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38A-118 (6) ` " BP-2008-0853 GIs#: COMMONWEALTH OF MASSACHUSETTS : 4= CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL 042A) Categor . BUILDING PERMIT Permit# BP-2008-0853 Project# JS-2008-001302 Est. Cost: $235202.00 Fee: $1279.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: 5B Contractor: License: Use Group R4 Wright Builders 84280 Lot Size(sq. ft.): Owner: Wright Builder Zoning:Pv Applicant: Wright Builders AT: 39 OLANDER DR Applicant Address: Phone: Insurance: 48 Bates St (413)586-8287 Workers Compensation NORTHAMPTONMA01060 ISSUED ON:4/2812008 0:00:00 TO PERFORM THE FOLLOWING WORK.-CONSTRUCT SFH W/ATT GARAGE/DECK/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: Finial: 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 4/28/2008 0:00:00 $1279.0028884 212 Main Street,Phone(413)587-1240,Fax: (413)587-1272 Building Conunissioner-Anthony Patillo File#BP-2008-0853 APPLICANT/CONTACT PERSON Wright Builders ADDRESS/PHONE 48 Bates St NORTHAMPTON (413)586-8287 PROPERTY LOCATION 39 OLANDER DR MAP 38A PARCEL 118 001 ZONE PV THIS SECTION FOR OFEICIAL USE ONLY: PERMIT APPLICATIQN CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out 4=49 Fee Paid Typeof Construction: CONSTRUCT SFH W/ATT GARAG&DECK/PORCH New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/Statement or License 84280 3 sets of Plans/Plot Plan P&A-10 THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFOP4ATION PRESENTED: ---k't�pproved--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 C13 Architecture Committee -Permit from Elm Street Commission Permit DPW Storm Water Management DemolitioDelay IL �00 / 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 City of Northampton Status of Permit: Building Department Curb Cut/Driveway Permit 212 Main Street Sewer/SepticAvallabilit Room 100 VyaterNVeli Availability Northampton, MA 01060 Two Sets of Structural Plans phone 413-587-1240 Fax 413-587-1272 Plot/Site Pians Othei, �6cit�2, 200 APPLICATION TO CONSTRUCT,ALTER,REPAIR,RENOVATE OR DEMOLISH A ONE OR TWO FAMI Y DWELLING SECTION 1 -SITE INFORMATION 1.1 Property Address: I t t��,�, i� p I tom' This section to be completed by office Mow IN&�be Y Iu r+n6Gl V ��1-"t" r�i Map Lot Unit Zone Overlay District M�'` ggl�, �' IIS Elm St.District CB District SECTION 2 PROPERTY OWNERSHIP/AUTHORIZED AGENT` i 2.1 Owner of Record: Owkitle W04` � 'TL8 BAS 5�.� �t�t -,N+P"r�►t� Name(Prinffp__ Current Mailing Address: Telephone b Signature 2.2 Author zed Agent: W14 &�cGb 6 ftf— 2'7 Lt f iA--Pe< 5T.,Nem 14, Mk Name( Current Mailing Address: Q Signature Telephone SECTION 3-ESTIMATED CONSTRUCTION COSTS Item Estimated Cost(Dollars)to be Official Use Only completed by permit applicant 1. Building _( 1"( 7l (a)Building Permit Fee 2. Electrical ' �� t j")� y .�- (b)Estimated Total Cost of b I Construction,from 6 3. Plumbing ' Cj � ~' Building Permit Fee t 4. Mechanical(HVAC) 1 5. Fire Protection I 6. Tot*=(1 2+3+4+5) a. rj Check Number This Section For Official Use Only Vf VV Building Permit Number: ate sued: Signature: j Building Commissioner/Inspector of Buildings Date 4e- il->0 Section 4. ZONING All Information Must Be Comple�ed. Permit Can Be Denied Due To Incomplete Information Existing Proposed Required by�Zo�ni(ngThis colunm w Building Depar Lot Size Frontage Setbacks Front Side L: R: L, R: Rear Building Height Bldg. Square Footage Open Space Footage %, (Lot arca minus bldg&paved arkin #of Parking ces Fil tion)& *40 A. Has a Special Permit/Variance/Finding ever been issued for/on the site? NO 0 DONT KNOW 0 YES P� 4V P•e�A'EW IF YES, date issued: 1.4.51vo /� Q IF YES: Was the permit recorded at the Registry of Deeds? (, ✓ �� {�� ' NO Q DONT KNOW Q YES) IF YES: enter Book D 93 7 y Page , ,o T and/or Document#'6600 3400 B. Does the site contain a brook, body of water or wetlands? NO DONT KNOW 0 YES 0 IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained l 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 0 NO 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 0 NO 0 IF YES,then a Northampton Storm Water Management Permit from the DPW is required. SECTION 5-DESCRIPTION OF PROPOSED WORK check all aD licable New House Addition ❑ Replacement Windows Alteration(s) ❑ Roofing ❑ Or Doors C] Accessory Bldg. ❑ Demolition ❑ New Signs [a] Decks [Q Siding[CB] Other[0] Brief Work:Description of Proposed S4 ,� (�j A�i j ,_ 4l mc- q f f �►1✓ke jib (� A p�� Alteration of existing bedroom Yes No ,V, Adding new bedroom_ Yes�l G No�"'�}CCA01 n� Attached Narrative Renovating unfinished basement Yes No �' t•, Plans Attached Rall -Sheet 6a. If New house and or addition to existing housing.l complete the following: a. Use of building :One Family rX_ Two Family Other b. Number of rooms in each family unit: _ Numbejr of B�aatthrooms_�l�_ c. Is there a garage attached?_—t E� IM�r `IiI�V - d. Proposed Square footage of new construction.CA4 Y Dimensions �!1 Sol e. Number of stories? 1� f. Method of heating? �� Fireplace P -.-�� o Number of each g. Energy Conservation Compliance. y MAsscheck Energy Compliance form attached?—qgs h. Type of construction 59 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 INS 1M1u -&4AF+ k. Will building conform to the Building and Zoning regulations? Yes No. S S F &w oN WAM-e, JVlAdi'll I, Septic Tank City Sewer Private well City water Supply -1.6.(rSSgs I Wi s SECTION 7a-OWNER AUTHORIZATION-TO BE COMPLETED `HEN A10 V AS tj OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PgRMIT Al VVIE Atcz�UE ti EM- 1, W"61W &It4W !1"� r �� `+ "f� as Owner of the subject property hereby authori �I 114 to act on my b If, all matters relative to work authorized by this building permit application. Ok Signature of Date 71'nbelief. I� as Owne Aureby declare that the statements and information on the foregoing application are true and accurate,to the best o myknowledge Signed under th pains and penalties of perjury. wO Print N 1 Signature of Owner/Agent Date SECTION 8-CONSTRUCTION SERVICES 8.1 Licensed Construction Supervisor: Not Applicable 0 Name of License Holder:- VJ P-1 V rT I License Number 4g N6 &--fRA-Me-mm Mk :?A Addka&&2 Expiration Date A" iv Sig/nature Telephone 9.Re laterad Home Improvement Contractor: Not Applicable 0 Company Name Registration Number 41 UN4/b g Expiration Date 2C Telephone SECTION 10-WORKERS'COMPENSATION INSURANCE AFFIRAIT(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....... X No...... 1:1 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.xJ. 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 ho1M 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 i�112iIITi DEPA. 7MENi OF BUILDI.tG INS�Er IONS ^_ 212 Main Strew ' MunicipaI Buildir.g 2}orhatnciar., Mass. 0I060 Scuar�e�F'cctace13 YY r�.cutnC f {} Y 1/2 =kers, Attic, Garece . 15 Deco, Pcrches , jrj Ago !2-`��'• 30 E F z }}4 • A I t I i i 4 1 i i illlllfflllllllfflllf VIII Illiliil8 Il lli it I HAMPSHIRE 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 OFFS DOCUMENT-DO NOT REMOVE PROPERTY ADDRESS: DOCUMENT TYPE: ��N /v NAME REFERENCE' ' "'' {a f I Do I "Mom" lanninq - Decision City of Northampton Hearing No.: PLN-2008-0025 Date: January 25, 2008 APPLICATION TYPE: SUBMISSION DATE: PB 40R Review 11912008 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)5616-8287 (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 1 009 Approved With Conditions Book: Page: 09282 1121 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, Z 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:DPWIOPD 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. 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 p6tential 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: 1212512007 111712008 51812008 REFERRALS IN DATE: HEARING DEADLINE DATE: HEARING CLOSE DATE: FINAL SIGNING BY: APPEAL DEADLINE: 111012008 412812008 112412008 51812008 211412008 FIRST ADVERTISING DATE: HEARING DATE: VOTING DATE' DECISION DATE: 111012068 112412008 112412008 112512008 SECOND ADVERTISING DATE: HEARING TIME: VOTING DEADLINE: DECISION DEADLINE: 111712008.. 7.25 PM 51812008 51812008 MEMBERS PRESENT: VOTE: .Katharine G.Baker votes to Grant D C Stephen Gilson votes to Grant Jennifer Dieringer votes to Grant JAN 2 5 2008 Francis Johnson votes to Grant George Kohout votes to Grant CITY CLERKS OFFICE Keith Wilson votes to Grant NORTHAMPTON, MA 01060 1 Kenneth Jodrie votes to Grant MOTION MADE BY: SECONDED BY: IVOTE COUNT: DECISION: Kenneth Jodrie Jennifer Diefinger 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 certify that a.copy of his dec been mailed to the Owner and ApplicaniL CA4- 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: Ck-., City Cl&rk—CiWy of N&kL6ampton &TTEST-. HA30SEMES MARIANNE L. DONOHUE GeoTMS@ 2008 Des Lauriers Municipal Solutions,Inc. 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: 39 Olander Drive, Northampton, Ma Inquiry Made By: Wright Builders,Inc. Linda 586-8287 Date of Inquiry: 3118/08 Number of Type of Single Family X Type of Private X Units: I Unit(s): Accessory Apart. Ownership: Condo Multi-family Rental (Annlicant to fill n �t the nhnvel Municipal Water Main Existing service to in Yes: X No: site? Yes: X No Front of Location? Size of Water Main: 8" Material: DI Age: 07 Approximate Static Street Flow Test Conducted: Yes: No: X Pressure: 100 If done attach results Size of Service Connection 1"Copper 3/4ee Suggested Meter Size: Comments: The Water Department cannot guarantee adequate water pressure during peak demand times at elevations above 320 feet.The City of Northampton has not accepted ownership of water service line or water main as of this date of inquiry.Contractor to supply tie location to curb stop and water main prior to turn on.Meter fee and entry fee to be paid prior to turn on. • A corresponding water entrance fee shall be paid prior to making any connection to the municipal water system. • Arran ements of such installation shall be made with the Northampton Water Department with a mmimum of 5 working tification. • All wor shall con to rtham tan Water Department specifications. 2�� David W. Sparks, Superintendent of Water Water Entry$200 Meter $ 150 Radio$ 100 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. MUNICIPAL SEWER/AVAILABILITY APPLICATION Northampton Stteets Department 125 Lo4st Street Northamptoi,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: 39 Olander Drive,Northampton,Ma Inquiry Made By: Wright Builders,Inc. Linda 586-8287 Date of Inquiry: 3/18/08 Reason for Request: New Construction to Hook into City Sewer Municipal Sewer Main in Front of Location: Yes No Municipal Storm Drain Available: 5 1/2 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 F-1 Tie-in to Sanitary Service at Street Line F-1 Comments: /.,/CT cp _o -r Ae 'Te- YE vp Note. If this availability 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. John Hall Sewer Department cc: Ned Huntley,Director DPW Anthony Patillo, Building Inspector Permit No. D09-08 CITY OF NORTHAMPTON, MA DRIVEWAY PERMIT Date: 3/18/08 FEE: $25.00 Check #: 028-847 THE BOARD OF PUBLIC Wot,,Ks Drivewa must be staked rind house & tot �` number osted The undersigned respectfully petitions your honorable body for: Permission to install a driveway at: 39 Qlander Drive, Northampton Fifteen (15) foot maximum width at the street line. Gutter drainage not to be disturbed. All Drainage shall be directed off the driveway surface to adjacent land and not on the existing Roadway. Driveway surface to be paved as soon as possible if the grade of the proposed Driveway exceeds 3% or more. Homeowners will be held responsible for any cost to the City Of Northampton in the event of a washout of this driveway. By: Wright Builders, Inc. 48 Bates St., Northampton, MA Telephone: 413-586-8287 Signature: Proposed Location Inspection By: Gravel Base Grade Inspected By: Final Approval: THE BOARD OF PUBLIC WORKS voted that petition be granted. Edward S. Huntley, P.E. Director of Public Works Cc: Building Inspector (SUBJECT TO ATTACHED CONDITION I & 2); --------------- i �, i i i !, i Permit No. D09-08 Conditions: Driveway Permit In lieu of plan approved by the City Engineer I agree to the following added conditions: I. I will contact the Department of Public Works and have an inspector check and approve the graded gravel base prior to paving to insure compliance with slope and location; 2. I further agree that if in the inspections, any of the permit conditions are not met that I will at no expense to the City remove and replace the driveway as directed by the City Engineer. By: Petitioner Signature Name: Wright Builders/Linda Address: 48 Bates Street Northampton, MA 01060 Note: The Public Works Department recommends that you provide a plan showing the proposed driveway with grades and location in the future to avoid possible expense which you will incur by not getting approval of actual plans in advance. For Commercial and Industrial applicants, a plan showing the proposed driveway with grades and location is required. Cc: Building Inspector Northagipton Fire De t. Fees Job: New House - Craftsman Style Village Hill - Morningside (Lot #3) 39 Olander Drive (Map 38A, Lot 118) Northampton, MA 01060 Floor Squ. Ft. x 0.04 Fee Basement 1344 x 0.04 $53.76 1 st Floor 1344 x 0.04 $53-76 2nd Floor 952 x 0.04 $38.08 Garage 524 x 0.04 $20.96 TOTAL:I 1 1 $166.56 Hardwired smoke, CO and heat detectors per Code in new house & garage. Building permit application pkg submitted to the Bldg Dept on 4/2/08. Wright Builders mailed $166.56 check directly to Asst. Chief Duane Nichols at Northampton Fire Dept on 4/1/08. cc: Tony Patillo, Northampton Building Commissioner Asst. Chief Duane Nichols Prepared by Wright Builders, Inc. 4/1/2008 r WRIGHT BUILDERS, INC. 028961 DATE INVOICE NO. JOB NO. COMMITMENT NO. AMOUNT DISCOUNT NET AMOUNT 3-31-08 033108-y14 08-914 166.56 . 00 166.56 CHECK DATE CHECK NO. TOTAL GROSS TOTAL DISCOUNT CHECK AMOUNT :3-.S Z-UtS 28.961 266.56 . 00 166.56 f.' WRIGHT BUILDERS, INC. FLORENCE SAVINGS BANK 028961 48 BATES STREET FLORENCE,MA 01062 53-7168/2118 NORTHAMPTON, MA 01060 413-586-8287 pay: *****x*One hundred sixty-aix dollars and 56 cents DATE CHECK NO. A�VCHECK AMOUNT blanch 31, N� ryS 28OVALID AFTRODW66. 556- TWO 6-TWO SIGNAT ES REQUIRED ON CHECKS OVER$5000.00 C:l:t'Y U.G'" 1'YV!{1'tti�lt�'1'V!V M' A ZED SIGNATURE P AUTHORIZED SIGNATURE�P 6,_tt�„F:E:i..:, UDFU,C_l,u.... CN E,-E!. �i _.,-ti _.�.. ,�.. . . b.. .., . _ ,..._,....,._„L.. 1150 2896 111' 1: 2 L L87 L688I: 0 L 25 00560611' L1w =- H NG Aluminum EncluraClad�Exterior Double-Hung EDesign Data _ l Vent Units 2135 17-13/16 14-1/4 1.8 3.2 5.1 RSO 2147 17-13/16 20-1/4 2.5 4.5 6.9 R50 ;2153<. _'A, 1 y 2157 17-13/16 25 1/4 3.1 5 6 8.3 R40lR50 ' "` 159s „ 71 � �4w. ,r, u.. w#50 CLEAE;OP iv.NG 2165 17-13/16 29-1/4 3.6 6.5 9.5 R40/R50 w ,x. '1711 2535 21-13/16 14-1/4 2.2 4.0 6.1 R50 2547 21-13/16 20-1/4 3.1 5.7 8.2 R50 I 2557 21 13/16 25 1/4 3 8 7 0 9 9 R40lR50 5911 2_565 21-13/16 29-1/4 4.4 8,2 11.3 R40/R50 I ` y i °° fir r� 2935 25-13/16 14-1/4 2.6 4,8 7.0 R50 s } 2947 25-13/16 20-1/4 16 6 8 9.5 R50 Shaded pomon �"hov:s vert area. 2957 25-13/16 25-1/4 4.5 8.4 11.5 R40/R50 2965 Et 25-13/16 29-1/4 5.2 9.8 13.1 R40/R50 NO 3335 29-13/16 14-1/4 3.0 5.6 8.0 R50 3347 29-13/16 20-1/4 4.2 7.9 10.8 H R50 3357 El 29-13/16 25-1/4 5.2 9.9 13.1 R40/R50 ®� , LI�- 3�359��$°� 4%�7 �/ 0^� " kms 3365 E 29-13/16 29-1/4 61 X11 4 14.9 R35/R501,551: 3377 E 29-13/16 35-1/4 73 13.7 17.6 R30 3741 33-13/16 17-1/4 4.1 7.7 10.5 R35/R50 Miscellaneous Formulas(Equal Sash Only) �3�47 � r1 & ? c TOR 3753 33-13/16 23-1/4 5.5 10.4 13.6 R35/1350 ffoffkb,W 3 4@1111" J 3759 E 33 13/16 26 1/4 6 2 11 7 15.2 R35/R50 W dth=Frame-5" A 7t5 �3y 2 ,,1 f ;_ Height (Frame 6-5/16")/2 3771 E 33-13/16 32-1/4 T6 14.4 18.2 R30nr Width=Frame-4" 37 7 33 IMIK,,.11 4-:1 _.. , Height=(Frame-4-5/16";/2 4153 T 37-13/16 23-1/4 6.1 11.7 15.1 R30 mom 4159 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 R30 Egress Notes: E = Window meets minimum clear opening of 24" height,20" width,and 5.7 ft'.Check all applicable local codes for emergency egress requirements. El =Window meets minimum clear opening of 24" height,20" width,and 5.,0 ft'.Check all applicable local codes for ernergency egress requirements. (1)Second number,where shown,indicates performance with DP Enhancement Kit installed. To convert area to square meters(m'),multiply square feet by 0.0929. For clear opening,vent area,visible glass,and frame area,see page 5-23. Pella 2008 Architectural Design Manual • Division 08-Openings • Windows and Doors • wv✓v✓•PeIIaADM.com 6-75 : i ENERGY STAR HOME VERIFICATION SUMMARY Date: February 27,2008 Rating No.: not assigned. determine option Building Name: Wright Cfts W/Bonus Rating Org.: CET Owner's Name: Phone No.: 413 586 7350 Property: Olander Drive Rater's Name: Beth Paulson Address: Northampton, MA 01060 Rater's No.: Builder's Name: Wright Builders Weather Site: Northampton, MA Rating Type: Based On Plans File Name: WrightVillageHill Craftsman wirh bonus room.blg Rating Date: Dec 2007 Building Information Conditioned Area(sq ft): 4120 Housing Type: Single-family detached Conditioned Volume(cubic ft): 31760 Foundation Type: Conditioned basement Insulated Shell Area(sq ft): 7868 • HERS Index: 65 Number of Bedrooms: 5 Building Shell Ceiling w/Attic: R44,CE12",8-16 U=0.024 Window/Wall Ratio: 0.15 Vaulted Ceiling: R32,CE,10-16,C U=0.034 Window Type: U:0.34, SHGC:0.31 Above Grade Walls: R19,CE1,6-16 U=0.061 Window U-Value: 0.340 Found.Walls(Cond): oasis system 10"R=13.0 Window SHGC: 0.310 Found.Walls(Uncond): None Infiltration: Htg:5.00 Clg:5.00 ACH50 Frame Floors: R30,FG2,X-16 U=0.040 Measured Duct Leakage: 25.00 CFM25 Slab Floors: R10P,R10U,24W U=0.043 Leakage to Outside: 35.05 CFM Mechanical Systems Heating: Fuel-fired air distribution, 100.0 kBtuh„92.5 AFUE. Cooling: Air conditioner,36.0 kBtuh, 14.0 SEER. Water Heating: Conventional, Gas, 0.63 EF. Programmable Thermostat: Heat=Yes;Cool=Yes Note:Where feature level varies in home,the dominant value is shown. This home MEETS OR EXCEEDS the EPA's requirements for an ENERGY STAR Home. REM/Rate-Residential Energy Analysis and Rating Software v12.4 This information does not constitute any warranty of energy cost or savings. ©1985-2007 Architectural Energy Corporation,Boulder,Colorado. PHIS OT,INC. IS THE PROPERFY Of FEREN EE PR T, .a+s sueMlTi[D FDR REFERENCE DRAWING SCHEDUL PURPOSES ONLY AND SHOULD NOT BE USED IN ANY WAY ONLY TO THE INTERESTS OF SAID gE[t DESCRIPTpN REVISIONS COMPANi'.COPYRIGHT TO07 OLDCASTLE PRECAST,W. ALL RIGHTS RESERYED. I ISOMETRIC LAYOUT 8 03/26/06 2 PANEL LAYOUT 8 3/26/08 3 TYPICAL INSULATED WALL PAREL 4 TYPICAL ME/FROST WALL PANEL 5 WALL PANEL STRUCTURAL DETAILS 6 WAU PANEL ST ILIIRN.DETAILS CUSTOMER: WRIGHT BUILDERS 48 BATES STREET NORTHAMPTON, MA PROJECT: PRECAST CONCRETE FOUNDATION VILLAGE HILL-CRAFTSMAN LOTS 1, 3, 5, 7, 9 NORTHAMPTON, MA DATE: 11/19107-ORIGINAL SUBMITTAL 03/17/08-REVISION A SUBMITTAL 03/26/08-REVISION B SUBMITTAL MANUFACTURED BY: 70 East Brookfield Road DalsisNorth Brookfield, ILEA 01535 312 Phone: 508-867-8312 800-242-7314 Foundation Wall System Fax: 508-867-3505 by Oldcastle Premst,`Inc. REVISION DESCRIPTION A REVISED PER UPDATED PLANS AND TELEPHONE fATTTESh=, GNATDATE CONVERSATIONS. BY DING YOUR(THE CUSTOMER'S)SIGNATURE,YOU CONTENTS OF THIS ORAWW SET MEET 8 REVISED PER ADDITIONAL TELEPHONE YOURROWDL ANO THIS DRAwwc SET IS HEREBY APPROVED FOR ENGINEERING AND PRODUCTION. CONVERSATIONS. 0w,2 k 6w`3 cW �0 ow- ow- oasis Foundation Wall System pw,6 rug: ISOMETRIC VIEW Customer. Job: VWCE HILL "I BUtlBERS IB BATES STRETT CRAFISNAN NCNTHAMPTtlA MA NORTHAMPTON,MA `& C7rowingo Scole:NOT TO SCALE SIGNATURE WE Sheet: t BY PROMNG'NUR{THE CUSTOMERS}SIGNATURE,YW 1i' Orpwn: A170 THAI THE LAND NTSTHIS Of ANITHITWIT IS SET BEET - oM,l Originol Date: Rev. A Date: Rev 8Mt)oke: YOUR APPROVAL AND THIS DRAWING SET IS HEREBY fPPRWEO FOR ENGINFERMG AND PRODUC110M. 11/I9/07 03/17(08 03/26/08 MEMO To: Tony Patillo Northampton Building Dept. Date: 4/2/08 From: Linda/ Wright Builders �. APR - 2 2008 Re: Permit for: a i 39 Olander Drive s °'� ' �` As Northampton, MA Hi Tony, Regarding open items — 1. Wright Builders, Inc. will legally be taking ownership of Morningside lots 3, 4 & 5 on April 8, 2008. 