1.57 Bearing Required (in.)= 2.00 2.00 Live Load (U360) = 0.57 0.60 Total Load (U240) = 0.85 0.90 El x 10 "6 (lb -in "2) 283 283 Live Load Deflection (in) 0.47 0.48 Total Load Deflection (in) 0.60 0.63 Live Load F of S 1.21 1.24 Total Load F of S 1.41 1.43 Selection 11 7/8" 210's @ 19.2" o.c 11 7/8" 210's @ 16" o.c 360 560 20 28 14 14 10 10 40 40 50 50 1 1 20 28 16 16 3.3 4.2 70 71 700 992 3498 6945 700 992 14" 14" 7335 11275 2.10 1.62 1080 1265' 1.54 1.28 2.00 2.00 0.67 0.93 1.00 1.40 612 926 0.35 0.88 0.46 1.16 1.88 1.07 2.15 1.20 14" 360's @ 16" o.c 14" 560's @ 16" o.c Plan: Timpanogas 60 Date: 41598 Location: 4 -248 Stonebridge 15.3 BCI JOISTS 6000 Span (ft) 17 Depth 11.88 Load Parameters 40 Floor Dead Load 10 Floor Live Load 40 Total Floor Load 50 Simple Span Joist 18 Duration Increase 1 Joist Span(ft) 17 Joist Spacing 19.2 Joist Weight (plf) 2.5 Joist Loading (plf) 83 Max Reaction (Ibs) 701 Max Moment (FtLb /If) 2980 Max Shear Lb 701 Determine Joist Size 6000 60 90 18 15.3 15.3 11.88 .14 14 10 10 10 40 40 40 50 50 50 1 1 1 18 15.3 15.3 16 16 16 2.5 3.1 4.1 69 70 71 623 534 541 2801 2041 2071 623 534 541 Depth = 11 7/8" 117/811 Max Moment 100% (ft -Ibs) = 3670 3670 F. S. for moment = 1.23 1.31 Max Shear 100% (Ibs) = 1175 1175 F. S. for shear = 1.68 1.89 Live Load (U360) = 0.57 0.60 Total Load (U240) = 0.85 0.90 El x 10 ^6 (lb -in ^2) 305 305 K x 10 ^6 (Ibs) 6 6 Live Load Deflection (in) 0.43 0.45 Total Load Deflection (in) 0.56 0.58 Live Load F of S 1.31 1.34 Total Load F of S 1.53 1.55 Selection 11718" 6000 @ 19.2" 117181, 6000 @ 16" 14" 14" 7440 11390 3.64 5.50 1175 1450 2.20 2.68 0.51 0.51 0.77 0.77 635 940 8 8 0.12 0.09 0.16 0.12 4.17 .5.75 4.78 6.50 14" 60 @ 16" 1491,90 @ 16" Plan: Timpanogas Date: 41598 Location: 4 -2 -48 Stonebridge Seismic Calculations Loading Summary Floor Dead Load (psf) 10 Seismic Zone E Floor Live Load(psf) 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= 0.7 Reduction Sms= 0.70 eq. 16-16 L.L.- Reduction 40.00 Sds= 0.47 eq 16 -18 Total Load 55.00 Cs= 0.086 per eq. 16 -49 Adj. Factor 1.4 Cs= 0.0615 Roof Length W(psf) Lb /ft Width W(lb) 66 23 1518 56 85008 roof wall 9760 Total Mass Tributary to Roof Levels = 94768 Shear (V)(lbs) Roof Levels = 5826 Floor 2 Length W(psf) lb/ft Width W(lb) 66 10 660 56 0 wall height 0 9760 Total Mass Tributary to Floor 2= 0 Shear (V)(lbs) Floor Levels = 0 Floor 1 Length W(psf) lb/ft Width W(lb) 66 10 660 56 15000 wall height 8 12200 Total Mass Tributary to Floor 1= 27200 Shear (V)(lbs) Floor Levels = 1672 Floor 1 Lateral Force U Floor 2 Lateral Force U Root Lateral Force 5826 Total Seismic Mass = 1119bb Total Lateral Force = 5616 Seismic Force Distribution *** Roof Sections *** H(x) W(x) kip W(x)H(x) % Force Total Sheer I Roof 13.3 95 1256 100.00% 5.826045 Floor 1 1.0 U U U.UU% 5.826045 Floor 2 0.0 U U U.UU% 5.8ZbU45 Totals 95 1256 1 V /sum(VVI -Hi) = U.UU464 Total Shear (Ibs) = 5626 t5asement sneer wall F(total) Length Total Load (kips) 5.8 Shear Wall Load (plf) right side 2.9 10 Not Applicable left side 2.9 10 Not Applicable tront 2.9 10 Not Applicable back 2.9 10 Not Applicable door 'I sneer wall F(total) Length Total Load (kips) 5.8 Shear Wall Load (plf) right side 2.9 35 left side 2.9 45 63 tront 2.9 19 153 bacK 2.9 12 243 door L sneer wall F(total) Length Total Load (kips) 5.8 Shear Wall Load (plf) right side 2.9 10 Not Applicable left side 2.9 10 Not Applicable tront 2.9 10 Not Applicable bacK 2.9 10 Not Applicable Shear wall Critical Lengths Wall UL Floor UL Root UL UL (pit) critical I (tt) Front 240 400 990 1086 3 Back 360 400 990 1166 4 Right 280 50 110 293 5 Left 280 50 110 293 4 Calculate Uplift, Force Req'd to Prevent OT (Ibs) Panel Length (ft) 2 3 4 6 8 Front 589 -497 -1583 -3754 -5925 Back 2039 873 -292 -2623 -4954 Right 794 501 208 -378 -964 Left 554 261 -32 -618 -1204 Plan: Timpanogas Date: 41598 Location: 4 -2-48 Stonebridge Wind Loading Calculations using Main Windforce- Resisting System (MWFRS) Longitudinal Direction Wind Design Coefficients P =wind load *exp coeff Iw P= Design Pressure Horizontal Wind Load (from table 1609.6.2.1(1) Wall Load (psf)= end zone (A) 16.1 interior zone (C) 11.7 Roof Load (pso= end zone (B) 2.6 interior zone (D) 2.7 Vertical Wind Load (from table 1609.6.2.1(1) Roof Load (pso= end zone windward (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 (from table 1604.5) 1.0 Wind Speed = 90 Roof Height 8.50 Exposure C Wall Height 9 Truss Span 34 Roof Slope = 6/12 Roof Angle (deg)= 26.56 Sine = 0.4472 Minimum Pressure P =wind load *exp coeff *lw 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 interior zone windward -6.29 0.00 vertical interior zone leeward -6.29 0.00 .4 *Hmean 5.3 .1 *base 5.6 End Zone Width (ft) 5.3 2nd storyEnd Zone Width (ft) 5.3 Interior Zone Width (ft) 45.4 2nd Storylnterior Zone Width (ft) 45.4 Gable Roof Load Width Height Wind Load Force (Ibs) End 5.3 2.5 19.48 262 Interior 45.4 2.98 14.16 3549 Sum = 3810.96 Area Wind Load Force (Ibs) Hip Roof Load End 476 10.00 4760 Interior 0 10.00 0 Total 4760 2nd Stor Wall Load Width Height Wind Load Force (lbtft) Force (Ibf End 5.3 1.0 19.48 206 206.5 Interior 45.4 1.00 14.16 643 642.73 Sum = 849.226 849.23 Vertical Force Width length Wind Load Force (Ibs) end zone windward 5 30.35 FALSE 0 leeward 5 30.35 FALSE 0 interior zone windward 45 30.35 FALSE 0 leeward 45 30.35 FALSE 0 Floor 2 Diaphragm Shear Shear Wall Loads (plf) Total Shear (Ibs) 4760 Front Wall Length 10 Not Applicable Back Wall Length 10 Not Applicable Floor 1 Diaphragm Shear Shear Wall Loads (plf) Total Shear (Ibs) 11554 Front Wall Length 19 304 Back Wall Length 12 481 basement Diaphragm Shear Shear Wall Loads (plf) Total Shear (Ibs) 12403 Front Wall Length 10 Not Applicable Back Wall Length 10 Not Applicable Critical Wall Length (ft)= Front Wall Dead Load (plf)= 1086 Total 14527 Front Wall Critical Length (ft)= 3 Total (plf) 60 Back Wall Dead Load (plo= 1166 Back Wall Critical Length (ft)= 4 Calculate Uplift, Force Req'd to Prevent OT (Ibs) Panel Length (ft) 2 3 4 6 8 10 12 Front 798 285 -228 -1254 -2280 -3306 -4332 Back 1782 1230 677 -429 -1535 -2641 -3747 Plan: Timpanogas Date: 41598 Location: 4 -2-48 Stonebridge Wind Loading Calculations using Main Windforce- Resisting System (MWFRS) Transverse Direction Wind Design Coefficients P =wind load *exp coeff *lw P= Design Pressure Horizontal Wind Load (from table 1609.6.2.1(1) Wall Load (psf)= end zone (A) 16.1 interior zone (C) 11.7 Roof Load (psf)= end zone (B) 2.6 interior zone (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 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 (from table 1604.5) 1.0 Wind Speed = 90 Roof Height 8.5 Exposure C Wall Height 9 Truss Span 34 Roof Slope = 6/12 Roof Angle (deg)= 26.56 Sine = 0.4472 Minimum Pressure P =wind load *exp coeff*lw 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 interior zone windward -6.29 0.00 vertical interior zone leeward -6.29 0.00 End Zone Width (ft) 5.3 2nd storyEnd Zone Width (ft) 5.3 Interior Zone Width (ft) 55.4 2nd Storylnterior Zone Width (ft) 55.4 Gable Roof Load Width Height Wind Load Force (Ibs) End 5.3 2.5 19.48 262 Interior 55.4 2.98 14.16 4330 Sum = 4592.569 Area Hip Roof Load End 561 10.00 5610 Interior 0 10.00 0 Total 5610 2nd Story Wall Load Width Height Wind Load Force (Ibs) End 5.3 1.0 19.48 206 206.4986 Interior 55.4 1.00 14.16 784 784.2978 Sum = 990.7964 990.7964 Vertical Force Width length Wind Load Force (Ibs) end zone windward 5 42.35 FALSE 0 leeward 5 42.35 FALSE 0 interior zone windward 55 42.35 FALSE 0 leeward 55 42.35 FALSE 0 Floor 2 Diaphragm Shear Shear Wall Loads (plf) Total Shear (Ibs) 5610 Left Wall Length 10 Not Applicable Right Wall Length 10 Not Applicable Floor 1 Diaphragm Shear Shear Wall Loads (plf) Total Shear (Ibs). 