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38A-121 (5)57 OLANDER DR GIs #: Map:Block: 38A - 121 Lot -001 Permit: Building Category Permit # BP- 2011 -0295 Project # JS- 2011- 000488 Est. Cost: $229350.00 Fee: $1162.00 Const. Class: 513 Use Group: R4 Lot Size(sq. ft.): 7056.72 Zoning: PV(100) / /SG a /SG b BUILDING PERMIT PERMISSION IS HEREB Y GRANTED TO: Contractor: License: WRIGHT BUILDERS 16370 Owner: Wright Builders, Inc. Applicant WRIGHT BUILDERS AT: 57 OLANDER DR Applicant Address: Phone: Insurance: 48 Bates St (413) 586 -8287 (116) NORTHAMPTON MAO 1060 ISSUED ON :1011912010 0:00:00 TO PERFORM THE FOLLOWING WORK.-CONSTRUCT 2 STORY SFH W /ATT GARAGE /PORCH POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Underground: Service: g1 t 1 Meter: Rough: 1 E� �� Rough: _ � ' House # Driveway Final: Final: Gas: Rough: 1 Final: 3 BP- 2011 -0295 COMMONWEALTH OF MASSACHUSETTS CITY OF NORTHAMPTON PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Final:. ! �OUi12 �� i - Fire Department Smoke: Building Inspector Footings: Foundation: J r . J) F746 C NA.- Rough Frame: ; F i / Fireplace /Chimney: Insulation: Final: t) J - -V tf C ca THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy; Siggature: FeeType: Date Paid: Amount: Building 10/19/2010 0:00:00 $1162.00 212 Main Street, Phone (413) 587 -1240, Fax: (413) 587 -1272 Louis Hasbiouck — Building Commissioner } . The Commonwealth of Massachusetts t / of Northampton Certificate of Occupancy In accordance with 780 CMR, Section 120.0 (The Seventh Edition of the Massachusetts State Building Code with 2009 IECC) this Certificate of Occupancy is issued to the premise or structure or part thereof as herein identified. Identify Name of Building of Space Within, Building Owner, or Permit Holder Certificate No. Issued to Wright Builders BP- 2011 -0034 g BP- 2011 -0295 Identify property address including street number, name, city or town and county Located at 57 Olander Drive Northampton, Hampshire, Massachusetts Use Group Classification(s) Single Family Residential This Certificate of Occupancy is hereby issued by the undersigned to certify that the premise, structure or portion thereof as herein specified has been inspected for general fire and life safety features. This certificate shall allow for the use as herein described and in conformance with any and all conditions as identified below. It shall be posted in a conspicuous place within the space as directed by the undersigned. Failure to post the certificate, failure to comply with conditions or, tampering with the contents of the certificate is strictly prohibited. Conditions of Use Single Family Home - Safety and Structural Systems must be maintained. Name of Municipal Date of Final Map /Plot: Building Official Charles Miller Inspection 04/28/11 Signature of Municipal Date of Building Official Issuance 04/29/11 38A -121 �., 2009 IECC OVERALL BUILDING UA COMPLIANCE Date: September 29, 2010 Rating No.: 7346 Building Name: 57 O1�ander Rating Org.: CET Owner's Name: Wright Builders Phone No.: Property: 57 OIander Dr Rater's Name: Josy Raycroft Address: Northampton, MA 01060 Rater's No.: Builder's Name: Wright builders, inc. Weather Site: Northampton, MA Rating Type: Based On Plans File Name: 7346 57 Olander craftsman cottage PLANS 12.8E Rating Date: 9/25/10 Elements Insulation Levels 2009 IECC As Designed Shell UA Check Ceilings: 27.3 21.4 Above -Grade Walls: 89.0 50.0 Windows and Doors: 130.2 101.5 Floors Over Ambient: 2.0 1.6 Basement Walls: 69.8 39.8 Overall UA (Design must be lower): 318.4 214.2 Window U- Factor Check (per Section 402.5) Window U- Factor (Design must be lower): 0.480 0.295 This home MEETS the overall thermal performance requirements of the International Energy Conservation Code based on a climate zone of 5A. (Section 402, International Energy Conservation Code, 2009 edition.) In fact, this home surpasses the requirements by 32.7 %. Building Elements Type U -Value Area Ceilings Roof R60,CE16",16 0.016 522.5 Roof R38,CE,12 +16 0.033 387.0 Above -Grade Walls Wall R21,CE1,dbl -24 +2" 0.030 1105.9 Wall R21,CE1,dbl -24 +2" 0.030 132.0 Wall R21,CE1,dbl -24 +2" 0.030 52.0 Joist rim /amb 0.041 117.0 Joist band /amb 0.041 117.0 Joist band /attic 0.041 19.0 Joist rim /garage 0.041 19.0 Windows and Doors Window U:0.30, SHGC:0.27 0.300 28.0 Window U:0.30, SHGC:0.27 0.300 45.9 Window U:0.30, SHGC:0.250 0.300 58.2 REM /Rate - Residential Energy Analysis and Rating Software v12.85 New York This information does not constitute any warranty of energy cost or savings. © 1985-2010 Architectural Energy Corporation, Boulder, Colorado. Building Elements Type U -Value Area Window U:0.30, SHGC:0.27 0.300 40.0 Window U:0.30, SHGC:0.27 0.300 7.3 Window U:0.30, SHGC:0.27 0.300 36.9 Window U:0.29, SHGC:0.30 0.290 43.2 Window U:0.30, SHGC:0.27 0.300 6.0 Window U:0.28, SHGC:0.28 0.280 17.6 Window U:0.28, SHGC:0.28 0.280 35.0 Door Fiberglass -w /brk 0.187 14.0 Door R6.25 steel insul w/ 0.122 20.0 Door R6.25 steel insul w/ 0.122 20.0 Floors Over Ambient Floor R40,HDF1,16, 0.026 60.0 Basement Walls Wall Superior 2 "rigd +R21 f 0.037 910.0 Wall Superior 2 "rigd +R21f 0.038 152.0 REM /Rate - Residential Energy Analysis and Rating Software v12.85 New York © 1985-2010 Architectural Energy Corporation, Boulder, Colorado. 2009 IECC ANNUAL ENERGY COST COMPLIANCE Date: September 29, 2010 Rating No.: 7346 • Building Name: 57 Oleander Rating Org.: CET Owner's Name: Wright Builders Phone No.: Property: 57 Oleander Dr Rater's Name: Josy Raycroft Address: Northampton, MA 01060 Rater's No.: Builder's Name: Wright builders, inc. Weather Site: Northampton, MA Rating Type: Based On Plans File Name: 7346 57 Olander craftsman cottage PLANS 12.8E Rating Date: 9/25/10 Annual Energy Cost 2009 IECC As Designed Heating: 951 583 Cooling: 59 47 Water Heating: 276 247 Lights & Appliances: 1187 1258 Photovoltaics: -0 -0 Service Charge: 0 0 Total: 2473 2136 Window U- Factor Check (per Section 402.5) Window U- Factor (Design must be lower): 0.480 0.295 Home Infiltration per Section 402.4.2: PASSES Duct Leakage per Section 403.2.2: PASSES This home MEETS the annual energy cost requirements in accordance with Section 405 of the 2009 International Energy Conservation Code based on a climate zone of 5A. In fact, this home surpasses the requirements by 13.6 %. Name: Josy Raycroft Signature: Organization: CET Date: September 29, 2010 * Design energy cost is based on the following systems: Heating: Fuel -fired air distribution, 100.0 kBtuh, 96.7 AFUE. Cooling: Air conditioner, 30.0 kBtuh, 14.0 SEER. Water Heating: Conventional, Gas, 0.65 EF. Window -to -Floor Area Ratio: 0.11 Blower door test: Htg: 4.00 Clg: 4.00 ACHSO In accordance with IECC, building inputs, such as setpoints, infiltration rates, and window shading may have been changed prior to calculating annual energy cost. Furthermore, the standard reference design HVAC system efficiencies are set to the "prevailing federal minimum standards" as of January, 2009. These standards are subject to change, and software updates should be obtained periodically to ensure the compliance calculations reflect current federal minimum standards. REM /Rate - Residential Energy Analysis and Rating Software v12.85 New York This information does not constitute any warranty of energy cost or savings. © 1985-2010 Architectural Energy Corporation, Boulder, Colorado. . , G., 1, I . • r _•- - Vor.ifiarni-Jarr ii IA c:rrisrt:I • - r - O EP .- ENT OF 3 L'ILDING INS? ECTIC NS 2.12 Main S L7eet - Municipal B uilding IN P g_'CTOR NorthainD ton, Mass. 01060 i I Scuare Fcctace AMC unt 1, . , Easement @ -04.° 1/ 04' P.O. 80 1st FiCcr @ , 50 107Z- 63(9 f , oo ii 2na . ?Icor @ -so r 'b7,&- 2. .( 0 o r ]g ',-* 1/2 F ors, A -c, Garage, at) rze) _Pr (go I 1 f 1 1 I Deck, Parches ,44-O I i t i . 1 - . 1 I i II ( i. 50 rr. 1 0 & ic I (i. 2 0 0 . 1 11 - i s ' r (;0 tlf - 4 1 t 1 b eenf 'Well \ J 0 474.• I [ igtt / to-r 13-I . . i . . , ( • 1 . : . 1 . . . . - .... I 1 I f [ . . -. •.. • . . . ( .. . 1 , , 1 _ . . , f MUNIC[PAL WATER AVAILABILITY APPLICATION Northampton Water Department 237 Prospect St. Northampton, MA 01060 587 -1097 A Department of Public Works Trench Permit shall be required prior to any construction or connection activity associated with this application. Location: 57 Olander Drive/Village Hill Inquiry Made By: Wright Builders Date of Inquiry: 4/1/10 Number of Type of Single Family X Type of Private X Units: 1 Unit(s): Accessory Apart. Ownership: Condo Multi- family Rental (Applicant to fill out the above') Municipal Water Main in Existing service to Front of Location? Yes: X No: site? Yes: X No Size of Water Main: 8" . Material: D.I. Age: 2005 Approximate Static Street 85 psi Flow Test Conducted: Yes: No: X Pressure: If done attach results Size of Service Connection 1" Suggested Meter Size: 5/8" Comments: Existing water service stub to property line. • A corresponding water entrance fee shall be paid prior to making any connection to the municipal water system. • Arran :ements of such installations . I be made with the Northampton Water Department with a minimum 5 working • . ys no " atio • . • All works . c of n o • • • amp • : Water Department specifications. ( David W. Sparks, Superintendent of Water Water Entry $200.00 Meter $100.00 Radio $100.00 cc: Ned Huntley, Director cc: Tony Patillo, Building Inspector Note: If this availability is for a new construction, it must be hand delivered to the Building Inspector. 'sinl)l \adinin \Pen:aits Water Application :Water A a labtlity.doc MUNICIPAL SEWER/ AVAILABILITY APPLICATION Northampton Streets Department 125 Locust Street Northampton, MA 01060 587 -1570 A Department of Public Works Trench Permit and Sewer Entry Permit shall be required prior to any construction or connection activity associated with this application. Location: 57 Olander Drive at Village Hill Inquiry Made By: Wright Builders - Date of Inquiry: 4/1/10 Reason for Hook into City Utilities Request: Municipal Sewer Main in Front of Location: Yes No Municipal Storm Drain Available: 5 % deep Yes No Size of Sewer Main: Material: Age: Depth of Sewer Main: Size of Service Connection: Type of Service Connection: Tie-in to Sanitary Main _ Tie -in to Sanitary Stub Comments: ' R�� f-I E Note: If this availibility is for new construction, this form must be hand delivered to Building Inspector. A corresponding "sewer entrance fee" shall be paid prior to making any connection to the municipal sewer system. Arrangements of such installation shall be made with the Northampton Streets Department with a minimum of 5 working days notification. All work shall conform to Northampton Streets Department specifications. a ,63. 4 0 11_0_0 John Hall Sewer Department cc: Ned Huntley, Director DPW - Anthony Patillo, Building Inspector 1111 I W 1111 • HAMPSHIRE a eee Bk: 9394Pg: 201 Page: 1 of 3 REGISTRY OF DEEDS -- Recorded: 02/15/2008 09:44 AM DOCUMENT COVER SHEET For use with documents that do not meet For Registry Use Only document formatting standards. Information from original document takes precedence when indexing data into Registry system. THIS IS THE FIRST PAGE OF THIS DOCUMENT — DO NOT REMOVE PROPERTY ADDRESS: � DOCUMENT TYPE: (Lf N - NAME REFERENCE: M 0( 1 rs) Planning - Decision City of Northampton Hearing No.: PLN- 2008 -0025 Date: January25, 2008 APPLICATION TYPE: SUBMISSION DATE: PB 40R Review 1/9/2008 Applicant's Name: Owner's Name: Surveyor's Name: NAME: NAME: COMPANY NAME: Wright Builders HOSPITAL HILL DEVELOPMENT ADDRESS: ADDRESS: ADDRESS: • 48 Bates St c/o MassDevelopment 160 Federal Street TOWN: STATE: ZIP CODE: TOWN: STATE: ZIP CODE: TOWN: STATE: ZIP CODE: ' NORTHAMPTON MA 01060 BOSTON MA 02110 PHONE NO.: FAX NO.: PHONE NO.: FAX NO.: PHONE NO.: FAX NO.: (413) 586 -8287 (413) 587 -9276 EMAIL ADDRESS: EMAIL ADDRESS: EMAIL ADDRESS: Site Information: STREET NO.: SITE ZONING: VILLAGE HILL RD PV /Smart Growth Overlay District TOWN: SECTION OF BYLAW: NORTHAMPTON MA 01060 350 -20: Smart Growth Overlay District MAP: BLOCK: LOT: MAP DATE: ACTION TAKEN: 31C 017 001 Approved With Conditions Book: Page: 09282 121 NATURE OF PROPOSED WORK: Construction of 11 single family homes with attached garage. These lots will be created along a newly created street named Olander Drive. HARDSHIP: CONDITION OF APPROVAL: 1) Prior to issuance of a building permit, the following items must be addressed: a. Infiltration design behind the single family structures shall be approved by Department of Public Works to ensure that erosion down the embankment to the detention area will not occur. b. The applicant shall flag all trees for protection and those that will be removed. These trees will be reviewed by staff to ensure that appropriate protection measures are used to protect specimen trees. These specimen trees do not include the row of blue spruce behind lots 1, 2, 3 etc. 2). Driveways shall ramp up to sidewalks as planned therefore preventing any street runoff from entering onto private property and preventing runoff from private property from flowing into the Olander Drive. 3).Sewer clean outs and water shutoffs will be required at the property line for each single family house in accordance with Department of Public Works requirements. FINDINGS: The Planning Board granted approval of the application based on the submissions within the application that address all the section in 350.20 and the following plans and documents: 1. Morningside at Village Hill dated 12 -21 -2007, Prepared by The Berkshire Design Group, Inc., Sheets L -1 through L -6, 2. Elevation Sheets prepared by Wright Builders, Inc. Last Revised date 12/17/07. Victorian West Elevation, North Elevation, Basic East _Elevation, Basic South Elevation, West Elevation Victorian Lot 11, North Elevation Basic Victorian Lot 11, East Elevation Victorian Lot 11, South Elevation Victorian Lot 11, Craftsman West, North, East, South Elevations. (separate set of elevations for all sheets above submitted showing depth of step backs. 3). Memo and documentation submitted by Jeff Squire of The Berkshire Design Group, Inc. dated January 24, 2008 re: DPW /OPD review comments Eastview and Morningside. In accordance with approval criteria in section 350- 20.14, the Planning Board found that the following criteria were met: (1) The applicant has submitted the required fees and information as set forth in the Plan Approval Authority's regulations section 350- 20; and GeoTMS® 2008 Des Lauriers Municipal Solutions, Inc. 1 • Planning - Decision City of Northampton Hearing No.: PLN -2008 -0025 Date: January 25, 2008 (2) The Project and site plan meet the requirements and standards set forth in this § 350 -20, or a waiver has been granted therefrom. No waivers have been granted; and - (3) Extraordinary adverse potential impacts of the Project on nearby properties have been adequately mitigated. The Board approved three separate house, garage, and driveway layouts for Lot 11. COULD NOT DEROGATE BECAUSE: • FILING DEADLINE: MAILING DATE: HEARING CONTINUED DATE: DECISION DRAFT BY: APPEAL DATE: 12/25/2007 1/17/2008 5/8/2008 REFERRALS IN DATE: HEARING DEADLINE DATE: HEARING CLOSE DATE: FINAL SIGNING BY: APPEAL DEADLINE: 1/10/2008 4/28/2008 1/24/2008 5/8/2008 2/14/2008 FIRST ADVERTISING DATE: HEARING DATE: VOTING DATE: DECISION DATE: 1/10/2008 1/24/2008 1/24/2008 1/25/2008 SECOND ADVERTISING DATE: HEARING TIME: VOTING DEADLINE: DECISION DEADLINE: • 1/17/2008 7:25 PM 5/8/2008 5/8/2008 MEMBERS PRESENT: VOTE: Katharine G. Baker votes to Grant D .' E c E E Stephen Gilson votes to Grant JenniferDieringer votes to Grant JAN 2 5 2008 _..;J Francis Johnson votes to Grant George Kohout votes to Grant CITY CLERKS OFFICE Keith Wilson votes to Grant NORTHAMPTON, MA 01060 Kenneth Jodrie votes to Grant MOTION MADE BY: SECONDED BY: VOTE COUNT: DECISION: Kenneth Jodrie JenniferDieringer 7 Approved with Conditions MINUTES OF MEETING: Available in the Office of Planning & Development 1, Carolyn Misch, as agent to the Planning Board, certify that this is a true and accurate decision made by the Planning Board and certify that a copy of this and all plans have been filed with the Board and the City Clerk on January 25, 2008. • 1 certif that Irk of hi on as been mailed to the Owner and Applicant Notice of Appeal An appeal from the decision of the Planning Board may be made by any person aggrieved pursuant to MGL Chapt. 40A, Section 17 as amended and as stipulated in MGL Chpt 40R within twenty (20) days after the date of the filing of the notice of the decision with the City Clerk. The date is listed above. Such appeal may be made to the Hampshire Superior Court with a certified copy of the appeal sent to the City Clerk of the City of Northampton. February 15, 2008 I, Wendy Mazza, City Clerk of Northampton, hereby certify that the above decision of the Northampton Planning Board was filed in the office of the City Clerk on January 25, 2008, that twenty days have elapsed since. Such filing and that no appeal has been filed in this matter Attest: _ , , . City Clerk -Ciff of N.I ampton , ATTEST: HAMPSHIRE, !:, i.,�.�` ' " QISTER MARIANNE L. DONOHUE GeoTMS®2008 Des Lauriers Municipal Solutions, Inc. Northampton Fire Dept. Fees Job: Feiden / Green New House - Craftsman Cottage Village Hill - Morningside (Lot #6) 57 Olander Drive (Map 38A, Lot 121) Northampton, MA 01060 Floor Squ. Ft. x 0.04 Fee Basement 1104 x 0.04 $44.16 1st Floor 1072 x 0.04 $42.88 2nd Floor 822 x 0.04 $32.88 Garage 528 x 0.04 $21.12 TOTAL: $141.04 Hardwired smoke, CO and heat detectors per Code in new house & garage. Building permit application pkg submitted to the Bldg Dept on 9/29/10. Wright Builders dropped off check directly to Asst. Chief Duane Nichols at Northampton Fire Dept on 9/29/10. cc: Louis Hasbrouck, Northampton Building Commissioner Asst. Chief Duane Nichols Prepared by Wright Builders, Inc. WRIc:HT BUILDERS, INC. 035823 Dt. . INVOICE NO. JOB NO. COMMITMENT NO. AMOUNT DISCOUNT NET AMOUNT IL 4 2 00 42 CHECK DATE CHECK NO. TOTAL GROSS TOTAL DISCOUNT CHECK AMOUNT , 0 96 TTITIE:::=7..-11777.7.1:17.: 7 73. 7 7 _77 7 77 117 : WRIGHT BUILDERS, INC. FLORENCE SAVINGS BANK 035823 48 BATES STREET FLORENCE, MA 01062 53-7168/2118 NORTHAMPTON, MA 01060 413-586-8287 DATE CHECK NO. CHECK AMOUNT NOT VALID AFTER 90 DAYS TWO SIGNATURES R ED ON CHECKS OVER $5000.00 NP UT IZED SIGNATURE AUTHORIZED SIGNATURE 77::nnz • n.• SECURITY FEATL17 INCLUDED. DETAILS ON BACK. E.. • - LIE77';f 7 M1:: , «•035B23»• 1: 21, L8716881: 0 L 25 005606• • /7) Wright Builders, Inc. 48 Bates Street Northampton, Ma 01060 Date 10/1/2010 'Job No. Attention: (413) 586 -8287 Re: Fax (413) 587 -9276 New House 57 Olander Drive To: Louis Hasbrouck Northampton, MA Northampton Building Dept We are Sending You +0 Attached Under Separate Cover via The Following Items: Shop Drawings Prints Plans Samples y Specifications Copy of Letter Change Order Copies Date No. Description 1 9/28/10 Original wet stamped - Superior Wall Foundation drwgs These are Transmitted as checked below: For approval = Approved as submitted r„- Resubmit _copies for approval For your use .