2. Stormwater O&M Agreements — DPW has agreed (4/1/08 letter attached) that WB can process and record O&M Agreements outside of issuance of the building permit. We will promptly start the process after the closing. 3. Mass Development— We will be forwarding a package to Mass Development addressing the 10 items in Attachment A by end of this week, 4/4/08. Please see attached Mass Dev "Notice of Approval of Construction Documents" dated 3/28/08 and referenced Attachment A & Attachment B. We will forward notification to you as these items are completed. Please call if you have any questions or need additional information. Thank you. WRIGHT BUILDERS, INC. 48 Bates Street Northampton, MA 01060 Tel: 1-413-586-8287 Fax: 1-413-587-9276 .,0'"'' i TttMfp CITY OF NORTHAMPTON, MASSACHUSETTS DEPARTMENT OF PUBLIC WORKS 125 Locust Street Northampton, MA 01060-2066 413-587-1570 Fax 413-587-1576 Edward S. Huntley, RE Director April 1, 2008 Jonathan Wright Wright Builders 48 Bates Street Northampton,MA 01060 Re: Morningside—Stormwater O&M Agreements Dear Mr. Wright: The Northampton Department of Public Works (DPW)is in receipt of the letter from Wright Builders, Inc. dated March 18, 2008 requesting a change in the requirement that the Stormwater Operations, Maintenance, and Inspection Agreement for the project named Morningside located at Village Hill be completed and recorded prior to issuance of a Building Permit by the City of Northampton. As stated in the March 18,2008 letter,Wright Builders, Inc.will be legally taking ownership of Lots#3,4, and 5 on April 8, 2008, Lots 9, 10, & 11 in the Fall of 2008,and the remainder of the lots as needed over the next 2 years. The DPW and Wright Builders Inc., the developer of Morningside, 11 single family lots, hereby agree that an executed Stormwater Operation,Maintenance and Inspection Agreement be recorded in the land records of the Registry of Deeds for each of the11 single family lots as soon as possible following issuance of building permits for each lot and prior to issuance of a Certificate of Occupancy or Temporary Certificate of Occupancy by the City of Northampton for each lot. We request that three copies of each agreement with original signatures by the owner(s)be sent to the DPW. Once the Mayor has signed the agreement, one copy will be returned to Wright Builders Inc. for recording at the Registry of Deeds, and we request that a receipt certifying this action be sent to the Northampton DPW. incerely, Jim Laurila, City Engin r cc.Tony Patillo, Building Commissioner 03/28/2008 11:57 16173302001 MASSDEVELSPMENT PAGE 02/0E M HOSPITAL HILL DEVELOPMENT.LLC c/o MASSACHUSETTS DEVELOPMENT FINANCE AGENCY 160 Federal Street Boston, Massachusetts 02110 28 March 2008 BY FACSJM.I.LE Jonathan Wright Wright Builders,Inc. 49 Bates Street Northampton, MA 01460 RE: Notice of Approval of Construction)Documents Dear Jonathan.: Pursuant to Section 8.4(b) of the Residential Land Disposition Agreement between Hospital Hill Development LLC Mospital Hill')and Wright Builders,Inc.,this letter and its attachments constitute Hospital Hill's written response to the Construction Documents submitted by-Wright Builders on February 28,2008. Hospital Hill accepts the Construction Doci.=ents except for those matters set forth on Attachment A. These matters must be resolved before Hospital Hill can issue the required certificate of approval, 'the initial conveyance can occur, and a building permit can be issued by the City of Northampton. Attachment B is the Arrowstreet memorandum setting forth all of Hospital Hill's comments on the Construction Documents. Aside from those matters that arepart of Attachment A, these comments primarily concern.issues of clarification, informafiion and/or coordination. We trust the Wright.Builders will find them useful. Sincerely, C� Robert M. Kaye Senior Vice President Planning and Development Cc: David.Bloomberg, Esq Richard Henderson,EVP Beth Mtuphy,Vp Alan Delaney N..annah L. Ki)son,Esq_ 08.8 soc sdcvcloptnent.comlmdfa4gosGroupstl-c9R OB.dAN0l-TMWri0r BtulderSlNotiec of construction Document Approval3-28- 1 03/28/2008 11:57 16173302001 MASSDEVELSPMENT PAGE 03/0= i i ATTACHMENT A :Gist of Rejected Items Wright Builders Contract Documents Design Submission Eastview and.Morningside at Village Hill Northampton, Match 28,2008 NOTE: Designations of comments refer to the Arrowstreet Memorandum.on the Wright ]Builders Contract Documents Submission dated March 28, 2008 (Attachment 1g) EAstview Townhouses: Plans and Elevations AIJA: Cluster A First Floor Pian a. The single rail at the entry steps is awkwardly located and seems unlikely to remain stable over the long term use of the building. We recommend the rail be connected to a continuous porch rail around the entire porch or be relocated to the side of the stair to attach to the closest column. See Residential Architectural Style Guide. A21A and A2.2A: Cluster A Exterior Elevations d. Consider enclosing underside of porches to improve appearance and prevent animal infestation,. We suggest the use of lattice or vertical slats. See Residential Architectural Style Guide. i. As noted in previous submission, gooseneck exhaust vents should be avoided unless they are required by Code. Please review exhaust vent requirements and provide alternative options for review with iMassDevelopment. - Morningside Residences: Site and Landscape Plans .LI: Existing Conditions & Demolition;Plan b. Prov-1de details or specifications for protection of Specimen.Trees shown to remain on Lots 2 and 3. Add arrow to tree on Lot#2 at property line with,Lot#3 indicating that itis to be protected and remain' Specimen tree identi,f ed for protection in Lot #2 is not Shown as being saved in d#-wvg.s L2; L3, L4, or L10. Please confirm status of tree and adjust drawings. L2: Layout Plan b. Revise Lot 11 layout as appropriate and provide detailed buildizzg design submission. See also drwg.s L3 and L7. L9: Site Details& General Notes a.. Reduce soil coverage of Infiltration Swale shown on Detail 5 to 2" maximum. \\tMassdevelopmant.contlmdfa%BosGroups\Legal\NOHO1Wright Builders\Noticc of Construction Document Approval 3-28- 2 OS.dnc 03/28/2008 11:57 16173302001 MASSDEVELOPMENT PAGE 04/05 4 Morningside Residences: Plans and Elevations General b. See Cornme.nt(i) regarding goosenecks at"A2.IA.andA2.2A: Cluster.A Exterior Elevations." C. See Comment(d) regarding lattice, etc.at underside of porches at"A2.IA. and A2.2A.: Cluster A Exterior Elevations." Victorian•(North Kitchen) d. South Elevation,: We recommend the series of three 2nd floor windows be centered over the Living Room bay window below. See Residential Architectural Style Guide. Specifications a. Revise Section 2107: all stumps to be removed or ground to below grade at a minimum.Dispose Of stumps o.#1✓sito in accordance with applicable regulations—do not use as backfill. kWassdcvclopmont.comlmdfa180eGroups\LcgaliNO140IWright IIuildcrANodcr(if CortstructiouDocumcnt Approval 3 08,doc 03128/2008 11:57 16173302001 NASSDEVELOPh1ENT PAGE 0510 ATTACHMENT B A.rrowstreet Memorandum dated.March 28, 2008 11MassdcvclopmFnt.com\mdfa%BosGrotipslLega1\iNOHO\Wright BuiidcrMotice of Construction Document Approval 3-28- as.doc 4 A! R R 0 W S T R E E T i MEMORANDUM Date 28 March 2008 R Required Project/No./File MassDevelopment L 07096/B1 CCCC Clarifications, Information, & To Richard Henderson MassDevelopment Coordination Robert Kaye MassDevelopment Beth Murphy MassDevelopment From Larry Spang Subject Village at Hospital Hill—Wright Builders Housing Site and Building Design Review Comments A. BUILDING DESIGN REVIEW Arrowstreet and CBA Landscape Architects have reviewed the proposed building designs for the Eastview at Village Hill townhouse units based on the following construction documents drawings prepared by Kuhn Riddle and Berkshire Design Group, dated February 22, 2008. . Landscape Drawings L1 thru L10 Architectural Drawings O.OA S1.lA Al.IA thru Al.5A A2.IA and A2.2A A3.1A and A3.2A E1.1A and E1.2A Our review of the Morningside Drive at Village Hill residences is based on the following drawings prepared by Berkshire Design Group and Wright Builders: Landscape Drawings 2122/08 L1 thru 1-10 Craftsman 2114/08 A-1 thru A-12 S-1 thru S-8 E-1 thru E-3 Victorian 2122108 A-1 thru A-12 S-1 thru S-6 E-1 thru E-3 kR ROWS TR EET Village at Hospital Hill-Eastview and Olander Drive Residences Review DRAFT REVIEW 14 March 2008 Page 2 of 13 Victorian (Reversed) 2122108 A-1 thru A-1 I S-1 thru S-6 E-1 thru E-3 Victorian (North Kitchen) 2/22/08 A-1 thru A-1 I S-1 thru S-6 E-1 thru E-3 Note: The drawings have been reviewed for general conformance to previously issued design review comments prepared by Arrowstreet for MassDevelopment (MDFA). This review is not intended to verify the completeness, accuracy or constructability of the documents. Except where specifically noted below, this review does not include building code or accessibility code requirements. 1. General Comments The following is a general comment related to all drawings: a. The number of building details is,limited in the drawings, so attention should be paid during construction to ensure the details are built with the level of quality and finish implied on the drawings. For example, the amount of exposed flashing at roof and wall connections ,should be minimized-see further comments below. 2. Eastview Townhouses: Site and Landscape Plans & Details L2: Demolition Plan a. We assume that an agreement/easement is in place or will be in place between Wright Builders and The Community.Builders (TCB). On this basis, the notes on this drawing regarding coordination on dumpsters, light posts, and catch basins should reference TCB, not MassDevelopment. b. The utility connection for gas is not correctly located. For correct location, see drwg. Ll in the Morningside site/landscape drawing set. U: Layout Plan a. We suggest the narrow gap between the garages for Clusters B and C be closed with a fence on the south side to match the fence shown on the north side. IRE 1"SSJt AL. RR0WSTREET Village at Hospital Hill—Eastview and Olander Drive Residences Review DRAFT REVIEW 14 March 2008 Page 3 of 13 b. Wright Builders should review if hand rails are necessary and/or appropriate for steps through courtyard area. Provide free standing rails and/or building mounted rails as appropriate. c. As per the note above for drwg. L2(a), site lighting coordination should be done with TCB. 'd. For the relocated site light on the south side of the property, consider adding the following note: "Provide hand hole for salvaged site light" as per the note related to the relocate site light on the east side of the property. e. Change the symbol for the relocated site light on the east side of the property. f. The rear stone steps leading from the courtyard pathways to the patios are illustrated for Cluster C as having railings on both sides of the steps. Two railings are generally not required for single-family residences. Confirm what the code requiremenf is in this instance. 4 L4: Grading & Utility Plan a. We assume storm drainage from garage aprons flowing across property line will be the subject of an agreement between Wright Builders and TCB and that the matter will also be the subject of coordination with the City of Northampton. b. We assume that Wright Builders will work with TCB regarding the provision of easements) for the 15'X15' transformer area and conduits. c. Catch basins and drainage manhole to be coordinated with TCB. d. In several instances, the number of steps from the courtyard pathways to the patios is not shown correctly. See for example Cluster A, Units 1 and 3 and Cluster C, Unit 2. Refer also to Detail#6 on drwg. L8. e. We recommend that as a matter of best practice, the walkways in the courtyard have a cross pitch of 2%. In some areas,;.. such as to the rear of Cluster A, Unit 2, the side walk is quite flat and may be subject to ponding. L5: Planting Plan a. Consider replacing lawn ("loam and seed") with naturalized grass planting plan for courtyard area. A% R ROWS T RE ET Village at Hospital Hill—Eastview and Olander Drive Residences Review DRAFT REVIEW 14 March 2008 Page 4 of 13 b. Consider using sod instead of loam and seed for front yard areas. c. The shrubs specified when installed will be much smaller than as shown on the plan. As a result, the planting beds will be predominantly mulch until the plants grow and fill in. Here are three possible responses: 1) Specify larger plants, OR 2) add more plants to the planting plan, OR 3) leave plant size and number as is but plant shrubs closer together thus reducing the size of the planting beds. Install lawn in the areas that are no longer for shrubs and perennials. d. Many of the shrubs shown under small trees will be too tall. For example, the Chamaecyparis obtusa `Gracilis;' is, itself, a small tree, and it is proposed to be planted under a small tree. The Red Twig Dogwoods grow to a height of eight to ten feet, and they are being planted under a redbird tree which is a fairly small and dainty tree. L6: Additional Planting Plan a. Please add "AGR" to Plant List. b. We recommend that perennials be specified by pot size, not by year. Also, we recommend that a uniform pot size be specified for the different perennials. L7: Lighting Plan a. Lighting plan for garages appears to show wall-mounted fixtures, although drwg.s Al AA and A1.5A show recessed lighting. Recessed lighting is preferred. Review location of recessed light fixture at garage doors. We recommend the fixtures be centered above garage doors. Also, how are fixtures switched —individually or common controlled? . b. Coordinate changes to rear entry porch light fixture with A2.1A and El.1A(see also note e at Exterior Elevations below). If light fixture is mounted under porch, revise Lighting Plan as appropriate. c. Please add photometrics for the light fixtures on the front porches. d. Consider adjusting the photometrics'for the small "bollard" path lights_ As presented, they show a nearly even 360 degree distribution of light. L8: Site Details A R R 0 W S T R E E T Village at Hospital Hill—Eastview and Olander Drive Residences Review DRAFT REVIEW 14 March 2008 Page 5 of 13 a. Consider adding embedded friction strip or textured surface paint stripe at edges of treads of concrete steps in courtyard (Detail#5) to improve visibility and traction. b. In Detail #4, there should be concrete on both sides of the curb to support it, 1-9: Site Details and General Notes a. Provide patterned, etched, or frosted glass for post light fixture shown in Detail'#2 to prevent direct view of incandescent or compact fluorescent lamp. L14: Erosion Control Plan a. Remove pattern and note regarding "Stabilized Construction Access from Moser Street..." That area to be pave by MassDevelopment prior to construction of the townhomes. 3. Eastview Townhouses: Plans and Elevations A1.1 A: Cluster First Floor Plan a ;Theglarl�a�t�hetry%stepsfi sakwardl �ocateandseemlke�yo rerain�s"..,tabl,O nvete1gtuse�a of the cul ing 'U1ee ommend thekrailbe connectedto cyontrr�uous``�p�orch�rarE around the n�IFe por hobe o�ateclo�'_te�srde of tte�stai tr attacF{to the close t�colu n`Se" �Re�srdentral/�rchitectural St.�I,��u►de b. For the rear entries to the units, consider adding a wood rail at the stairs. A1.3A: Cluster A Roof Plan & Details a. The gutter mounting shown on Detail C1 (and on Detail D3 on drwg. A3.1A) appears flimsy. We recommend the rafter tail be cut at a bias to provide a vertical surface to securely mount the gutter to. b. Detail D4 indicates "Asphalt Roof'. Change note to read, "Asphalt Shingles." c. We note that venting of the porch roofs is not indicated on detail D1, D2, D4, and D5. We suggest review of venting requirements. If utilized, please provide detail of proposed venting strategy. L AIR ROWS TREET Village at Hospital Hill—Eastview and Olander Drive Residences Review DRAFT REVIEW 14 March 2008 Page 6 of 13 d. Provide detail indicating how the porch entry roofs on the front and rear will be flashed to the building. Specifically, the roof to wall flashing shown on Details D1, D2 and D5 should be covered to the greatest extent possible to limit exposed flashing. e. Provide indication of thickness of Bracket element shown in details C1, D1 and D2. A1.4A: Cluster Garage Foundation & Plan a. As noted on previous submissions, we recommend the foundation wall of the garage along the sides facing the courtyard be waterproofed and provided with footing drain to prevent' water seepage into the garages. A1.5A: Cluster A Garage Details a. We recommend gutters along the south side of the garage to prevent water from pouring onto residents and vehicles. In addition, ' gutters a e not to be used on the sides of the garages facing the courtyards, we sugges g a landscape treatment such as crushed stone at the drip line of the garage.roofs. b. Verify that garage attic does not require venting. If utilized, provide detail indicating venting strategy. c. We suggest the siding and the corner trim on the East and West Elevations be cut to follow the slope of the grade to avoid large areas of exposed foundation wall. d. How will Common Electric Meter shown on the West Elevation C4 be fed? Please avoid exposed surface mounted conduit to the greatest extent possible. e. Illustrate proposed surface mounted light fixture on East Elevation (see IJ). Provide manufacturer's information on proposed fixture. If this is a drawing coordination issue—we assume that Wright Builders' intent is to provide recessed lighting —please adjust drawing. A2AA and A2.2A: Cluster A Exterior Elevations a. Visual impact of ridge vents, if any, should be illustrated on the elevations. b. Downspouts appear overly large and are awkwardly located. Review drainage requirements and consider smaller downspouts more frequently located. We suggest the downspouts run vertically to the greatest extent possible. c. Gutters and downspouts are not proposed for the front porch roof, nor do they appear to be needed or visually desirable. Please consider providing landscape treatment such as crushed stone at the drip line for the edges of the porch roofs. 122 M-2-1-31 A! RR0WSTREET Village at Hospital Hill—Eastview and olander Drive Residences Review DRAFT REVIEW 14 March 2008 Page 7 of 13 d,, ConsiderYenclosin undersldex f orc es fo im ve appearance and prevent anima[ 3 g r - infestatro#n We suggest the use of:lattice or�vertrcal s(atsSee Residential it 040; Sfyie Guide; e. fear-perigh light fixture shown on West Elevation contradicts light fixture shown on E1.1A (recessed surface mounted overhead fixture). Clarify type of fixture to be provided and fw.Wd manufacturer's information if fixture will be exposed to view. f On the East Elevation, the connection of the eaves where the east-west roof above Units 2 and 3 meet the gables at Units 1 and 4 will be a tricky condition. We recommend an axonometric detail to avoid unsightly flashing conditions determined in the field. g. -On the South Elevation, the roof above the Unit 12 d floor extended closet is shown with a gutter. Coordinate with the West Elevation and provide downspout, if appropriate. h. We recommend the gas meters shown on the West Elevation and the electric meters on the North Elevation be located as low to the ground as possible. a. # xAs nofed �nrprevlous submiss�ogooserckexFi'aust�vets�s ouldbe avoi_dedlessthe - ry are require l�by�Goc e P ease e lew exhausf��re "titre.. e is ander . o rcle_a:lternative opt�ans�'o <=re�re �wlth_MassDev Io>:ment, Eastview Townhome Exterior Color Palette Submission We recommend the following changes to the Eastview color palette: a. For Combinations 1, 2, and 3, use darker color on upper part (second floor) of townhomes with lighter colors on the lower floor(first floor). For Combination 1, replace "Wynwood— 1231"with "Whitall Brown— HC69." For Trim, replace "Cliffside Gray"with "Lancaster - Whitewash— HC174." For Door, replace "AF-235"with "Wynwood— 1231." b. In acknowledgement of the inquiry made by Wright Builders regarding the painting plan for the Craftsman single-family homes (see below), MassDevelopment suggests that Wright Builders consider an alternate for the exterior painting of the Craftsman town homes in which single-color body painting becomes the standard. 4. Morningside Residences: Site and Landscape Plans L1: Existing Conditions & Demolition Plan IARR0W5TR E E T Village at Hospital Hill—Eastview and Olander Drive Residences Review DRAFT REVIEW 14 March 2008 Page 8of13 a. Location of drainage easement between Lots 3 and 4 shown incorrectly. Please correct as per drwg. L2. bProvide details or speeficatio ssfor protection of Specimen Trees shownta remarn'on Lo st z �a s ; 2Z.aiitl 3 Add arrow fo�free on iLot#2 at property Ione with Lot#3,r ndreatingha is to proteetetl and remain4rSpeci en tree Identifletl fob protection In Lot#2 is not shown as being saved 1n,dnrvg s��L2, L'3;_ 4,or L10�Please�confi.fm,siatus of;free a:nd,ad�ust drawings c. Change note "Protect Trees to Remain" to 4 total. d. Remove extraneous line south of and parallel to south property line of Lot#1. e. MassDevelopment to provide correct alignment for the bike path. Please adjust drawing to reflect this alignment. L2: Layout Plan a. Retaining wall and split rail fence shown along east side of Lots 6 to 9 to be constructed by Wright Builders with MassDevelopment reimbursement. Please revise note as appropriate. b. MDFA has approved front loading garage for Lot 11. Revise Lot.f 11a outasa ro r►at antl.p�ov�de detailed burtdrngd srgn.aubrTtssron See also drwg.s L3 and L7. L3: Grading & Utility Plan "a. Location of sanitary sewer tie-in for Lot 1 shown in MassDevelopment will build sewer to property line. Review and coordinate location with MassDevelopment. b. Please provide dimensioned plan for location of utility easement and electrical, telephone, and cable TV structures within it. Confirming prior discussion, MassDevelopment assumes Wright Builders will put easements and cross-property agreements in place. L4, L5, & L6: Grading & Utility Plan Details a. Coordinate location of utility connections for Lots 2, 4, 6 and 10 with porch foundation requirements. b. Dimension utility easement shown to transformer between lots (typical for all locations). c. Coordinate proposed landscaping shown on L8 with drainage easement requirements between Lots 3 and 4. No trees are allowed to be planted within easement. AIR ROWSTREET Village at Hospital Hill—Eastview and Olander Drive Residences Review DRAFT REVIEW 14 March 2008 Page 9 of 13 d. As per comment on L3(a) above, MassDevelopment will build the sewer to the Lot#1 property line. Please review and coordinate with MassDevelopment. e. Please provide "Grading and Utility Plan Detail' for Lot#11. L8: Typical House Lot Detail a--Locate utility easements on the drawing. Provide landscaped screening around transformers, as allowed by utility company restrictions. •.b. Coordinate location of proposed'trees with utility easement between Lots 3 and 4. L9: Site Details & General Notes - - U - a, z.`Reduce;soifEoverage of,�lnfiltrati n Swale shown�on-Detail 5 tor2��maximum: L10: Erosion Control Plan a. Site the stabilized construction access to avoid heaving equipment rolling over existing manholes at rear of property. 5. Morningside Residences: Plans and Elevations General a. Review grading at individual Lots;and make adjustments as necessary to limit the extent of exposed concrete foundation walls to approximately 12". • Cb S.ee Cornmerit, i =re�ardmg goon en cks atrGA2 `lA and.�A2 2A,�GltrsterA E"xteno�; elevations`' c See CoAmment5.(d) regarding lactic ,,ete at underside vf,pdrehesat xA2 1A and A2 2A+ Cluster A,Extenor Elevafions Victorian a. As noted on previous submissions, provide watertable at base of clapboard siding. b. Consider centering the upstairs hallway window above front door. - c. Provide cut sheet of proposed light fixture at entry porch. Illustrate on West Elevation. - MENt"m A l R 0 W S T R E E T Village at Hospital Hill—Eastview and Olander Drive Residences Review DRAFT REVIEW 14 March 2008 Page 10 of 13 d. The gable end walls on the north and south elevations are overly large and lack sufficient detail to break down the scale of the fagade— particularly if the optional chimney is not installed. Consider adding window or vent to north and south elevations to help break up large gable end wall. e. Attic venting strategy is not illustrated. See note above. f. Provide details for integration of porch screening with proposed rail and balusters —does screening continue below rail? -g. Provide watertable at base of clapboard siding shown in Detail 2, Sheet A-11. h. The Design Team should verify that the revisions noted on S-5 are illustrated on the submitted elevations. i. Eliminate wiring to post light shown on E-2. j. Provide cut sheet of light fixtures at front and side doors shown on E-2. Illustrate fixture on elevations. Victorian (North Kitchen) a. See Comments above. b. As noted above, consider centering 2nd floor hall window above main entry door on 15t floor c. As noted above, the gable end walls on the north and south elevations are overly large and without sufficient detail to break down the scale of the fagade—particularly if the optional chimney is not installed. (See North Elevation) Consider adding window or vent to attic on north and south elevations to help break up large gable end wall d`r South Elevation {Wesrecommend_ he�senes of thr e"dfloor windows be�certteredo;`ver -,f wBelo Resltlential Arch tectural_Style G>aide; Victorian (Reversed) a. See Comments to Victorian above. b. Review window Type B shown on West Elevation. Given location on porch and into Lavatory, consider smaller window. Align this window with Window G on 2nd floor. Craftsman A I R 0 W S T R E E T Village at Hospital Hill—Eastview and Olander Drive Residences Review DRAFT REVIEW 14 March 2008 Page 11 of 13 a. Per comments on previous submissions, recommend eliminating corner board at uppe shingled portion of the house. See edge band at Townhouse units for alternate detail. b. Optional stair window shown on West Elevation is awkwardly located and potentially unnecessary since there is already a pair of windows on the south side of the stair landing. Either 1) eliminate the window, or 2) reduce the size of the window to square window. If the window size is reduced, it should be moved away from the building corner edge trim, and the bottom edge should be aligned with Window J. Also, consider making smaller window decorative with patterned, etched, or stained glass. p: Provide details for integration of porch screening with proposed rail and balusters —does screening continue below rail? d. Eliminate wiring to post light shown on E-2. -e Provide cut sheet of exterior light fixtures shown.at front and side doors on E-2. Illustrate fixture on elevations. Morningside Townhome Exterior Color Palette Submission We recommend the following change to the Morningside color palette: .a. For Upper Body color, replace "Buckland Blue—HC151" with "Hamilton Blue." For Door color, substitute charcoal gray, or black, or"Wynwood" for"Hamilton Blue." b. In response to Wright Builders' inquiry on March 20, 2008, MassDevelopment accepts and authorizes the requested change for the proposed color scheme for the Craftsman-style house at Lot#3, namely that the body of the house be painted a single color, "Whitall Brown." MassDevelopment suggests that Wright Builders consider an alternate for the exterior painting of the Craftsman homes in which single-color body painting becomes the standard. c. If Wright Builders is to pursue suggestion in b, above, regarding single-color body painting schemes, consider substituting "Montgomery White" as Trim color in place of"Cliffside Gray." Specifications Note: Specifications have been reviewed for impact on the exterior design only. This review is not intended to verify the completeness, accuracy or constructability of the specifications nor ARiROWSTREET i I Village at Hospital Hill—Eastview and Olander Drive Residences Review DRAFT REVIEW 14 March 2008 Page 12 of 13 does this review include compliance of proposed materials with applicable laws, regulations or code requirements. ReviseSection{2107 all stumps o be removed orground;to below grade at;a minirnum Dispose of stumps off site m cc ►rdarice with;appfrcable,rpggjgyons.r,;:do nof:use a k�ackfll; b. All utility connection specifications to meet City's standards for materials and installations. c. Section 2160: no perimeter drainage system is shown on plans. If required, provide further installation details and proposed drainage connections. 'cf. Section 2400 and 2500: Paving to meet City's standard for materials and installation. -'e. Section 2510: Provide manufacturer's information on proposed shadow box fencing. f. Section 6371: ,�. Provide manufacturer's information on Miratec at front porch skirt. ii. If front entry porch columns are;specified to be site built, provide sufficient details and dimensions in drawings to ensure proper construction. Provide details of proposed base and cap construction. 7. LEED Checklist Note: LEED Checklist been reviewed for general compliance with proposed plans and specifications. This review is not intended to verify the completeness, accuracy, constructability or potential budget impact of the proposed LEED points. a. Review LEED checklist and consider adding points for ID 1.4 (Design Charrette), 1.5 (Building Orientation for Solar Design), 3.1 (Master Planned, New Urbanist, Mixed-Income Community), and 3.2 (Brownfields!Development). b. Consider adding points for SS 2.3and 2.4. c. SS4.3: Management of storm water roof runoff should be reviewed for compliance at Morningside residences. d. WE 1.2: Points for rainwater harvesting should be confirmed— no rainwater harvesting system is currently illustrated on plans. e. WE 2.1: High efficiency irrigation system should be confirmed— no indication of irrigation system illustrated on plans. f. EA 1.2: Exceptional energy performance should be confirmed. a..ad ,1 A R R O W S T R E E T Village at Hospital Hill—Eastview and Olander Drive Residences Review DRAFT REVIEW 14 March 2008 Page 13 of 13 g. MR 1.2 to 1.4: Review material efficient framing requirements—no indication on plans of detailed cut list. h. EQ 7.2: No indication of air filtering requirements in specifications. i. EQ 8.1 and 8.3: Indoor air contaminant control during construction is not included in Specifications. j. EQ 9.2: Requirements for radon-resistant construction should be reviewed against current specifications. k. EQ 10: Garage pollution requirements should be reviewed for attached garages at Morningside residences. 1. Why are all the EA categories "Not Applicable?" End of comments. Please contact us if you have any questions or comments. Distribution Project file W:107107095_Northampton_Wri ghtB uilders\07095g11.doc kmBeaKeyBuld Structngineu.5032.303m VILLIAGP,HILL2-Level 5 kmBea is Database se 80 4- 1-08 Materials Database 801 8:34am I of`2 Member Data Description:CaIcB4 Member Type: Beam Application: Floor Comments: Craftsman basmt be Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code:Other Dead Load: 0 PLF Deflection Criteria: L/360 live, 0240 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" 5' 2.00" 0 255 Snow Replacement Uniform(PLF) 0' 0.00" 5' 2.00" 210 340 Live Replacement Uniform(PLF) 0' 0.00" 21' 0.00" 0 255 Snow Replacement Uniform(PLF) 0' 0.00" 21' 0.00" 210 340 Live Replacement Uniform(PLF) 5' 2.00" 11' 2.00" 0 255 Snow Replacement Uniform(PLF) 5' 2.00" 11' 2.00" 210 340 Live Replacement Uniform(PLF) 11' 2.00" 21' 0.00" 0 255 Snow Replacement Uniform(PLF) 11' 2.00" 21' 0.00" 210 340 Live Replacement Uniform(PLF) 21' 0.00" 28' 0.00" 0 264 Snow Replacement Uniform(PLF) 21' 0.00" 28' 0.00" 0 264 Snow Replacement Uniform(PLF) 21' 0.00" 28' 0.00" 179 200 Live Replacement Uniform(PLF) 21' 0.00" 28' 0.00" 214 340 Live Point(LBS) 0' 4.63" 700 1730 Snow Point(LBS) 21' 0.00" 0 203 Snow Point LBS 21' 0.00" 378 288 Live �' IN = Q 700 � 700 2800 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.799" 7085# 2 6' 7.375" Wall N/A 3.340" 13152# 3 13' 7.375" Wall N/A 3.146" 12388# 4 20' 7.375" Wall N/A 3.404" 13405# 5 27' 2.750" Wall N/A 1.500" 4221# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live Snow 1 1812# 2025# 3248# 2 3322# 5605# 4224# 3 2897# 5423# 4068# 4 3581# 5321# 4502# 5 1028# 1622# 1571# Design spans 6' 7.375" 7' 0.000" 7' 0.000" 6' 7.375" Product:1 3/4x71/4 Versa-Lam SP 2.0-3100 3 ply Component Member Design has Passed Design Checks.- Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6671.'# 15028.'# 44% 2.98' Odd Spans D+L+S Negative Moment 8644.'# 15028.'# 57% 6.61' Adjacent 1 D+L+S Negative Unbrcd 8644.'# 14167.'# 61% 6.61' Adjacent 1 D+L+S Shear 5690.# 8317.# 68% 6.6' Adjacent 1 D+L+S TL Deflection 0.1434" 0.3307" U553 2.98' Odd Spans D+L+S+Lr+W LL Deflection 0.1169" 0.2205" 0678 3.31' Odd Spans L+S+Lr+W All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. a "Passing is defined as when the member,floorjois'.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 re wired lora mval.This des,n assumes roduct installation acwrdinq to the manufacturer's specifications. KeyBuild Structure—2.303m VILLIAGB HILL2-Level kmBeamEngine4.503h 4- 1-08 Materials Database 801 8:34am 2 of 2 Control: Shear DOLS: Live=100% Snow=115% Roof=125% Wind=133% 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 Copyright(C)l989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. ri:9t iia Nt$;,S,t€L, "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for 4oads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professional as wired fora roval.This desi n assumes product installation according to the manufacturer's s ecificalions. %_,1d1L.)IltattjDunusroomoption 4- 1-08 " �ij ,� (2 Q/r�Y1 __ 11:02am (/�u` Y'G CTMYt 1 of I KeyBeam Engine 4h �� kmBeamEngine 4.503h /A�! Materials Database 801 i Member Data Description: Member Type: Beam! Application: Floor Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 10 PLF Deflection Criteria: U360 live, L/240 total Live Load: 40 PLF Deck Connection:Nailed Member Weight: 13.8 PLF Filename: KYB1 Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform(PSF) 0' 0.00" 24' 5.50" 12' 0.00" 10 35 Snow Additional Uniform(PSF) 0' 0.00" 24' 5.50" 7" 0.00" 10 35 Snow Additional Uniform(PSF) 0' 0.00" 24' 5.50" 7' 0.00" 10 10 Live Additional Uniform PSF 0' 0.00" 24' 5.50" 11 0.00" 10 30 Live > I '01 r 1240 121 8 2458 v/ Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall 5.500" 1.810" 4751# 2 11'11.375" Wall 5.500" 5.351" 14048# 3 23' 8.250" Wall 5.500" 1.776" 4662# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live Snow 1 1279# 522# 3472# 2 4202# 1481# 9846# 3 1242# 514# 3420# Design spans 11'11.375" 11' 8.875" Product:1 3/4x14 Versa-Lam 2.0-SP 3100 2 ply Component Member Design has Passed Design Checks.— Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 11868.'# 33390.'# 35% 4.78' Odd Spans D+S Negative Moment 16640.'# 33390.'# 49% 11.95' Total load D+S Negative Unbrcd 16640.'# 32817.'# 50% 11.95' Total load D+S Shear 5954.# 10706.# 55% 11.94' Total load D+S Max.Reaction 14048.# 14438.# 97% 11.95' Total load D+S TL Deflection 0.1675" 0.5974" L/856 5.38' Odd Spans D+S LL Deflection 0.1330" 0.3983" L/999+ 5.38' Odd Spans S Control: Max.Reaction DOLS: Live=100% Snow=115% Roof=125% Wind=133% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners fi l P Copyright(C)l989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. "Passing is defined as when the member,floorjoisl,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 re wired fora royal.This desi n assumes product installation according to the manufacturer's specifications. r i -0 38-0-0 I I c? m N 4 N � N LL 25-2-0 05 L 4 N m W N 3 6-2-0 F01C& N a 3 N F03 16-9-12 16-9-12 34-0-0 I 6-0-0 'lam Hospital Hill - Craftsman First Floor i 38-0-0 I i Pc.x fk I c N N 26-0-0 11-6-8 F02 N 0 4 4 OD Q N � N 6-6-8 1 � m o � SA 016E 16-9-4 _ 16-9-4 34-0-0 I 6-0-0 Hospital Hill - Craftsman Second Floor Universal Forest Products 155 Bay Road,PO Box 945/Belchertown,MA.01007 Phone:413-323-7247 Fax:413-323-5780/Rep: Mike Ellerbrook Wriwht ,Builders Hospital Hill Craftsman Unit Floor Truss Profiles SHOP DRAWIING APPROVAL THESE DRAWINGS ARE THE SOLE SOURCE FOR FABRICATION OF PANELS AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER PANEL DRAWINGS. REVIEW AND APPROVAL OF THESE DRAWINGS MUST BE RECEIVED BEFORE ANY PANELS WILL BE BUILT. VERIFY ALL CONDITIONS TO INSURE AGAINST CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU.PLEASE INITIAL EACH ATTACHED PANEL DRAWING. Approved by: Date: Job Truss Truss Type Qty Ply Wri�Reference 107110098 F01 •FLOOR 3 1 Jo Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Thu Feb 14 15:20:16 2008 Page 1 0-1-8 H 1 2-6-0 1�1 8� 1-9-8 0-,1-8 � Scald�1:39.3 1s.311 15.3= 3.8= 1.5x3 II 3x4= 3.8 FP= 1.5x3 II 5x12= 3x4 II 3.4= 3x4= 3.4 11 1 2 3 4 0.4_ 8 7 8 9 10 i1 12 123 12 w1 18 21 2U 19 18 17 15 14 13 3.8= 3x10= 1 5x3 II 15x3 11 502= 3.8 FP= Sa12= 1.5x3 II 1.5x3 II us= 17-0-0 24-5-0 I 17-0-0 7-5-0 Plate Offsets X,Y: 4:0-1-8,Ed e, 5:0-1-8,Ed e, 10:0-1-8,Ed e, 11:0-1-8,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.84 Vert(LL) -0.33 20-21 >618 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.97 Vert(TL) -0.56 20 >361 240 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.08 16 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:92 Ib LUMBER BRACING TOP CHORD 4 X 2 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib/size) 22=912/0-5-8,13=219/Mechanical,16=1763/0-3-8 Max Upliftt3=-63(LC 2) Max Grav22=924(LC 7),13=356(LC 3),16=1763(LC 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 22-23=-108/0,1-23=-108/0,12-13=-162/0,1-2=-8/0,2-3=-3773/0,3-4=-3773/0,4-5=X4063/0,5-6=-3090/0,6-7=-3090/0,7-8=-3059/0,8-9=0/1882,9-10=0/1882,10-11=-567/567,11-12=0/0 BOT CHORD 21-22=0/2324,20-21=0/4063,19-20=0/4063,18-19=0/4063,17-18=0/1331,16-17=011331,15-16=-567/567,14-15=-567/567,13-14=-567/567 WEBS 9-16=-256/0,2-22=-2442/0,8-16=-3013/0,2-21=0/1530,8-18=0/1911,3-21=-308/0,7-18=-290/0,4-21=-630/204,5-18=-1234/0,4-20=-117/68,5-19=-26/159,11-13=-596/596,10-16=-1793/0, 10-15=0/196,11-14=-110/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 63 Ib uplift at joint 13. 4)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-164 nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 1 6)CAUTION,Do not erect truss backwards. LOAD CASE(S)Standard Job I Truss Truss Type - Qty Ply Wright Hill II 07110098 F01 GR FLOOR 1 1 Job Reference(optional) Universal Forest Products,Belchertown,MA.01007 z 3 7.030 s Jan 3 2008 MiTek Industries,Inc. Thu Feb 14 15:20:17 2008 Page 1 3x4 II - 3a4- 3x4= 3xa II 1-2-0 0,13-0 1-3-0 —_s. T1 i wt N2 W7 w6 I B1 spacial sp-1 15.311 1.5x3 11 3x6= 6 9 6 10 5 -3e-- 3-8-0 3-8-0 Plate Offsets X,Y: 1:Ed e,0-1-8, 2:0-1-8,Ed e, 3:0-1-8,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.02 5-6 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.98 Vert(TL) -0.03 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2003ITP12002 (Matrix) Weight:17 lb LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except end verticals. 