13536 Left Wall Length 46 147 Right Wall Length 38 178 basement Diaphragm Shear Shear Wall Loads (plf) Total Shear (Ibs) 14527 Left Wall Length 10 Not Applicable Right Wall Length 10 Not Applicable Critical Wall Length (ft)= Left Wall Dead Load (plf)= 293 Total 12403 Left Wall Critical Length '(ft)= 6 Total (plf) 63 Right Wall Dead Load (plf)= 293 Right Wall Critical Length (ft)= 7 Calculate Uplift, Force Req'd to Prevent OT (Ibs) Panel Length (ft) 2 3 4 6 8 10 12 Front 653 538 423 193 -38 -268 -498 Back 839 724 609 378 148 -82 -312 Load Short Form Entire House ` L r �n High Country Heating � �Fwinq P.O. Box 627, Rigby, Id 83442 Phone: 208 - 745 -8056 Fax: 208 - 745 -0817 Email: highcountryhtg @gmail.com For: Fall Creek Homes 1340 Indian Hollow, Idaho Falls, Idaho 83406 Job: 4 -2-48 Stonebridge Date: 11/26/13 By: Steve ROOM NAME Htg Clg Infiltration Htg AVF (cfm) Outsidedb ( °F) -6 89 Method Simplified Ins ide db ('F) 70 75 Construction quality Semi -tight Design TD ( °F) 76 14 Fireplaces 0 Daily range - H 47 Room4 Inside humidity ( %) 50 50 45 63 Moisture difference (gr /lb) 62 -31 1181 81 HEATING EQUIPMENT Room8 COOLING EQUIPMENT Make 396 18 Make Room9 Trade 2400 942 Trade 51 Model 120 1309 Cond 33 AHRI ref Room 12 282 Coil 1764 94 95 Room 13 AH RI ref 1468 Efficiency 80 AFUE 10 Efficiency 0 SEER Heating input 0 MBtuh Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 709 cfm Actual air flow 709 cfm Air flow factor 0.025 cfm /Btuh Air flow factor 0.054 cfm /Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.94 ROOM NAME Area (ft2) Htg load (Btuh) Clg load (Btuh) Htg AVF (cfm) Clg AVF (cfm) Room 1 90 1047 342 26 18 Room2 200 1814 1400 46 76 Room3 184 1773 865 45 47 Room4 226 1800 1161 45 63 Room6 642 3228 1181 81 64 Room8 55 725 396 18 21 Room9 169 2400 942 60 51 Room 10 120 1309 827 33 45 Room 12 282 3752 1764 94 95 Room 13 108 1468 184 37 10 Room 14 o.ft'0% 4 c 106 -7no 1362 -7cnn 664 n� -7 c 34 4 nn 36 A nn Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. - �' = wr'ightSOW Right - Suite® Universal 2012 12.0.13 RSU08580 2013 - Nov -25 08:05:27 X& Page 1 ...ts \wdghtsoftware \Fall Creek \Timpanogas \4 -2 -48 Stonebridge.rup Calc = MJ8 Front Door faces: 1 Entire House d 2889 28207 13101 709 709 Other equip loads 0 0 Equip. @ 0.94 RSM 12315 Latent cooling 897 T/1IT- A l e% I peen I noon -� I .� ��•� n I -Inn I Inn Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2013- Nov -25 08:05:27 �- welghtS W Right - Suite® Universal 2012 12.0.13 RSU08580 Page 2 AM ...ts \wrightsoftware \Fall Creek \Timpanogas \4 -2 -48 Stonebridge.rup Calc = MJ8 Front Door faces: ti Building Analysis Job: 4 -2-48 Stonebridge Date: 11125113 Entire House By: Steve High Country Heating ��hno . � i�nl� P.O. Box 627, Rigby, Id 83442 Phone: 208 - 745 -8056 Fax: 208 - 745 -0817 Email: highcountryhtg @gmail.com INNER Project Information For: Fall Creek Homes 1340 Indian Hollow, Idaho Falls, Idaho 83406 Location: Btu h/W Indoor: Heating Cooling,, Idaho Falls, ID, US 10622 Indoor temperature ( °F) 70 75 Elevation: 4741 ft 24.1 Design TD ( °F) 76 14 Latitude: 44 0N Ceilings Relative humidity ( %) 50 50 Outdoor: Heating Cooling Moisture difference (gr /lb) 61.5 -31.5 Dry bulb ( °F) -6 89 Infiltration: Ducts Dailyrange ( °F) - 34 ( H ) Method Simplified 0 Wet bulb ( °F) - 60 Construction quality Semi -tight 0 Wind speed (mph) 15.0 7.5 Fireplaces 0 Adjustments Heating Component Btu h/W Btuh % of load Walls 4.1 10622 37.7 Glazing 27.2 6808 24.1 Doors 22.0 1774 6.3 Ceilings 1.5 2351 8.3 Floors 1.9 2720 9.6 Infiltration 2.2 3931 13.9 Ducts 0 0 Piping 0 0 Humidification 0 0 Ventilation 0 0 Adjustments 0 Total 1 1 282071 100.0 Cooling Component Btu h/112 Btuh % of load Walls 0.3 652 5.0 Glazing 32.9 8245 62.9 Doors 5.4 432 3.3 Ceilings 0.8 1299 9.9 Floors 0 0 0 Infiltration 0.2 362 2.8 Ducts 0 0 Ventilation 0 0 Internal gains 2110 16.1 Blower 0 0 Adjustments 0 Total 131011 100.0 Latent Cooling Load = 897 Btuh Overall U -value = 0.054 Btuh /f[2- °F Data entries checked. wrtaht3o Right- Suite@ Universal 2012 12.0.13 RSU08580 ...ts \wdghtsoftware \Fall Creek \Timpanogas \4 -2 -48 Stonebridge.rup Calc = MJ8 Front Door faces: I 2013 - Nov -25 08:05:27 Page 1 Component Constructions Job: 4 -2-48 Stonebridge Date: 11/25113 Entire House By: Steve y High Country _ Il�i� �r � illdrin� g • ,7 g P.O. Box 627, Rigby, Id 83442 Phone: 208 - 745 -8056 Fax: 208 - 745 -0817 Email: highcountryhtg @gmail.com jd0ject Intormation For: Fall Creek Homes 1340 Indian Hollow, Idaho Falls, Idaho 83406 Construction descriptions Design Conditions U -value Insul R Location: Loss Indoor: Heating Cooling Idaho Falls, ID, US f? Indoor temperature ( °F) 70 75 Elevation: 4741 ft Btuh/ftz Design TD ( °F) 76 14 Latitude: 44 0N 881 Relative humidity ( %) 50 50 Outdoor: Heating Cooling Moisture difference (gr /lb) 61.5 -31.5 Dry bulb ( °F) -6 89 Infiltration: 217 0.47 Daily ra nge ( °F) - 34 (H ) Method Simplified 0.065 Whet bu I (° F) - 60 Construction quality Semi -tight 141 Wind speed (mph) 15.0 7.5 Fireplaces 0 21.0 Construction descriptions Or Area U -value Insul R Htg HTM Loss Clg HTM Gain 26 0.300 f? Btuhfft2 - °F ff' -° FBtuh Btuh/ft2 Btuh Btuh/ftz Btuh Walls 0 37.2 881 46.3 1096 se 39 0.300 12F -Osw: Frm wall, vnl ext, 3/8" wood shth, r -21 cav ins, 1/2" gypsum n 44 0.065 21.0 4.94 217 0.47 21 board int fnsh, 2 "x6" wood frm ne 298 0.065 21.0 4.94 1472 0.47 141 596 se 382 0.065 21.0 4.94 1885 0.47 181 34.1 sw 324 0.065 21.0 4.94 1601 0.47 154 1701 w 45 0.065 21.0 4.94 224 0.47 21 all nw 255 0.065 21.0 4.94 1260 0.47 121 all 1348 0.065 21.0 4.94 6658 0.47 640 151319- Owc -8: Bg wall, heavy dry or light damp soil, 2 "x4" wood int frm, ne 282 0.040 19.0 3.12 881 0.01 2 concrete wall, r -19 cav ins, 8" thk, 1/2" gypsum board int fnsh se 295 0.040 19.0 3.18 936 0.01 3 22.0 sw 236 0.040 19.0 3.15 744 0.01 2 nw 439 0.040 19.0 3.20 1403 0.01 6 all 1252 0.040 19.0 3.17 3964 0.01 13 Partitions (none) Windows 61C: 61C n 20 0.300 0 22.8 448 10.3 202. ne 26 0.300 0 22.8 593 23.6 614 ne 24 0.490 0 37.2 881 46.3 1096 se 39 0.300 0 22.8 889 30.1 1174 se 16 0.490 0 37.2 596 59.5 952 sw 16 0.490 0 37.2 596 59.5 952 w 18 0.300 0 22.8 418 34.1 626 nw 72 0.300 0 22.8 1642 23.6 1701 nw 20 0.490 0 37.2 745 46.3 927 all 251 0.490 0 27.2 6808 32.9 8245 Doors 11 P0: Door, mtl pur core type se 39 0.290 10.5 22.0 849 5.36 207 nw 42 0.290 10.5 22.0 926 5.36 225 all 81 0.290 10.5 22.0 1774 5.36 432 2013 - Nov -25 08:05:28 Wrigh'Soft Right - Suite® Universal 2012 12.0.13 RSU08580 Page 1 ADM ...ts \wdghtsoftware \Fall Creek \Timpanogas \4 -2 -48 Stonebridge.rup Calc = MJ8 Front Door faces: V Ceilings 1613-50ad: Attic ceiling, asphalt shingles roof mat, r -50 ceil ins, 1/2" gypsum board int fnsh Floors 21 A -24c: Bg floor, heavy dry or light damp soil, 6' depth, carpet flr fnsh 1547 0.020 50.0 1.52 2351 0.84 1299 1432 0.025 0 1.90 2720 0 0 2013- Nov -25 08:05:28 M A� righ Right- Suite® Universal 2012 12.0.13 RSU08580 Page ...ts \wrightsoftware \Fall Creek \Timpanogas \4 -2 -48 Stonebddge.rup Calc = MJ8 Front Door faces: Project Summa Job: 4 -2-48 Stonebridge Date: 11/25/13 Entire House By: Steve High Country Heating P.O. Box 627, Rigby, Id 83442 Phone: 208 - 745 -8056 Fax: 208 - 745 -0817 Email: highcountryhtg @gmail.com Project Information For: Fall Creek Homes 1340 Indian Hollow, Idaho Falls, Idaho 83406 Notes: Design Information Weather: Idaho Falls, ID, US Winter Design Conditions Summer Design Conditions Outside db -6 OF Outside db 89 OF Inside db 70 OF Inside db 75 OF Design TD 76 OF Design TD 14 OF 0 Daily range H Piping Relative humidity 