- Approved as noted I Submit copies for distribution As Requested Returned for corrections i,_,. Return corrected prints r For review and comment fn _,. FOR BIDS DUE M " PRINTS RETURNED AFTER LOAN TO US Remarks Copy to Tom Lucia, Project Mgr Jeff Pollen, Foreman File Signed: Linda Gaudreau 3002 [4 -10 -2007] 1 o - V e n e ra i Notes oklet MAN 42 -9000 [January 2008] 2 of 5 - Plan View (Foundation) 3 of 5 - Isometric View 4 of 5 - Details / Sections 5 of 5 - Details / Sections DAMP PROOFING Superior Walls are recognized by the ICC -ES as an alternate method of providing foundation wall damp proofing. No additional damp proofing is required. (See ICC -ES Report ESR -1553) Walls of America Builder . ements (MAN 42 -8002) PLEASE NOTE )mission. ected to a sump pit or daylight. To comply with building code requirements, the framing /decking connections at the top of the Superior Wall and floor slab at the bottom of the Superior Wall MUST be completed prior to back filling. Superior Walls an. H u dso n Valley 68 VIOLET AVENUE POUGHKEEPSIE, NY 12601 (845)485 -4033 Fax:(845)485 -2501 E -mail: info @swhv.com Website: www.swhv.com BUILDER: Manual (8- 17 -06) WRIGHT BUILDERS 48 Bates Street Northampton, MA 01060 PROJECT: VILLAGE HILL MORNINGSIDE 57 Olander Drive Northampton, MA '\;€. r -� C DATE: REVISED: -VL �-° � 09 -26 -10 09 -28 -10 4 OKNA HOPPER B A A 32'w x :0•H S` HEADER B.>ENTRY DOOR R.O. 4' -0'10 x / r' HEADER (4' B.O.W.) C.)GARAGE DOOR CUTOUT 9' -6'W x „_ DEEP BOXED DIMENSIONS TO BE VERIFIED /PROVIDED BY OTHERS WALL THICKNESS s 10 1/4' ALL MAIN FOUNDATION PANELS INCLUDE 2' DOW BLUEBOARD INSULATION - ALL GARAGE PANELS INLCUDE 1' DOW BLUEBOARD INSULATION ALL PANELS INCLUDE 1' DOW BLUEBOARD INSULATION FROST PROTECTION BY OWNER /CUSTOMER INTERIOR BEAMS / COLUMNS / FOOTINGS PER ARCHITECTURAL PLAN (BY OTHERS) 36' SHIP LOOSE \_ (90) BOLTING HARDWARE { Superior Walis Na. H Va ® ay 68 VIOLET AVENUE 3 5'8 t !2t POUGHKEEPSIE, NY 12601 ill 99 1/ (845)485 -4033 Fax: (845)485 -2501 E -mail: info @swhv.com Website: www.swhv.com I' BUILDER: WRIGHT BUILDERS 48 Bates Street . PANELS w/ 2' DOW BLUEBOARD INSULATION Northampton, MA 01060 tr CUSTOMER RELEASE A SEAL ON THIS PLAN CONFIRMS THAT A / U f1 4.► THIS SUPERIOR WALLS FOUNDATION IS V / II 11 w -9 ADEQUATE TO SUPPORT THE STRUCTURE ABOVE PROJECT: The attached drawing was created from information and dimensions provided by VILLAGE HILL _ PANELS w/ 1' DOW BLUEBOARD INSULATION the customer /builder. Superior Walls of MORNINGSIDE r _ 0' / = _ 4 1 _ 8 ' the Hudson Valley is not responsible 57 Olander Drive D i] 11YY . O for deviations from the Blue Print or information provided by customer /builder. Northampton, MA I have reviewed the attached drawing(s) DATE: REVISED: and all of the dimensions and objects therein: �. 09 -26 -10 09-28 -10 I understand that the Superior Walls will be t:1; ( 1 .1).e custom manufactured per this drawing especially for me. Therefor having reviewed �� 4,P Superior Walls au. Hudson Valley 68 VIOLET AVENUE POUGHKEEPSIE, NY 12601 (845)485 -4033 Fax:(845)485 -2501 E -mail: info @swhv.com Website: www.swhv.com BUILDER: WRIGHT BUILDERS 48 Bates Street Northampton, MA 01060 PROJECT: VILLAGE HILL MORNINGSIDE 57 Olander Drive ' Northampton, MA 1 , DATE: REVISED: ��' ®' 09 -26 -10 09 -28 -10 A A , ,i " <� `' .\ roe 2- 16D Nall Each Joist with r. .VW. - ...V V... >..�.., rD - eD .1,. i �U A N ita or Accordig b coed •Theframing Sira f lies between Ue band joist and tY_TB a8 sill plate and is fastened wi th 1 -1/2" galvanized nails ing S t ad. Use 1 rap. Nail the F r in every raming Str ap to sill late ae of the Fram 1 , 0 Simpson Strong-Tie DSp ing St fr p Through 1 , Instal p« man „�enam„e before setting the structure. Plywood Into sold Biocking oR / 161 - f oa Nails Through AP Construction kun Ad fa Flni Top ♦ I Surface or Blocking br Flrrielled Modular Floss 'I r -1��1��t��11 ( �� o r. ►© n.® Frank. snap— .. _ sibs- 1 1 I / Treated Silt Plate Top Bond Beare Framing strap —I for Walls Floor Connection: Joists Parallel to Superior Walls J 101/0 l L i \ 0000, / (Builder Guideline Booklet- Pg. 29, Fig. 19) Neil 12161 End Wan Brace MttCrnum Distance (6)- 100 Nails Thro (216) EM Securely into me SA1 Plate of Blocking Into solid Blocking Wall Brace (Minimum 6- 10e Wes) oR Daylight Basement / Above Grade Walls (Frost Areas) t 4. C«retruction Adhesive bTop Fmnwg Strap May Be Requred 5.-0 sane 0Mo.. 0lo king o FNahed for mod a ca«eDwna Crushed Stone Trench Footing Mo« Room. ` �` 111,; ' ` r 2 x slrz 4-(Y rot i ► Bolt® - g.0. 5 ! oN� 1 Nail 0 Eacn Hole • MU6I be In VI r-o” ` °00 O • ' r the gaming so-ep rgin sal. (Bottom and both sdes.) nq \ • Provide an outlet (4" pipe) to daylight or to a sump pit s11_ ° I" lmpaon s sw«tTle OSP. with Pump. (Do NOT place a continuous pipe in the ilo. Tti«gn t 0 I nslan p« menwclwer re aconmierdeUOrre trench due to the possibility of pipe crushing which s Ji could cause wall settlement) Becke m r Rec.. ra Q 1�. comm�wm i Ae am Sold Blocking �.� O .l\ • Trench must extend below local frost depth, as shown. / / \ e ii d Frier Mwnbwr \//,,„ \ \� \ \ •• Connector O 2 n • Filter Membrane per code. j \� \ \› / tai Ii1 041°..":1: 0" -; ;;'' lIll ''IIIIIIII I • Width of french s 3s ". I I`I 11 1I MITI I l 11=11 -`1 _i / 1LI JEW—El 11E 1I • Fill trench with 1/2" - 3" dean crushed stone; vibrating i n H I 1 111 - 11 X11 1=,_,_111-1 1E I— 1 I . 11 Ito ' • • B" lifts with a plate vibrator. The top 4" - 6" must be 1/2" J I I 11=H1 =1I I� I I I =) I I �I clean crushed stone. — I H 1 H 11 I I /I 11 I = I H !! h 111t Ell 11 I „Han a cawd • Cover the exposed stones on the exterior of t wall 11 -11 —) —I 1 11( ▪ 1 I �. = sb-n fa 0.-- r IP with backfill or patio / sidewalk construction; m =111 i l 1 — I I II 1 1 11 P Pe N J I I — I _I I I� I I III ▪ I I: ▪ I F I E- I ' I sloped to drain away from the wall. 7 -111 f 1 1 �I 1 I IEE I 11 I I Fourth ▪ l-1 1= r • slab connectors into concrete floor pour, 111 I aT ` _ � F Joist _ 1— ' • I nstall a backwater valve to prevent the backflow of _ I f�I I moist air into the stone footing area which will reduce T`1�" 1 1 11-1 l II-jTj 1 1 I1 r Finn the likelihood of excessive interior humidity. Joist ff 36 F red M1d1equ 1 l ‘p,Superior � aw Hud son Walls VaH 68 VIOLET AVENUE (2X6) End Wall eradrg POUGHKEEPSIE, NY 12601 (845)485 -4033 Fax: (845)485 -2501 E -mail: info @swhv.mm Website: www.swhv.com BUILDER: - WRIGHT BUILDERS 48 Bates Street Northampton, MA 01060 PROJECT: VILLAGE HILL MORNINGSIDE t - ,. -•,,, 57 Olander Drive Northampton, MA I �`. t_ ,-- DATE: REVISED: (WA O. • 09 -26 -10 09 -28 -10 :11 f6)' a larger opening is required consult an engineer or your Superior Walls supplier. • Use construction adhesive between the sill plate and top bond beam of the Superior Wall. • Build the support beam (2 x 10 sill plate and two 2 x 8's) 2' -0' past each end of the opening (244) Every Z 0.C. without splices (see details below). (2x4) Every 2' -0 O. G. Plywood Sub Floor • Use 112' bolts in every hole; 2' -0" OC through Plywood Sub Floor the bond beam. Solid Buticing Solid Blocking Rim Joist 111 11 . 2 - (2x8) Beam Floor Jolsl Beyond (2410) Sill Plate Tomv r f ! fr Bond Beam i� f � l � !� i 1 '_ Sill Plate Boll mar i i = Ilcs= / r i 1 1 IC 11 Sill Plate Bolt Sill Rafe Bolt Bond Beam (204)60208 Solid Tnrougn k Floor Joists Beyond 2 - (208) Beam 1111 Subtlom al Boc 2x10) Sill Plate r1'_.- I Bond Beam Par/ 1p • g i 1 ' 0 1 1 , lo • 1 , 1 z . 2.? li m _ m _ E Ta Ta • O K ° m O x 1= I a I z m m w 1 Superior ll .in. H u dson Wa YaII ey I P 68 VIOLET AVENUE POUGHKEEPSIE, NY 12601 ( 845)485 -4033 Fax:(845)485 -2501 r „ E -mail: info @swhv.com Website: www.swhv.com I IIII WRIGHT BUILDER: BUILDERS 48 Bates Street Northampton, MA 01060 Joists Parallel Joists Perpendicular (Fig. 28) (Fig. 29) PROJECT: VILLAGE HILL MORNINGSIDE i t 57 Olander Drive 1 ,;1, Northampton, MA '\�'), DATE: REVISED: �',� '» 09 -26 -10 09 -28 -10 fo' iv, r, . tit izi:c, I ° I v 1 ..' — VGI IGICU IVVIGJ 8002 [4 -10 -2007] loklet MAN 42 -9000 [January 2008] 2 of 5 - Plan View (Foundation) 3 of 5 - Isometric View 4 of 5 - Details / Sections 5 of 5 - Details / Sections DAMP PROOFING Superior Walls are recognized by ` the ICC -ES as an alternate method of providing foundation wall damp proofing. No additional damp proofing is required. (See ICC -ES Report ESR -1553) • Walls of America Builder irements (MAN 42 -8002) PLEASE NOTE ibmission. To comply with building code rected to a sump pit or daylight. requirements, the framing /decking connections at the top of the Superior Wall and floor slab at the bottom of the Superior Wall MUST be completed prior to back filling. 4 Superior Wars «.. U uis.a IlrtYefl 68 VIOLET AVENUE POUGHKEEPSIE, NY 12601 (845)485 -4033 Fax:(845)485 -2501 E -mail: info@swhv.com Website: www.swhv.com BUILDER: 1 Manual (8- 17 -06) WRIGHT BUILDERS 48 Bates Street Northampton, MA 01060 PROJECT: VILLAGE HILL MORNINGSIDE 57 Olander Drive Northampton, MA DATE: REVISED: .".. e i 09 -26 -10 09 -28 -10 • OKNA HOPPER A A A 32'W x MN t1 5' HEADER 1 1 I 1 I / B.>ENTRY DOOR R.O. 4' -0'W x 8' -09H 8' HEADER (4' B.O.W.) C. >GARAGE DOOR CUTOUT 9' -6 x ._, DEEP BOXED DIMENSIONS TO BE VERIFIED /PROVIDED BY OTHERS WAU THICKNESS : 10 1/4' ALL MAIN FOUNDATION PANELS INCLUDE 2' DOW BLUEBOARD INSULATION - ALL GARAGE PANELS /-- INCLUDE 1' DOW BLUEBOARD INSULATION ALL PANELS INCLUDE 1' DOW BLUEBOARD INSULATION FROST PROTECTION BY OWNER /CUSTOMER Zo INTERIOR BEAMS 1 COLUMNS / FOOTINGS PER ARCHITECTURAL PLAN (BY OTHERS) 36' SHIP LOOSE �^ (90) BOLTING HARDWARE c) Superior Walis .t .. H nise n V 68 VIOLET AVENUE 35'8 1/2' - POUGHKEEPSIE, NY 12601 J v 1 (845)485 -4033 Fax:(845)485 -2501 E -mail: info@swhv.com Website: www.swhv.com 30' BUILDER: WRIGHT BUILDERS 48 Bates Street Northampton, MA 01060 _L PANELS w/ 2' DOW BLUEBOARD INSULATION A SEAL ON THIS PLAN CONFIRMS THAT i j { (� Q , CUSTOMER RELEASE THIS SUPERIOR WALLS FOUNDATION IS 1) / B . O. W , J v ADEQUATE TO SUPPORT THE STRUCTURE ABOVE PROJECT: The attached drawing was created from VILLAGE HILL information and dimensions provided by LL PANELS w/ 1' DOW BLUEBOARD INSULATION the customer /budder. Superior Walls of MORNINGSIDE 0'-0' / ' / B .O.1f `t . _ —41-8' the Hudson Valley is not responsible for deviations from the Blue Print or 57 Olander Drive information provided by customer /builder. �• , Northampton, MA I have reviewed the attached drawing(s) , . DATE: REVISED: and all of the dimensions and objects therein: . 4 ■ , 09-26-10 09 -28-10 I understand that the Superior Walls will be . Ji �t custom manufactured per this drawing e t rl especially for me. Therefor having reviewed the drawing and all of the listed dimensions. c, �; 44/ Na* % %44441%. 0 01°.71°./.719 Superior "Lis 68 VIOLET AVENUE POUGHKEEPSIE, NY 12601 (845)485 -4033 Fax:(845)485 -2501 E -mail: info @swhv.com Website: www.swhv.com BUILDER: WRIGHT BUILDERS 48 Bates Street Northampton, MA 01060 PROJECT: VILLAGE HILL MORNINGSIDE 57 Olander Drive Northampton, MA - \1 �i DATE: REVISED: !N 1 464111 �' 09 -26 -10 09 -28 -10 ;t ♦ be If Toe NY Each JasIMM i'`� t* nails Nails or ncmwaq n cone • The plate and Strap ene between w with 1-1/2' /2 al joist and MI plate a nd is fastened with 1 -1/2" galvanised Cr -7 48" O.C. nails provid Use 1 nail in every hole of the ser am Saono-Tre OSN F raming Strap. Neil the Framing Strop b sill plate (s) - ton Nails 1 POP 41/111M44,1 lm 1W pa mrwamw,a amaa,mrda6m„• before selling the strudure. Firmed tar Week/n(4 ,� dN APVy Unstuck* Adlastre lo Top I / Surface a Modular Blocking Finished MoMYar Rocca �t 10 Framng Snap_ !. —�..--....b r ��1 r ��I i j Iii; Inboard Sal Prr t TOP Bond Bin ill Foray Strap --�i' / for Walls Floor Connection: Joists Parallel to Superior Walls i 1011.• L \� (Builder Guideline Booklet - Pg. 29, Fig. 19) Nat (2a6) End Wall Brace n . MinimuDistance ( - 10d Naas Tr m Distaagh (2x6) End Securely inn the SC Nab Bi D,00 War B am ltwomsn 5 - 10d Naar 0f N> o F " Daylight Basement / Above Grade Walls (Frost Areas) Apply COPPINPPOP Adhesive to Top Shay May Bet Reased e.m Surface n(Olspaing Fnead ` for cavamac Crushed Stone Trench Footing ■ Modular Floors. `. f /�' f �, 1/2 s 12' 4'-0" O Bat 42 2a'O.C. f 1 so O ' ll �p � � � use t Na0 r Each FMote • Must be in virgin s 2,0' � of the Framm9 shay soil. (Bottom and both sides.) a , q ® I' It • Provide an outlet (4' pipe) to daylight or to a sump pit io_ I` Simpson Sway - Tr OSa_ with pump. (Do NOT place a continuous pipe in the s lrora par .laamxaa reeom ,nend., trench due to the possibility of pipe crushing which �; O ( could cause wall settlement) 9erHly Fan , Ma ThMo5ft Srad ca•wama as Rem ! ` • Trench must extend below local frost depth, as shown. _ f ram. w mor V �� ,40 ' / J sra°caracv •Filter Membrane per code. A - Ir 3 it / / • Width or trench IS 3s" I � I �� C I I • Fi ll trench with 1/2 "- 3" dean crushed stone; vibrating in s ` • I I ta �� i ��` �� IC —I 1es . IL ( 8" lifts with a plate vibrator. The top 4" - 6" must be 1/2" ( I ' .L -rya1 I - I r dean mashed stone. f I 11� I ..:_ ▪ t — I — ) l i I�� II tI— II� _ C_t wnc".m.d �1 1 -= III— I�I —_ - Smn laY W+s • Cover the exposed stones on the exterior of the wall I � 1 It with backfill or patio / sidewalk construction: Property 7 111 I I I I ..� ▪ I ▪ — I �� slo a drain away from the wall. -I I I { I I • ( If Bend slab connectors into concrete Boor pour. — — - F.et....T U i I� I • Install a backwater valve to prevent the backffow of • moist air into the stone fooling area which will reduce .__,-,1114111411j Ib J r7 2 I I . I IT the likelihood of excessive isteno, humidity. around dua i \�/ Superior Walls \7 Mme. k Usea r r 68 VIOLET AVENUE POUGHKEEPSIE, NY 12601 (2x6) End Wall Bradrg (845)485 -4033 Fax: (845)485 -2501 E -mall: info@swhv.com Website: www.swhv.com BUILDER: WRIGHT BUILDERS 48 Bates Street Northampton, MA 01060 PROJECT: VILLAGE HILL MORNINGSIDE .:- 57 Olander Drive Northampton, MA h '- DATE: REVISED: `./-4- . , , `�` ' - 09 -26 -10 09 -28 -10 r 6* Ca : im°l . ? 1 2n I KeyBuild Structure 2.308f WrightVillage - Level 6 9 -27 -10 kmBeamEngine 4.508e Materials Database 1197 fdn 12:28pm 1 of 1 Member Data Description: CaIcB1 Member Type: Beam Application: Floor Comments: Cellar Beam Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 0 PLF Deck Connection: Nailed Member Weight: 10.7 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PLF) 0' 0.00" 10' 1.50" 212 657 Live Replacement Uniform (PLF) 10' 1.50" 20' 5.75" 492 2057 Live Point (LBS) 10' 1.50" 366 951 Live 6 9 0 3 4 8 411 4 5 5 0 m o ® a 20 5 12 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.500" 2345# -- 2 6' 1.875" Wall N/A 1.502" 5914# -- 3 9' 6.375" Wall N/A 2.597" 10227# -- 4 14' 5.625" Wall N/A 3.894" 15332# -- 5 19' 6.000" Wall N/A 1.500" 5463# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live 1 571# 1774# 2 1252# 4661# 3 1712# 8515# 4 2994# 12337# 5 978# 4485# Design spans 6' 1.875" 3' 4.500" 4' 11.250" 5' 0.375" Product: 1 3/4x7 1/4 Versa -Lam 2.0 -3100 SP 3 ply Component Member Design has Passed Design Checks. ** Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5810.74 13068.'# 44% 17.49' Even Spans D +L Negative Moment 7444.'4 13068.'4 56% 14.47' Adjacent 3 D +L Negative Unbrcd 7444.'4 13068.'# 56% 14.47' Adjacent 3 D +L Shear 6373.# 7232.# 88% 14.48' Adjacent 3 D +L TL Deflection 0.0708" 0.2516" L/852 17.24' Even Spans D +L LL Deflection 0.0607" 0.1677" L/995 17.24' Even Spans L Control: Shear DOLs: Live = 100% Snow =115% Roof =125% W ind =160% Design assumes a repetitive member use increase in bending stress: 4 % Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respective owners Michael Greaney r7" .'1,,.',,, r.k. Miles, Inc. ;. , Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088 * *Passing s defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure" 2.308f WrightVillage - Level 8 9 -27 -10 I kmBeamEngine 4.508e Materials Database 1 197 1st walls 12:40pm 1 of 1 Member Data Description: CaIcB3 Member Type: Beam Application: Floor Comments: OHD Header Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 0 PLF Deck Connection: Nailed Member Weight: 5.8 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PLF) 0' 0.00" 1' 1.50" 219 438 Snow Replacement Uniform (PLF) 1' 1.50" 2' 1.50" 219 438 Snow Replacement Uniform (PLF) 2' 1.50" 3' 1.50" 219 438 Snow Replacement Uniform (PLF) 3' 1.50" 4' 1.50" 219 438 Snow Replacement Uniform (PLF) 4' 1.50" 5' 1.50" 219 438 Snow Replacement Uniform (PLF) 5' 1.50" 6' 1.50" 219 438 Snow Replacement Uniform (PLF) 6' 1.50" 7' 1.50" 219 438 Snow Replacement Uniform (PLF) 7' 1.50" 8' 1.50" 219 437 Snow Replacement Uniform (PLF) 8' 1.50" 9' 3.00" 219 437 Snow t I I I I I I I l ''''' 'yam t = N ,7 s e' 7 f , 'f F aa.l *f rx ,1 �, . .=a'..; / 9 3 0 9 9 3 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 2.309" 3031# -- 2 9' 1.750" Wall N/A 2.307" 3028# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Snow 1 1028# 2003# 2 1027# 2001# Design spans 9' 1.750" Product: 1 3/4x11 7/8 Versa -Lam 2.0 -3100 SP 1 ply Component Member Design has Passed Design Checks."* Minimum 2.31" bearing required at bearing # 1 Minimum 2.31" bearing required at bearing # 2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6927.'# 12233.'# 56% 4.57' Total load D +S Shear 2374.# 4541.# 52% 0.01' Total load D +S TL Deflection 0.2135" 0.4573" L/513 4.57' Total load D +S LL Deflection 0.1411" 0.3049" L/777 4.57' Total load S Control: Positive Moment DOLs: Live =100% Snow =115% Roof = 125% Wind =160% + All product names are trademarks of their respective owners Michael Greaney " 1 = r.k. Miles, Inc. r '- G, Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088 "Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure' 2.308f WrightVillage - Level 8 9 -27 -10 kmBeamEngine 4.508e Materials Database 1197 1st walls 12:38pm • 1of1 Member Data Description: CaIcB1 Member Type: Beam Application: Roof Comments: SliderHeader Top Lateral Bracing: Continuous Slope: 0.00 / 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 0 PLF Deck Connection: Nailed Member Weight: 9.4 PLF Filename: UNKNOWN Other Loads Type Trib. . Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PLF) 0' 0.00" 6' 3.00" 0 640 Snow Replacement Uniform (PLF) 0' 0.00" 6' 3.00" 461 303 Live v5.x+' ^ v a'L a, { `' * ", r a z tip' b ;t° .os a r '' , .,o -,„,„. ; -F , ,a r ' am ,p4,o°f: -_r x ,..r., .0 * v._.. -, 4 '� ,-f ;`.'` x's,j' <, evr,, , . a fig,. ;- ..t h r. TI IT i 6 3 0 P 0� 6 3 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.500" 3619# -- 2 6' 1.750" Wall N/A 1.500" 3619# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 1447# 930# 1967# 2 1447# 930# 1967# Design spans 6' 1.750" Product: 1 3/4x9 1/2 Versa -Lam 2.0 -3100 SP 2 ply Component Member Design has Passed Design Checks. ** Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5561.'# 16051.'# 34% 3.07' Total load D +0.75(L +S) Shear 2687.# 7265.# 36% 0.01' Total load D +0.75(L +S) TL Deflection 0.0756" 0.3073" L/975 3.07' Total load D +0.75(L +S) LL Deflection 0.0454" 0.2049" L/999+ 3.07' Total load 0.75(L +S) Control: Shear DOLs: Live =100% Snow =115% Roof =125% Wind =160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respective owners Michael Greaney r.k. Miles, Inc. d s 4L r`" Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088 *'Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product Installation according to the manufacturers specifications. KeyBuild StructureT" 2.308f WrightVillage - Level 8 9 -27 -10 kmBeamEngine 4.508e Materials Database 1197 1st walls 12:32pm 1 of 1 Member Data Description: CalcB4 Member Type: Beam Application: Roof Comments: PorchBeam Top Lateral Bracing: Continuous Slope: 0.00 / 12 Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 0 PLF Deck Connection: Nailed Member Weight: 7.1 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PLF) 0' 0.00" 10' 8.25" 160 320 Snow r.. K .2 P 5, k ' a - O t "` t 2 `r ' '2 �`,� .�''"�� .�;rita w' � � �i �^b a �'"1"' �� '#a�� ,�� , � �,� '.� �� , � ,+ '"" �� r �� r x � .. ,.a„ . 