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 Stud REACTIONS (Ib/size) 8=617/0-3-8,5=638/Mechanical FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-8=-61/0,4-5=-64/0,1-2=0/0,2-3=-020/0,3-4=0/0 BOT CHORD B-9=0/620.7-9=0/620,6-7=0/620,6-10=0/620,5-10--0/620 WEBS 3-5=-725/0,2-8=-738/0,2-7=0/296,3-6=0/264 NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1422 Ib down at 0-10-8,and 422 Ib down at 2-10-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(6). LOAD CASE(S)Standard 1)Floor,Lumberincrease=1.00,Platelncrease=1.00 Uniform Loads(plf) Vert:5-8=-20,1-4=-100 Concentrated Loads(Ib) Vert:9=422(8)10=422(8) Job Truss Truss Type Qty Ply Wright Hill II 07110098 IF02 (FLOOR 10 1 Job Reference(optional) Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Thu Feb 14 15:20:19 2008 Page 1 0-1-8 2-6-0 1-1-81 1-1-8 0-1-8 1.5x3 11 3x4 II 1.5x3 11 15x3= 3.8= 1.5x3 II 3x4= 3.4= 1.5x3 II 5.12= 3x10 MI120H FP= 502= 1.5x3 II 3.4= 3x4= 15x3 11 3.8 FP=3x8= 1.5x3= 1 2 3 4 5 fi 7 8 9 10 11 12 13 14 15 16 17 31 VJ2 4 VJ2 ] 2 32 29 28 27 26 25 23 22 21 20 19 3.6= 300= 1.50 II 3x10 MI120H FP= 5.12= 5x16= 5.12= 15x3 11 15.3 II 3.10= 3.6= 1.5x3 11 3.10 M1120H FP= 17-0-0 34-0-0 I 17-0-0 17-0-0 Plate Offsets(X Y):[4:0-1-8 Edge] [5:0-1-B Edge] [12:0-1-8 Edge] [13:0-1-8,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.30 28-29 >678 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.93 Vert(TL) -0.4719-20 >430 240 M1120H 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.08 18 n/a n/a BCDL 10.0 Code IBC2003ITP12002 (Matrix) Weight:136 Ib 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 verticals. BOT CHORD 4 X 2 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 4 X 2 SPF Stud 6-0-0 oc bracing:24-25,23-24. REACTIONS (Ib/size) 30=776/0-5-8,24=2486/0-3-8,18=776/0-5-8 Max Grav30=852(LC 2),24=2486(LC 1),18=852(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 30-31=-109/0,1-31=-108/0,18-32=-109/0,17-32=-108/0,1-2=-8/0,2-3=-3364/0,34=-3364/0,4-5=-3383/0,5-6=-2120/669,6-7=-2089/673,7-8=0/4261,8-9=0/4261,9-10=0/4261, 10-11=-2089/673,11-12=-2120/669,12-13=-3383/0,13-14=-3364/0,14-15=-3364/0,15-16=-3364/0,16-17=-8/0 BOT CHORD 29-30=0/2113,28-29=0/3383,27-28=0/3383,26-27=0/3383,25-26=0/3383,24-25=-1662/97,23-24=-1662/97,22-23=0/3383,21-22=013383,20-21=0/3383,19-20=0/3383,18-19=0/2113 WEBS 9-24=-289/0,2-30=-2219/0,7-24=-3277/0,2-29=0/1322,7-25=0/2339,3-29=-333/0,6-25=-269/8,4-29=-102f710,5-25=-1767/0,4-28=-189/0,5-27=0/233,16-18=-2219/0,10-24=-3277/0, 16-19=0/1322,10-23=0/2339,14-19=-333/0,11-23=-269/8,13-19=-102/710,12-23=.-1767/0,12-21=0/233,13-20=-189/0 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 Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply Wright Hill II 0711009B F02GR FLOOR 1 2 Job Reference(optional) Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Thu Feb 14 15:20:19 2008 Page 1 0-4-8 ti 1-3-0 Sola�1:26. —12 M1116= 1x1= 3x4= 3.4= 3.4_ 1.5.3 II 3.4= 1x4= 3.8 FP= 3x6= 3.4 II 1 2 3 4 5 6 ] 8 8 10 11 S82 9 Spacial 3x4 2120 18 22 17 18 15 11 1] 3x6= 3.4= 13x4= 1.5x3 II 3x10 M1120H FP= 3x4= 3x8= 3x6= Q-4-$ 16-8-4 0-4-8 16-3-12 Plate Offsets X,Y: 1:0-2-0,Ed e, 5:0-1-8,Ed e, 16:0-1-8,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.25 17-18 >780 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.4017-18 >488 240 M1120H 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) -0.01 12 n/a n/a Mills 141/138 BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:126 lb 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 verticals. BOT CHORD 4 X 2 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib/size) 1=1324/0-4-0,12=1236/0-3-8 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 11-12=-45/0,1-2=-1797/0,2-3=-1793/0,3-4=-4644/0,4-5=-6746/0,5-6=-6951/0,6-7=-6951/0,7-8=-5349/0,8-9=-3199/0,9-10=-3199/0,10-11=0/0 BOT CHORD 20-21=010,19-20=0/3364,18-19=0/5915,18-22=0/6951,17-22=0/6951,16-17=0/6951,15-16=0/6224,14-15=0/6224.13-14=0/4470,12-13=0/1833 WEBS 10-12=-2173/0,1-20=0/2138,10-13=0/1668,3-20=-1917/0,8-13=-1551/0,3-19=0/1563,8-14=0/1073.4-19=-1551/0.7-14=-1068/0,4-18=0/1109,7-16=0/1168,5-18=-443/108,5-17=0/279, 6-16=-346/0 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 Building Code section 2306.1 and referenced standard ANSI1TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500ih. 7)CAUTION,Do not erect truss backwards. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load($)618 Ib down at 7-3-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)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:12-21=-20,1-11=-100 Concentrated Loads(Ib) Vert:22=-018(8) i iJob Truss Truss Type qty Ply Wright Hill II 07110098 F03 FLOOR 2 1 Job Reference(optional) Universal Forest Products,Belchertown,MA.01007 - 7.030 s Jan 3 2008 MiTek Industries,Inc. Thu Feb 14 15:20:20 2008 Page 1 0-4-8 260 8cak=1:a0. T7x 12 MII18=3x4= 1.5x3 II 3x6= 13,3 II 3.4= 3x8 FP= 1.5x3 II 5x12= 3.4 II 3.6= 1.5x3 II 3.6= 3x4 II 1 25 2 3 4 5 6 7 8 9 1D 11 12 13 14 o W / 12 W1 W1 19 1 82 24 23 22 21 M 19 17 16 15 5x16= 3.4=1.5.3 II 5.12= 3.8 FP= 5.12- 1.5x3 II 3x4= 3x8= 0 4r8 16-6-0 16x7-8 25-6-8 0-4-8 16-1-8 0-1-8 8-11-0 Plate Offsets X,Y: 1:0-2-0,Ed e, 6:0-1-8,Ed e, 11:0-1-8,Ed e, 16:0-1-8,Ed e, 22:0-1-8,Ed 8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loo) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.99 Vert(LL) -0,2622-23 >766 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.88 Vert(TL) -0.5122-23 >387 240 M1118 141/138 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.01 15 n/a n1a BCDL 10.0 Code IBC2003ITP12002 (Matrix) Weight:101 Ib LUMBER BRACING TOP CHORD 4 X 2 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. BOT CHORD 4 X 2 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-M cc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib/size) 1=850/0-3-8,15=289/Mechanical,18=1904/0-4-8 Max Upliftl5=-52(LC 2) Max Gravl=858(LC 2),15=442(LC 3),18=1904(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 14-15=-96/0,1-25=-2328/0,2-25=-2325/0,2-3=-2324/0,3-4=-2364/0,4-5=-3507/0,5-6=-3507/0,6-7=-2446/0,7-8=-2446/0,8-9=-2416/0,9-10=012388,10-11=0/2388,11-12=-702/1041, 12-13=-702/1041,13-14=0/0 BOT CHORD 23-24=0/0,22-23=0/3380,21-22=0/3507,20-21=0/3507,19-20=0/646,18-19=0/646,17-18=-1041f702,16-17=-1041/702,15-16=-336/889 WEBS 10-18=-260/0,1-23=0/2421,9-18=-3062/0,3-23=-243/0,9-20=0/1925,4-23=-1069/0,8-20=-270/0,4-22=-260/472,6-20=-1224/0,5-22=-21156,6-21=-63/118,13-15=-937/354,11-18=-2205/0, 13-16=-844/0,11-17=0/198,12-16=0/235 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 52 Ib Uplift at joint 15. 5)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI1TPI 1. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)Gap between inside of lop chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S)Standard t Job Truss Truss Type Qty Ply Wright Hill It ) 107110098 F03A FLOOR 1 1 Jab Reference(optional) Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Thu Feb 14 15:20:20 2008 Page 1 0-4-8 2-6-0 -0 i 1 � 6[ele=141. T]x12 M1118= 3x4= 15x3 JI 3x6= 1.5x3 II 3.4= 3x8 FP= 1.5x3 II 5.12= 3.411 3.6= 15x3 II 3.6— .411 I1 25 2 3 4 5 6 7 5 9 10 11 12 13 14 J q — W 12 Wt W1 19 1 7�]j'S"1I1 24 23 22 21 20 19 17 16 Sx1fi= 3.4=1.5x3 II 5.12= 3.8 FP= 5x12= 15.311 3.4- 16-6-0 v4=16-6-0 1677-8 25-10-0 0-4-8 16-1-8 0-1-8 9-2-8 Plate Offsets X,Y: 1:0-2-0,Ed e, 6:0-1-8,Ed e, 11:0-1-8,Ed e, 16:0-1-8,Edge], 22:0-1-8,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.85 Vert(LL) -0.25 22-23 >801 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.89 Vert(TL) -0.49 22-23 >405 240 MI118 141/138 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.01 15 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:102 Ib LUMBER BRACING TOP CHORD 4 X 2 SPF 270OF 2.2E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib/size) 1=860/0-3-8,15=333/0-3-8,18=1885/0-3-8 Max Upliftl5=-24(LC 2) Max Gravl=866(LC 2),15=473(LC 3),18=1885(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 14-15=-94/0,1-25=-2358/0,2-25=-2356/0,2-3=-2354/0,3-4=-2395/0,4-5=-3603/0,8-6=-3603/0,6-7=-2589/0,7-8=-2589/0,8-9=-2559/0,9-10=0/2263,10-11=0/2263,11-12=-851/910, 12-13=-851/910,13-14=0/0 BOT CHORD 23-24=0/0,22-23=0/3441,21-22=0/3603,20-21=0/3603,19-20=0/812,18-19=0/812,17-18=-910/851,16-17=-910/851,15-16=-249/983 WEBS 10-18=-250/0,1-23=0/2452,9-18=-3033/0,3-23=-244/0,9-20=0/1912,4-23=-1099/0,8-20=-273/0,4-22=-237/504,6-20=-1191/0,5-22=-31/64,6-21=-63/96,13-15=-1036/262,11-18=-2230/0, 13-16=-760/0,11-17=0/177,12-16=0/236 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 24 Ib Oplift atjoint 15. 4)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and;referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-166 nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply Wright Hill II I 0711009 F03GR FLOOR ,1 ._- 2 Job Reference(optional) Universal Forest Products,Belchertown,MA.01007 7,030 s Jan 3 2008 MITek Industries,Inc. Thu Feb 14 15:20:212008 Page 1 0-1-8 H 2-6-0 1-6-0 0-�1-8 ' scale=1:11. 3x4= 3x6 II 2 3 3.4= 4 3x1 II Ti I W1 W2 WS BL1 BL2 B1 specul special special 15x3 II 1.5x3 II 8 9 7 to B 5 3.6- 3x6- 7-3-0 7-3-0 Plate Offsets(X,Y): 1:Ed e,0-1-8 2:0-1-8,Ed e, 3:0-1-8,Ed a -- LOADING(psf) SPACING2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.08 5-6 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.11 5-6 >766 240 BCLL 0.0 Rep Stress Incr NO WE 0.34 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC2003ITP12002 (Matrix) Weight:55 lb 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 verticals. 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 Stud REACTIONS (Ib/size) 8=870/0-5-8,5=978/Mechanical FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-8=-122/0,4-5=-130/0,1-2=0/0,2-3=-2057/0,3-4=0/0 BOT CHORD 8-9=0/2057,7-9=0/2057,7-10=0/2057,6-10=0/2057,6-11=0/2057,5-11=0/2057 WEBS 3-5=-2163/0,2-8=-2163/0,2-7=0/469,3-6=0/505 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)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1$d 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($)336 Ib down at 2-0-0,and 336 Ib down at 4-0-0,and 336 Ib down at 6-0-0 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:5-8=-20,1-4=-100 Concentrated Loads(Ib) Vert:9=-336(8)10=-336(8)11=-336(8) Job Truss Truss Type Qty Ply =H,111.1'��07110098 F04 FLOOR 10 1 l Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Thu Feb 14 15:20:22 2008 Page 1 0-4-8 f 1 2-6-0i 0'�0 0�0 0AST r cale=1:53. T7 12.1118= 15.3 II 1.5x3 11 T7x12 MII18= 3.4= 1.513 II 3x6= 3.4= 3x8 FP= 1.5x3 11 5x12= 3.4 II 5.12= 1.5.3 II 3.4= 3.8 FP= 3x8= 1.5x3 II 3x4= 1 33 2 3 d 5 6 7 e 9 10 11 12 13 14 15 16 1] 18 34 19 W4 W5 W2 N2 I� 32 31 b 29 28 27 25 24 23 22 21 2a 5x16= 3.4- 5x12= 3.8 FP= 5x16= 5x12= 3.4= 311DM1120 FP= W6= 1Sx3 It 1.5.3 11 01.4T8 16-4-8 161¢-0 32-7-8 3--Q-0 0-4- 8 16-0-0 0-1-8 16-1-8 0-4-8 Plate Offsets X,Y: 1:0-2-O,Ed e, 6:0-1-8,Ecla 13:0-1-8,Edge], 23:0-1-8,Ed a [30:0-1-8 rd, LOADING(psf) SPACING 2-0-0 CSI DEFL in (loo) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.86 Vert(LL) -0.25 21-23 >779 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.47 21-23 >424 240 M1120H 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.02 1 n/a n/a MII18 141/138 BCDL 10.0 Code IBC2003ITP12002 (Matrix) Weight:140 lb LUMBER BRACING TOP CHORD 4 X 2 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 4 X 2 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: WEBS 4 X 2 SPF Stud 6-0-0 cc bracing:26-28,25-26. REACTIONS (Ib/size) 26=2442/04-0,1=751/0-3-8,19=751/0-3-8 Max Grav26=2442(LC 1),1=829(LC 2),19=829(LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-33=-2234/0,2-33=-2231/0,2-3=-2230/0,3-4=-2271/0,4-5=-3228/0,5-6=-3228/0,6-7=-2058/642,7-8=-2058/642,8-9=-2028/647,9-10=0/4180,10-11=0/4180,11-12=-2028/647, 12-13=-2058/642,13-14=-3228/0,14-15=-3228/0,15-16=-3228/0,16-17=-2271/0,17-18=-2230/0,18-34=-2231/0,19-34=-2234/0 BOT CHORD 31-32=0/0,30-31=0/3196,29-30=0/3228,28-29=0/3228,27-28=-1620/95,26-27=-1520/95,25-26=-1620/95,24-25=0/3228,23-24=0/3228,22-23=0/3196,21-22=0/3196,20-21=0/0 WEBS 10-26=-290/0,1-31=0/2323,9-26=-3212/0,3-31=-248/0,9-28=0/2284,4-31=-973/60,8-28=-267/0,4-30=-605/127,6-28=-1611/0,5-30=0/129,6-29=-14/166,19-21=0/2323,11-26=-3212/0, 17-21=-248/0,11-25=0/2284,16-21=-973/60,12-25=-267/0,16-23=-605/127,13-25--1611/0,13-24=-14/166,14-23=0/129 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 Building Code section 2306.1 and referenced standard ANSI[TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001h. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S)Standard I Job Truss Truss Type Qty Ply Wright Hill II 07110098 F04GR FLOOR 1 2 Job Reference o tional Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Thu Feb 14 15:20:23 2008 Page 1 0-1-8 2-6-0 H� � �—,1-1-12 , 0-1-8 same=12]. 1 5x3 II 3.4 II 3.10- 15x3 II 3.4= 3.6 FP= 1.5.3 II 3.8= 15x3= 1 2 3 4 53.4_ e ] 5 9 L W1 B2 Special 6 15 14 13 12 11 4.10= 1.5.3 II 1.5x3 10 ave= 3. 3.6= 17-1-12 17-1-12 Plate Offsets X,Y: 1:Edge,0-1-8, 4:0-1-8,Edge], 5:0-1-8,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.93 Vert(LL) -0.41 14-15 >496 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.97 Vert(TL) -0.64 14-15 >316 240 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.07 10 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:127 lb 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 verticals. BOT CHORD 4 X 2 SPF 2100F 1.BE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib/size) 16=1529/0-3-8,10=1450/0-5-8 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-16=-112/0,10-17=-104/0,9-17=-104/0,1-2=0/0,2-3=-7340/0,3-4=-7340/0,4-5=-9106/0,5-6=-6788/0,6-7=-6788/0,7-8=-6788/0,8-9=-7/0 BOT CHORD 15-16=0/4121,14-15=0/9106,13-14=0/9106,12-13=0/9106,11-12=0/3892,10-11=0/3892 WEBS 8-10=-4095/0,2-16=-4344/0,8-12=0/3060,2-15=013402,7-12=-210/53,3-15=-359/0,5-12=-2734/0,4-15=-2152/0,4-14=0/780,5-13=0/450 NOTES 1)Trusses to be fastened together to act as a single unit. All loads to be distributed equally over thee,2 plies. 2)Unbalanced floor live loads have been considered for this design. 3)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1$d 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($)958 Ib down at 7-10-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back,(B). LOAD CASE(S)Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-16=-20,1-9=-1 00 Concentrated Loads(lb) Vert:14=-958(F) Job TrussTruss Type Qty Ply 1 Wright Hill II 07110096 FOS FLOOR '1 1 Job Reference o tional Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Thu Feb 14 15:20:23 2008 Page 1 048 2-6-0 0-7-8 1-8-8 I Style 1:13. 6.6- 3.4= 3.4= 6.6- 2 r6=2 3 15x3 II 4 3x4- 5 1.5x3 II 6 7 f-- a 1 yy q 316= 1.5x311 3x6- t3 11 tU 9 g 0-4-8 8-1-0 8-5-8 0-4-8 7-8-8 0-4-8 Plate Offsets X,Y: 4:0-1-8,Edge], 7:0-2-15,Ed e, 11:0-1-8,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loo) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) 0.08 12 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.37 12 >252 240 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) -0.01 7 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:331b LUMBER BRACING TOP CHORD 4 X 2 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 4 X 2 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SPF Stud - REACTIONS (Ib/size) 1=462/0-3-8,7=462/0-3-8 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1009/0,2-3=-1004/0,3-4=-1004/0,4-5=-1019/0,5-6=-1019/0,6-7=-1023/0 BOT CHORD 11-12=0/0,10-11=0/1004,9-10=0/1004,8-9=0/0 WEBS 7-9=0/1069,1-11=0/1054,5-9=-233/1,3-11=-148/0,4-9=-172/159,4-10=-177/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1$d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500ih. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply Wright Hill II 07110098 F06 FLOOR 12 1 Job Reference(optional) Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Thu Feb 14 15:20:24 2008 Page 1 0-4-8 2-6-0 1-8-8 0_-4__py scale 31:2a. M12 MII16- 3x4- 1.5x311 3x4= 1.5x13 II 3.6— 15x3 II 3.4= T7x12 MII16= 1 16 2 3 4 5 8 7 8 17 9 W Ili W/ VJ8 1 I� 15 14 13 12#A 5x16= 1.5x3 II 5x16= Q-4-$ 15-1-0 1555-,8 0-4-8 14-8-8 0-4-8 Plate Offsets(X,Y): 1:0-2-0,Ed a 4:0-1-8,Ed e, 12:0-1-8,Ed e LOADING(psf) SPACING 2-0-0 CSI ! DEFL in (loc) /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.83 Vert(LL) -0.37 11-12 >496 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.80 - Vert(TL) -0.72 11-12 >259 240 Mills 141/138 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) -0.06 9 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:63 lb LUMBER BRACING TOP CHORD 4 X 2 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 4 X 2 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib/size) 9=920/0-3-8,1=920/0-3-8 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-16=-2510/0,2-16=-2507/0,2-3=-2506/0,3-4=-2540/0,4-5=-3966/0,5-6=-3966/0,$-7=-2552/0,7-8=-2514/0,8-17=-2516/0,9-17=-2518/0 BOT CHORD 14-15=0/0,13-14=0/3966,12-13=0/3966,11-12=0/3761,10-11=0/0 WEBS 9-11=0/2619,1-14=0/2610,7-11=-225/0,3-14=-265/58,6-11=-1270/0,4-14=-1587/4,6-12=-111/625,4-13=-15/161,5-12=-107/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-19d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500irh. LOAD CASE(S)Standard i, I Job Truss Truss Type Qty Ply �Wng'ht Hill II 0711009B GE01 FLOOR 1 1 eference(.lpfi.n.11 Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Thu Feb 14 15:20:24 2008 Page 1 I 0-H8 0-k8 Scale•1:38. I 3.8 FP= U4 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 2021 6 5 0 5 1 s 2 8 3 6 4 s 5 6 6 6 7 3.4= 3.8 FP= 3.6= ?4-4-8 24-4-8 LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.02 HOR(TL) 0.00 22 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:74 lb LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SPF Stud OTHERS 4 X 2 SPF Stud REACTIONS (Ib/size) 41=44/24-4-8,22=63/24-4-8,40=100/24-4-8,39=108/24-4-8,38=106/24-4-$,37=107/24-4-8,36=107/24-4-8,35=107/24-4-8,34=107124-4-8,32=107/24-4-8,31=107/24-4-8, 30=107/24-4-8,29=107/24-4-8,28=107/24-4-8,27=107/244-8,26=106/24-4-8,25=1081244-8,24=103/24-4-8,23=118/24-4-8 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 4142=-36/0,1-42=-35/0,21-22=0/5,1-2=-12/0,2-3=-12/0,3-4=-1210,4-5=-12/0,5-$=-12/0,6-7=-12/0,7-8=-12/0,8-9=-1210,9-10=-12/0,10-11=-12/0,11-12=-12/0,12-13=-12/0,13-14=-1210, 14-15=-12/0,15-16=-12/0,16-17=-12/0,17-18=-12/0,18-19=-12/0,19-20=-12/0,20,21=-110 BOT CHORD 4041=0/12,39-40=0/12,38-39=0/12,37-38=0/12,36-37=0/12,35-36=0112,34-35=0/12,33-34=0/12,32-33=0/12,31-32=0/12,30-31=0/12,29-30=0/12,28-29=0/12,27-28=0/12,26-27=0/12, 25-26=0/12,24-25=0/12,23-24=0/12,22-23=0/12 WEBS 2-40=-85/0,3-39=-90/0,4-38=-89/0,5-37=-89/0,6-36=-89/0,7-35=-89/0,8-34=-89/0,9-32=-89/0,10-31=-8910,11-30=-89/0,13-29=-89/0,14-28=-8910,15-27=-89/0,16-26=-89/0,17-25=-89/0, 18-24=-87/0,19-23=-96/0,20-22=-62/0 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.diagondl web). 4)Gable studs spaced at 1-4-0 oc. 5)This truss is designed in accordance with the 2003 International.Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S)Standard I I [0711009B Truss Type TQtY Ply Wright Hill II �]GE02 GABLE 1 Job Reference o tional Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 Mi I ek Industries,Inc. Thu Feb 14 15:20:25 2008 Page 1 O 1 gOH8 (I s..l.-mail 1 3x4 11 3 15x3 I I 3 15.311 4 1.513 11 5 1.5x3 11 6 15.3 I I 7 1.50 11 83.4 11 T Lf Wt T1 ST, T T 1W2 i L 1 3.4- 1.50 II 110 11 1.5x3 II 15x3 I I 1.5x3 I I 1.5x3 II 3x4= 1-4-0 2-8-0 4-0-0 5-4-0 6-8-0 8-0-0 8-11-8 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-11-8 Plate Offsets(X,Y): 1:Ed e,0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def! L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code IBC2003ITP12002 (Matrix) Weight:29 lb 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 verticals. 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 Stud OTHERS 4 X 2 SPF Stud REACTIONS (Ib/size) 16=64/8-11-8,9=37/8-11-8,15=161/8-11-8,14=160/8-11-8,13=160/8-11-8,12=158/8-11-8,11=166/8-11-8,10=132/8-11-8 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-16=-54/0,9-17=-29/0,8-17=-29/0,1-2=-9/0,2-3=-9/0,3-4=-9/0,4-5=-9/0,5-6=-9/0,6-7=-9/0,7-8=-9/0 BOT CHORD 15-16=0/9,14-15=0/9,13-14=0/9,12-13=0/9,11-12=0/9,10-11=0/9,9-10=0/9 WEBS 2-15=-134/0,3-14=-133/0,4-13=-134/0,5-12=-132/0,6-11=-138/0,7-10=-112/0 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 Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S)Standard J i Job Truss Truss Type Qty Ply Wright Hill II I 07110098 GE03 FLOOR " 1 1 Job Reference(optional) Universal Forest Products,Selcherlown,MA.01007 7 7.030 s Jan 3 2008 MiTek Industries,Inc. Thu Feb 14 15:20:25 2008 Page 1 0-t-8 0-1-8 HH I Jx8 FP= 3x8 FP= 1 2 3 < 5 fi ] S 9 10 11 12 13 14 15 1fi 1 18 /9 20 21 22 n 24 25 26 27 28 29 q 1 3 0 5 5 8 8 9 5 0 S 1 8 2 S 3 5 6 S 5 S 6 S ] S 8 8 9 5 5 1 5 8 5 4 S 5 So qJ 3.4= 3.8 FP= 3.8 FP= 3.4= $4-0-0 $4-0-0 LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 30 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:1021b 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 verticals. 