50 % Btuh Moisture difference -31 gr /lb Heating Summary 2889 2889 Structure 28207 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 28207 Btuh Method Construction quality Fireplaces Infiltration Simplified Semi -tight 0 Heating Cooling Area (ft) 2889 2889 Volume (ft3) 15265 15265 Air changes /hour 0.22 0.11 Equiv. AVF (cfm) 56 28 Heating Equipment Summary Make cfm /Btuh Trade in H2O Model Btuh AHRI ref 1.5 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 80 AFUE 0 MBtuh 0 Btuh 0 OF 709 cfm 0.025 cfm /Btuh 0 in H2O Sensible Cooling Equipment Load Sizing Structure 13101 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data n Rate /swing multiplier 0.94 Equipment sensible load 12315 Btuh Latent Cooling Equipment Load Sizing Structure 897 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 897 Btuh Equipment total load 13212 Btuh Req. total capacity at 0.70 SHR 1.5 ton Cooling Equipment Summary Make Trade Cond Coil AHRI ref Efficiency 0 SEER Sensible cooling 0 Btuh Latent cooling 0 Btuh Total cooling 0 Btuh Actual air flow 709 cfm Air flow factor 0.054 cfm /Btuh Static pressure 0 in H2O Load sensible heat ratio 0.94 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2013- Nov -25 08:05:28 rlahOm Right - Suite® Universal 2012 12.0.13 RSU08580 Page 1 AECk ...ts \wrightsoftware \Fall Creek \Timpanogas \4 -2 -48 Stonebridge.rup Calc = MJ8 Front Door faces: Hourly Glazing Load HudC6, Hourly / Average / AEDlinit Maximum hourly glazing load exceeds average by 27.6 %. House has adequate exposure diversity (AED), based on AED limit of 30 %. AED excursion: 0 Btuh 2013 - Nov -25 08:05:28 righo Right - Suite® Universal 2012 12.0.13 RSU08580 Page 1 ...ts \wdghtsoftware \Fall Creek \Timpanogas \4 -2 -48 Stonebridge.rup Calc = MJ8 Front Door faces: 9 AED Assessment .lob: 4 -2-48 Stonebridge Date: 11/25113 Entire House By: Steve High Country Heating P.O. Box 627, Rigby, Id 83442 Phone: 208 - 745 -8056 Fax: 208 - 745 -0817 Email: highcountryhtg@gmail.com Project Information For: Fall Creek Homes 1340 Indian Hollow, Idaho Falls, Idaho 83406 Design Conditions Location: Indoor: Heating Cooling Idaho Falls, ID, US Indoor temperature ( °F) 70 75 Elevation: 4741 ft Design TD ( °F) 76 14 Latitude: 44 0N Relative humidity ( %) 50 50 Outdoor: Heating Cooling Moisture difference (gr /lb) 61.5 -31.5 Dry bulb ( °F) -6 89 Infiltration: Dailyrange ( °F) - 34 ( H ) Wet bulb (OF) - 60 Wind speed (mph) 15.0 7.5 Test for Adequate Exposure Diversity Hourly Glazing Load HudC6, Hourly / Average / AEDlinit Maximum hourly glazing load exceeds average by 27.6 %. House has adequate exposure diversity (AED), based on AED limit of 30 %. AED excursion: 0 Btuh 2013 - Nov -25 08:05:28 righo Right - Suite® Universal 2012 12.0.13 RSU08580 Page 1 ...ts \wdghtsoftware \Fall Creek \Timpanogas \4 -2 -48 Stonebridge.rup Calc = MJ8 Front Door faces: 9 . Right -J® Worksheet Job: 4 -2 -48 Stonebridge W11 Entire House , .. _ 4,9.4. - _. -. , ; .:..- .- 22.80. 4.94 Date: 11125113 -... ;.; _ . 44 _ , o . _. - . 298 X48 1472 By: Steve. . I# High Country Heating . 1 t * 7 ,­- P.O. Box 627, Rigby, Id 83442 Phone: 208 - 745 -8056 Fax: 208 - 745 -0817 Email: highcountryhtg @gmail.com - 0.300. 0 6 9, 1 Room name __ _ 23.63 --dbi Entire House _ Room1 2 Exposed wall 325.5 ft - - : 0 _ 1,00 19.5 ft 3 Room height 9.0 ft d . 9.0 ft heat/cool 4 Room dimensions . ,..: %37_.2.4 : :..46.33: 7.5 x 12.0 ft 5 Room area , , ; 881 2889.0 f t2 90.0 f t2 'A 8 0 Ty Construction U -value Or I HTM I Area (f t2) I Load I Area (f t2) I Load 0.47 30.11 459 39 number ( Bt uh /f t2-° F 1885 889 ( Bt uh /f t or erimeter ft p () Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N /P /S Heat Cool Gross N /P /S Heat Cool ,: , 39 295 849 : 936: 20.7, 3 . 6 . . ­' =° 1p ,, u :: : :...� .; 1.tW1 _ 12F_ Osw _ _ .. _ - _ : :61.0 ..:... 12F -Osw _ ;; _..- . - . _ 0:065 _ _ , _ . _ 0.300 0.065 _. __ "n ::.: _ n:.., ne , .. _ 4,9.4. - _. -. , ; .:..- .- 22.80. 4.94 0.47. _ s 10.2.:.. 0.47 ,.._. .. .._ 64. 20 324 -... ;.; _ . 44 _ , o . _. - . 298 X48 1472 _. ,202 . 141 - .__ _ _. 0 0 ;; _ . 0 0 0 0 0. 0 1 t * 7 ,­- 61 C 15119 -0wc -8 - 0.300. 0 6 9, ne. ne : _, .- 22.80 . :3.12 __ _ 23.63 --dbi 26 ; 306 0. 282 _ , _593. . 881 , . 61 -4 2 - -..0 1`08 - - : 0 _ 1,00 _ 0 313 . -0- 11 I .. __ _:N­ 61 C.: .. . ..0 I -0:490 . :;, ne :- . ,..: %37_.2.4 : :..46.33: - .: 24 : " I Q.. " ., , , ; 881 1096 'A 8 0 :: 298 371 V 12F -Osw 61 C 0.065 0.300 se se 4.94 22.80 0.47 30.11 459 39 382 0 1885 889 181 1174 0 0 0 0 0 0 0 0 - 11 PO 15 -8 : , , 0.290, 0.069 se :. se , 22.04 318: 5.36. 0:01 39 311 ,: , 39 295 849 : 936: 20.7, 3 . 0 0 0 , 0 0 0 0 0: : . _.._ " W I19-Owc 61 C .: <. - 12F -Osw : . _ _ __ 0:490 0.065, - .. se <;. sw _ _ : 37.24: _ _ :.4.94.. 59:49 _ 0.47 . 16. 324 0 324 596 _ 1601 952 <: 154 0 0 0 0 _:. . 0 0, 0. 0. ___. _ � _ . , ;15119 -Ow c- 8: _ _ . 0:069: -. _ .. sw : 3:15' 0.01 252 . , . `'236 .. 744. 2 - o o -. .o o. , ­ .::...... _ .: - _ 61 C. :,, . . � _ ....... 12F -Osw 61 C .:: „. - .. ...:.. 0:.490 0.065 0,3.00. :.. sw : w w _..:..37".24 :.: 4.94 22 80: ,, <59..49 ...... 0.47 34.14 :> 16 64 _18. . .... . -,: 0 ......... 45 _. 0 :' :596. :: 224 41.8" . 952 21 626 .. 0 .. 0 -.: 0. ;_ :. 0 0 . : - _ _.: :`_ , Q .. 0 - _, . 0. 0 0 , - � . ,. :. ,. . ,-.V. 1 I- . . � .� w: - ., s 12F 0 w 61 C ,,; :. . _ _ ..... _ :0:065 :0.300: - _ - ;, nw. - ,nw , .. . _ _ 4.94 I .22;80 _ _ 0 47 23.63 369 7:2 255 -' .0 ' `' 6 .. 12, 0 , _ 6 121 _ ,: . < 1701 .. 0 0 . 0 :::. 0 0 0. 0 0 I ::. " . 1 - t ­ . _ ­_ . _ : " -� C 11 P0:. _...: _ _ .:..._ 15B19 -0wc -8 61 C _ _ I 1 66 50ad_.:_.. : ._ ,_ ..:0. 290 0.069 0.490 :.....,0,020, nw_....:, nw nw _ .. _...... - .,:...._ :22.04;- 3.20 37.24 :`:.1..52: ;., ...:._: ; 5.36 0.01 _ . - 46.33 _. 0.84 _...._ __.. ., 42 459 : -. 20 - 1547 _ ._: _....._.__._ .:.. ,. , ._._.,..._ .. .42 . . 439 _ 0 _. 1`547 " :926 ` ..._- _ _ , . ,_....... 1403 745 : , _..... 225 6 927 1299. s _ . . ._ 0 68 0. _ .:... > . 0. . ­.­­_­,­­W 68 0 _ .....0 >, v0 222 0 0_:.. 0 1 0. :0,: . ! ­.­., _ F ...____. I . I I , . - .- I : - :I 21 A -24c . _ __. . _ -_ ._ _..- 0.025 _..__. ,- .. - 1 90 0.00 1432 1432 _ .. ,. __ ... 2720 0 _ 90.., _ 90 _ - 17 -1, - 0 4_� � - I I , . I 1 1 ,: : . 1 �: I : . ;- ......... - , I I . _.. _. ,... �.. :. -.... .. . _...... - . .. ....... ....... _.. .. „ .. - I I I . - I � : 1: .. � I 6 c) AED excursion 0 -35 Envelope loss /gain 1 24276 10629 1003 338 12 a) Infiltration 3931 362 44 4 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 ' 7 1610 0 0 , Appliances /other 500 0 Subtotal (lines 6 to 13) I 28207 13101 1047 342 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 28207 13101 1047 342 15 Duct loads 0% 0% 0 0 -0% 0%1 01 0 Total room load 28207 13101 1047 342 I Air required (cfm) I I 1 709 709 26 18 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 'MI�1R'���#���#* 2013- Nov -25 08:05:28 Rig ht- Suite@ Universal 2012 12.0.13 RSU08580 Page 1 AM ...ts \wrightsoftware \Fall Creek \Timpanogas \4 -2 -48 Stonebridge.rup Calc = MJ8 Front Door faces: Right -J® Worksheet Entire House of" r High Country Heating P.O. Box 627, Rigby, Id 83442 Phone: 208 - 745 -8056 Fax: 208 - 745 -0817 Email: highcountryhtg @gmail.com Job: 4 -2 -48 Stonebridge Date: 11/25/13 By: Steve 1 Room name Room2 Room3 2 Exposed wall - 29.0 ft 29.0 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 1.0 x 200.0 ft 1.0 x 184.0 ft 5 Room area 200.0 f t2 184.0 f t2 Ty Construction U -value Or ' I HTM I Area (f t2) I Load I Area (f t2) I Load I number o (Bt uh /f t - F (Bt uh /f t) 2 or perimeter (ft) (Btuh) or p erimeter (ft) ( Btuh ) Heat Cool Gross N /P /S Heat Cool Gross N /P /S Heat Cool I 6 , : ­L _ _� 12F -Osw 0:065 : :: n : 4:94 :.. , 0. 