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2008, 05-13 Permit App: 08001732 ResidenceProject Number: 08001732 Inv: I Application Date: 5/13/2008 Page 1 of 3 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Parcel Number: 55074.3502 Block: Lot: SiteAddress: 18114 E MANSFIELD AVE Owner: Name: VIKING CONSTRUCTION, INC Address: 2605 W HAYDEN AVE Location:: CSV HAYDEN LAKE, ID 83835 Zoning: R-3 SF Res District Water District: 134 CONSOLIDATED ID #19 Hold: ❑ Area: 7,830 Sq Ft Width: 0 Depth: 0 Right Of Way (ft): 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review Information: .,kms. . Review Building Plan Review I Released By Originally Released: 5/8/2008 By: tmelbourn Driveway/Approach Released By: Originally Released: 5/13/2008 By: jdavis Landuse/Zoning/HE Conditions Released By: Originally Released: 5/7/2008 By: mpalaniuk Sewer Review [ Released By: Permits: Operator: JD Printed By: JD Print Date: 5/13/2008 Project Number: 08001732 Inv: I Application Date: 5/13/2008 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit --- - - -- Approach ---- Contractor: VIKING CONSTRUCTION Firm: VIKING CONSTRUCTION Address: 2605 W HAYDEN AVE Phone: (208) 762-9106 HAYDEN, ID 83835 Item Description APPROACH -CONST IN ROW Contractor: VIKING CONSTRUCTION Address: 2605 W HAYDEN AVE HAYDEN, ID 83835 Building Height 20.6 Units Unit Desc Fee Amount 1 NUMBER OF $50.00 Permit Total Fees: $50.00 Building Permit Firm: VIKING CONSTRUCTION Phone: (208) 762-9106 Building Characteristics Description Grp Tyne Notes 1&2 FAMILY R-3 VB 2ND FLOOR R-3 VB BASEMENT U R-3 VB GARAGE U-1 VB Item Description RESIDENTIAL PERMIT FEE WSBCSURCHARGE SF PLNS RVW < 7999 SQ FT Contractor: VIKING CONSTRUCTION Address: 2605 W HAYDEN AVE HAYDEN, ID 83835 Item Description GAS WATER HEATER GAS APPLIANCE<=100,000BTU GAS PIPING HEAT PUMP OR A/C 0-3 TONS VENTILATING FANS HOOD -TYPE 11 Permit Total Fees: $77.00 Operator: JD Printed By: JD Print Date: 5/13/2008 Page 2 of 3 This Application: Total Project: S(l Ft Valuation S(l Ft Valuation 524 $49,774.76 524 $49,774.76 661 $49,363.48 661 $49,363.48 648 $9,720.00 648 $9,720.00 498 $9,462.00 498 $9,462.00 Totals: 2,331 $118,320.24 2,331 $118,320.24 Units Unit Desc Fee Amount 1 SELECT $1,100.15 1 SELECT $4.50 1 SELECT $440.06 Permit Total Fees: $1,544.71 Mechanical Permit Firm: VIKING CONSTRUCTION Phone: (208) 762-9106 Units Unit Desc Fee Amount 1 NUMBER OF $10.00 1 NUMBER OF $12.00 3 # OF UNITS $3.00 1 NUMBER OF $12.00 3 NUMBER OF $30.00 1 NUMBER OF $10.00 Permit Total Fees: $77.00 Operator: JD Printed By: JD Print Date: 5/13/2008 Page 2 of 3 Project Number: 08001732 Inv: I Application Date: 5/13/2008 Page 3 of 3 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Contractor: VIKING CONSTRUCTION Address: 2605 W HAYDEN AVE HAYDEN, ID 83835 Item Description TOILETSBIDETS SINKS SHOWERS TUBS DISH WASHERS GARBAGE DISPOSAL CLOTHES WASHER FLOOR DRAINS MISCELLANEOUS FIXTURES Plumbing Permit Firm: VIKING CONSTRUCTION Phone: (208) 762-9106 Units Unit Desc Fee Amount 2 NUMBER OF $12.00 3 NUMBER OF $18.00 2 NUMBER OF $12.00 2 NUMBER OF $12.00 1 NUMBER OF $6.00 1 NUMBER OF $6.00 1 NUMBER OF $6.00 1 NUMBER OF $6.00 3 NUMBER OF $18.00 Permit Total Fees: $96.00 Notes w Payment Summary Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing Approach $50.00 $50.00 $0.00 $50.00 Building Permit $1,544.71 $1,544.71 $0.00 $1,544.71 Mechanical Permit $77.00 $77.00 $0.00 $77.00 Plumbing Permit $96.00 $96.00 $0.00 $96.00 $1,767.71 $1,767.71 $0.00 $1,767.71 Disclaimer: Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the code or of any other state or local laws or ordinances. Signature: Operator: JD Printed By: JD Print Date: 5/13/2008 Permit Center Sp(` - 11707 E Sprague Ave, Suite 106 PERMIT 2NUM13ER: ,;oo*Vdlle Spokane Valley, WA 99206 PERMIT FEE: .7 (509)688-0036 FAX: (509)688-0037 Community Development "�+-.''.S�Okane�rallP� nro,rnm Residential Construction .New Construction ❑ Accessory Bldg Permit Application ❑ Addition/Remodel ❑ Deck ❑ Other: SITE ADDRESS I �` %1 � 1 t� i^ Ave - ASSESSORS PARCEL NO: r>!1CYl� I . 7 L\L:') LEGAL DESCRIPTION: Building owner Name: # OF STORIES: I Address: City: , ^ , n Zip: .er �r) Phone:. ( Cii " ax: -Z L Contact Person.: - Name: Phone: Describe the scope of work in detail: Contractor Name: Address: City: Zip: Phone: Fax: Lic No: Llf%;; xp. Date: City Business Lic No: Cost of Project: $ M ' **************The following MUST be complete: (write N/A if not applicable)********************** HEIGHT TO PEAK: DIMENSIONS: i t # OF STORIES: I TOTAL HABITABLE ACE: MAIN FLOOR TO SQ. 2"" -FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE FTG�� �7 �' �° (� �0 - r— T. AREA: 2498 FINISHED BASEMENT G GE SQ. TG: DECK/COV. PATIO SQ. FTG: 30% SLOPES ON SQ. FTG: / J 15CL. FT ✓fir PROPERTY: N 4 # OF BEDROOMS: 75 CONSTRUCTION TYPE: HEAT SOURCE: SEWER OR SEPTIC? rzF- S. S F"0,R" T> A ( -5! wVa. DISCLAIMER The permitee verifies, acknowledges and agrees by their signature that: 1) If this permit is for construction of or on a dwelling, the dwelling is/will be served by potable water. 2) Ownership of this City of Spokane Valley Permit inure to the property owner. 3) The signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done in full compliance with the City of Spokane Valley Development Code. Referenced codes are available for review at the City of Spokane Valley Permit Center. 5) This City of Spokane Valley Permit is not a permit or approval for any violation of federal, state or local laws, codes or ordinances. 6) Plans or additional information may be required to be submitted, and subsequently approved before this application can be processed. Signature 6(_. i ' Date 6 b { U) Method of Payment. (Faxed permit ap lications will only be accepted with major bankcard) ❑ Cash ❑ Check ❑ Mastercard ❑ VISA Bankcard #: Expires: VIN#: Authorized Signature: REVISED 8/25/2005 ❑ Other Sj�Ie'�an .1000*Ualley 11707 E Sprague Ave Suite 106 ♦ Spokane Valley WA 99206 509.921.1000 ♦ Fax: 509.921.1008 to cityhall@spokanevattey.erg Residential Plan Submittal Minimums ❑ Completed Building & Mechanical application with: Accurate address, Parcel Number and/or Legal Description, description of work, owner and contractor information, signature, and date. w sets of plans including Site Plan, elevations, floor plans, foundation plans With details, roof plan, framing plans & details. Show the height of any proposed buildings or accessory structures. Floor plan for each floor: Dimension to scale (minimum 1/8") and label each Room (including sq. footage of house and garage on plans) Show each level of existing house and square footage of any additions. All braced wall panel types: show locations and details of installation, including engineered design. 7 Egress windows: Provide at least one window or exterior door approved for Emergency escape or rescue from a basement and in every room for sleeping. Smoke detector locations 22" X 30" attic access location 18" X 24" crawl space access: One-hour separation detail: between house and garage Floor framing details: Joist type, size, spacing and installation details Roof framing plan and details Furnace and hot water heater location. All header locations: type, size, and connections tlir Foundation plan Insulation information SITE PLAN SCALE: V= 20'- 0" LOT 2 Bi r' c- K SONATA SPRINU SPOKANE VALLEY, WA. O 70.001 PROPERTY LINE LOT ?.RdA 7,910 6-0" T 54'-0" .i WN RF'-' ."1'"1' ":L. si �no ON CRADr This site plan is being submitted for the propose of obtaining a building permit and is a true and correct representaion of the propsal. All known property line/dimensions, curb lines, structures and easements have been identified. Also indicated are wetlands, bodies of water, steep slopes or other critical areas. Si - 2d: J.W. ZAK Date: 5-6-O8 j j PROPOSED j /SINGLE FAMILY �Uz v 1_ Hwo¢3� o- j RESIDENCE i 10' U I ITY EASEMENT x _ o i, 1679 Sp, FT. FOOTPRINT— j 21".e OF LOT AREA j J m � z INC ° UNDER GROUND NATER 13' BORDER EASEMENT LINO PO\CCIt 00 z SIDEWALK .:. r i 00 1 (URB 70 oOI PROPHRTI' LIN[ ` •� / 1-6„ 18114 MANSFIELD AVE �{ =i PROPOSED BUILDING HEIGHT 20' 6" i z _ CL W CL W L+. Z CONCRETE i ,�� ' PORCII & i 81 SIDEWALK CROWN OF STREET o N j 20' N1IN. PROWL ..:nD SEI BA('K LINE .' I �Uz v 1_ Hwo¢3� o- FROM 111E BORDER EASEMENT 1 i 10' U I ITY EASEMENT �r 0:5,< 1 � LL z 0-1-1"-zoz CONCRETE 1 1 ; .':DRIVE'".:'..'.`_ ; UNDER GROUND NATER 13' BORDER EASEMENT LINO PO\CCIt z n" _ W SIDEWALK .:. r i 1 (URB 70 oOI PROPHRTI' LIN[ ` •� / 1-6„ 18114 MANSFIELD AVE CROWN OF STREET o N ELI > F rn CFC W zzz�' O ( Ln n zrnz� W,. C7ZCc.� W zo-Z �Uz v 1_ Hwo¢3� o- OunC` W �FuO 7 p W O�rnC z �r 0:5,< 1 � LL z 0-1-1"-zoz O Q z F z n" _ W Z' F— z Q Z W'nO¢F c z F- > OV) W U..l ¢ V1 LL' z _ CL W CL W L+. SELL, EAGLE HV r` LL Permit Center • � -_ = PERMIT NUMBER: ctrroF 1 1703 E Spraaue Ave, Suite B-3 pma e Spokane Valley, ,VA 99206 PERMIT FEE: Valley-,cso916ss-oo36 FAX: (509)688-00-',' ��»w.spnkaneva Ilev. �r� Community Development Approach A- App'ica ion I'} c))EICT ADDR17S;; START DAT17, ANTICIPATED COMPLETION DATE Building Owner: r Name: \\ , ' ' r: Address: ')I r.f- I (.,It),: i; State: 1 - ih' >r -1 Phone: .� ,y Rt i tl�,� Ian: h- ,.�f, i' .�r1t,� Contact Person �� Name: Phone: PROJECT ROJECI' DESCRIPTION (Provide site sk:,tch) • I �(I Residential Driveway ❑ Commercial/Industrial Driveway ❑�' Existing Curb & Gutter ❑ Rural Road Section Culvert Installation Sidewalk Repair/Construction ❑ Other Conditions — Fond/Insurance certification must be on file u%tth rh: iWkl DISCLAIMER The Permittee verifies, acknowledges and agrees by their signantres that: 11 If this Permit is for construction of or on a dwelling, the dwelling is/will be served by potable water. 2) Owoe, s).''� of this City 6f Spokane Valley I'ertnit inure to the Property owner. 3) The sio,natury is the property owner or has Permission c-; :cl :est it the properi�� owner in this transaction. 4) .ill construction is to be done in lull compliance with the City of Spokane Valley Devel .\merit t d;: ?efer.. ( J codes are available for review at the City of Spokane Vallcy Pcrmit Center. 5) This City of Spokane Valiey Permit is not z permit or approva' for any violation of federal, state or local laws, codes or ordinances. 6) Plans or additional infonnatir,n rna. be rcr,:ired to be submitted, and subsequently approved before this application can be Processed. Signature IUA JA �L y l Method OfPac rnent: ❑ Cash ❑ Check ❑ Mastercard ❑ ;'ISA Bankcard #: E-Pires: PIN#: Wuthorized Signature: REVISED 3/SID'S Permit Center art +r. 11703 E Sprague Ave, Su:' — Sp � pe Spokane Valley, VSA 99:4,. PEREvIET NUiv[BER: • �TR-� t�� 09iE88-0036 G?.:.. i50c' PERMIT FEC: Community Development Plumbing Permit Application Residential SITE ADDIZE S: 0 Building Owner Naive: 1 I'hone: r�7 -C Pax: t r - "Ir !� I ` Address' i 'i usf��, �) "� -- n. -a Slate: Zips Contractor ` Fax Nanu' IbL l 1 i .n/) Aildress: - State zip: License No: Contac) - - — Name: I'll one DESCRIPTION OF WORK # OF UNITS X COST - TOTAL AMOUNT 1 TOILETS Yv-iL?.',LOSti.SIDE ,: X $6.00 = 2 URINALS X $6.00 = 3 TUBS _ _ - X $6.00 - 4 SHOWERS PER TRAP BATH, SW LL, ON -''ITE BUNT + X $6.00 = LAYS/BA=1!JS SAR, F'."")R,"``+r' 5 SINKS LAt)NDPY, :-JTILITY, JAi iTOR, PV'l* ,,, X $6.00 = X-RAY, FOC.-). rCFP!CULINARYfVlEA;' 6 DISHWASHER X $6.00 = 7 CLOTHES WASHER X $6.00 = 8 GARBAGE DISPOSAL _ X $o.OD - 9 WATER SOFTENER X $6.00 = 10 ELECTRIC HOT WATER TANK _ NGT .: IF G d, =: C"HAM! ,� _ ); $6.00 - LOOR DRAINS - _ -Cr .