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 Stud OTHERS 4 X 2 SPF Stud REACTIONS (Ib/size) 58=37/34-0-0,30=10/34-0-0,57=109/34-0-0,56=106/34-0-0,55=107/34-0-0,54=107/34-0-0,53=107/34-0-0,52=107/34-0-0,51=107/34-0-0,49=107/34-0-0,48=107/34-0-0, 47=107/34-0-0,46=107/34-0-0,45=107/34-0-0,44=107/34-0-0,43=107/34x0-0,42=107/34-0-0,41=107/34-0-0,39=107/34-0-0,38=107/34-0-0,37=107/34-0-0,36=107/34-0-0, 35=107/34-0-0,34=107/34-0-0,33=106/34-0-0,32=111/34-0-0,31=79/34-0-0 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 58-59=-32/0,1-59=-32/0,30-00=-5/0,29-60=-5/0,1-2=-4/0,2-3=-4/0,3-4=-4/0,4-5*4/0,5-6=4/0,6-7=4/0,7-8=-4/0,8-9=-4/0,9-10=-4/0,10-11=-4/0,11-12=-4/0,12-13=-4/0,13-14=-4/0, 14-15=-4/0,15-16=-4/0,16-17=-4/0.17-18=-4/0,18-19=-4/0,19-20=-4/0,20-21=-4/0,21-22=-4/0,22-23=-4/0,23-24=-4/0,24-25=-0/0,25-26=4/0,26-27=-4/0,27-28=-4/0,28-29=-4/0 BOT CHORD 57-58=0/4,56-57=0/4,55-56=0/4,54-55=0/4,53-54=0/4,52-53=0/4,51-52=0/4,50.51=0/4,49-50=0/4,48-49=0/4,4748=0/4,46-47=0/4,4546=0/4,44-45=0/4,4344=0/4,42-43=0/4, 4142=0/4,40-41=0/4.39-40=0/4,38-39=0/4,37-38=0/4,36-37=0/4,35-36=0/4,34;35=0/4,33-34=0/4,32-33=0/4,31-32=0/4,30-31=0/4 WEBS 2-57=-89/0,3-56=-89/0,4-55=-89/0,5-54=-89/0,6-53=-89/0,7-52=-89/0,8-51=-89/0,949=-89/0,1048=-8910,11-47=-89/0,13-46=-89/0,14-45=-89/0.1544=-89/0,16-43=-89/0,1742=-89/0, 1841=-89/0,19-39=-89/0,20-38=-89/0,21-37=-89/0,23-36=-89/0,24-35=-8910,25-34=-89/0,26-33=-88/0,27-32=-92/0.28-31=-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). 4)Gable studs spaced at 14-0 oc. 5)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1¢d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S)Standard i 38-0-0 4 s-0-o 03 303 OZ I _. 1(4 H 02 JO 03 JO /-IT- Y05 o 0 0 faf n 05 JO 6-0-0 04 7 o ti o 134)-0 16-0-0 3-0-0 3440-0 7-0-0 _ Craftsman Main Roof & 5/12 Por h Job Truss Truss Type Qty Ply Wright Hill II 07102526 J04 JACK '4 1 Job Reference (optional Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb-15..1.34 2008 Page 1 -1-8-0 1-10-15 3 1-8-0 1-10-15 s-m.=1 T 5..12 2 T1 e1 1 / / v4_ 4 1-10-15 1-10-15 TCADING(psf) 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.35 Vert(LL) -0.00 2 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:9l LUMBER BRACING TOP CHORD 2 X 6 SPF No.2 TOP CHORD Sheathed or 1-10-15 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=365/0-3-8,4=19/Mechanical,3=8/Mechanical Max Horz2=66(LC 8) '.. Max Uplift2=-133(LC 8),3=-129(LC 12) Max Grav2=502(LC 2),4=37(LC 4),3=15(LC 6) FORCES (lb)-Maximum Compression/Maximum Tension ' TOP CHORD 1-2=0/100,2-3=-106/6 BOT CHORD 24=0/0 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=5.Opsf;BCDL=5.Opsf,Category 11;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for M WFRS for reactions specified. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(Flat roof snow);Category 11,Exp C;':Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 limes flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 133,Ib uplift at joint 2 and 129 Ib uplift at joint 3. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 add referenced standard ANSI/TPI 1. LOAD CASE(S)Standard Job Truss (Truss Type Qty Ply Wright Hill 11 07102520 105 JACK q 1 Job Reference o tional Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 211 1Industries,Inc. Fri Feb 15 09:40:34 2008 Page 1 -1-8-0 3-10-15 1-8-0 3-10-15 � s"m4=tm. 5.00 12 T1 2 Bt 4 3.4- 3-10-15 3-10-15 TCADING(psf)LL 385 SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.40 Vert(LL) -0.01 2-4 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.03 2-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:16 Ib LUMBER BRACING TOP CHORD 2 X 6 SPF No.2 TOP CHORD Sheathed or 3-10-15 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=132/Mechanical,2=448/0-3-8,4=37/Mechanical Max Horz2=95(LC 8) Max Uplift3=-48(LC 12),2=-127(LC 8) Max Grav3=185(LC 2),2=612(LC 2),4=74(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/101,2-3=-134/57 BOT CHORD 2-4=0/0 NOTES 1)Wind:ASCE 7-02;100mph,h=24ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS(low-rise)and C-C Extenor(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for M WFRS for reactions specified. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category 11;Exp CF Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 48 Ib uplift at joint 3 and 127 Ib uplift at joint 2. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard Elob Truss Truss Type ��]Oty Ply ]Wright J06 JACK 1 Job Reference o tional Universal Foresl Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:40:35 2008 Page 1 -1-8-0 fi-0-0 1-8-0 6-0 0 same=tisg 41s; 3x8= 3 I :5.00 12 W1 W1 T1 2 / q e Bt ' 1v \ 3x4 II 3x8= 6-0-0 6-0-0 LOADING(psf) TC385 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.40 Vert(LL) 0.02 2-4 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.19 Vert(TL) -0.04 2-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:26 lb LUMBER BRACING TOP CHORD 2 X 6 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 2=552/0-3-8,6=266/0-1-8 Max Horz2=121(LC 8) Max Uplift2=-130(LC 8),6=-41(LC 8) Max Grav2=748(LC 2),6=352(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/101,2-3=-34610,4-5=0/109,3-5=-183/182 BOT CHORD 2-4=-68/178 WEBS 3-6=-143/0,5-6=-35/96 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=5.Opsf;BCDL=S.Opsf;Category 11;Exp C;enclosed,MWFRS(low-rise)and C-C Exterior(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for M WFRS for reactions specified. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category ll;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Bearing atjoint(s)6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 130 lb uplift at joint 2 and 41 Ib uplift at joint 6. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard ,. Job Truss Truss Type QtyTT' right Hill II 07102528 T01 COMMON qb Reference o tional Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:40:35 2008 Page 1 1-1-4-0 6-1-12 14-0-0 21-10-4 28-0-0 29-4-0 1-4-0 6-1-12 7-10-4 7-10-4 6-1-12 1-4-0 Scale:W-1 5x10 II 6 i 6.00 12 n \ 416 46 2-1 8 W2 2.41 4 6 w T4 8 2 10 11 4x4 s 414' 4x4 0 4.4 u 13 1z 8x8 II 3x4= 3.6= 3x4- 6x8 11 9-4-0 18-8-0 28-0-0 9-4-0 9-4-0 9-4-0 Plate Offsets(X,Y): 2:0-5-14,Ed e, 10:0-5-14,Ed e TCADING(psf) 385 SPACING 2-0-0 CSI DEFL in (loo) I/defl L/d PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.68 Vert(LL) -0.12 12-14 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.86 Vert(TL) -0.35 12-14 >965 240 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.10 10 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:1371b LUMBER BRACING TOP CHORD 2 X 6 SPF No.2 TOP CHORD Sheathed or 4-1-9 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 7-7-5 oc bracing. WEBS 2 X 4 SPF No.2 SLIDER Left 2 X 6 SPF No.2 3-5-6,Right 2 X 6 SPF No.2 3-5-6 REACTIONS (Ib/size) 2=1767/0-5-8,10=1767/0-5-8 Max Horz2=107(LC 7) Max Uplift2=-220(LC 8),10=-220(LC 9) Max Grav2=1957(LC 2),10=1957(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/12,2-3=-2772/827,34=-2495/842,4-5=-2243(759,5-6=-2097/788,6-7=-2097!788,7-8=-2243!759,8-9=-2495/842,9-10=-2770/827,10-11=0/12 BOT CHORD 2-14=-59512262,13-14=-295/1576,12-13=-295/1576,10-12=-595/2262 WEBS 4-14=-7401316,6-14=-160/847,6-12=-160/847,8-12=-740/316 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=5.Opsf;BCDL=5.Opsf,Category II;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category Il;Exp C;:Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 limes flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2201b uplift at joint 2 and 220 Ib uplift at joint 10. 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply Wright Hill II 07102528 H01 HIP 2 1 Job Reference(optional) Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:40:26 2008 Page 1 1-1-4-0 8-0-0 14-0-0 20-0-0 28-0-0 29-4-0 1-4-0 8-0-0 6-0-0 6-0-0 8-0-0 1-4-0 sed=1n6. sx6 u Oxd- 5x6 I I 4 5 6 d 11 c Z \ 6 6 i9 dxd i dzd i � axd dxd 6-1 10 3x4= h10 MI12W1= 3v4= 6Y6 II 9-4-0 18-8-0 28-0-0 9-4-0 9-4-0 9-4-0 Plate Offsets(X,Y): 2:0-5-14,Edge], 8:0-5-14,Ed e TCLL OADING(psf) 385 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.95 Vert(LL) -0.19 10-12 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 1.00 Vert(TL) -0.42 10-12 >807 240 M1120H 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.13 8 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:1251b LUMBER BRACING TOP CHORD 2 X 6 SPF No.2*Except* TOP CHORD Sheathed or 3-3-14 oc purlins,except T2 2 X 4 SPF No.2 2-0-0 oc purlins(2-8-15 max.):4-6. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 7-7-0 oc bracing. WEBS 2 X 4 SPF No.2 SLIDER Left 2 X 6 SPF No.2 4-6-11,Right 2 X 6 SPF No.2 4-6-11 REACTIONS (Ib/size) 2=176710-5-8,8=176710-5-8 Max Horz2=-64(LC 6) Max Uplift2=-181(LC 8),8=-181(LC 9) Max Grav2=2229(LC 2),8=2229(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/12,2-3=-3150!709,3-4=-2850!732,4-5=-2699/744,5-6=-2699!744,6-7=-2850!732,7-8=-3149!709,8-9=0/12 BOT CHORD 2-12=-472/2552,11-12=-600/2995,10-11=-600/2995,8-10=-472/2552 WEBS 4-12=-28!790,5-12=-831/168,5-10=-831/168,6-10=-28!790 NOTES 1)Wind:ASCE 7-02;100mph,h=24ft;TCDL=5.Opsf;BCDL=5.Opsf;Category ll;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS fot reactions specified. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)All plates are MT20 plates unless otherwise indicated. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 181 Ib uplift at joint 2 and 181 Ib uplift at joint 8. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2AOd nails. LOAD CASE(S)Standard Job Truss Truss Type City Ply Wright Hill II 0710252B H01GR HIP 2 2 Job Reference o tional Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:4029-26-08 Page 1 1-1-4-0 6-0-0 14-0-0 22-0-0 28-0-0 29-4-0 1-4-0 6-0-0 8-0-0 8-0-0 6-0-0 1-4-0 6x12= 3.4= 8"12= 5 6 8.00 12 6 3 1 9 q 4.61 4x6 i 4x6: 4xfi 7x16= 13 14 12 1s 11 16 17 18 10 19 Xl TH-6 LUS24 8.3- 5.12 M1118H= LUS24 LUs24 LUS24 8x8= LUS24 THJA2 LUS24 LUS24 9-4-0 18-8-0 28-0-0 9-4-0 9-4-0 9-4-0 Plate Offsets(X,Y):L2:0-0-1,0-3-2],[4:0-6-0,0-3-21, 6:0-6-0,0-3-2 8:0-0-1,0-3-2 G(psf) TCLL 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL D1Plates Increase 1.15 TC 0.83 VertLL -0.31 10-12 >999 360 MT20 197/144 (Ground Snow=5 )0.0 Lumber Increase 1.15 BC 0.81 Vert(TL) -0.47 10-12 >713 240 M1118H 141/138 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code IBC2003/fP12002 (Matrix) Weight:279 lb LUMBER BRACING TOP CHORD 2 X 6 SPF No.2 TOP CHORD Sheathed or 3-11-4 oc purlins,except BOT CHORD 2 X 6 SPF 210OF 1.8E 2-0-0 oc purlins(4-0-1 max.):4-6. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2 X 4 SPF No.2 3-4-6,Right 2 X 4 SPF No.2 3-4-6 REACTIONS (Ib/size) 2=4331/0-5-8,8=4324/0-5-8 Max Horz 2=511(LC 8) Max Uplift2=-714(LC 7),8=-713(LC 8) Max Grav2=4851(LC 2),8=4844(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26,2-3=-8029/1261,3-4=-7833/1276,4-5=-9751/1618,5-6=-9751/1619,6-7=-7832/1276,7-8=-8028/1261,8-9=0/26 BOT CHORD 2-13=-1106/6878,13-14=-1106/6878,12-14=-1106/6878,12-15=-1736/10618,11,115=-1736/10618,11-16=-1736/10618,16-17=-1736/10618,17-18=-1736/10618,10-18=-1736/10618, 10-19=-1059/6876,19-20=-1059/6876,8-20=-1059/6876 WEBS 4-12=-708/4327,5-12=-1357/251,5-10=-1357/251,6-10=-709/4330 NOTES 1)2-ply truss to be connected together with 10d(0.148'x3")nails as follows: Top chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-7-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-02;100mph;h=24ft;TCDL=5.Opsf;BCDL=5.Opsf;Category ll;Exp C;enclosed;MWFRS(low-rise); Lumber DOL=1.60 plate grip DOL=1.33. 4)TCLL ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category 11,Exp C;Partially Exp.;Ct=1 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof lo6d of 38.5 psf on overhangs non-concurrent with other live loads. 7)Provide adequate drainage to prevent water ponding. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)All plates are MT20 plates unless otherwise indicated. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 714 Ib uplift at joint 2 and 713 Ib uplift at joint 8. 11)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2.1 Od nails. 13)Use Simpson Strong-Tie THJA26(THJA26 on 2 ply,Left Hand Hip)or equivalent at 6-0-6 from the left end to connect truss(es)J01(1 ply 2 X 4 SPF),J01 GR(1 ply 2 X 6 SPF) to front face of bottom chord. 14)Use Simpson Strong-Tie LUS24(4-1 Od Girder,2-1 Od Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max,starting at 8-0-12 from the left end to 19-11-4 to connect truss(es)J01(1 ply 2 X 4 SPF) to front face of bottom chord. 15)Use Simpson Strong-Tie THJA26(THJA26 on 2 ply,Right Hand Hip)or equivalent at 21-11-10 from the left end to connect truss(es)J01(1 ply 2 X 4 SPF), J01GR(1 ply 2 X 6 SPF) to front face of bottom chord. 16)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-97,4-6=-97,6-9=-97,2-8=-20 Concentrated Loads(Ib) Vert:11=-415(F)13=-1109(F)14=415(F)15=-415(F)16=-415(F)17=-415(F)18=415(F)19=-415(F)20=-1109(F) Job Truss Truss Type qty Ply Wright Hill II l 0710252B H02 HIP 2 1 Job Reference o tional Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 M1 I ek Industries,Inc. Fri Feb 15 09:40:30 2008 Page 1 -1-4-0 6-1-12 10-0-0 18-0-0 21-10-4 28-0-0 29-4-0 1-4-0 6-1-12 3-10-4 8-0-0 3-10-4 6-1-12 1-4-0 Scale•1:48 1d silo n Bx6- 5 B 2T\I600112 2x41 4 7 2101 I 1.41 4.414x4 1 .41 BxB II 13 12 11 61a II 3xB= 3x6- 3x4= 9-4-0 18-8-0 _ 28-0-0 9-4-0 9-4-0 9-4-0 Plate Offsets(X,Y): 2:0-5-14,Ed a 9:0-5-14,Ed e TCADING(ps0 38.5 SPACING 2-0-0 CSI FHorz(TL) in (loc) I/def] Ud PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.78 -0.12 11-13 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.86 -0.34 11-13 >985 240 BCLL 0.0 Rep Stress Incr NO WB 0.17 0.11 9 n/a n/a BCDL 10,0 Code IBC2003/TP12002 (Matrix) Weight:138 lb LUMBER BRACING TOP CHORD 2 X 6 SPF No.2 TOP CHORD Sheathed or 3-8-6 oc purlins,except BOT CHORD 2 X 4 SPF No.2 2-0-0 oc pudins(4-1-5 max.):5-6. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-0-15 oc bracing. SLIDER Left 2 X 6 SPF No.2 3-5-6,Right 2 X 6 SPF No.2 3-5-6 WEBS 1 Row at midpt 6-13 REACTIONS (Ib/size) 2=1767/0-5-8,9=1767/0-5-8 Max Horz2=79(LC 7) Max UpIi t2=-197(LC 8),9=-196(LC 9) Max Grav2=2155(LC 2),9=2155(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/12,2-3=-3041!751,3-4=-27381776.4-5=-2585/746,5-6=-22941731,6-7=-2575/744,7-8=-2737f776,8-9=-30391751,9-10=0/12 BOT CHORD 2-13=-529/2449,12-13=-404/2237,11-12=-404/2237,9-11=-529/2448 WEBS 4-13=-213/311,5-13=-25/353,6-13=-357/418,6-11=-37/373,7-11=-245/281 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS fot reactions specified. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category Il;Exp C;'Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 197 lb uplift at joint 2 and 196 Ib uplift at joint 9. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. 9)Design assumes 42(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S)Standard Job Truss Truss Type City Ply Wright Hill II 071025213 H03 HIP 2 1 .. Job Reference o tional Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:40:312008 Page 1 -1-4-011 6-1-12 12-0-0 16-0-0 21-10-4 28-0-0 29-4-0. 1-4-0 6-1-12 5-10-4 4-0-0 5-10-4 6-1-12 1-4-0 sale=l:da,a axe 5 6 6.00 13 2.4 2x4// 4 4 ] 3 \\ 1 8 ,J 9 1014 56 5x6 i 5x6 5x6 6.12 II 13 12 11 6x12 11 3.8- 0x6= 3xd= 9-4-0 18-6-0 28-0-0 9-4-0 9-4-0 9-4-0 Plate Offsets X,Y: 2:0-8-1,Ed e, 5:0-4-0.0-1-15, 6:04-0.0-1-15, 9:0-8-1,Ed e TOADING(psf) 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP CLL(Ground Snow=55.0) Plates Increase 1.15 TC 0.83 Vert(LL) -0.16 11-13 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.90 Vert(TL) -0.43 11-13 >777 240 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.10 9 n/a n/a BCDL 10.0 Code IBC2003rrP12002 (Matrix) Weight:1291b LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-2-6 oc purlins,except BOT CHORD 2 X 4 SPF N0.2 2-M oc purlins(4-2-11 max.):5-6. WEBS 2 X 4 SPF N0.2 BOT CHORD Rigid ceiling directly applied or 7-10-9 oc bracing. SLIDER Left 2 X 8 SYP DSS 3-6-6,Right 2 X 8 SYP DSS 3-6-6 WEBS 1 Row at midpt 6-13 REACTIONS (Ib/size) 2=1767/0-5-8.9=1767/0-5-8 Max Horz2=-94(LC 6) Max Uplift2=-209(LC 8),9=-209(LC 9) Max Grav2=2064(LC 2),9=2064(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-0/0,2-3=-2874/771,3-4=-2687/800,4-5=-2372/758,5-6=-1900!708,6-7=-2371/758,7-8=-2687/800,8-9=-2872/771,9-10=-4/0 BOT CHORD 2-13=-555/2311,12-13=-337/1751,11-12=-337/1751,9-11=-555/2311 WEBS 4-13=-502/266,5-13=-114/512,6-13=-510/514,6-11=-114/605,7-11=-5021266 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=5.Opsf,BCDL=5.Opsf,Category II;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 209 lb uplift at joint 2 and 209 lb uplift at joint 9. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply Wright Hill II 07102528 IJOt MONO TRUSS 118 1 Job Reference(optional) Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:40:312008 Page 1 140 600 1-4-0 6-0-0 2.4 II Scale=1.191,' 4 &00 12 3 W1 T1 1 2 1 81 3..41 3.4 5 3.10 II 2.411 6-0-0 6-0-0 Plate Offsets(X,Y): 2:0-2-12,0-1-12 LOADING(psf)CLL 385 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.85 Vert(LL) -0.07 2-5 >997 360 MT 197/144 TCDL 10,0 Lumber Increase 1.15 BC 0.41 Vert(TL) -0.18 2-5 -399 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:31 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 210OF 1.8E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 SLIDER Left 2 X 8 SYP DSS 3-4-6 REACTIONS (Ib/size) 2=487/0-3-8,5=328/Mechanical Max Horz2=127(LC 8) Max Uplift2=-74(LC 8),5=-78(LC 8) Max Grav2=656(LC 2),5=435(LC 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-4/0,2-3=-250/0,3-4=-131/129,4-5=-376/262 BOT CHORD 2-5=0/0 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=5.Opsf;BCDL=5.Opsf,Category 11;Exp C;enclosed;MWFRS(low-rise)and C-C Extenor(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for M WFRS for reactions specified. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 74 Ib uplift at joint 2 and 78 lb uplift at joint 5. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSIIfPI 1. LOAD CASE(S)Standard Job Truss Truss Type Qty PlyWright Hill II 07102528 JO1GR MONO TRUSS 4 1 Job Reference o tional Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:40:32 2008 Pagel i -1-10-10 4-4-12 8-4-5 1-10-10 4-4-12 3-11-9 2x4 a s4m4.1:189, s I 9 3x4 C2472 4 W3 B T1 3 W1 W2 I H 2 B1 4.4 s U24X Spa 2411 1D ] B U24X sKR 3x8 II 4x4= 4-4-12 8-4-5 4-4-12 3-11-9 Plate Offsets(X,Y): 2:0-5-5.0-2-13 _ LOADING(psf)CLL 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.95 Vert(LL) -0.02 7 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.24 Vert(TL) -0.03 7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:42 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-10-8 oc pudins, except end verticals. BOT CHORD 2 X 6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 SLIDER Left 2 X 6 SPF No.2 2-6-0 REACTIONS (Ib/size) 6=644/Mechanical,2=736/0-7-12 Max Horz2=128(LC 5) Max Uplift6=-144(LC 5),2=-166(LC 5) Max Grav6=715(LC 2),2=900(LC 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/9,2-3=-878/95,3-8=-722/102,4-8=-744/98,4-9=-142/14,5-9=-30/76,5-6=-280/67 BOT CHORD 2-10=-153/663,7-10=-153/663,7-11=-153/663,6-11=-153/663 WEBS 4-7=0/247,4-6=-762/175 NOTES 1)Wnd:ASCE 7-02;100mph;h=24ft;TCDL=S.Opsf;BCDL=5.Opsf,Category 11;Exp C;enclosed;MWFRS(low-rise); Lumber DOL=1.60 plate grip DOL=1.33. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.8 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other-live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 144lb uplift at joint 6 and 1661b uplift at joint 2. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)Use Simpson Strong-Tie U24X SKL(4-10d Girder,2-10dx1 1/2 Truss,Skew Left,Single Ply Girder)or equivalent at 2-9-8 from the left end to connect truss(es) J03(1 ply 2 X 4 SPF) to front face of bottom chord,skewed 45.0 deg.to the left,sloping 0.0 deg;down. 10)Use Simpson Strong-Tie U24X SKR(4-10d Girder,2-10dx1 1/2 Truss,Skew Right,Single Ply Girder)or equivalent at 2-9-8 from the left end to connect truss(es)J03(1 ply 2 X 4 SPF)to back face of bottom chord,skewed 45.0 deg.to the right,sloping 0.0 deg.down. 11)Fill all nail holes where hanger is in contact with lumber. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)45 Ib down and 70 Ib up at 2-9-8,45 Ib down and 70 Ib up at 2-9-8,and 209 Ib down and 58 Ib up at 5-7-7,and 209 Ib down and 58 Ib up at 5-7-7 on top chord,and 37 Ib down at 5-7-7,and 37 Ib down at 5-7-7 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-97,2-6=-20 Concentrated Loads(lb) Vert:8=64(F=32,B=32)9=-265(F=-132,B=-132)10=2(F=1,B=1)11=-37(F=-18.6=-18) To Truss Truss Type - Qty Ply Wright Hill II 07102528 IJ02 JACK 8 1 Job Reference o tional Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:40:32 2008 Page 1 I -1-4-0 3-10-15 1-4-0 3-10-15 Scala=1'.13.0 6.00 12 3 In HW1 2 1 B1 3x0 i 5 3x10 a 3-10-15 3-10-15 Plate Offsets(X,Y): 2:0-2-12,0-1-12 TOADING(psf) 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP CLL(Ground Snow=55.0) Plates Increase 1.15 TC 0.50 Vert(LL) -0.01 2-5 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.03 2-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:19 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-10-15 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2 X 8 SYP DSS 2-4-5 REACTIONS (Ib/size) 4=164/Mechanical,2=377/0-5-8,5=38/Mechanical Max Horz2=91(LC 8) Max Uplift4=-70(LC 8),2=-70(LC 8) Max Grav4=229(LC 2),2=511(LC 2),5=77(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-4/0,2-3=-191/0,3-4=-88/75 BOT CHORD 2-5=0/0 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft,TCDL=5.Opsf BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 70 lb uplift at joint 4 and 70 Ib uplift at joint 2. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSVTPI 1. LOAD CASE(S)Standard I Job Truss Truss Type E�2 ty Ply Wright Hill II 1 07102528 J02GR MONO TRUSS 1 Job Reference o tional Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:40:33 2008 Page 1 -2-4-5 4-5-9 8-4-5 2-4-5 4-5-9 3-10-12 sol.-nn.1 516-3x6= 4 10 3x4; 3 3.54 12 NA g BL1 T1 ,rn m 2 / U24X SKL 2x4 II B 12 5 U24X SKR 3x4= 3x0= 4-5-9 8-4-5 4-5-9 3-10-12 TCADING(psf)LL 385 SPACING 2-0-0 CSI FHorz(TL) in (loc) I/dell L/d PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.75 -0.02 6 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.31 -0.03 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.14 0.01 8 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:39 lb LUMBER BRACING TOP CHORD 2 X 6 SPF N0.2 TOP CHORD Sheathed or6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 OTHERS 2 X 4 SPF No.2 REACTIONS (Ib/size) 2=736/0-4-15,8=809/0-1-8 Max Horz2=120(LC 5) Max Upl'Ift2=-181(LC 5),8=-94(LC 5) Max Grav2=931(LC 2),8=858(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-9=-808/37,3-9=-776/45,3-10=-242/16,4-10=-183/9,5-7=-55/596,4-7=-55/596 BOT CHORD 2-11=-79/670,6-11=-79/670.6-12=-79/670,5-12=-79/670 WEBS 3-6=0/240,3-5=-536/64,4-8=-876/97,7-8=-22/181 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft,TCDL=5.Opsf;BCDL=5.Opsf;Category ll;Exp C;enclosed;MWFRS(low-rise); Lumber DOL=1.60 plate grip DOL=1.33. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category ll;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Bearing at joint(s)8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate atjoint(s)8. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 181]lb uplift at joint 2 and 94 Ib uplift at joint 8. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSIIfPI 1. 10)Use Simpson Strong-Tie U24X SKL(4-10d Girder,2-10dxl 1/2 Truss,Skew Left,Single Ply Girder)or equivalent at 2-9-8 from the left end to connect truss(es) J04(1 ply 2 X 4 SPF) to front face of bottom chord,skewed 45.0 deg.to the left,sloping 0.0 deg.down. 11)Use Simpson Strong-Tie U24X SKR(4-1 Od Girder,2-10dxl 1/2 Truss,Skew Right,Single Ply Girder)or equivalent at 2-9-8 from the left end to connect truss(es)J04(1 ply 2 X 4 SPF) to back face of bottom chord,skewed 45.0 deg.to the right,sloping 0.0 deg.down. 12)Fill all nail holes where hanger is in contact with lumber. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)14 Ib down and 124 Ib up at 2-9-8,14 Ib down and 124 Ib up at 2-9-8,and 165 Ib down and 24 Ib up at 5-7-7,and 165 Ib down and 24 Ib up at 5-7-7 on top chord,and 34 Ib down at 5-7-7,and 34 Ib down at 5-7-7, and 352 Ib down and 41 Ib up at 8-2-9 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or Wick(B). LOAD CASE(S)Standard 1)Snow:Lumber lncrease=1.15,Plate lncrease=1.15 Uniform Loads(plf) Vert:1-4=-97,2-5=-20 Concentrated Loads(lb) Vert:5=-352(F)9=171(F=86,B=86)10=-176(F=-88,B=-88)11=3(F=1,B=1)12=-34(F=-17,B=-17) Job Truss Truss Type Qty Ply Wright Hill II 07102526 J03 JACK 8 1 Job Reference(optional) Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MITek Industries,Inc. Fn Feb 15 09:40:33 2008 Page 1 -1-4-0 1-10-15 4 1-4-0 1-10-15 Scale=19,3 3 / 6.00 13 T1 = HM 1 / B1 III• 3X4 i 5 3=10 n 1-10-15 1-10-15 Plate Offsets(X,Y): 2:0-2-12,0-1-12 TCADING(psf) 385 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Ground Snow=55.0) Plates increase 1.15 TC 0.40 Vert(LL) -0.00 2 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 i Horz(TL) -0.00 4 n/a n1a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:121b LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 1-10-15 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2 X 8 SYP DSS 1-8-4 REACTIONS (Ib/size) 2=286/0-5-8,5=19/Mechanical,4=47/Mechanical Max Horz2=57(LC 8) Max Uplift2=-72(LC 8),4=-62(LC 12) Max Grav2=392(LC 2),5=38(LC 4),4=65(LC 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-4/0,2-3=-138/0,3-4=-39/14 BOT CHORD 2-5=0/0 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=5.Opsf,BCDL=5.Opsf,Category 11,Exp C;enclosed,IMWFRS(low-rise)and C-C Exterior(2)zone, Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for M WFRS for reactions specified. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category ll;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 72 Ib uplift at joint 2 and 62 Ib uplift at joint 4. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard 24-0-0 ti ti tiFF T 04 03 02 Q i O 1 r TO1 5) i O O I O i co_ - - M '' M O O N' N 02 03 04 8 o 0 8-0-0 24-0-0 Craftsman Garage Job Truss Truss Type Qty Ply Wright Hill 08020078 H01 HIP 1 1 Job Reference o tional Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 Mi I ek Industries,Inc. Fri Feb 15 09:41:57 2008 Page 1 t1-4-q 5-4-0 10-0-0 16-0-0 22-5-9 28-0-0 32-8-0 38-0-0 9-4- 1-4-0 5-4-0 4-8-0 6-0-0 6-5-9 5-6-7 4-8-0 5-4-0 1-4-0 ,oxu u 2.4 II ]x4= 3x6= 5x6= 4 5 6 ] 6 6.00;12 3 qq 2 82 d' 10 yy ,1 p ]x6 II 1) 8 3x9= 16 1] 10 ,] 12 3x6= 3.103.. 5x6_ = Jx4= 3x9= 6-7-2 16-2-12 25-2-111 31-4-15 38-0-0 6-7-2 9-7-10 8-11-15 6-2-3 6-7-1 Plate Offsets(X,Y): 2:0-3-8,Ed e,[4:0-2-0,0-7-01, 8:0-3-8,0-2-4 TCADING(Pso 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.83 Vert(LL) -0.14 15-17 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.67 Vert(TL) -0.34 15-17 >564 240 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.04 10 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:151 Ib LUMBER BRACING ' TOP CHORD 2 X 4 SPF No.2*Except* TOP CHORD Sheathed or 3-4-9 oc purlins. T2 2 X 4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 4 SPF No.2 WEBS 1 Row at midpt 4-15,6-15 WEBS 2 X 4 SPF Stud*Except* W3 2 X 4 SPF No.2,W5 2 X 4 SPF No.2 WEDGE Left:2 X 4 SPF Stud,Right:2 X 4 SPF Stud REACTIONS (Ib/size) 2=734/0-5-8,15=2812/0-5-8,10=1149/0-5-8 Max Horz2=86(LC 8) Max Uplift2=-135(LC 8),15=-144(LC 7),10=-154(LC 9) Max Grav2=1092(LC 2),15=3303(LC 2),10=1609(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/74,2-3=-1201/209,3-4=-895249,4-5=-92/1043,5-6=-91/1043,6-7=-961/295,7-8=-961/294,8-9=-1921/463,9-10=-2229/424,10-11=0/74 BOT CHORD 2-17=-71/902,16-17=-198/243,15-16=-198/243,14-15=-19/636,13-14=-19/636,12-13=-41/1209,10-12=-233/1798 WEBS 3-17=-535/247,4-17=-147/796,4-15=-1645/377,5-15=-915258,6-15=-2193/461-„6-13=-70/696,8-13=-530/172,8-12=-171/699,9-12=-496/237 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=6.Opsf,BCDL=6.Opsf;Category 11;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and farces,and for MWFRS fdr reactions specified. 2)TCLL:ASCE 7-02,Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C,Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any othet live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 135 lb uplift atjoint 2,144 Ib uplift at joint 15 and 154 lb uplift atjoint 10. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 aind referenced standard ANSI/TPI 1. LOAD CASE(S)Standard Job ]H01GR Truss Type City Ply Wright Hill - 0802007B HIP 1 2 Job Reference(optional) Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:41:58 2008 Page 1 14-q 4-3-1 8-0-0 16-2-12 23-1-6 30-0-0 33-8-15 38-0-0 39-4-Q T� 1-4-0 4-3-1 3-8-15 8-2-12 6-10-10 6-10-10 3-8-15 4-3-1 1-4-0 Stale:Y161•1' 8x12= 2x4 II 4,8-4x6= 6x8= 4 5 6 ] g 6.00,1] 2x4 a4 0 3 VJl 9 1 2 10 �1 -�- 11 1.6= 17 16 19 16 1s 20 21 14 13 22 23 24 12 4x8= fix6= LUS24 LUS24 4x8= 4.10= AU814 LUS24 4x8= W= LUS24 LUS24 6x6= THJA26 LUS24 LUS24 LUS24 LUS24 THJA26 Center bearing requires LVL post directly to BC of truss for crushing factor 8-0-0 1 16-2-12 23-1-6 30-0-0 38-0-0 8-0-0 8-2-12 6-10-10 6-10-10 8-0-0 Plate Offsets(X,Y): 8:0-1-12,0-4-0, 12:0-3-0,0-4-8, 13:0-3-8,0-4-0, 17:0-3-0,0-4-8 -- TOADING(psf) 385 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.82 Vert(LL) -0.20 12-13 >999 360 MT20 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.90 Vert(TL) -0.3012-13 >852 240 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.07 10 n/a n/a BCDL 10.0 Cade IBC2003/TPI2002 (Matrix) Weight:378 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2*Except* TOP CHORD Sheathed or 4-9-0 oc purlins. T2 2 X 6 SPF No.2,T3 2 X 6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 6 SPF No.2'Except* WEBS 1 Row at midpt 4-15,7-15 B2 2 X 6 SYP 240OF 2.0E WEBS 2 X 4 SPF Stud*Except* W3 2 X 4 SPF No.2,W5 2 X 4 SPF No.2,W72X4SPF No.2 REACTIONS (Ib/size) 2=1694/0-5-8,15=8998/0-5-8,10=3030/0-5-8 Max Horz2=-75(LC 8) Max UpIM=-397(LC 7),15=-2264(LC 6),10=-714(LC 8) Max Grav2=2034(LC 2),15=9614(LC 2),10=3476(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/87,2-3=-3239/682,3-4=-2849/667,4-5=-482/2244,5-6=-483/2242,6-7=-483/2242,7-8=-3883/961,8-9=-5851/1378,9-10=-6121/1328,10-11=0/87 BOT CHORD 2-17=-581/2686,17-18=-580/2575,18-19=-580/2575,16-19=-580/2575,15-16=-580/2575,15-20=-84813881,20-21=-848/3881,14-21=-848/3881,13-14=-848/3881,13-22=-1167/5264, 22-23=-1167/5264,23-24=-1167/5264,12-24=-1167/5264,10-12=-110115192 WEBS 3-17=-238/199,4-17=-756/2794,4-15=-5343/1257,5-15=-1209/214,7-15=-7115!1663,7-13=-726/2756,8-13=-1611/414,8-12=-701/2601,9-12=-122/406 NOTES 1)2-ply truss to be connected together with 1 Old(0.148"x3")nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc,2 X 6-2 rows at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face In the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-02;100mph;h=24ft;TCDL=6.Opsf;BCDL=6.Opsf;Category ll;Exp C;enclosed;-MWFRS(low-rise); Lumber DOL=1.60 plate grip DOL=1.33. 4)TCLL:ASCE 7-02,Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category ll;Exp C;;Partially Exp.;Ct=1 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 7)Provide adequate drainage to prevent water ponding. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any othel'live loads. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 397 lb uplift at joint 2,2264 Ib uplift at joint 15 and 714 Ib uplift at joint 10. 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11)Use Simpson Strong-Tie THJA26(THJA26 on 2 ply,Left Hand Hip)or equivalent at B-0-6 from the left end to connect truss(es)J01(1 ply 2 X 4 SPF),J01GR(1 ply 2 X 4 SPF) to front face of bottom chord. 12)Use Simpson Strong-Tie LUS24(4-10d Girder,2-1 Old Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 10-0-12 from the left end to 27-11-4 to connect truss(es)J01(1 ply 2 X 4 SPF) to front face of bottom chord. 13)Use Simpson Strong-Tie THJA26(THJA26 on 2 ply,Right Hand Hip)or equivalent at 29-11-10 from the left end to connect truss(es)J01(1 ply 2 X 4 SPF), J01GR(1 ply 2 X 4 SPF) to front face of bottom chord. 14)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S)Standard 1)Snow:Lumberincrease=1.15,Platelncrease=1.15 Uniform Loads(pil) Vert:1-4=-97,4-8=-97,8-11=-97,2-10=-20 Concentrated Loads(lb) Vert:16=-551(F)17=-1758(F)15=-551(F)12=-1758(F)14=-551(F)18=-551(F)19=-551(F)20=-551(F)21=-551(F)22=-551(F)23=-551(F)24=-551(F) Job Truss Truss Type Qty Ply Wright Hill ---� 08020078 J01 MONOTRUSS 12 1T Reference(optional) Universal Forest Products,Belchertown,MA.01007 7.030 s an 3 2008 MiTek Industries,Inc. Fri Feb 15 09:41:59 2008 Page 1 -1-4-0 — 4-3-3 8-0-0 1-4-0 4-3-3 3-8-13 I �4 II scm.=1:21.5 4n I U4 I MAO 12 3 wJ T1 w1 2 H 1 B1 6 II 2.411 6 5 3x4= 3.4= 4-3-3 8-0-0 4-3-3 3-8-13 Plate Offsets(X,Y): 2:0-0-0,0-1-0, 2:0-0-15,0-5-4 LDING(pst) TC385 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.57 ! Vert(LL) -0.01 6 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.21 Vert(TL) -0.02 2-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:33 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud WEDGE Left:2 X 4 SPF Stud REACTIONS (Ib/size) 5=431/Mechanical,2=613/0-5-8 Max Horz2=172(LC 8) Max Uplift5=-76(LC 8),2=-80(LC 8) Max Grav5=571(LC 2),2=826(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0174,2-3=-756/37,3-4=-133/63,4-5=-189/103 BOTCHORD 2-6=-231/537,5-6=-231/537 WEBS 3-6=0/188,3-5=-643/276 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=6.Opsf;BCDL=6.Opsf;Category 11;Exp C;enclosed;MWFRS(low-rise)and C-C Extedor(2)zone, Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for M WFRS for reactions specified. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow),Category II;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 76 Ib uplift at joint 5 and 80 Ib uplift at joint 2. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard .. Job Truss Truss Type Oty Ply Wright Hill 08020078 J01GR MONO TRUSS 2 1 Job Reference(optional) Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:42:00 2008 Page 1 -1-10-10 3-9-3 7-11-2 11-2-4 1-10-10 3-9-3 4-2-0 3-3-2 soma=tz1 z as ii 5 3x4,10 4 4.24 u 9 \ w4 T1 3 yy3 2 11 T 3.4— 12 8 3.6 5-6-9 11-2-4 --I 5-6-9 5-7-11 TCA38.5 DING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Ground Snow=5 8.5 Plates Increase 1.15 TC 0.58 Vert(LL) -0.05 6-7 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.13 6-7 >956 240 BCLL 0.0 Rep Stress Incr NO WB 0.56 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code IBC2003i7PI2002 (Matrix) Weight:53 lb LUMBER BRACING TOP CHORD 2 X 6 SPF No.2 TOP CHORD Sheathed or 5-3-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-9-7 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (Ib/size) 6=1143/Mechanical,2=1059/0-7-12 Max Horz2=173(LC 5) Max Uplift6=-287(LC 5),2=-239(LC 5) Max Grav6=1226(LC 2),2=1242(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/89,2-8=-1700/295,3-8=-1630/302,3-9=-1429/244,4-9=-1311/215,4-10=,255/57,5-10=-37/29,5-6=-187/44 BOT CHORD 2-11=-363/1467,7-11=-363/1467,7-12=-283/1029.6-12=-283/1029 WEBS 3-7=-237/116,4-7=0/474,4-6=-1368/393 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=6.Opsf,BCDL=6.Opsf,Category Il;Exp C;enclosed;MWFRS(low-rise); Lumber DOL=1.60 plate grip DOL=1.33. 2)TCLL:ASCE 7-02,Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category ll;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.8 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 281 Ib uplift at joint 6 and 239 Ib uplift at joint 2. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1*nd referenced standard ANSI/TPI 1. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)36 Ib down and 79 Ib up at 2-9-8,36 Ib down and 79 Ib up at 2-9-8,180 Ib down and 61 Ib up at 5-7-7,180 Ib down and 61 Ib up at 5-7-7,and 331 Ib down land 120 Ib up at 8-5-6,and 331 Ib down and 120 Ib up at 8-5-6 on top chord,and 3 Ib up at 2-9-8,3 Ib up at 2-9-8,32 Ib down at 5-7-7,32 Ib down at 5-7-7,and 72 Ib down at 8-5-6,and 72 Ib down at 8-5-6 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)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)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-97,2-6=-20 Concentrated Loads(Ib) Vert:7=-32(F=-16,B=-16)8=82(F=41,B=41)9=-205(F=-103,B=-103)10=-509(F=-254,B=-254)11=3(F=1,B=1)12=-72(F=-36,B=-36) I Job Truss Truss Type Qty Ply Wright Hill 08020078 J02 JACK 4 1 Job Reference o tional Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:42:00 2008 Page 1 -1-4-0 5-10-15 -i i 1-4-0 5-10-15 3 Scale=1:15. I 6.00 12 Ti 1 / H 1 B1 36 11 4 3.4= 5-10-15 5-10-15 Plate Offsets(X,Y):[2:0-0-0,0-1-0], 2:0-0-15,0-5-4 TCADING(psfi LL 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/dT717 S GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.94 Vert(LL) -0.06 2-4 >999 360 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.38 Vert(TL) -0.15 2-4 >451 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-7-10 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2 X 4 SPF Stud REACTIONS (Ib/size) 3=251/Mechanical,2=501/0-5-8,4=56/Mechanical Max Horz2=136(LC 8) Max Uplift3=-87(LC 8),2=-80(LC 8) Max Grav3=351(LC 2),2=678(LC 2),4=112(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/74,2-3=-200/134 BOT CHORD 2-4=0/0 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=6.Opsf;BCDL=6.Opsf;Category 11;Exp C;enclosed;'.MWFRS(low-rise)and C-C Extedor(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS fmr reactions specified. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category ll;Exp 0;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 87 Ib uplift at joint 3 and 80 Ib uplift at joint 2. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard . Job Truss Job Referenceo(optional) Truss Type Qty Ply Wright Hill 08020076 J03 JACK 4 1 Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:42:00 2008 Page 1 -1-4-0 3-10-15 1-4-0 3-10-15 3 S-1=111. I 6.00 1Z T1 2 1 81 1 3x8 II 4 ax4= 3-10-15 3-10-15 Plate Offsets(X,Y): 2:0-0-0,0-1-0, 2:0-0-15,0-5-4 ADING(psf) 385 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC (Ground Snow=5 . Plates Increase 1.15 TC 0.57 Vert(LL) -0.01 2-4 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.03 2-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC20037rP12002 (Matrix) Weight:12 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-10-15 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2 X 4 SPF Stud REACTIONS (Ib/size) 3=143/Mechanical,2=396/0-5-8,4=36/Mechanical Max Horz2=101(LC 8) Max Uplift3=-49(LC 8),2=-83(LC 8) Max Grav3=200(LC 2),2=539(LC 2),4=72(LC 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0f74,2-3=-148f77 BOT CHORD 2-4=0/0 NOTES 1)Wnd:ASCE 7-02;100mph;h=24ft;TCDL=6.Opsf;BCDL=6.Opsf;Category[[;Exp C;enclosed;'-:MWFRS(low-rise)and C-C Exterior(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow),Category II;Exp Q Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof[bad of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 491b uplift at joint 3 and 83 Ib uplift at joint 2. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 4nd referenced standard ANSI/TPI 1. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply Wright Hill 08020078 J04 (JACK 4 1 Job Reference o tion." Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 Mi I ex Industries,Inc. Fri Feb 15 09:42:012008 Page 1 -1-4-0 1-10-15 3 1-4-0 1-10-15 Sul.:1]. 6.00 12 2 T1 61 1 I / 3.61[ 4 1-10-15 1-10-15 Plate Offsets(X,Y): 2:0-0-0,0-1-0, 2:0-0-15,0-5-4 TOADING(psf) 385 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP CLL(Ground Snow=55.0) Plates Increase 1.15 TC 0.45 Vert(LL) -0.00 2 >999 360 MT20 197/144 TCDL 10,0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) ',; Weight:7 l a • LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 1-10-15 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2 X 4 SPF Stud REACTIONS (Ib/size) 2=292/0-5-8,4=19/Mechanical,3=40/Mechanical Max Horz2=66(LC 8) Max Uplift2=-84(LC 8),3=-71(LC 12) Max Grav2=400(LC 2),4=37(LC 4),3=56(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0174.2-3=-104/17 BOT CHORD 24=0/0 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft,TCDL=6.Opsf;BCDL=6.Opsf,Category 11;Exp C;enclosed;iMWFRS(low-rise)and C-C Exterior(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow),Category 11;Exp O;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 84 Ib uplift at joint 2 and 71 Ib uplift at joint 3. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1, LOAD CASE(S)Standard Job Truss Truss Type Qty PlyWright Hill 08020078 T01 COMMON 5 1 Job Reference(optional) Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 Mi rek Industries,Inc. Fri Feb 15 09:42:02 2008 Page 1 T1-4-0 9-9-4 19-0-0 28-2-12 38-0-0 g9-4-q r 1-4-0 9-9-4 9-2-12 9-2-12 9-9-4 1-4-0 6wle:3/16'=1' 6x6- 5 6.00 12 4.8 1 4.81 4 6 416 4xfi 3 4 7 62 qW. 2 6 d' 9 4x6- 15 14 1 12 11 10 4.6= 2.4/I 3x6= 4.6= 4.6= 3x6= 2x4\\ 8-4-10 1 16-2-12 , 21-9-4 29-7-6 29T9-9 38-0-0 8-4-10 7-10-2 5-6-8 7-10-2 0-2-4 8-2-7 Plate Offsets(X,Y): 2:0-1-4.0-0-2 8:0-1-4.0-0-2 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.96 Vert(LL) -0.17 8-10 >999 360 MT20 197/144 (Ground Snow=55.0) Lumber Increase 1.15 BC 0.84 Vert(TL) -0.33 8-10 >785 240 TCDL 10.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.04 8 n/a, n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight:177 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 6 SPF No.2*Except* TOP CHORD Sheathed or 4-9-8 oc pur ins. Tt 2 X 6 SPF 1650F 1.5E,T4 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 4 SPF No.2 WEBS 1 Row at midpt 3-13,5-13,7-12 WEBS 2 X 4 SPF No.2*Except W1 2 X 4 SPF Stud,W6 2 X 4 SPF Stud REACTIONS (Ib/size) 2=749/0-5-8,13=2787/0-5-8,8=1160/0-5-8 Max Horz2=-148(LC 9) Max Uplift2=-129(LC 8),13=-138(LC 8),8=-191(LC 9) Max Grav2=1152(LC 2),13=2787(LC 1),8=1629(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/88,2-3=-999/257,3-4=0/639,4-5=0/972,5-6=-3011295,6-7=-613/251,7-8=-20211393,8-9=0188 BOT CHORD 2-15=-129/659,14-15=-183/597,13-14=-183/597,12-13=-1981291,11-12=-170/1499,10-11=-170/1499,8-10=-144/1562 WEBS 3-15=0/361,3-13=-1596/509,5-13=-2108/490,5-12=-240/1130,7-12=-1569/504,7-10=0/363 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=6.Opsf;BCDL=6.Opsf;Category 11;Exp C;enclosed;MWFRS(low-rise)and C-C Exte(or(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for M WFRS for reactions specified. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 129 lb uplift at joint 2,138 Ib uplift at joint 13 and 191 Ib uplift at joint 8. 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard Job Truss Truss Type Qty =�J, right Hill 10802007B T01GE GABLE 1b Reference(optional) Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:42:04 2008 Page 1 I 1-4-Q 19-0-0 38-0-0 39-4-0 1-4-0 19-0-0 19-0-0 1-4-0 Scale:116'1', Sufi= 6.00 Ill2 10 1_ 5.61 3 Sc6� I 6 14 ] is 6 5 0 16 1 5 T 2 1] TSM • T , 6 9 T sr 5 3 T 6 ]\ qqqq 2 \ 20 tli \ 1 3x611 ] 36 35 34 n V 23 2 3x611\\v 3.= 3.6= 38-0-0 38-0-0 Plate Offsets(X,Y): 2:0-3-8,Ed a [8:0-3-0,0-3-01,[14:0-3-0,0-3-01, 20:0-3-8,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.42 Vert(LL) -0.03 21 n/r 180 MT20 197/144 (Ground Snow=55.0) Lumber Increase 1.15 BC 0.17 Vert(TL) -0.03 21 n/r 80 TCDL 10.0 Rep Stress Incr NO WB 0.30 Horz(TL) 0.01 20 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:199 lb BCDL 10.9 LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud*Except* WEBS 1 Row at midpt 11-31,10-32,12-30 ST9 2 X 4 SPF No.2,STB 2 X 4 SPF No.2,ST7 2 X 4 SPF No.2,ST10 2 X 4 SPF No.2 ST11 2 X 4 SPF No.2 WEDGE Left:2 X 4 SPF Stud,Right:2 X 4 SPF Stud REACTIONS (Ib/size) 2=322/38-0-0,20=322/38-0-0,31=219/38-0-0,32=231/38-M.33=244/380-0,35=232/38-0-0,36=226/38-0-0,37=234/38-0-0,38=239/38-0-0,39=210/38-0-0,40=305138-0-0, 30=231/38-0-0,29=244/38-0-0,27=232/38-0-0,26=226138-0-0,25=234/38-0-0,24=239/38-0-0,23=210/38-0-0,22=305/38-0-0 Max Horz2=145(LC 8) Max Uplift2=-45(LC 6),20=-35(LC 9),32=-31(LC 8),33=-47(LC 8),35=-40(LC 8),36=-38(LC 8),37=-42(LC 8),38=-40(LC 8),39=-43(LC 8),40=49(LC 8),30=-27(LC 9),29=49(LC 9), 27=-39(LC 9),26=-38(LC 9),25=-42(LC 9),24=40(LC 9),23=-43(LC 9),22=45(LC 9) Max Grav2=435(LC 2),20=435(LC 3),31=219(LC 1),32=316(LC 2),33=324(LC 2),135=308(LC 2),36=299(LC 2),37=312(LC 2),38=318(LC 2),39=281(LC 2),40=402(LC 2),30=316(LC 3), 29=324(LC 3),27=308(LC 3),26=299(LC 3),25=312(LC 3),24=318(LC 31,23=281(LC 3),22=402(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/73,2-3=-177!72,34=-117/73,4-5=-83/87,5-6=-84/113,6-7=-841146,7-8=-79/2G6,8-9=-80/267,9-10=-79/336,10-11=-81/387, 11-12=-81/387,12-13=-791336,13-14=-80/267,14-15=-79/206,15-16=-841146,16-17=-84/83,17-18=-81/40,18-19=-92/29,19-20=-140/72, 20-21=0/73 BOT CHORD 2-40=0/208,3940=0/208,38-39=0/208,37-38=0/208,36-37=0/208,35-36=0/208,34-35=0/210,33-34=0/210,32-33=0/210,31-32=0/210, 30-31=0/210,29-30=0/210,28-29=0/210,27-2B=0/210,26-27=0/208,25-26=0/20$,24-25=0/208,23-24=0/208,22-23=0/208,20-22=0/208 WEBS 11-31=-224/0,10-32=-276/90,9-33=-284/131,8-35=-268/114,7-36=-259/112,6-317=-2721118,5-38=-276/118,4-39=-2461109,340=-347/150, 12-30=-276/90,13-29=-284/131,14-27=-268/114,15-26=-259/112,16-25=-272/118,17-24=-276/118,18-23=-246/109,19-22=-347/150 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft,TCDL=6.Opsf;BCDL=6.Opsf;Category ll;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail' 3)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow),Category II;Exp C;.Partially Exp.;Ct=1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-0-0 oc. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 45 Ib uplift at joint 2,35 Ib uplift at joint 20,31 Ib uplift at joint 32,47 Ib uplift at joint 33,40 Ib uplift at joint 35,38 Ib uplift at joint 36,42 Ib uplift at joint 37,40 Ib uplifl at joint 38,43 Ib uplift at joint 39,49 Ib uplift at joint 40,27 Ib uplift at joint 30,49 Ib uplift at joint 29,39 Ib uplift at joint 27,38 Ib uplift at joint 26,42 Ib uplift at joint 25,40 Ib uplift at joint 24,43 Ib uplift at joint 23 and 45 Ib uplift at joint 22. 11)This truss is designed in accordance with the 2003 International Building Code section 2306.1 And referenced standard ANSI/TPI 1. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply Wright Hill 0802007B T01SGE GABLE 1 1 Job Reference o tional Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:42:06 2008 Page 1 0-4-9 9-9-4 19-0-0 28-2-12 38-0-0 39.4_ 1-4-0 9-9-49-2-12 9-2-12 9-9-4 1-4-0 Scale:116=1� 10x14 MIlMH I I 5 8.00 12 4.8 G 4.81 4 Sr 2 Us 6 4.61 6 4x6 3 T T4 8 ] 6 0 5 ] T 3 \\\7e 1 1 II x II 5x11611 5x1611 S 2 \ 5.16 II 6 5 II S 3 6 8 011 5—II fi qq 2 S 1 8 q 8 d1 4x6= 15 14 13 12 11 10 4xfi= 3.6= 4x6- 4.6= 3x6= 8-4-10 16-2-12 21-9-4 29-7-6 29TH-9 38-0-0 8-4-10 7-10-2 5-6-8 7-10-2 0-2-4 8-2-7 Plate Offsets(X,Y):[2:0-1-4.0-0-2], 8:0-14,0-0-2 LOADING(psf) 385 SPACING 2-0-0 CSI DEFL in (loc) I/deFl Ud PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.96 Vert(LL) -0.17 8-10 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.33 8-10 >785 240 M1120H 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:2731b LUMBER BRACING TOP CHORD 2 X 6 SPF No.2*Except* TOP CHORD Sheathed or 4-9-8 oc purlins. T1 2 X 6 SPF 165OF 1.5E,T4 2 X 6 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 4 SPF No.2 WEBS 1 Row at midpt 3-13,5-13,7-12 WEBS 2 X 4 SPF Ni'Except' W1 2 X 4 SPF Stud,W6 2 X 4 SPF Stud OTHERS 2 X 4 SPF Stud*Except* ST14 2 X 4 SPF No.2 REACTIONS (Ib/size) 2=749/0-5-8,13=2787/0-5-8,8=1160/0-5-8 Max Horz2=-148(LC 9) Max Uplift2=-129(LC 8),13=-138(LC 8),8=-191(LC 9) Max Grav2=1152(LC 2),13=2787(LC 1),8=1629(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/88,2-3=-999/257,3-4=0/639,4-5=0/972,5-6=-301/295,6-7=-613/251,7-8=-2021/393,8-9=0/88 BOT CHORD 2-15=-129/659,14-15=-183/597,13-14=-183/597,12-13=-198/291,11-12=-170/1499,10-11=-170/1499,8-10=-144/1562 WEBS 3-15=0/361,3-13=-1596/509,5-13=-2108/490,5-12=-240/1130,7-12=-1569/504,7-10=0/363 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft,TCDL=6.Opsf;BCDL=6.Opsf;Category Il;Exp C,enclosed;MWFRS(low-rise)and C-C Exterior(2)zone, Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS fof reactions specified. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail' 3)TCLL ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category ll;Exp C;Partially Exp.;Ct=1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any otherlive loads. 7)All plates are MT20 plates unless otherwise indicated. 8)All plates are 2x4 MT20 unless otherwise indicated. 9)Gable studs spaced at 2-0-0 oc. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 129 Ib uplift at joint 2,138 lb uplift at joint 13 and 191 Ib uplift at joint 8. 11)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard I WRIGHT BUILDERS, INC. 48 Bates Street NORTHAMPTON, MA 01060 ' JOB NO. (413) 586-8287 ATTENTION FALX,j }{413} 587-92�76,r TO It AM Pl-vt Xtov% IVA6 W Af L� Nom--- �-r* WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans CI Samples ❑ Specifications ❑ Copy of letter ❑ Change order COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: For approval ❑ Approved as submitted ❑ Resubmit copies for approval For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ _ ❑ FORBIDS DUE-, ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS — i COPY TO SIGNED: ` ff enclosures are not as not4pd,kindly notify us at once. «. ,� .. .�, �... . ,. .. �. :. .. r i . , ... i „,..... ,.w � �� IIS DOCUMENT IS THE PROPERTY OF CLOCASTLE iECAST,INC.IT IS SUBMITTED FOR REFERENCE DRAWING SCHEDULE ;RPOSES ONLY AND SHOULD NOT BE USED IN IY WAY INJURIOUS TO THE INTERESTSOF SND REVISIONS WRANY.COPYRIGHT 2007 OLDCASTLE PRECAST,INC WIT DESCRIPTION L RIGHTS RESERVED. _ R&. 0.ME CUSTOMER: WRIGHT BUILDERS .f. ism 48 BATES STREET x NORTHAMPTON, MA *STH Of k4Ss PROJECT: PRECAST CONCRETE FOUNDATION ? DONALD J. VILLAGE HILL-CRAFTSMAN VAN 6ERVE LOT 3 STRUCTURAL 36b12 NORTHAMPTON, MA No. P DATE: 11/19/07-ORIGINAL SUBMITTAL 03/17/08-REVISION A SUBMITTAL 03/26/08-REVISION B SUBMITTAL MANUFACTURED BY: 70 East Brook6ed Road Das North Brookfield, 7 312 Phone: 508-867-8312 800-242-7314 FOUt1C� 011 WPIsyStlem Fax: 508-867-3505 byOGOMM.H.Wh . REVISION DESCRIPTION ATURE IY PROVDING YOUR(THE CU'STOMER'S)SIGNATURE.YOU - TEST THAT THE CONTENTS OF THIS DRAWING SETMEET YOUR APPROVAL AND THIS DRAWING SET IS HEREBY _ .. APPROVED FOR ENGINEERING AND PRODUCTION. - - 3 GO 1 0asisli Foundation WallSystem T'tlns OW ISOMETRIC VIEW Cs".omoc Job: VILLAGE HILL SATES i6 T BUtDERS CRAFTSMAN 4DRp AXnM MA NORTHAMPTON,MA �Iry\R Drowinc,: Scc'e:NOT TO SCALE Sheet: I SMNA'UR€ — DATE Dlow,: r JAM T PR7NDMG YOUR(TME CUSTOMER'S) WING URESET YW br';'no; 07 Re'.. A Lase: Rev. R bete: ATTEST TMT THE CONT€Ni5 OF IFAS ngAw'.NG SE(M€ET YOUR APPROVAL AND THIS DRAWING SET IS HEREBY 11/19/07 03/17/M m/76/Ofi APPROVED FOR ENGINEERING AND PRODDCTION. 24'-51" .�27 OW_ r t Q Q I O i 2A'—Q• I I OW-1 t o LTR QTY DESCRIPTION 7' 0- 7•-G- O �'-a' x 20"G;,ARAGIF D;�� CROP O J"N Co",GR'4 I 2 PORKL L=GOE "R FANS_SJrFORi 4 � OF E 2 w x 20*H LAST-IN 3h CC W'Nu01T1 �`.Y v CAST]'FRCV M OF Wk {C 3 -G' x 3-0'x 8"CCI.LMV FAC 1 2 o'N x 5'0 A 'i"R SEAM PCiCK[T 2? —r—'PE E PFR47r14R"S'AIf'..,;MT ! ( i3.:7 J1(T S] fF.(1(NI TC&Of Kk' -- ! - - Oasis I Foundation Wall System Ttie WALL PANEL LAYOUT Costo,e _ab' HI iI H HUACE u L 3 5%VWSAT soon CRAFTSMAN 1'----i?_,4•k"3_1•--f-- z2'-'-3' x�ca�tiw�wr `w woRnirMPTaw,un Druwing; Scale:NOT TO SCALE 24'-0" �g'_p' Sheet 2 S"TURE WE OW-8 j raw�. _ JAM BY PROVIOMG YOUR(SHE CUSTOMERS)SIGNATURE,YOU VY.C�inpl Gefe: Rev. A Do:e: Rev. 3 DCte: ATTEST THAT Tu(CW:N7S OF 7HkS CRAW+NG SET MEET YOUR APPROVAL AND THIS DRAWING SET IS HEREBY 11/19/07 03/17/QB 03/26/08 APPRGVEO FCR ENGINEERING ANG PRODUCTION. L -- —' I EXTERIOR FACE 1"o HOLE T:32(7 TOP BOLT POCKET BOTH ENDS FOAM p4 REBAR U BA _ —j OF CAVITY R —p g" —{ .1 ------ -- -"-1 ------ -T (---------1 (' ---- ------- ;n i— AROUND WINDOW I ---- --� 11 �--,---i I I S----- S, t 1.L o O O 1 L o O - 1-•- _ 3'MIN -SEE"CRJDUIT OPENING" BURKE 2 TON LITERS MODEL 75 4038 PLACED SYMMETRICALLY _ I — I SOLID DETAIL THIS SHEET H TOP EDGE CF PANEL,31 FROM OUTSIDE SURFACE AS S-'+@'W � � S .{jf FOAM, PLAN VIEW —f FOAM PANEL PANEL , —}- 2"_O^ �SEE"TYPiCA!14EW FtTRLI RIBS"OETAIESHEET�4 A - —� PLAN VIEW-CONDUIT OPENING f ; ' I SE "VERTICAL , END RIB'DETAIL, _ \ -T - - - SHEET5 TYP.WINDOW OPENING-BILCO 3220 I T- 7}�'"�1.— SEE'VERTICAL CENTER R9'DETAIL,SHEET#5 A -•-3" —4'_°"_ SECTION B-81/2'FOAM THERMAL EXTERIOR FACE BREAK AT POCKET INTERIOR FACE REAM POCKET TYPICAL FOAM PANEL ASSEMBLY ,O° PLAN VIEW OF BEAM POCKET :-�� i{TWD)EPS CAVITY FOAM PCS(24'012 x0),9(DNEj 6ensAftMOR SI(EATHING-PC.(I'08'06'} I $4•'"j 2 (TWO) #4 REBAR EACH FACE BEAM POCKET I f-I�iI 11liI1I l1iIII IIliII iIJIIIIIilIilitIlII lII1Il (IIIII IIIIII(I;II1IIlII if1IiI d!lIIIIIIII iiliIIilIIIII {llfII - ,I!III�IIIrIiI I —-l1iIII , UNDER POC1i1 KET SEE'HORIZONTAL TOP RAIL"DETAIL XET r5 I I xx x1I;I 1 xl l i V I I I l l I I 1111 ! i l 1 1 V I I I I I I AT DeisARM4=RO 1 B 1 I I V I I I I I I I V I I I I l l i iIIII I t s i CONCRETE x x x � 'iI iIIII Illli IIII : ilIl ( IIII iI' �' ' I ( I Ill I I ISI i I III I I I'I I I III I i I� �� x x k l l I ill i IIII I III i IIII I IiI I 1 1 �( ��, `� x x xy x� I III ill III I I III ! � I IiI VIII IIII I II II IIIIII II II Jill I 4I 1VI IIIIIIII III ; f � x X � Y Oasis Foundation Watt System =tea l l I IiI 1 I ISI I l III I i l l i I III I I I �. � x L-_- Ill ��_� I ( U ,_� ISI __�I_ I _SEE'40RIZONTAL— x _ I__ J L- _J L _—J L-_ _J I.__ — Bo TDM RAIL° OASIS WALL PANEL I LL I DE.AE SH'E' LJ Ccs:omer: Job: VILLAGE HIL. i 3' -_- wlprt Ruwots OWTSkI(TYr\ 25 111 STRaT NORitiNPm MAW NORTHAAIPTON�MA I ;z' , scale:"T To SCALE I TERIOR SIDEE SECTION A-A ELEVATION INSIDE ELEV.VIEW T'o,irgs OF A TYPICAL BEAM POCKET S'-t: S SIGNATURE WE _ -- cYewn. JAM BY PRpVIDING YOUR(THE CUSTOMER'S)SIGNATURE,VOU ATTEST'.NAT PIE COMENTS OF THIS DRAWING SE?MEET Ur:�i�n.,1 Cete: Rev. A Urate: Rev, B 6ae: YOUR APPROVAL AND THIS DRAWING SET;S HEREBY APPROVED FOR ENGINEERING AND PRODUC7GN, 11/19/07 03/11/08 03/211/ TYPICAL 5'-0" GARAGE WALLL':R TO O R TG ) RE ON�(TIP;<VARIES>BOLT POCKET STRAPS (QUANTITY VARIES) 20"x30TYP. EACH END VOIDS @ 36" O.C.rJ��;/ Y— PLAN VIEW �! TYPICAL VIEW THRU TYPICAL VIEW THRU END RIB TOP RAIL /4 BAR AS SHOWN IYP.OF A,L REBAR d 4 d 2' MIN. !, O 3.- LII L MIN. TYPICAL ylEw THRu TYPICAL VIEW THRU °< CENTER WB BOTTOM RAIL I LT 2 i 2 (Tw0) 1/2"4 PLASTIC 5'-0^ PANEL ELEV. VIEW B SECTION B-B Oasis INStRTS ON INTERIOR SURFACE Foundation Wall System q v oltle..u�Aay'be GARAGE&FROST WALL PANELS ustc W&T GUIDERS Job: VILLAGE FILL 26 6 II HAAIIP STREET CRAFTSMM PION, NORTIAIVTfML W NORTHAMPTON,MA Sc B:NOT TO SCALE SIGNATURE DATE Sheet: 4 BY PROVIDING YOUR(THE CUSTOMER'S)SIGNATURE,YOU JAM ATTEST THAT THE CONTENTS OF THIS DRAWING SET MEET YOUR APPROVAL AND THIS DRAWING SET IS HEREBY C^ging, Ja;e: Rev. 1 Ja!e: Rev. DCEe: APPRovEO HOR ENGINEERING AND PROOUCT1GN- 11j19/07 03;17 08 03/26/08 ry IJ NO x 2"LG.ANCHOR STUD ATH NUT R WASHER ROWE 2 Tal LIFTER WSULIfD 48'O.C.4i RIBS AND —3— 1 MOOS,?5-431W A1H ` LFES THAN 12'FROM JOINTS —f-J- SHEAR OAR snulRlcuLr _ PLACED FOR LIFnNC 3 , 1)"0 HOLE r i- 8 0 _ ONE 4 BAR EACH RIB(EXTERIOR SURFACE)WHEN RIB IS LOCATED Y PS CAMP!FOAM PANELS = cnuLu Jahr )A Mw. _ _ /�E THRU RAIL ° 4 _ J ADJACENT TO A WINDOW,DOORWAY,END JJINT OR LIFTING INSERT 2 / (44"x72" ) 4 EPS CA TY (END RIB) EXTERIOR FACE FOAM v ° _. c 1'FOAM fl '4 %� ° e A/ •i•i - - ___ - f SHEATHING (D-ARMORO) Of SHEATHING I I° a - ,G �} I // �• D SHEATH Y (Ji"x48"x96') (e ) 1 I, ,3- 2(TWE){4 BAR N�,} 1(ONE)A4 BAR IN EACH RIB 87-�1d I- 1D'~ EACH END CE (INTERIOR SURFACE) RIB SHEATHING(DmsARMOR®} o^� HORIZ.TOP RAIL RIB SECTION TYPICAL VERTICAL SECTION THRU RIBS d"`48`xee") (WITH LIFTING ANCHOR) r i•»z'BENT BaT POCKET VERTICAL SECTION A CENTER RIB HORIZ.TOP RAIL APPLY SIKAFLEX 15LM TO BOTH PAYE- PLATE STRAP ENO SURFACES OF XNT&OUTSIDE OF (WITH INSERT FOR PLATE) 10" ALL CORNERS,THEN APPLY TO TOP OF S INSIDE SUMACE _ 1., EPS PANELS II�� ^- EACH CLOSED JOINT 2�.�� 12 COVER(TYP.) - I I � FOAM PANELS of FOurmanou 1•^e Bat.NUT. 3 BOLT POCKET STRAP AND WASHERS OUTSIDE SURFACE 0 BOLT,NUT, J_ TYP. (24'x7�'a99) _ T' in, I I^ ( ) a FCW:D4110N AND WASHERS �� r/— / DOIi POCKET STRAP 2 TWO •. a SHEATH''NG I/ /` I • AN 6� A A p (D-ARMOR®} I ( _ �ti a RAIL j p (J^x48'x96� E5 x KU C OUTSIDE BUREAU 2 TWO I'xY SENT 0`FOUNDATION 1 112" f4 BAR •' " < STEEL PLATE eai POCKET STRAP j WSIOE SURFACE RIB J f N BOT'DN �� '�'i z BOLT PO F /I � J'x2'BENT OF FOUNOAnON I f•.Z'STEEL --II RAIL �'a 7PREAGED INSERTS �� o 'AA' Y� �—10 1"COVER(TYP.) ®18.O.C.(WALLY ( "��Y STEEL PLATE 3 PLATE a Y INSIDE STRAIGHT AT BACKFILL) J� CONNECTION WITH 90°ENDS VERTICAL SECTION .TYPICAL VIEW TYPICAL VIEW THRU HORIZONTALAL BOTTOM RAIL INSIDE CORNER V OUTSIDE CORNER INSIDE CORNER END RIB THRU TOP RAIL BOTTOM RAIL CONNECTION WITH 45'61tTERS CONPIECTWN WR1446'#ALTERS CONNECTION WMi 22.5°MfiERS IO• i._B, 3. —��tYP.— 1(2)i'al' r m -I �. stDTs FLAT PLATE(Pt l(2)s1'On (a)S pn SPECIAL FLAT PLATE(F2) J -d B' �rw Tm T; t L P--� _ ----77 S• SLOTS - 41 5^' T2 2 Yr TIP. — L(2)r.2r 225 5 s<ors iasis ROTS �= (z)rx2)SLnis Foundation Wall System -�� O o gOpJcuU�Prvm.'nc. r C C> 2ION A-A' — L � C� � SECT ,t e L_ L_ Nis WALL PANEL it OP GOAT E -BOLT POCKET WITH A (2)LG STRUCTURAL DETAILS 80°INSIDE PLATE(A1) 90°OUTSIDE PLATE(A� 45°PLATE(A3) 22 17 PLATE(A4) ANGLE VARIES PLATE(A51 HEX caE RooOD &(2)WITH(2): LAT WASHERS& NUTSTOP SURFACE OF PANE. Customer; Job- ALLAGE HILL 26 BATES STREET CRAFTSMAN BOTTOM CONTECRON-STEEL PLATES WATH)'0x2"LG NORTHAAVTaI AAA NORTHAMPTON,MA HEX.BOLT I�•rROM BOTTOM OF PANEL Scc',NOT TO SCALE Shee`.: SIGNATURE ROTE 5 BY PROVIDING YOUR(THE CV 'S)SIGNATURE,YOU �r°W JAM ATTEST THAT THE CONTENTS OFF THISTHIS DRAWING SET MEET YOUR APPROVAL AND THIS DRAWING 8E7 IS HEREBY Cn'g l:�pl Dave: Rev. A Tete: Rev. B D°2s: APPROVED FOR ENGINEERING AND PRODUCTION. 11/1907 1 03/17/08 03/18/08 PT 24 SILL PLATE(BY OTHERS) DESIGN &(CONSTRUCTION SLOPE BACKFILL AWAY - �---I.=L.G AN L / Y I)POSCD ANCHOR STUD vW FROM STRUCTURE W I WASHER&NUT @ 48'0/C& LD DESIGN �. LESS THAN 12`PROM PANEL END& �T REFERENCE V 1�� _ SEE SILL -SILL i4 9E SEALED WITH Lt 2003 Ti7ERNA 161lA-BUILDING CCS = t%s1 �� CQh:?dECL=-h�1 CON3TRtICitpN ADHESIVE i p 2003 INTERNATIONAL RESIDENTIAL CODE FOR ONE&1Wo fAMICY ��"�� L V �� DETAIL •(� BOTH SIDES(BY OTHERS) lt^�F ��''-` _ H' CwELuf!";S i LL1 _t r' 1.1 3 AG 318-02,BUILDING CODE REQUIREMENTS`OR STRUCTURAL CONCRETE w P56T INSERT H i 1.3 MATERIALS A- <5'-0" OPENING FOR �.� .i Y 12 REINFORCING i<Fl .,-\`1.=, l BACK it w i - EiECTR7Cki WIRES t. �' (� 1.3.2.1 ASTM A818 GRADE 60 DEFORMED REINFORCING. DETAIL SHOWING SILL '.31ASTM A`S6 GRACE 70 WELDED WIRE HAS PLATE CONNECTION 21'� 1.3,3 MINIMUM CONCRETE COVER OVER REINFORCING-1"(FACES EXPOSED TO Af` EARTH) ��\� F� o _�\� SHIMMED AS BENT OPEN T 2.0 HSTAUAnDN 1\��V �I\ 11) A 11 REQUIRED ACCEPT MODULAR ,�:; 2.1 WALL SHALL BE PLACED ON 1/2'CRUSHED STONE,WHICH SHALL BE LEVEL OR FRAMING SYSTEM. sLx ThA:WALL HAS c arNuesAx�Nc _ 2.2 SEGMENTS SHALL BE INSTALLED SUCH THAT VERT FACE IS PLUMB&TOP .1\ 1 �� r CORBEL � I �l�',--N�'1- LEDGE I _ 4"CONCRETE SLAB I � 2.3.WA!L PANELS SHAH BE CONNECTED TOGETHER USING 112"o BIS LEVEL OLTS(ASTM H ��_ V �� 11! 1 � �� »��'� POURED OVER o MIL �1'-G" -� A=I`101D ATl 4'CONCRETE;LAB T A307)AS SHOWN ON ERECTION DRAPANG ��`��=��"'\i� c j 1J 'POLY VAPGR BARRIER MIN. 5-G" POURED OVER 6 MIL 2A PRIOR TO BACKFILLING POURED IN PLACE BASEMENT FLS SHALL REACH HI��Y��, (BY OTHERS) ;� aR SS j POLY VAPOR BARRIER Art A MINIMUM COMPRESSIVE STRCNGTH OF 1,500 PSI &WALL HAS BEEN �� __ ��', {BY OTHERS) ANCHORED TO THE FLOOR ABOVE PS SHOWN IN THE ERECTION DRAWING OR ` ��,�� NOM �� F EXCAVATION EXCEEDS` 1.16'LONG BEFORE BENDING. HAS BEEN SUF"FIDENTLY BRACED TO PREVENT DAMAGE FROM BACKFILL \"V`-';;. DETAIL WITH HOLD A',THEN EXCESS AREA 2.MATERIAL SHALE BE I5 2.51 A 4`4 PERFORATED DRAIN PIPE SAI BE PL.AC,_ AT BOTTOM OF Y { Mt15T BE FILLED AND J f 1L .......,�.., DOWN STRAPS GAUGE GALVANZFD SL. CRUSHED STONE AREA,IN 2(TWD)LOCATIONS,TO ALLOW 6ACKFILL TO DRAIN S'COMPACTED 'S CRUSHED STONE COMPACTED �� 2}"STRAPS PLACED NO - 25$A 111 MA!ERIAL STALL BE C ASSFtu PER TAE UNIFIED SOIL - I�' u EATER THAN 4s"DO PLACED 9 LEVELED i'-O' '" 1 CLASSIFICATION SYSTEM AS BEING EITHER GC GM,GP CW SC SM,SP,OR SW 8 COMPACTED CRUSHED STONE )01515 THAT ARE PARALLEL tE (BY FINERS) .FLACED i_PALED IN'OKkRS' I ',-Q, O OUNDADON WALL MUS Z T!ADDITIONALLY BACKFILL SHALL NOT EXERT EQUIVALENT LATERAL FLUID VARIESJ--�---2'-0"MIN.