4.7 0 , _ .. _ 0 . _ 0 0 :': 0 . ..... -_... . _,I ,, 61 C.: _: - 0.300 _ _ _ _ _ _. n < <: _. _... - ._.. 22.80 10:28 : - -0 .; ,. _ .. 0 ,. -. 0:._: 0 0 : , 0 0: 0 . 12F -Osw 0.065 ne 4.94 0.47 0 0 0 0 0 0 0 0 * t 1. 61 C _ 0.300 ne 22.80 23.63 ` 0 0 0 0 0 0 0 11 .:: I � tVW _I; 158 9- 1 Owc -8 . _ . ; 0.069 ; .ne 3:12 -. 0.01' 0 0 ; : 0 0 144 128 _ 391 0 � 1.I , . �t-L 61 C .. , _ 0'.490. .. ne - 37..24 46.33 _ , . - O : 0 : :.. : ::. 0 . 0 1'6. 0 . :583. . _... :726 1 12F -Osw 0.065 se 4.94 0.47 0 0 0 0, 0 0 0 0 -7-- 61 C 0.300 se 22.80 30.11 0 0 0 0 0 0 0 0 ­ .:19 P0, .. ...< . , ., 0.290 se 22.04. . , . 5.36 0 . 0 0 . 0 0 O 0 0 � , ,-1 16319 c -8 _ Ow _0.069 , se - 3:18' 0.01 . . 0 _., , _ - : ;: 0 0 .. . . _ 0 117 117 .; ; 384: _0 2 1. 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Appliances /other 0 0 Subtotal (lines 6 to 13) 1814 1400 1773 865 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 . 0 14 Subtotal 1814 1400 1773 865 1151 Duct loads -0% 0% 0 0 -0% 0% 0 0 Total room load 1814 1400 1 1773 865 Air required (cfm) 46 76 1 1 1 45 47 Calculations approved by ACCA to meet all reauirements of Manual J 8th Ed. 2013- Nov -25 08:05:28 �r'ightoutt- Right - Suite® Universal 2012 12.0.13 RSU08580 Page 2 ... ts \wdghtsoftware \Fall Creek \Timpanogas \4 -2 -48 Stonebddge.rup Calc = MJ8 Front Door faces: Right -J® Worksheet yob: 4 -2 -48 Stonebridge 1. 11, . Entire House date: 11/25/13 .. w By: Steve .... ' r *i High Country Heating P.O. Box 627, Rigby, Id 83442 Phone: 208 - 745 -8056 Fax: 208 - 745 -0817 Email: highcountryhtg @gmail.com 1 Room name Room4 Room6 2 Exposed wall 27.0 ft 43.0 ft . 3 Room height 0 0 9.0 ft 0 heat/cool 9.0 ft heat/cool 0 4 Room dimensions 0 0 Redistribution 1.0 x 226.0 ft 0 1.0 x . 642.0 ft 0 5 . 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I1 . - r i : 1 ,-. ­1_ _ _.... ... _ . 241 6 c) AED excursion -28 Envelope loss /gain 1740 926 3131 1172 12 a) Infiltration 61 6 97 9 b) Room ventilation 0 0 0 - 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances /other 0 0 Subtotal (lines 6 to 13) 1 _ 1 1 1800 1161 1 3228 1181 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal .1800 1161 3228 1181 15 Duct loads -0%1 0% 01 0 -0%1 0%1 01 0 room load 1800 1161 3228 1181 ITotal Air required (cfm) I I 1 45 63 .81 64 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wellightmol 2013- Nov -25 08:05:28 �� Right - Suite® Universal 2012 12.0.13 RSU08580 Page 3 ...ts \wrightsoftware \Fall Creek \Timpanogas \4 -2 -48 Stonebridge.rup Calc = MJ8 Front Door faces: Right -J® Worksheet Entire House its, High Country Heating P.O. Box 627, Rigby, Id 83442 Phone: 208 - 745 -8056 Fax: 208 - 745 -0817 Email: highcountryhtg @gmail.com Job: 4 -2 -48 Stonebridge Date: 11125/13 By: Steve 1 Room name Room8 Room9 2 Exposed wall 5.5 ft' 28.0 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 10.0 x 5.5 ft 12.5 x 13.5 ft 5 Room area 55.0 f t2 168.8 f t2 Ty Construction U -value Or HTM I Area (f t2) I Load I Area (f t2) Load number (Btuh /ft2 - °F (Btuh /f t2) or perimeter p ft () Btuh () or perimeter ft I Btuh Heat Cool Gross N /P /S Heat Cool Gross N /P /S Heat Cool 6 1I , . _ - ..., 12F:Osw _ ::. _ _ _ 0:065 - _ `; n _ _. 4.94' _. _._ - 0.47. _ __ _ _ 0 ;" .. 0 :... .. 0 : 0 0 0 0: 0 . . : "I ­' .:.: 61 C _ -..__. _ ._ . , ... _ .: -: 0.3.00 n :;; 22:80 _ ... 1 _ 10 :28 _ ....... _ __..._ :, . _ 0 __. _.._.. _ _. -__ _ _..._.:. 0 .:_...:. 0- _ 0 . . V�J 12F -0sw 0.065 ne 4.94 0.47 50 34 165 16 122 122 600 -58 ' I-G ' 61 C, ,:._. _ - 0.300- -. ne, 22.80_ 23.63. :_ .:._,16 :,. _ 0 _ -- 365 __ _. _ 378 ... 0. 0 0 0 11 : 11 1 B 9- _ 5 1 _ Owc 8 0:069, ne : _ 3.12; 0.01: _:: 0 0 . : 0 -.. 0 . - -.. 0 0 0: 0 I. .I . ­ 61 C -. .... . . 0.490 _ ne:; .. 37.24: .:46.33 . _ -_ 0 0 ,; .: . D ._ : ;:.. :.:.. _ ; 0 0 .. 0 : 1-.0 ..- - :0 V 12F -Osw 0.065 se 4.94 0.47 0 0 0 0 113 97 477 46 61 C 0.300 se 22.80 30.11 0 0 0 ; 0 16 0 365 482 1.1 PO -: .. , . -, _.. 0.290 , -s e. . 22.04, .. 5.36 . 0 _0. 0 0 0 0: 0.. 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" :... _ 0.065 nw - , 4.94 :: >. :. -.. _ ..:0.47 _ _ .. : : 0 .. __.. 0 . - _ - - 0 � . . 0 - 0 . _ _ 0 _ -- _0 - .. - . _ . _. 61 C . :... .. .:..:: 0.300: .. _ : _ _ .. nw : .. ,; , - 22.80 >23.63 . :_ ,. 0 _..: _ :. ._,. :.. 0 -. : __ _. ,:: , -; - o _ _ _ -_.... .: ::. 0 , .- _ . 0 0 0` I _._._._..,.. _ ,1.. �_� :.;_ :, 1 -1 PO :. _.:: . -._ ._..... -... __.._._ - -1 __ , ._. _... __ .., ; 0.290 -. _ .._ - -- ..- ,;_ - nw _ _- W _ -- ," 22 0 - ... .- 4: ; 5,36- 0 _ _ ._. _... _ _._ ........ 0 __...- . - -_ 0 : < , .. 0 _......._. -._ _ 0 __. __.- . _... 0 -. 0 � - 0: t.�. 151319 -0wc -8 0.069 nw 3.20 0.01 0 0 0 0 0 0 0 - 0 , - 61 C : _ _ - 0.490 nw 37.24 46.33 -: 0 0 0 0 0 0 0 0 C 1 . 166 :60ad 0:020 ,, 1.52 0 84 .. _. _ ...._. __ _ _- ..._ _ ..._ .. , .....__ . . . ......... . >;. .. -.. :7 : 46 _ .._.... .. _ .1.69. :1.69 ..:......., _ 256 :. ..: 1:42.: . � . . I I I . i I . ; ..- F . ; : % I . , : . . : , , I I � I -� , ,; r" I 1 � �, - - I o .I I � .: - . - : , � I 1 21A-24c : , . _ 0.025 -; - 1.90 0.00 0 0 0 0 25 - 25 47 0 I I H . , . - , I . � I ' I T �' I - � : ' : I f� I ­ : �. r I : - - , I :. .:. . . I 1 z -1 1 _... -:.F, __ ._._., . _ - -__ _. __-_�W f _ ___. ... _ . -1. ::._.- _ F. w : ....; ._.. _ . �___._ _. _.. _.... _..._ ...._.._ _ . __._.... _ _ ..._ ___ . _. _......._ __ _.__ 6 c) AED excursion -54 -76 Envelope loss /gain 1 614 386 1835 660 12 a) Infiltration 111 10 566 52 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 1 230 Appliances /other 0 0 Subtotal (lines 6 to 13) 1 725 396 2400 942 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 725 396 2400 942 1151 Duct loads I I -0% 0% 0 0 -0% 0% 0 0 Total room load 725 396 2400 942 Air required (cfm) 18 21 1 60 51 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. jr"�#�4if?�' 2013- Nov -25 08:05:28 A; b_�" Right - Suite® Universal 2012 12.0.13 RSU08580 Page 4 ...ts \wdghtsoftware \Fall Creek \Timpanogas \4 -2 -48 Stonebridge.rup Calc = MJ8 Front Door faces: I - - . .1 1. - -- - -1 . .. � - - - - - - - - - - - ''-"- --" - - .' . . 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Eh Ire House f 68 b) Room ventilation Date: By: Y 11/25/13 Steve 0 . "f r ; ' o-i High Country Heating 0 0 13 Internal gains: Occupants @ 230 1 P.O. Box 627, Rigby, Id 83442 Phone: 208 - 745 -8056 Fax: 208 - 745 -0817 Email: highcountryhtg @gmail.com 230 2 1 Room name 460 Appliances /other Room10 Room12 2 I 3 Exposed wall Room height 0 9.0 ft 13.0 ft heat/cool 9.0 ft 36.6 ft heat/cool 4 Room dimensions 10.0 x 12.0 ft 1764 1.0 x 281.8 ft 5 * Room area 0 120.0 ft2 0 281.8 ft2 0 Less transfer i i Ty Construction n umber U -value ( Bt uh /f t2- ° F Or I HTM ( Bt uh /f t2 ) I Area (ft2) or erimeter p ft I () Load Btuh ( ) I Area (ft2) I or perimeter (ft) Load (Btuh) 0 0 Heat Cool Gross N /P /S Heat Cool Gross N /P /S Heat Cool I I 6 . . - - : . I ' I - - - - - -._ t1I _ :... 12F. Osw ;. 61 __ C. -..__. _ _ __ -. _ _.,: 0:065 = 0:300. . n;.,_ n . <. . 4.94 .22.80 0.47 _ 1 =0;28- : :; 0 .. _ _ _ . - _ 0 _ ._. : 0 _ 0 25 20 0 98. 129 ' _ .. 9 _ -.. _ . _ 58` . 127-0sw 0.065 ne 4.94 0.47 0 0 0 0 0 0 0 0 . 11 � -. �i _ _ :.: V -" 61 C 15819 -0wc -8 _ -... __. ._. 61 C .. .. ..: 12F -Osw 61 C ; _0.300.... .0:069 , .. 0:490 0.065 0.300 ne .. .: ne : ne se se 22.80 . 3.12 -. ., _ .37.24:.....:, 4.94 22.80 -- 23.63 ._. 0.01 46.33. 0.47 30.11 . ..0 . , . 0 0 90 16 _ 0 ,_ 0 74 0 0. ,. 366 365 0- 35 482 : - :, : .. <., -:0 : l-O....., 0 0 . , 0 - 0 0 , 0, 0 0 .0. 0 0 . . _ _ . ,. I r. - �� . .-. - -- : :. W . � V- _ -p .I . - t. . " : I -� . :,, . Y - _ ._ , : : 1- - . . I i- �I - - ; o- I 1. ; � I �: 1: , : :;�, _ �' :. C .:. --'1 - 11 PO " _ , . 