� _,7N;' ATE X $6.00 = AINS/OVERFLOW DRAINS X $6.00 - — -_ S, DRINKING X $6.D0 - IPING/DRAIN-IN WASTE, _ KSTAI.I.','lUil i,I-TFRATION. REPAIR, MBING, REVERSAL q!! REVERSALS X $6.00 - EJECTOR GiliNDE_R, SUMP PUMP X $6.00 - _ ICE AIv1 iZ :.C.: 'E MAr:Ei., HOSE BIR, SING DEVICE -�' :^.EF X $6.00 = �'OUF "Ar,t" -4A. )JR, SWAIMP VACJ9r ` CKVAL E I AND R.P.B.PID FOR: bA'TS, TANi�S, 17 CROSS CONNECTION DEVICE EOILERS _ $6.00 - --X GREASE TRAP, SAND TRAP, 18 INTERCEPTORS CHEMICAL" HOLDING TANK X $6.00 = 15 MEDICAL GAS (per outlet _ _ NITROuS, OY,YGEN X _ $5.00 = 20 MISCF.I.I"ANEOUS PLUMBING FIXTURE x $6.00 - _ ... _ 21 PRIVA TE SEWAGE DISPOSAVSYS _._ - X �O 00 = -_ - - —_� _ X $15.00 = 22 INDUSTRIAL WASTE INTERCEPTOR METHOD OF PAYMENT: ❑CASH ❑ CHECK ❑ VISA ❑ MC; Card# AUTHORIZED SIGNATURE:: REVISED 8 WOS SUBTOTAL PROCESSING FEE P: TOTAL PERMIT FEE DUE: 1�1 0 0 Permit Center 11703 E Spra2l.lc SLIII[e B-3- Sp"61E-pe -', \VA Ave;'9920' Spokane Valle) - 1) 'z09 1., SS -003-6 FAX: (509)6,RS-0037 spokanevalley.om. Community Development Mechanical Permit Application S['rr ADDRESS: 116A L4 F-1 Commercial PERMIT NUMBER: PERMIT FEE: ZResidential Building Owner Navnc* -A,. Phone r c Fax . ' -\'- -11 u k-- - , ---It - -- 1k, I 1 7 1 Adchess, ry Cautraculr Name:Fax: Address: Stale: zlp License No City Business Lic Contact DESCRIPTION OF WORK # OF UNH 5 X COST = TOTAL AMOUNT -I -- - 1 FUEL BURNING APPLIANCE 00j)(110- .than _j:L1.0D0 1. X $12.00 = 2 FUEL BURNING APPLIANCE X $15.00 3 UNLISTED APPLIANCE (Additional Fee) _More Equal too; legis than 400,000 X $50.00 4 UNLISTED APPLIANCE (Additional Fee) 10orethan ,100,000 X $100.00 5 USED APPLIANCE (WSEC min. AFUE rating) _Equal to or less than 400,000 X $50.00 6 U.'I'D APPLIANCE (WSEC min. AFUE rating) More than 400,000 I - 100M BTU X $100.00 7 BOILER/REFRIGERATION X $12.00 8 BOILER/REFRIGERATION 101 - 500M BTU X $20.00 9 BOILER/REFRIGERATION 501 - 1.000M BTU $25 1 X $25.00 10 BOILER/REFRIGERATION '91 - 1,750M BTU X "5' $ 1) -0 11 BOILER/REFRIGERATION '40, than 1, 5ulA BTU I X $6D.00 12 GAS LOG, GAS INSERT, GAS FIREPLACE $10.00 X $10.0 ."n , X $10.00 13 RANGE 14 DRYER 15 FUEL BURNING WATER HEATER X $10.00 16 MISC. FUEL BURNING APPLIANCE X $10.00 17 GAS PIPING each outlet) X $1.00 18 DUCT SYSTEMS X $10.00 19 20 VENTILATING FANS AIR HANDLER (DOES NOT include ducting) I Equal tc ei less than 10,000 CFM 001) CF1\5 X=$1' Do X $12.00 21 AIR HANDLER (DOES NOT Include ducting) EVAPORATIVE COOLERS X $15.00 22 X $10.00 23 TYPE I HOOD X $50.OD 24 TYPE 11 HOOD X $10.00 25 HEAT PUMP/AIR CONDITIONER N X $12.00 26 AIR CONDITIONER 4-15 TON X 27 AIR CONDITIONER 15-30 TON X $25.00 28 AIR CONDITIONER 3D-50 TON X S35.00 29 AIR CONDITIONCP More than 50 TON X $60.00 30 LPG STORAGE TA14K X -$1,0.00., X $10.00 31 WOOD OR PELLET STOVEANSERT 3 2 WOOD STOVE - FREE 1,TAI,JD!FjG y $"? -;, 0 0 REPAIR & ADDITIONS X $15.00 VENTILATION SYSTEMS X. S12.00 VENTILATION MECHANICAL EXHAUST X $12.00 INCINERATOR - RESIDENCE X 519.00 33 34 35 36 37 INCINERATOR - COMMERCIAL X $22.00 METHOD OF PAYMENT: SUBTOTAL []CASH [I CHECK D VISA El IAC EXPIRES: PROCESSING FEE CARD #: "iN TOTAL PERMIT FEE DUE: $35.00 AUTHORIZED SIGNATURE: REVISED 8126/05 Project Transmittal City of Spokane Valley Community Development Department 11703 E. Sprague Ave, Suite B3 Spokane Valley, WA 99206 Phone: 509.688.0036 New project Previous pre -app meeting Plan revisions El Transmittal Date: Wednesday, May 07, 2008 Site Address: 18114 E MANSFIELD AVE Project Number: 08001732 Parcel Number: 55074.3502 Zoning: R-3 Water District: CONSOLIDATED ID #19 Fire District: FD 01 Applicant: VIKING CONSTRUCTION, INC 2605 W HAYDEN AVE HAYDEN LAKE, ID 83835 (208) 762-9106 e-mail: Contact: VIKING CONSTRUCTION, INC 2605 W HAYDEN AVE HAYDEN LAKE, ID 83835 (208) 762-9106 e-mail: Contractor: VIKING CONSTRUCTION 2605 W HAYDEN AVE HAYDEN, ID 83835 (208) 762-9106 Project SFR W/ATT GAR Description: Owner: VIKING CONSTRUCTION, INC 2605 W HAYDEN AVE HAYDEN LAKE, ID 83835 e-mail: Occupant: e-mail: Arch / Engineer: e-mail: Please send all plan review and project comments via e-mail to the highlighted individuals. Spokan�~ jUalley& For City Use Only PLUS Project Number r'. ; e� Proj, rz .ect Address 11703 E Sprague Ave Suite B-3 ♦ Spokane Valley WA 99206 509.688.0036 ♦ Fax: 509.688.0037 ♦ permitcenter@spokanevalley.org As part of our on-going commitment to customer service during the review process of your project application, we are providing you with a TARGET DATE for the initial technical application review. If for any reason we cannot meet this date, we will contact you with a revised target date. Your application review TARGET DATE is The TARGET DATE is the date we estimate your project application will have had its initial technical review. It is not the date for approval or permit issuance. Tips for a Smoother Project Application Review ➢ Submit complete, accurate plans and documents. Extra time may be required for re -submittals as project application reviewers work on multiple applications and it may be several days before they can look at your new or revised information. ➢ Designate a specific contact person to communicate with the City. While the person designated as the applicant's contact person with the City can be changed, one individual with the expertise for dealing with reviewer comments would be the best choice for the entire review process. ➢ Call staff regarding the status of your project only after the target date shown at the top of the page. Although you should be contacted on or by the target date, please feel free to contact us if you haven't heard from us by your target date. Staff may contact you before the target date if the initial review is complete. By following this procedure, you will save time and allow the reviewers to complete the work more expeditiously. Steps in the Permit Process 1. Counter Complete. Your application has been accepted as counter complete. This means all of the required documents, as indicated on your Pre -Application Checklist have been submitted or have been approved for deferred submittal. This does not prevent technical staff from requesting additional information as a result of their technical review. 2. Quality Check. The next step in the process is a quality check to make sure that the application is reviewable and free from substantive flaws that would prevent technical staff from completing the technical review once it is started. When this step is complete, your application will be routed to the appropriate staff and remain in their review queue until it comes up for review. 3. Technical Compliance. Once an application is administratively complete, it is routed to technical staff for compliance review. Depending on the type of project, technical staff may include multiple reviewers. You should be contacted by phone, fax, email, or mail by your TARGET DATE once the initial technical compliance review is complete. 4. Permit Issuance. When the technical compliance review of the application is complete, including any subsequent re - submittals, each reviewer will approve their section of the application and route it to the Permit Center. When all sections of the application are received, a Permit Specialist will process the application and contact the person specified on your application for permit pick-up. Information regarding fees and pre -construction meetings (if required) will be provided by the Permit Specialist at that time. WHITE -APPLICANT PINK - BUILDING FILE REV 9107 SELL, EAGLE HV AN ois site plan is being submitted for the purpose of ITE PL obtaining a building permit and is a true and correct representaion of the propsal. All known property SCALE. V= 20'— Ott line/dimensions, curb lines, structures and easements have been identified. Also indicated are wetlands, bodies of hater, steep slopes or other critical areas. LOT 2 BI OCK Siz _ J.W.zAK SONATA SPRINGS Date: 5-6-08 SPOKANE VALLEY, WA. O70.001 PROPERTY LINE LOT AREA 7,870 6-0" 54'-0" 10'-0" W o � f.`i. :O'MIN. REiRI.RV.1.71,,..1. G z z Z u] O Q Lu Q L oz v o�Fv) v)0 0 z O a� W zoir,WF�- �QzW <� > V j i O PROPOSED Q Q 3 d SINGLE FAMILY j UE v)o- z Y z RESIDENCE ooz���o o° o r W Com-, Z � o I(i78 SQ. FT. FOOTPRINT= j OF LOT AREA y L � Q _ O LWc1 I.z., Lt z O0 W- pp jzFcQiIOZW OQ Zm0 PROPOSED BUILDING Z. �� CUt.I L'^ u,j ZHUI O ,� OxGHT `nUO�C FQO'z- CONCRETE i % � G0 <c4 C F ��, 0� PORCII R p� F U 0 ti SIDEWALK i i k. Z u. z WC_7Up- W O Z�'eW.�QQ ou 20' MIN. FRONT )'ARD SETBACK LINE Ox�O n QY , z = v = J < > Z FROM THE BORDER EASEMENT cn O Q 11.. Z> F 3 F W' O v W 3 Ua> W Glx U i 10' U1I I IYEASEMEN-- IN' ' i i Q v) W C4 W —j z CL W G Ci., fa. > jj''tt {CONCRETE .;;,. i . DRIVE:=. ,.... r..:. 1 i O NUEK CROUR rn GROUKD D N'giER �J IS'BORDER EASEMENT LINE .................. .. ' M M z .....::.:.:....:..:.:..:.....:.:. Z M CURB 70.00 71-61' ROPERTYLINE tv a 18114 g MANSFIELD AVE 0 CROWN OF STREET M O SELL, EAGLE HV SPOKANE COUNTY DEPARTMENT OF BUILDING & PLANNING 1026 NEST BROADWAY AVENUE • SPOKANE. WA 99260-0050 Site Address: 18114 E MANSFIELD AVE Parcel Number: 55074.3502 Subdivision: RANGE Block: 3 Lot: 2 Zoning: UNK Unknown Owner-: VI wne-_VI Iw G (`/IAIS+R4 CT GN II I ` Address: 2605 W HAYDEN AVE T C"r HAYDEN LAKE, ID 83835 Building Inspector: Water Dist: CONSOLIDATED ID # 19 Sewer Connection Permit rmatlon Project Number: 08002331 Inv: 1 Issue Date: 5/13/2008 Permit Use: SEWER CONNECTION - SONATA SPRINGS Applicant: VIKING CONSTRUCTION, INC 2605 W HAYDEN AVE I IAYDEN LAKE. ID 83835 Phone: (208) 762-9106 Contact: VIKING CONSTRUCTION. INC 2605 W HAYDEN AVE HAYDEN LAKE. ID 83835 Phone: (208) 762-9106 Setbacks - Front: Left: Right: Rear: Group Name: Project Name: Permits Contractor: VIKING CONSTRUCTION License #: VIKINC1988DJ SEWER CONNECTION 1 $85.00 PROCESSING FEE 1 $15.00 Total Permit Fee: $100.00 FOR SEWER INSPECTIONS CALL THE UTILITIES DEPT AT (509) 477-3604 FROM 8:30-5:00 MONDAY -FRIDAY PRIOR TO COVER. ONE WORKING DAY NOTICE REQUIRED. PERMIT ALLOWS FOR A 30 -MINUTE INSPECTION. ADDITIONAL INSPECTION FEES APPLY AFTER 30 MINUTES. THE INSTALLER IS RESPONSIBLE TO INSURE ALL WASTEWATER DRAINS ARE CONNECTED TO THE SEWER AND MAY BE REQUIRED TO PERFORM TESTS FOR VERIFICATION. INSTALLER IS I'0 FIELD LOCATE AND CONFIRM THE ELEVATION AND POSITION OF SEWER STUB PRIOR TO ANY OTHER EXCAVATION. SEWER STUBS ARE TO BE CHECKED PRIOR TO CONNECTION TO ENSURE THAT THEY HAVE ACCEPTABLE GRADE AND ARE CLEAR AND UNOBSTRUCTED TO THE MAIN. SEWER LINES SHOULD BE CONSTRUCTED TO ALLOW FOR GRAVITY FLOW FROM THE LOWEST LEVEL OF THE STRUCTURE. THE INSTALLER AND THIS PERMIT MUST BE PRESENT AT THE JOB SITE AT THE SCHEDULED INSPECTION TIME. BOTH STATE LAW RCW 19.122 AND COUNTY CODE REQUIRES THE INSTALLER TO GIVE NOTICE OF EXCAVATION TO OWNERS OF UNDERGROUND FACILITIES. CALL I-800-424-5555 BEFORE YOU DIG --AT LEAST 2 WORKING DAYS IN ADVANCE. SPOKANE COUNTY CODE REQUIRES THE INSTALLER COMPLY WITH ALL REQUIREMENTS OF THE WA STATE DEPT OF LABOR & INDUSTRIES, INCLUDING THOSE RELATED TO TRENCH SAFETY. Payment Summary Total !lees AmountPaid AmountOwine Tran Date Receipt 9 Payment Amt $100.00 $100.00 $0.00 5/13/2008 2064 $100.00 Processed By: CUMMINGS. KATHY PERMIT Printed By: Lemlev. Linda Page I of I 0 0 0 N 0n 0 MV 0 co 1I 19-6-0 23-6-0 11-0-0 El 0 C(9) r. N N2 --m W HANGERS: 1 LU24 (10) 2 HUS26 (1) X H2.5 (86) 66" PLATE DIFFERENC 2 X 4 LEDGE111. B1 ADD 2 x 6 LEDGER E2 La 1 v - STICK FRAME OVER BAY i D BFG 13-0-0 CUSTOMER: VIKING CONSTRUCTION MODEL: EAGLE JOB#: JOB ADDRESS: DEVELOPMENT: - LOT / BLK : W.O. # : 9193 A4 wa A3 A2 1 1 1 1 1 1 1 FS2 FS1 rl W L1 FES ( �2 22-0-0 M W W LI. lL 0 0 N N FS2 FS1 Job Truss 9193 A Lumbermen's Building Centers, Spokane, WA i1 1-4-0 5-9-4 Truss Type IQty I Ply I spa: FINK 3 I _I Job T -- 6.400 s Aug 5-2-12 5-2-12 4x6 = 4 " R223175171, e o tiona� -J MiTek Industries, Inc. Mon Aug 07 13:18:04 2006 Page 1 5-9-4 1-4-0 Scale = 1.41.8 4xr - 3x4 = 3x6 = 3x4 = 14-11-5 22-0-0 1-- 7-0-11 7-10-10 7-0-11 Plate Offsets (X Y) 12:0-0-8,0-0-2], [6:0-0-8,0-0-21— LOADING (psf) SPACING 2-0-0 CSI �_FDEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.09 6-8 >999 240 MT20 185/148 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.43 Vert(TL) -0.21 8-10 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.06 6 n/a n1a BCLL 0.0 Code IRC2003/TP12002 (Matrix) Weight: 84 Ib BCDL 10.0 - LUMBER BRACING TOP CHORD 2 X 4 HF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc purlins. BOT CHORD 2 X 4 HF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 2=139910-5-8,6=139910-5-8 Max Horz2=-93(load case 8) Max Uplift2=-148(load case 7), 6=-1413(load case 8) Max Grav2=1706(load case 2), 6=1706(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/102, 2-3=-2423/147, 3-4=-2069/175, 4-5=-2069/175, 5-6=-2423/147, 6-7=0/102 BOT CHORD 2-10=-140/1987, 9-10=-35/1223, 8-9=-35/1223, 6-8=-47/1987 WEBS 3-10=-735/141, 4-10=-78/1026, 4-8:=-78/1026, 5-8=-735/142 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; 13CDL=4.2psf; Category Il; Exp B; enclosed, MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min rcof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard J& tVARMNG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design volid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity of the erector. Additional permanent bracing of The overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSIT Building Component Safety Inlormatlon available from Truss Plate Institute, 58;1 D'Onofrio Drive, Madison, WI 53719. J \V%R S. EiDXIIIHES:08-oi=o _� August 8,2006 WJM 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610mmur MiTek® Truss Type City Ply I #2554 AHKENJ CSI R22317518I Truss I/deft L/d PLATES GRIP Job 1 TC 0.90 Vert(LL) 9193 At CAL HIP I Job Reference (optional) Mon Aug 07 13:18:06 2006 Page 1 (Roof Snow=40.0) 6.400 s Aug 1 2006 MITek Industries, Inc. Building Centers, Spokane, WA 99206-4220 -0.51 10-12 >510 180 Lumbermen's 12-11-7 16-0-5 1 5 4 22-0-0 23-4-0 -1-4-0 5-6-12 5-11-11 9-0-9 3-0-13 0-4- 15 5-6-12 1-4-0 0-4-15 3-0- 13 3-10-15 Code IRC2003/TP12002 Scale 1.41.3 140 5612 5x12 MTi8H = 1.5x4 11 3x8 -- 5x12 MT18H = 7x8 7x8 — 1.5x4 11 5x9 = 5-6-12 9-0-9 5-6-12 3-5-13 1. f2 o-7-12 0-0-121. 12:0-1-11.Edae1. f3:0-6-10,0-1-41, [6:0-6-10 5x12 MITI 8H WB = 4x4 = 7x8 = 1.5x4 II 12-11-7 16-5-4 22-0-0 3-10-15 3-5-13 5-6-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.90 Vert(LL) 0.32 10-12 >804 240 MT20 185/148 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.94 Vert(TL) -0.51 10-12 >510 180 MT18H 185/148 TCDL 8.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.17 7 n/a n/a BCLL 0.0 Code IRC2003/TP12002 (Matrix) Weight: 92 Ib BCDL 10.0 LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E WEBS 2 X 4 DF Stud/Std WEDGE Left: 2 X 6 SYP No.2, Right: 2 X 6 SYP No.2 REACTIONS (Ib/size) 2=2472/0-5-8, 7=2472/0-5-8 Max Horz2=55(load case 7) Max Uplift2=-297(load case 7), 7=-297(load case 8) Max Grav2=3044(load case 2), 7=3044(load case 3) BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-2-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/103, 2-3=-5419/605, 3-4=-5717/698, 4-14=-5717/698, 5-14=-5717/698, 5-6=-4637/554, 6-7=-5420/605, 7-8=0/103 BOT CHORD 2-13=-518/4693, 13-15=-522/4682, 12-15=-522/4682, 12-16=-651/5717, 11-16=-651/5717, 10-11=-651/5717, 10-17=-651/5717, 9-17=-651/5717, 7-9=-495/4693 WEBS 3-13=0/281, 3-12=-225/1771,4-12=-922/187, 5-12=-113/113, 5-10=0/193, 5-9=-1816/234, 6-9=-60/1291 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip D6L=1.33. 2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) The following joint(s) require plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection: 3 and 6. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced 9 standard ANSI/TPI 1. 10) Girder carries hip end with 6-0-0 end setback. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 432 Ib down and 130 Ib up at 16-3-8, and 432 Ib down and 130 Ib up at 5-8-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 i--XFIF-1Es; as=o�=os August 8,2006 - WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE NII -7473 BEFORE USE 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component Suite 109 Applicability of design aromenters and proper incor oration of component is responsibility of building designer Citrus Heights, CA, 95610 PP Y 9 P P P p p p y g gner - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during cons -ruction is the goer. Bracing of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component M iTek� Safety Information available from Truss Plate Institute, 58:3 D'Onofrio Drive, Madison, WI 53719. Qty 9193 I Al I CAL HIP Lumbermen's Building Centers, Spokane, LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-96, 3-6=-181, 6-8=-96, 2-7=-38(1`=-18) Concentrated Loads (lb) Vert: 3=-432 6=-432 #2554 6.400 s Aug M WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI7 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. R2231 MiTek Industries, Inc. Mon Aug 07 13:18:06 2006 Page 2 7777 Greenback Lane m Suite 109 Citrus Heights, CA, 95610�vff MiTek 9193 IA2 I Truss Type CAL HIP WA Ply 6.400 s Aug 1 2006 MiTek R22317 nc. Mon Aug 07 13:18:07 2006 Page 1 -1-4-0 4-0_6 7-6-12 7-11-11 11-0-0 14-0-5 1�1-5 4 17-11-10 22-0-0 23-4-0 3-6-6 0-4-15 3-0-5 3-0-5 0-4-15 3-6-6 4-0-6 1-4-0 1-4-0 4-0-6 Scale = 1:41.3 4x9 = 3x4 = 4x9 = on 3x8 = 3x6 = 3x8 = 7-6-12 6-10-8 7-6-12 Plate Offsets (X Y): [2:0-1-11 Edge][4:0-4-8 0-1-4], f6:0-4-8,0-1-41, [8:0-1-11 Laget DEFL in (loc) Well L/d PLATES GRIP LOADING (psf) SPACING 2-0-0 CSI TCLL 40.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.11 10-12 >999 240 MT20 185/148 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.42 Vert(TL) -0.19 10-12 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.07 8 n/a n/a BCLPrint 1nn 0.0 Code IRC20031TP12002 (Matrix) Weight: 91 Ib LUMBER TOP CHORD 2 X 4 HF 180OF 1.6E BOT CHORD 2 X 4 HF 180OF 1.6E WEBS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 2=1399/0-5-8, 8=1399/0-548 Max Horz2=-69(load case 8) Max Uplift2=-128(load case 7), 8=-128(load case 8) Max Grav2=1892(load case 2), 8=1892(load case 3) BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/103, 2-3=-2897/124, 3-4=-2406/84, 4-5=-2067/96, 5-6=-2067/96, 6-7=-2406/84, 7-8=-2897/124, 8-9=0/103 BOT CHORD 2-12=-107/2435, 11-12=-57/2127, 10-11=-57/2127, 8-10=-42/2435 WEBS 3-12=-400/115, 4-12=0/516, 5-12=-573/73, 5-10=-573/73, 6-10=0/516, 7-10=-400/115 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category Il; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced 4 standard ANSI/TPI 1. LOAD CASE(S) Standard oz' EXPIFiE>: QS -01 08 August 8,2006 WARNING - Verify design parameters and READ DOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII7473 BEFORE USE 7777 Greenback Lane yip Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 ay is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component MiTek d) Safely Information available from Truss Plate Institute, 583 D'Cnofrio Drive. Madison, WI 53719. �1 7-6-12 3x8 = 3x6 = 3x8 = 14-5-4 22-0-0 6-10-8 7-6-12 Plate Offsets (X Y): 2:0-1-14 Ednal t10 0-1-14 Edclel Job Truss Truss Type qty Ply #2554 AHRENS 822317520, 9193 CAL HIP A3 ' Building Centers, Spokane, WA 99206-422D Lumbermen s g 1 Job Reference o tional) 6.400 s Aug 1 2006 MiTek Industries, Inc. Mon Aug 07 13:18:08 2006 Page 1 -i-4-0 4-0-6 � 1-4-0 4 0 6 - 7-6-12 3-6-6 9-11-11 11-0-0 12-0-5 1�_ _ 4-5-4 � 17-11-10 22-0-0 l — 2-4-15 1-0-5 1-0-5 2-4-15 3-6-6 4-0-6 _-23-4-0 1 1-4-0 Scale = 1.41.3 �1 7-6-12 3x8 = 3x6 = 3x8 = 14-5-4 22-0-0 6-10-8 7-6-12 Plate Offsets (X Y): 2:0-1-14 Ednal t10 0-1-14 Edclel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 40.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.12 12-14 . >999 240 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.44 Vert(TL) -0.21 12-14 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.08 10 n/a n/a BCLL 0.0 Code IRC2003/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 HF 180OF 1.6E BOT CHORD 2 X 4 HF 180OF 1.6E WEBS 2 X 4 DF Stud/Std PLATES GRIP MT20 185/148 Weight: 96 Ib BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=1617/0-5-8, 10=1617/0-5-8 Max Horz2=-66(load case 5) Max Uplift2=-170(load case 7), 10=-170(load case 8) Max Grav2=1988(load case 2), 10=1988(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/102, 2-3=-3075/208, 3-4=-2644/179, 4-5=-198/0, 4-15=-2313/221, 6-15=-2313/221, 6-16=-2313/221, 7-16=-2313/221, 7-8=-198/0, 7-9=-2644/179, 9-10=-3075/208, 10-11=0/102 BOT CHORD 2-14=-176/2584, 13-14=-125/2296, 12-13=-125/2296, 10-12=-112/2584 WEBS 3-14=-299/180, 4-14=-17/696, 6-14=-801/149, 6-12=-801/149, 7-12=-16/696, 9-12=-299/180 NOTES 1) Wind: ASCE 7-98; 90mph, h=25ft, TCDL=4.8psf; BCDL=4.2psf; Category 11; Exp B; enclosed, MWFRS gable end zone, cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B, Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard EXPIfiES: 0`i -01-OK August 8,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEX REFERENCE PAGE M777473 BEFORE USE.7777 Greenback Lane m Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design aramenters and proper incorporation of com onent is responsibility f building designer - not truss designer. Citrus Heights, CA, 95610 100` Pp Y 9 P p P p p p y o g g resp Bracing shown �^ is for lateral support of individual web members only. Additional temporary bracing to h insure stability during construction is the re regarding of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPIT Qualify Criteria, DSB-89 and BCSII Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Ib Truss Truss Type Fty Ply #2554 AHRENS R223175211 193 A4 FINK I 1 1 Job Reference (optional) 6.400 s Aug 1 2006 MiTek Industries, Inc. Mon Aug 07 13:18:09 2006 Page 1 -umbermen's Building Centers, Spokane, WA 99206-4220 21-3-12 - _221_ 2_l F-- �- 5-2-12 ——� 5-9-4 1-4-0 5-1-0 5-2-12 Scale = 1:40.6 4x6 = 4 10 y o 3x4 = 3x6 = 3x4 = WEBS 2 X 4 DF Stud/Std SLIDER Left 2 X 4 DF Stud/Std 2-8-10 REACTIONS (Ib/size) 1=1217/0-5-8, 6=1378/0-5-8 Max Horzl=-101(load case 8) Max Upliftl=-89(load case 7), l47(load case 8) Max Gravl=1417(load case 2), 6=1691(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2228/135, 2-3=-1936/149,3-4=-1917/176, 4-5=-2037/174, 5-6=-2392/146, 6-7=0/102 BOT CHORD 1-10=-139/1820, 9-10=-36/1186, 8-9=-36/1186, 6-8=-46/1958 WEBS 3-10=-634/137, 4-10=-78/880, 4-8=-78/1027, 5-8=-730/141 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category ll; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss is designed in accordance with the 200:3 International Residential Code sections R502.11.1 and R802.10.2 and referenced 4 standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 58:3 D'Onofrio Drive, Madison, WI 53719. C", I� 0 August 8,2006 7777 Greenback Lane suite 109 Citrus Heights, CA, 95610�wff s�e rs Avim MiTek® 6-4-7 7-10-10 7-0-11 Plate Offsets (X Y):(1:0-3-8 Edge]_ 6[ .0-0.8 0-0-2 _ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loo) Udell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.59 Vert(LL) -0.09 6-8 >999 240 MT20 185/148 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.44 Vert(TL) -0.21 8-10 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.05 6 n/a n/a BCLL 0.0 Code IRC2003/TP12002 (Matrix) Weight: 841Ito BCDL 10.0 _ LUMBER BRACING TOP CHORD 2 X 4 HF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins. BOT CHORD 2 X 4 HF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Stud/Std SLIDER Left 2 X 4 DF Stud/Std 2-8-10 REACTIONS (Ib/size) 1=1217/0-5-8, 6=1378/0-5-8 Max Horzl=-101(load case 8) Max Upliftl=-89(load case 7), l47(load case 8) Max Gravl=1417(load case 2), 6=1691(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2228/135, 2-3=-1936/149,3-4=-1917/176, 4-5=-2037/174, 5-6=-2392/146, 6-7=0/102 BOT CHORD 1-10=-139/1820, 9-10=-36/1186, 8-9=-36/1186, 6-8=-46/1958 WEBS 3-10=-634/137, 4-10=-78/880, 4-8=-78/1027, 5-8=-730/141 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category ll; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss is designed in accordance with the 200:3 International Residential Code sections R502.11.1 and R802.10.2 and referenced 4 standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 58:3 D'Onofrio Drive, Madison, WI 53719. C", I� 0 August 8,2006 7777 Greenback Lane suite 109 Citrus Heights, CA, 95610�wff s�e rs Avim MiTek® 1 s Job Truss Truss Type Qty I Ply #2554 AHRENS 2 822317522. � I I 9193 B ROOF TRUSS _ _J 1 � __ Job Referencna e op1iop 6.400 s Aug 1 2006 MiTek Industries, Inc. Mon Aug 07 13.18:10 2006 Page 1 Lumbermen's Building Centers, Spokane, WA 99206-4221) 5-0-0 6-0-0 1-4-0 3x4 II 1 6 u 3x6 J 1.5x4 11 0-1-8 4-10-8 6-0-0 Plate Offsets (XY): [3:0-2-10 0-1-81 (loc) CSI LOADING (psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.15 TC 0.37 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.23 TCDL 8.0 Rep Stress Incr YES WB 0.39 BCLL 0.0 Code IRC2003/TP12002 (Matrix) BCDL 10.0 n/a LUMBER Weight: 51 Ib TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 180OF 1.6E WEBS 2 X 4 DF Stud/Std 'Except" 1-6 2 X 6 DF 180OF 1.6E REACTIONS (Ib/size) 3=773/0-5-8, 6=600/0-1-8 Max Horz3=-180(load case 3) Max Uplift3=-105(load case 6), 6=-83(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-147/57, 2-3=-817/48, 3-4=0/102, 1-6=-186/43 BOT CHORD 5-6=-67/615, 3-5=-67/615 WEBS 2-5=0/237, 2-6=-695/120 rn Io DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.03 3-5 >999 240 MT20 185/148 Vert(TL) -0.08 3-5 >999 180 Horz(TL) -0.01 6 n/a n/a Weight: 51 Ib Scale = 1'.35.7 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf, Category II; Exp B; enclosed; MWFRS gable end zone, cantilever left and right exposed ; end vertical left and right exposed. Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98, Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Ver{fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility or building designer - not truss designer. Bracing shown is for la feral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 58.3 D'Onofrio Drive, Madison, wl 53719. SER S. S Slf) v 11.1 EXPIRES: ON -01-N August 8,2006 7777 Greenback Lane r_�m Suite 109 Citrus Heights, CA, 95610 -- --on MiTek® 2x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 l 1.5x4 II 0-1-8 4-10-8 LOADING (psf) Truss T uss Type Qty Ply A2bb4 AHKLNS822317523' �1013 ROOFTRUSS 1 IBI SPACING 2-C-0 Job Reference (optional) J �_ Lumbermen's Building Centers, Spokane. WA 99206-4220 _�_ 6.400 s Aug 1 2006 MiTek Industries, Inc. Mon Aug 07 13:18:11 2006 Page 1 (loc) I/defl 5-0-0 11-0-0 TCLL 40.0 Plates Increase 1.15 4X4 5-0-0 6-0-0 1-4-0 Scale = 1:38.0 -0.03 8 1 1.5X4 II 180 2x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 l 1.5x4 II 0-1-8 4-10-8 LOADING (psf) SPACING 2-C-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.03 8 n/r 180 MT20 185/148 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.12 Vert(TL) -0.03 8 n/r 80 TCDL 8,0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 14 n/a n/a BCLL 0.0 Code IRC2003/TP12002 (Matrix) Weight: 59 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 HF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 HF 180OF 1.6E end verticals. WEBS 2 X 6 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 1=27/11-0-0, 14=5/11-0-0, 7=275/11-0-0, 9=195/11-0-0, 10=242/11-0-0, 11=227/11-0-0, 12=245/11-0-0, 13=161/1 1-0-0 Max Horzl=-180(load case 3) Max Upliftl=-27(load case 4), 14=-30(load case 3), 7=-77(load case 6), 9=-43(load case 7), 10=-47(load case 6), 11=-40(load case 6), 12=-41 (load case 6), 13=42(load case 6) Max Gravl=99(load case 3), 14=47(load case 6), 7=362(load case 7), 9=195(load case 1), 10=242(load case 1), 11=227(load case 1), 12=245(load case 1), 13=161 (load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-23/175, 2-3=-50/149, 3-4=-45/127, 4-5=-46/106, 5-6=-44/85, 6-7=-53/65, 7-8=0/100, 1-14=0/0 BOT CHORD 13-14=-34/45, 12-13=-34/45, 11-12=-34/45, 10-11=-34/45, 9-10=-34/45, 7-9=-34/45 WEBS 6-9=-174/46, 5-10=-197/61, 4-11=-139/57, 3-12=-203/62, 2-13=-133/50 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone, cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 4) This truss has been checked for uniform snow load only, except as noted. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity o bearing surface. 10) This truss is designed in accordance with the 200:3 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard EXPIRES: 08 01-0_g _—I August 8,2006 . ---- ro R y WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design rs based only upon po pan i is shown, and is for on individual building component. Suite 109 Applicability of design paramenters and proper incorporationof component is responsibility or building designer - not truss designer. Bracing shown Citrus Heights, CA, 956101"NE is for lateral support of individual web members only. Additional temporary bracing to to, stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall slrucaure is the responsibility of the building designer. For general guidance regarding �.�Q` to rication, quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component M ITT. k® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. — rob93 Lumbermen's Truss BFG Spokane, WA Qty I Ply I #2554 AH ROOF TRUSS I 1 I 1 s Aug 1 2006 MiTek 5-0.0 6.0-0 1-4-0 3x4 II 1 15x4 II 0-1-8 4-10-8 3x6 1 5x4 11 6-0-0 .rn PT R22317524I Mon Aug 07 13:18:11 2006 Page 1 Scale = 1:35.7 LOADING (psf) 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category Il; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed , end vertical left and right exposed, Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" TCLL 40.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP (Roof Snow=40.0) Plates Increase 1.15 TC 0.37 Vert(LL) 0.03 3-5 >999 240 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.08 3-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) -0.01 6 n/a n/a BCOL 10.0 Code IRC2003/TP12002 i (Matrix) Weight: 651b LUMBER TOP CHORD 2 X 4 HF 180OF 1.6E BOT CHORD 2 X 4 HF 180OF 1.6E WEBS 2 X 4 DF Stud/Std 'Except" 1-6 2 X 6 DF 180OF 1.6E OTHERS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 3=773/0-5-8, 6=600/0-1-8 Max Horz3=-180(load case 3) Max Uplift3=-105(load case 6), 6=-83(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-147/57, 2-3=-817/48, 3-4=0/102, 1-6=-186/43 BOT CHORD 5-6=-67/615, 3-5=-67/615 WEBS 2-5=0/237, 2-6=-695/120 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category Il; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed , end vertical left and right exposed, Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 4) This truss has been checked for uniform snow load only, except as noted. 5) This truss has been designed for K. S. 7' ��'- 1, v(,. greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. %- Q 7) Gable studs spaced at 2-0-0 oc. 8) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity bearing surface. 9) Provide mechanical connection (by others) truss to bearing of plate atjoint(s) 6. 10) This truss is designed in accordance with the 200:3 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 'O' (1 ! i LOAD CASE(S) Standard l [� 'S'S'/f/, ��.�1,\'v `1 August 8,2006 WARNING -Verify design p rameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PACE MII-7473 BEFORE USE, 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, ands for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown Citrus Heights, CA, 95610ur is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, 9193 IC Type SCISSORS Qty I Ply 1 #2554 AHRENS 9 R2231752 Lumbermen's Building Centers, Spokane, WA 99206-4220 6.400 s Aug 1 2006 MiTek Industries, Inc. Mon Aug 07 13:18:12 2006 Page 1 -1-4-0 4-8-89-1-7 13-0-0 16-10-9_-__r 21-3-8 26-0-0 _ 274=0� 1-4-0 4-8-8 4-4-15 3-10-9 3-10-9 4-4-15 4-8-8 Scale = 1:47.2 4x6 i1 5x9 = 6-4-9 6-7-7 19-7-7 6-7-7 6-4-9 Plate Offsets (X Y): [2:0-3-12,0-0-131, f8:0-3-12,0-0 131 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase1.15 TC 0.53 Vert(LL) -0.42 10-11 >727 240 MT20 185/148 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.77 Vert(TL) -0.74 10-11 >416 180 TCDL 8.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.53 8 n/a n/a BCLL 0.0 Code IRC2003/TP12002 (Matrix) Weight: 103 lb BCDL 10.0 LUMBER TOP CHORD 2 X 4 HF 180OF 1.6E BOT CHORD 2 X 4 HF 180OF 1.6E WEBS 2 X 4 DF Stud/Std 'Except' 5-11 2 X 4 HF 180OF 1.6E WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=1631/0-5-8,8=1631/0-5-8 Max Horz 2=-1 05(load case 8) Max Uplift2=-165(load case 7), 8=-165(load case 8) Max Grav2=1977(load case 2), 8=1977(load case 3) BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/95, 2-3=-5321/370, 3-4=-471 1/312, 4-5=-3220/177, 5-6=-3220/187, 6-7=-4710/211, 7-8=-5321/274, 8-9=0/95 BOT CHORD 2-12=-374/4677, 11-12=-235/3745, 10-11=-104/3745, 8-10=-178/4677 WEBS 5-11=-103/2444, 3-12=482/12.4, 4-12=-33/712, 4-11=-1208/178, 6-11=-1208/182, 6-10=-41/712, 7-10=-482/131 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft, TCDL=4.8psf; E3CDL=4.2psf; Category 11, Exp B; enclosed, MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow), Exp B; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacit of bearing surface. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, OSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. r � I'A'777 ISyos 1 `. EXPIRES: 0.8-01-0$ August 8,2006 7777 Greenback lane �_�� Suite 109 Citrus Heights, CA, 95610 MiTek® Job Truss Truss Type Qty Ply #2554 AHRENS i 822317526' 9193 C1 ROOF TRUSS 1 1 Job Refenarcej-ptional ___ Lumbermen's Building Centers, Spokane, WA 99206-4220 6.400 s Aug 1 2006 MiTek Industries, Inc. Mon Aug 07 13:18'14 2006 Page 1 d1 1-4-0 13-0-0 13-0-0 1-4-0 Scale = 1.48.8 4x4 = 4x4 = 27 26 25 24 23 22 21 20 19 18 17 16 4x4 = 3x6 = 514 O LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 (Roof Snow=40.0) Plates Increase 1.15 TC 0.27 Vert(LL) -0.03 15 n/r 180 MT20 185/148 TCLL 8.0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.03 15 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 14 n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 121 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 14=318/26-0-0, 22=212/26-0-0, 23=232/26-0-0, 24=231/26-0-0, 25=238/26-0-0, 26=208/26-0-0, 27=303/26-0-0, 20=232/26-0-0, 19=231/26-0-0, 18=238/26-0-0, 17=208/26-0-0,16=303/26-0-0, 2=318/26-0-0 Max Horz2=106(load case 7) Max Uphill 4=-51 (load case 8), 23=-38(load case 7), 24=-43(load case 7), 25=-40(load case 7), 26=-43(load case 7), 27=-41(load case 7), 20=-36(load case 8), 19=-44(load case 8), 18=-40(load case 8), 17=43(load case 8), 16=40(load case 8), 2=-31(load case 7) Max Gravl4=473(load case 3), 22=212(load case 1), 23=353(load case 2), 2.4=335(load case 2), 25=347(load case 2), 26=306(load case 2), 27=438(load case 2), 20=353(load case 3), 19=335(load case 3), 18=347(load case 3), 17=306(load case 3), 16=438(load case 3), 2=473(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/100, 2-3=-127/77, 3-4=-96/64, 4-5=-84/83, 5-6=-87/102, 6-7=-85/122, 7-8=-92/139, 8-9=-92/133, 9-10=-85/101, 10-11=-87/65, 11-12=-84/50, 12-13=-96/38,13-14=-127/77, 14-15=0/100 BOT CHORD 2-27=0/97, 26-27=0/97, 25-26=0/97, 24-25=0/97, 23-24=0/97, 22-23=0/97, 21-22=0/97, 20-21=0/97, 19-20=0/97, 18-19=0/97 , 17-18=0/97, 16-17=0/97, 14-16=0/97 WEBS 8-22=-172/0, 7-23=-313/55, 6-24=-296/59, 5-25=-305/58, 4-26=-271/55,3-27=-383/69, 9-20=-313/52, 10-19=-296/60, 11-18=-305/58, 12-17=-271/55, 13-16=-383/69 NOTES 1) Wind: ASCE 7-98; 90ni h=25ft, TCDL=4.8psf; BCDL=4.2psf, Category II; Exp B, enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed, Lumber DOL=1.33 plate grip DOL=1.33, 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable# End Detail" 3) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced Contsr�NAV oaN.Sd7I 1. ill WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDEDMITER REFERENCE PAGE MII.7473 BEFORE USE. n ry Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracina shown is for lateral support of individual web members only, Additional temporary bracing to insure stability during construction is the responsibillity of the ector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI[TP]1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 537)9. r"f EXf'IREr>✓':OS-01-0� August 8,2006 7777 Greenback Lane -40 Suite 109 Citrus Heights, CA, 956109 MiTek Job Truss Truss Type Qty Ply #2554 AHRENS R2231 9193 �cl ROOF TRUSS j 1 1 6.400 s Aug 1 2006 MiTek Industries, Inc. Mon Aug 07 13:18:14 2006 Page 2 LOAD CASE(S) Standard WARNING - Verljy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NII -7473 BEFORE USE. 7777 Greenback Lane ���� Design valid for use only with MiTek connectors This design is based only upon parameters sho vn, and is foran individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Citrus Heights, CA, 95610^ �= is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Q Safety Information available from Truss Plate Institute, 583 D'Onofrio on Drive. Madison, WI 53719. MiTek Lumbermen's Building Centers, Spokane, WA 1-4-0 ype SCISSORS 6-6-0 4x7 = Qty Ply 112554 AHRENS 822317527 1 1 _Job Referencejootional _ 6.400 s Aug 1 2006 MiTek Industries, Inc. Mon Aug 07 13:18:14 2006 Page 1 6-6-0 1-4-0 Scale = 1:25.8 Ino — 3Xo -- 6-6-0 U-1 6-6-0 LOADING (psf) TCLL 40.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP Plates Increase 1.15 TC 0.71 I Vert(LL) -0,18 4-6 >833 240 MT20 185/148 TCDLSnow=4 800 Lumber Increase 1.15 BC 0.58 1 Vert(TL) -0.31 2-6 >484 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.23 4 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) i Weight: 38 lb LUMBER TOP CHORD 2 X 4 HF 180OF 1.6E BOT CHORD 2 X 4 HF 180OF 1.6E WEBS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 2=877/0-5-8, 4=877/0-5-8 Max Horz2=-62(load case 8) Max Uplift2=-110(load case 7), 4=-110(load case 8) Max Grav2=1099(load case 2), 4=1099(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/93, 2-3=-2380/82, 3-4=-2380/103, 4-5=0/93 BOT CHORD 2-6=-56/2113,4-6=-55/2113 WEBS 3-6=0/1480 BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Spsf; BCDL=4,2psf; Category II; Exp B; enclosed; MWFRS gable end zone, cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. « 7) Gable studs spaced at 2-0-0 oc. 8) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacit of bearing surface. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NII 7473 BEFORE USE. Design valid for use only vdth MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporotion of component is responsibility of building designer - not truss designer, Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the buildirg designer- For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DCB -89 and BCSII Building Component Safety information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. X August 8,2006 7777 Greenback Lane Suile 109 Citrus Heights, CA, 9561090 NO MiTek® Job 9193 E Lumbermen's Building Centers_ -1-4-0 I 1-4-0 �1 — ITruss Type FINK WA 99206-4220 5-10-5 5-10-11 Qty Ply #2554AHREN6 I 7 6.400 s Aug 2006 MiTek Industries, Inc. Mon Aug 07 13:18:15 2006 Job Reference(opUonal) 9 1 17-7-11 23-6-0 24-10-0 5-10-11 5-10-5 1-4-0 Scale = 1:44.4 4x7 4 5x7 = lu 9 e oxr — 3x4 = 3x6 = 3x4 = 7-8-5 8-1-5 7-8-5 Plate Offsets (X Y): [2:0-1-10 Edge] [6:0-1-10 EdgeL LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.71 Vert(LL) -0.10 6-8 >999 240 MT20 185/148 (Roof Snow=4 Lumber Increase 1.15 BC 0.47 Vert(TL) -0.23 8-10 >999 180 D8.0 Rep Stress Incr YES WB 0.45 j Horz(TL) 0.07 6 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2003/TP12002 �— (Matrix) Weight: 89 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 3-10-11 oc purlins. BOT CHORD 2 X 4 HF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 2=1486/0-5-8, 6=1486/0-5-8 Max Horz2=-98(load case 8) Max Uplift2=-154(load case 7), 154(load case 8) Max Grav2=1807(load case 2), 6=1807(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/102, 2-3=-2638/167, 3-4=-2167/177, 4-5=-2167/177, 5-6=-2638/168, 6-7=0/102 BOT CHORD 2-10=-163/2182, 9-10=-39/1322, 8-9=-39/1322, 6-8=-65/2182 WEBS 3-10=-797/152, 4-10=-71/1020, 4-8=-71/1020, 5-8=-797/152 NOTES 1) Wind: ASCE 7-98, 90mph, h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category 11; Exp B; enclosed: MWFRS gable end zone, cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=40.0 psf (Flat roof snow); Exp B; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat oof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard A& WARNING - Vertfy design parameter. and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respamibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Inlormation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, i747(6/ S EXPI(-ZES:Oti-01-Oti August 8,2006 mom 7777 Greenback Lane Suite 109 Citrus Heights CA, 9561061D W"Fa MiTek® Job 9193 El Truss ---FINK Type Oty PI�1 Job Reference optio enal_ _ - - R223175291 - Lumbermen's Building Centers, Spokane-, WA - 99206-4220 6.400 s Aug 1 2006 MiTek Industries, Inc. Mon Aug 07 13.18.16 2006 Page 1 M �1 1-4-0 11-9-0 11-9-0 1-4-0 Scale = 1-.44.4 4x4 = 8 4x4 = 16 ZS 24 23 22 21 Zu 19 id 11 1b 4x4 = 1.5x4 11 1.5x4 11 1 5x4 11 1.5x4 11 1.5x4 11 5x6 = 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II LUMBER TOP CHORD 2 X 4 HF 180OF 1.6E BOT CHORD 2 X 4 HF 180OF 1.6E OTHERS 2 X 4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=277/23-6-0, 14=277/23-6-0, 21=212/23-6-0, 22=232/23-6-0, 23=233/23-6-0, 24=228/23-6-0, 25=246/23-6-0, 26=168/23-6-0, 20=232/23-6-0, 19=233/23-6-0, 18=228/23-6-0, 17=246/23-6-0, 16=168/23-6-0 Max Horz2=-98(load case 8) Max Uplift2=-35(load case 7), 14=-54(load case 8), 22=-39(load case 7), 23=-43(load case 7), 24=-39(load case 7), 25=-48(load case 7), 26=-61(load case 9), 20=-37(load case 8), 19=-44(load case 8), 18=-39(load case 8), 17=48(load case 8), 16=-61 (load case 9) Max Grav2=416(load case 2), 14=416(load case 3), 21=212(load case 1), 22=353(load case 2), 23=338(load case 2), 24=333(load case 2), 25=361 (load case 2), 26=239(load case 2), 20=353(load case 3), 19=338(load case 3), 18=333(load case 3), 17=361(load case 3), 16=239(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/100, 2-3=-95/32, 3-4=-82/52, 4-5=-87/70, 5-6=-86/90, 6-7=-86/110, 7-8=-92/127, 8-9=-92/121, 9-10=-86/88, 10-11=-86/52, 11-12=-87/46, 12-13=-82/52, 13-14=-92/29, 14-15=0/100 BOT CHORD 2-26=0/89, 25-26=0/89, 24-25=0/89, 23-24=0/89, 22-23=0/89, 21-22=0/89, 20-21=0/89, 19-20=0/89, 18-19=0/89, 17-18=0/89 , 16-17=0/89, 14-16=0/89 WEBS 8-21=-172/0, 7-22=-313/56, 6-23=-297/60, 5-24=-296/57, 4-25=-311/62, 3-26=-244/43, 9-20=-313/54, 10-19=-297/60, 11-18=-296/57, 12-17=-311/62, 13-16=-244/42 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf, BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Ga End Detail" 3) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B. Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live Iliad of 16.0 psf or 2.00 times Flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. Continued on page 2 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall strucaure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Modison. WI 53719. r 96 EXPIRES: OS 01 OR 1 August 8,2006 7777 Greenback lane Suite 109 Citrus Heights, CA, 95610"Ur MiTek® 23-6-0 Plate Offsets (X Y): [21.0-3-0,0-3-0] LOADING (psf) TCLL 40.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Roof Snow=40.0) Plates Increase 1.15 TC 0.27 Vert(LL) -0.02 15 n/r 180 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.12 Vert(TL) 0.03 15 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 14 n/a n/a BCDL 10.0 Code 1RC2003ITPI2002 (Matrix) Weight: 1061b LUMBER TOP CHORD 2 X 4 HF 180OF 1.6E BOT CHORD 2 X 4 HF 180OF 1.6E OTHERS 2 X 4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=277/23-6-0, 14=277/23-6-0, 21=212/23-6-0, 22=232/23-6-0, 23=233/23-6-0, 24=228/23-6-0, 25=246/23-6-0, 26=168/23-6-0, 20=232/23-6-0, 19=233/23-6-0, 18=228/23-6-0, 17=246/23-6-0, 16=168/23-6-0 Max Horz2=-98(load case 8) Max Uplift2=-35(load case 7), 14=-54(load case 8), 22=-39(load case 7), 23=-43(load case 7), 24=-39(load case 7), 25=-48(load case 7), 26=-61(load case 9), 20=-37(load case 8), 19=-44(load case 8), 18=-39(load case 8), 17=48(load case 8), 16=-61 (load case 9) Max Grav2=416(load case 2), 14=416(load case 3), 21=212(load case 1), 22=353(load case 2), 23=338(load case 2), 24=333(load case 2), 25=361 (load case 2), 26=239(load case 2), 20=353(load case 3), 19=338(load case 3), 18=333(load case 3), 17=361(load case 3), 16=239(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/100, 2-3=-95/32, 3-4=-82/52, 4-5=-87/70, 5-6=-86/90, 6-7=-86/110, 7-8=-92/127, 8-9=-92/121, 9-10=-86/88, 10-11=-86/52, 11-12=-87/46, 12-13=-82/52, 13-14=-92/29, 14-15=0/100 BOT CHORD 2-26=0/89, 25-26=0/89, 24-25=0/89, 23-24=0/89, 22-23=0/89, 21-22=0/89, 20-21=0/89, 19-20=0/89, 18-19=0/89, 17-18=0/89 , 16-17=0/89, 14-16=0/89 WEBS 8-21=-172/0, 7-22=-313/56, 6-23=-297/60, 5-24=-296/57, 4-25=-311/62, 3-26=-244/43, 9-20=-313/54, 10-19=-297/60, 11-18=-296/57, 12-17=-311/62, 13-16=-244/42 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf, BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Ga End Detail" 3) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B. Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live Iliad of 16.0 psf or 2.00 times Flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. Continued on page 2 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall strucaure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Modison. WI 53719. r 96 EXPIRES: OS 01 OR 1 August 8,2006 7777 Greenback lane Suite 109 Citrus Heights, CA, 95610"Ur MiTek® Job Truss Truss Type Qty ! Ply #2554 AHRENS 822317529' 9193 E1 FINK i i �_Job Reference (optional) Lumbermen's Building Centers, Spokane, WA 99206-422.0 6.400 s Aug 1 2006 MiTek Industries, Inc. Mon Aug 07 13:18:17 2006 Page 2 NOTES 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NII -7473 BEFORE USE. 7777 Greenback Lane ® j Design valid for use only with Ivliiek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenfers and proper incorporation of component is responsibility of building designer - not Truss designer. Bracing shown Citrus Heights, CA, 95610 W is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the goer. 8raciresponsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSu Building Component Q Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53119. M ITek® Job 9193 -_� Truss E2 __ _,___ Truss Type (VAULTED I -_ Oty I1 ___ __ __L Ply i 1 _ #2554 AHHENS j 822317530, Job Reference, o Bonet)— Lumbermen's Building Centers, Spokane, WA 99206-4220 6.400 s Aug 1 2006MiTek Industries, Inc. Mon Aug 07 13:18:17 2006 Page 1 TOP CHORD 5-6=-1697/137, 6-7=-2699/161, 7-8=0/102, 1-2=0/93, 2-3=-6070/270, 3-4=-5518/178, 4-5=-1487/145 1-4-0 4-10-0 7-7-14 11-9-0 18-0-6 23-6_0 24-10-0 WEBS 6-9=0/217, 6-10=-1078/139,5-10=-33/788, 4-10=-2534/118,4-11=-28/3397, 3-11=-275/170 1-4-0 4-10-0 2-9-14 4-1-2 6-3-7 5-5-10 1-4-0 1) Wind: ASCE 7-98; 90mph, h=25ft; TCDL=4.8psf; BCDL=4.2psf, Category ll; Exp B; enclosed; MWFRS gable end zone, cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. Scale = 1:50.3 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4x12 considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs 5x6 = 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 5 01 4x14 10"'"-' 9 5x7 = 4.00 12 5x12 1.5x4 II 1.5x4 It 6-6-0 6-0-8 - 5-5-15 5-5-10 Plate Offsets (X Y): [2 :0-2-4 0-1-Oj [5 0-1-12,0-2-Oj [7:0-1-10,Edge], [1070-8-8,0-2-8],[11:0-6-12,0-3-8], [20:0-1-12 0-0-12j LOADING TCLL 4 SPACING 2-0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL 40.0 (Roof Snow=40.0) Vert(LL) Plates Increase 1.15 TC 0.81 Vert LL -0.44 10-11 >622 240 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.96 Vert(TL) -0.73 10-11 >381 180 MT18H 185/148 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) -0.43 2 n/a n/a Code IRC2003/TPI2002 Matrix BCDL 10.0 (Matrix) i Weight: 121 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 2-0-13 oc purlins. BOT CHORD 2 X 4 HF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 DF Stud/Std 'Except" 2-2-0 oc bracing: 2-11. 4-11 2 X 4 HF 180OF 1.6E WEBS 1 Row at micipt 4-10 OTHERS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 7=1486/0-5-8, 2=1486/0-5-8 Max Horz7=-97(load case 8) Max Uplift7=-154(load case 8), 2=-154(load case 7) Max Grav7=1807(load case 3), 2=1807(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 5-6=-1697/137, 6-7=-2699/161, 7-8=0/102, 1-2=0/93, 2-3=-6070/270, 3-4=-5518/178, 4-5=-1487/145 BOT CHORD 9-10=-161/2244, 7-9=-161/2244, 10-11=-73/3253, 2-11=-179/5447 WEBS 6-9=0/217, 6-10=-1078/139,5-10=-33/788, 4-10=-2534/118,4-11=-28/3397, 3-11=-275/170 NOTES 1) Wind: ASCE 7-98; 90mph, h=25ft; TCDL=4.8psf; BCDL=4.2psf, Category ll; Exp B; enclosed; MWFRS gable end zone, cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) The following joint(s) require plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection: 11 9) Gable studs spaced at 2-0-0 oc. 10) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity o bearing surface. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. lf� I ` LOAD CASE(S) Standard 1r �( t -- EXPIRES: 08-01-0�,----1 August 8,2006 psign valid for design oramenters n _lens shown. K REFERENCE PAGE Nil BEFORE USE. - 7777 Greenback Lane [� WARNING - Ver( design Verify g parameters and READ NOTES ON THIS AND INCLUDED MITE Design valid for use only with Mitek connectors. This design o based only upon param= m. and is for on individual building component. Suite 109 A 9 p and proper incorporation of component is responsibility of 'building designer - not truss designer.Citrus Hei h is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilitygof hen 9 t5, CA, 95610 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fobricallon, cl—tily control, storage, ng Component delivery, erection and bracing, consult ANSI/TPI1 Qualify Criteria, DSB-89 and BCSI1 Buildi Safety Information available from Truss Plate Institute. 583 D Onofrio Drive, Madison, WI 53719. A'Te km Job Truss Truss Type Qty Ply #2554 AHRENS I 8223175311 9193 E3 VAULTED 6 1 Job_ Reference optional Lumbermen's Building Centers, Spokane, WA 99206-4220 6.400 s Aug 1 2006 MiTek Industries, Inc. Mon Aug 07 13:18:18 2006 Page 1 1-4-0 4-10-0 2-9-14 4-1-2 6-3-7 5-5-10 5x6 5 700 O �� I I6.00 L12 4 1.5x4 = 3x4 3 � I 'li I 1 1 Il I 2 9x18 MT18H=�. 1 �� 7 1 4x14 4.00 L12 10 9 5x7 = 5x12 z 1.5x4 II 6-6-0 6-0-8 5-5-15 ra11ar 5-5-10 1-4-0 Scale = 1:44.0 LOADING (psf) TCLL 40.0 SPACING 2-0-0 CSI i DEFL in (loc) I/defl L/d PLATES GRIP (Roof Snow=4 Plates Increase 1.15 TC 0.81 Vert(LL) -0.44 10-11 >622 240 MT20 185/148 TCLL 8.0 8.0 Lumber Increase 1.15 BC 0.96 Vert(TL) -0.73 10-11 >381 180 MT18H 185/148 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) -0.43 2 n/a n/a BCDL 10.0 Code IRC2003ITP12002 Matrix (Matrix) I I Weight 94 Ib LUMBER TOP CHORD 2 X 4 HF 180OF 1.6E BOT CHORD 2 X 4 HF 180OF 1.6E WEBS 2 X 4 DF Stud/Std "Except' 4-11 2 X 4 HF 180OF 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 2-11. WEBS 1 Row at midpt 4-10 REACTIONS (Ib/size) 7=1486/0-5-8, 2=1486/0-5-8 Max Horz7=-97(load case 8) Max Uplift7=-154(load case 8), 2=-154(load case 7) Max Grav7=1807(load case 3), 2=1807(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 5-6=-1697/137, 6-7=-2699/161, 7-8=0/102, 1-2=0/93, 2-3=-6070/270, 3-4=-5518/178, 4-5=-1487/145 BOT CHORD 9-10=-161/2244, 7-9=-161/2244, 10-11=-73/3253, 2-11=-179/5447 WEBS 6-9=0/217, 6-10=-1078/139, 5-10=-33/788, 4-10=-2534/118, 4-11=-28/3397, 3-11=-275/170 NOTES 1) Wind: ASCE 7-98, 90mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98, Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times Flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) The following joint(s) require plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection: 11. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity bearing surface. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard EXF'IFIES:Ox-01-01; I August 8,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Addilional temporary bracing to insure stability during construction is the respo- billity of the " r' '� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI7TP11 Quality Criteria, DSB-89 and BCSII Building Component Solely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.. M IT�ip K® Job Truss truss Type 9193 FE1 ROOF TIUSS Lumbermen's Building Centers, Spokane, WA 99206-4220 1-4-0 6.00 12 2x4 = mal Oty Ply i #2554 AHRENS R22317532 i2 1 , Jcb Reference (optional___ 6.400 s Aug 1 2006 MiTek Industries, Inc. Mon Aug 07 13:18:19 2006 Page 1 4-0-5 Scale: 1•'=1' 1-11-11 4-0-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 DPlates Increase 1.15 TC 0.29 Vert(LL) -0.06 2-4 >999 240 MT20 185/148 (Roof Snow=4 8.0 Lumber Increase 1.15 BC 0.27 Vert(TL) -0.15 2-4 >467 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 11 Ib LUMBER y BRACING TOP CHORD 2 X 4 HF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 HF 1800E 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=330/0-5-8, 4=58/0-3-8, 3=44/Mechanical Max Horz2=59(load case 5) Max Uplift2=-55(load case 5), 3=-72(load case 7) Max Grav2=404(load case 7), 4=116(load case 2), 3=44(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/100, 2-3=-66/12 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed, Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard r S� FX—F FRES, 08-01-09 - August 8,2006 „ G WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PACE Ml1-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610�ww is for lateral support of individual web members only. Additional temporary bracing to insure slobility during construction is the responsibillity of the uc erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ,fpb Truss T russ ype Qty Ply #2554 AHKtNS R22317533i 9193 FE2 �2 erence Lumbermen's Building Centers. Spokane, WA 99206-4220 _1 I- - 6.400 s AugR1f 2006 MiTekoIndu)stries, Inc. Mon Aug 07 13:18:19 2006 Page 1 e=1136 LOADING (psf) 3-1111 2-0-5 TCLL 40.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP (Roof Snow=4 Plates Increase 1.15 TC 0.37 Vert(LL) -0.05 2-4 >999 240 MT20 185/148 D8.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.13 2-4 >514 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight: 14 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 1800E 1.6E TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2 X 4 HF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=145/Mechanical, 2=415/0-5-8, 4=56/Mechanical Max Horz2=89(load case 5) Max Uplift3=-42(load case 5), 2=-65(load case 5) Max Grav3=145(load case 1), 2=419(load case 7), 4=113(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/102, 2-3=-99/52 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times Flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard EX�'IRES: 08-01-0~ August 8,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only win Iv11Tek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 ���® Applicability of design paramenters and proper incorporalion of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 mu is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quciity Criteria, JSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 C'Onofrio Drive, Madison, WI 53719. M iTe��/ — --_ 9193 JACK Building Centers, Spokane, WA 99206-4220 Qty Ply #2554 AHRENS 2 1I Job Reference o tionaD__ 6.400 s Aug 1 2006 MiTek Industries, [tic. LOADING (psf) TCLL 40.0 SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d Plates Increase 1.15 TC 0.60 Vert(LL) 0.06 2-4 1999 240 TCDLSnow=4 800 Lumber Increase 1.15 BC 0.26 Vert(TL) -0.14 2-4 >492 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 HF 180OF 1.6E BOT CHORD 2 X 4 HF 180OF 1.6E REACTIONS (Ib/size) 3=265/Mechanical, 2=488/0-1-8, 4=57/0-5-8 Max Horz2=120(load case 5) Max Uplift3=-79(load case 5), 2=-69(load case 5) Max Grav3=265(load case 1), 2=488(load case 1), 4=114(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/101, 2-3=-135/95 BOT CHORD 2-4=0/0 m 0 PLATES GRIP MT20 185/148 Weight: 17 Ib BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Spsf; BCDL=4.2psf; Category II; Exp B; enclosed, MWFRS gable end zone, cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard R22317534 Scale = 1:18.9 EXf'IRErS:Oti-01-0 _—� August 8,2006 WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors This design is based only upon parameters shown, and is for an individual budding component. Suite 109 �® Applicability of design paramenters and proper incorporation of components responsibility of building designer - not truss des over. Bracing shown Citrus Heights, CA, 95610�uw is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plafe Institute. 583 D'Onofrio Drive, Madison, WI 53719. — M ITQK® Truss FE4 (JACK niers, Spokane, WA j2 R22317535I 6.400 s Aug 1 2006 MiTek Industries, Inc. Mon Aug 07 13:18:20 2006 Page 1 b -O -D _ —._ — 7-11-11 txa Scale = 1:23.6 REACTIONS (Ib/size) 4=-76/Mechanical, 2=444/0-1-8, 5=57/0-5-8, 3=576/0-1-8 Max Horz2=150(load case 5) Max Uplift4=-76(load case 1), 2=40(load case 5), 3=-171(load case 5) Max Grav4=21(load case 5), 2=444(load case 1), 5=114(load case 2), 3=576(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/101, 2-3=-115/147, 3-4=-113/9 BOT CHORD 2-5=0/0 NOTES 1) Wind: ASCE 7-98; 90ni h=25ft; TCDL=4.8psf, BCDL=4.2psf; Category II; Exp B, enclosed, MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed, Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11 A and R802.10.2 and referenced standard ANSI/TPI 1, LOAD CASE(S) Standard N� A;Yz1471 l\' �FXF'IRES. o -01-05 1 August 8,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M17 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610""W is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i-" fabrication. quality control, storage, delivery, erecfion and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component ■ Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. — ka TOADING(Ps40.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP (Roof Snow=40.0) Plates Increase 1.15 TC 0.50 Vert(LL) -0.06 2-5 >999 240 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.26 Vert(TL) -0.14 2-5 >492 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 Matrix ( ) Weight: 191b LUMBER BRACING TOP CHORD 2 X 4 HF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=-76/Mechanical, 2=444/0-1-8, 5=57/0-5-8, 3=576/0-1-8 Max Horz2=150(load case 5) Max Uplift4=-76(load case 1), 2=40(load case 5), 3=-171(load case 5) Max Grav4=21(load case 5), 2=444(load case 1), 5=114(load case 2), 3=576(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/101, 2-3=-115/147, 3-4=-113/9 BOT CHORD 2-5=0/0 NOTES 1) Wind: ASCE 7-98; 90ni h=25ft; TCDL=4.8psf, BCDL=4.2psf; Category II; Exp B, enclosed, MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed, Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11 A and R802.10.2 and referenced standard ANSI/TPI 1, LOAD CASE(S) Standard N� A;Yz1471 l\' �FXF'IRES. o -01-05 1 August 8,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M17 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610""W is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i-" fabrication. quality control, storage, delivery, erecfion and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component ■ Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. — ka Job Truss (Truss Type Qty Ply 12554 AHRENS 1 R2231 9193 FES JACK 2 I- -1-4-0 I -- 1-4-0 6.400 s Aug 1 2006 MiTek Industries, Inc. Mon Aug 07 13:18:21 2006 Pag, 8-0-0 9-11-11 6-0-0 2-0-0 1-11-11 5 Scale = 1:28.5 4 6.00 3� 2x4 = �LOADINGSPACING 2-0-0EBC DEFL in (loc) I/def] L/d PLATES GRIP . Plates Increase 1.150.61 Vert(LL) -0.06 2-6 >999 240 MT20 185/148 TCDL g.p Lumber Increase 1.150.26 Vert(TL) -0.14 2-6 >492 180 BCLL 00Rep Stress Incr YES0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2003/TPI2002) Weight: 22 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=448/0-1-8, 6=57/0-5-8, 4=242/Mechanical, 3=452/0-1-8 Max Horz2=178(load case 5) Max Uplift2=-27(load case 5), 4=-84(load case 4), 3=-197(load case 7) Max Grav2=448(load case 1), 6=114(load case 2), 4=596(load case 7), 3=452(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/101, 2-3=-132/145, 3-4=-60/106, 4-5=-160/0 BOT CHORD 2-6=0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category II; Exp 8; enclosed; MWFRS gable end zone, cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98, Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 2, 3. 8) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 3. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard C Xf'IRES: 08-01-01 Auaust A gnnF WARNING - Ver! deaf .......:......- fy gn parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PACE MII 7473 BEFORE USE. 7777 Greenback Lane • Designr use nly MiTek connectors. This d sign is d only upon parameters of pdesign of pdividual web members only. Additional temporarye bra responsibility of building g truss - - Bracing shown Swte 109g s for lateral su n rt of i a nldu be eb me the ov ly. A r06onofe o tr cing0to innsulreostabil ty during cconsttrruc�oonliss the building responsibilllli,y of the Citrus Heights, CA, 95610 �L Applicability and P 9 e a structure is the ,sponsibihty of the buildicg designer. For g` -r, I guioonce regarding rias fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality �riterla, DSB-6; and SCSI( Building Component Q�/ Safety Information available from truss Plate Institute. 583 D'Onofr10 Drive. Madison. WI 53719. M ITT. n® I uss IIruss type FHR ROOF TRUSS s Building Centers, Spokane, WA 99206-4220 6.400 s Aug R22317537'. Inc. Mon Aug 07 13:18:22 2006 Page 1 15-5-12 -3,29.4 or 2x4 = 1 5x4 II 0- 12 2-9-15 0-0-12 2-9-3 TOADING(Ps40.0 SPACING 2-0-0 CSI DEFL n (lac) I/deft L/d PLATES GRIP (Roof Snow=40.0) Plates Increase 1.15 TC 0.65 Vert(LL) -0.00 2-9 >999 240 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(TL) -0.00 7 ma n/a BCDL 10.0_ Code IRC2003/TP12002 (Matrix) I Weight: 26 lb LUMBER BRACING TOP CHORD 2 X 4 HF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins. BOT CHORD 2 X 4 HF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 7=134/Mechanical, 2=389/0-7-11, 9=342/0-5-8, 5=490/0-1-8, 6=357/0-1-8 Max Horz 2= 1 97(load case 3) Max Uplift7=-35(load case 3), 2=-52(load case 3), 9=-151 (load case 7), 5=-130(load case 3), 6=-93(load case 3) Max Grav7=134(load case 1), 2=660(load case 7), 9=342(load case 1), 5=490(load case 1), 6=357(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/108, 2-3=-162/26, 3-4=-127/0, 4-5=-119/91, 5-6=-72/54, 6-7=-65/34 BOT CHORD 2-9=0/0, 8-9=0/0 WEBS 3-9=-316/178 NOTES 1) Wind: ASCE 7-98, 90mph; h=25ft, TCDL=4.8psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone, cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times Flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 6. 8) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 5, 6. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for a^ individual building component. Applicability of design paromenlers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Exrliri�s: as of oti August 8,2006 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610"�U_ff �a MiTek® Job Truss Truss Type IQfy 9193 �FS1 ROOF TRUSS 2 Lu.. .. men's Building Centers, Spokane, WA 99206-4220 6.400 s Aug 1 2006 MiTek Industries, Inc. LOADING(Ps4)0.0 TCLL SPACING 2-0-0 CSI (Roof Snow=40.0) Plates Increase 1.15 TC 0.29 TCDL 8.0 Lumber Increase 1.15 BC 0.03 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IRC2003/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 HF 180OF 1.6E BOT CHORD 2 X 4 HF 180OF 1.6E REACTIONS (Ib/size) 2=292/0-5-8, 4=20/0-1-8, 3=46/Mechanical Max Horz2=59(load case 5) Max Uplift2=-71(load case 5), 3=-71 (load case 7) Max Grav2=364(load case 7), 4=39(load case 2), 3=46(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/100, 2-3=-66/13 BOT CHORD 2-4=0/0 DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 185/148 Vert(TL) -0.00 2-4 >999 180 Horz(TL) -0.00 3 n/a n/a Weight: 7 Ib BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft, TCDL=4.8psf, BCDL=4.2psf; Category II; Exp B; enclosed, MWFRS gable end zone, cantilever left and right exposed ; end vertical left and right exposed, Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 tinges flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 4. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard [YARNING - Ver! design ""'� �•�- Ig 9 parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PACE NII7473 BEFORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shovm, and is for an individual building component, Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. R22317538I Scale = 1:9.1 EXPIRES:08 01-08 August 8,2006 7777 Greenback Lane --_.__.......,,.,..gym Suite 109 Citrus Heights, CA, 956101"VE MiTek® Job Truss _7iTruss Type I 19193 IS, ROOF TRUSS Lumbermen's Building Centers, Spokane, WA 99206-4220 Ply R22317539', Job Reference (optional) 6.400 s Aug -1 2006 MiTek Industries, Inc. Mon Aug 07 13:18:23 2006 Page 1 LOADING (psf) TCLL 40.0 SPACING 2-0-0 CSI (Roof Snow=4 Plates Increase 1.15 TC 0.29 BCDL 8.0 8.0 Lumber Increase 1.15 BC 0.03 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IRC2003/TP12002 i Matrix (Matrix) LUMBER TOP CHORD 2 X 4 HF 180OF 1.6E BOT CHORD 2 X 4 HF 180OF 1.6E REACTIONS (Ib/size) 3=162/Mechanical, 2=361/0-5-8, 4=19/0-5-8 Max Horz2=89(load case 5) Max Uplift3=-47(load case 5), 2=-74(load case 5) Max Grav3=162(load case 1), 2=361(load case 1), 4=38(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/100, 2-3=-96/57 BOT CHORD 2-4=0/0 DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 185/148 Vert(TL) -0.00 2-4 >999 180 Horz(TL) -0.00 3 n/a n/a Weight: 9 Ib BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf, Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been checked for uniform snow load only, except as noted. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502A 1.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARMNG Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERENCE PAGE MIf7473 BEFORE USE. Design valid for use only with Ivliiek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability durincconstruction is the responsibillit7 of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, nor general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 qualify Crlterlo, ll and BCSI1 Building Component Safety Information available 6om Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Scale = 1.13 .6 Fxn,-RES: Os-ot-ag August 8,2006 7777 Greenback Lane Suite 109 Citrus Heights, CA, 956101"UW Av"s MiTek® 4 Y Jab Truss Truss Type Qty Ply #2554 AHRENS R22317540' 9193 FINK 1�Nl IJob Reference (option a1) _ Lumbermen's Building Centers, Spokane, WA 99206-4220 6.400 s Aug 1 2006 MiTek Industries, Inc. Mon Aug 07 13:18:24 2006 Page 1 ---- 13-0-0 i 26-0-0-- 13-0-0 6 0 013-0-0 13-0-0 Scale = 1:42.1 3.00 12 4x4 = ,x4 6 3x4 % 21 20 19 18 17 16 15 14 13 12 3x4 1.5x4 II 1,5x4 II 1.5x4 II 1.5x4 II 3x6 = 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II LUMBER TOP CHORD 2 X 4 HF 180OF 1.6E BOT CHORD 2 X 4 HF 180OF 1.6E OTHERS 2 X 4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=186/26-0-0, 11=186/26-0-0, 17=231/26-0-0, 18=226/26-0-0, 19=257/26-0-0, 20=133/26-0-0, 21=463/26-0-0, 15=226/26-0-0, 14=257/26-0-0, 13=133/26-0-0, 12=463/26-0-0 Max Harz 1=40(load case 7) Max Upliftl=-13(load case 5), 11=-16(load case 6), 18=-30(load case 7), 19=-33(load case 5), 20=-17(load case 7), 21=-59(load case 5), 15=-30(load case 8), 14=-33(load case 6), 13=-17(load case 8), 12=-59(load case 6) Max Gravl=270(load case 2), 11=270(load case 3), 17=231(load case 1), 18=346(load case 2), 19=372(load case 2), 20=196(load case 2), 21=675(load case 2), 15=346(load case 3), 14=372(load case 3), 13=196(load case 3), 12=675(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-71/70, 2-3=-61/36, 3-4=-37/44, 4-5=-42/54, 5-6=-45/62, 6-7=-45/60, 7-8=-42/44, 8-9=-37/35, 9-10=-61/17, 10-11=-71/70 BOT CHORD 1-21=0/29, 20-21=0/29, 19-20=0/29, 18-19=0/29, 17-18=0/29, 16-17=0/29 15-16=0/29, 14--i5=0/29, 13-14=0/29, 12-13=0/29 , 11-12=0/29 WEBS 6-17=-190/12, 5-18=-309/47, 4-19=-320/50, 3-20=-200/33, 2-21=-541/79, 7-15=-309/46, 8-14=-320/50, 9-13=-200/33, 10-12=-541/79 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable4 End Detail" 3) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced s standard ANSI/TPI 1. LOAD CASE(S) Standard S. T/fir., August 8,2006 WARNING - VeIVY design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI67473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 ''__ Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610Ur is for lateral support of individual web members only. Additional temporary bracing to insure stability durirg cons�.ruction is the respon,sibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 4 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI, W1 Quality Criteria, DS g Component M ITe Safety Inlormatlon available from Truss Plate Institute, 583 U'Onofrio Drive, Madison, WI 53719. B.69 a,id BCS11 BuildinComt TOADING(p5CLL40,0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Roof Snow=40.0) Plates Increase 1 15 TC 0.29 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 8,0 Lumber Increase 1.15 BC 0.16 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 11 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 78 lb LUMBER TOP CHORD 2 X 4 HF 180OF 1.6E BOT CHORD 2 X 4 HF 180OF 1.6E OTHERS 2 X 4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=186/26-0-0, 11=186/26-0-0, 17=231/26-0-0, 18=226/26-0-0, 19=257/26-0-0, 20=133/26-0-0, 21=463/26-0-0, 15=226/26-0-0, 14=257/26-0-0, 13=133/26-0-0, 12=463/26-0-0 Max Harz 1=40(load case 7) Max Upliftl=-13(load case 5), 11=-16(load case 6), 18=-30(load case 7), 19=-33(load case 5), 20=-17(load case 7), 21=-59(load case 5), 15=-30(load case 8), 14=-33(load case 6), 13=-17(load case 8), 12=-59(load case 6) Max Gravl=270(load case 2), 11=270(load case 3), 17=231(load case 1), 18=346(load case 2), 19=372(load case 2), 20=196(load case 2), 21=675(load case 2), 15=346(load case 3), 14=372(load case 3), 13=196(load case 3), 12=675(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-71/70, 2-3=-61/36, 3-4=-37/44, 4-5=-42/54, 5-6=-45/62, 6-7=-45/60, 7-8=-42/44, 8-9=-37/35, 9-10=-61/17, 10-11=-71/70 BOT CHORD 1-21=0/29, 20-21=0/29, 19-20=0/29, 18-19=0/29, 17-18=0/29, 16-17=0/29 15-16=0/29, 14--i5=0/29, 13-14=0/29, 12-13=0/29 , 11-12=0/29 WEBS 6-17=-190/12, 5-18=-309/47, 4-19=-320/50, 3-20=-200/33, 2-21=-541/79, 7-15=-309/46, 8-14=-320/50, 9-13=-200/33, 10-12=-541/79 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable4 End Detail" 3) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced s standard ANSI/TPI 1. LOAD CASE(S) Standard S. T/fir., August 8,2006 WARNING - VeIVY design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI67473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 ''__ Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610Ur is for lateral support of individual web members only. Additional temporary bracing to insure stability durirg cons�.ruction is the respon,sibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 4 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI, W1 Quality Criteria, DS g Component M ITe Safety Inlormatlon available from Truss Plate Institute, 583 U'Onofrio Drive, Madison, WI 53719. B.69 a,id BCS11 BuildinComt 0 1 r Job Truss T uss Type Qty Ply #2554 AHRENS R22317541� I 9193 N2 I KINGPOST 1 1 Job Reference (optional) ^ Lumoermen s nunaing t,emers, aporcene, vvrs uucuo-Y<cv v 0 a 6-6-0 4x4 =` 6-6-0 2006 Page! Scale= 1:21.1 3x4 1.5x4 11 1.5x4 II 1.5x4 II 3x4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.26 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=4 Lumber Increase 1.15 BC 0.14 Vert(TL) n/a n/a 999 BCDL 8.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2003/TP12002 Matrix BCDL 10.0 (Matrix) Weight: 341b LUMBER BRACING TOP CHORD 2 X 4 HF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 1=173/13 -0-0,5=173/13-0-0,7=67/13-0-0,8=450/13-0-0,6=450/13-0-0 Max Horz 1 =25(load case 7) Max Upliftl=-15(load case 5), 5=-18(load case 6), 8=-62(load case 5), 6=-62(load case 6) Max Gravl=253(load case 2), 5=253(load case 3), 7=67(load case 1), 8=651(load case 2), 6=651(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-83/90, 2-3=-76/39, 3-4=-76/37, 4-5=-83/90 BOT CHORD 1-8=0/20, 7-8=0/20, 6-7=0/20, 5-6=0/20 WEBS 3-7=-83/1, 2-8=-524/82. 4-6=-524/82 NOTES 1) Wind: ASCE 7-98; 90rl h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98, Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Gable requires continuous bottom chord bearing. it 7) Gable studs spaced at 2-0-0 oc. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10,2 and referenced standard ANSI/TPI 1. {• f LOAD CASE(S) Standard FXFIF1E5: —0 01-08 August 8,2006 A WARNING - Verlfg design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIB 7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 �� Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown Citrus Heights, CA, 95610"UW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-B9 and BCSI1 Building Component Q�/ Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. M ITeke Symbols PLATE LOCATION AND ORIENTATION _ 3 " *Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and securely seat. 0 -1/1 G' i i *For 4 x 2 orientation, locate plates 0-1/i,:' from outside edge of truss. *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upc:i request. PLATE SIZE 4 x 4 The first dimension is the width perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint Fl number where bearings occur. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI I : Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft -in -sixteenths 2 TOP CHORDS 3 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 96048, 9511, 9432A '811111111® Mama MiTek® X MiTek Engineering Reference Sheet: MII-7473 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI 1- 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 4. Cut members to bear tightly against each other. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fisc; retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. Genual practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 1 1. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. © 2004 MiTek n0 SITE PLAN" SCALE: I"='^' 0" This site pla,� is being submitted for the purpose of obtaining a building permit and is a true and correct representaion of the propsal. All known property line/dimensions, curb lines, structures and easements hav been identified. Also indicated are wetlands, bodies -)f water, steep slopes or other critical areas. LOT 2 BT.00K ? Siened: SONATA SPRINGS Date:_ SPOKANE VALLEY, WA. J.W. ZAK 5-G-08 18111 MANSFIELD AVE CAM" OF SIRE" T w O ¢ w d =V)zW u= ozoa,5w zo -wow x ¢ W � W � Fw�d3c.i o°oz�zao R0Fy< RQOW Maw' OwwwWnF- >zn¢°zz Oa's¢oa�Op �ww Ujo=) cnU- j H2z2zE 0O -Uo'oo I� E .U -Z K w E H°¢° zUJ toC) O z� zt=-aux > zW°3[d-, 3 �w 3 4tiUj 14- zw.jROz^ Rwc.LL. u\ > SELL, EAGLE HV 70.001 PROPER:, _INE LOT AREA 7,830 �C 6'-0" _ 54'-0" 10'-0" c "I' MIN. REAR YARD SETBACK LII`✓ .O1 w c O v e )Si SINGLE, FA:._.:. RESIDENCE al 1678 SQ. FT. FOOTPRINT/ OF LOT AREA r DBUILDING, i HIi1GHT 20'- 5" I f I CONCRETE , � PORC'I I & i / � . SIDE'. I znnu.\ rw,,-:ID;rilivlKunr FROM I IIL BORDER LASLn1EN I I i , ; IO' L 1 X '\ E Q 1 I i I , I I ' , ._. N( REl 1: ( ' - �iy ; 1 {!)RIS E - .1 ; UNDER ATER f� U IYBORDER, A;i GROUND POWER Vl M SIDEWALK-.'; r: i zj s u i y , I I 1IIR13 ''7%) f101 1 -71 -" 18111 MANSFIELD AVE CAM" OF SIRE" T w O ¢ w d =V)zW u= ozoa,5w zo -wow x ¢ W � W � Fw�d3c.i o°oz�zao R0Fy< RQOW Maw' OwwwWnF- >zn¢°zz Oa's¢oa�Op �ww Ujo=) cnU- j H2z2zE 0O -Uo'oo I� E .U -Z K w E H°¢° zUJ toC) O z� zt=-aux > zW°3[d-, 3 �w 3 4tiUj 14- zw.jROz^ Rwc.LL. u\ > SELL, EAGLE HV SIMPSON UPLIFT STRAP 1.0.0 POUNDS woi �imrl�w��moomv' '° .°de .°d•e .°d•c •e .°d•e °d' ° ° D °• °d'°° °d'o•'d•� o °do• °a y• p p• p >• p• • D p • 0 TWO ANCHOR BOLTS INS7'ALLED IN ACCORDANCE WITH FIGURE R403.1(1) SHALL BE P;.20VIDED IN EACH PANEL, ANCHOR BLOTS SHALL BE PLACED AT PANEL QUARTER POINTS i� 9ImN�19pIppWO��MIP To"' N1114. WIDTH I!2" OSB SHEATHING 3/8" MIN. NAILED WITH 8d COMMON OR GALVINIZED BOX NAILS IN ACCORDANCE WITH TABLE R602.3(1) AND BLOCKED AT ALL WOOD STRUCTURAL PANEL SHEATHING EDGES. BACK EACH STRAP WIT[I A STUD RECOMMENDED HOLD IN 8" FROM EDGE OF BRACING PANEL ° .°dn .°d• .°a•D •° .°0'e .°a•e .°d•e . p p s p p s p • p ° ° t p ♦ p p .° °d.o °d.a• °d.a• °d.o• °d.o• °d.o• pd.o•'°d°�•°. D p p D p ° • D D D p IN FIRST STORY OF TWO-STORY BUILDINGS, SIIALL HAVE AT LEAST THREE ANCHOR BOLTS, PLACED AT ONE-FIFTH POINTS IMPSON UPLIFT STRAP 3,000 POUNDS SCALE: I"= 1'- W ALTERNATE BRA(-,-*/'ING PANEL, R602.10.6 ALTERNATE BRACED WALL PANELS 2x6 TOP PLATE JOINTS LAPPED MINIMUM OF 48" AND FULL SURFACE GLUED AND NAILED WITH loci a 6"o.c. WHILE GLUE WET GLUE OUTSIDE 2x6 TRIM STUD TO EDGE - OF VERTICAL FLAT 2x4 AND NAIL WITH 1 lod is 6"o.c. WHILE GLUE WET FULL SUWACE GLUE ALL VERTICAL 2x4's TO LAPPED HEADER (WITH BRUSH OR ROLLER) AND NAIL WITH 10d 6 2"oc. E.W. WHILE GLUE WET VERTICAL FLAT 2x4 (TYPICAL AT BOTH ENDS OF WINDOW OPENINS AND CONTINUOUS TO TOP PLATE) NOTCH HEADERS 4"+ THICK TO SNUG FIT VERTICAL 2x4 HEADER 51ZED FOR --' VERTICAL LOADS BY OTHERS BUT NOT LE56 THAN 2x(o 2x FILLER NOT REQUIRED WHEN 4"+ THICK NOTCHED HEADER FILLS THE 1j" SPACE) GLUE INSIDE 2x6 TRIM STUD TO EDGE OF VERTICAL FLAT 2x4 AND NAIL WITH 10d 9 6"oc. WHILE GLUE WET (TYPICAL) MINIMUM 2x6 CRO55 PIECE -- LAPPED AND FULL SURFACE GLUED (WITH BRUSH OR ROLLER) TO OUTSIDE EDGE OF VERTICAL FLAT 2x4'8 AT EACH END AND NAILED WITH loci 5 2"oz. WHILE: GLUE WET HEADERS CAN BE SLOPED HEADERS CAN BE CUT AT MID -SPAN (AS FOR A CATHEDRAL CEILING) AND SPLICED WITH A MINIMUM 2x6 FULL SURFACE GLUED TO BACKSIDE: OF HEADERS AT JOINT WHEN WALLS HAVE SPACE ABOVE AND/OR BELOW OPENING FILL WITH 2x6 STUDS a 16 "o c. NOTE: THERE IS NO FEA515LE FIELD CORRECTIONS FOR M155ED ELEMENT:i IN ANY OF THESE DETAILS IN5V VIEW -- OUT -TO -OUT WIDTH OF 6 i/2 RF3 DETAIL 15 f WINDOW R.O. + 13" (2'-8 MINIMUM) 0R I I I TOP VIEW OF I OR 1--L Gof; IER NOTCHING OPTIOINAL AT HEADER (STOP AT 2x(b HEAD TRIMMER) 5j" MIN DEEP FILLERS FULL SURFACE GLUED AND NAILED TO HEADER < CRO55 PIECE WITH loci 6 6"oc. E.W. WHILE GLUE 15 STILL WET FULL SURFACE GLUE SHEETING ON OUTSIDE FACE OF RF3 AND NAIL WHILE GLUE WET EXTERIOR SHEETING J" NOMINAL PLYWOOD OR 055 NAILED WITH Sd COMMON OR GALVANIZED BOX NAILS AT 6"o.c. AT ALL EDGES (ALL EDGES MUST BE BLOCKED) AND 12"oc. AT ALL OTHER SUPPORTS FRAMING LUMBER DFL No. 2 OR BETTER DAP WELDWOOD CARPENTER'S WOOD GLUE PROFESSIONAL GRADE (ALIPHATIC RESIN) OR EQUAL, PROVIDING AVERAGE 2800pal SHEAR (ASTM D-905 5LOCK6HEAR5) THIS DETAIL ONLY PER 2003/2006 I$.CJI.R.C. (EXPIRES THEREAFTER). '�I ARD A. I., r M y0 0 8 L 15362 N.; Lc,, EXPIRES 2/5/2010 Digital Signature LOT 2, BLOCK 3, SONATA SPRINGS, SPO<ANE VALLEY, WA ��3 © HOIT ENGINEERING, INC. (200) 162-5-117 DATE: 516108 SCALE: 3/8" = 1'-0" Washington State Energy Code: Component Performance Worksheet Zone 2, Type R-3 and R4 only SELL EAGLE HV 18114 MANSFIELD AVE. LOT 2 BLOCK 3 SONATA SPRINGS SPOKANE VALLEY, WASHINGTON Heating System Size Ducts are located in unconditioned space Conditioned Floor Area 1833 Equipment size over design load: 100% • Conditioned Building Volume 14664 Btu/hour output 25,779 Weather Station Spokane Co KW 7.6 Component Performance, Zone 2, R3 & R-4 Code Target Values Proposed Design Values Area UA Area UA Vertical Glazing U = 0.350 Overhead Glazing Installed in Attics U = 0.580 Overhead Glazing Installed in Vaults U = 0.580 Doors U = 0.200 Attics / Joist > 13" deep or > 500 SF U = 0.031 Single Rafter Joist < 13" deep, 500 SF limit 0.034 Wall (above grade) U = 0.044 Floors U = 0.029 Slab on Grade F = 0.540 Below Grade Interior 2' depth, wall U = 0.043 2' depth, slab F = 0.690 3.5' depth, wall U = 0.041 35 depth, slab F = 0.640 7' depth, wall U = 0.037 7' depth, slab F = 0.570 Below Grade Exterior 2' depth, wall U = 0.070 2' depth, slab F = 0.600 3.5' depth, wall U = 0.064 3.5' depth, slab F = 0.570 7' depth, wall U = 0.056 7' depth, slab F = 0.420 275 96.2 0 0.0 0 0.0 38 7.6 1.182 36.6 0 0.0 1101 48.4 520 15.1 0 0.0 194 11 0 11 0 11 38 le 1182 1 / 0 1 1 194 11 0 11 0 11 38 le 1182 11 0 1 1 194 67.7 0 0.0 0 0.0 38 2.8 1182 36.6 0 0.0 1182 73.3 520 15.1 0 0.0 Target UA Total 279.6 Proposed UA Totaf 271.3 If the Proposed UA <_ The Target the UA requirements are meet. Check other code requirements Copyright 2007, WSUEEP07-012 (Version 6) Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) 5/6/2008 1 of 6 11 11 11 11 11 11 Target UA Total 279.6 Proposed UA Totaf 271.3 If the Proposed UA <_ The Target the UA requirements are meet. Check other code requirements Copyright 2007, WSUEEP07-012 (Version 6) Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) 5/6/2008 1 of 6 1 1 11 11 11 11 II Target UA Total 279.6 Proposed UA Totaf 271.3 If the Proposed UA <_ The Target the UA requirements are meet. Check other code requirements Copyright 2007, WSUEEP07-012 (Version 6) Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) 5/6/2008 1 of 6 Washington State Energy Code: Component Performance Worksheet Zone 2, Type R-3 and R4 only Vertical Plan ID Glazing Component Description 2gl vinyl,low-e 1/2" space'w 2gl vinyl,low-e 1/2" space - - -- -- - 2gl vinyl,low-e 1/2" space 2gl vinyl,low-e 1/2" space -- - - 2gl vinyl,low-e 1/2" space 2gl vinyl,low-e 1/2" space 2gl vinyl,low-e 1/2" space 2gl vinyl,low-e 1/2" space - - - - Doors Component Description I - j i Ref Glazing U Width Height Qt. Feet ' `h ��°n Feet Area UA 10-6c . 0.350 2 4 ° 4 ° 32.0 11.2 10-6c 0.350 1 5 4 20:0 7. 10-6c 0.350 1 5 ° 5 25.0 8.8 10-6c 0.3:,J 2 2 ° 5 ° 20.0 7.0 10-6c 0.350 1 5 ° 2 10.0 3.5 10 10-6c 0.350 1 6 ° 6 41.0 14.4 10-6c 0.350 2 4 ° 3 s 28.0 9.8 10-6c 0.350 1 5 ° 3 17.5 6.1 0 0.000 0.0 0.0 0 0.000 0.0 0.0 0 0.000 0.0 0. 0 0.000 0.0 0.0 0 0.000 0.0 0.0 0 0.000 0.0 0.0 0 0.000 0.0 0.0 0 0.000 0.0 0.0 o o.000 0.0 0.0 0 0.000 0.0 0.0 0 0.000 0.0 0.0 0 0.000 0.0 0.0 0 0.000 0.0 0.0 0 0.000 0.0 +----Sum 0.0 0 0.000 0.0 0.0 Exterior Plan ID of Area and UA 193.5 67.7 Glazing Area Weighted U 1 0.350 Door Width Height Ref. U Qt. Feet Inch Feet Inch Area UA 1 Exempt Door if less than 24 SF p -1/p-21 steel insulated _ j w w #N/A NA 1 3 ° 6 8 20.0 Custom 0.160 1 2 8 6 8 17.8 2.8 0 0.000 0.0 0.0 0 0.000 0.0 0.0 0 0.000 0.0 0.0. 0 0.000 0.0 0.0 0 0.000 0.0 0.0 0 0.000 0.0 0.0 0 0.000 0.0 0.0 0 0.000 O.D. 0.0 0 0.000 0.01 0.0 If exempt door is selected, must be <_ 24 SF. Sum of Area and UA 37.8 2.8 Copyright 2007, WSUEEP07-012 (Version 6) Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) 5/6/2008 2 of 6 Washington State Energy Code: Component Performance Worksheet Zone 2, Type R-3 and R4 only Overhead Glazing: Installed in Attic or Joist >13" or Joist > 500 SF Plan Component Glazing Width Height Feet inch Area UA ID Description ®� 1 111 _-■-■ 11 1 1 is 1 111 _-■-■ I / f 1 1 111 _-■-■ 1 1 1 1 a f 111 _-■-■ 1 1 1 1 � 1 1 111 _-■-■ 1 1 1 1 1 111 _-.-■ 1 1 I f is �� 1 111 _-■-■ 1 1 1 1 Sum of Area and UAI 0.01 0.0 Overhead Glazing: Installed in Single Rafter Joist < 13" deep, < 500 SF Plan Component Glazing Width _Height ID Description Feet Inch Feet Inch Area UA Sum of Area and UAI 0.01 0:0 All Attics/ Single Rafter Joist > 13" deep or > 500 Square feet Plan Component Attic ID Description -Ref. U Area UA R38 blown Attic STD baffled V 10-7 1 0.031 1182.0: 36.6 0 0.000 0.0 0 0.000 0.0 0 0.000 0.0 Sum of Area and UAI 1182.0 36.6 Single Rafter Joist. Limited to 500 SF. Enter additional single rafter joist area in attics Limited to Joist < 13" deep. Limited to 500 SF Plan Component Vault ID Description Ref: U Area UA 0 0.000 0.0 0 0.000 0.0 0 0.000 0.0 0 0.000 0.0 Sum of Area and UAI 0.01 0.0 Copyright 2007, WSUEEP07-012 (Version 6) Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) 5/6/2008 3 of 6 1 111 _-.-■ 1 1 ! 1 �,®1 1 1 1 1 _-■-■ 1 1 1 1 I I f l _-■-■ 1 1 1 1 a I I I c _-■-■ 1 1 1 1 � 1 1 111 _-■-■ 1 1 1 1 1 111 _-■-■ 1 1 1 1 is 1 111 _-■-■ 1 1 1 1 Sum of Area and UAI 0.01 0:0 All Attics/ Single Rafter Joist > 13" deep or > 500 Square feet Plan Component Attic ID Description -Ref. U Area UA R38 blown Attic STD baffled V 10-7 1 0.031 1182.0: 36.6 0 0.000 0.0 0 0.000 0.0 0 0.000 0.0 Sum of Area and UAI 1182.0 36.6 Single Rafter Joist. Limited to 500 SF. Enter additional single rafter joist area in attics Limited to Joist < 13" deep. Limited to 500 SF Plan Component Vault ID Description Ref: U Area UA 0 0.000 0.0 0 0.000 0.0 0 0.000 0.0 0 0.000 0.0 Sum of Area and UAI 0.01 0.0 Copyright 2007, WSUEEP07-012 (Version 6) Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) 5/6/2008 3 of 6 Washington State Energy Code: Component Performance Worksheet Zone 2, Type R-3 and R4 only Walls (Above Grade) Plan Component ID Description R19 cavity+RO foam STD 2X6W Lap Floor (over crawl or exterior) Wall Ref. U Area UA 10-5 0.062 1182.0 73.3 • 0 0.000 0.0 0 0.000 0.0 - 0 0.000 0.0 Sum of Area and UAI 1182:0 73.3 Plan Component Floor ID Description Ref. U Area UA R30 vented Joist 16oc V 10-3 0.029 520.0 15.1 V 0 0.000 0.0 V 0 0.000 0.0 0 0.000 0.0 Sum of Area and UAI 520.01 15.1 Slab on Grade (less than 2 feet below grade) Plan Component Slab Slab ID Description Ref. F Length UA - 0 0.000 0.0 0 0.000 0.0 0 0.000 0.0 0 0.000 0.0 Sum of Area and UAI 0.01 0.0 Copyright 2007, WSUEEP07-012 (Version 6) Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) 5/6/2008 4 of 6 Washington State Energy Code: Component Performance Worksheet Zone 2, Type R-3 and R4 only Below Grade Wall: 3 foot depth, insulated on the interior Plan Component Wall Wall Wall Slab Slab Slab ID Description Ref. U Area UA F Length UA 0 0.000 0.0 0.000 0.0 0 0.000 0.0 0.000 0:0 0 0.000 0.0 0.000 0.0 0 0.000 0.0 0.000 0.0 Sum of Area, Length and UA 0,0 00 0.0 0:0 Below Grade Wall 3.5 foot depth, insulated on the interior Plan Component Wall Wall Wall Slab Slab Slab ID Description Ref. U Area UA F Length UA Rig Batt 3.5' depth 10-1 0.041 270.0 11.1 0.640 101.0 64.6 - 0.000 0:0 0.000 0.0 . . 0 OA00 0.0 0.000 0.0 _ V 0 0.000 0.0 0.000 0.0 Sum of Area, Length and UAI 270.01 11.1 1 101.01 64.6 Below Grade Wall: 7 foot depth, insulated on the interior Plan Component Wall Wall Wall Slab Slab Slab ID Description Ref. U Area UA F Length UA 0 0.000 0.0 0.000 0.0 1'r 0 0.000 0.0 0.000 0:0 70 0.000 0.0 0.000 0:0 - 0 0.000 0.0 0.000 0:0 Sum of Area, Length and UAI 0.0 0.01 1 0.01 0.0 Copyright 2007, WSUEER07-012 (Version 6) Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) 5/6/2008 5 of 6 Washington State Energy Code: Component Performance Worksheet Zone 2, Type R-3 and R4 only Below Grade Wall: 2 foot depth, insulated on the exterior e e eee _ e e a eee _ Plan Component Wall Wall Wall Slab Slab Slab ID Description Ref. U Area UA F - Length UA V0 0.000 0.0 0:000 0.0 e eee • 0 0:000 0.0 0.000 0.0 W 0 0.000 0.0 0.000 0.0 W 0 0.000 0.0 0.000 0.0 ^ Sum of Area, Length and UA mi o-ol 10.0 0:0 Below Grade Wall: 3.5 foot depth, insulated on the exterior Plan Component Wall Wall Wall Slab Slab Slab ID Description Ref. U Area UA F Length UA • A 0.000 0.0 0.000 0:0 0 0.000 0.0 0.000 0:0 0 0.000 0.0 0.000 0.0 L 7 0 0.000 0.0 0.000 0:0 Sum of Area, Length and UA 0.0 I o-ol 10.0 0.0 Below Grade Wall: 7 foot depth, insulated on the exterior Plan Component Wall Wall Wail Slab Slab Slab ID Description Ref. U Area UA F Length UA I Sum of Area, Length and UAI a0l 0.0 1 0.01 0.0 Copyright 2007, WSUEEP07-012 (Version 6) Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) 5/6/2008 6 of 6 e e eee _ e e a eee _ e e e e eee_ e e a eee- e e e ecce_ oe ecce- ee e e eee e e a eee- eel Sum of Area, Length and UAI a0l 0.0 1 0.01 0.0 Copyright 2007, WSUEEP07-012 (Version 6) Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) 5/6/2008 6 of 6 I x 6 PAO 3RM.4i ti 777r41 I x 6 PAO 3RM.4i 777r41 1 e -I 1 I x 6 PAO 3RM.4i 1 e -I ,� ,.:� - , . I I I , , -fes I 1, - , "T.- ", � I T,�Tr,��',�,'�r,�T�,'Lj _�T ,­�­ ".. . � 1_1- 11, ,­n�, ­"�'t�, I ,"O. . I' , .."I F.-* , �. " , . " �: , : , I � I il�,� ­ �r, , ', ��I."'4�;�,if���,�'�,l��'��,,�,,�-i� - i, TIT I" , -�tj­ ,_,,,�,_, " , . -, , , Z I - � IT , I . " I "-.,."- , ­�,,,, , - , , I � ,., I- , -.4 ��, , 1. .. 1� ., t ,�'.' '. 1 1 . I .. .... 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" I , - � It, , �,_�_. �T "�, I. P ,.,�.7 ":", �,�', - .., I 1, _, 1� - 1- - _: , 1- . � � �, :1, � I j�,ITT , , ",�,,,c�', 7 . I �-,;w, IM MANI PROVIDE DIAGRAMS AND ENGINEERING LAYOUTS FOR ROOF TRUSSES, BEAMS AND FLOOR SYSTEMS PRIOR TO FRAMING INSPECTIONS cilcopy THIS BUILDING SUBJECT TO FIELD INSPECTION CORRECTIONS �!7 qia!!ODPLIANCE; SRUIVISION