--� I VRDRERLT suoAlqu ' PRESSURE GREATER 60 PSF/FT TYPICAL WALL SECTION j -- — TYP.SECTION AT CORBEL LEDGE f WARNING: BALIUSHLLNOTBEPAACEDAGAINSTTHEWALLUNXTHE WALL HAS SUFFICIENT STRENGTH AND HAS BEEN ANCHORED TO THE FLOOR ABOVE OR FIRS BEENFICIENTLY BRACED TO TvPICPREVENT DAMAGE BY THE BACKFILL.{7BBCANR54B4.1. �LG. AL aGN NOTES: 1. FOR rOONDA 13F LILLY COLUMN FOOTING W�iL DEPTH SIZES (4)6xSz�S1EH..AN wE NDICATED ARE BASED UPON 2,000 LBS.PER SO Fr.SOIL BEARING &(8) "0 WEDDE ANCH �x� Ra DETAIL WITH HOLD DOWN APA Y. STRAPS IN PLACE SHOULD LESS SOI CAPACITY BE ENCOUNTERED NTFY ENGINEER N WRING SCh F GING SIZES CAN RE o T Oas 'sol z. `SIL TYPES SUITABLE SHAD BE G ASSIFED PER•HE UNIFIED solL — 1l1 �� PYA o TYPICAL PE�4MENTRY o -12 CLASSIFICATION SYSTEM AS BEING EITHER G>,GM,OF,4W, ii '� �� SP,OR SW �� 1 Foundation Wali System w �''.�w PD JSTABUP Y „< �I o c K POST 3. FIE^.HANICA VENTILATION MUST BE PROVIDED BY BOLDER ON SITE JACK ��r 1 p m '� •.�. . PER MASSACHUSETTS STATE B IDMG CODE.(780CMR5303.1) �t P, WALL PANEL 4, TOP OF BASIS FOUNGAT€CN WALL SYSTEM;S TO BE A MINIMUM OF 8'ABOVE FINISH GRADE. VERALL PERMENTRY � � �- a STRUCTURAL DETAILS DIMENSIONS VARY ,1.._-` `-'-''_.11`x' a Custoym mer: .lob: yry3,A( HILLY TYPE TES�T CRAFTSMAN NORTHAMPTON,MA CONCRETE NO To SCALE I "T 1 JAee;�POST —IB•MIN. =�Q o BEARING PAD --� 3'-O" MIN. �--- e =_:GNAr;.�RE tj Brown; JAM RID H ETAIL TYP° GARAGEPANEL SECTION o i i � .A Rote �w. e YDI;R APPROVAL AND,HI,DRAWING SET IS HERSECTION PERMENTR /g/D� a3/T7/oe a�/zs/os -PPROVED FOR ENGINEERING ANO PRODUCTION __ MEMO To: Tony Patillo Northampton Building Dept. Date: 4/2/08 — 4/18/08 Follow up APR 1 8 2008 From: Linda/ Wright Builders Re: Permit for: Northampton, MA Hi Tony, Regarding open items — 1. Wright Builders, Inc. will legally be taking ownership of Morningside lots 3, 4 & 5 on April 8, 2008. 4/18/08— Wright Builders took ownership of Lots 3, 4 & 5 on 4/17/08. The Deed was recorded same day. Copy of receipt and Deed attached. 2. Stormwater O&M Agreements —DPW has agreed (4/l/08 letter attached) that WB can process and record O&M Agreements outside of issuance of the building permit. We will promptly start the process after the closing. 4/18/08 — Stormwater O&M Agreements have been forwarded to Doug McDonald for review & Mayor's signature on 4/18/08. Transmittal attached. 3. Mass Development—We will be forwarding a package to Mass Development addressing the 10 items in Attachment A by end of this week, 4/4/08. Please see attached Mass Dev "Notice of Approval of Construction Documents" dated 3/28/08 and referenced Attachment A & Attachment B. 4/18/08 — MassDev approved these documents prior to the closing yesterday, 4/17/08. This info should allow for issuance of permits pending plan review. Please call if you have any questions or need additional information. Thank you. WRIGHT BUILDERS, INC. 48 Babes Street Northampton, MA 01060 Tel: 1-413-586-8287 Fax: 1413-587-9276 Rept Repri, x------------------------------------_-------x Official Receipt for Recording in: c Hampshire County Registry of Deeds 33 King St Northampton: Massachusetts 01060 Issued To: ATTY DAVID BLOOMBERG Recording Fees x--------------------------------------------- Document ---------------------------- —Document Recording Description Number Book/Page Amount x -------------------------------------------- AMEND --------------------------------------- -AMEND 00008076 9457 1 $75 00 HOSPITAL HILL DEVELOPMENT PL 00008077 218 25 $75:00 HOSPITAL HILL CERT 00008078 9457 85 $75.,00 MASSACHUSETTS FINANCE AGE HLC 00008073 9457 88 $65,00 HOSPITAL HILL DEVELOPMENT CERT 00008080 9457 89 $75.00 HOSPITAL HILL DEED 00008081 9457 91 $125..00 WRIGHT BUILDERS EXCISE 00008081 $1,197,00 COU 00008082 9457100 $75.00 WRIGHT.BUILOERS MTG 00008083 9457117 $17500 WRIGHT BUILDERS INC ASH 00008084 9457 137 $75 00 WRIGHT BUILDERS AGR 00008085 9457 150 $75 00 WRIGHT BULDERS. CERT 00008086 9457163 $75,.00 HOSPTIAL HILL $2,162.00 Collected Amounts x----------------_--_ ___ -----------x Payment Type Amount x------ -------------•-----------—----------a Check - 1441 $.1,197..00 Check 1440 $965.00- ---------- $2,162..00 Total Received : $2,162,.00 — Less Total Recordings: $2,162 00 Change Due $..Do Thank You MARIANNE DONOHUE•• Register of Deeds By: Maureen C . Receipt6 Date Time 4188980 04/17/2008 01:18p Page 2 of 3 BR: 09457 Pg: 91 Bk;€07Pg:91 Remdad: 0411 RELEASE DEED HOSPITAL HILL DEVELOPMENT LLC, a Delawarc limited liability rA=pany with a wua1 place of business c/o Massachusetts Development Finance A.gen 160 Fedem] Street, Boston, Ma=chusetts (the"G rant.011) for consideration paid of Tv Hundmd Sixty-two Thoi3sand,Five Hmdred.and 00/100 Dol#am($262,500.010,relem to WRIGHT BUILDERS, INC., a Massachusetts corporation with a usual place of business at 48 Bates Street,Northarnptsan, Mamebuwtts(the"Grantee), withottt any cavenaots and without any representations and warranties of any kind whatsoever,the =min land in Northampton, Hampshire County, Massachusetts, shown as"Lots 3,4 w 5"on a plan entitled"Plant of Land in Nortbmptor4 MA,Prepared for Hospital Hill Developmcut UC,Lot Division, Olander Drive"dated 4111/2008 by SHERMAN & FRYDRY& Latid Swveyin,g rind Engineering and recorded in the Hatnpshire County Registry of Deeds Plan Book,., ,Page Z,5- , (the"P.remises") and ware particulai �r described in Exhibit A attachcd hereto and made a part hereof Hereby oonveying a portion Ofthe saale premises as were conveyed to Crarstor a Release Deed dated November 25, 2002 and recorded in the Hampsh Ctxur Registry of Deeds at Book 6925, Page 302 and shown as a pay of Parcels A and H that certain plan entitled `Boundwy Survey of land of the Commonwealth w` Massaehusctts formerly the Nonha ttpton State Ho*tal, Northampton, Massar*use dated December 17, 19%, last. revised December 18, 1997, prepared by Roby Assi-w,iates Land Surveying ("Boumtary Survey"} and recorded with the Hmnpsl �4- CouRty Registry of Deeds in Plan Boob 183, Pages 1 through 6. tL The premises are wnveyed subject to the terms of the Land Disposi! Agreement between the Commonwealth of Massach.usetts,, acting by and tl>xough Division of Capital Assct Management and Maintenance of Executive Office Administration and Finance and. The Community Builders, Inc., dated Septembe 2002, rmorded in the Hampshire County Registry of Deeds at Book 6925, Page 186. The Premises are coaveyed subject to the fmrms and rkditionc of a Spe Permit Decision issued by the Nortbampton Planning Board on September 26, 2 which is recorded in the 14aErnpshire County Registry of Deeds in Book X835, Page SUBJECT also to the Amen€ ,nt to the Special Permit issued on August 14, 2003 recorded in the Hani}tshire County Registry of Duds at ISI; 8024, Page 249, further amendment en February 19, 20£14 in accord with a settlement agreemerrt d January 30, 2004 (Laud Cour No. 292406) ivUoh is recorded in the Hampsbire Co Registry of Deeds in Book 9024, Page 252., and further amendment on August 6, 2 and r rd in the Hampshire Cowity Registry of DeWs in the Hampshire Coo Regis" of Creeds at Book 9282,Page 103, The Premises are cooveyed subject to the Definitive &Adivision Appy file://C:\DOCUME—I\linda\LOCALS-1\Temp\5N4CQ20M.htm 4/18/2008 WRIGHT BUILDERS, INC. 48 Bates Street .NORTHAMPTON, MA 01060 FATTENTION JOB NO. (413) 586-8287 6 (j�AFArJ'X (413) 587-9276 /TO tr L'V/� 11 r b� R,N►�to n1 PPw Y 'nrr��D WE ARE SENDING YOU Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION t8 W 1�-VrA-WMW-r /}-- 3 be 4m (Z -� I og THESE ARE TRANSMITTED as checked below: nFor approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution 3As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS L40 715FAll. t� o COPY TOS �1 A� U�n� r �r -( eh -16� SIGNED: W AIW �r -VI>A G�T�j If enclosures are not as noted,kindly notify us at once. 24'-6 27'-6- OW- OW- 6'-4• 03 n1 24'-0' OW-1 o LTR OTY DESCRIPTION A- 7'-0' 7-0' 7 0"----77'-0*-- �A 3 9'-8'W z 20'D GARAGE DOOR DROP Q 0a T 3'-4)u{20'D>aw.DDDR SDP © 2 CORBEL LEDGE FOR PANEL SUPPORT DO 2 32W x 20'H CAST-IN BILCO WINDOW oc GST 3'FROM TOP Of wpit -=a �E 3 3'-0'x 3'-D"z 8'COLUMN PAD 0 FO 2 6'W x 5'D z 17'H BEAM POCKET i © 1 3'-8 1/2'x 7'-0"DOOR R.O. O QH 1 TYPE F PERMENTRY STAIR UNIT nL O O © sTAR UNIT sFI I'FROM TOP OF WALL TT- Oas"yPj Foundation Wall er Co au...1A.r.va• Title: WALL PANEL LAYOUT Fi Customer: Job: VILLAGE HILL WUGH 1'-2' 9'8• D' 9' 8' 2- Y-I�' Y 4 22'-1j' 26 BATES SSE CRAFTSMAN 'THAMPMK MA NORTHAMPTON,MA 6'-O• 10'-6' T-6' '-D' 2/'-O' Drawing: Saole:NOT TO SCALE GW_10 28'-0' Sheet: 2 SIGNATURE DATE GW-10 OW-8 Drawn: 8Y PROVIDING YOUR(THE CUSTOMER'S)SIGNATURE,YOU 62'_0• JAM ATTEST THAT THE CONTENTS OF THIS DRAWING SET MEET - Or�g�nal Dote: Rev. A Dote: Rev. a Date: YOUR APPROVAL AND THIS DRAWING SET IS HEREBY APPROVED FOR ENGINEERING AN PRODUCTION. 11/19/07 03/17/08 03/26/08 BOLT POCKET BOTH ENDS-_ EXTERIOR FACE 14"O HOLE THRU TOP I— ------- --- - - r-------- r_____—_— r________ ___ OF CAVITY FOAM A4 REBAR U BAR 2-8 01 -- - - } ——— AROUND WINDOW I -- -o- � I I f---o--� 1 1 f---o---I I I f---o- o -- ... .. ,, - ;;.:•. . SEE'CONDUIT OPENING' BURKE 2 TON LIFTERS,MODEL 75-403R,PLACED SYMMETRICALLY 3•MIN DETAIL THIS SHEET 0 TOP EDGE OF PANEL,3f•FROM OUTSIDE SURFACE AS SHOWN. -� I I - FSOLID OAM Q_ PLAN VIEW -T 2'_p" SEE TYPICAL VIEW TNRU RIBS"DETAIL,SHEET 14 A FOAM PANEL :-- - ---- PLAN VIEW CONDUIT OPENING 1 EPS CAVITY FOAM EPS CAVITY FOAM .,EPS CAVITY FOAM 1 , SEE'VERTICAL END RIB'DETAIL, SHEET 15 TYP.WINDOW OPENING—BILCO 3220 1z• 1 SEE"VERTICAL CENTER RIB'DETAIL,SHEET¢5 A 3' 4'-0" SECTION B—B 1/2'FOAM THERMAL EXTERIOR FACE BREAK AT POCKET -- — -- T INTERIOR FACE BEAM POCKET TYPICAL FOAM PANEL ASSEMBLY: 10• PLAN VIEW OF BEAM POCKET 2(TWO)CPS CAVITY FOAM PCS.121•x rxg!)'),1(ONE)DensARMOR SHEATHING PC.({'08'06') L 8q• � 2(TWO) #4 REBAR 11_ EACH FACE BEAM POCKET f. t }.f.{.-t.. -. .. } { _... t +.. _. t_ SFE'HORLZOMTAL I I I I I I I I I I I I TDP RAIL-DETAIL, SHEET I /5 x I IIIII IIII IIIII III II i II IIIII IIII IIIII I II I �-_= , -f- I I IIIII IIII IIIII I I I ( x r x l I I IIIII IIII IIIII IIII ( IIII I I �t III I I I I I I III I I I I I I III I I I DensARMOR® k B I I I III I I I I I I III I I I I I I III I I I B Z CONCRETE k x k I I I III I I I I I I III I I I I I I III I I I « I III I I I I I I III I I I I I I III I I I Ea s x k {{I o- kx k x l I I I III I I I I I I III I I I I I I III I I I k k I I I I III I I I I I I III ( I I I I I III I I I - k k k kl I I I III I I I I I I III I ( I I I I III ( I I m x x x I I IIIII I I I I IIIII IIII IIIII I I k k k k 13asvx Foundation Wall ' it IIIII IIII IIIII IIII IIIII II k L--J IIL--J I I L--J I I L--J I I L--J I I L--JTitle: I SEE'HORIZONTAL x k ---J L---J L---...J L---J L---J L--- BOTTOM RAIL• OASIS WALL PANEL DETAIL,SHEET 1- 15 -_-----_-- L-___k __ Job: VILLAGE HILL r 12'-10• (TYP) m Sracr CRAFTSMAN SECTION A—A NaRTRAMPTDN.MA NORTHAMPTON,MA I TERIOR SIDE ELEVATION INSIDE ELEV.VIEW Drawing: Scale:NOT TO SCALE SIGNATURE DATE OF A TYPICAL BEAM POCKET Sheet: 3 PROVIDING YOUR(THE CUSTOMER'S)SIGNATURE.YOU Drown: JAM ATTEST THAT THE CONTENTS OF THIS DRAWING SET MEET Ori al Date: Rev. A Date: Rev. 11 Dote: YOUR APPROVAL AND THIS DRAWING SET IS HEREBY 9�n APPROVED FOR ENGINEERING AND PRODUCTION. 11/19/07 03/17/08 03/26/09 A TYPICAL 5'-0"GARAGE WALL GD ER TD COYER TO REBAR N IMS REBM IN IMS SECTION(TW.) SECTION —<VARIES> a �. BOLT POCKET STRAPS (QUANTITY VARIES) 20"x30" a TMP. EACH END VOIDS @ 36" O.C. Lr-----�� r-----� r----- ® r------ PLAN VIEW TYPICAL VIEW THRU TYPICAL MEW THRU END RIB TOP RAIL Mf BAR AS SHOWN TW.d ALL REBAR aa . a 2- MIN.MIN. d � r r � L e 6'MIN. 1YP%HHL.YI -THRLI TYPICAL VIEW THRII_____..__ CENTER RIB BOTTOM RAIL e 6' 2'-6 -4- 2 (TWO) 1/2"0 PLASTIC E E2 �J 0as"INR 5-0 PANEL ELEV.VIEW B SECTION B-B Foundation WallSE TS ON INTERIOR SURFACE p O pCea.N.rwan,'p: Title: GARAGE&FROST WALL PANELS Customer: Job: VILLAGE HILL MIGHT BUILDERS CRAF75NAN MP 2,BATES STREET NORTNARRA MA NORTHAMPTON,MA Drawing: Scale:NOT TO SCALE Sheet: SIGNATURE DATE 4 Drawn: BY PROVIDING YOUR(THE CUSTOMER'S)SIGNATURE,YOU - JAM ATTEST THAT THE CONTENTS OF THIS DRAWING SET MEET Original Date: Rev. A Dote: Rev. 6 Dale: YOUR APPROVAL AND THIS DRAWING SET IS HEREBY APPROVED FOR ENGINEERING AND PRODUCTION. 11/19/07 1 03/17/09 1 03/26/ rit-IB HE x 2'LG ANCHOR SAID WTH NUT A WASHER INSTALLED 48'O.C.IN RIBS AND r`'T I uD�RX 75 LOW ITU? LESS MAN 12'FROM JDNl6 -T' SfCAR BAR SYUEIRICALLY _ —Z-�' m 1}'I HOLE —F PLACED FOR LIFFRIG 3j' _$0 1 ONE /BAR EACH RIB I. EPS CAVITY FOAM PANELS I �•CAULK JOINT - ( )/ (EXTERIOR SURFACE)WHEN RIB IS LOCATED I MIN ,ae THRU RAIL ADJACENT TO A WINDOW DOORWAY,END JOINT OR LIFTING INSERT 3 (24`x7}'x99•) EPS CAVITY ° ¢ /� (ENO RIB) EXTERIOR FACE FOAM a, I•FOAM fl .a :'C+: °.} •a- _ e y • 7""� SHEATHING - o � �p (DmSARMpT®) SHEATHING - I I• ° I ;G� (}'xd8•x96•) 3 (DmsARMORO) 11 - w •I'. �. l 1 (}•x48'x96•) ', I I: • - .'• • 2(TWO)/4 BAR N o I(ONE)14 BAR IN EACH RIB L f °/ 4 TD*�W EACH END F Q (INTERIOR SURFACE) RIB SHEATHING(DmsARUOR®) }�lo• HORIZ.TOP RAIL C2 RIB SECTION TYPICAL VERTICAL SECTION THRU RIBS (}'x411%96•) (WITH LIFTING ANCHOR) I',r BENT BOLT PocXET VERTICAL SECTION CENTER RIB SIEEI PLATE S1RAP H INSERT TOP RAIL APPLY SRUiLEx I5W TO BOTH PANEL ' CNO SURFACES OF J T!WT9DE OF (WITH INSERT FOR PLATE) TO• AL#6NT CORNERSTHEN APPLY TO TOP OF B _ COVER IZ COWR(TIP.) EPS CAVITY a a FA F�OUNw'DAIp 3 BUT POCKET STRAP H- FOAM PANELS AND NASKRS W/59E SURFACE2 (TYP.) '� rI 80 A ERS(T4•x7rx99') , A.BOLT,NUT,BOLT POCKET STRAP O FOURDATION AND WAAIERS2 Two J4 BAR • z • SHEATHING ( �IN TOP O4 (DensARMOR®) AoRAILVT (}'x48•.96•) •w 0. Y! WiStDE SURFACE2 T%U W • 1� BFNI OF FWNDATIW INSIDE SURFACE1 1/2' 14 BAR . ✓r^ EL HATE BOLT PoCK[I STRAP a FWNDAnaRIB aT PO I L)J/�/��10' W IN BOTRONALI ° ` =e TIWiEADED INSERTS kuP '� qs sRFt POUT[ -.3-{ ^WSTEttiJA'COVER(TYP.) 018'O.0(WALL �k I ` A�.° 1NSQ]ESTRAIGFlT yATNBi}T BACXRkf) VERTICAL SECTION TYPICAL VIEW TYPICAL VIEW THRU HORIZONTAL BOTTOM RAIL INSIDE CORNER OUTSIDE CORNER INSIDE CORNER CONNECTION WITH 90'ENDS fQ END RIB THRU TOP RAIL BOTTOM RAIL CONNECTION WITH 45'METERS CONNECTION WITH 45'MITERS CONNECTION WITH 22.5'MITERS }�To- i-e- 1 A—BIW.-I �. 3 —B�-im.-�_B•.�_ r 1 HL —f 3 �Ts Tr car=Tr FLAT PLATE(P1)(2)r.2r (3)rx2 �-f- Ron5 A.OTS AOrs SPECIAL FLAT PLATE(P2) 5' SLOTS 8. 5 M M�� /5. W ' TCP. I l r,, TTw'i P��. LT -- (Tl r•2r C 22.5 —1} 5. YAR S AOR \ (2)1=2r / Ila S SLOTS '(/\/ (z)r=zr SLOTS L Foundation Wall System i� FtT—'— Imo' ° ° ..paa...H.P,.�x•R.. z T 2-T z — � z" — SECTION A A Title:I 1— 1_ L L WALL PANEL TOP CONTECBON-BOLT POCKET WITH�04. LG BO.OUTSIDE PLATE(A2) 45'PLATE(A3) STRUCTURAL DETAILS 90'INSIDE PLATE(Al) 221/2'PLATE(A4) ANGLE VARIES PLATE(AS) HEX COIL ROD WITH(2)FLAT WASHERS&(2)NUTS TOP SURFACE OF PANEL Customer:dNDfRe Job: VILLAGE HILL WRIGHT1W BATES STREET CRAFTSMAN BOTFO9 CONFECTION-STEEL PLATES WITH}•Rx2'LG NdtTHAlpiOx,W NORTHAMPTON,MA HEX.BOLT 1}•FROM BOTTOM OF PANEL Drawing: Scale:NOT TO SCALE Sheet: SIGNATURE DATE 5 8Y PTOTHAT YOUR(THE S OF THIft S)SIGNATURE,YOU awn: JAM h17E5T THAT LAND THIS OF THIS DRAWING SET MEET Original Date: Rev. A Dote: R.V. B Date: YOUR APPROVAL AND iH6 DRAWING SET 5 HEREBY 91^ APPROVED FOR ENGINEERING AND PRODUCTION. 11/19/07 03/17/06 03/26/06 _ PT 2x6 SILL PLATE(By OTFPRS) DESIGN&CONSTRUCTION SLOPE BACKFILL AWAY FROM STRUCTURE - —.�..` Y EXPOSED ANCHOR STUD iMTN wAslRa k AT 0 Aa'O/C M 1.4 DESIGN t LESS MAN 12'FROM PANEL ENDS iTy.-- 1.1 REFERENCE ;�-�1\\ SEE SILL SILL TO BE SEALED WITH 1.13 2IXt3 INiERNAi;gdAL BtBLDIHG CODE \1\%\� 11�»^,..`1`111i t CONNECTION CONSTRUCTION ADHESIVE L'% -'"11 �`�`1i 1.1.2 2003 INTERNATIONAL RESIDENTIAL CODE FOR ONE&TWO FAMILY 1` 1\\� 1\ ' DETAIL BOTH SIDES{BY OTHERS) DWELLINGS \1 P56T INSERT 1.1.3 ACI 318-02,BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE I I 1.3 MATERIALS `•1`t�11 \ \ 0 1�1 OPENING FOR 11' 111 -^�1�11' �\�) A=<5'-0°AND<L/z I EtfciRlCAt WIRES 1.3.2 REINFORCING BACK FILL + 1\=- 1.3.2.1 ASTM A615 GRADE 60 DEFORMED REINFORCING. x \\\ DETAIL SHOWING SILL 1.32.2 ASTM A185 GRADE 70 WELDED MATS 1y\\11`` 1`1 \1v-- PLATE CONNECTION 1.3.3 MINIMUM CONCRETE COVER OVER REINFORCING-1'(FACES EXPOSED TOY11\11�1 d 11%-i\\ r EARTH) .1`1 1\ 11111. o -111 SHIMMED AS BENT OPEN T 2.0 INSTALLATION 111� 1 ,--\�11�\\ `^ 1,�1\ REQUIRED W ACCEPT MODULAR \1 � OR FRAMING SYSTEM, 2.1 WALL SHALL BE PLACED ON 1/2'CRUSHED STONE,WHICH SHALL BE LEVEL 111 ```\`1\%, .•--1\, _ SUCH THAT WALL HAS CONTINUOUS BEARING 1��\�1,,.\�L"� 1\�\ '• 2.2 SEGMENTS SHALL BE INSTALLED SUCH THAT VERT.FACE IS PLUMB&TOP111,1\1�,,-\11`,\\\ ,.. ��1 CORBEL SILL IS LEVET. L 11 \ "- �1 LEDGE 111�_1� 2.31ALL PANELS SHALL BE CONNECTED TOGETHER USING 1/2.0 BOLTS(ASTM =``\;\�\\\`\\\! 4"CONCRETE SLAB ~"\5 A3O1}AS SHOWN{%N ERECTION DRAWING 1` r-1\�1111\ POURED OVER 6 Mil i"-U' 1 1 A=HOLD AT LPOYIRIT • CRETE SLAB .••-•• o �. �11�. l1 POLY VAPOR BARRIER MIN, 5'-0" OVER 6 MIL T A•, 2.4 PRIOR TO BA(2TfTlLING POURED IN PLACE BASEMENT FLOOR SHALL REACH �yt11:-11�;�' (By OTHERS} 11 OR LESS APOR BARRIER A MIKUN COMPRESSIVE STRENGTH OF 1,500 PSI &WALL HAS BEEN `\.,.•-�j11\TI HERS)ANCHORED TO THE FLOOR ABOVE AS SHOWN IN THE ERECTION DRAWING OR EXCEEDS i.16'LONG BEFORE BENDING. HAS BEEN SUFFICIENTLY BRACED TO PREVENT DAMAGE FROM BACTOPt -DETAIL WITH HOLD A° THEN EXCESS AREAT.MATERIAL SHALL OE i6 25.1 A 4'f PERFQRATED DRAIN PIPE SHALL BE PLACED AT BOTTC#1 Cf DOWN STIRAPS GAUGE CALVANZED STEEL. 8°COMPACTED MUST BE FILLED AN CRUSHED STONE AREA,IN 2(TWO)LOCATIONS,TO ALLOW BACKFILL TO DRAIN Mw STONE cGOMFAGTEO.. JUT} 21•STRAPS PLACED $i 4"ILL MA Rk STALE TE EEASSIFIED,I ER THE ifl1EIET) PLACED&LEVELED .__.. .. _._ .._.... REATEitTHAN 41T'TS.0.G. 1 T`-0' CLASSIFICATION SYSTEM AS BEING EITHER GC,GM,GP,GW,SC,SM,SP,OR SW I B'CCMPAC1Ep CRUSHED STONE JOISTS THAT ARE PARALLEL CLASSIFICATION OTHERS) TO FOUNDATION WALL MUST 27.1 ADDITIONALLY BACKFILL SHALL NOT EXERT ECOPIALENT LATERAL FLUID PLACED&LEVflEO(BY OTHERS) VARIES 2'-0"MIN. BE PROPERLY BLOCKED PRESSURE GREATER THAN 60 PSF/FT TYPICAL WALL SECTION TYP.SECTION AT CORBEL LEDGE WARNING: BACKFILL SHALL NOT BE PLACED AGAINST THE WALL UNTIL THE WAIL HAS SUFFICIENT STRENGTH AND HAS BEEN ANCHORED TO THE FLOOR ABOVE OR HAS BEEN SLENTLY BRACED TO PREVENT DAMAGE BY THE BACKFILL.980CMR5TYPICAL 401. DE No • HATCH I. FOR FOUNDATION,LALLY COLUMN FOOTING&SOIL DEPTH SIZES (4)6xbj STEEL ANGLE 6L. ON[CRETE SLAB DETAIL WITH HOLD DOWN INDICATED ARE BASED UPON 2,000 LBS.PER SO.FT.SO11 BEARING &(8j 6 WED( ANCHORS 31'LG. BY OTHERS CAPACITY. STRAPS IN PLACE SHOULD LESS SOIL CAPACITY BE ENCOUNTERED NOTIFY ENCI R " \11_- IN WRITING SO THAT FOOTING SIZES CAN BE ADJUSTED - tlwl 1o 2. SCIL TYPES SU TABLE SHALL BE CLASSFED PfR T E UNflEO SOUTYPICAL PERMENTRY 111\11- a Q ��"2`} CLASSIFICATION SYSTEM AS BEING EITHER GC,OM,CP,GW,SC,SM, A11 �-1 1 m J ol T7 o J SP,OR SW ADvUSTA�.E \i\ 111`` o Foundation Wall System o w? o N a o 3. MECHANICAL VENTILATION MUST BE PROVIDED BY BUILDER ON SITE JACK POST1;�11 5 m d m PER MASSACN'dTTS STATE BU1LgNG CODE.{7$OUMR5303.t} \\\ \` 111` e Title: 4. TOP OF OASIS FOUNDATION WALL SYSTEM IS TO BE A MINIMUM OF 11 (\ �1 a x WALL PANEL 6'ABOVE FINISH GRADE, RALL PERM VERY 1111 111 (1\' d STRUCTURAL DETAILS • IMENSIONS VARY >i' ,1 11 Customer: .Lob: WAAGE HILL aCRAFTSMAN ^, Y TYPE r ,� o;PTW ux NORTHAMPTON.MA —� CONCRETE Drawing: Scale:NOT TO SCALE I- — y JACK POST sheet: e-58 BEARING PAD 3'-0'MIN. e SIGNATURE DATETYP.GARAGE rown: JAM R H R E DETAIL a • Original Dote: Rev. A Dole: Rev. B Date: YOUR MPflOVAI AND THIS DRNYINC SE7 15 HEREBY SECTION PERMENTR PANEL SECTION TT/T9/0z 03/T�/ 03/26/08 APPROVED FOR fWREERM ANO PRODUCTION.