15619 -0wc -8 ..: , :: " 61.0 > . 12F -Osw _ _ _ 15819 Owc ,8 '61 C..,;':: - .:- ... ; .: 12F -Osw 61 C _ :1, : Osw 61 . , . :_ C _ . _ . 1.1 -0::,; .. _._. ,. _ .: __., 15619 -Owc -8 61 C 166 -50ad > :::. _... 0.290 . - . . 0.069 . _0.490. __._ _ 0.065. 0.069 0:490. 0.065 0,300- _ 0.065 0.3.00, _ _ ._ 0.290. 0.069 0.490 .....:.0:020: se_ . se . ` se :, sw .. sw _ ,.sw w _ w.. - , nw ", nw :, :;..nw_ nw - nw :::...... ; ::.... 22.04 : 3.1 8:. __ 37.24 4.94... -:.. 3.15 - 37.24. 4.94 - 22.8.0- :. . 4.94. 22.80 2.04, _.._,2 ___- 3.20 37.24 1.52 :...:::..0.84: 5.36 _ 0S0 > 59.49 _ : 0.47.., ;. 0.01 ...: -. 59.49 0.47 34.14. :. .. _ . 0.47 23.63, ..- .__ 5.36 0.01 46.33 0 0 _ . :. 27 D _. __. . 0 _ .. - 0 .... _ 0 _ _ .. 0 0 0 _:1.20. .... _ _. 0 0 _.. 7 0 0 _0... « 0 _ . 0 0 0 120 _ _ _ . 0. : 0. :; _ ._ .133 ... 0 _' 0 ._ 0.... . 0 _ 0 :.. 0 0 _.. 182 ` , ; 0 0 13: 0. 0 0 � ;`0 0. 0 0 . 101: __...... ,- 0 0 126 0 25 -- > -; - .6 1:53. - 21. 0 0 282...;: - 0 .. 0 . 126 , . 0 20 :. _ ,, 0 ._ 112 _,21 " 0 0 282 0 0 622. 0: .98 . - - -129. 553; 56' 4631, 0 0 '' 428:. _ .. 0. 0' 60. 0`; 9 193. 53 ; 473:. 113: __. .. __ 0 0 ........ _ 237; . -. , , F � : , . : �'1 I � 1 � . ..:. ,, _ � " : :, , , : r� . , . :I ' 1 , � . - .', , . I � :I � % : . . ': - . .: � I ' 1 � . : .- , � I - . ;. - . I �- : - : - 1 . 21 A -24c .. _ ,:z _ . _ .. 0.025 _:. . . -. _ . 1 90. - 0 00, _,.: - _. 0 ..._ _ _ 0 0 : -:- 0 18 4 . 18 34 _ 0 p . I . I . _ I - - . .1 1. - -- - -1 . .. � - - - - - - - - - - - ''-"- --" - - .' . . '.: - ", - . - , I - '. -;-"-.-'i�_' �------ --if--:-'.-'� ... -.: I , - .. '�-1-7:-'---..'*':'' �� �'----- � . :- � � I-- I -. �' . ix: i, ,A � � - , � I - -" '. � -" � - -_--�';" � -�' - ' : , � , , � - � - - I '." : " '� " . i Ik . -'.- , - ,'�- , ;�' , -- ; - ,: �' :- , �- I , - - * ': . �.,- , e"� ' � ' -- --', -. � - - �'." � -�,% , : I � , I ,; 7 � : - , - ' , , ' -. -.1- -:-1---:�'-:.:"--.�-'� -'- -;-i':":'�'��--"�'.-*'� - - , I . - , , . . �- - - -. 1- I ` is . , �7. � ..' -� , .'-' �" �� � . , , , - , , , : .'., . . 1.'. . . -':�:�"':_._ �"l , � _1 I j -1. . . � ,. , .-::, , , :1 � , - . . � - . I . I ; : - - - . -, � - � , _-� , '- � , , . . . 1. I I --- - . . - '-'Id- I - - -�- I , - - . � - .- , ,�': -, I - : - � � , , ,z , ... i �:': � ,'iit " : , ., , I p -.- � - - -, - -....�� -..-,, ..:-.,,- ---� 1:1 " , I I.- I I I I 1 6 c) AED excursion -581 1 1 30 Envelope loss/gain s 1046 573. 3011 1236 12 a) I nfiltration 263 24 741 68 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 2 460 Appliances /other 0 0 i i 1 Subtotal (lines 6 to 13) 1309 827 3752 1764 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1309 827 3752 1764 15 Duct loads -0% 0% 0 0 -0% 0%1 0 0 Total room load 1309 827 3752 1764 Air required (cfm) i I 1 33 45 94 95 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. �,�,;,� 2013- Nov -25 08:05:28 %, Rig ht-Su ite® U niversal 2012 12.0.13 RSUO8580 Page 5 ...ts \wdghtsoftware \Fall Creek \Timpanogas \4 -2 -48 Stonebridge.rup Calc = MJ8 Front Door faces: AWRight -J® Worksheet Job: 4 -2 -48 Stonebridge Entire House Date: 11125/13 . . '� By: Steve r, " High Country Heating . P.O. Box 627, Rigby, Id 83442 Phone: 208 - 745 -8056 Fax: 208 - 745 -0817 Email: highcountryhtg @gmail.com . 1 Room name Room13 Room14 2 Exposed wall 20.0 ft 12.5 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 1.0 x 107.8 ft 1.0 x 106.3 ft 51 Room area 107.8 f t2 1 106.3 f t2 Ty Construction U -value Or I HTM I Area (f t2) I Load I Area (f t2) Load number (Bt uh /f t2- ° F (Bt uh /f t2) or perimeter (ft) ( Btuh or perimeter p ft ()I Btuh ( ) Heat ' Cool Gross N /P /S Heat Cool I Gross N /P /S Heat Cool -. 6 r - . 1� _ . - 12F Usw . 0:065 :. n ;: 4.94; 0:47 _ -. , - D : .0 .... . 0 ` 0 .. 0 . 0 0 I I .- L � .. - 61.C_ : _ . _.. _ . _: _ :, 0:300 n .' :: ::22.80 10,28. . ., ;: __ _ " - . . � II ' . 127-0sw 0.065 ne 4.94 0.47 0 0 0 0 0 0 0 0 • '--C'_ : -- 61 C. _ . 0.300 ne__ 80 - 23.63. _ '. . 0 ._. _ . .,0 0 0 0 0 1 1 f "` 1W - - 151310- c` Ow 8 0:069 ` ".'ne ' ' 3.12 0.01 0 . - 0 -- - -. , .0 0 ` - 0 _ _ _. -- _0 . 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J ., .; 0 :. :. o: �12F -Osw 0.065 w 4.94 0.47 0 0 0 0 0 0 0 0 _ 61 C _,: _,' _ - . _ >. 0.300 _ w.. 22.80_ __, 34.14, - 0' _ _ _ ..,_ 0 _ 0 _ . _. _ -0 0. 0 0 .. 0 _I - .. ' 12F =0sw: : 0:065 nw' :94 .4_ ;:0.47 .. . . _ 0 0.. 0 0 0 0 : � ,. . ;� � , .. - - -� T '- _ :61 C _ - ., .. : 0.300 _ nw: _. . 22.80 . , :.. >:. _ 3: 2..6.3 - .> _. ';0 ". , . , 0 .. 0 0 -. 0 0 , " � _.. - " 1I ` 11 PO ,­- , .. . :::.. 0.290: nw;: . 22:04 . .:::. " .: 5.36. ... ' _ ...:: 0. -_ ,;.: - _ ; :.: . 0 :. ,,: V 0..... ;; : _ ... ;. 0 .. 0 ." .... , 0 0. V- 151319 -0wc -8 0.069 nw 3.20 0.01 0 0 0 0 0 0 0 0 _ VC' ­� _.,, _ ­.1 61 C _._. _ ...__ _ . 0.490 nw 37.24 _ 46.33 0 0 0 0 0 0 0 C 1 fiB =5Oad _. _ _...... _ __ . _......._ :' :....... __.._._ 0.020 :- _ 1..52 - _ -; .0.84 -- ._- _ _. __.- -; 108 _.. -.._ . 08_ _ ._.._._... 1 -08 , :: _ . -. __. 164. _ ......_.. 91 106 _._ ..- .._...... 106 -r .` 1.61 -- : -. 89 F . : � .1 ' ' I . 1 1 , . �1 . � : I � : - _". -; 1 . , :; . . I . , . � � - - : I - :- � I , , . ,- . I _I , : , ,1� - ��. ' . - ' . 1 , _� , I ;- : . � : : , . . � � . .� � ' . , . " . . . � '. I , �, . . . I I . �I I - : - ! : . - _ : , - � - � . � - . : : 1 , . ' , . , , I , . 21A-24c 0.025 : 1.90 0 00 6 6 10 0 17 17 33 - -7 _, - . . , :: , , � , . . - , I 0 . , :_I , .I --, . I 1 : :; . . . : . I : . I 1 . , �I . i I � I - � ; . I , :: . � . � ,. , - - ' I ,� � 1. �I 0 ' , . ; ., 0 . - , - . : p :1 � - � ; : - : , , " - 'r ;�i . ­ ' � " : ,- " , �� , : ' ': I �: � " I : - ,: . . . . - . I I !.� : I ' . .' , � _. _.. -.- - ._ - -- _.. . ". -. _. _ . . . .'_ : . _ ,. _:. .... .. - _. _ ...: _.: .. :. .... :.. .__..: _.. . -. l - . . I " I - : . , I I 6 c) AED excursion -29 - -105 Envelope loss /gain 1063 147 1109 1 141 12 a) Infiltration 404 37 253 23 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances /other 0 500 Subtotal (lines 6 to 13) 1468 184 1362 i 664 Less external load 0 0 0 0 Less transfer 0 0 0 ; , 0 Redistribution 0 0 0 0 14 Subtotal 1468 184 1362 664 15 Duct loads -0% 0% 0 0 -0% 0% 0 0 Total room load 1468 184 1362 664 Air required (cfm) 37 10 1 1. 34 36 Calculations approved by ACCA to meet all reauirements of Manual J 8th Ed. Arc t-# - '�I� ightsci't� 2013- Nov -25 08:05:28 N Right- Suite®U Universal 2012 12.0.13 RSU08580 Page 6 ...ts \wrightsoftware \Fall Creek \Timpanogas \4 -2 -48 Stonebridge.rup Calc = MJ8 Front Door faces: . . .. .. Right -J® Worksheet Job: 4 -2 -48 Stonebridge - Entire House Date: 11/25/13 . . t. By: Steve . . "" r `i High Country Heating P.O. Box 627, Rigby, Id 83442 Phone: 208 - 745 -8056 Fax: 208 - 745 -0817 Email: highcountryhtg @gmail.com 1 Room name Room15 2 Exposed wall 62.4 ft 3 Room height 9.0 ft heat/cool 4 Room dimensions 1.0 x 707.5 ft 5 Room area 707.5 f t2 I I Ty Construction U -value Or I HTM I Area (f t2) I Load I Area I Load I number Bt uh /f t2- OF Bt uh /f t2) or perimeter (ft) (Btuh) or perimeter Heat Cool Gross N /P /S Heat Cool Gross N /P /S Heat Cool I I 6 �1 ; ;:.. ';�1: 12F -0sw .. .. v..:> -.. , . 0.065, .:. n , ..... ,: = 4:94.: .:.0.47 ,.::. >, 8 : _.. 3 .24 ': 119 ... 11 . � - -G.. 61 :.:. C.. _ 0.300 __ . .- _ n __ _._._ 22:80. 10:28 : 14 _ ..... _ ; 0 _.. _ -.. :319 _ :_ 144 _. _. _. _. _ _: . . _...- . 12F -Osw 0.065 ne 4.94 0.47 153 143 706 68 * '--G 61 C _ - 0.300 ne._ 22.80. 23.63 - 10 :: 11 _ . _ .. _ 15B19-Owc'8 .._ .: _ - _ 0:069 _ ::ne 3.12; 0:01: :0 0 _. . .. 0 . °0 :I . . - _ . 61_C:::... . 0:490 _. ne 37_.24 - 46.33: . ::;. 