'i ; r$%,a ttVtel'� t.:.' � "` , �;a: " �a._., r%,:�;r . "c ,z , tg0,it' .ms ,g:_;.r�a �"..ai ��'a4,41i::Atatt `; < 10 8 4 0 1 10 8 4 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.500" 2415# -- 2 9' 11.000" Wall N/A 1.500" 2415# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Snow 1 829# 1587# 2 829# 1587# Design spans 9' 11.000" Product: 1 314x7 1/4 Versa -Lam 2.0 -3100 SP 2 ply Component Member Design has Passed Design Checks. ** Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5988.'# 9634.'# 62% 4.96' Total load D +S Shear 2121.# 5544.# 38% 0.01' Total load D +S TL Deflection 0.4768" 0.4958" L/249 4.96' Total load D +S LL Deflection 0.3132" 0.3306" L/379 4.96' Total load S Control: TL Deflection DOLs: Live = 100% Snow =115% Roof =125% Wind = 160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respective owners Michael Greaney r.k. Miles, Inc. • � s a °'Y !'•• Copyright (C)1989 -2005 by Keymark Enterprises, LLG. ALL RIGHTS RESERVED. West Hatfield, Ma 01088 " "Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design mist be reviewed by a qualified designer or design professional as required for approval. Tmis design assumes product Installation according to the manufacturer's specifications. KeyBuild Structure'''. 2.308f WrightVillage - Level 6 9 -27 -10 kmBean>Engine 4.508e Materials Database 1197 fdn 12:30pm 1 of 1 Member Data Description: CaIcB4 Member Type: Beam Application: Floor Comments: CellarBeam Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 0 PLF Deck Connection: Nailed Member Weight: 10.7 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PLF) 0' 0.00" 6' 9.00" 81 0 Live Replacement Uniform (PLF) 0' 0.00" 6' 9.00" 77 387 Live Replacement Uniform (PLF) 6' 9.00" 17' 7.25" 481 2001 Live Point (LBS) 0' 7.13" 207 399 Live Point (LBS) 6' 9.00" 394 1158 Live , -rT ri0.f,,w t` t, -,, f " x air r L.'"E Vin' �,r ; x t `t . T t a q,'4't. v' a b Taf2`"e. iY f `. "'ws 't " ? -' y '""" oJ..s I 11 I T1 .. rst ." :� ' 14 f:, r.�`<.m.,. ,, ;-.�:v.,� .,.r,3�,,. - ..,,..nom' nI . �aa : ~AS u 'o","�.x.01,,i, ., 6 9 0 6 2 1 4 8 3 / O O © ®> 17 7 4 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.500" 2045# -- 2 6' 1.875" Wall N/A 3.026" 11913# -- 3 12' 3.938" Wall N/A 3.947" 15542# -- 4 16' 7.500" Wall N/A 1.500" 4600# -348# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live 1 532# 1513# 2 2579# 9335# 3 2970# 12572 #" 4 709# 3891# Design spans 6' 1.875" 6' 2.062" 4' 3.562" Product: 1 3/4x7 1/4 Versa -Lam 2.0 -3100 SP 3 ply Component Member Design has Passed Design Checks. ** Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Review gravity uplift reaction force of 348lbs at bearing 4 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6435.'# 13068.'# 49% 9.24' Even Spans D +L Negative Moment 8087.'# 13068.'# 61% 12.33' Adjacent 2 D +L Negative Unbrcd 8087.'# 13068.'# 61% 12.33' Adjacent 2 D +L Shear 6798.# 7232.# 93% 11.99' Adjacent 2 D +L TL Deflection 0.1100" 0.3086" L/673 9.24' Even Spans D +L LL Deflection 0.0950" 0.2057" L/779 9.24' Even Spans L Control: Shear DOLs: Live =100% Snow =115% Roof =125% Wind =160% Design assumes a repetitive member use increase in bending stress: 4 Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respective owners Michael Greaney , `�,,' ' r.k. Miles, Inc. k " W ` ;, Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088 "Passing Is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Condifons, and Spans listed on Ihls sheet. The • design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturers speciflcatlons. 2. SEE INDIVIDUAL ENGINEERED VIDED AS A GUIDE TO THE INSTALLATION DRAWINGS FOR PERMANENT ED WOOD TRUSSES, ENGINEERED LUMBER LATERAL BRACING EEL TRUSSES, STRUCTURAL STEEL AND FRAMING COMPONENTS. 3. ALL TRUSSES SPACED AT 2' OR 19.2" FACE TO FACE UNLESS NOTED OTHERWISE. JME NO RESPONSIBILITY FOR ANY ENTS OF THESE DRAWINGS WITH REGARD' 4. DO NOT CUT OR ALTER TRUSSES ERS THAT ARE MADE WITHOUT UNDER ANY CIRCUMSTANCES. 'ROM RELIABLE TRUSS. 5. ALL DIMENSIONS FROM OUTSIDE OF STUD WALL. 6. SEE BCSI 1 -03 SUMMARY FOR CROSS BRACING REQUIREMENTS PPR.OVAL 09- 27 -10'' UNLESS STATED OTHERWISE BY ENGINEER OF RECORD. IRUSSPIACEVENT 7. SEE BSCI 1 -03 SUMMARY DIAGRAM FOR RECOMMENDED HANDLING JOB NAIVE. M1rR,p k AND BRACING. .1,113 'AMER 101219 8. PLYWOOD SHEATH ROOF PRIOR O 'MSS TO INSTALLING VALLEY SETS. O SAIL, 0 sruNt R \ME: R K NILES -HATRED 9. ALL MULTI -PLY GIRDERS TO BE HSTE:05,2) -2010 NAILED IN FACTORY. DLSIGNER WALL NONE ROOF TO BE STICK FF co co co M r- - 1 1 1 1 1 1 1 1 1 1 1 - O O O O co co O (� CO 1 1 1 1 - N N N N N N N- 9 ' O N r- ,r) 't -4' 4 N N :O 0 0 0 0 0 0 O st • in In lC) In Lo In '.0 Lf) LC) 14) L . b- \ I L ' O co 'Job Truss Truss Type Qty Ply ' 57 Oleander Dr • 1009219R 504A SPECIAL 6 1 _ Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 s Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 21:04:07 2010 Page 1 ID: HHpI? 20rN7W? 33K4KVIVV3n1yZ6Q3- _dCMkM2duKDT1WDV nKDOosfF9dRSO8HamBerRyZ ?9 1-0-Q 4 -10 -14 9 -9-0 15 -9-4 19 -2-8 22 -0 -0 3-0 ll 1-04 4-10-14 4-10 -2 6-0-4 3 -5-4 - � 2 -9 -8 � 1 -0-0 4x4 I I Scale = 1:57.4 4 10.00 12 6x8 Q 1.5.3 Q 5 3 3x6 6 3 7 2 O ra 1U 4x8 4x8 I I 5x8 , 8 BIRDSMOUT • 9 BE CUT IN FIEL BA 1° • 1 9 -9 -0 19 -2 -8 22-0-0 9 -9-0 - — 9 -5 -8 2 -9-8 Plate Offsets (X,Y): (2:0- 3- 8,Edgel, (5:0- 4- 0,Edge), [10:0- 4- 0,0- 3- 4)____ LOADING (psf) SPACING 1 -5 -3 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 75.0 Plates Increase 1.15 TC 0.94 Vert(LL) -0.36 7 -10 >718 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.89 Vert(TL) -0.67 7 -10 >390 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.40 8 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 99 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1 -5 -5 oc puffins. T3: 2 X 8 SYP M 23 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. BOT CHORD 2 X 4 SPF No.2 WEBS 1 Row at midpt 6 -10 WEBS 2 X 3 SPF No.2 WEDGE Left: 2 X 4 SPF No.2 REACTIONS (lb/size) 2= 1617/0 -3-8, 8= 1625/0 -3 -8 Max Harz 2=- 143(LC 6) Max Uplift2= -49(LC 8), 8= -54(LC 8) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2 =0 /60, 2 -3 =- 1914/140, 3 -4 =- 1471/148, 4-5 =- 1435/147, 5 -6 =- 1605/118, 6 -7 =- 2439/201, 7 -8 =- 860/115, 8 -9 =0/89 BOT CHORD 2- 10= 0/1290, 7 -10 =- 57/2314 WEBS 3-10 =- 471/138, 4 -10 =- 95/1086, 6-10 =- 1490/229 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.Opsf; h =25ft; B =48f1; L =24ft; eave =4ft: Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2. 5) H10 Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 8. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8. 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. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard .. e • Jo Idr Truss Truss Type Qty Ply 57 Oleander Dr 1009219R 504 SPECIAL 7 1 Job Reference o•tional RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 s Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 21:04:06 2010 Page 1 ID: HHpI ?20rN7W?33K4KMW3n 1 yZ6Q3- WRe_W11 ?715cQMeIQ3o_TbJTOmJ MjZm8L6S4J?yZ? 1-0- 4 -10 -14 _ 9 -9 -0 15-9 -4 19 -2 -8 22 -0-0 p3 -0-6 �p 1 -0-0 1 4 -10 -14 4-10 -2 6 -0-4 3 -5-4 2 -9-8 1 - 4x4 !I Scale =1:57.4 4 10.00 1 6x8 O 1.5x3 O 5 3 3x6 O 6 • iS 2 7 1 - _ _. -_ �M B7 — — - Ci 70 4x8 — 4x8 11 6x10 = 8 BIRDSMOUT • 9 17 IT BE CUT IN FIEL B, 2 a 9 -9-0 19 -2 -8 22 -0-0 I 9 9-0 I 9-5-8 8 + 2-9-8 9 -8 I Plate Offsets (X,Y): ]2:0- 3- 8,Edge], [5:0- 4- 0,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.34 7 -10 >775 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.75 7 -10 >347 180 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.42 8 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 99 lb FT= 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied. T3: 2 X 8 SYP M 23 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. BOT CHORD 2 X 4 SPF No.2 *Except* WEBS 1 Row at midpt 6-10 B2: 2 X 4 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2 X 3 SPF No.2 duri g truss erection, in accordance with Stabilizer Installation guide. WEDGE Left: 2 X 4 SPF No.2 REACTIONS (lb/size) 2= 1658/0 -3 -8, 8= 1669/0 -3 -8 Max Horz 2=- 200(LC 6) Max Uplift2= -69(LC 8), 8= -75(LC 8) FORCES (lb) - Malamum Compression /Malamum Tension TOP CHORD 1 -2 =0/59, 2 -3 =- 1949/195, 3-4 =- 1512/207, 4 -5 =- 1478/205, 5-6 =- 1646/165, 6 -7 =- 2482/281, 7 -8 =- 886/161, 8-9 =0/88 BOT CHORD 2- 10= 0/1320, 7 -10 =- 80/2364 WEBS 3- 10= -463/192, 4-10 =- 132/1153, 6 -10 =- 1507/320 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.Opsf; h =25ft; 8 =486; L =24ft; eave =4ft, Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcun with any other live loads. 4) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2. 5) H10 Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 8. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfTPI 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard . ' Jot,' _ Truss 'Truss Type Qty Ply 57 Oleander Dr 1 1009219R 503 GABLE 1 1 [Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 s Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 21:04:05 2010 Page 1J ID: H H pl ?20rN7W?33K4KMW3n 1 yZ6Q3-2F4cJhON MjzloC36sMHIxNnOYM5y _Ce_6SiXnZyZ ?9t, 1-0 9 -9 -0 19 -2 =8 22 -0-0 23 -0-Q r 1 -0-00 - 9 - - 0 r 9 -5 -8 2 .9.8 1.0 - 0 5x6 = Scale = 1:56.5 7 1.5x3 II I 1 2x4 li 8 6 T 1.5x3 II 2x4 II 10.00 12 6 4x6 5 10 - 5 N 1.5x3 ■ . 4 6 1.5x3 II 3 3 3x8 II 24 23 22 21 20 19 18 17 16 15 3x8 = 1.50 II 1.5x3 11 1.5x3 11 1.5x3 II 5x6 = 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 14 19-2-8 22 -0 -0 -- 19-2-8 i 2-9-8 Plate Offsets (X,Y): [2:0- 3- 8,Edge), [10:0- 3- 0,Edgel, [13:0 -3- 12,0 -1 -81, [19:0 -2- 12,0 -0 -4) - - LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.20 14 n/r 120 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.26 14 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.01 13 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 102 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E *Except* TOP CHORD Structural wood sheathing directly applied or 6-0 -0 oc puffins. Ti: 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. BOT CHORD 2 X 4 SPF No.2 WEBS 1 Row at midpt 7 -20 OTHERS 2 X 3 SPF No.2 ! MiTek recommends that Stabilizers and required cross bracing be installed WEDGE I during truss erection, in accordance with Stabilizer Installation guide. Left: 2 X 4 SPF No.2 REACTIONS (Ib /size) 2= 297/22 -0-0, 20= 194/22 -0-0, 21= 296/22 -0 -0, 22= 275/22 -0 -0, 23= 291/22 -0 -0, 24= 222/22 -0 -0, 18= 277/22 -0 -0, 17= 269/22 -0 -0, 16= 376/22 -0 -0, 15 =- 266/22 -0 -0, 13= 1039/22 -0-0 Max Horz 2=- 207(LC 6) Max Uplift2= -83(LC 6), 21= -35(LC 8), 22= -49(LC 8), 23 = -48(LC 8), 24= -43(LC 8), 18= -24(LC 8), 17= -51(LC 8), 16= -93(LC 8), 15=- 266(LC 1), 13=- 266(LC 8) Max Gray 2= 297(LC 1), 20= 194(LC 1), 21.298(LC 12), 22= 275(LC 12), 23= 291(LC 1), 24= 224(LC 12), 18= 282(LC 13), 17= 272(LC 13), 16= 376(LC 1), 15= 208(LC 8), 13= 1039(LC 1) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/58, 2 -3 =- 140/151, 3-4 =- 131/112, 4-5 =- 136/88, 5 -6 =- 134/136, 6-7 =- 142/205, 7 -8 =- 140/200, 8 -9 =- 142/140, 9 -10 =- 34/58, 10- 11=- 147/44, 11 -12 =- 87/83, 12 -13 =- 398/123, 13-14 =0/258 BOT CHORD 2- 24=- 42/264, 23- 24=- 42/264, 22- 23=- 42/264, 21- 22=- 42/264, 20 -21 =- 42/264, 19 -20 =- 42/266, 18 -19 =- 42/266, 17 -18 =- 42/266, 16-17=-41/265, 15-16=40/263, 13 -15 =- 38/268 WEBS 7 -20 =- 186/0, 6-21 =- 258/84, 5-22 =- 236/102, 4 -23 =- 248/100, 3 -24 =- 198/98, 8 -18 =- 241/68, 9 -17 =- 238/108, 11 -16 =- 314/146, 12 -15 =- 190/219 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.Opsf; h =25ft; B =48ft; L =24ft; eave =2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2 -0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 7) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2, 21, 22, 23, 24, 18, 17, 16, 15, and 13. 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. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ' Jai? Truss Truss Type Qty Ply 57 Oleander Dr 1009219R 502 COMMON 5 1 _ Job Reference (optional ) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 s Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 21:04:04 2010 Page 1 ID: H H pI ?2OrN7W?33K4KMW3n1 yZ6Q3- a2WE6L01 bPruA2UwJemWOAEH Dyh2F1fruoz_E6yZ ?9v 1 -0 -0 4-0-6 8 -0 -0 11 -11 -10 16-0 -0 17 -0-0 1 1-0-0 1 4-0-6 — 3 -11 -10 3 -11 -10 4-0 -6 1 1 -0-0 1 4x4 = Scale = 1:41.2 4 10.00 12 1x3) /4 N 3 ■2 \ ssi.. I , 6 2 � 81 -_._. ME 91 1 7 1 r,,_, MEM 1.1 8 3x8 II 3x8 I I 5x8 = 8-0-0 8-0-0 Plate Offsets (X,Y): (2:0- 3- 8,Edge), (6:0- 3- 8,Edget (8:0- 4- 0,0 -3 -0) __ _ LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRI P TCLL 50.0 Plates Increase 1.15 TC 0.35 Vert(LL) -0.08 2 -8 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.49 Vert(TL) -0.21 2 -8 >891 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 601b FT= 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4 -9-13 oc puriins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 X 3 SPF No.2 1 MiTek recommends that Stabilizers and required cross bracing be installed WEDGE 1 during truss erection, in accordance with Stabilizer Installation guide. Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (lb/size) 2=1237/0-3-8, 6= 1237/0 -3 -8 Max Horz 2= 146(LC 7) Max Uplift2= -64(LC 8), 6= -64(LC 8) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/59, 2- 3=- 1361/152, 3-4 =- 1007/163, 4 -5 =- 1007/163, 5-6 =- 1361/152, 6 -7 =0/59 BOT CHORD 2- 8=- 5/895, 6-8= -5/895 WEBS 4- 8=- 99/624, 5- 8=- 364/156, 3- 8=- 364/156 NOTES 1) Unbalanced roof hve loads have been considered for this design. 2) Wind: ASCE 7-02; 100mph; TCDL= 6.Opsf; BCDL= 6.Opsf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; E>p B; enclosed; MWFRS (all heights) and C -C E derior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) One H2.5A Simpson Strong-lie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 6. 5) 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. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard . 4 Jot? Truss 1 Truss Type Qty i Ply 57 Oleander Dr 1 1009219R 501 GABLE 1 1 1 _ _ _[ _ - _ Job Reference (optionalZ_ Inc. RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 s Sep 1 2010 MiTek Industries, Tue Sep 28 21:04:03 2010 Page 1 I D: HHpI ?20rN7W?33K4KMW3n 1 yZ6Q3- 6syru ? ?7r6j1 ZuvjlxFHsyh56YJzWFCif8DQigyZ ?^ 1 -0 -0 8 -0 -0 16 -0 -0 17 -0-0 1-0-0 I- 8-0-0 0 - 0 - - 8-0-0 0 0 -f 1_ 4x4 = Scale = 1:41.2 6 1 3x4 G 3x4 J 7 5 de h. 10.00 '11.5.3 I I 1.5x3 II 4 8 1.5x3 II 1.5x3 I I 5T :T3 3 6 S • ll T 2 — __._ — I 10 ° /I FI -0 \\ I 1\ 11 a, �i e, ■ eil 2 18 17 16 15 14 13 12 3x8 II 3z8 II 1x3 II 1x3 II 1x3 II 5x8 = 1x3 II 1x3 II 1x3 II — 1600 – --I 16 -0 -0 Plate Offsets (X,Y): [2:0- 3- 8,Edge), (10:0- 3- 8,Edge1, 115:0- 4- 0,0 -3-01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TOLL 50.0 Plates Increase 1.15 TC 0.44 Vert(LL) -0.08 17 -18 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.61 Vert(TL) -0.13 17 -18 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.02 10 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) • Weight: 77 Ib FT = 20% LUMBER BRACING I TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5 -0 -6 oc puffins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 3 SPF No.2 r MiTek recommends that Stabilizers and required cross bracing be installed 1 OTHERS 2 X 3 SPF No.2 during truss erection, in accordance with Stabilizer Installation guide. WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (Ib /size) 2= 1237/0 -3 -8, 10= 1237/0 -3 -8 Max Horz 2= 146(LC 7) Max Uplift2=- 148(LC 8), 10=- 148(LC 8) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/59, 2 -3 =- 1287/142, 3-4 =- 1120/212, 4 -5 =- 1049/285, 5-6 =- 904/320, 6-7 =- 904/320, 7 -8 =- 1049/285, 8 -9 =- 1120/212, 9 -10 =- 1287/142, 10-11 =0/59 BOT CHORD 2- 18= 0/806, 17- 18= 0/806, 16- 17= 0/806, 15- 16= 0/806, 14- 15= 0/806, 13- 14= 0/806, 12- 13= 0/806, 10-12 =0/806 WEBS 6 -15 =- 375/893, 5-16 =- 111/292, 4 -17 =- 118/87, 3 -18 =- 45/82, 7 -14 =- 111/292, 8 -13 =- 118/87, 9 -12 =- 45/82, 5-15 =- 593/279, 7 -15 =- 593/279 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.Opsf; h =25ft; B =48f1; L =24ft; eave =2ft; Cat. II; Exp B; partially; MWFRS (all heights) and C -C E derior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail' 4) Gable studs spaced at 2 -0 -0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 10. 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. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • Ni N ' O W co' O 1 Cl) m 006 O 1 -0 8 3 -0 -I 005 011 1 -4 -8 E z 1-4-0 1 -4 -0 0 005 11 009 _I T1 1 4 -0 005 I1 009 1 -4 -0 Z 1 1 -4 -0 005 LI 009 1 -4 -0 Z rn O 0 1.14 TI O j 1 4 0 005 I 009 4 -0 o ; 1 -4 -0 — _ J 005 11 009 1 -4 -0 m 1 1-4-0 005 1 009 6 0 Cn 1 -4 -0 Z j V) 403 I 009A 1 -2 -0 0 -0 J 1 -4 -0 004 D D 009 '�-4 -0 J 1-4-0 004 D I 009 1 -4 -0 _ n 1-4-0 004 a _________1 A I_ 009 1 -4 -0 r 1-4-0 004 D° w ', 009 � 4 0 b —I Z I J 1 -4 -0 004 a I 009 4 0 O Z -1 w cn J 1 -4 -0 004 D 009 4 -0 " CI 93 co j II 1-4-0 405 a • L 009 1 -4 -0 D 0 I 1 4 0 D 008 1 -4 -0 1-4-0 014 i a 008 1-4-0 1 -4 0 014 ! a 008 1 -2 -0 1 -4 -0 014 W tv 008A 1 -6 -0 J[ 1 -4 -0 014 14), D 008 1-6-0 1 1 1 -4 -0 014 .1:1 007 1-2-0 1 -4 -0 013 i, I 007 1-4-0 J 11 -4 -0 013 007 1-4-0 J 1 -4 -0 013 k 007A -4-0 X 1! 1 -4 -0 013A IN 1 007A -4-0 cn 1 1-2-0 013A I< 007A -10 -0 b sJ -10 -0 tl . 013B I �:.w._ 8�7 11 -8 _ 012 012 16 -0 -0 16 -0 -0 32 -0 -0 –. e III - r' �� — - c� -- se.. ' T, �� _ c �i� v Dr�c OA cc.) ;IN' O i —:� p 11 11 D � -inc��b 3mG> o�, TD O D r = Z OD ApOW 2 M m r�r m m V )r fTl� ITlr Rl�fyf m toi gITI 22 0 Amoz�m 02.0m080 �O �Z C � � m (1) d er DD m > _mco-z .6m,2,123>. EIz DQ z� r Z .' Jotr Truss Truss Type Qty Ply 1009219F1 1009219F2 405 FLOOR 1 1 I Job Referencejoptional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7. 250 e Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:54:02 2010 Page 1 ID: HH pI ?2OrN7W?33K4KMW3n 1 yZ6Q3- CE8elVj8NR ?JyXTD2DzL ?DIKAHGsCQN ES8887?yZ ?J 0 -1 -8 2 -0-0 1 -0 -0 1-6-0 0 1 8 H — H dale= 1:26.8 1x3 H 1x3 = 4x10 = 1x3 11 3x6 = 1x3 11 3x6 = 1x3 11 8x16 = 3x3 II 1 2 3 4 6 6 7 8 9 iiiis/MillMmw. &•11.%. duo \mi. 2 13 12 11 10 YY 6x8 = 6x14 = 6x8 = 6x14 = 6x10 = Special 11 -7 -12 _ I 15 -6-8 11 -7 -12 3 -10 -12 Plate Offsets (X,Y): 115:0- 1 -8,0 -0 -121 _ LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) 1 /dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.67 Vert(LL) -0.25 11 -12 >740 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.43 11 -12 >421 360 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.04 10 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) —_ Weight: 97 Ib FT =20 %F, 11 %E LUMBER • BRACING TOP CHORD 4 X 2 SYP 2850F 2.3E TOP CHORD Structural wood sheathing directly applied or 5 -10-1 oc puffins. except end [PSA] BOT CHORD 4 X 2 SYP 2850F 2.3E verticals. WEBS 4 X 2 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. W4: 4 X 4 DF No.3 REACTIONS (lb /size) 14= 1015/0 -5-8, 10= 1869 /Mechanical FORCES (Ib) - Maximum Compression /Maldmum Tension TOP CHORD 14- 15= -57/0, 1 -15= -57/0, 9 -10= -59/0, 1- 2 =0/0, 2 -3 =- 4311/0, 3 -4 =- 4311/0, 4 -5 =- 6444/0, 5 -6 =- 6444/0, 6 -7 =- 7790/0, 7 -8 =- 7785/0, 8 -9 =0/0 BOT CHORD 13- 14= 0/2554, 12- 13= 0/5824, 11- 12= 0/7338, 10- 11= 0/4542 WEBS 8-10 =- 4876/0, 2 -14 =- 2690/0, 8 -11= 0/3621, 2 -13= 0/1890, 3 -13 =- 128/0, 6-11= 0/481, 4 -13 =- 1627/0, 6-12 =- 961/0, 5 -12= -67/0, 7 -11= -74/0, 4 -12 =0/780 NOTES 1) Refer to girder(s) for truss to truss connections. 2) This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131' X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1666 Ib down at 11 -7 -12 on bottom chord. The design /selection of such connection de■ice(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 10- 14 = -13, 1 -9 = -67 Concentrated Loads (Ib) Vert: 11=- 1666(F) .- 'Job* Truss Truss Type Qty Ply 1009219F1 1009219F2 404 FLOOR 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 e Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:54:02 2010 Pagel ID: H Hpl ?20rN7W?33K4KMW3n1 yZ6Q3- CE8eIVj8N R? JyXTD2DzL ?DIQRH8KCTiES8887 ?yZ ? 0 -1-8 H f 1 -3-0 I — 0 -6 -8 0 r1 1 - Scale = 1:17.2 4810 = 3x3 = 4810 = 1 383 11 2 31x3 II 4 5 3x3 = 6183 II 7 5 3x3 II I 4 ■ _I 'NI Special Special Special Special Special Special 14 15 13 16 12 11 17 10 18 9 488 = 183 II 1x3 II 488 = 486 = 4x6 = ■ 9 -0 -8 { — — 9-0-8 Plate Offsets (X,Y): (9:Edge,0 -1 -8) LOADING (psf) SPACING 1 -4 -0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.08 13 -14 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.15 13 -14 >708 360 BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(TL) 0.03 9 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 47 Ib FT = 20%F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end ver } BOT CHORD 4 X 2 SYP 2850F 2.3E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (Ib /size) 14= 1675 /Mechanical, 9= 1675 /Mechanical FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -14= -41/0, 8 -9= -41/0, 1- 2 =0/0, 2 -3 =- 4076/0, 3-4 =- 4082/0, 4 -5 =- 4608/0, 5 -6 =- 4082/0, 6-7 =- 4076/0, 7 -8 =0/0 BOT CHORD 14- 15= 0/2212, 13- 15= 0/2212, 13- 16= 0/4608, 12 -16= 0/4608, 11- 12= 0/4608, 11- 17= 0/4608, 10- 17= 0/4608, 10- 18= 0/2212, 9-18= 0/2212 WEBS 7 -9 =- 2622/0, 2 -14 =- 2622/0, 7 -10= 0/2274, 2 -13= 0/2274, 6 -10= -89/1, 3 -13= -89/1, 5 -10 =- 676/0, 4 -13 =- 676/0, 4 -12= 0/294, 5 -11 =0/294 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) 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. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3-10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 441 Ib down at 1 -2 -4, 441 Ib down at 2 -6 -4, 441 Ib down at 3-10 -4, 441 Ib down at 5 -2 -4, and 441 Ib down at 6 -6-4, and 441 Ib down at 7 -10 -4 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 9- 14 = -13, 1 -8 = -67 Concentrated Loads (Ib) Vert: 10=- 441(B) 13=- 441(B) 15=- 441(B) 16= -441(B) 17 =- 441(8) 18=- 441(B) ',, Job' Truss Truss Type Qty Ply 1009219F1 • 1009219F2 403 FLOOR I1 1 1___ ____ _I Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 a Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20 :54:01 2010 Page 1 ID: HHpI? 20rN7W? 33K4KMW3n1yZ6Q3- k2aGY9iWc8tSKOu1UVS6SOmFXtvRT2N5DUOaaZyZ ?J 1 0-1-8 H 1 2 -0-0 I 1 -2 -8 _� 0L 1 8 'Shale = 1:20.8 10 11 1x3 = 3x6 = 183 I 1x3 'J 3x6 = 30 it 1 2 3 4 3x4 = 5 6 7 1 , -u E � 4 Ili �1 III 1 —1-131 .9 il PT ■ 0-4 4 x6 11 3x6 H 60 = 60 = 688 = 12 -1 -0 — 12 -1 -0 Plate Offsets (X,Y): [4:0- 1- 8,Edge), )10:0- 3- 0,0 -0 -01, (11:0- 3- 0,Edge), )13:0 -1 -8 0 -0 -12) - LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) 1 /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.28 Vert(LL) -0.08 9 -10 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.13 9 -10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 58 Ib FT = 20 %F, 11%E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0 -0 oc purlins, except end verp2S3) BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (Ib /size) 12= 468/0 -5-8, 8= 2148/0 -3-8 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 12- 13= -57/0, 1 -13= -57/0, 7 -8= -59/0, 1- 2 =0 /0, 2 -3 =- 1617/0, 3 -4 =- 1617/0, 4 -5 =- 1584/0, 5 -6 =- 1584/0, 6 -7 =0/5 BOT CHORD 11- 12= 0/1079, 10- 11= 0/1617, 9-10= 0/1617, 8- 9= 0/1070 WEBS 6-8 =- 1132/0, 2 -12 =- 1136/0, 6-9= 0/554, 2 -11= 0/618, 5 -9 =- 157/0, 3 -11 =- 139/0, 4-9 =- 244/124, 4 -10 =- 107/17 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) 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 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131 "X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 16751b down at 11 -10-12 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, Toads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) • Vert: 8- 12 = -13, 1 -7 = -67 Concentrated Loads (Ib) Vert: 8=- 1675(F) Job - - -- Truss Truss Type —_ - - -- _ -- - -- - Qty I Ply 1009219F1 1009219F2 014 FLOOR 5 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 e Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:54:01 2010 Page 1 ID: HHpI? 2OrN7W? 33K4KMW3n1yZ6Q3- k2aGY9iWc8tSKOu1 UVS6S0mGQtwBTOK5DUOaaZyZ ?J 0 -1 -8 H I 2 -6-0 H 1-3-0 i 0-7 0 i VV 1 8 Scalp = 1:26.1 1x3 11 1x3 = 3x6 = 1x3 11 3x3 = 1x3 !! 3x6 = 3x3 it 1 2 3 4 5 3x4 = 6 7 8 I Won i di ....... . Ell I'1 13 12 11 10 9 3x6 = 3x8 = 1x3 II 1x3 II 3x8 = 3x6 = 15-4 -0 1 - 15-4-0 Plate Offsets (X,Y): (5:0- 1- 8,Edge) ._ LOADING (psf) SPACING 1 -4-0 CSI DEFL in (loc) 1 /defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.15 10-11 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.26 10-11 >705 360 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 58 lb FT = 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verJ) BOT CHORD 4 X 2 SPF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (lb /size) 14= 599/0 -3 -8, 9= 603 /Mechanical FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 14-15= -69/0, 1 -15 =- 69/0, 8-9= -72/0, 1- 2 = -5/0, 2 -3 =- 2385/0, 3-4 =- 2385/0, 4 -5 =- 2578/0, 5 -6 =- 2410/0, 6 -7 =- 2410/0, 7 -8 =0 /0 BOT CHORD 13-14= 0/1507, 12- 13= 0/2578, 11- 12= 0/2578, 10- 11= 0/2578, 9- 10= 0/1505 WEBS 7 -9 =- 1586/0, 2 -14 =- 1583/0, 7 -10= 0/957, 2 -13= 0/928, 6 -10 =- 183/0, 3 -13 =- 143/9, 5-10 =- 357/94, 4-13 =- 374/64, 4 -12 =- 55/100, 5 -11= -88/41 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) 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. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131 "X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard • . s • Job• ITruss Truss Type Qty Ply '1009219F1 1009219F2 013B FLOOR 1 2 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 e Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:54:00 2010 Page 1 ID: H HpI ?2OrN7W?33K4KMW3n1 yZ6Q3- GsOuLpitrgl bjEJgwoxtwoD 1 tUQgkY8x?gf127yZ ?JL 0 -1-8 p u H I 2 - -- H - -- 2 - 0� ---- -- 1 -4-� ° glb 1:27.0 1x3 11 1x3 = 3x8 = 1x3 H 3x4 = 1x3 H 3x8 = 1x3 11 1 I 2 3 4 5 3x4 = 6 7 81x3 = ' : 16 q q /�C / ,. q I _' 13 12 11 10 t 3x6 = 3x8 = 1x3 11 3x8 = 3x6 = 1x3 H 15 -10-4 15 -10-4 Plate Offsets (X,Y): (4:0- 1- 8,Edge), (5:0- 1- 8,Edge) _ LOADING (psf) SPACING 1 -4 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.24 11 >790 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 1.00 Vert(TL) -0.41 11 >452 360 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 119 lb FT = 20 %F, 11%E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc pudins, except end vedRil.1% BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (lb/size) 14= 1394/0 -3-8, 9= 1394/0 -3-8 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 14 -15 =- 174/0, 1 -15 =- 173/0, 9-16 =- 176/0, 8 -16 =- 175/0, 1 -2= -12/0, 2 -3 =- 5628/0, 3 -4 =- 5628/0, 4 -5 =- 6269/0, 5 -6 =- 5660/0, 6 -7 =- 5660/0, 7 -8= -13/0 BOT CHORD 13- 14= 0/3577, 12- 13= 0/6269, 11- 12= 0/6269, 10- 11= 0/6269, 9- 10= 0/3572 WEBS 7 -9 =- 3753/0, 2 -14 =- 3757/0, 7 -10= 0/2206, 2 -13= 0/2167, 6 -10 =- 452/0, 3-13 =- 408/0, 5 -10 =- 1000/89, 4 -13 =- 1020/53, 4 -12 =- 139/220. 5 -11 =- 208/139 NOTES 1) Trusses to be fastened together to act as a single unit. All loads to be distributed equally over the 2 plies. 2) Unbalanced floor live loads have been considered for this design. 3) 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. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131 "X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 9- 14 = -13, 1- 8=- 167(F= -100) -r • ' . 'Job' Truss Truss Type Qty Ply 1009219F1 1009219F2 013A FLOOR 2 1 Job Reference o•tional)__ RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 e Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:54:00 2010 Page 1 ID: H Hpl ?2OrN7W?33K4KMW3n1 yZ6Q3- GsouLpitrgl bjEJgwoxtwoD5KUZLkZgx ?gf127yZ ?JL 0-1-8 H 2-6-0 1 -3-0 I - 1 - -H 0-4r8 Scalp =1:27.2 1x3 II 1x3 = 3x6= 1x3 II 3x3 = 1x3 Ii 3x8= 1x3 11 1 2 3 4 5 3x4 = 6 1 7 81 x33 = I A I — ` ■ 16 q - 1111 iC' 7 mil 4 W. j 13 12 11 10 2 3x6 = 3x8 = 1x3 II 1x3 II 3x8 = 3x6 = _ 16 -0-0 16 -0 -0 Plate Offsets (X,Y): (5:0- 1- 8,Edge) LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.17 10 -11 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.29 10 -11 >644 360 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 59 Ib FT = 20%F, 11%E LUMBER BRACING TOP CHORD 4 X 2 SPF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verj BOT CHORD 4 X 2 SPF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (Ib /size) 14= 626/0 -3-8, 9= 626/0 -3 -8 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 14-15= -69/0, 1 -15 =- 6910, 9-16 =- 71/0, 8-16= -71/0, 1- 2 = -5/0, 2 -3 =- 2539/0, 3 -4 =- 2539/0, 4 -5 =- 2798/0, 5 -6 =- 2572/0, 6 -7 =- 2572/0, 7- 8 = -5/0 BOT CHORD 13- 14= 0/1585, 12- 13= 0/2798, 11 -12= 0/2798, 10-11= 0/2798, 9- 10= 0/1581 WEBS 7 -9 =- 1661/0, 2 -14 =- 1666/0, 7 -10= 0/1047, 2 -13= 0/1007, 6-10 =- 197/0, 3 -13 =- 149/32, 5-10 =- 454/53, 4 -13 =- 485/25, 4 -12 =- 52/103, 5-11= -74/46 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) 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. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job' Truss Truss Type Qty Ply 1009219F1 1009219F2 013 FLOOR 3 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 a Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:53:57 2010 Page 1 I D: HHpI ?20rN7W?33K4KMW3n 1 yZ6Q3 -rH Lminf? YvN0smaFFfNAIAbaRGY ?XCEVIsQNRoyZ ?J 0 -1-8 H 2-6-0 1- 3 -0 ___ H _0 -8 l Owl 8 ScA. =1:26.6 I 1x3 II 1x3 = 3x6 = 153 II 3x3 = 1x3 I I 3x6 = 153 II 1 2 3 4 5 354 = 6 7 81x3 = 1 _M_ M MI II II _ II l ■ 1fi q -.1.0 4 a. ON Mi =' 13 12 11 10 Aix 3x6 = 3x8 = 153 II 1x3 I I 358 = 3x6 = I _ 15 -7 -8 _ I 15 -7 -8 Plate Offsets (X,Y): [5:0- 1- 8,Edge) _ . LOADING (psf) SPACING 1 -4 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.15 10 -11 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.27 10 -11 >695 360 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 58 Ib FT = 20 %F, 11%E LUMBER BRACING TOP CHORD 4 X 2 SPF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except end ver!RS1'sl BOT CHORD 4 X 2 SPF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 1 REACTIONS (Ib /size) 14= 611/0 -3-8, 9= 611/0 -3 -8 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 14- 15= -69/0, 1 -15= -6910, 9 -16= -71/0, 8 -16= -71/0, 1- 2 = -5/0, 2 -3 =- 2453/0, 3-4=- 2453/0, 4 -5 =- 2673/0, 5-6 =- 2482/0, 6 -7 =- 2482/0, 7- 8 = -5/0 BOT CHORD 13- 14= 0/1541, 12- 13= 0/2673, 11- 12= 0/2673, 10- 11= 0/2673, 9- 10= 0/1536 WEBS 7 -9 =- 1614/0, 2 -14 =- 1619/0, 7 -10= 0/999, 2 -13= 0/964, 6 -10 =- 191/0, 3-13 =- 147/19, 5 -10 =- 397/78, 4 -13 =- 421/50, 4 -12 =- 53/96, 5 -11= -77/42 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) 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. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard • . Job• Truss Truss Type I Qty ;Ply 1009219F1 1009219F2 012 GABLE �2 1 ___ Job Reference o•tional RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 e Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:53:56 2010 Page 1 ID: HHpi ?20rN7W?33K4KMW3n1 yZ6Q3- N4nNVRfNncF9Ec ?3hysxiy2SPsIFog0L4ChgvMyZ ?J Or r8 1 0N8 Scale = 1:27.2 3x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 � I �I _ _ � _ -_ i -__ -� _- I 1 4 1 4 = cu ■�! 4 ils 27 26 25 24 23 22 21 20 19 18 17 16 15 14 3x3 = 3x6 FP= 3x3 = 1-4-0 2 -8-0 4 -0-0 5-4-0 6 -8 -0 8 -0 -0 9-4-0 10 -8 -0 __ _ 12 -0-0 13-4 -0 14-8-0 16 -0-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 + 1-4-0 -k-- 1-4-0 1-4-0 1 1-4-0 H LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.01 Horz(TL) 0.00 14 n/a n/a BCDL 10.0 Code IRC2003/IPI2002 (Matrix) Weight: 49 Ib FT = 20 %F, 11%E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc pudins, except end ver R 181 BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 4 X 2 SPF No.2 OTHERS 4 X 2 SPF No.2 REACTIONS (Ib /size) 27= 41/16 -0 -0, 14= 45/16 -0 -0, 26= 104/16 -0.0, 25= 107/16 -0 -0, 24= 106/16 -0 -0, 23= 107/16 -0 -0, 22= 107/16 -0 -0, 21= 107/10.0.0, 19= 107/16 -0.0, 18= 107/16 -0 -0, 17= 107/16 -0 -0, 16= 107/16 -0 -0, 15= 105/16 -0 -0 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 27 -28= -34/0, 1 -28= -3310, 13-14= -37/0, 1- 2 = -8 /0, 2- 3 = -8/0, 3- 4 = -8/0, 4- 5 = -8/0, 5- 6 = -8/0, 6 -7= -810, 7- 8 = -8/0, 8- 9 = -8/0, 9- 10 = -8/0, 10.11 = -8/0, 11- 12 = -8/0, 12- 13 = -8/0 BOT CHORD 26- 27 =0/8, 25- 26 =0/8, 24- 25 =0/8, 23- 24 =0/8, 22- 23 =0/8, 21- 22 =0/8, 20- 21 =0/8, 19- 20 =0/8, 18- 19 =0/8, 17- 18 =0 /8, 10.17 =0/8, 15- 16 =0/8, 14- 15 =0/8 WEBS 2- 26=- 87/0, 3-25 =- 89/0, 4-24 =- 89/0, 5-23= -89/0, 6- 22= -89/0, 7- 21= -89/0, 8- 19= -89/0, 9- 18= -89/0, 10.17 = -89/0, 11- 16= -89/0, 12- 15 = -88/0 NOTES 1) All plates are 1x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/II 1. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3-10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard • • . Job Truss Truss Type Qty Ply 1009219F1 I 1009219F2 011 GABLE 1 1 Job Reference (optional_ RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 a Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:53:56 2010 Page 1 ID: H Hpl720rN7W?33K4KMW3n 1 yZ6Q3 N4nNVRfNncF9Ec ?3hys>dy2STsIEogOL4ChgvMyZ 0 1 - f $ scale =1:22.1 1x3 11 1x3= 1x311 15311 1x3 II 1x311 11 1x3 II 1x311 1x3 II 1x311 3x311 ?J 1 2 3 4 5 61x3, 7 8 9 10 11 1 ST 11■I IIPI - Y um 1 I 17 1.. • c 1 „:, -♦- ♦_♦ _♦ _♦._ Ix.;..- - - ♦- .- ♦- ♦_♦_ ♦_♦_♦_._. _♦ _♦- ;47 .♦_ .♦♦ ♦ ♦-.♦_._♦♦ . -.♦_♦i .- 22 21 20 19 18 17 16 15 14 13 12 3x3 = 153 II 1x3 1 1 153 1 1 1x3 I I 153 11 153 11 1x3 II 1x3 11 153 11 353 II 1-4-0 2 -8 -0 4-0-0 5-4-0 6-8 -0 8 -0-0 9-4-0 - 10 -8 -0 12 -0-0 13 -0 -0 1-4-0 1-4-0 1-4-0 1-4-0 + 1-4-0 1-4-0 1-4-0 1-4-0 - 1-4-0 1 -0-0 1 LOADING (psf) SPACING 1 -4 -0 CSI DEFL in (loc) 1 /dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 40 lb FT = 20%F, 11%E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc puffins, except end verlitiN BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 OTHERS 4 X 2 SPF No.2 REACTIONS (lb/size) 22= 39/13 -0-0, 12= 31/13 -0 -0, 21= 107/13 -0 -0, 20= 107/13 -0 -0, 19= 107/13 -0 -0, 18= 107/13 -0 -0, 17= 107/13 -0 -0, 16= 107/13 -0 -0, 15= 106/13 -0 -0, 14= 110/13 -0-0, 13= 90/13 -0 -0 FORCES (lb) -'Maximum Compression /Maximum Tension TOP CHORD 22- 23= -33/0, 1 -23= -32/0, 11- 12= -24/0, 1- 2 = -6/0, 2- 3 = -6/0, 3- 4 = -6/0, 4- 5 = -6/0, 5- 6 = -6/0, 6- 7 = -6/0, 7- 8 = -6/0, 8- 9 = -6/0, 9- 10 = -6/0, 10- 11 = -6/0 BOT CHORD 21- 22 =0/6, 20- 21 =0/6, 19- 20 =0/6, 18- 19 =0/6, 17- 18 =0/6, 16- 17 =0/6, 15- 16 =0/6, 14-15 =0/6, 13- 14 =0/6, 12- 13 =0/6 WEBS 2 -21= -88/0, 3 -20= -89/0, 4 -19= -89/0, 5 -18= -89/0, 6 -17= -89/0, 7 -16= -89/0, 8 -15 =- 88/0, 9-14= -92/0, 10- 13 = -76/0 NOTES 1) Gable requires continuous bottom chord bearing. 2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 3) Gable studs spaced at 1-4-0 oc. 4) 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. 5) "Semi -rigid pitchbreaks including heels" Member end fxity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3-10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means, 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard • • , Job• Truss - - - - -- Truss Type - - -_ -- - -_ -- ----- - -_ - -- Qty —_ -- Ply ---- 1009219F1 - - - - -- - - - -- 1009219F2 009A FLOOR 1 — 2J Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 e Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20: 53:55 2010 Page 1 ID: H Hpl ?2OrN7W?33K4KMW3n 1 yZ6Q3- vuD ?H6e1017IcTQt7FLiDI WAmTk13HgCrYxGNvyZ ?J 9 0 -1-8 2-6-0 0 -5-8 1 -11 -8 071:8 H 1 — — — I H .... —i F sc i 1:22.6 1x3 II 153 = 358 = 1x3 I I 153 I I 3x8 = 153 11 1 2 3 4 3x4 = 5 6 7 153 = : Ibilliblif ------- ...:0 ' IN I- -yr 41. 11 10 .- 8 356 = 153 11 358 = 3x6 = 356 = 13 -3 -8 — 13-3-8 H Plate Offsets (X,Y): 14:0- 1- 8,Edge), 11 1:0- 1- 8,Edgel LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) - 0.16 9-10 >951 480 l MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) - 0.28 9-10 >559 360 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 100 Ib FT = 20%F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc pudins, except end verIps1 BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (lb/size) 12= 1486/0 -3-8, 8= 1486/0 -3 -8 FORCES (lb) - Maximum Compression /Maldmum Tension TOP CHORD 12 -13 =- 225/0, 1 -13 =- 224/0, 8-14 =- 226/0, 7 -14 =- 225/0, 1- 2= -16/0, 2- 3=- 5469/0, 3 -4 =- 5469/0, 4-5 =- 5464/0, 5-6 =- 5464/0, 6-7= -16/0 BOT CHORD 11- 12= 0/3713, 10- 11= 0/5469, 9- 10= 0/5469, 8- 9= 0/3705 WEBS 6 -8 =- 3888/0, 2 -12 =- 3897/0, 6 -9= 0/1859, 2 -11= 0/1876, 5 -9 =- 546/0, 3 -11 =- 430/0, 4-9 =- 617/523, 4 -10 =- 277/53 NOTES 1) Trusses to be fastened together to act as a single unit. All loads to be distributed equally over the 2 plies. 2) Unbalanced floor live loads have been considered for this design. 3) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIRPI 1. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131 "X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (p1f) Vert: 8- 12 = -13, 1- 7=- 217(F= -150) • • Job` Truss Truss Type Qty Ply 1009219F1 1009219F2 009 FLOOR 13 1 i Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 e Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:53:55 2010 Page 1 ID: HHpI? 20rN7W? 33K4KMW3n1yZ6Q3- vuD? H6e10171cTQt7FLiDIWCyTng3JgCrYxGNvyZ ?J •. 0 -1-8 H 2-6-0 0-5-8 [ 1 -11 -8 - - - -I 01 Sc31E = 1:22.6 1x3 H 1x3 = 3x6 = 1x3 11 1x3 11 3x6 = 1x3 II 1 2 3 4 3"= 5 6 7 1x3= T1 • .iii .. " .....,,,,,,....., __ 1 9 iii ,, 9 III Nwa. mom Nom moo a II a 11 10 9 '111 3x4 = 1x3 H 3x8 = 3x6 = 3x6 = 13 -3 -8 I I 13-3-8 — Plate Offsets KY): [4:0- 1- 8,Edge[, [11:0- 1- 8,Edge[ LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.11 9 -10 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.24 8 -9 >645 360 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 50 lb FT= 20 %F,11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end ver RSFsi BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (lb/size) 12= 518/0 -3 -8, 8= 518/0 -3-8 I FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 12- 13= -68/0, 1 -13 =- 68/0, 8-14= -69/0, 7 -14= -69/0, 1- 2 = -5/0, 2 -3 =- 1914/0, 3 -4 =- 1914/0, 4 -5 =- 1918/0, 5-6 =- 1918/0, 6- 7 = -5/0 BOT CHORD 11- 12= 0/1267, 10- 11= 0/1914, 9- 10= 0/1914, 8- 9= 0/1262 WEBS 6 -8 =- 1325/0, 2 -12 =- 1330/0, 6 -9= 0/693, 2 -11= 0/691, 5 -9 =- 162/0, 3 -11= -97/0, 4 -9 =- 208/188, 4 -10= -131/0 NOTES 1) Unbalanced floor live loads have been considered for this design. I 2) 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 i 1. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3-10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type lQty - My 1009219F1 1009219F2 008A FLOOR 1 l � _ 2 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 e Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:53:54 2010 Page 1 ID: H HpI ?2OrN7W?33K4KMW3n1 yZ6Q3- Rifd4md7F_? R ?JsgaXgTgXzyA3VPKod3cuC1rTyZ ?J 0 -1 -8 p H 2-6 -0 - - 01:118 Scglp = 1:28.0 1.5x3 11 1.5x3 = 3x10 = 1.5x3 H 3x4 = 1.5x3 I! 3x6 FP= 3x10 = 3x3 H 1 2 3 4 5 3x4 = 6 7 8 9 C 4 pllpplW■ , /PE 1111 r %MEIN 7 �� I ■' 4 ........ 1/ 15 14 13 12 11 10 3x8 = 3x12 = 3x10 MT18H FP= 1.5x3 11 3x12 = 3x8 = 1.5x3 H I 1648 16-4 -8 Plate Offsets (X,'O: [4:0- 1- 8,Edge[, [5:0- 1- 8,Edge[ _ _ LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.67 Vert(LL) -0.29 13 >663 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.51 13 >379 360 MT18H 197/144 BOLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.07 10 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 123 Ib FT= 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORE) Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verl BOT CHORD 4 X 2 SPF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (lb/size) 16= 1841/0 -3-8, 10= 1854 /Mechanical FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 16 -17 =- 226/0, 1 -17 =- 225/0, 9 -10 =- 231/0, 1 -2= -16/0, 2 -3 =- 7551/0, 3 -4 =- 7551/0, 4 -5 =- 8593/0, 5 -6 =- 7550/0, 6 -7 =- 7550/0, 7 -8 =- 7550/0, 8 -9 =0 /0 BOT CHORD 15- 16= 0/4756, 14- 15= 0/8593, 13- 14= 0/8593, 12- 13= 0/8593, 11- 12= 0/8593, 10- 11= 0/4763 WEBS 8-10 =- 5020/0, 2 -16 =- 4996/0, 8-11= 0/2945, 2 -15= 0/2954, 6 -11 =- 572/0, 3 -15 =- 575/0, 5 -11 =- 1530/0, 4 -15 =- 1530/0, 4 -13 =- 275/296, 5 -12 =- 276/295 NOTES 1) Trusses to be fastened together to act as a single unit. All loads to be distributed equally over the 2 plies. 2) Unbalanced floor live loads have been considered for this design. 3) All plates are MT20 plates unless otherwise indicated. 4) Refer to girder(s) for truss to truss connections. 5) 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. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 oc and fastened to each truss with 3 -10d (0.131 "X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 10- 16 = -13, 1- 9=- 217(F= -150) Job Truss Truss Type Qty Ply 1009219F1 1009219F2 008 FLOOR 1 4 1 I _ _ Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 a Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:53:54 2010 Page 1 ID: HHpI ?20rN7W ?33K4KMW3n1 yZ6Q3- Rifd4md7F_? R ?JsgaXgTgXzOZ3NTKrB3cuCjrTyZ ?J 0 -1-8 H I 2-6-0 H 0-0I8 `alb 1:28.0 1.5x3 II 1.5x3 = 388 = 1.5x3 H 3x4 = 1.5x3 H 3x6 FP= 388 = 3x3 1 2 3 44 5 3x4 6 7 8 9 ME Itt 1111111111111111 ' . ' iiirj 4'. 5: 11111% 44 ►2 r- 15 14 13 12 11 10 386= 388= 3x8 FP= 1.583 H 388= 386= 1.583 16-4 -8 16-4-8 _ — J Plate Offsets (X,Y): i4:0- 1- 8,Edge), (5:0- 1- 8,Edge) _ LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.24 13 >818 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.99 Vert(TL) -0.41 13 >467 360 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(TL) 0.06 10 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 62 Ib FT =20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc puriins, except end ver)RitiYSJ BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (lb/size) 16= 641/0 -3-8, 10 =645 /Mechanical FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 16-17= -70/0, 1 -17= -70/0, 9 -10= -72/0, 1- 2 = -5/0, 2 -3 =- 2652/0, 3 -4 =- 2652/0, 4 -5 =- 2977/0, 5 -6 =- 2652/0, 6 -7 =- 2652/0, 7 -8 =- 2652/0, 8 -9 =0/0 BOT CHORD 15- 16= 0/1627, 14- 15= 0/2977, 13- 14= 0/2977, 12 -13= 0/2977, 11- 12= 0/2977, 10- 11= 0/1629 WEBS 8 -10 =- 1717/0, 2 -16 =- 1710/0, 8 -11= 0/1081, 2 -15= 0/1084, 6 -11 =- 181/0, 3-15 =- 182/0, 5 -11= -497/28, 4 -15 =- 497/29, 4 -13 =- 78/91, 5 -12= -78/90 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1, 4) "Semi -rigid pitchbreaks including heels" Member end fxity model was used in the analysis and design of this truss. 5) Recommend 2x8 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3-10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard riot/ Truss Truss Type Oty Ply 1009219F1 1009219F2 007B FLOOR 1 �____ 2 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 e Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:53:53 2010 Page 1 ID: HHpI? 2OrN7W? 33K4KMW3n1yZ6Q3- zV5FtQcUVhtaN9HUOgJE7KQupfBpbNEvOES911yZ ?J ` 0 -1 -8 yp H 1-- - 1 [ — 2 —I S e S le =1:28.0 i 1.5x3 H 1.5x3 1.5x3 = 3x8 = 1.5x3 H 3x4= 1.5x3 H 3x6 FP= 3x8 = 1.5x3 = 1 2 3 4 53x4= 6 7 8 9 17 A I .a I P■ 18 4 15 14 13 12 11 r, 3x6 = 3x10 = 3x8 MT18H FP= 1.5x3 11 3x10 = 3x6 = 1.5x3 16 -3 -8 -- — I 16 -3-8 Plate Offsets (X,Y): [4:0-1-8,Edqel, [5:0- 1- 8,Edge) . LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.18 13 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.32 13 >602 360 MT18H 197/144 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(TL) 0.05 10 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 133 lb FT = 20 %F, 11 % E LUMBER BRACING TOP CHORD 4 X 2 SYP 2850F 2.3E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc puffins, except end ver[Ril1Sj BOT CHORD 4 X 2 SPF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (lb/size) 16= 1433/0 -3 -8, 10= 1433/0 -3 -8 I FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 16 -17 =- 177/0, 1 -17 =- 177/0, 10- 18=- 178/0, 9 -18 =- 177/0, 1 -2= -13/0, 2 -3 =- 5884/0, 3-4 =- 5884/0, 4 -5 =- 6635/0, 5 -6 =- 5888/0, 6 -7 =- 5888/0, 7 -8 =- 5888/0, 8 -9= -13/0 BOT CHORD 15- 16= 0/3684, 14- 15= 0/6635, 13- 14= 0/6635, 12 -13= 0/6635, 11- 12= 0/6635, 10- 11= 0/3684 WEBS 8 -10 =- 3870/0, 2 -16 =- 3870/0, 8 -11= 0/2329, 2 -15= 0/2325, 6 -11 =- 456/0, 3 -15 =- 452/0, 5-11 =- 1134/28, 4 -15 =- 1137/25, 4 -13 =- 169/185, 5 -12 =- 175/179 NOTES 1) Trusses to be fastened together to act as a single unit. All loads to be distributed equally over the 2 plies. 2) Unbalanced floor live loads have been considered for this design. 3) All plates are MT20 plates unless otherwise indicated. 4) 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. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3-10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) In the LOAD CASE(S) section, Toads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 10- 16 = -13, 1- 9=- 167(F= -100) • , Jot, Truss Truss Type Qty Ply 1009219F1 1009219F2 007A FLOOR 4 1 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 e Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:53:53 2010 Page 1 I D: HHpI ?2OrN7W?33K4KMW3n1 yZ6Q3- zV5FtQcUVhtaN9H UOgJE7KQvMfBsbO?vOES911 yZ ?J 0 -1 -8 l H 2.6 -0 -- -- 2 -5-8 — —a 4 0 1 S le = 1:28.01 1.5x3 11 1.553 H 1.5x3 = 3x8 = 1.5x3 H 3x4 = 1.5x3 11 3x6 FP= 3x8 = 1.553 = 1 2 3 4 5 354 = 6 7 8 9 W. 1 ' 15 14 13 12 11 Li 356 = 358 = 358 FP= 1.553 H 3x8 = 3x6 = 1.553 11 16 -3 -8 16 -3 -8 Plate Offsets (X,Y): (4:0- 1- 8,Edge], )5:0- 1- 8,Edge] LOADING (psf) SPACING 1 -4-0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) -0.16 13 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.28 13 >678 360 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(TL) 0.04 10 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 67 Ib FT= 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SYP 2850F 2.3E TOP CHORD Structural wood sheathing directly applied or 6-0 -0 oc pudins, except end vertRliF3] BOT CHORD 4 X 2 SPF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (lb/size) 16= 638/0 -3 -8, 10= 638/0 -3 -8 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 16-17= -71/0, 1 -17= -71/0, 10- 18= -71/0, 9 -18= -71/0, 1- 2 = -5/0, 2 -3 =- 2632/0, 3 -4 =- 2632/0, 4 -5 =- 2943/0, 5 -6 =- 2633/0, 6-7 =- 2633/0, 7 -8 =- 2633/0, 8- 9 = -5/0 BOT CHORD 15- 16= 0/1615, 14- 15= 0/2943, 13- 14= 0/2943, 12- 13= 0/2943, 11 -12= 0/2943, 10- 11= 0/1615 WEBS 8 -10 =- 1697/0, 2 -16 =- 1697/0, 8 -11= 0/1076, 2 -15= 0/1075, 6 -11 =- 183/0, 3 -15 =- 181/0, 5 -11 =- 480/36, 4 -15 =- 481/35, 4 -13 =- 72/85, 5 -12= -74/83 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) 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. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 oc and fastened to each truss with 3 -10d (0.131 "X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Jots Truss Truss Type Oty Ply T1009219F1 1009219F2 007 FLOOR 3 1 _ __ _ ____ _ ____ _ _ _ _ Job Reference (optional) _ RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 e Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:53.52 2010 Page 1 I D: HHpI ?2OrN7W?33K4KMW3n1 yZ6Q3- VJXtf4cskNkjl ?iIS6n ?b6ukH Fq Rsybm9ajcmbyZ ?JT 0 -1 -8 2 -6-0 ______ 0 -8 -0 0 V1(8 H F- - - -, [ - - - - -1 Skate = 1:28.7 1.5x3 II 1.5x3 11 1.5x3 = 3x8 = 1.50 II 3x4 = 1.5x3 II 3x6 FP= 3x8 = 1.5x3 = 1 2 3 4 53x4= 6 7 8 9 7 A °iu 111441_ ...iiii /111111111111111 L-- . _.... 0 1111111M1 . cal 1 3 .111 1S 15 14 13 12 11 13 3x6 = 3x10 = 3x8 FP= 1.5x3 II 1.5x3 II 3x10 = 3x6 = 16 -8 -0 16- Plate Offsets (X,Y): [4:0- 1- 8,Edge[, [5:0- 1- 8,Edge[ _ LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.18 13 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.31 12 -13 >638 360 BOLL 0.0 Rep Stress Incr NO WB 0.36 Horz(TL) 0.05 10 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:681b FT =20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SYP 2850F 2.3E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end ve¢RS18 BOT CHORD 4 X 2 SPF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (lb /size) 16= 653/0 -3 -8, 10= 653/0 -3-8 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 16- 17= -72/0, 1 -17= -71/0, 10 -18 =- 72/0, 9-18= -71/0, 1 -2= -510, 2 -3 =- 2722/0, 3-4 =- 2722/0, 4 -5 =- 3074/0, 5 -6 =- 2722/0, 6 -7 =- 2722/0, 7 -8 =- 2722/0, 8- 9 = -5/0 BOT CHORD 15- 16= 0/1659, 14-15= 0/3074, 13- 14= 0/3074, 12- 13= 0/3074, 11- 12= 0/3074, 10- 11= 0/1659 WEBS 8 -10 =- 1743/0, 2 -16 =- 1743/0, 8 -11= 0/1123, 2 -15= 0/1123, 6 -11 =- 189/0, 3 -15 =- 189/0, 5 -11 =- 544/10, 4 -15 =- 544/10, 4 -13 =- 62/78, 5 -12= -62/78 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 oc and fastened to each truss with 3 -10d (0.131 "X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Jotl Truss Truss Type Qty Ply 1009219F1 1009219F2 006 GABLE 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 e Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 2653:52 2010 Page t ID:HHpI ?2OrN7W?33K4KMW3n1 yZ6Q3- VJXtf4cskNkjl ?iIS6n ?b6umTFwGs11 m9ajcmbyZ ?JT 0 Scale: 318" =1' 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 aim IA gat . .1.. . • • • • • , 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 I 353 = 3x6 FP= I 1-4-0 2-8-0 j 4-0 -0 5-4-0 6 -8-0 8 -0 -0 9-4-0 10 -8 -0 I 12 -0 -0 __13 - 4 - 0 I _14-8 - 0 16 -0-0 I 17-4 -0 i 18 -8-0 1-0r0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 -4-b LOADING (psf) SPACING 1 -4-0 CSI DEFL in (Ion) I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 18 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 58 lb FT = 20%F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc pudins, except end vertps) BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 OTHERS 4 X 2 SPF No.2 REACTIONS (lb/size) 34= 38/19 -0 -0, 18 =- 5/19 -0 -0, 33= 108/19 -0 -0, 32= 107/19 -0 -0, 31= 107/19 -0-0, 29= 107/19 -0 -0, 28= 107/19 -0-0, 27= 107/19 -0 -0, 26= 107/19 -0 -0, 25= 107/19 -0 -0, 24= 107/19 -0 -0, 23= 107/19 -0-0, 22= 107/19 -0 -0, 21= 106/19 -0 -0, 20= 110/19 -0 -0, 19= 77/19 -0 -0 MaxUpliftl8 = -5(LC 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 34-35= -32/0, 1 -35= -32/0, 17- 18 =0/9, 1- 2 = -5/0, 2- 3 = -5/0, 3- 4 = -5/0, 4-5 = -5/0, 5- 6 = -5/0, 6- 7 = -5/0, 7- 8 = -5/0, 8- 9 = -5/0, 9- 10 = -5/0, 10- 11 = -5/0, 11- 12 = -5/0, 12- 13 = -5/0, 13- 14 = -5/0, 14- 15 = -5/0, 15- 16 = -5/0, 16- 17 = -5/0 BOT CHORD 33- 34 =0/5, 32- 33 =0/5, 31- 32 =0/5, 30- 31 =0/5, 29- 30 =0/5, 28- 29 =0/5, 27- 28 =0/5, 26- 27 =0/5, 25- 26 =0/5, 24- 25 =0/5, 23- 24 =0/5, 22- 23 =0/5, 21- 22 =0/5, 20- 21 =0/5, 19- 20 =0/5, 18- 19 =0/5 WEBS 2 -33 =- 89/0, 3-32= -89/0, 4 -31 =- 89/0, 5-29= -89/0, 6 -28 =- 8910, 7 -27= -89/0, 8 -26= -89/0, 9 -25= -89/0, 10 -24= -89/0, 11 -23= -89/0, 12- 22= -89/0, 14-21= -88/0, 15- 20= -92/0, 16-19= -69/0 NOTES 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). I 4) Gable studs spaced at 1-4-0 oc. 5) One H2.5A Simpson Strong-lie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 18. 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. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131 "X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1 s . 1, < JoI3 Truss (Truss Type Qty Ply 11009219F1 ■ 1009219F2 005 FLOOR 7 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 e Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:53:51 2010 Page 1 ID: HHpI ?2OrN7W?33K4KMW3n1 yZ6Q3- 17zUSkbEz3ct8r76uPGm2vLSyrSe7VFcwwz3E8yZ ?J 0 -1 -8 H I 2-0-0 I- - 2 -0 -0 $ u k iee = 1:32.8 1.5x3 11 1.5x3 11 1.5x3 I I 1.5x3 = 3x8 = 1.5x3 11 3x6 = 1.5x3 1: 1.5x3 I 3x6 = 3x6 FP= 3x8 = 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 20 4 419 `I \ _ __ -_ Ii/ B9 _ ..111111011 � 1 MOM fl 17 16 15 14 13 FR 3x6 = 3x10 = 3x8 MT18H FP= 3x4 = 3x4 = 3x10 = 3x6 = 19 -0-0 19 -0-0 Plate Offsets (X,Y): (14:0- 1- 8,Edgel, [15:0- 1- 8,Edgel = _ — i LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.60 Vert(LL) - 0.36 14-15 >628 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.55 Vert(TL) -0.62 14-15 >361 360 MT18H 197/144 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(TL) 0.08 12 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 69 lb FT = 20%F, 11%E BRACING TOP LUMBER CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11 -3 oc purlins, except end [PSA] BOT CHORD 4 X 2 SPF 2100F 1.8E verticals. WEBS 4 X 2 SPF No.2 • BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb/size) 18= 746/0 -3-8, 12= 746/0 -3-8 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 18-19= -56/0, 1 -19= -56/0, 12- 20= -56/0, 11- 20= -56/0, 1- 2 =-4/0, 2 -3 =- 2816/0, 3-4 =- 2816/0, 4 -5 =- 3975/0, 5-6 =- 3975/0, 6 -7 =- 3975/0, 7 -8 =- 2816/0, 8 -9 =- 2816/0, 9 -10 =- 2816/0, 10- 11 = -4/0 BOT CHORD 17- 18= 0/1619, 16- 17= 0/3564, 15- 16= 0/3564, 14- 15= 0/3975, 13- 14= 0/3564, 12- 13= 0/1619 WEBS 10 -12 =- 1747/0, 2 -18 =- 1747/0, 10- 13= 0/1301, 2 -17= 0/1301, 8 -13 =- 128/0, 3 -17 =- 128/0, 7 -13 =- 812/0, 4 -17 =- 812/0, 7 -14= 0/706, 4-15= 0/706, 6 -14 =- 178/0, 5 -15= -178/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) 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. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Required 2x6 strongbacks, on edge, spaced at 10 -0-0 oc and fastened to each truss with 3-10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard t Jo't Truss Truss Type Qty Ply 1009219F1 1009219F2 004 FLOOR 6 1 Job Reference (optional) - RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 e Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:53:51 2010 Page 1 ID: H Hpl ?2OrN7W?33K4KMW3n1 yZ6Q3- 17zUSkbEz3ct8r76uPGm2vLWcrRb7XDcwwz3E8yZ ?J 0 -1-8 H I- 2 - - —i I 1.2 - H 0/1;8 scW = 1:20.3 1x3 11 103 = 3x6 = 1x3 11 1x3 11 3x6 = 3x3 11 1 2 3 4 5 6 u 1 MEM" NE Mil ww• OA 9 8 3x4 = 7 3x4 = 3x6 = 3x6 = I 11 -11 -8 I I 11 -11.8 Plate Offsets (X,Y): [8:0- 1- 8,EdgeL 19:0-1-8,Edgel _.- -_, LOADING (psf) SPACING 1 -4-0 CSI DEFL in (loc) I /defl Ud PLATES GRIP I TOLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.09 9 -10 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.25 9 -10 >567 360 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 44 Ib FT = 20 %F, 11%E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0 -0 oc puriins, except end ver1RSt l BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (lb /size) 10= 464/0 -5-8, 7= 468 /Mechanical FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 10-11= -68/0, 1 -11 =- 68/0, 6-7= -70/0, 1- 2 = -5/0, 2 -3 =- 1593/0, 3-4 =- 1593/0, 4 -5 =- 1593/0, 5 -6 =0 /0 BOT CHORD 9 -10= 0/1104, 8-9= 0/1593, 7- 8= 0/1106 WEBS 5 -7 =- 1166/0, 2 -10 =- 1159/0, 5-8= 0/581, 2 -9= 0/582, 3 -9 =- 119/0, 4 -8= -118/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. , 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131 "X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard FIRST FLOOR TRUSS PLACEMENT DIAGRAM '` MORNINGSIDE , NORTHAMPTON , MA NOTES 24 -0-0 x 31 -0-0 5 -0-0 1. SEE IND DRAWING: O O O O O O O O O O O O O — LATERALE i. D 19 9 � O O O O O I O � 2 ALL TRU. .- Y -C I `t I� 1 -7-8 FACE UNLI 3. DO NOT 1 UNDER AN' 4. ALL DIME o O O o O o o O O O 0 o o O OF STUD' O o 0 0 0 O o 0 A--- 0 O O 0 O co co co 00 co 00 00 o0 N THESE O O 0 O O O O 0 0 GLADE ENGIN GAUG (3) 1 -3/4" x 11 -7/8" x 20'40" LVL STEEL A A A I A A A A A A A A A A � RELIA .. ....�...�. RESP( A A A A A A A THEC REGAI O THAT A A A A A A A A p AUTH( . b,.� ... ..»_ �, a .—. M A A A A A A _, .,, A A A A A IHE 3) 1 -3/4" x 11 - 7/8" x 18' -0" LVLI q: A A 4404 Oz .k,' 0 0 0 0 0 0 0 0 0 0 0 O. 0 0 0 0 d' O O O O O O '.:O O: O O O O '., O O O O ... 0 CO 0 .., O 0 O O RELIABLE 1 200 Wdbv Ho, 00 O O O O O O O O O O O - O O O O O O O O O O O O O O O New Bedford, r i'T 1" v - -t v it 1" 9 i* v v v v g c v 1" Y q i v g Y q T 1 -99S- 00 T 1 - �- :, FAX 1-S01,-,941 ' O O 24 -3 -8 35 -8 -8 60 -0 -0 ' t Job Truss Truss Type Qty Ply ,J009219F1 1009219F1 405 FLOOR 1 1 _____ Job Reference o.tional RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 e Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:55:55 2010 Page 1 ID: HHpI ?2OrN7W?33K4KMW3n1yZ6Q3.O TMT85OmAEGOvcx9SVr42UgZgkpAVasRDOdayyZ ?H 0-1-8 H I 2 - - —I F 0 - 10 - I 1 - - 8 —I 07 5 c ) 1 : 2 7 . 2 1x3 II 1x3 = 3x10 = 1x3 H 3x4= 1.5x3 H 4x12 = 1x3 1 2 3 4 53x4= 6 7 81x3= 111 II i I 179 % _ r. —� ; �: %� �i 4 P. 14 - 13 12 11 10 3x8 = 3x10 MT18H FP= 1x3 H 1x3 !I 5x12 = 3x8 = 3x12 = 1 11 -7 -12 16-0-0 11-7-12 4-4-4 Plate Offsets (X,Y): (4:0- 1- 8,Edge), 15:0- 1- 8,Edge) LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.29 10 -11 >662 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.50 10 -11 >379 360 MT18H 197/144 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.08 9 n/a n/a j BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 61 Ib FT = 20 %F, 11%E LUMBER BRACING TOP CHORD 4 X 2 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verb ) BOT CHORD 4 X 2 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 4 X 2 SPF No.2 *Except* W3: 4 X 4 DF No.3 REACTIONS (Ib /size) 15= 798/0 -5 -8, 9= 1094/0 -5-8 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 15-16= -71/0, 1 -16= -71/0, 9 -17= -79/0, 8 -17= -79/0, 1- 2 = -5/0, 2 -3 =- 3559/0, 3-4 =- 3559/0, 4-5 =- 4447/0, 5 -6 =- 4527/0, 6 -7 =- 4527/0, 7- 8 = -6/0 BOT CHORD 14-15= 0/2092, 13- 14= 0/4447, 12- 13= 0/4447, 11- 12= 0/4447, 10- 11= 0/4447, 9- 10= 0/2972 i WEBS 7 -9 =- 3127/0, 2 -15 =- 2200/0, 7 -10= 0/1771, 2 -14= 0/1550, 3 -14 =- 184/7, 4 -14 =- 1141/0, 4 -12 =- 42/168, 6 -10 =- 824/0, 5 -10 =- 468/506, 5-11 =- 139/69 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) This truss is designed in accordance with the 2003 International Residential Code sections 14502.11.1 and R802.10.2 and referenced standard ANSI/TPI i 1. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3-10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 640 Ib down at 11 -7 -12 on top chord. The design /selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 9- 15 = -13, 1 -8 = -67 Concentrated Loads (Ib) Vert: 6=- 640(F) r a s ` Job truss Truss Type 'qty - Pl 1009219F1 I 1009219F1 404 FLOOR 1 I 1 __ _ _ _ ____ __ Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7 250 e Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:55:54 2010 Page 1 ID: HHpI? 2OrN7W? 33K4KMW3n1yZ6Q3- wnv_ Go40? s6Q011kck _cXrxc5RMHRAhjCZG32WyZ ?H A 0 -1-8 1 l 343 I I — 1 - — 2 3 i 4x6 = I "41-t Scale =1:7.5 71 1 1 -, WI BL1 ; W2 Aii r • 4 ,. rlis 4 Special special 3x3 II 6 7 5 8 4 3x6 = 3x6 = 1-6 -12 3 -1 -8 1-6-12 1-6 -12 LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) - 0.01 4-5 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.88 Vert(TL) -0.02 4 -5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code 1RC2003/TPI2002 (Matrix) Weight: 151b FT =20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1 -8 oc puffins, except end yeIRSYSI BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (Ib /size) 6= 467 /Mechanical, 4= 646 /Mechanical FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 6= -41/0, 3-4= -41/0, 1- 2 =0/0, 2 -3 =0/0 BOT CHORD 6-7= 0/604, 5-7= 0/604, 5-8= 0/604, 4 -8 =0/604 WEBS 2- 5= 0/625, 2 -6 =- 707/0, 2-4= -707/0 NOTES 1) Refer to girder(s) for truss to truss connections. 2) 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. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3-10d (0.131' X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 441 Ib down at 1 -2 -4, and 441 Ib down at 2 -6 -4 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 4- 6 = -13, 1 -3 = -67 Concentrated Loads (Ib) Vert: 7=- 441(B) 8=- 441(B) " Job Truss Truss Type Qty Ply 1009219F1 1009219F1 403 FLOOR 1 1 L ____ Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 e Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:55:54 2010 Page 1 ID: H Hpl ?2OrN7W?33K4KMW3n1 yZ6Q3- wnv_Go40 ?s6Q011 kck_cXrxZpRPwR9VjCZG32WyZ ?HZ 0 -1-8 2-0-0 0-10-0 0r1 r8 "H Scale 1x3 1x3 = 3x6 = 1x3 H 3x4 = 1x3 H 3x6 = 3x8 = 1 2 3 4 15 5 6 7 T1 I , + MANI Imo■• MOO 1 L 4 ■■ 4 ■ ■% P 01 �� ■■ I 1 11 10 9 id 3x4 == 1x3 II 3x6 = 3x6 = 3x12 = Special 12 -1-0 _ _ 12 -1-0 Plate Offsets (X,Y): f4:0- 1- 8,Edgel, 17:0- 3- 8,Edge1, F8:0- 4- 8,Edge), (11:0 -1 -8 Edge) LOADING (psf) SPACING 1-4 -0 CSI DEFL in (Ioc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.29 Vert(LL) -0.13 8 -9 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.27 8 -9 >534 360 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code IRC2003TTPI2002 (Matrix) Weight: 52 lb FT =20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc puffins, except end ver R J ) BOT CHORD 4 X 2 SYP 2850F 2.3E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (Ib /size) 12= 486/0 -5 -8, 8= 1093/0 -3 -8 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 12- 13= -56/0, 1 -13= -56/0, 7 -8= -69/0, 1- 2 = -4/0, 2 -3 =- 1606/0, 3 -4 =- 1606/0, 4 -15 =- 1778/0, 5 -15 =- 1778/0, 5-6 =- 1778/0, 6 -7 =0 /0 BOT CHORD 11- 12= 0/998, 10- 11= 0/1606, 9- 10= 0/1606, 9- 14= 0/1200, 8-14= 0/1200 WEBS 6 -8 =- 1272/0, 2 -12 =- 1075/0, 6-9= 0/628, 2 -11= 0/663, 5 -9 =- 146/0, 3 -11 =- 121/0, 4-9 =- 31/327, 4 -10= -181/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) 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. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131 "X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 637 Ib down at 11 -7 -12 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 8- 12 = -13, 1 -7 = -67 Concentrated Loads (Ib) Vert: 14=- 637(F) • Job - Truss Truss Type Qty Ply 1009219F1 1 1009219F1 014 FLOOR 113 1 — _ I Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 a Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:55:54 2010 Page 1 ID: H Hpl ?20rN7W?33K4KMW3n1 yZ6Q3- wnv_Go4O ?s6QOl1 kck_cXrxVvRKdR7NjCZG32WyZ ?H 0 -1 -8 H I 2-6-0 1 -9 -8 H 0LL1ff8 Sc 'alt = 1:25.8 1x3 0 1x3 = 3x8 = 1x3 11 1x3 I: 3x6 = 3x3 1 2 3 4 3x4 = 5 6 4 � � 1 1 11 _ ?, 4 • II it 10 9 8 3x6 = 3x6 = 1x3 0 3x8 = 3x6 = 15.2-0 — 15 -2 -0 Plate Offsets (X,Y): 14:0 1- 8,Edge], ]11:0- 1- 8,Edge] LOADING (psf) SPACING 1 -4 -0 CSI DEFL in (loc) 1 /deft 1dd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.25 9 -10 >720 480 MT20 1971144 TCDL 10.0 Lumber Increase 1.00 BC 0.99 Vert(TL) - 0.40 9-10 >448 360 I BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 55 Ib FT =20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purtins, except end verpti1111 BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (lb/size) 12= 593/0 -5 -8, 8= 597 /Mechanical FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 12- 13= -74/0, 1 -13= -7310, 7 -8= -74/0, 1- 2 = -5/0, 2 -3 =- 2441/0, 3 -4 =- 2441/0, 4-5 =- 2390/0, 5 -6 =- 2390/0, 6 -7 =0 /0 BOT CHORD 11- 12= 0/1490, 10- 11= 0/2441, 9-10= 0/2441, 8 -9= 0/1486 WEBS 6-8 =- 1566/0, 2 -12 =- 1565/0, 6-9= 0/955, 2 -11= 0/1032, 5 -9 =- 216/0, 3-11 =- 209/0, 4 -9 =- 371/177, 4 -10= -99/13 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) 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. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 oc and fastened to each truss with 3 -10d (0.131 "X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard I ' . Job . Truss Truss Type Qty Ply �009219F1 1009219F1 013 FLOOR 3 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 e Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:55:53 2010 Page 1 ID: HHpI? 2OrN7W ?33K4KMW3n1yZ6Q3- SbLc2S3mEY ZmbSY21SN ?dONC10Cigpa_vXVWV4yZ ?Ha� 0 -1 -8 H I — Z 6 0 - -1 H 2-0 _ H -s 0-6-0 s 61 = 1:27.2 1x3 II 1x3= 3x8= 1x3 11 3,4= 1x3 H 3x8= 1x3 II 1 2 3 4 5 3x4 = 6 7 81x3 = .1i 000 0.11.1. 4111 1 , 001104014 ..010.11.111.1 i „ 4 ►t 4 14 13 12 11 10 3x6= 3x8 = 3x8 FP= 1x3 11 1x3 H 3x8= 3x6 = 16 -0-0 —1 16 -0 -0 Plate Offsets (X,Y): f4:0-1-8,Edgel, [5:0- 1- 8,Edge) - i LOADING (psf) SPACING 1 -4 -0 CSI DEFL in (loc) 1 /defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.22 11 >865 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.87 Vert(TL) -0.38 11 >496 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 60 Ib FT = 20 %F, 11%E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end ver)RAl ) BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (Ib /size) 15= 626/0 -5-8, 9= 626/0 -5 -8 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 15-16= -70/0, 1 -16= -70/0, 9 -17= -71/0, 8 -17= -70/0, 1- 2 = -5/0, 2 -3 =- 2553/0, 3-4 =- 2553/0, 4 -5 =- 2828/0, 5 -6 =- 2567/0, 6 -7 =- 2567/0, 7- 8 = -5/0 BOT CHORD 14- 15= 0/1584, 13- 14= 0/2828, 12- 13= 0/2828, 11- 12= 0/2828, 10- 11= 0/2828, 9-10= 0/1582 WEBS 7 -9 =- 1662/0, 2 -15 =- 1665/0, 7 -10= 0/1041, 2 -14= 0/1024, 6 -10 =- 185/0, 3 -14 =- 166/0, 5 -10 =- 444/55, 4-14 =- 452/41, 4 -12 =- 61/88, 5 -11= -77/66 NOTES 1) Unbalanced floor live Toads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/7P1 1. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard e 1 . • 'Job -r Truss Truss Type Qty Ply 1009219F1 1009219F1 012A GABLE 1 I 1 1 Job Reference o.tional RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 e Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:55:53 2010 Page 1 ID: HHpI? 2OrN7W ?33K4KMW3n1yZ6Q3- SbLc2S3mEY ZmbSY21SN?dOSzlDeil_a_vXWW4yZ?H- 0,- 0N8 Scale = 1:27.2 1 2 3 4 5 6 7 8 9 10 11 12 13 11111111111111111•11• 1-1 i _ I LrY■ � Lr r ■ � � I I Alli -__ S' I� I,'� I,I �� 28 4 26 26 24 23 22 21 20 19 18 17 16 15 14 3x3 = . 3x3 = 1-4-0 2-8-0 4-0-0 5-4-0 6 -8 -0 8 -0 -0 9-4-0 10 -8 -0 12 -0-0 13-4 -0 14-8-0 . 16 -0-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 -4 - 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 LOADING (psf) SPACING 1 -4-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 14 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 49 Ib FT = 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verpRNs) BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 4 X 2 SPF No.2 OTHERS 4 X 2 SPF No.2 REACTIONS (lb/size) 26= 41/16 -0 -0, 14= 41/16 -0 -0, 25= 104/16 -0 -0, 24= 107/16 -0-0, 23= 106/16 -0 -0, 22= 107/16 -0 -0, 21= 107/16 -0 -0, 20= 107/16 -0-0, 19= 107/16 -0-0, 18= 107/16 -0 -0, 17= 106/16 -0 -0, 16= 107/16 -0 -0, 15= 104/16 -0 -0 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 26- 27= -34/0, 1 -27= -34/0, 14-28= -34/0, 13-28= -34/0, 1- 2 = -8/0, 2- 3 = -8/0, 3- 4 = -8/0, 4- 5 = -8/0, 5- 6 = -8/0, 6- 7 = -8/0, 7- 8 = -8/0, 8- 9 = -8/0, 9- 10 = -8/0, 10- 11 = -8/0, 11- 12 = -8/0, 12- 13 = -8/0 • BOT CHORD 25- 26 =0/8, 24-25 =0/8, 23- 24 =0/8, 22- 23 =0/8, 21- 22 =0/8, 20- 21 =0/8, 19- 20 =0 /8, 18- 19 =0/8, 17- 18 =0 /8, 16- 17 =0/8, 15- 16 =0/8, 14- 15 =0/8 WEBS 2 -25 =- 87/0, 3-24= -90/0, 4-23= -89/0, 5- 22=- 89/0, 6-21= -89/0, 7- 20=- 89/0, 8-19= -89/0, 9- 18= -89/0, 10-17= -89/0, 11- 16= -90/0, 12 -15= -87/0 NOTES 1) All plates are 1x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) 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. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3-10d (0.131 "X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ' • Job Truss Truss Type Qty Ply 1009219F1 1009219F1 012 GABLE 1 1 I Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Medenos 7.250 e Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:55:50 2010 Page 1' ID: HHpl? 20rN7W? 33K4KMW3n1yZ6Q3- 20g0001txdc_v8jzNuvgN ?m hpCrVOE7HxlsvlyZ ?Hd 0x8 0x8 1 Scale = 1:27.9 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 • 1 • • *4 32 ; 5P �� ■ ■∎ ∎ P A S • �� I ��2P ■ �� .iP ∎ - ∎,- ■ - ..Z�� •� - � � - IP�.�. - 11 - M.I�4 �� MI I 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 3x3 = 3x6 FP= 3x3 = 1-4-0 2 -8-0 4-0-0 5-4-0 6-8-0 8 -0 -0 9-4-0 10 -8 -0 _ 12 -0 -0 13-4 -0 14-8-0 16 -0-0 1¢-4-12 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 4 LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(LL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 16 n/a n/a I BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 50 lb FT = 20%F, 11%E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc puffins, except end ver((iilfsj BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 OTHERS 4 X 2 SPF No.2 REACTIONS (lb/size) 30= 39/16 -4-12, 16 = -5/16 -4-12, 29= 107/16 -4 -12, 28= 107/16 -4 -12, 27= 107/16 -4 -12, 25= 107/16 -4 -12, 24= 107/16 -4 -12, 23= 107/16 -4 -12, 22= 107/16 -4 -12, 21= 107/16 -4 -12, 20= 107/16 -4-12, 19= 106/16 -4 -12, 18= 111/16 -4 -12, 17= 73/16 -4 -12 Max Upliftl6 = -5(LC 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 30-31= -33/0, 1 -31= -32/0, 16-32 =0/11, 15 -32 =0/12, 1 -2= -610, 2- 3 = -6/0, 3- 4 =-6/0, 4- 5 = -6/0, 5- 6 = -6/0, 6- 7 = -6/0, 7- 8 = -6/0, 8- 9 = -6/0, 9- 10 = -6/0, 10- 11 = -6/0, 11- 12 = -6/0, 12- 13 = -6/0, 13- 14 = -6/0, 14- 15 = -6/0 BOT CHORD 29- 30 =0/6, 28- 29 =0/6, 27- 28 =0/6, 26- 27 =0/6, 25- 26 =0/6, 24- 25 =0/6, 23- 24 =0/6, 22- 23 =0/6, 21- 22 =0/6, 20- 21 =0/6, 19- 20 =0/6, 18- 19 =0/6, 17- 18 =0/6, 16- 17 =0/6 WEBS 2- 29= -88 /0, 3-28 =- 89/0, 4-27 =- 89/0, 5-25 =- 89/0, 6-24= -89/0, 7- 23= -89/0, 8- 22= -89/0, 9- 21= -89/0, 10- 20= -89/0, 12- 19= -88/0, 13- 18= -92/0, 14- 17 = -68/0 NOTES 1) All plates are 1.5163 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. , 5) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 16. 6) This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 8) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to • walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1009219F1 1009219F1 011 GABLE 1 1 , JJob Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 e Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:55:50 2010 Page 1 ID: HHpI? 20rN7W? 33K4KMW 3n1yZ6Q3- 20g000ltxdc _v8jzNuvgN ?mxhpCtVOE7H ISVIyZ ?H 0x8 Scale = 1:21.8 1x3 II 1x3 = 1x3 II 1x3 II 1x3 II 1x3 II 1x3 II 1x3 I 1x3 II 1x3 II l 3 II 3x3 II 1 2 3 4 5 6 7 8 9 10 11 1 -_ 1 1 1 1 1 IN T1 'T 'T - T ST 1 W, 4 MI • IZMIR 1 1 1 1 IN lc 41 22 21 20 19 18 17 16 15 14 13 12 3x3 = 1x3 II 1x3 II 1x3 II 1x3 II 1x3 II 1x3 II 1x3 II 1x3 II 1x3 II 3x3 II 1-4-0 2 -8 -0 40 -0 - 5-4-0 6 -8-0 - 8 -0 -0 _ _ __ } _ - 9-4-0 10 -8-0 _ 12 -0 -0 12 -10-4 1-4-0 1-4-0 1-4-0 1-4-0 1-40 1-4-0 -_- 1-4-0 1-4-0 1-4-0 U -10- LOADI (psf) SPACING 1 -4 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 40 Ib FT = 20 %F, 11%E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc pudins, except end verlitfiN BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 OTHERS 4 X 2 SPF No.2 REACTIONS (lb /size) 22= 38/12 -10-4, 12= 24/12 -10 -4, 21= 108/12 -10-4, 20= 107/12 -10 -4, 19= 107/12 -10 -4, 18= 107/12 -10 -4, 17= 107/12 -10 -4, 16= 107/12 -10-4, 15= 106/12 -10-4, 14= 111/12 -10-4, 13= 84/12 -10 -4 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 22- 23= -33/0, 1 -23= -32/0, 11- 12= -18/0, 1- 2 = -5/0, 2- 3 = -5/0, 3- 4 = -5/0, 4-5 = -5/0, 5- 6 = -5/0, 6- 7 = -5/0, 7- 8 = -5/0, 8- 9 = -5/0, 9- 10 = -5/0, 10- 11 = -5/0 BOT CHORD 21- 22 =0/5, 20- 21 =0/5, 19-20 =0/5, 18- 19 =0/5, 17- 18 =0/5, 16- 17 =0/5, 15- 16 =0/5, 14- 15 =0/5, 13- 14 =0/5, 12 -13 =015 WEBS 2 -21= -88/0, 3 -20= -89/0, 4 -19 =- 89/0, 5-18= -89/0, 6 -17= -8910, 7 -16= -89/0, 8- 15= -88 /0, 9 -14= -92/0, 10-13= -72/0 NOTES 1) Gable requires continuous bottom chord bearing. 2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 3) Gable studs spaced at 1-4 -0 oc. 4) This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131 "X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 11009219F1 1009219F1 010 FLOOR 14 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 a Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:55:49 2010 Page 1 I D: HHpI ?20rN7W?33K4KMW3n1 yZ6Q3- ag65D4OFAKU71 _8npBORgnEirQj4mt3_3HZINJyZ ?H = 0 -1 -8 H F 2 -6 - 0 — 1 0-8-12 I - 1 -3 ___ 0._1r8 scald =1:21.8 1x3 11 1x3 = 386 = 1x3 11 1x3 11 386 = 383 11 1 2 3 4 383 = 5 6 7 T, 1 WilliN B• 4 ill . 1 1 D1 III 4 1 11 10 9 384 = 1x3 11 388 = 3x6 = 386 = 12 -10-4 12-10-4 I Plate Offsets (X,Y): I11:0- 1- 8,Edgel — LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.10 10 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.63 Vert(TL) -0.23 11 -12 >652 360 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:491b FT =20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end vertRtal BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (lb/size) 12= 500/0 -5 -8, 8= 504 /Mechanical FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 12- 13= -68/0, 1 -13= -68/0, 7 -8= -70/0, 1- 2 = -5/0, 2 -3 =- 1803/0, 3-4 =- 1803/0, 4 -5 =- 1809/0, 5 -6 =- 1809/0, 6 -7 =0 /0 BOT CHORD 11- 12= 0/1214, 10- 11= 0/1803, 9- 10= 0/1803, 8- 9= 0/1214 WEBS 6-8 =- 1280/0, 2 -12 =- 1274/0, 6 -9= 0/628, 2 -11= 0/641, 5 -9 =- 147/7, 3 -11 =- 107/0, 4 -9 =- 193/176, 4 -10= -117/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) 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. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131 "X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard r. Rob I Truss Truss Type Qty Ply 1009219F1 1009219F1 008 FLOOR 8 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 e Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:55:49 2010 Page 1 ID: H Hpl ?2OrN7W?33K4KMW3n1 yZ6Q3- ag65D4OFAKU71_8npBORgnEhJQeI mse_3HZINJyZ ?H 0 -1-8 H F 2-6-0 "4.112 04-8 ,:za., 1 ' 1.5x3 II 1.5x3 = 3x8 = 1.5x3 H 3x4 = 1.5x3 :l 3x6 FP == 3x8 = 3x3 1 2 3 4 5 3x4 = 6 7 8 9 • OE 1 7 1111 1 W illiiiiiiiiii III III 11-11°25.4111111111111111111111111441111111111 I 010 1 . 11.11°111111111.1.11 ) ' 11111111111111111111114411111111 I 4 08100 11111.°11111.1.11111-11111111 111% ' i 3 MEM • 15 14 13 12 11 10 3x6= 3x8= 3x8 FP= 1.5x3 II 3x8= 3x6 = 1.5x3 11 16-4-12 16-4-12 Plate Offsets (X,Y): (4:0- 1- 8,Edgel, (5:0- 1- 8,Edge) LOADING (psf) SPACING 1 -4 -0 CSI DEFL in (loc) 1 /defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.24 13 >815 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.90 Vert(TL) -0.42 13 >466 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.06 10 n/a n/a BCDL 10.0 Code IRC2003/1P12002 (Matrix) Weight: 62 lb FT = 20 %F, 11%E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end veIRSK BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (lb/size) 16= 642/0 -5 -8, 10= 646 /Mechanical FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 16-17= -71/0, 1 -17 =- 70/0, 9-10= -72/0, 1- 2 = -5/0, 2 -3 =- 2657/0, 3 -4 =- 2657/0, 4 -5 =- 2984/0, 5 -6 =- 2657/0, 6-7 =- 2657/0, 7 -8 =- 2657/0, 8 -9 =0/0 BOT CHORD 15- 16= 0/1629, 14- 15= 0/2984, 13- 14= 0/2984, 12- 13= 0/2984, 11- 12= 0/2984, 10- 11= 0/1631 WEBS 8-10 =- 1720/0, 2 -16 =- 1712/0, 8 -11= 0/1084, 2 -15= 0/1086, 6 -11 =- 181/0, 3 -15 =- 182/0, 5-11 =- 500/27, 4 -15 =- 500/27, 4 -13 =- 77/90, 5-12= -77/89 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) 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. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 oc and fastened to each truss with 3 -10d (0.131 "X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard + • Job Truss Truss Type .Qty Ply 1009219F1 1009219F1 006 GABLE j1 1 _L _ �._ Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 e Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:55:49 2010 Page 1 ID: H Hpl ?2OrN7W?33K4KMW3n 1 yZ6Q3- ag65D40FAKU71 _BnpBORgnEmzQsimx?_3HZINJyZ ?H 0,-8 Scale: 3/8" =1' 3x6 FP= 3x3 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 ■ ■■ ■ ■ ■■ • - ■ - • • - ■ ■ 1111■ ■ - l - 1 I '1111 °T1 - - q _■ _■_ _.■ ■ • t _■ ■ TM!: t1� 4r -� �� K: i77 �... it I ■∎ w.; ■4 : :4 4 4 ∎ �'♦ �'' 4 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x3 = 3x6 FP= 3x3 11 1-4-0 2-8-0 I 4-0-0 5-4-0 6 -8-0 8 -0-0 9-4-0 10 -8-0 I __ 12 -0-0 I 13 -4-0 1 _ 148 -0 1 _ 16 -0-0 1 17-4 -0 I 18 -8 -8 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-8 LOADING (psf) SPACING 1 -4-0 CSI DEFL in (loc) Udefi L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 ' BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 17 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 57 Ib FT = 20 %F, 11 %E LUMBER BRACING . TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verfittg4 BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 OTHERS 4 X 2 SPF No.2 REACTIONS (Ib /size) 32= 41/18 -8-8, 17= 46/18 -8 -8, 31= 104/18 -8 -8, 30= 107/18 -8 -8, 28= 106/18 -8 -8, 27= 107/18 -8 -8, 26= 107/18 -8 -8, 25= 107/18 -8-8, 24= 107/18 -8-8, 23= 107/18 -8 -8, 22= 107/18 -8 -8, 21= 107/18 -8 -8, 20= 107/18 -8 -8, 19= 107/18 -8 -8, 18= 107/18 -8 -8 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 32- 33= -34/0, 1 -33= -34/0, 16- 17= -38/0, 1- 2 = -8/0, 2- 3 = -8/0, 3- 4 = -8/0, 4- 5 = -8/0, 5- 6 = -8/0, 6- 7 = -8/0, 7- 8 = -8/0, 8- 9 = -8/0, 9- 10 = -8/0, 10- 11 = -8/0, 11- 12 = -8/0, 12- 13 = -8/0, 13- 14 = -8/0, 14-15 = -8/0, 15- 16 = -8 /0 BOT CHORD 31- 32 =0/8, 30- 31 =0/8, 29- 30 =0/8, 28- 29 =0/8, 27- 28 =0 /8, 26- 27 =0/8, 25- 26 =0/8, 24- 25 =0/8, 23- 24 =0/8, 22- 23 =0/8, 21- 22 =0/8, 20- 21 =0/8, 19- 20 =0 /8, 18- 19 =0/8, 17- 18 =0/8 WEBS 2 -31= -87/0, 3 -30= -90/0, 4 -28= -89/0, 5 -27= -89/0, 6 -26= -89/0, 7 -25= -89/0, 8 -24= -89/0, 9 -23= -89/0, 10- 22= -89/0, 11- 21= -89/0, 12- 20= -89/0, 14- 19= -89/0, 15-18= -89/0 NOTES 1) NI plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) 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. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131' X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard f Job Truss Truss Type Kty Ply 1009219F1 1009219F1 005 FLOOR 7 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 a Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:55:48 2010 Page 1 ID: H Hpl ?2OrN7W?33K4KMW3n 1 yZ6Q3- 5dYj ?k ?d POMGggZbFTtClahWcOPK1 PMrgdplgsyZ ?Hf 0 -1 -8 H F — 2 -0-0 1 -8 -8 01 -8 Seale: 3/8"=1' 1.50 11 1.5x3 iI 1.5x3 = 3x8 = 1.5x3 11 3x6 = 1.5x3 H 1.5x3 H 3x6 = 3x6 FP= 3x8 = 3x3 I I 1 22 3 4 5 6 7 8 9 10 11 1s -•A — 4 './�� •ice_ B' �i� - 4 j 4 N. 17 16 15 14 13 12 3x6 = 3x10 = 3x8 MT18H FP= 3x4 = 3x4 = 3x10 = 3x6 = 18 -8 -8 18 -8 -8 Plate Offsets (X,Y): 114:0- 1- 8,Edge), j15:0- 1- 8,Edge) LOADING (psf) SPACING 1 -4-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.33 14-15 >680 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.47 Vert(TL) - 0.57 14 -15 >391 360 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.07 12 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 69 lb FT = 20 %F, 11%E LUMBER BRACING TOP CHORD 4 X 2 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end ver R JJ BOT CHORD 4 X 2 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (lb/size) 18= 734/0 -5 -8, 12 =738 /Mechanical FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 18-19= -57/0, 1 -19= -57/0, 11- 12= -58/0, 1- 2 = -4/0, 2 -3 =- 2762/0, 3 -4 =- 2762/0, 4-5 =- 3861/0, 5 -6 =- 3861/0, 6-7 =- 3861/0, 7 -8 =- 2761/0, 8-9 =- 2761/0, 9 -10 =- 2761/0, 10- 11 =0 /0 BOT CHORD 17- 18= 0/1591, 16- 17= 0/3482, 15- 16= 0/3482, 14- 15= 0/3861, 13- 14= 0/3482, 12- 13= 0/1592 WEBS 10- 12=- 1722/0, 2 -18 =- 1716/0, 10- 13= 0/1270, 2 -17= 0/1272, 8 -13 =- 127/0, 3 -17 =- 128/0, 7 -13 =- 783/0, 4 -17 =- 782/0, 7 -14= 0/660, 4-15= 0/660, 5-15 =- 166/0, 6-14= -166/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Required 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3-10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard • --� — JoD Truss Truss Type ( Qty Ply I I 1009219F1 004 FLOOR 2 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Jeff Mederios 7.250 e Sep 1 2010 MiTek Industries, Inc. Tue Sep 28 20:55:47 2010 Page 1 I D: H Hp I ?20rN7 W?33 K4KM W3n 1 yZ6Q3 -d R_LoP ? ?ei EP2g_Ohm MzI M9MJc2p 1_7hbz4 B I QyZ ?H g� 0 -1 -8 2-6-0 0-9-0 00i H I - - - - -" 1 — 1 ScW = 1:19.5 1x3 = 1 10 II 2 3x6 = 3 1x3 II 41x3 I 53x6 = 6 3x3 II 1 ,1 4 ■ 9 8 3x4 = , 3x4 = 3x6 = 3x6 = • • 11-6 -0 -_- I i 11 -6 -0 ___ Plate Offsets (X,Y): [8:0- 1- 8,Edge], 19:0- 1- 8,Edge] LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) 1 /deft Ud 1 PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.07 9 -10 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.55 Vert(TL) -0.21 9 -10 >632 360 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 43 Ib FT= 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end veriffi ) BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (lb/size) 10= 446/0 -5-8, 7= 450 /Mechanical FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 10-11= -68/0, 1 -11= -68/0, 6 -7= -70/0, 1- 2 = -5/0, 2 -3 =- 1488/0, 3 -4 =- 1488/0, 4 -5 =- 1488/0, 5 -6 =0 /0 BOT CHORD 9-10= 0/1051, 8-9= 0/1488, 7- 8= 0/1053 WEBS 5-7 =- 1110/0, 2 -10 =- 1103/0, 5- 8= 0/517, 2- 9= 0/518, 3- 9=- 103/0, 4-8= -102/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) 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. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard : . ( ^,"�" s . , - l HUNw. ) Aluminum Endura[|ad'" Exterior � Double-Hung � Design Data 7 �� L ===� 1 Vent Units �� 8 ��^�' �� -�� n~ *'�-^ 2135 17'13/16 14-1/4 1.8 3,2 5.1 R50 V 1 2147 17'13/16 20-1w 2.5 4.5 6.9 R50 2157 17-13/16 25-1/4 3.1 5.6 8.3 R40/R50 - - n��xncx�wmm w/ora 2165 17'13n6 2e1^4 3.6 6.5 9.5 R40/R50 2535 21-13/16 14-1/4 2.2 4.0 6.1 R50 2547 21'13n6 20-1/4 3.1 5.7 8.2 R50 z sno 25-1/4 3.8 7.0 yy R40/R50 2557 l-1 � � � c�� 2565 21-13/16 29-1/4 � i�� | o�� 2935 25-13/16 14-1/4 2.6 4.8 7.0 R50 � ' ' 2947 25-13/16 20-1/4 3.6 6.8 9.5 x50 yxa*a ;"xmn om,�vamams 2957 25-13/16 25'1/4 4.5 8.4 11.5 n40m50 W� ^ 2965 c` 25-13/16 29-1/4 5.2 9.8 13.1 R40/R50 ��rf~�'�c w-o r �°"~- ~� �-�� 3335 29-13/16 14-1/4 3.0 5.6 8.0 R50 � � -~ � � ~- , 14v 3347 2+13n6 20-1/4 4.2 7.9 10.8 H-R50 ft - ~. e-- W0" ,,� sos s, ao�zn* ��n4 �z sn �� R40/R50 �� ~~ ~�■ �� WI 1� � ~ r, ~ `- /~�~ " ~ t~� .- - �^ ` 3365 E 2*13/16 2*1w 6.1 11.4 14.9 x35/n50 3377 E 29-13n6 35-1/4 7.3 13.7 17.6 R30 3741 3+13n6 17-1w 4.1 7.7 10.5 R35/R50 Miscellaneous Formulas (Equal Sash OnIy) C~~ ]7B 33-13/16 23'1/4 5.5 10.4 13.6 n36n50 3759 E 3313/16 26-1/4 6.2 11.7 15.2 R35/R50 � � � Hpight= (Frame - 6 - 5/l6^)/Z =° __ ___-____ 3771 E 33-13/16 32'1/4 7.6 14.4 18.2 n30 Width = Frame - Height = (Frame - 4'5/l6^)/ 2 4153 37'13/16 23'1/4 6.1 11.7 15.1 R30 415e E 37-13/16 26-1/4 6.9 13.2 16.8 R30 4171 E 37'13/16 32-1^4 8.5 16.2 20.2 x30 Egress Notes: E = windwwmeets minimum clear openingofz4` height, 20" width, and 5.7 ft'. Check a applicable local codes for errIergerIcy egress requirerrlents Ei = Window meets nlir)imurri clear opening of 24" height, 20" width, and 5.0 tr. Clleck a applicable local codes for emergency egress requiremerlts (1) Second number,where shown, indicates pemo'man'r with op snxanomentxuinstalled. To convert area to square moters (rn'). muftipy square feet by 0.0929. 0or clear opening, vent area, vsihte qlass, and frarne .irea, see page 5-23. 6-75 Sep 22 10 02:57p DREtd POWERS 4133690100 p - 3 Entire House p 1608 36100 14583 607 607 Other equip loads 0 0 Equip. © 0.92 RSM 13416 Latent cooling 2382 TOTALS 1608 ' 361003 15799 607 ' 607 BokVitafe values have been manually overridden Printout certified byACCA to meet all requirements of Manual J 8th Ed. ~ - VLF rig htsoft" RightSuite® Universal 7.123 RSUI0010 2010- Sep -22 14:43:10 ACCA C: Ulsers \Drew\Documents \Wrightsoft HVACSWright Fe:den Green_ nip Calc = MJB Orientation = S Page 2 Sep 22 10 02:57p DREW POWERS 4133690100 p.2 r w ,- e v l 4 yes e6ni,'N G- POWERS AIR Load Short Form Job. Date: Sep 06, 2010 HVAC Powers Air By: Project Information For: Wright—Feiden/Green / / Des Information Htg Clg Infiltration Outside db ( °F) -5 87 Method Simplified Inside db ( °F) 68 75 Construction quality Tight Design TD ( °F) 73 12 Fireplaces 1 (Tight) Daily range - M Inside humidity (° /a) 50 50 Moisture difference (gr /lb) 48 24 HEATING EQUIPMENT COOLING EQUIPMENT Make Make Trade Trade Model - Cond GAMA ID °ICl/ Coil ARI ref no. Efficiency 6AFUE Efficiency 0 SEER Heating input 0 Btuh Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 °F Total cooling 0 Btuh Actual air Row 607 cfm Actual air flow 607 cfm Air flow factor 0.017 cfm /Btuh Air flow factor 0.042 cfm /Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.86 ROOM NAME Area Htg load CIg load Htg AVF CIg AVF (ft (Btuh) (Btuh) (cfm) (cfm) bed 1 180 4397 2202 74 92 bath 1 56 1108 558 19 23 bath 1b 42 1410 735 24 31 living 195 5553 2742 93 114 entry 77 1571 893 26 37 dining 156 2832 639 48 27 kitchen 120 2175 575 37 24 rear foyer 35 1314 326 22 14 2nd fl bath 80 1930 759 32 32 closets 110 2637 1093 44 46 bed 2 156 3635 1662 61 69 loft area 169 2585 505 43 21 bed 3 160 3428 1617 58 67 double closets 72 1528 278 26 12 8oldrkalrc values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. -- . -4i- wrightsaf- Right- Suiten UniNersal 7.1.23 RSU10010 2010- Sep-22 14:43:10 ACCA C :Users \DreWDocurnents \Wrightsoft HVAC\Wrght Feiden Green.rup Calc = MB Orientation S Page 1 • Planning - Decision City of Northampton Hearing No.: PLN- 2008 -0025 Date: January 25, 2008 (2) The Project and site plan meet the requirements and standards set forth in this § 350 -20, or a waiver has been granted therefrom. No waivers have been granted; and (3) Extraordinary adverse potential impacts of the Project on nearby properties have been adequately mitigated. The Board approved three separate house, garage, and driveway layouts for Lot 11. COULD NOT DEROGATE BECAUSE: FILING DEADLINE: MAILING DATE: HEARING CONTINUED DATE: DECISION DRAFT BY: APPEAL DATE: 12/25/2007 1/17/2008 5/8/2008 REFERRALS IN DATE: HEARING DEADLINE DATE: HEARING CLOSE DATE: FINAL SIGNING BY: APPEAL DEADLINE: 1/10/2008 4/28/2008 1/24/2008 5/8/2008 2/14/2008 FIRST ADVERTISING DATE: HEARING DATE: VOTING DATE DECISION DATE: 1/10/2008 1/24/2008 1/24/2008 1/25/2008 SECOND ADVERTISING DATE: HEARING TIME: VOTING DEADLINE: DECISION DEADLINE: 1/17/2008 7:25 PM 5/8/2008 5/8/2008 MEMBERS PRESENT: VOTE: Katharine G. Baker votes to Grant Stephen Gilson votes to Grant Jennifer Dieringer votes to Grant Francis Johnson votes to Grant George Kohout votes to Grant Keith Wilson votes to Grant Kenneth Jodrie votes to Grant MOTION MADE BY: SECONDED BY: VOTE COUNT: DECISION: Kenneth Jodrie Jennifer Dieringer 7 Approved with Conditions MINUTES OF MEETING: Available in the Office of Planning & Development. 1, Carolyn Misch, as agent to the Planning Board, certify that this is a true and accurate decision made by the Planning Board and certify that a copy of this and all plans have been filed with the Board and the City Clerk on January 25, 2008. I certifythat a copy of this decision has been mailed to the Owner and Applicant. Notice of Appeal An appeal from the decision of the Planning Board may be made by any person aggrieved pursuant to MGL Chapt. 40A, Section 17 as amended and as stipulated in MGL Chpt 40R within twenty (20) days after the date of the filing of the notice of the decision with the City Clerk. The date is listed above. Such appeal may be made to the Hampshire Superior Court with a certified copy of the appeal sent to the City Clerk of the City of Northampton. GeoTMS® 2008 Des Lauriers Municipal Solutions, Inc. • Planning - Decision City of Northampton Hearing No.: PLN- 2008 -0025 Date: January 25, 2008 APPLICATION TYPE: SUBMISSION DATE: PB 40R Review 1/9/2008 Applicant's Name: Owner's Name: Surveyor's Name: NAME: NAME: COMPANY NAME: Wright Builders _ HOSPITAL HILL DEVELOPMENT _ ADDRESS: ADDRESS: ADDRESS: 48 Bates St clo MassDevelopment 160 Federal Street TOWN: STATE: ZIP CODE: TOWN: STATE: ZIP CODE' TOWN: STATE ZIP CODE: NORTHAMPTON MA 01060 BOSTON MA 02110 PHONE NO.: FAX NO.: PHONE NO.: FAX NO.: PHONE NO.: FAX NO.: (413) 586 -8287 (413) 587 -9276 EMAIL ADDRESS: EMAIL ADDRESS: EMAIL ADDRESS: Site Information: STREET NO.: • SITE ZONING: VILLAGE HiLL RD PV /Smart Growth Overlay District TOWN: SECTION OF BYLAW: NORTHAMPTON MA 01060 350 -20: Smart Growth Overlay District MAP: BLOCK: LOT: MAP DATE: ACTION TAKEN: 31C 017 001 Approved With Conditions Book: Page: i d g 3 09282 121 NATURE OF PROPOSED WORK: - >' C')' 2 0 n J Construction of 11 single family homes with attached garage. These lots will be created along a newly created street named Olander Drive. ? i -- -:UG HT G UL ERS INCA I HARDSHIP: ,.._....... -�.. __..____,.�.._.__. . . CONDITION OF APPROVAL: 1) Prior to issuance of a building permit, the following items must be addressed: a. Infiltration design behind the single family structures shall be approved by Department of Public Works to ensure that erosion down the embankment to the detention area will not occur. b. The applicant shall flag all trees for protection and those that will be removed. These trees will be reviewed by staff to ensure that appropriate protection measures are used to protect specimen trees. These specimen trees do not include the row of blue spruce behind lots 1, 2, 3 etc. 2). Driveways shall ramp up to sidewalks as planned therefore preventing any street runoff from entering onto private property and preventing runoff from private property from flowing into the Olander Drive. 3).Sewer clean outs and water shutoffs will be required at the property line for each single family house in accordance with Department of Public Works requirements. FINDINGS: The Planning Board granted approval of the application based on the submissions within the application that address all the section in 350.20 and the following plans and documents: 1. Morningside at Village Hill dated 12 -21 -2007, Prepared by The Berkshire Design Group, Inc., Sheets L -1 through L -6, 2. Elevation Sheets prepared by Wright Builders, Inc. Last Revised date 12/17/07. Victorian West Elevation, North Elevation, Basic East Elevation, Basic South Elevation, West Elevation Victorian Lot 11, North Elevation Basic Victorian Lot 11, East Elevation Victorian Lot 11, South Elevation Victorian Lot 11, Craftsman West, North, East, South Elevations. (separate set of elevations for all sheets above submitted showing depth of step backs. 3). Memo and documentation submitted by Jeff Squire of The Berkshire Design Group, Inc. dated January 24, 2008 re: DPW /OPD review comments Eastview and Morningside. In accordance with approval criteria in section 350 - 20.14, the Planning Board found that the following criteria were met: (1) The applicant has submitted the required fees and information as set forth in the Plan Approval Authority's regulations section 350- 20; and GeoTMS® 2008 Des Lauriers Municipal Solutions, Inc. • MUNICIPAL SEWER/ AVAILABILITY APPLICATION Northampton Streets Department 125 Locust Street • Northampton, MA 01060 587 -1570 A Department of Public Works Trench Permit and Sewer Entry Permit shall be required prior to any construction or connection activity associated with this application. Location: 57 Olander Drive at Village Hill Inquiry Made By: Wright Builders Date of Inquiry: 4/1/10 Reason for Hook into City Utilities Request: Municipal Sewer Main in Front of Location: Yes No Municipal Storm Drain Available: 5'h deep Yes No Size of Sewer Main: Material: Age: Depth of Sewer Main: Size of Service Connection: Type of Service Connection: Tie-in to Sanitary Main Tie -in to Sanitary Stub Comments: R\�r }1 7 C Note: If this availibility is for new construction, this form must be hand delivered to Buildinq Inspector. A corresponding "sewer entrance fee" shall be paid prior to making any connection to the municipal sewer system. Arrangements of such installation shall be made with the Northampton Streets Department with a minimum of 5 working days notification. All work shall conform to Northampton Streets Department specifications. ci \ L t.° 4,SP John Hall Sewer Department cc: Ned Huntley, Director DPW Anthony Patillo, Building Inspector MUNICIPAL WATER AVAILABILITY APPLICATION Northampton Water Department 237 Prospect St. Northampton, MA 01060 587 -1097 A Department of Public Works Trench Permit shall be required prior to any construction or connection activity associated with this application. Location: 57 Olander Drive/Village Hill Inquiry Made By: Wright Builders Date of Inquiry: 4/1/10 Number of Type of Single Family X Type of Private X Units: 1 Unit(s): Accessory Apart. Ownership: Condo Multi- family Rental (Annlicant to fill out the above) Municipal Water Main in Existing service to Front of Location? Yes: X No: site? Yes: X No Size of Water Main: 8" Material: D.1. Age: 2005 Approximate Static Street 85 psi Flow Test Conducted: Yes: No: X Pressure: If done attach results Size of Service Connection 1" Suggested Meter Size: 5/8" Comments: Existing water service stub to property line. • A corresponding water entrance fee shall be paid prior to making any connection to the municipal water system. • Arran ements of such installation s i .11 be made with the Northampton Water Department with a minimum 5 working ys noti atio . . • All work s 1 crf o e amp Water Department specifications. David W. Sparks, Superintendent of Water Water Entry $200.00 Meter $100.00 Radio $100.00 cc: Ned Huntley, Director cc: Tony Patillo, Building Inspector Note: If this availability is for a new construction, it must be hand delivered to the Building Inspector. `\smnbl\adinin\ . Pei'mits Water Appl ation\Wat ; Availabifity.doc 3 7 x Git-u of W Cii i ;ciiltLtan �� = `: + .,L,._:_,.,_,,.7.,;•,- „Fi. 171 ALn isetrs ' f t _ ` D E ?aa7:d =NT OF 3C:'ILD INS?ECTZCNS j INS? C OR 21° Main Street ' Municipal Building l Northampton, Mass_ 01060 t • Square Footage O r.:T,C un L Easement @ 1 )B0 $ • I ?s` _ccr @ , 5 ./ 0 I II _ 2nd _ '_cor @ .30 11. 1/2 :lcors, Attic, Garage a .Q Deck, Porches id- i I • t 1 F. v i r co _____,-- . tt • VU t • . • • i . • SECTION 8 - CONSTRUCTION SERVICES 8.1 Licensed Construction Supervisor: Not Applicable ❑ Name of License Holder : Wright Builders, Inc. / ry) L C5 [ (03')t License Number 48 Bates, St., North pton, MA 11 'd.tI t I Address Expiration Date 413 - 586 -8287 Sig ur. Telephone 9. Registered Home Improvement Contractor: Not Applicable ❑ Wright Builders, Inc. / T171 Luuc I015344 Company Name Registration Number 48 Bate,s St., Northa ✓ pton, Ma 6141 !! Address Expiration Date Telephone 413- 586 -8287 _ / SECTION 10- WORKERS' COMPENSATION INSURANCE AFFIDAVIT (M.G.L. c. 152, § 25C(6)) Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit. Signed Affidavit Attached Yes ❑ No ❑ 11. - Home Owner Exemption The current exemption for "homeowners" was extended to include Owner- occupied Dwellings of one (1) or two(2) families and to allow such homeowner to engage an individual for hire who does not possess a license, provided that the owner acts as supervisor. CMR 780, Sixth Edition Section 108.3.5.1. Definition of Homeowner: Person (s) who own a parcel of land on which he /she resides or intends to reside, on which there is, or is intended to be, a one or two family dwelling, attached or detached structures accessory to such use and/ or farm structures. A person who constructs more than one home in a two -year period shall not be considered a homeowner. Such "homeowner" shall submit to the Building Official, on a form acceptable to the Building Official, that he /she shall be responsible for all such work performed under the building permit. As acting Construction Supervisor your presence on the job site will be required from time to time, during and upon completion of the work for which this permit is issued. Also be advised that with reference to Chapter 152 (Workers' Compensation) and Chapter 153 (Liability of Employers to Employees for injuries not resulting in Death) of the Massachusetts General Laws Annotated, you may be liable for person(s) you hire to perform work for you under this permit. The undersigned "homeowner" certifies and assumes responsibility for compliance with the State Building Code, City of Northampton Ordinances, State and Local Zoning Laws and State of Massachusetts General Laws Annotated. Homeowner Signature Ammuminsumnimmomomor ♦ 1 SECTION 5- DESCRIPTION OF PROPOSED WORK (check all applicable) New House Q Addition ❑ Replacement Windows Alteration(s) Roofing Or Doors 0 Accessory Bldg. ❑ Demolition ❑ New Signs [0] Decks IC] Siding [0] Other [0] Brief Description of Proposed New Single Family Home w/ Attached Garage (Farmhouse Style) FOUNDATION ONLY Work: Alteration of existing bedroom Yes No Adding new bedroom Yes No Attached Narrative Renovating unfinished basement Yes No Plans Attached Roll - Sheet 6a. If New house and or addition to existing housing. complete the following: a. Use of building : One Family Two Family Other b. Number of rooms in each family unit: Number of Bathrooms c. Is there a garage attached? d. Proposed Square footage of new construction. Dimensions e. Number of stories? f. Method of heating? Fireplaces or Woodstoves Number of each g. Energy Conservation Compliance. Masscheck Energy Compliance form attached? h. Type of construction i. Is construction within 100 ft. of wetlands? Yes No. Is construction within 100 yr. floodplain Yes No j. Depth of basement or cellar floor below finished grade k. Will building conform to the Building and Zoning regulations? Yes No . I. Septic Tank City Sewer Private well City water Supply SECTION 7a - OWNER AUTHORIZATION - TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT Wright Builders, Inc. / Mark Ledwell i, , as Owner of the subject property Wright Builders, Inc. hereby authorize to act on my behalf, in all matters relative to work aut rized by this building permit application. S ignature of Owner er Date Wright Builders Inc.! TZm LUfck as Owner /Authorized Agent hereby declare that the statements and information on the foregoing application are true and accurate, to the best of my knowledge and belief. Signed under the pains and penalties of perjury. T I'YL Lucia. Print Name/ Sig .. :f Owner /Agent Date Please See Attached A pproved PB 4OR review decision 1/25/08 Section 4. ZONING All Information Must Be Completed. Permit Ca B e De nied Due To Incom Info Existing Proposed Required by Zoning This column to be filled in by Building Depa ltent Lot Size Frontage Setbacks Front Side L: R: L: 3F: Rear Building Height Bldg. Square Footage Open Space Footage (Lot area minus bldg & paved parking) # of Parking . aces Fill . ume & Location) A. Has a Special Permit /Variance /Finding ever been issued for /on the site? NO 0 DONT KNOW Q YES 0 PB- 40R review (copy of recorded decision attached) IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO 0 DONT KNOW 0 YES O IF YES: enter Book 09394 Page 201 and /or Document # 00003000 B. Does the site contain a brook, body of water or wetlands? NO Q DONT KNOW YES Q IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained Obtained 0 , Date Issued: C. Do any signs exist on the property? YES 0 NO IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property ? YES Q NO Q IF YES, describe size, type and location: E. Will the construction activity disturb (clearing, grading, excavation, or filling) over 1 acre or is it part of a common plan that will disturb over 1 acre? YES C) NO 0 IF YES, then a Northampton Storm Water Management Permit from the DPW is required. A storm water permit has been issued for all of Village Hill Properties. A SWPPP specific to this site has been prepared by Berkshire Design Group and Filed at the DPW. • Department use only City of Northampton Status of Permit: Building Department Curb Cut/Driveway Permit, 212 Main Street Sewer/SepticAvailability Room 100 Water/Well Availability Northampton, MA 01060 Two Sets of Structural Plans . phone 413- 587 -1240 Fax 413- 587 -1272 Plot/Site Plans Other Specify, APPLICATION TO CONSTRUCT, ALTER, REPAIR, RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING SECTION 1 -sITE INFORMATION LOT 6- FOUNDATION ONLY 1.1 Property Address This section to be completed by office 57 Olander Dr., Northampton, Ma 01060 Map Lot Unit Morning Side/ Village Hill Zone Overlay District Map 38A/ Lot 121 Elm St. District CB District SECTION 2 PROPERTY OWNERSHIP /AUTHORIZED AGENT 2.1 Owner of Record: Wright Builders, Inc. / Mark Ledwell 48 Bates St., Northampton, Ma Name (Print) Current Mailing Address: 413 -586 -8287 Telephone Signature 2.2 Authorized Agent: Wright B1 ders, Inc/ Lfem LV c` 48 Bates St., Northampton, MA Name (P / Current Mailing Address: 413 -586 -8228 Si. .. ure Telephone SECTION 3 >- ESTIMATED CONSTRUCTION COSTS Item Estimated Cost (Dollars) to be Official Use Only completed by permit applicant 1. Building 28,000 (a) Building Permit Fee 2. Electrical (b) Estimated Total Cost of Construction from (6) 3. Plumbing Building Permit Fee 4. Mechanical (HVAC) 5. Fire Protection 6. Total = (1 + 2 + 3 + 4 + 5) 28,000 Check Number 39 b 0 a This Section For Official Use Only Date Building Permit Number. Issued: Signature: Building Commissioner /Inspector of Buildings Date File # BP- 2011 -0034 APPLICANT /CONTACT PERSON WRIGHT BUILDERS ADDRESS/PHONE 48 Bates St NORTHAMPTON (413) 586 -8287 PROPERTY LOCATION 57 OLANDER DR MAP 38A PARCEL 121 001 ZONE PV(100) / /SG a/SG b THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out J/ y -� Fee Paid 3002 6 G o Typeof Construction: CONSTRUCT SFH W /ATT GARAGE (FOUNDATION ONLY) New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/ Statement or License 16370 3 sets of Plans / Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INF9gMATION PRESENTED: Approved Additional permits required (see below) PLANNING BOARD PERMIT REQUIRED UNDER:§ Intermediate Project: Site Plan AND /OR Special Permit With Site Plan Major Project: Site Plan AND /OR Special Permit With Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § Finding Special Permit Variance* Received & Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commission _ Permit DPW Storm Water Management Demolition Delay 1 7/13116 Signature of Building 0 icial Date Note: Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health, Conservation Commission, Department of public works and other applicable permit granting authorities. * Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact Office of Planning & Development for more information. • 7 °LANDERDR BP- 2011 -0034 GIS #: - COMMONWEALTH OF MASSACHUSETTS Mtip:Block: 38A - 121 CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category: BUILDING PERMIT Permit # BP- 2011 -0034 Project # JS- 2011- 000059 Est. Cost: $28000.00 Fee: $276.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: WRIGHT BUILDERS 16370 Lot Size(sq. ft.): 7056.72 Owner: WRIGHT BUILDERS INC Zoning: PV(100) / /SG a /SG_b Applicant: WRIGHT BUILDERS AT: 57 OLANDER DR Applicant Address: Phone: Insurance: 48 Bates St (413) 586 -8287 Workers Compensation NORTHAMPTONMA01060 ISSUED ON :7/23/2010 0 :00 :00 TO PERFORM THE FOLLOWING WORK :CONSTRUCT SFH W /ATT GARAGE (FOUNDATION ONLY) POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House # Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace /Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. c ertificate of Occupancy Signature: eeType: Date Paid: Amount: Building 7/23/2010 0:00:00 $276.00 212 Main Street, Phone (413) 587 -1240, Fax: (413) 587 -1272 Louis Hasbrouck — Building Commissioner ROOF TRUSS PLACEMENT DIAGRAM NOTES 1. USE MORNINGSIDE, NORTHAMPTON , MA FORTR NEH2.5APERBEARING FOR TRUSS TO WALL CONNECTION -- UNLESS NOTED ON INDIVIDUAL ENGINEERED DRAWINGS. 2. SEE INDIVIDUAL ENGINEERED THESE DRAWINGS ARE PROVIDED AS A GUIDE TO THE INSTALLATION DRAWINGS FOR PERMANENT OF METAL PLATE CONNECTED WOOD TRUSSES, ENGINEERED LUMBER ; LATERAL BRACING PRODUCTS, LIGHT GAGE STEEL TRUSSES, STRUCTURAL STEEL AND PANELIZED WALLS USED AS FRAMING COMPONENTS. 3. ALL TRUSSES SPACED AT 2' OR 19.2" FACE TO FACE UNLESS NOTED OTHERWISE. I RELIABLE TRUSS WILL ASSUME NO RESPONSIBILITY FOR ANY I DEVIATION FROM THE CONTENTS OF THESE DRAWINGS WITH REGARDS 4. DO NOT CUT OR ALTER TRUSSES TO ANY STRUCTURAL MEMBERS THAT ARE MADE WITHOUT UNDER ANY CIRCUMSTANCES. WRITTEN AUTHORIZATION FROM RELIABLE TRUSS. 5. ALL DIMENSIONS FROM OUTSIDE — - - - I OF STUD WALL. 1 6. SEE BCSI 1 -03 SUMMARY FOR 1 � 'CROSS BRACING REQUIREMENTS i 1 FOR APPROVAL 09 -27 -10 1UNLESS BY ENGINEER OF ISE RECORD RUSSPIACEVENT 1 7. SEE BSCI 1 -03 SUMMARY > UIA(14M I FOR RECOMMENDED HANDLING _..._ JOB ,. , 511. I AND BRACING. "DO NUMBER: II10219 18. PLYWOOD SHEATH ROOF PRIOR O RELIABLE TRUSS 1 TO INSTALLING VALLEY SETS. .9 COVP DENTS, INC. USO".R\ 200 Vrdb Road 9. ALL MULTI -PLY GIRDERS TO BE TH , Nov Ream], T,alFl�l- xRFnl -nm DATE :u n -mlo NAILED IN FACTORY. Local1- N44LLJL/1 FIX IA11.5-1724 DESIGNER SC:tI.E `iPNF l I y o f I M, — o d r N N- C - CO ROOF TO BE STI FRAMED r I I I I I I I I I I I + r o 0 0 0 0 o rn r` N- I o I I I I I I I I I I I I 1 - r• N N N N N N r- r- r- r- r- r- F _ ,< - 1 O O o r I N N N I - - -mm-- I - - 1 1 - i I ° 0 0 0 0 0 0 0 I N N N N N O O O O O -0- o —e -B -A in to in in In in to lf) tf) If) If) lf) tfll In if) In if) I.[) Al 1 I I 1 I i I 1 Ali 1, — OI 1 C , 1 O CO\ N I - 1 _ - "\ NOTE FIELD FRAME GABLE END WALLA 10 -0 -0 24 -5 -8 1 ■ I I ■ SECOND FLOOR TRUSS PLACEMENT DIAGRAM MORNINGSIDE , NORTHAMPTON , MA ■ , 24-0-0 _ 31-0-0 5-0-0 I NOTES m o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9 0 0 I 0 0 O o o ao 11. SEE INDIVIDUAL ENGINEERED 1 1 1 1 1 1 1 1 1 ,- DRAWINGS FOR PERMANENT 1 I 1'1 v =v �� co c� � v d �lv,v ' coi co N v�vlly v I ' LATERAL BRACING a -- �' r--1 rJr-' r� r-'.� r_._`— _'r- �- -' rr :r� rl �-!_.; _. �_� 'f , a-- 1, ,n �F Y— 2. ALL TRUSSES SPACED AT 16" FACE TO FACE UNLESS NOTED OTHERWISE. 3. DO NOT CUT OR ALTER TRUSSES 1 UNDER ANY CIRCUMSTANCES. 4. ALL DIMENSIONS FROM OUTSIDE o o' 0 a) C) C) O) O) 0)O) rn rn rn rn rn rn OF STUD WALL. 555555 Q Q Q mQ o CO N 00 Q O O O O t` ^ 1--- 1`.-- Cl O ' -- -_- -- -_ -- O O O O p O O O O O o O ( p THESE DRAWINGS ARE PROVIDED AS A '.., O GUIDE TO THE INSTALLATION OF METAL PLATE CONNECTED WOOD TRUSSES, ENGINEERED LUMBER PRODUCTS, LIGHT ' STEEL TRUSSES, STRUCTURAL STEEL AND PANELIZED WALLS USED AS FRAMING COMPONENTS. J .� _ i 1 RELIABLE TRUSS WILL ASSUME NO I - I '� (RESPONSIBILITY FOR ANY DEVIATION FROM I THE CONTENTS OF THESE DRAWINGS WITH. ( REGARDS TO ANY STRUCTURAL MEMBERS O THAT ARE MADE WITHOUT WRITTEN A A AB A O AUTHORIZATION FROM RELIABLE TRUSS . 1 e ■-�• , C - — — --I (2) 1 -3/4" x 11 -7/8" x 12' -0" LVL HANGER SCHEDULE: I A ,qq = THAC418 I 40 _ 13 = THAC422 A AA A A 0 o o 0 0 0 0 0 0 FOR APPROVAL 09 -27 -2010 ' F 9 _,, (.0 In 11) In LO II) l0 11") M M ' . M O O O O O O O O O 9 V V V V' V M M M Q Q m N 0 0 0 0 0 o O O t ,p TRUSS PLACEMENT 1 N o 0 o o DIAGRAM N'. r ( V' 'V 1[) s .r r t 1, - O V O O O O O O d' ---'",c--7‹." f JOB' L'.t �IORnnc�R>ti', SO. JOB NI;SIBER: 110219 RELIABLE TRUSS AND CJJMPONL\IS !N ' [, . curl »BR WR::RIC MILES - xklTTFIn /)0 O O O O O O O O O O O O O O O O O O O O O O O O O 21)RAbr Road, I II 1 1 1 1 1 New Bed MA O 'T 'T V 1" 7 7 '1 V V I V I V V V 7 V'I 7 7 V V V N roll Free 1- xvBwlw7xn DATE: 0~27.2010 ! _ 1-9-o Local I- 518- 998-78P FU I- 518- 995-1724 DESIGNER: MI ME: NONE I 6 I O ,, , M 24-3-8 35-8-8 I I I I I 1 FIRST FLOOR TRUSS PLACEMENT DIAGRAM MORNINGSIDE , NORTHAMPTON , MA __ NOTES 24 -0 -0 _ 31 -0 -0 5 -0 -0 - - - 1. SEE INDIVIDUAL ENGINEERED 1 DRAWINGS FOR PERMANENT T– — —. LATERAL BRACING • 111111 o 0 0 0 0 0 0 0 0 0 0 0 0 o O o 0 0 0 ell I 0 0 2. ALL TRUSSES SPACED AT 16" FACE TO V 1 - FACE UNLESS NOTED OTHERWISE. 7 + 8 3. DO NOT CUT OR ALTER TRUSSES UNDER ANY CIRCUMSTANCES. 4. ALL DIMENSIONS FROM OUTSIDE 9 O C Q Q Q O C Q Q O Q OF STUD WALL. o co 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N CO O CO O CO 0 CO CO N THESE DRAWINGS ARE PROVIDED AS A O O O O O O O CO o O O O O O 0 0 0 1GUIDE TO THE INSTALLATION OF METAL 1 1 PLATE CONNECTED WOOD TRUSSES, I " ENGINEERED LUMBER PRODUCTS, LIGHT GAUGE STEEL TRUSSES, STRUCTURAL 3 1 -3/4" x 11 -7/8" x 20%0" LVLj STEEL AND PANELIZED WALLS USED AS I FRAMING COMPONENTS. A A A A A A AA A A A A A — RELIABLE TRUSS WILL ASSUME NO 1 A A A A A A A RESPONSIBILITY FOR ANY DEVIATION FROM ' ( THE CONTENTS OF THESE DRAWINGS W ITI- REGARDS TO ANY STRUCTURAL MEMBERS 'THAT ARE MADE WITHOUT A A A A A A A A o ( AUTHORIZATION FROM RELIABLE TRUSS 1# A A A A A A 1 A A A A A M 1 HANGER SCHEDULE: 1(3) 1 -3/4" x 11 -7/8" x 18 -0" LVL IA = THAC418 C A A 04� FOR APPROVAL 09 -27 -2010 Lo Lo to LE, LO Lo to to o 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ..1- st .7t ..4. , 'ct V V V co co co Q O TRUSS PLACEMENT EMEYI I N � ,- ,' V' c;) 0 0 0 0 o 0 0 0 0 0 0 0 '. 0 ^' ' DIAGRAM N o 0 0 I ��.. ? ` ' O o V' RELIABLE TRUSS JOB NUMBER 1I09219 S AND C UPONENT. =, NC. (tSTONER S,UIE: R IC MILES. ES 1-11711F O O O O O O O o O 00 O O o O O O O O O O O O O o O 200 Ndby ROM , New Bedford NW oaTe: o9- n -zo,o 1 - r - t d' - t 1 1 " � I\ 1- - r - r - r - r - r V - r - r - r - r - r - r 1 7 8 Toll E n t 1- 088- 110&98T/ Lo� .- ia 0 0 41- --, ,< - -.__.. �c -- ›. _- c- -�F- -, -,- -- - _- 3c- �F —'E-- mac'_-- �c -_._.. - ._..'3'F_- F:lr l- 1MF9951724 DE51(1FR MK) SC'1LE: NONE 0 1 1 0'1 COI ,. – y 24 -3 -8 35 -8 -8 60 -0 -0 1 1 1 BP- 2011 -0295 GIS #: COMMONWEALTH OF MASSACHUSETTS CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category: BUILDING PERMIT Permit # BP- 2011 -0295 Project # JS- 2011- 000488 Est. Cost: $229350.00 Fee: $1162.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: 5B Contractor: License: Use Group: R4 WRIGHT BUILDERS 16370 Lot Size(sq. ft.): 7056.72 Owner: Wright Builders, Inc. Zoning: PV(100) / /SG a /SG b Applicant: WRIGHT BUILDERS AT: 57 OLANDER DR Applicant Address: Phone: Insurance: 48 Bates St (413) 586 -8287 (116) NORTHAM PTONMA01060 ISSUED ON:10/19/2010 0:00:00 TO PERFORM THE FOLLOWING WORK: CONSTRUCT 2 STORY SFH W /ATT GARAGE /PORCH POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House # Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace /Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy Signature: FeeType: Date Paid: Amount: Building 10/19/2010 0:00:00 $1162.00 212 Main Street, Phone (413) 587 -1240, Fax: (413) 587 -1272 Louis Hasbrouck — Building Commissioner ('e tQ t S r p i c u e /43 dee4i (, r. es lea (rAk t c 14,r - c. de3 .4 l g File # BP-2011-0295 7ri R-e 5t. c-k N c I( VenT' c (e ` �� h t ei zow t' �V<&e {ld,�s (/elir ( l e�q G/t s i e alt APPLICANT /CONTACT PERSON WRIGHT BUILDERS / ^ �� - • ADDRESS /PHONE 48 Bates St NORTHAMPTON (413) 586 -8287 (116)tt 0 � PROPERTY LOCATION 57 OLANDER DR lr �„ a MAP 38A PARCEL 121 001 ZONE PV(100) / /SG a /SG b q �a Q \ THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out Fee Paid Typeof Construction: Single Family Home New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/ Statement or License 16370 3 sets of Plans / Plot Plan THE FOL WING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFO ATION PRESENTED: Approved Additional permits required (see below) PLANNING BOARD PERMIT REQUIRED UNDER:§ Intermediate Project: Site Plan AND /OR Special Permit With Site Plan Major Project: Site Plan AND /OR Special Permit With Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § Finding Special Permit Variance* Received & Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commission Permit DPW Storm Water Management Pe It vela Signature of Building Official Date Note: Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health, Conservation Commission, Department of public works and other applicable permit granting authorities. * Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact Office of Planning & Development for more information. Department use only r (� n� (� nn r Ci y..of Northampton Status of Permit: } E C E V t[ ',Buiicling Department Curb CuttOriveway Permit t..J 1 212 Main Street Sewer /Septic Availability SEP Room 100 Water/Well Availability II iiiallorthampton, MA 01060 Two Sets of Structural Plans , ,shone 413 - 587 - 1 Fax 413- 587 -1272 Piot/S Plans — Or e LDi?'r: ,; INFr'r '" S Other Spec APPLI NSTRUCT ALTER, REPAIR, RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING SECTION 1 - SITE INFORMATION CD M !' 1 Gi vi 1.1 Property Address: �J This section to be completed by office 59 D(-4 -N D� 1 )g- • M ap Lot Un At o P t ^Pro ti I u ` Zone Overlay D M AP 3 g k / (.0 1 i'I Elm St. District CB District SECTION 2 - PROPERTY OWNERSHIP /AUTHORIZED AGENT 2.1 Owner of Record: V'i'i r � , R s j M � t, Dw6u. fa i� cr.) N o t rnytt ?It N Name (Print) C::::hAddress: [� _� ^ . J ,,�one Signature 2.2 Authorized Agent: INS►' - AAA r- L e4�k (g ,R�S Cr • Nb k Pry N Name (Print) ` Current Ma Addres 1/1. rr' —r-24r9 Signature Telephone SECTION 3 - ESTIMATED CONSTRUCTION COSTS Item Estimated Cost (Dollars) to be Official Use Only completed by permit applicant 1. Building f I/ 6/ 30o , (a) Building Permit Fee 2. Electrical 4 ` (b) Estimated Total Cost of / Construction from (6) 3. Plumbing w Building Permit Fee 4. Mechanical (HVAC) / r gt o �, l 5. Fire Protection T 6. Total= (1 +2 +3 +4 +5) � -q , 3 5V Che Number 635 ?.0-� This Section For Official Use Only Building Permit Number: Date Issued: Signature: P— 42.9— Building Commissioner /Inspector of Buildings Date s ems. StV , A r Aeepve re i ib f. e.evitoi iz - i,St'o0 (/ jo Section 4. ZONING All Information Must Be Completed. Permit Can Be Denied Due To Incomplete Infor ation Existing Proposed Required by Zonin This column to be c in by Building De . • ent Lot Size Frontage Setbacks Front Side L: R: L: R: Rear Building Height Bldg. Square Footage Open Space Footage (Lot area minus bldg & pay • parking) # of Parkin . eaces Fi olume & Location) A. Has a Special Permit /Variance /Finding ever been issued for /on the site? NO 0 DONT KNOW Q YES 1 P tog (L vt IF YES, date issued I /'jj (Co rt or f ( '0 IF YES: Was the permit recorded at the Registry of Deeds? tj / / 1s( 0 i l 't""vb) NO Q DONT KNOW 0 YES IF YES: enter Book b 3 ! Page a.o and /or Document # 00h U 30Oo B. Does the site contain a brook, body of water or wetlands? NO * * ® DONT KNOW 0 YES Q IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained 0 Obtained , Date Issued: C. Do any signs exist on the property? YES 0 NO IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property ? YES 0 NO IF YES, describe size, type and location: E. Will the construction activity disturb clea 'ng, grading, excavation, or filling) over 1 acre or is it part of a common plan that will disturb over 1 acre? YES ice! NO ex IF YES, then a Northampton Storm Water Management Permit from the DPW is required. Pr STIV-M VII Al1 Pei -Mid 8 e4 i&guel7 `F AP- int. of � Fh'� p to t ov5 - Sw fpP SAP 6 1 -s S V t u A.[ 41 t( ilm aPvi o rJ .)-11-9/ 0 T. s - SECTION 5- DESCRIPTION OF PROPOSED WORK (check all applicable) New House Addition ❑ Replacement Windows Alteration(s) E Roofing ,,e Or Doors El El Accessory Bldg. ❑ Demolition ❑ New Signs [O] Decks [Q Siding ED] Other [O] Brief Description of Proposed •/ � '� � l _�� 4.14 AA , ] 1 _ m w/ b /1�QN/n_ur Work: �1 y " - v ` es � ,t� Alteration of existing bedroom Yes No Adding new bedroom Yes No �,5 ! A v`M ^r Attached Narrative Renovating unfinished basement Yes No Co Plans Attached Roll - Sheet l 6a. If New house and or addition to existing housing, complete the following: SDI GO a. Use of building : One Family X / Two Family Other b. Number of rooms in each family unit: (p /M N � , umber of Bathrooms c 1 L l �• c. Is there a garage attached? Lig gAsem r' l 1 a lt t I d. Proposed Square footage of new construction. 15r., - `d imensions E 32 i Y e. Number of stories? --Will spAN - 7n b-Al- - >2% X WI f. Method of hr heatin g . ? •R' l ir o tr.41 e0P - � #+rc�leeea.P.Woodstoves coerce �0 ti Number of each f ((,�/ g. Energy Conservation Compliance. .fir ./" iance. -1K � Masscheck Energy Compliance form attached? f4+ b h. Type of construction * 1 k -tortikApaep At sr Ar keel i. Is construction within 100 ft. of wetlands? Yes X No. Is construction within 100 yr. floodplain / �Ye�s X No j. Depth of basement or cellar floor below finished grade I "i I ',r W We W I k. Will building conform to the Building and Zoning regulations? Yes No . S I. Septic Tank City Sewer x Private well City water Supply X S e K SECTION 7a - OWNER AUTHORIZATION TO BE COMPLETED WHEN WC OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT ( ThteviA - 1, Ill Pi 8 U 111 ' / 4/141-r- " " " U G , as Owner of the subject property •, l hereby authorize V• 'A, rFfl gk 01 lib CY to act on my behalf, in all matters relative to work authorized y this building permit application. ignure of Owner D I vip y (I i Lib te , as Owne Authorized en hereby declare that the statements and information on the foregoing application are true and accurate, to the best or my knowledge n elief. Signed under the pains and penalties of perjury. — moo A e u� Print Name � , Signatur ner /Agent Date SECTION 8 - CONSTRUCTION SERVICES 8.1 Licensed Construction Sup visor: ,� f ,� / �,, Not ApApplicable ❑ Name of License Holder : (,4) 4G tl'1 P V � V�' I M, IAw t $ e. Loci � ` / K! ✓ 2 9 6 License Number 4g t % sr ► -AM 2 1m1/ « Address 1 7 1 3 ‘Z G- Expiration Date 6 y33 Signatur- ` Telephone 9. Registered Home Improvement Contractor Not Applicable ❑ w 1 gIVI t K f MA'S f- I/V Pii A J '0 to Company Name Registration N umber g - ) N o t Apt '. Mtr (.131/17e Address Expiration Da e Telephone ra3 4424 - 1 1 330 SECTION, 10- WORKERS' COMPENSATION INSURANCE AFFIDAVIT (M.G.L. c. 152,'§ 25C(6)) Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit. Signed Affidavit Attached Yes No ❑ 11. - Home Owner Exemption The current exemption for "homeowners" was extended to include Owner - occupied Dwellings of one (I) or two(2) families and to allow such homeowner to engage an individual for hire who does not possess a license, provided that the owner acts as supervisor. CMR 780, Sixth Edition Section 108.3.5.1. Definition of Homeowner: Person (s) who own a parcel of land on which he /she resides or intends to reside, on which there is, or is intended to be, a one or two family dwelling, attached or detached structures accessory to such use and/ or farm structures. A person who constructs more than one home in a two - year period shall not be considered a homeowner. Such "homeowner" shall submit to the Building Official, on a form acceptable to the Building Official, that he /she shall be responsible for all such work performed under the building permit. As acting Construction Supervisor your presence on the job site will be required from time to time, during and upon completion of the work for which this permit is issued. Also be advised that with reference to Chapter 152 (Workers' Compensation) and Chapter 153 (Liability of Employers to Employees for injuries not resulting in Death) of the Massachusetts General Laws Annotated, you may be liable for person(s) you hire to perform work for you under this permit. The undersigned "homeowner" certifies and assumes responsibility for compliance with the State Building Code, City of Northampton Ordinances, State and Local Zoning Laws and State of Massachusetts General Laws Annotated. Homeowner Signature