0 _. 1 . .. -0 0. ..' 0 - : _. . 12F -Osw 0.065 se 4.94 0.47 54 30 146 14 61 C 0.300 se 22.80 30.11 7 0 160 211 1 ..: , _ _ ,. 11 PO _. , . . _ ' _ . 0.290 _ se . .22.04 _ .. 5.36 . .: 18. - , . ,. 386 , . , _ .. 94 _ _.._, , _ . � I 15619- 0wc -8. 0.069 .. se: - .18: 3 . 0.01: 0 0 0: :."' 0 _ : - :.' i I ,� 61 C .:_ . _ -. _ . : .... . ; 0:490_ ,. , : _ se :: 37:24 59.49: _::;:0 :. ;;.. _ ..: __ . 0 :; 0 0 ;, . _. , . W_ 12F-Os _ _: _ _ _.0.065.. _ sw_ . _ _4.94. 0.47 _ _ 63 __ 63 _ _.. 311 , .30 . :_.. _.:. -- . I : .. : 15119 -0wc 8 _ _ >; _ _ ._ 0 0. 69 _ sw_ , _. 3:15: - 0.01; _, D . _._. - 0 ,. 0 - "0 ! I 1 , _::_. - ;. 61C..,;:- ..,..- __ _ .. _ ... ._. , :_0.490 .; ::- sw. ._.. _:_37.24: - __..::59.49.. - ..... :.......0 _ . - .::: I 12F -Osw 0.065 w 4.94 0.47 38 26 126 12 61 C 0.300 w __ .. _ . _ 22.80 __ 34.14 1.3 ..... _ _ ...._ .., Q __., _ 289 432 i r .� : :. �I _ - 12F Osw _ <> . 6.1 C... . : .. - .0:065 _ 0.300 nw _: - nw .: . :4:94 " 22,8 0' 0:47 23 63 216 52 143 :. _0 ­,­ `:.706 1186 ' 68 ' 1229 .. ` , . I �� : : _ . 11 PO :.:» „ .. _ . _. -._ _._..... -._ - :0.290 _ nw:, 22.04;: :: :.:5.36. .: ., : 21. -. . 21 . _ ... _::_:.463 .. :, - 113 _.:..: _ _ . _ 151319 -0wc -8 0.069 nw 3.20 0.01 0 0 0 0 I 61 C 0.490 nw 37.24 46.33 0 0 0 0 . I1 r . - C16B'.50ad _ ._. -.._ ... _ _.. _ .._.. __ ... _..._.. Y _ -- - _._ ... _ r. - 0:020 -._ .__..._. - -- . - - .....: .: - 1.52 :: _ 0. 84'' _ _.... _ 708 . _. :_ _ - ..._.... 708. ':` ...._ . __ _ _ _ '1075 ` _ ... _.._ .._. -. _ . 594 _._.._ _ ___ ....... ...... _ ..... .... - ............ ... . :...... ...... . . . I F ­ :.... ,., : - . . ... . � :, , _ . ­1 ... :. ...... _ .__.._ . .. _ .. _ 21 A -24c . __ : _ . _ .._ _ ., . _,..__.,.. ,... _.- ...... .::. ....:.. ..... :. :" . - -... _ .. .: __ ... , - _..... -.. _..... _- ,,.:.:. 0.025 _ :_ . __ . ' :',: .. . .._ _ ... . -. _.;. ..._...... -.... -_ ._ .. _::...- - _.... . . . _ -< . . _ ._ .. ,. _ ._... _. 1.90 - . _.._. .. -- - - -. ., .- - _. _ . _. 0.00 - - - ...... .. ... - . - . .. ..... _ .. _... , _: 24 . _ .. . .._ .._ .. _. -_ . .. _ , :..... -. 24 .... _....... . :.., .. -..- 46 . ,.. .... - _ 0 ...... . _. _ . -.. _ _ __. . - - -.. ...._. _ _ .._...,. .. - . _ .. :.. _.. -. __.. __.. .. ... _ _ _ .. ___ _....... _ I . _- :.e­. ­. . ... : ,.; . _. i I I I � I I . . . I . � , , . I - , I . I . ; : � �, , ,I : , - :.'- I L._, . 1 . -- 1 : 1L - . . _ . : . I ; �. , , � _ %� � - , - _ I 6 :I ;�: : - � , I ' � I � �" .I I . 1. ; . � � , . � - - ' , ' :. ,­ " , , * �. fx ­ �. � ^ I � I : -, , , - - . - . _ -- ._ . , - I . � . ' . * . � , � . , , I � I 1� ; � : � , , � - I . , . I �- � . � _ , . � , _:..:.. I ' _.... „: ., :. ,, .. . ; . , -. - - , . I I . �I :.I . : " , � . ­- , , � I - , , I t :: � _. . _ - :. :. .......... , � : ____ .: - . _-,_-- ......: _. _ . . -: _....._ ._..:. _.: _: _ . :: :.. __ -. -- __ - :.. ..: .... - :_. _._. -:I- __ . :. - ..._... _. _ . ; .. ..- .. _ .. _- . _ -. ___. -.._ ;:. _ .... _. , ,t. ,._ _. ..._ -. _ _ 1_ . _... -__., . _ - -- - w :._ -_.. . _. -.. ._ _ . _ __.... _. _ ... _ _ ._ _ _..... _. _.. _ _. __. __ _. _. . ,, -, _.__- ... -_...- _ __ -. _ _ _. <. __ .._.___.__ .._ i I I I I i I I. I i ! I i 11F - 6 c) AED excursion 3 I Envelope loss /gain 6266 3259 I 12 a) Infiltration 1263 116 I i b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 . I � Appliances /other 0 . 1 I Subtotal (lines 6 to 13) 7529 3375 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 7529 3375 15 Duct loads -0% 0% 0 0 Total room load 3375 Air required (cfm) . 189 183 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. , r;�ghtso 2013- Nov -25 08:05:28 A& Rig ht- Suite® Universal 2012 12.0.13 RSU08580 Page 7 ...ts \wdghtsoftware \Fall Creek \Timpanogas \4 -2 -48 Stonebridge.rup Calc = MJ8 Front Door faces: jlls� main Job M 4 -2 -48 Stonebridge Performed by Steve for: Fall Creek Homes 1340 Indian Hollow Idaho Falls, Idaho 83406 High Country Heating P.O. Box 627 Rigby, Id 83442 Phone: 208 - 745 -8056 Fax: 208 - 745 -0817 highcountryhtg@gmail.com Scale: 1 : 85 Page 1 Ri gh t Sui te® Uni ve rsal 2012 12.0.13 RSU08580 2013- Nov -25 08:06:49 .impanogas\4 -2 -48 Stonebridge.rup iN /1 Basement Job M 4 -2 -48 Stonebridge Performed by Steve for: Fall Creek Homes 1340 Indian Hollow Idaho Falls, Idaho 83406 High Country Heating P.O. Box 627 Rigby, Id 83442 Phone: 208 - 745 -8056 Fax: 208 - 745 -0817 highcountryhtg @gmail.com Scale: 1 : 85 Page 2 Right Suite® Universal 2012 12.0.13 RSU08580 2013- Nov -25 08:06:49 ...impanogas14 -2 -48 Stonebridge.rup Duct System Summary Entire House Ing High Country Heating P.O. Box 627, Rigby, Id 83442 Phone: 208 - 745 -8056 Fax: 208 - 745 -0817 Email: highcountryhtg @gmail.com i'Llroject Intormation For: Fall Creek Homes 1340 Indian Hollow, Idaho Falls, Idaho 83406 Job: 4 -2-48 Stonebridge Date: 11 125113 By: Steve Name Design (Btuh) Htg (cfm) Clg (cfm) Heating . Cooling External static pressure 0 in H2O - 0 in H2O Pressure losses 0.30 in H2O 0.30 in H2O Available static pressure -0.3 in H2O -0.3 in H2O Supply / return available pressure - 0.1.3 / -0.17 in H2O -0.13 / -0.17 in H2O Lowest friction rate -0.07 in /100ft -0.07 in /100ft Actual air flow 709 cfm 709 cfm Total effective length (TEL) 45 451 ft 0 Supply ShMt Name Design (Btuh) Htg (cfm) Clg (cfm) Design FR Diam (in) H x W (in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk Room1 h 342 26 18 -0.07 0 Ox 0 ShMt 39.9 150.0 st1 A Room10 c 827 33 45 -0.09 0 Ox 0 ShMt 27.1 130.0 st1 Room12 c 1764 94 95 -0.08 0 Ox 0 ShMt 32.0 130.0 st2 Room13 h 184 37 10 -0.09 0 Ox 0 ShMt 10.4 140.0 st2 Room 14 c 664 34 36 -0.08 0 Ox 0 ShMt 4.6 160.0 st 1 Room15 h 1125 63 61 -0.08 0 Ox 0 ShMt 35.4 140.0 st1 Room 15 -A h 1125 63 61 -0.08 0 Ox 0 ShMt 19.1 150.0 st1 Room15 -B h 1125 63 61 -0.07 0 Ox 0 ShMt 50.9 150.0 st1 B Room2 c 1400 46 76 -0.09 0 Ox 0 ShMt 30.5 115.0 st2A Room3 c 865 45 47 -0.08 0 Ox 0 ShMt 38.1 135.0 st1 C Room4 c 1161 45 63 -0.07 0 Ox 0 ShMt 27.1 170.0 st1 A Room6 h 1181 81 64 -0.07 0 Ox 0 ShMt 22.9 165.0 st1 Rooms c 396 18 21 -0.07 0 Ox 0 ShMt 28.9 160.0 st1 A Room9 h 942 60 51 -0.07 0 Ox 0 ShMt 41.1 140.0 st1 A Name Trunk Type Htg (cfm) Clg (cfm) Design FR Veloc (fpm) Diam (in) H x W (in) Duct Material Trunk st1 C Peak AVF 45 47 -0.08 0 0 8 x 0 ShtMetl st1 B st1 B Peak AVF 108 108 -0.07 0 0 8 x 0 ShtMetl st1 A st1 A Peak AVF 258 261 -0.07 0 0 8 x 0 ShtMetl st1 st1 Peak AVF 532 528 -0.07 0 0 8 x 0 ShtMetl st2 Peak AVF 177 181 -0.08 0 0 8 x 0 ShtMetl st2A Peak AVF 46 76 -0.09 0 0 8 x 0 ShtMetl st2 2013- Nov -25 08:05:30 - 0lghts!o' Right- Suite® Universal 2012 12.0.13 RSU08580 Page 1 ...ts\wri htsofware \Fall reek \T' mpanogas \4 -2 -48 Stonebn' dge.rup Calc - MJ8 Front Door faces. Return Branch Detail Table Name Grill Size (in) Htg (cfm) Clg (cfm) TEL (ft) Design FR Veloc (fpm) Diam , (in) H x W (in) Stud /Joist Opening (in) Duct Matl Trunk rb 1 Ox 0 107 82 68.0 -0.24 340 0 3.25x 14 10x9 SJSp 47 rb2 Ox 0 . 46 76 129.5 -0.13 240 Q. 3.25x14 10x9 SJSp rt2A rb3 Ox 0 45 63 174.5 -0.10 199 0 3.25x14 1 Ox9 SJSp rt1 rb4 Ox 0 45 47 250.5 -0.07 148 0 3.25x14 10x9 SJSp rt 1 B rb5 Ox 0 131 105 134.5 -0.12 415 0 3.25x14 10x9 SJSp rt2 rb6 Ox 0 179 179 154.5 -0.11 567 0 3.25x 14 10x9 SJSp rt 1 rb7 Ox 0 96 106 221.5 -0.08 334 0 3.25x14 10x9 SJSp rt 1 A rb8 Ox 0 60 51 223.5 -0.07 191 0 3.25x14 10x9 SJSp rt1A Return Trunk Detail Table 2013- Nov -25 08:05:30 wr ghtso' Rig ht-Su ite@) U niversal 2012 12.0.13 RSU08580 Page 2 .A& ...ts \wrightsoftware \Fall Creek \Timpanogas \4 -2 -48 Stonebridge.rup Calc = MJ8 Front Door faces: Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk rt1 B Peak AVF 45 47 -0.07 0 0 8 x 0 ShtMetl rt1 A rt1 A Peak AVF 201 203 -0.07 0 0 8 x 0 ShtMetl rt1 rt1 Peak AVF 425 445 -0.07 0 0 8 x 0 ShtMetl rt2 Peak AVF 177 181 -0.12 0 0 8 x 0 ShtMetl rt2A ' Peak AVF 46 76 -0.13 0 0 8 x 0 ShtMetl rt2 2013- Nov -25 08:05:30 wr ghtso' Rig ht-Su ite@) U niversal 2012 12.0.13 RSU08580 Page 2 .A& ...ts \wrightsoftware \Fall Creek \Timpanogas \4 -2 -48 Stonebridge.rup Calc = MJ8 Front Door faces: y REScheck Software Version 4.4.3 Compl"iance Certmifoicate Project Title: 4 -2 -48 Stonebridge Energy Code: 2009 I ECC Location: Idaho Falls, Idaho Construction Type: Single Family Building Orientation: Bldg. faces 135 deg. from North Glazing Area Percentage: 15% Heating Degree Days: 7918 Climate Zone: 6 Construction Site: Owner /Agent: Designer /Contractor: 1340 Indian Hollow Fall Creek Homes High Country Heating Idaho Falls, Idaho 83406 1340 Indian Hollow High Country Heating Idaho Falls, Idaho 83406 P.O. Box 627 Rigby, Id 83442 208- 745 -8056 highcountryhtg @gmail.com Compliance: Passes usi• UA trade-off Compliance: 4.7% Better Than Code Maximum UA: 297 Your UA: 283 The % Better or Worse Than Code index reflects how close to compliance the house is based on code trade -off rules. It DOES NOT provide an estimate of energy use or cost relative to a minimum -code home. Wall 1: Wood Frame, 16" o.c. 64 21:0 0.0 3 Orientation: Back Window 1: Other:Double Pane with Low -E 20 0.350 7 SHGC: 0.32 Orientation: Back Wall 2: Wood Frame, 16" o.c. 324 21.0 0.0 17 Orientation: Left Side Window 1: Other:Double Pane with Low -E 26 0.350 9 SHGC: 0.32 Orientation: Left Side Wall 3: Wood Frame, 16" o.c. 459 21.0 0.0 22 Orientation: Front Door 1: Solid 39 0.290 11 Orientation: Front Window 1: Other:Double Pane with Low -E 39 0.350 14 SHGC: 0.32 Orientation: Front Wall 4: Wood Frame, 16" o.c. 324 21.0 0.0 18 Orientation: Right Side Wall 5: Wood Frame, 16" o.c. 64 21.0 0.0 3 Orientation: Right Side Window 1: Other:Double Pane with Low -E 18 0.350 6 SHGC: 0.32 Orientation: Right Side Wall 6: Wood Frame, 16" o.c. 369 21.0 0.0 15 Orientation: Back Door 1: Solid 42 0.290 12 Orientation: Back Window 1: Other:Double Pane with Low -E 72 0.350 25 SHGC: 0.32 Orientation: Back Basement Wall 1: Solid Concrete or Masonry 306 19.0 0.0 12 Project Title: 4 -2-48 Stonebridge Report date: 11/25/13 Data filename: C: \Program Files (x86) \Check \REScheck \4 -2-48 Stonebridge.rck Page 1 of 6 Orientation: Left Side Wall height: 9.0' Depth below grade: 8.0' Insulation depth: 9.0' Window 1: Other:Double Pane with Low -E SHGC: 0.65 Orientation: Left Side Basement Wall 2: Solid Concrete or Masonry Orientation: Front Wall height: 9.0' Depth below grade: 8.0' Insulation depth: 9.0' Window 1: Other:Double Pane with Low -E SHGC: 0.65 Orientation: Front Basement Wall 3: Solid Concrete or Masonry Orientation: Right Side Wall height: 9.0' Depth below grader 8.0'. Insulation depth: 9.0' Window 1: Other:Double Pane with Low -E SHGC: 0.65 Orientation: Right Side Basement Wall 4: Solid Concrete or Masonry Orientation: Back Wall height: 9.0' Depth below grade: 8.0' Insulation depth: 9.0' Window 1: Other:Double Pane with Low -E SHGC: 0.65 Orientation: Back Ceiling 1: Flat Ceiling or Scissor Truss 24 0.350 8 311 19.0 0.0 13 16 0.350 6 252 19.0 0.0 10 16 0.350 6 459 19.0 0.0 19 20 0.350 7 1547 50.0 0.0 40 Compliance Statement. The proposed building design described here is consistent with the building plans, specifications, and other calculations submitted with the permit application. The proposed building has been designed to meet the 2009 IECC requirements in REScheck Version 4.4.3 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. Name - Title Signature Date Project Notes: Job Number: 4 -2 -48 Stonebridge Project Title: 4 -2-48 Stonebridge Report date: 11/25/13 Data filename: CAProgram Files (x86) \Check \REScheck \4 -2-48 Stonebridge.rck Page 2 of 6 REScheck Software Version 4.4.3 Inspect'ion Checkl'is Energy Code: 2009 IECC Location: Idaho Falls, Idaho Construction Type: Single Family Building Orientation: Bldg., faces 135 deg. from North Glazing Area Percentage: 15% Heating Degree Days: 7918 Climate Zone: 6 Ceilings: ❑ Ceiling 1: Flat Ceiling or Scissor Truss, R -50.0 cavity insulation Comments: Above -Grade Walls: ❑ Wall 1: Wood Frame, 16" o.c., R -21.0 cavity insulation Comments: ❑ Wall 2: Wood Frame, 16" o.c., R -21.0 cavity insulation Comments: ❑ Wall 3: Wood Frame, 16" o.c., R -21.0 cavity insulation Comments: ❑ Wall 4: Wood Frame, 16" o.c., R -21.0 cavity insulation Comments: ❑ Wall 5: Wood Frame, 16" o.c., R -21.0 cavity insulation Comments: ❑ Wall 6: Wood Frame, 16" o.c., R -21.0 cavity insulation Comments: Basement Walls: ❑ Basement Wall 1: Solid Concrete or Masonry, 9.0' ht / 8.0' bg / 9.0' insul, R -19.0 cavity insulation Comments: ❑ Basement Wall 2: Solid Concrete or Masonry, 9.0' ht / 8.0' bg / 9.0' insul, R -19.0 cavity insulation Comments: ❑ Basement Wall 3: Solid Concrete or Masonry, 9.0' ht / 8.0' bg / 9.0' insul, R -19.0 cavity insulation Comments: ❑ Basement Wall 4: Solid Concrete or Masonry, 9.0' ht / 8.0' bg / 9.0' insul, R -19.0 cavity insulation Comments: Windows: ❑ Window 1: Other:Double Pane with Low -E, U- factor: 0.350 For windows without labeled U- factors, describe features: #Panes Frame Type Thermal Break? Yes No Comments: ❑ Window 1: Other:Double Pane with Low -E, U- factor: 0.350 For windows without labeled U- factors, describe features: #Panes Frame Type Thermal Break? Yes No Comments: ❑ Window 1: Other:Double Pane with Low -E, U- factor: 0.350 Project Title: 4 -2-48 Stonebridge Report date: 11/25/13 Data filename: C: \Program Files (x86) \Check \REScheck \4 -2-48 Stonebridge.rck Page 3 of 6 For windows without labeled U- factors, describe features: r #Panes Frame Type Thermal Break? Yes No Comments: ❑ Window 1: Other:Double Pane with Low -E, U- factor: 0.350 For windows without labeled U- factors, describe features: #Panes Frame Type Thermal Break? Yes No Comments: ❑ Window 1: Other:Double Pane with Low -E, U- factor: 0.350 For windows without labeled U- factors, describe features: #Panes Frame Type Thermal Break? Yes No Comments: ❑ Window 1: Other:Double Pane with Low -E, U- factor: 0.350 For windows without labeled U- factors, describe features: Vanes Frame Type Thermal Break? Yes No Comments: ❑ Window 1: Other:Double Pane with Low -E, U- factor: 0.350 For windows without labeled U- factors, describe features: #Panes Frame Type Thermal Break? Yes No Comments: ❑ Window 1: Other:Double Pane with Low -E, U- factor: 0.350 For windows without labeled U- factors, describe features: #Panes Frame Type Thermal Break? Yes No Comments: ❑ Window 1: Other:Double Pane with Low -E, U- factor: 0.350 For windows without labeled U- factors, describe features: #Panes Frame Type Thermal Break? Yes No Comments: Doors: ❑ Door 1: Solid, U- factor: 0.290 Comments: ❑ Door 1: Solid, U- factor: 0.290 Comments: Air Leakage: ❑ Joints (including rim joist junctions), attic access openings, penetrations, and all other such openings in the building envelope that are sources of air leakage are sealed with caulk, gasketed, weatherst(pped or otherwise sealed with an air barrier material, suitable film or solid material. ❑ Air barrier and sealing exists on common walls between dwelling units, on exterior walls behind tubs /showers, and in openings between window /door jambs and framing. ❑ Recessed lights in the building thermal envelope are 1) type IC rated and ASTM E283 labeled and 2) sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. ❑ Access doors separating conditioned from unconditioned space are weather - stripped and insulated (without insulation compression or damage) to at least the level of insulation on the surrounding surfaces. Where loose fill insulation exists, a. baffle or retainer is installed to maintain insulation application. Wood- burning fireplaces have gasketed doors and outdoor combustion air. Automatic or gravity dampers are installed on all outdoor air intakes and exhausts. ' Air Sealing and Insulation: ❑ Building envelope air tightness and insulation installation complies by either 1) a post rough -in blower door test result of less than 7 ACH at 50 pascals OR 2) the following items have been satisfied: (a) Air barriers and thermal barrier: Installed on outside of air - permeable insulation and breaks or joints in the air barrier are filled or repaired. (b) Ceiling /attic: Air barrier in any dropped ceiling /soffit is substantially aligned with insulation and any gaps are sealed. Project Title: 4 -2-48 Stonebridge Report date: 11/25/13 Data filename: C: \Program Files (x86) \Check \REScheck \4 -2-48 Stonebridge.rck Page 4 of 6 (c) Above -grade walls: Insulation is installed in substantial contact and continuous alignment with the building envelope air barrier. (d) Floors: Air barrier is installed at any exposed edge of insulation. (e) Plumbing and wiring: Insulation is placed between outside and pipes. Batt insulation is cut to fit around wiring and plumbing, or sprayed /blown insulation extends behind piping and wiring. (f) Comers, headers, narrow framing cavities, and rim joists are insulated. (g) Shower /tub on exterior wall: Insulation exists between showers /tubs and exterior wall. Sunrooms: Sunrooms that are thermally isolated from the building envelope have a maximum fenestration U- factor of 0.50 and the maximum skylight U- factor of 0.75. New windows and doors separating the sunroom from conditioned space meet the building thermal envelope requirements. Materials Identification and Installation: Materials and equipment are installed in accordance with the manufacturer's installation instructions. Materials and equipment are identified so that compliance can be determined. Manufacturer manuals for all installed heating and cooling equipment and service water heating equipment have been provided. Insulation R- values and glazing U- factors are clearly marked on the building plans or specifications. Duct Insulation: Lj Supply ducts in attics are insulated to a minimum of R -8. All other ducts in unconditioned spaces or outside the building envelope are insulated to at least R -6. Duct Construction and Testing: Building framing cavities are not used as supply ducts. All joints and seams of air ducts, air handlers, filter boxes, and building cavities used as return ducts are substantially airtight by means of tapes, mastics, liquid sealants, gasketing or other approved closure systems. Tapes, mastics, and fasteners are rated UL 181A or UL 181 B and are labeled according to the duct construction. Metal duct connections with equipment and /or fittings are mechanically fastened. Crimp joints for round metal ducts have a contact lap of at least 1 1/2 inches and are fastened with a minimum of three equally spaced sheet -metal screws. _ Exceptions: Joint and seams covered with spray polyurethane foam. Where a partially inaccessible duct connection exists, mechanical fasteners can be equally spaced on the exposed portion of the joint so as to prevent a hinge effect. Continuously welded and locking -type longitudinal joints and seams on ducts operating at less than 2 in. w.g. (500 Pa). Lj Duct tightness test has been performed and meets one of the following test criteria: (1) Postconstruction leakage to outdoors test: Less than or equal to 231.1 cfm (8 cfm per 100 ft2 of conditioned floor area). (2) Postconstruction total leakage test (including air handler enclosure): Less than or equal to 346.7 cfm (12 cfm per 100 ft2 of conditioned floor area). (3) Rough -in total leakage test with air handler installed: Less than or equal to 173.3 cfm (6 cfm per 100 ft2 of conditioned floor area). (4) Rough -in total leakage test without air handler installed: Less than or equal to 115.6 cfm (4 cfm per 100 ft2 of conditioned floor area). Temperature Controls: Where the primary heating system is a forced air - furnace, at least one programmable thermostat is installed to control the primary heating system and has set - points initialized at 70 degree F for the heating cycle and 78 degree F for the cooling cycle. Heat pumps having supplementary electric- resistance heat have controls that prevent supplemental heat operation when the compressor can meet the heating load. Heating and Cooling Equipment Sizing: Additional requirements for equipment sizing are included by an inspection for compliance with the International Residential Code. For systems serving multiple dwelling units documentation has been submitted demonstrating compliance with 2009 IECC Commercial Building Mechanical and /or Service Water Heating (Sections 503 and 504). Circulating Service Hot Water Systems: Circulating service hot water pipes are insulated to R -2. F-1 Circulating service hot water systems include an automatic or accessible manual switch to turn off the circulating pump when the system is not in use. Heating and Cooling Piping Insulation: F1 HVAC piping conveying fluids above 105 degrees F or chilled fluids below 55 degrees F are insulated to R -3. Project Title: 4 -2-48 Stonebridge Report date: 11/25/13 Data filename: C: \Program Files (x86) \Check \REScheck \4 -2-48 Stonebridge.rck Page 5 of 6 i Swimming Pools: Heated swimming pools have an on /off heater switch. Pool heaters operating on natural gas or LPG have an electronic pilot light. Timer switches on pool heaters and pumps are present. Exceptions: Where public health standards require continuous pump operation. Where pumps operate within solar- and /or waste - heat - recovery systems. Lj Heated swimming pools have a cover on or at the water surface. For pools heated over 90 degrees F (32 degrees C) the cover has a minimum insulation value of RA 2. Exceptions: Covers are not required when 60% of the heating energy is from site - recovered energy or solar energy source. Lighting Requirements: A minimum of 50 percent of the lamps in permanently installed lighting fixtures can be categorized as one of the following: (a) Compact fluorescent (b) T -8 or smaller diameter linear fluorescent (c) 40 lumens per watt for lamp wattage <= 15 (d) 50 lumens per watt for lamp wattage > 15 and <= 40 (e) 60 lumens per watt for lamp wattage > 40 Other Requirements: Snow- and ice- melting systems with energy supplied from the service to a building shall include automatic controls capable of shutting off the system when a) the pavement temperature is above 50 degrees F, b) no precipitation is falling, and c) the outdoor temperature is above 40 degrees F (a manual shutoff control is also permitted to satisfy requirement's'). Certificate: F-I A permanent certificate is provided on or in the electrical distribution panel listing the predominant insulation R- values; window U- factors; type and efficiency of space- conditioning and water heating equipment. The certificate does not cover or obstruct the visibility of the circuit directory label, service disconnect label or other required labels. NOTES TO FIELD: (Building Department Use Only) Project Title: 4 -2-48 Stonebridge Report date: 11/25/13 Data filename: CAProgram Files (x86) \Check \REScheck \4 -2-48 Stonebridge.rck Page 6 of 6 1:21 2009 IECC Energy Efficiency Certificate Ceiling / Roof Wall Floor / Foundation Ductwork (unconditioned spaces): Window Door Heating System: Cooling System: Water Heater: Name: Comments: 50.00 21.00 19.00 0.35 0.32 0.29 NA Date: