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38A-119 (2) r, BP-2008-0854 GlS#: COMMONWEALTH OF MASSACHUSETTS CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category BUILDING PERMIT Permit# BP-2008-0854 Project# JS-2008-001303 Est. Cost: $232877.00 Fee: $1288.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: 5B Contractor: License: Use Group: R4 Wright Builders 84280 Lot Size(sq. ft.) Owner: Wright Builders Zoning. PV Applicant: Wright Builders AT: 45 OLANDER DR Applicant Address: Phone: Insurance: 48 Bates `it (413) 586-8287 Workers Compensation NORTHAMPTONMA01060 ISSUED ON:4/28/200$ 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: Final: Final: Rough Frame: Gas: Fire Department Fireplace/Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy Signature: FeeType: Date Paid: Amount: Building 4/28/2008 0:00:00 $1288.0028888 212 Main Street,Phone(413)5874240,Fax: (413)587-1272 Building Commissioner-Anthony Patillo File#BP-2008-0854 APPLICANT/CONTACT PERSON Wright Builders ADDRESS/PHONE 48 Bates St NORTHAMPTON (413);586-8287 PROPERTY LOCATION 45 OLANDER DR MAP 38A PARCEL 119 001 ZONE PV THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Buildinp,Permit Filled out Fee Paid ,1.06,40 V4 P 0 Typeof Construction: CONSTRUCT SFH W/ATT GARAGE/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 Z±gzl� AAE� THE FQL LOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INF ZMATION PRESENTED: Approved Additional permits required(see below) PLANNING BOARD PERMIT REQUIRED UNDER:§ Intermediate Project: Site Plan AND/OR Special Permit With Site Plan Major Project: Site Plan AND/OR Special Permit With Site Plan ZONING BOARD PERMIT REQUIRED UNDER: Finding_ __ Special Permit Variance* Received&Recorded at Registry of Deeds Ptoof Enclosed Other Permits Required: ----Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health i Well Water Potability Board of Health Permit from Conservation Commission i Permit from CB Architecture Committee Permit from Elm Street Commission Permit DPW Storm Water Management Demolition Delay 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. r Department use only City of Northampton Status of Permit: . Building Department Curb Cut/©rive'Way Permit 212 Main Street Sewer/Septic Availability . Room 100 Water/Well;Availability Northampton, MA 01060 Two Sets of Structural Plans phone 413-587-1240 Fax 413-587-1272 Plot/sitelPi ns i;11111-1 , APPLICATION TO CONSTRUCT,ALTER,REPAIR,RENOVATE OR DEMOLISH A ONEiOR TWO FAMILY DWELLING SECTION 1 -SITE INFORMATION ^ t i 4t�!"T`I 4'G�` � �G 'Ir s�18 to be ampletetl by office 1.1 Property Address: � Map Lot Unit Mo �N �� fvire+-V amu., `L_-- � /"� Zone Overlay District - Elm St.District CB District SECTION 2-PROPERTY OWNERSHIP/AUTHORIZED"AGENT' 2.1 Owner of Record: Name(Print) Current Mailing Address: t Telephone b rel Signature 2.2 Authorized Accent: 0 0-1htle P-Aj1CVeM/A661EA Shies 9r., NOAT*kMeiptu Name( Current Mailing Address: ;5� Signature Telephone SECTION 3-ESTIMATED CONSTRUCTION COSTS' Item Estimated Cost(Dollars)to be Official Use Only completed by permit applicant 1. Building (a)Building Permit Fee 2. Electrical �( 1 I�+ 069.l •+ (b)Estimated Total Cost of KConstruction from 6 3. Plumbing j A'q�_ Building Permit Fee di 4. Mechanical(HVAC) 5. Fire Protection �# FF 6. Total=(1 +2+3 +4 +5) , —» Check Number This Section For Official Use Only B riding Permit Number: Is to Is ued: Signature. Building Commissioner/inspector of Buildings Date Section 4. ZONING All Information Must Be Completed. Permit Can Be Denied Due To Incomplete/fogy t Existing Proposed Required by Zoning This column to be fi in by Building Depa Ent Lot Size Frontage Setbacks Front Side L R: L• R: Rear Building Height Bldg. Square Footage Open Space Footage (Lot arca minus bldg&pave _ parking) #of Parkin paces F. . olume&Location _ A. Has a Special Permit/Variance/Finding ever been issued for/on the site? NO 0 DONT KNOW Q YES ONOf 9— 4o omew IF YES, date issued: a fC-opt, 6f P-�R+� IF YES: Was the permit recorded at the Registry of Deeds? llX5.7 JJ NO Q DONT KNOW 0 YES IF YES: enter Book Q 13 ely Page ;�.o r and/or Document # aDoO 3000 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 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 NO 0 IF YES,then a Northampton Storm Water Management Permit from the, DPW is required. om- S-ro" WAT �� 1' I jvWeb �00- V tu, f-h w ef-D eM tl• A' s W QPfl Tths %tw SECTION B-DESCRIPTION OF PROPOSED WORK(check all agdlicable) New House Addition ❑ Replacement Windows Alteration{s} 0 Roofing ❑ Or Doors O Accessory Bldg. ❑ Demolition ❑ New Signs [01 Decks [M Siding[O] Other[[3] Brief Description of Proposed . . Work: 1 11 W1ft1t4WV Ce-Af*V Alteration of existing bedroom Yes No Adding new bedroom Yes No V tmA-ice Attached Narrative Renovating unfinished basement Yes No 4C Plans Attached Roll -Sheet 6a. If New house and or addition to existing;housing, 6omplete the following: a. Use of building :One Family _ Two Family _Other q b. Number of rooms in each family unit: Number of eBathrooms- c. Is there a garage attached? %5.9ASMO-C-- 13 `y + ° '�1'x b d. Proposed Square footage of tn�ew construction. / � Dimensions e. Number of stories? -f y"/"►' b�!fc*-.-.96 f. Method of heating? {f'�.� - Fireplaces**-O eoct.tmn $f'n4;0 Number of each-]-- g. ach__- - g. Energy Conservation Compliance. Masscheck Energy Compliance form attached?Jc h. Type of construction J+� i. Is construction within 100 ft.of wetlands? Yes _ No. Is construction within 100 yr. floodplain Yes-X-No j. Depth of basement or cellar floor below finished grade �! Lk` Wk(W `D AW&I-b k. Will building conform to the Building and Zoning regulations? _Yes No. ge �� 41 �4 I. Septic Tank City Sewer Private well City water Supply Sf `t om i S UND 8 SECTION 7a-OWNER AUTHORIZATION-TO BE COMPLETED.W�iEN S O 8N " W-� OL�IVF OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PE MIT �. I, V1 o"TIT i 60111V6N-49— as Owner of the subject property 'i'llie 1 12P hereby authorize to act on my behalf, in all Jto work authorized by this building permit application. Signature of Owner Date I, u r['1 &V L as Owne Authorized ent hereby declare that the statements and information on the foregoing application are true and accurate,to the best o my now edge and elief Signed under the pains and penalties of perjury. P-0 U Print Nam ��- Z Signature of Owner/Agent Date SECTION 8-CONSTRUCTION SERVICES 7 8.1 Licensed Construction Supervisor: Q Not Applicable ❑ r� Name of License Holder: �!/ v11�► S��a License Number �A� Sof- ro �� h oyr � -00/61 / Expiration Date /— 1 OlJ O ignature Telephone 9.Re istered Home Improvement Contractor: ; Not Applicable ❑ 03L Company Name Registration Number A Expiration Date �r e,4 Telephone b~DEQ t SECTION 10-WORKERS'COMPENSATION INSURANCE AFFIDAVIT(M.G.L.c.152,§25C(6)) Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit. Signed Affidavit Attached Yes....... No...... ❑ 11. - Home Owner Exemption The current exemption for"homeowners"was extended to include Owner-occupied Dwellings of one(1) or two(2)families and to allow such homeowner to engage an individual for hire who does not possess a license,provided that the owner acts as supervisor.CMR 780, Sixth Edition Section 108.3.31. 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 homy 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(Workets'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 s fy'_w� ^�,� � I'iT1 II'i C-��xir'ciiitii%IIli =1 C CEP .4-ENT` OF BUILDING FNSPEC71OiNS lN�re�iOR 212 7yfa= Street Municipal Building R\ horthaim:ton, Mass. 01060 p {. Scuare Fcct;ace Az-.cunc l r Eazement , 15 3 9 Y � /o IsL F_ccr t 9 q � I/2 :Icons, Attic, , 15 s P Deck, P;.rc.".es la-8 9. 6 0 F rzo W '7` MH 39A / tv-r 11 r 1 i IIIIIII VIII III II II I II IIII I IIIIIIIII IlEIIIII{IIIIIIIIIIIIII HAMPSHIRE 0 Bk:9394Pg:201 Page: 1 of 3 REGISTRY OF DEEDS Recorded: 0211512008 09:44 AM DOCUMENT COVER S For use with documents that do not meet For Registry Use Only document formatting standards Information from original document takes precedence when indexing data into Registry system. THIS IS THE FIRST.PAGE OF THIS DOCUMENT-DO NOT REMOVE PROPERTY ADDRESS: DOCUMENT TYPE: IS-7 NAME REFERENCE: N.� ' J { i i E Planning - 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 clo MassDevelopment 1160 Federal Street TOWN: STATE: ZIP CODE: TOWN: STATE: ZiP CODE: TOWN: STATE: ZIP CODE: NORTHAMPTON MA 01060 BOSTON MA 02110 PHONE NO.: FAX NO.: PHONE NO.: FAX NO.: PHONE NO.: FAX NO.: (413)586-8287 (413)587-9276 EMAIL ADDRESS: EMAIL ADDRESS: EMAIL ADDRESS: F Site Information: STREET NO.: SITE ZONING: VILLAGE HILL RD PVISmart Growth Overlay District TOWN: SECTION OF BYLAW: NORTHAMPTOMMA-0-1060 350-20:Smart Growth Overlay District MAP: BLOCK: LOT: MAP DATE: ACTION TAKEN: -31C 017 001 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 tamYy 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 protoction 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 preventingi 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 Publk Works requirements. FINDINGS: The Planning Board granted approval of the application based on the submissions within the application that address all the section in 350.20 and the following plans and documents: 1.Morningside at Village Hill dated 12-21-2007,Prepared by The Berkshire Design Group,Inc.,Sheets L-1 through L-6, 2, Elevation Sheets prepared by Wright Builders,Inc.Last Revised date 12117107. 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 GebTMS@ 2008 Des Lauriers;Municipal Solutions,Inc. Planning - Decision City of Northampton Hearing No.: PLN-W08-0025 Date: January 25,2008 (2)The Project and site plan meet the requirements and standards set forth in this§350-20,or a waiver has been granted therefrom. No waivers have been granted;and (3)Extraordinary adverse potential impacts of the Project on nearby properties have been adequately mitigated. The Board approved three separate house,garage, and driveway layouts for Lot 11. COULD NOT DEROGATE BECAUSE: FILING DEADLINE: MAILING DATE: HEARING CONTINUED DATE: DECISION DRAFT BY: APPEAL DATE: '20 7 111712003 51812008 REFERRALS LIN DATE: HEARING DEADLINE DATE: HEARING CLOSE DATE: FINAL SIGNING BY: APPEAL DEADLINE: M 11012229 412812008 112412008 51812008 211412008 FIRST ADVERTISING DATE: HEARING DATE: VOTING DATE: DECISION DATE: 111012068 112412008 1/2412008 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 E C W Stephen Gilson votes to Grant Jennifer Dieringer votes to Grant A N 2 5 2008 Francis Johnson votes to Grant George Kohout votes to Grant CITY CLERKS OFFICE - Keith 14111son votes to Grant NORTHAMPTON, MA 01060 Kenneth Jodde votes to Grant MOTION MADE BY: SECONDED BY: VOTE COUNT: DECISION: Kenneth Jodrie Jennifer Dieringer 7 Approved with Conditions MINUTES OF MEETING: Available in the Office of Planning&Development 1, Carolyn Misch,as agent to the Planning Board,certify that this is a true and accurate decision made by the Planning Board and certify that a copy of this and all plans have been Filed with the Board and the City Clerk on January 25, 2008. 1 certify that a.copy of his decision as been mailed to the Owner andApplicariL Notice of Appeal An appeal from the decision of the Planning Board may be made by ani person aggrieved pursuant to MGL Chapt,40A, Section 17 as amended and as stipulated in MGL Chpt 40R within twenty(20)days a�ter 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 hag been filed in this matter Attest: City Clerk—Citly of NM&ampton ATTEST: HAMPSHIRE, MARIAIM 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: 45 Olander Drive, Northampton,MA Inquiry Made By: Wright Builders, Inc. Linda 586-8287 Date of Inquiry: 3/18/08 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 out the ahnvel 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 I"Copper 3/4» 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. • Arrangements of such installation shall be made with the Northampton Water Department with a 'mum of 5 work' otification. • A work shall form to orthampton Water Department specifications. Ll 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. Sml.rl`,admin`flerriiiis'Wt ttei�AI)I)licatioii Avail 2008`45 (lander DRive.doc MUNICIPAL SEWER/AVAILABILITY APPLICATION Northampton Streets Department 125 Locust Street Northampton, MA 01060 587-1570 A Department of Public Works Trench Permit and Sewer Entry Permit shall be required prior to any construction or connection activity associated with this application. Location: 45 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 17 Tie-in to Sanitary Service at Street Line F] Comments: rZo vev�� I — - x N /, 00 P!" XcZ Note: If this availibility is for new construction,this form must be hand delivered to Building Ins pecto-. 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. 4�, John' Hall Sewer Department cc: Ned Huntley,Director DPW Anthony Patillo, Building Inspector Permit No. D 10-08 CITY OF NORTHAMPTON, MA DRIVEWAY PERMIT Date: 3/18/08 FEE: $25.00 Check#: 028848 THE BOARD OF PUBLIC WORKS Drivewav must be staked and house & lot number posted The undersigned respectfully petitions your honorable body for: Permission to install a driveway at: 45 01ander 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 EDirector of Public Works Cc: Building Inspector (SUBJECT TO ATTACHED CONDITION 1 & 2) I Ir Permit No. DI0-08 Conditions: Driveway Pen-nit 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. 1 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 001060 Note: 'rhe 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 Northampton Fire Dept Fees Job: New House - Victorian Style Village Hill - Morningside (Lot#4) 45 Olander Drive (Map 38A, Lot 119) Northampton, MA 01060 Floor Squ. Ft. x 0.04 Fee Basement 1374 x 0.04 $54.96 1 st Floor 1374 x 0.04 $54.96 2nd Floor 916 x 0.04 $36.64 Garage 528 x 0.04 $21.12 TOTAL: $167.68 Hardwired smoke, CO and heat detector per Code in new house & garage. Building permit application pkg submitted to the Bldg Dept on 4/2/08. Wright Builders mailed $167.68 check dirlectly to Asst. Chief Duane Nichols at Northampton Fire Dept on 4/1/08. cc: Tony Patillo, Northampton Building Commissioner Asst. Chief Duane Nichols Prepared by Wright Builders, Inc. 4/1/2008 WRIGHT BUILDERS, INC. 028960 DATE INVOICE NO. JOB NO. COMMITMENT NO. AMOUNT DISCOUNT NET AMOUNT 3-81-08 033108-912 08-912 167. 68 . 00 167. 68 CI�ECK DATE CHECK NO. TOTAL GROSS TOTAL DISCOUNT CHECK AMOUNT 3 €7 tif. B`5 . uu Ida/. 68 �V ... w.w -i...... ��_...a._..�._ ..,..�.. ........,.� .. ..w.................,......_.,.-F...v_.....,. u„i,,.�.d�.,..y-......uv".�n:a"'k wo..-.,. �-�......-...w.......w...�,........u.-�.�+....a.o.... ..,...L.r....;�i._..v..."._.....-. .".a:.�.$-.....,....,.�_...,.,.�..._...k_,4....a+....-.,......h WRIGHT BUILDERS, INC. FLORENCE SAVINGS BANK 028960 48 BATES STREET FLORENCE,MA 01062 I NORTHAMPTON, MA 01060 53-7168/2118 413-586-8287 Y rr?r se xi ss rz sr�r 5s r it to?i si z Yr it arUI2� L3Z333Qs 'CY S2 XT�u�2 V 2IZl.LS and 68 cents DATE CHECK NO. CHECK AMOUNT gazali 31, 2008 28960 $t#AtAI#Ajttl67. 68 i I TWO SIGN URES REQUIRED ON CHECKS OVER$5000.00 C11'.L' OF LYOff:L'3'i&X`. !-Ob nm_ yORIZED SIGNATURE NP AUTHORIZED SIGNATURE SECuRITY"FEATURES!NCLUD:4'D.DETAILS ON BACK. 11'0 28960t1' 1: 2111137111GE11134I 01 2S 00 S60611' U cl*otr� HU[kG Aluminum EnduraClad'D E�terior Double-Hung Design Data Vent Units �c#ham �tgi s v otoe9 (tflC�t 2135 17-13/16 14-1/4 1.8 3.2 5.1 R50 141 t7111f14 � � A&SWERaO 2147 17-13116 20-1/4 2.5 4.5 6.9 R50 ....... . ... 2157 17-13/16 25-1/4 3.1 5,6 83 R40/R50 2165 17-13116 29-1/4 3.6 6.5 9.5 R40/R50 2535 21-13/16 14-1/4 2.2 4.0 6.1 R50 .. _ . _ .. I 2547 21-13/16 20-1/4 3.1 5.7 8.2 R50 ( j 2557 21-13/16 25-1/4 3.8 7.0 9.9 R40/R50 ¢% 2565 2113/16 291/4 44 8.2 113 R40IR50 r Z 0 2935 25-13/16 14-1/4 2.6 4.8 TO R50 i; 2947 25-13/16 20-1/4 3.6 6,8 9.5 R50 Shided po^-ion 295361 3 ik 1 °� � shows verf aa. 2957 25-13/16 25-1/4 4.5 8.4 11.5 R40/R50 h 2965 El 25-13/16 29-1/4 5 2 9.8 13.1 R40IR50 S 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 R•M 2, Et 3357 El 2913/16 25-1/4 5.2 9.9 13.1 R401R50 r f , IFSRE-07 ge-i� - A 3365 jE. 2913/16 29-1/4 61 11.4 14.9 R35/RSO jyJ IR 3377 E 29-13/16 35-1/4 7.3 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) � 3753 33-13/16 23-1/4 5.5 10.4 13.6 R35/R50 �Uent n° ,3� ���,�,��3 �9� `°� ���• � Frame-5 = :, 3759 E 33-13/16 26-1/4 6.2 11.7 15.2 R35/R50 Width 18. loom Heigh (Frame 6-5/16 j/2Y 2i' 5 71 3771 E 33-13116 32-1/4 7.6 14.4 18.2 R30 Width=Frame-4" Height={Frame-4-5116"j/2 4153 37-13/16 23-114 6.1 11.7 15.1 R30 4159 E 37-13/16 26-1/4 6,9 X13,2 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 emergency egress requirements. (1)Second number,where shown,indicates performance with DP Enhancement Kit installed. To convert area to square meters(W),multiply square feet by 0.00929. 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 • www.PellaADM.com 6-75 i i ENERGY STAR HOME VERIFICATION SUMMARY Date: February 27, 2008 Rating No.: not assigned.determine option Building Name: Wright Vict 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 Victorian bonus room.blg Rating Date: Dec 2007 Building Information Conditioned Area(sq ft): 4150 Housing Type: Single-family detached Conditioned Volume(cubic ft): 31983 Foundation Type: Conditioned basement Insulated Shell Area(sq ft): -7374 HERS Index;,. 66 *****+ Number of Bedrooms: 5 - Building Shell Ceiling w/Attic: R44,CE12",8-16 U=0.024 Window/Wall Ratio: 0.13 Vaulted Ceiling: R32,CE,10-16,C U=0.034 Window Type: 1-1:0.34, 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: 80.00 CFM25 Slab Floors: R10P,R10U,24W U=0.043 Leakage to Outside: 70.10 CFM Mechanical Systems Heating: Fuel-fired air distribution, 100.0 kBtuh, $2.5 AFUE. Cooling: Air conditioner,36.0 kBtuh, 14.0 SEER. Water Heating: Conventional, Gas, 0.63 EF. Programmable Thermostat: Heat=Yes; Cool=Yes Note:Where feature level varies in home,the dominant value is shown. This home MEETS OR EXCEEDS the EPA's riequirements for an ENERGY STAR Home REM/Rate-Residential Energy Analysis and Rating Software v12.4 This information does not constitute any warranty of energy cost or savings. ©1985-2007 Architectural Energy Corporation,Boulder,Colorado. i s , THIS DOCUMENT IS THE PROPERTY OF OIDCASTEE PRECAST,K.IT IS SUBMITTED FOR REFERENCE DRAWING SCHEDULE PURPOSES ONLY AND SHOULD NOi BE USED IN ANY WAY INJURIOUS TO THE INTERESTS OF SAID COMPANY.COPYRIGHT 2007 OLDCASTLE PRECAST,MIC. gig OESCPoPTiON ALL RIGHTS RESERJEO. RIX. DATE i ISOMETRIC LAYAT( Q 03/26/06 2 PANEL LAYOUT 8 03/26/0$ 3 TYPICAL INSULATED WALL PANEL 4 TYPICAL MAPLE/FROST WALL PANEL S WALL PANEL STRUCTURAL DWALS 6 WALL PANEL STRUCTURAL DETAILS CUSTOMER: WRIGHT BUILDERS 48 BATES STREET NORTHAMPTON, MA PROJECT: PRECAST CONCRETE FOUNDATION VILLAGE HILL-VICTORIAN LOTS 2,4, 6, 8, 10 NORTHAMPTON, MA I DATE: 11/19/07-ORIGINAL SUBMITTAL 03/17/08-REVISION A SUBMITTAL 03/26/08-REVISION B SUBMITTAL MANUFACTURED BY: 70 East Brookfield Rood 13asisNorth Brookfield, 7 01535 312 Phone: 508-861-8312 800-242-7314 Foundation Wall System Fax: 508-867-3505 try 0 Oldcastle Precast,'Inc. REVISION DESCRIPTION SIGNATURE DATE A USED PER UPDATED PLANS AND TELEPHONE CONVERSATIONS. BY PROVIDING YOUR(THE CUSTOMERS)SIGNATURE.YW ATTEST THAT THE CONTENTS OF TNS DRAWING SET MEET 8 REVISED PER ADDITIONAL TELEPHONE YOUR APR ANp THIS DRAWING SET IS HEREBY APPROVED FOR ENGR#ERBIG ANO PROIXKTION. CONVERSATIONS. �py�'18 OW.1 j ,0 �w�14 Ow.,S oz.s ow 3 ��12 ow-¢ Dasisli Foundation Wall System Ow-1I .Yp�..�.�. Title:1 aw-6 ISOMETRIC VIEW 9'-6• $ C-toJob: VILLAGE HILL dwh�O a�i ���MT 'VICTORIAN MaRiHAi"m MA NORTHAMPTON,MA Drowing: Scale:NOT TO SCALE Oµ+-9 Sheet: SIGNATURE 0.AE Drown: Bf PROVIDYOUR(THE CUSTOMER'S}SIGNATURE,YOU JAM ING ATTEST THAT THE CONTENTS OF THIS DRAWING SET MEET F691-1 Dote: Rev.A Date: Rev, 0 Dote: YOU O FORAENCINEERWG AND PRODUCTIOR� 11/19/Q� 03/17/08 03/26/08 24'-10' GW-17 24'-D' OW-14 7'-2' 1 10' 9 8' 9.87 2 —OW 1• S-0.—_0• 1'4• .Sle �f H LTR QTY DESCRIPTION'_ 2 9'-8"N x 20°d GARAGE DOOR DROP ITo, -� 1 3'-8 1/2"W x 207D MAN DOOR DROP 2 CORBCt LEDGE FOR PANEL SUPPORT 3 32W x 20'H CAST IN BILCO WINDOW 'o � OPTION ONLY CC 3'FROM TDP or WALL 4 3'-0"x 3'-O'x 8"COLUMN PAD d4 0 2 6W x 5"D x WIT BEAM POCKET © 1 3'-8 1/2"x 7'-0'DOOR R.O. ROUGH OPENING CAST 4'FROM BOTTOM OE WALL e {3H 1 TYPE F PERMENTRY STAIR UNIT m STAIR UNIT SET 1'FROM TOP OF WALL �o _o fja� S Foundationl System ' I ------- Al Title; WALL PANEL LAYOUT o � Customer EUDFRS Job: VILLAGE HILL 1'-6' L7'-4* 1'-6' 2'-6' 0'4' 76 6ATGS SNBET VICTORIAN NfR1NAlvTON,VA NCRINAMPTON,MA 29'-4' 2,46. I5'-8" 3'-0' Drawing: Scale:NOT TO SCALE OW-12 OW-10 OW-7 Sheet: SIGNATURE DATE ------, Z W+'PROVIDING'NUR(IK CUSTOMER'S)S;NATURE,YOUrawn: JAM ATTEST THAT THE CONTENTS OF THIS DRAWING 5ET MEET C igino! Data: Rev. A Date: Rev. B Date: ro� OR EEDNGWERNG ANNDD PRODUCTM 11/19/07 03/17/08 03/26/08 L BOLT POCKET BOTH ENDS1�"0 HOLE THRU TOP EXTEEFACE 2 B �— ------- --__-_-, r_----_- ) r __- } r---__-- _ n OF CAVITY FOAM 14 REBAR U BAR /f AROUND WINDOW T v�_ 0 r _Q__� R-----7 tt ---- �-0 SEE'CONDUIT OPENING' _ _ I �{ BURKE 2 TON LIFTERS,MODEL 75-403R,PLACED SYMMETRICALLY �' ""-' '1 I SOLID 3'MIN DETAIL IFN$SHEET 0 TOP EDGE OF PANEL,3j FROM OUTSIDE SURFACE AS SHOWN, I FSM PLAN VIEW - 2'_0' SEE'TYPICAL NEW THRU RIBS'DETAIL,SHEET 14 A � FOAM PANEL ' PLAN VIEW-CONDUIT OPENING I EPS CAVITY FOAM'; EPS CAVITY FOAM EPS CAVITY FOAM I t SEE'V'ERTICAL END RIB"DETAIL, SHEET j5 1j` tz" SEE'VERTICAL CENTER RIB'DETAIL,SHEET S5 A TYP.WINDOW OPENING—BILCO 3220 3" a'-o SECTION B-B 1/2•FOAM THERM EXTERIOR FACE BREAK AT POCKET - RREWR FACE BEAN POCKET TYPICAL FOAM PANEL ASSEMBLY: TO- PLAN VIEW OF BEAM POCKET 2{PHO}EPS CAVITY FOAM PCS.I2d'x7I'x99'},i IN)OensARMDR SNEATHWC PC.(I'x48'x96') 7��B4 � 2 (TWO)#4 REBAR EACH FACE BEAM POCKET UNDER POCKET SEE*HORIZONTAL .. >.. _— —...,...-._ .... .. RAV DETAIL, __ i l VIII ILII VIII III I I I SHEET 15IT IFk r kI I f I Ili f ! III I Til l I I I c V I I I 1 I �� DensARMORO k B I I IIII 1 I I I I I III I IIII I III I I I B CONCRETE k k k Pi I I I III I IIII VIII IIII VIII I I �, U k k k i. l i f i l l I IIII I I l l I IIII VIII l I `°s� k k k, I II ! IIII IIII IIII ! Ilii illlt II � k k k k� lI ( IIII IIII IIIii IIII VIII i ( °° k k k1 i 111 ! 1 ( il i I Til I II VIII IIII ( IIII IIII IIIiI ! l k kk kk k ; i ( IMI flll { IIII 1i1I VIII II llaqsZSFoundationl SY9 k � W�,014�Pfh Pival"Mc. �� : I I I IEI I III ! IIII l IIII I III I I I k k � I L __J I I L __J I I ___J i l LJ I I !— J I I I— J ( SEE-HORIZONTAL k k k ki Title:TYPICAL OASIS PANEL k • � .y .,:...,. BOTTOM RAIL k k I L3' 7— DETAIL,SHEET/5 ___� �________� L________� Customer: Job; yT��HILL 12'-10' I {TYP) i 2e IM smttr NCTORtAN SECTION A-A Drow NN1NNRTOK NA ScoIe NORTHAMPTON,MA INTERIOR SIDE ELEVATION INSIDE ELEV,VIEW NOT TO SCALE SIGNATURE DATE OF A TYPICAL BEAM POCKET sheet: 3 BY PRwDw YOOR(THE CUSTGWR'S)SGNATME,YOU fpWO: JAM ATTEST THAT THE CONTENTS OF TAS DRAWING SET MEET Original tote: Rev.A Dote. Rev. $ Date: YOUR APPROVAL AND THIS URAWTNG SET IS HEREBY APPRMO FOP,ENCINEERiNG AND PRooUCIM, 11/19/07 03/17/06 1 03/26/08 I,COVER TO 1':OVER T6 REBAR IN 1.Is REBAR W THIS SECTION(M.) SECTION OVI 4 • TYPICAL 51-011 GARAGE WALL BOLT POCKET STRAPS <VARIES> (QUANTITY VARIES) 20"x30" TYP. EACH END VOIDS @ 36" O.C. 3•MIN IF TYPICAL VIEW THRU TYPICAL VIEW THRU END RIB TOP RAIL BAR 4 / PLAN VIEW AS SHONN 14 CF ALL RERAR .d0 d 2' MIN. 4 3� L 6"MIN. �-.._, 7YPICALy1EW THRU TYPICAL VIEW-THRU--..- _.._._...... ... CENTER RIB BOTTOM RAIL 0 clasis Foundation Wall System - haU4.r,T.v.an,'ne 2 (TWO) 2"0 PLASTIC 1 1/ B T2--I 5'-0"PANEL ELEV.VIEW S --" SECTION B- GARAGE AND FROST INSERTS ON INTERIOR SURFACE WALL PANELS Customer; Job; ADAGE HILL WRONT BLM.DERS 26 BATES STREET 'ACTOR" "74AMPTON,MA NORTHAMPTON,MA Drowlnq; Seole:NOT TO SCALE he SIGNATURE DATE i BY PROVIDING YOUR(THE CUSTOMER'S)SIGNATURE,YOU DfOW° JAM ATTEST THAT THE CONTENTS OF TNS DRAWING SET MEET Originot Dote: Rev. A Dote; Rev. 8 Lot, m'PROVEorBOR EENNGINEEERING AND PRODUCTION.. 11/19 7/08 1 03/28/08 )•4-la Tt x r LG.ANOWA SND MRI NUI W WASIEA UK 2 TON LERR "STALLED 46'OS:W RIBS,V$I MODEL�_{ WpN LESS RIAN 12'FROM JITWIS —� SHEAR BAR S111EIRI„ALLY PWED FOR UFTBIC EPS CAVITY FOAM PANELS „ i'4 HOLE 3�• ,/'CAULK,1(NNT -8 E2 -8 a i{CNE)/4 BAR EACH RIB(EXTER�t SURFACE)WI EN RIB i5 LOCATED i�-MEN. THRU RAIL ' px /// ADJACENT TO A WINDOW,DOORWAY,END JOINT OR LIFTING INSERT (END RIB) I" EXTERIOR FACE I / a EPS CAVITY f � :.a .:�� •. .• • FOAM 1'FOAM n ° 54EATHIM (BeR5ARMORO) w SHEAIHMG 1], a {1'x4K%96') 3' x (O—ARMORO) 2(1xD}li BAR 1(ONE){4 BAR W EACH RIB Iq' tp'�W EACH ENO CE (INTERIOR SURFACE) � RIB SHEATHING(Dm:AAMOR®) fff444---to HORIZ.TOP RAIL(tD RlB SECTIOtd (1'.4B'9s') (NTH LIFTING ANCHOR) TYPICAL VERTICAL SECTION THRU RIBS STEEL DENT E SSTRRAP °gfPET VERTICAL SECTION Q CENTER RIB HORIZ.TOP RAIL APPLY SKAFLEX 15LU TO eon+Pun. END STIRFAUS CF Il't 1UTSOE OF (WITH INSERT FOR PLATE) ID^ ut CORNERS HIEN APPLY TO TOP OF B WOE SURFACE 3' BUT POCKET STRAP EPS CAVITY EAOH CLOSED"I OF FOUNDATO 2j,COYPU�0 (TYP) -_� FOAM PANELS �- 1'A a0 NUT, (OAM PANELS $ ANO WASN UT, OUT SURFACE rA 80.T,NUT. �(n1YvIoD ODLT POGKEI STRAP OF FOUNDAIM ARD WASHERS SHCAIHH• 14 o y a {Oa1sAR1�`dt�} �� a'q A A IN TOP -7 t� o RAIL o ()'xa8'x96") a' a a OUTOE SURFACE Y14; TWD <F 1ZS rd BERT tf FO AtkW -y\\I! 1 •1'W ` STEEL PLATE BOLT POCKET STRAP WSIDE SURFACE I 4 A • c yea j'°2•BENT GF FaNNDATION3^� IN BOTT� t rK2'STEEL 11/2' a j` BO PoCKEI Rf9 ��W Ral Zr,THREADED INSERTS "' sau �o STEEL PLATE PLATE D' N.D.- 14-COVER(TYP.) 0I8'GO.(WALL �� �s � �A INSIDE STRAIGHT WITHOUT BACKFILL) CONNECTION WITH 90'ENDS VERTICAL SECTION TYPICAL VIEW TYPICAL VIEW THRU HORIZONTAL BOTTOM RAIL INSIDE CORNER OUTSIDE CORNER Nam COP" - L. END PA Rffh TOPRAit- SOTTO PAit CONNECT10N Iii 45°MATERS CONNECTION WITH 45'MITERS CONNECTION WfrH 72.5'MITERS EEa ion t Z f F5-iw X TV. np-i-TVP � L(STprsxTr FLAT PLATE(P1)(z)sols (s)SrioTs SPECIAL FIAT PLATE(P2� s 5• SLOTSxTr 5 45 TS / 22.5' 5, ARIES 51015 SLO la��I si(2)rx2r 4015 Foundationl System w xrrao,.w P.mr.,�. 2' SECTION A-A •- }--tl��� i kL � '� i• ♦T- '� NOTES TSI C: �-.- TOP CWTTECRPn-BOLT POCKET W,>k r0.4-LG PANEL DETAILS 90°INSIDE PLATE(A1) 90°OUTSIDE PLATE(A2) 45 PLATE(A3) 22 U7 PLATE(A4) ANGLE VARIES PLATE(AS) HEX COIL ROD WIN(2)FLAT WASHERS&(2)NUTS TIN'SURFACE Of PAWL Custa-1: Job: VILLAGE HILL WRIGHT BUILDERS BOTTOM CONTECTIAV-STEEL PLATES OATH('Wx2'LG 25 BATES STREET VICTORIAN HEX BOLT 1)•FROM BOTTOM IN PANEL NORTHAMPTON.MA NORTHAMPTON,NA Drawing: Scale:NOT TO SCALE sheet: 5 SIGNATURE DATE Drawn: JAM BY PROVIDING YOUR(THE CUSTOMER'S)SIGNATURE,YOU Ori of paSe: Rev.A Date: Rev. ES Date: ATTEST THAT THE CONTENTS OF THS(MEANING SET MEET gin YOUR APPROVAL AND HAS ORAWIAG SET IS HEREBY 11/19/07 03/17/06 1 03/26/08 APPROVED FOR ENCINEERNG AND PRODUCTION. PT 26 SILL PLATE(BY OTHERS) DESIGN&CONSTRUCTION SLOPE BACKFILL AWAY L= N H AN L 2'EXPOSED ANOIQ2 STUD WITH FROM STRUCTURE WASHER&NUT @ 48'0/C& 1.0 DESIGN °p LESS THAN 12'FROM PANEL ENDS 1.1 REFERENCE 111 1\i�\;1 \ � II SILL TO BE SEALED WITH 1.1.1 2003 INTERNATIONAL BUILDING CODE \\��1 111\ �_\\�1\' SEE SILL CONSTRUCTION ADHESIVE 1.1.2 2003 INTERNATIONAL RESIDENTIAL CODE FOR ONE&TWO FAMILY \II DETAIL BOTH SIDES(BY OTHERS) DWELLINGS i P56T INSERT 1.1.3 ACI 3i8-02,BUILDING CODE REOUIREMENTS FOR STRUCTURAL CONCRETE I OPENING FOR 1.1.MATERIALS 111`-11111 1\\\1\ m 111 I I ELECTRICAL WRES 1.3.2 REINFORCING ,\1\1`\ 1 11\\. -\1I A=<5'-0" 1.3.2.1 ASTM A615 GRADE 60 DEFORMED REINFORCING. BACK FILL �i _ 11 X11\\ \11\11 DETAIL SHOWING SILL 1.3.2.2.ASTM A185 GRADE 70 WELDED WIRE MATS 11\— PLATE CONNECTION 1.3.3 MINIMUM CONCRETE COVER OVER REINFORCING-1'(FACES EXPOSED TO \1\ `11\`11 1 =11111 r EARTH) ,1` 1\I 1�_r1 111 �11 SHIMMED AS BENT OPEN 7 2.0 INSTALLATION `1 _ ACCEPT MODULAR \.1�\ `\\\ \�\ " II 11 REWIRED OR FRAMING SnTEu. 2.1 WALL SHALL BE PLACED ON 1/2'CRUSHED STONE,WHICH SHALL BE LEVEL 1I1�1\11� N 11 •, SUCH THAT WAIL HAS CONTINUOUS BEARING 1\ \\I%�11, II 2.2 SEGMENTS SHALL BE INSTALLED SUCH THAT VERT.FACE IS PLUMB&TOP I 8 .. •• SILL IS LEVEL 111 1\\1 VIII CORBEL 65 1.3.WALL PANELS SHALL BE CONNECTED TOGETHER USING 1/2'0 BOLTS ASTM X11 ` \ 11' + �I 1 LEDGE S A301 AS SHOWN ON ERECTION DRAWING ( \\%\`\� W \1\' 4'CONCRETE SLAB 1 \\ POURED OVER 6 MIL 1-p' •' o ,��, -1 A=HOLD AT 4`CONCRETE SLAB 1 2.4 PRIOR TO BACKFILLING POURED IN PLACE BASEMENT FLOOR SHALL REACH POLY VAPOR BARRIER MIN. I POURED OVER 6 MIL •' A MINIMUM COMPRESSIVE STRENGTH OF 1,500 PSI &WALL HAS BEEN G\1\X1_1 \1\ (BY OTHERS) 11 OR LESS POLY VAPOR BARRIER um HASS BEEN SUFFlCENTLCHORED TO THE OOR ABOVE AS Y BRACED TO PR VENT DAMOWN IN AGE FROM ERECTIDRAWON OR 1` \`1\\\,11\ IF EXCAVATION EXCEEDS I (BY OTHERS) DETAIL WITH HOLD 1.16'LONG BEFORE BENDING. 1\�� %1\ • `A THEN EXCESS AREA 1 2 MATERIAL SHALL BE 16 2.5.1 A 4'6 PERFORATED DRAIN PIPE SHALL BE PLACED AT BOTTOM OF DOWN STRAPS GAUGE GALVANZED STEEL CRUSHED STONE AREA,M 2(TWO)LOCATIONS,TO ALLOW BACKFILL TO DRAIN B`COMPACTED MUST BE FILLED AND �2)'STRAPS PLACED NO 2.6 BACKFILL MATERIAL SHALL BE CLASSIFIED PER THE UNIFIED SOIL CRUSHED STONE COMPACTED ;\,I CREATER THAN 48'O.C. CLASSIFICATION SYSTEM AS BEING EITHER GC,GM,GP GW,SC SM,,SP OR SW „PLACED&LEVELED 1 1'-0` L ._.. rTOOLST UNDAT ARE WALL PARALLEL _ _._. .__L ._... ..._..(BY MRS) r- 2-D`.MN._.. LCD&LEVELEDCTED (BY O STpNE i0 FOUNDARON WALL OUST 1.1.1 ADDITIONALLY BACKFILL SHALL NOi EXERT EQUIVALENT LATERAL FLUID PLACED&LEVELED(BY OTHERS) BE PROPERLY BLOCKED PRESSURE GREATER MAN 60 PSF/FT TYPICAL WALL SECTION WARNING: TYP.SECTION AT CORBEL LEDGE BACIMLL SHALL NOT BE PLACED AGAINST THE WALL UNTIL THE WALL HAS SUFFICIENT STRENGTH AND HAS BEEN ANCHORED TO THE FLOOR ABOVE OR HAS BEEN SUFFICIENTLY BRACED TO PREVENT DAMAGE BY THE BACKFILL(780CMR5404.1.7) TYPICAL DESIGN NOTES BILCO E I 1. FOR FOUNDATION,LALLY COLUMN FOOTING&SOIL DEPTH SIZES (4)6x6xj STEEL ANGLE 6'LG. HATCH INDICATED ARE BASED UPON 2,000 LBS PER SO.FT.SOIL BEARING ONCRETE SLAB o a DETAIL WITH HOLD DOWN &(B))'0 WEDGE ANCHORS 3r LG. CAPACITY. BY OTHERS _ � STRAPS IN PLACE SHOULD LESS SOIL CAPACITY BE ENCOUNTERED.NOTIFY ENGINEER IN WRITING SO THAT FOOTING SIZES CAN BE ADJUSTED ACCORDINGLY. XP 2. SOIL TYPES SUITABLE SHALL EI CLASSIFIED PER THE UNIFIED SOIL CLASSFICATION SYSTEM AS BEING EITHER CC,CSL,GP,GW,SC,SM, MENTRY 11111SP,OR SINo Foundation Wall S s0 3. MECHANICAL VENTILATION MUST BE PROVIDED BY BUILDER ON SITE yPER MASSACHUSETTS STATE BUILDING CODE.(780CMR5303.1)4. TOP OF OASIS FOUNDATION WALL SYSTEM IS TO BE A MINIMUM OFB'aeovE FR4ISH GRaDE VERALL PERMENTRYSTRUCTURAL DETAILS IMENSIONS VARY a CustomerTJob: y)�OP HILE Y TYPE &ADM25 BATESRETE NORTHAMPTON, AF NORTHAMPPVICTOTOON,MA A. POSTGrowing: NOT TO SCALE 18'MIN. PAD I I sheet. scNA uRE DATE - 3'-0-MIN. F E R H "RhWj-EI UPIDETAIL TYP.GARAGE °wn' JAM YOUR APPRAPPROVED EN THE DRAWING SET IS TION, SECTION PERMENTRY PANEL SECTION origi—I%o7Le:JR-1 3jn/ore: Re o3%Zsjoae APPROVED FOR ENLINEERWC AND PRODUCTION. MEMO To: Tony Patillo Northampton Building Dept. Date: 4/2/08 From: Linda/ Wright Builders Re: Permit for: 45 Olander Drive 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 iter6s 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 oQ-�►+�+�rpTo CITY OF NORTHAMPTON,N, MASSACHUSETTS DEPARTMENT OP 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, r ila, in r cc. Tony Patillo, Building Commissioner 03/28/2008 11:57 16173302001 MASSDEVELSPMENT PAGE 02/05 HOSPITAL HILI.,DEVELOPMENT.LLC c/o MASSACHUSETTS DEVELOPMENT FINANCE AGENCY 160 Federal Street,Boston, Massachusetts 021.10 28 March 2008 BY FACSIMILE Jonathan Wright Wright Builders,Inc. 48 Bates Street Northampton,MA 01060 PJ-7,: 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 C hospital 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 Documents except for those matters set forth on Attachment A. 'lfiese matters must be resolved before Hospital Hill can issue the required certificate of approval, -the initial conveyance can occur,ai3d 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 are part of Attachment A, these comments primarily concern issues of clarification, information and/or coordination. We trust the Wright Builders will find them useful. Sincerely, V-4 Robert M. Kaye Senior Vice President Planning and Development Cc: David.,Bloomberg, Esq Richard Henderson, EVP :Berth Mtuphy,VP Alin Delaney H..annah.L. K,ilson,Esq. kkMaSsdeyclopment.comlmdfa`gosGroxipsll cga11NOI-TO\Wrighr 13uilders-Notica of Construction Dotumcnt tlpproFal 3-2&- 1 os.doc 03/28/2008 11:57 16173302001 MASSDEVELOPMENT PAGE 03/6E ATTACITMENT A List of Rejected Items Wright Builders Contract Documents Design Submission Eastview and.Morningside at Village Hill Northampton. March 28,2008 NOTE: Designations of comments.refer to the Arrowstreet Memorandum.on the Wright Builders Contract Documents Submission dated March 28,2008 (Attaclment D) Eastview Townhouses: Plans and Elevations ALTA: Cluster A First Floor Plan 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. A2.1.A and A2.2A: Cluster 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,MassDevelopment. Momingside Residences: Site and Landscape Plans .LI: Existing Conditions & Demolition Klan b. Provide 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. Specimezl tree identified for protection.in Lot #2 is not sb.own as being saved in drwg.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 building design submission. See also drwg.s L3 and L7. L9: Site Details & General Notes a.. Reduce soil coverage of Infiltratiou Swale shown on Detail 5 to 2"maximum. t\Ma;sdevelopmt:nt.com\mdfalBosGroups\Lcgal\NOHO\Wright Builders\Notice of Construction Document Approval 3-28- 2 03.dna 03/28/2008 11:57 16173302001 MASSDEVELOPMENT PAGE 04/05 iVlarningside Residences: Plans and Elevations General b. SeeComment(i) regarding goosenecks at"A2.1A and A.2.2A: 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 2°d floor windows be centered over the Living Room Guide, bay window below. See Residential Architectural Style Specifications a. Revise Section 2107:all stumps to be removed or ground to below grade at a minimum.Dispose of sturnps off,-site in accordance with applicable regulations—do not use as backfill. ltMassdcvelopmont.corn\mdfal13osGroups\Lcgal'�NOHO\Wright Builders\Notice(if Documcm Approval 3-28- 08,doc 3 03/28'2008 11;57 16173302601 MASSDEVELOPMENT PAGE 05/0' ATTACHMENT B Arrowstreet Memorandum dated March 28, 2008 tiMassdcvc(opm�:nt.cnmtimdi��BasGrpt�pslLe i1\'OHO1WriglttBuildcrMaticcof ConstructionDocumcntApproval3-28- 08.doc 4 i kRR0WSTREET i MEMORANDUM Date 28 March 2008 R:. Required Project/No.1 File MassDevelopment/070961 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 Ll thru L10 Architectural Drawings 0.OA -S11A A1.1A thru A1.5A A2.1A 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 2/22/08 L1.thru 1-10 Craftsman 2114/08 A-1 thru A-12 S-1 thru S-8 E-1 thru E-3 Victorian 2122/08 A-1 thru A-12 S-1 thru S-6 E-1 thru E-3 A R O W S T R E ET I Village at Hospital Hill—Eastview and Olander Drive Residences Review DRAFT REVIEW 14 March 2008 Page 2 of 13 Victorian (Reversed) 2/22/08 A-1 thru A-11 S-1 thru S-6 E-1 thru E-3 Victorian (North Kitchen) 2/22/08 A-1 thru A-11 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 1-2: 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 dumpstets, light posts, and catch basins should reference TCB, not Mass Development. b. The utility connection for gas is not correctly located. For correct location, see drwg. L1 in the Morningside site/landscape drawing set. 1-3: 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. 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 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. 1-2(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. 1-4: 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 leasement(s) for the 15'X1 5' 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 duster 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. 1-5: Planting Plan a. Consider replacing lawn ("loam and seed") with naturalized grass planting plan for courtyard area. A'; RROWS TREET 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 redbud 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 A1.4A 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 E1.1A(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 "`-tc _ ;1'"..: ^: _zs'^•4.. ,,.=.t c - �.a i'a-". 'r.'� "^. :'-"y` � `^ _ �'- MIM AIR ROWS T RE ET Village at Hospital Nils—Eastview and Diander 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, L9: 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. L10: 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 A1.1A: Cluster A First Floor Plan aThe single'railxat tte entsteps' awkward[ *ocafed aid seems nuke yto_ ea�nsall '�s"wn�;` ''4.+`�`�'k"rn»-'.r-e'� 's� .C' t„r€.n ae ax2:rR_-as'R,£A� ..ii'3r� over the long>te�rr[ use of the build ngUUeecom endt erall be�connected=rto �c, cffonfinuous_porchraarodthe_e tFeporchr�be eloed t�oties d�eofMtie statr�ta attacClrto the:closest column_See_ estdent�al ArchtecttSral Style.�ulde„ 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 an detail D1, D2, D4, and D5. We suggest review of venting requirements. If utilized, please provide detail of proposed venting strategy. sLctr sv�'AIITr= Ai;RROWS 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 A 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 sing a landscape treatment such as crushed stone at the drip line of the garago.roofs. b. Verify that garage attic does not require venting. If utilized, provide detail indicating venting strategy. c. We suggest the siding and the comer 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 1-7). 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. A2.1A 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. '"-..:t s ;_`` ,--rX. c�:s�2-• .�,.�..�-- � �,-^aw:,u�s,.;a "� . `�'4 -i-,:-..;s. � = r.-:n —.. _ ,, :�-'P"�-r'�'°r{S:�t �?f' A'RROWSTREET Village at Hospital Hili—Eastview and Olander Drive Residences Review DRAFT REVIEW 14 March 2008 Page 7 of 13 tl Consider enclosing underside o porcf�es mprove appearance and prevent animal � sus X infestation We suggesfthe,use ofldtttce of vertical_11>C1 Architacturat 1 S�I;e`Guide: e. 13.ear porel,light fixture shown on West Elevation contradicts light fixture shown an E1.1A (recessed surface mounted overhead fixture). Clarify type of fixture to be provided and Davide 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 nd 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. i U As=noted i iprev�ous suri gooseneck exhaustuerit'sstoWd be,auatded unlesstfje re�requ�rebeodePlease rev ewxhaustuerre uirerxrents arid:{_rov�clealtemat�v_ pRfioris,fo evrew. CC 017 Eastview Townhome Exterior Color Palette Submission We recommend the following changed 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 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 8of13 a. Location of drainage easement between Lots 3 and 4 shown incorrectly. Please correct as per drwg. L2. bbProv�de details or specificatio s forp of ton of Specimen reT es siowri fa remain on Loth 2-aritl3 Add arrow fo tree on$ of#2 at property line wrth Lot#.3 rndicatrng that itrssto b'y - protected and remain Specim n tree idenfified for in Lot#2 is notr'sfiown a_ being saved mdnrvc7 swL2, L� 4„.orL10_.Pleaseconfir:rn sfatus of tree�an}a�d�t�� tlrawng 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 a roved front loading J ` " a fpp g garage for Lot 11 ReurseNLot f 1. 1a or�utkas,appr..o r►at, and prov►de.detall_ed buildinaFd': rgn sub�nissrort See also drwg.s L3 and L7. L3: Grading & Utility Plan 'a. Location of sanitary sewer tie-in for Lot 1 shown incorrectly. 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. A �RR0WSTREET 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. rb. Coordinate location of proposed trees with utility easement between Lots 3 and 4. L9: Site Details & General Notes M Redu sce oll'coverage of-ilnfiltrat` n Swalevshgwn.'on"Detail 5 tot maximum L90: 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 end make adjustments as necessary to limit the extent of exposed concrete foundation walls to approximately 12". R T, 061 b See Gornrnenti regardmg`gooselnecks at.A2 '1A and A2 2A�Gluster:A Exterior levatlons LC. See Com; m t(d) regarding aitic�etc, at uriders�de:of,porches=at "A2T1A,and A2 2A' 7) Cluster A Exterior 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. r-=- c. Provide cut sheet of proposed light fixture at entry porch. Illustrate on West Elevation. :s.��. a�.ivy-r•.r_:.:Rtr-`"�r.a t _ - �.r3 _ n�e, -�.s F.T� j„�.� �,'.,.- c�-zrr `'' .,s�z ARROWS TREET 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 1 st floor c. As noted above, the gable end walls on the north and south elevations are overly large and without sufficient detail to bre$1k 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 'fid r SouthfElevatron;UVe recommend t e serles�of three�2nd fiaor !w ndows:be Gent re ed�over the Llvinq Room b��w�ndaw belo �SeeRes�dential Architectural Style��,Gtalcle 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 AR ROWS TR E ET 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. �� 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 n 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 i A 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 12 of 13 does this review include compliance of proposed materials with applicable laws, regulations or code requirements. ,a'=_vRev�se Section 2107 all stumis to be rem r_ground to below grade at a xnirirrum Fs- a '.z` '�d''*P > �f ` Dispose of stumps off site �n acc rdance with appitcable regulations:,;. da not use_ . - backfill 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. d. 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: ,r 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 2.3 and 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. i A R O W S T R E E T i 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. L 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. I. Why are all the EA categories "Not Applicable?" End of comments. Please contact usif you have any questions or comments. Distribution Project file W-\07\07095_Northampton_WrightBdiders107095g11.doc i WRIGHT BUILDERS, INC. L��44CQ �� 4QQ���044Q� 48 Bates Street NORTHAMPTON, MA 01060 JOB NO. (413) 586-8287 0 lbjq� FAX (413) 587-9276ATTENTION TO i 't/� RE: ND P-'h'r AYU P 7o rt 6 AvVfN(moi A Lb e- T* N 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 ' THESE ARE TRANSMITTED as checked below: For approval ❑ Approved as submitted ❑ Resubmit copies for approval I�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 COPY TO 4-V SIGNED: I>1 If enclosures are not as noted,kindly notify us at once. A THIS DOCUMENT IS THE PROPERLY OF OLDCASLE PURPOSE INN.IT IS SUBMITTED FOR REFERENCE DRAWING SCHEDULE PURPOSES ONLY AND SHOULD TNOTER BE USED ID nEN$IONS ANY WAY INJURIOUS 70 THE INTERESTS Of SAID Sic DESCRIPTION COMPANY.COPYRIGHT 2007 OLDCASTLE PRECAST,INC. __ REY. R1iE ALL RIGHTS RESERVED. 40 i CUSTOMER: WRIGHT BUILDERS 48 BATES STREET NORTHAMPTON, MA o��E�LT HOF&,sS7 PROJECT: PRECAST CONCRETE FOUNDATION ���� DONALD VILLAGE HILL-VICTORIANsrRucTURV E AL LOT 4 No. 36612 NORTHAMPTON, MA go�f9f0'STER£o MAL EN4� DATE: 11/19/07-ORIGINAL SUBMITTAL 03/17/08-REVISION A SUBMITTAL 03/26/08-REVISION B SUBMITTAL MANUFACTURED BY: 70 East Brookfield Road OasisNorth Brookfield, 7 01535 312 Phone: 508-867-8312 800-242-7314 Foundation Wall SDyl 508-867-3505 by 0°N"*de PreI ins. REV�SiaN DESCR,PTON SIGNATURE DATE --- - _ --- BY PROVIDING YOUR(THE CUSTOMER'S)SIGNATURE,YOU ATTEST THAT THE CONTENTS OF THIS GROWING SEI MEET _ [___j1'APPROVAL AND THIS DRAWING SET IS HEREBY ROVED FOR ENGINEERING AND PRODUCTION. GW'19 ow, ow,}4 2 �N t5 ow-3 ow, i 2 fit/ OW-4 �a"'S�'.S Foundation Wall System ow-il �arUl!..M.Prt 7�. pw, p5 r,tie: OW-6 ISOMETRIC VIEW nn,,��� e'-e• 8 Cls:amer: Jeb: NLLAGE FALL "w. off• AUSOFRf VICTORJAN �O MOR NA1PfCN,MA NORTHAWTON,MA Crawi�g: �c°le:NOT TO SCALE ow-9 Steet I SGNATURE —__ DATE __— �rewn: JAM 9Y PROVICING YOUR;THE CUSTOMER'S)SI-NATURE,YOU ATIEST THAT THE CONTENTS OF THIS DRAWING SET MEET OriginsGate: lRe, A Dpte: Rev. E Jat, YOUR APPROVAL AND THIS DRAWING SET IS HERE91' IIJi9�01 G3�17/08 �3�2Bj06 APPROVED FOR ENGINEERING AND PRWf} TON. 24'- "W-1717 "I 6 8" �,.. 1t. D. 7'-2'— III 2' H. B„�2.-. ...�OW-I�. TO- 4� -.�...y_D• OA O i t - LTR GP' DESCRIPTION A 2 9 -W 2D-0 DaAGF DOOR DROP �o 3' 81/2'W,200M1W6OR I'G fl G 2 'R13't PENT L SJOPORT j2`4 x w I CAST I\3IICO WADOW } — Lf 4 - ” 3 ,J"x 8" r I MN Pku v - Q 2 a°',t x SD x i °"3EAA1 RD tKE Q 1 3'-8 112"x 7'-0"DOOR R ROLGH OPENING EAST 4'F.Ov E,70V C+WAIL I Q 1 N°E F KPMFNTRY SINK UNIT STAR LNIT SET 1'LACY TOP Y WkL G O f I 1 Oasis j f. Foundation Wall System C (-Dj �p�...�. .M. '---- -' --i ! � Tale: } WALL PANEL LAYOUT Customer. JobVUW HIL, 1---7_a,.—.? 1-6,1—I 2•_6, 's��K 1 Ta shi VICTORIAN NpiiFWPM W Nd2h1,WpTON,IAA 29'-4" Drawing: Scale:NOT TO SCALE OW-12 2 6 CW-id DW-7� SneeEc 2 SIGNATURE --DATE I— -- 56'-D" -- drown: JAM AF FT THAT YOUR(TEE SO F THIS WING SET,MEET AREST TWi7 TME CONTENTS 6F THIS DRAWING SET NEET Original Octe: IRev. A ,"..Cte: Rev. 8 Dnle: YOUR APPROVAL AND THIS DRAWING SET IS HEREBY 11/19/07 63/17/08 03/26/08 APR RENEE FOR ENGINEERING AND PROGOC?iCh, BOLT POCKET BOTH ENDS EXTER'OR FACE _ F CA0Y FOAM 11"0 HOLE THR� P DEBAR>J BAR 2-6 ----- -----, (---- -"T r-------'1 --___- "-- ;n 1 ROUND WINDOW P;.ACED SYMlh TR'CAI_LY _ - 3.MIN. SEE"CONDUIT IS SHEET at,RKC 2 TON !FTERS MODE =§03ft, ( I :�SOLID I 6EiAli THIS SHEET ®TOP EDGE OF PAN L,3j" ROM OUTSIDE SURFACE AS SHOWN. i — { FOAM ( II11 PLAN VIEW— N' c n -�=�.i` FOAM PANEL 2�_p � SEE"TOPICAL NEW THRU RIBS"„ETAIL,SHEET,¢4 A - -� F r----_—F --- - _. PLAN VIEW-CONDUIT OPENING * EPS CAVITY FOAM EPS CA!]Y FOAM +FPS CAVITY FOAM - j ', i �/.�t_"�� �..� � I .T�� • ,i_. - a -SEE'VER IiCAI .I - END RIB"DETAIL, SHEET SEE'VERTICAL CENTER RIB'DETAIL,SHEET#5 f TYP.WINDOW OPENING^BILCO 3220 —_4._G" SECTION B-B 3f2'FOAM T:�RMAi. EXTERIOR FACE BREAK AT POCKET INTERIOR FACE —� E-BEAM POCKET TYPICAL FOAM PANE.ASSEMBLY: T —I PLAN VIEW OF BEAM POCKET 2(TWO)EPS CAVITY FOAM PCS.(24'X71"%99"),1(ONE)9ensARMOR VEATHING PC_(2%48'X95') 84'- 2 (T'XOj #4 REBAR UNDER CPOCKfE SEAM POCKET SEE".HORIZONTAL , I I I I l I I I I i I I k RAIL"DETAit. i1 I I11 it III I v � �- � it Iilll il'II IIli1 II —f- �� x xi B I �I I I I l i l I I I l l y Ill I l l i ) I{ f DersARMORID- k i I l 1 11i l I lel l 1 111 1 1 1`i l I Ili l 1 i B CONCRETE x x i �� I I III I I Ill I i Ill I I ISI I 1111 I I I as �-� x � y k l I I I Ili l ill 1 1 111 I 1 l,l i I Ili ! ! 11 �4� x I I I Ali I I l l l 1111 I I I:I I I ll� I I I �a I k X k it lull li�il Illil lilt Illll Il i� �� Pok k J k 'r2� it 11111 l �'ii Illi ) Il�il IIii1 li ( ��� x ll 11111 ilil IMI � 1�1 � Iilll III 3 �- X� � k x x � �aSI'r�' It Illli illi lull llll Eili # li( / x Y y� Foundation Wald System 11 i111i 1111 { 1111 Iljll iilll 1I y aipa...�.o�•,� C�a l I I I ill I 11=l I I til i Illi l Iil i —i i LL � 1 e: L J Ij1 L__J ill L J III L._...-J ill 4-__J ill L "'� i DETAIN RAIL' _ Ls l� DM RAIL'- � k x ` x y? TYPICAL OASIS PANEL —— - - L.SHEET 5 __ z.. C�SlO'96T fab: YHIp1i NAOFFS HELM£MMU T -J F^ M 8AT6 STREET NCTORIAN rn) NOR 0 Pid,MA NORTHAMNXTON,MA 114TERIOR SIDE ELEVATION SECTION A-A INSIDE ELEV.VIEW °°w'^5; S-Q'e:NOT TO SCALE OF A TYPICAL BEAM POCKET J SIGNATURE DATE By PROVIDNG YOUR(THE CUSTOMEws)SR;WL`L,YOU u`Gwn: JA� ATTEST THAT THE CONTENTS OF THIS DRAWING SET MEET U'igira! Dote: Rev. A Date: Rev._911- YO 11p",g: YOUR APPROVAL AND THIS DRAWMC SET 15 HEREBY jj9I0� �31T�J� /Z6/� Af£'RtYdED FOR ENCINEERING AND PRODUCTION. 1 4 !'C04ER SGi,COMP TG \ RE&AR IN TH{) —i t^REBAR THIS ( TYPICAL 5'-0"GARAGE WALL BOLT POCKET STRAPS (QUANTITY VARIES 20"x30 TYP. EACH, ENLJOIDS @ 36" O.C. 3'""N TYPICAL VIEW THRU TYMA---ft VIEW THRU END RIB TOP RAIL PLAN VIEW DAR AS SHDBN TrP.OF ALL REgIAR Y � i uIN. <I C B f.l TYPICAI.VIEW THRU TYPICAL VIEW THRU CENTER RIB BOTTOM RAIL I i -�"�- Oasis Foundation Wali System __ � M�ONOY1N FrKwi'Yc, tirovo} /2'oPLA_TIC 5'-0" PANEL ELEV. VIEW B -- SECTION B-13a ARACE ANO F osT z„_ 1dSEIRiS ON IP� ERIQR SUEFACE WALL PANELS <ta e jot;: MU.ACE HILL T SALM NCTYIRIAN M BATES STW NORMAWTM MA NORTHAMPTON,MA 6rbwr.,: Scc'e:NOT TO SCALE Spee'.: 4 SIGNATURE DATE W BY PRWDIN6 TOUR(THE CUS7OtER'S)S!cru'>ctE,you JAM ATTEST THAT THE CONTENTS OF THIS DRAWING SE MEET Or�9- pate: Rev. A Dote: Rev. p Date: YOUR APPROVAL ANO THIS ORAWINC SET IS HEREBY AND APPROVED FOR EWNEER11/19/07 QJ/i7Joe 03/26/08 Rt:, ?RDDth^TIO:a. i fA-f3 K x 7 EG.At7Qi(IR— SRO MIN NUT k WASHER 3 BU IKE 2 TON FU TER--� INSTALLED ABC G.C.IN RBS AND '1 + mM, 5-4300*1, Q � .hP LESS INAM 12•FROM JONTS �—` SHEAR BAR SYMET01CALLY 5` ] _ _ SEE CAV11 FOAM PANELS F PLACE FOR LIfANG 1"'l2"'1 rA-ULN,16iNi I(CNA)14 BAR EACH EX-EPU SORFACFT WHEN RIB IS-. A-- I tA7t J (24%7j'09") EXTERIOR FACE MRD Ra ° ) �) ) / ADJA�ENT TO A WINDOW DOORWAY,E`1D 04T OR LIFTING INSERT �`'� _ _i EPS CAVITY a �.�i \✓.'.�` a ° ac_. -. a ___ y _-•. __- TV OAII I'FOAM END ale) THM�(D—ARMORO) SHE 3" LkFSARMOR 11 I VV / y tC (r-48W-) �x 2 74) I i ► i r� (x x48 x96'} � I {iwU)@4 BAR �0 1 i(ONE)yBAR IN EACH RIB 3- '----.iiq° id' EACH END '� rk, (IN i�RIOR'SURFACE) -- piH - SHEATHING(D_w+SARMORO) 1D HORIZ.TOP RAIL 0 RIB SECTION v TYPICAL VERTICAL SECTION THRU RIBSCENTER i'x4s'ss') (WITH LIFTING ANCHOR) zicuzr,E f-eaA.PocxEi VERTICAL SECTION CENTERRiB HORIZ.TOP RAIL ArP.1 sKAFLEx,ILM i0 ROTH PANEL //'END SURFACES OF JOINT k 00'SIDE CE {WITH INSERT FOP. PLATE) 16•_y _ I ALL CORNERS THEN AFFL"TO"M cit 6 MSNE s�RE I'3' 6C0 FCCcET STRAP EPS CAIATY EAGi 0.05ED JOMi OF FOJNDAR. 1 1•COVER(TYP_)—.i FRAM PANELS ILL 1'0 BDLT.NUT ` WTSIGE SURFACE AND WASNERs _ I O fIX,HiDAT i �!•o DOLT NUT. Bai POCKET s P A�us es CE I 2 TWO i� SHEATHING ! SA-AR o w (GeukRMCR�j f w� ' t I I� 0 P ICE � INRAIL ✓ / W I �, W —-- T x o 2 TWO a "' T— ° .-- Cui9DE S1?FADE `-. • i W To-STEEL L T ,,. OF FOUNDATION 4J I I 11��--JJ } Q tf--1_ L _...-1 �,� I's2 ffNT NS DE SURFACE I N SIEtL FLAIL BDLT POCKET SIRA c r"y OF fx;NOA CN 1 112"J f>v_f_ @4 A , a i , `� 80.t RGiKEi 3. 718R HT)iRA � i"0 THREADED INSERTS ' staAP .j* STEEL auTe atArE —ID ---j -4 E—1t CCYER "P) MIs"oc(WALL gBIl I =a ( Fa INSIDE STRAIGHT wnncai BACKFILL) CONNECTION WITH 90°ENDS VERTICIL SECTION TYPICAL VIEW TYPICAL VIEW THRU HORIZONTAL BOTTOM RAIL INSIDE CORNER OUTSIDE CORNER INSIDE CORNER 0 END WS THRU TOP RAIL BOTTOM RAIL CONNECTION WITH 45'MITERS CONNECTION WITH 45'MffERS CONNECTION WITH 22.5'MITERS a 4 LL a R)r4 FLAT PLATE IPI (23 r r o)T=2T SPECIAL FLAT PLATE(P2) TMP 7vP� r]. SLOTS ,SLOTS SLUTS TIP TIP R. D. soT)sx B•�4s I —T //st 1�'+ I 1_j° C" 22.5 —( 5_ A4�5 —{ 1 TS .Ux\ SLOTS L ucs 0asis ® Foundation Wail System II I , 11 } No S SECTIONAA T tie TOP CONTEC➢ON-BOLT POCKET HER i&(2)LG PANEL DETAILS 90°EtJ.91DE PLATE(A1) V OUTSIDE PLATE{A2) 45°SATE{A3j 22 1Q PLATE(A4) ANGLE VARIES PLATE M TOP URF CE WITH EI,FLAT WASHERS a(2)Huis TOP SURFACE OF PANEL :;usto•nerSob: *FW SULDEMs VILLAGE RN[L BOTTOM CONTECRON-STEEL PLATES WITH r0x2'LG 26 BATES SUET NCTORIAN HEX➢OlT?a"FROM BOTTOM OF PANEL NORTHAMPTON,MA NORTHAMPTON.MA 6rawlny: Scute:NOT TO SCALE bee:: 5 SIGNATURE DATE D,Cwn: JA� S`.'PROVIDING YOUR'THE CUSTOMER'S)SACTIATUURE,YOU ATTEST THAT THE CONTENTS Of THIS DRAWING SET MEET 01'91-1 77 Rev. A Da Le: Rev. D Date: YOUR APPROVAL AND THIS ORAWING SET IS HERESY 11/19/07 03Ji7i 03/26 08 APPRfhFJ iR ENGINEERING AND PRODUCTION. PT 2PE IL RA=E(BY OTHERS) DESIGN&CONSTRUCTION aE BA KFILL AWAY �— —��=L_NG ! AN L, FRDM STRUCTURE 2^EXPOSED ANCHOR SND WITH WASHER&NCI 018'OjC& 10 Ls" LESS THAN 12'FROM PANEL ENDS 1.1 REFERENCE 1i�, ;A\ -�1�1,1�\: -SEE SILL i SILL TCB SEALED WTH 1.1. 2003 INTERNATIONAL BUILDING CODE .1 `111 ��t- N�) CONNECTION CONSTRUCTION ADHESIVE1 11\ 1vA-111 . W 0ETAW,L 11 2 003.NTERNATIONAI.RESIDENP.AL CODE vOR ONE&TWO FAMILY , 6071^%SS(BI OTHERS] �.1AAT 1VI `I DWELLINGS P56i INSERT 1 T ACI 32R R'�4NG CODE REOUiREiAE?iTS TGR SIE C16RAL"ONCRE'i i 3 MATER A s \' 111\\1\11 ���11 ,�� A�Q<i.(2 OPENING F 32 REINFOR-NG 1 A III T' ELECTRICAL N1RES 111 1��11�\IIS'" "-BACK Flll 321 ASTM A615 GRADE 60 DEFORMED REINFORCING1�; 11„- -11Y 7111 _ 1322 ASTM A185 GRADE 10 WELDED WIRE MATS `-A1�-"II1�-ti�,lh=K1 DETAIL SHOWING SILL 11 33 MINWUM CCCACRE?_E COVER OVER RE WORCIN, I”(-ACs EXPOSED FG PLATE CONNECTION 2j" =111 l\ w 1 1 EARTH) a'\�111�=11� -11sHlRouDR�o j'I}2NT OPEN T 20 INSTALLATION �''111� 111 111 Df Vli 11 '� cf z1 WASSHALL BE PLACED ON 1/2 CRHSNEB O v ICH S ALE BE LEVELOR E t ' SUCH THAT WALL HAS CONTINU H'S BEARING .. 1�111��11111 CORBEL f 22 SEGMENTS SHALL 3`INSTALLED SUCH THA,V'RT FACE``-S Pl--.', &TCR 111 -1 1�111 + 1V\r, 1-;;,-=1A;r 8 " SILL IS LEVEL _111'�1�111 1 1 1 EDGE ! 2.3.WA.}t PANELS SHALL BE CONNECTED TOT'NER vSIN�1/2-0 BOLTS(ASTM -111�1�1�V 111� (-4' CONCRETE OVER SLAB l ! ' 5 A307)AS SHOWN ON ERECTION DRAWING 1� 111�11.�11 POURED OVER 6 MIL I' D" -1 A-HOLO AT I 4'CONCRE E SLAB I� I""1 �'OLY VAPOR BARRIER REIN. 5-0" --t CCURED OVER 5 MIL 24 PR,,TO BA 41-ING PLIED IN PLACE BASEMENT FLOOR SHALL REACH _111 �1t�. 1 1 OR L°SS �� POLY VAPOR BARRIER A MINIMUM COMPRESSIVE STRENGTH OF 1,500 PSI &WALL HAS BEEN U �1� \\\ '(BY OTHERS) 1 X11.; IIS (BY OTHERS) ^` ANCHORED TO THE FLOOR ABOVE AS SHOWtv'N 1?iE ERe""".T73N DRAWING OR 111 t� -•_— F EXCAVATION LzcEEfls DETAIL WITHHOLD N416 HAS BEEN SUFFICIENTLY BRACED TO REVENT DAMAGE FROM BACK 1 �1 t.16 LONG SHALL BENDING - 1 A' THEN EXCESS AREA s I T I z.MATERIAL SHALL BE TF 251 A 4'00 PERFORATED DRAIN"IPE SHALL BE PLACED AT BOTTOM 0` � � MUST BE FILLED AND� DOWN STRAPS GAUGE GALVANZED STEEL 6"COMPACTED(RUSHED STORE AREA,IN 2(TWO}L4CALONS,TO ALLOW 34CAFlI l TO DRAIN C0MPACTED }�1 2r STRAPS PLACED NO 2.6 BACKFILL MATERIAL SHALL BE CLASSIFIED PER THE UNIFIED SOIL ;CEtD&LEVELSPONEED T GREATER THAN 48'O.C. PLACED&LEVELEDI 1-0' CtASSi--CAT'ON SYSTEM AS SING EtTkiLP GC,GM G? W SC ,SP,CW2 SW f 9"COMPACTED CRUShEQ STORE l STg THAT ARE PA"riAilft 'By DINERS) rW^-2'-D'"MIN. i TO EOUNDADON WALL MUST 2 'ADDITIONALLY BACKFILL SHALL NOT EXERT EQUIVALENT LATERAL FLUID - PLACED k I FVFI FD;BY OTHFR51 VA,RIES�--- / K ;aGcXTD -RLSCUNE GREATER NiAN&O RST/ET TYPICAL WALL SECTION TYP.SECTION AT CORBEL LEDGE / WARNING: u — — — �I BACWILL SHALL NOT BE PLACED AGAINST THE WALL UNTIL THE WALL HAS SUFFICIENT STRENGTH AND HAS BEEN ANCHORED TO THE FLOOR ABOVE OR HAS BEEN SUFFICIENTLY BRACED TO TYPIPREVENT DA{1AGEBYTHE BAGffili(\BBL iR54dd.f.7} — BIILCDAL DESIGN-NOTES: HATCH i I. FOR FOUNDATION,LALLY COLUMN FOOTING&SOIL DEPTH SIZES � (4)6X6X8 STEEL ANGLE 6"I.G. ONCRETE SLAB- INDICATED ARE BASED UPON 2,000 LBS.PER SEL FT.SOL B€ARING &(8)i"6 WECGI ANCHORS 3,LC. BY OTHERS DETAIL WITH HOLD DOWN LAZY STRAPS IN PLACE SNCL O LTSS SOIL CAPACITY BE ENCOUNTERE0 NT FY ENGINEER IN,WRITING SO THAT FOOLING SIZES CAN BE ADJUSTED ACCORDING Y ' 1 N 2, SOIL TYPES SUITABLE SHALL BE CLASSIFIED PER THE UNIFIED SOL ?YPIGAL PERMEATRY, \111( II!11 111V1117 ocas�� CLASSIFICATION SYSTEM AS BEING ST ER GC,O.T.GP GW,SC,si, F 11 `'`\ 11) 11 Foundation Wall System SP,OR SW AD R STAB E 1 1 a a o o i 0 3. MECHANICAL VENTLAPON MUST BE PROVIDED BY BUILDER ON SITE ( JACK POST '11t PER MASSACHUSETTS STATE BUILDING CODE.(?BOCMR53Q3.1! 111 11 11= Tate: ° 4. TOP OF OARS FOUNDATION WALL SYSTEM IS TO BE A MINIMUM OF 1 —11 X11 1_1 �� STRUCTURAL DETAILS I< Je°ABeV TiN1s,GRADE. =TIPE RCustome TesA fA5 ob: 19 LACE N4}TORIAN 26 BAIU smF£T NarTM MA �- NWWAMMX W _; CONCRfTE G-owin.y: Sccie:NOT TO SCALE JACK POST Shces: -aB'ARM. BEARING PAD AD e r 3'-0' MIN, I- 51GNATURE DATE ,town: JAM R W DETAIL - ° TYP.GARAGE H ccte: YOUR APPRCVAL AND THIS DRAWING SET IS HEREBY SECTIONPERMENTR PANEL SECTION TT/T�/0� a3/TT/t o3izs/� APPROVED FOR ENOVEERPaG AND PRODUCTION. - ° Location Type Input Length Min Required Gravity Reaction Gravity Uplift + KeyBuild StructureTM 2.303m victorian-Level{ 4-1-08 kmBeamEngine 4.503h Materials Database 801 8:38am 2of2 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 ,4 All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rt „m siiSu iSWAt Passing is defined as when the member floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professional as re uired fora ravel.This design assumes product installation according to the manufacturer's s ecificalions. KeyBuild StructureT-2.303m victorian-Level 8kmBearnEngine 4.503h ' Materials Database 801 r(/�' I�Ir(,,, N 10:40aIT1 loft Member Data Description: CalcG2 Member Type:Girder Application: Floor Comments: Flush header 2nd f Lateral Bracing:Continuous Both Standard Load: Moisture Condition:Dry Building Code:Other Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 0 PLF Deck Connection:Nailed Member Weight: 11.7 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform(PLF) 01 0.0011 6' 9.00" 135 360 Live Replacement Uniform(PLF) 01 0.00" 10' 6.00" 105 280 Live Point LBS 6' 11.75" 277 423 Live IN 10 6 0 m 10 6 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.693" 4443# 2 10' 1.750" Wall N/A 1.500" 3536# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live 1 1283# 3160# 2 1065# 2471# Design spans 10' 1.750" Product:1 3/4x11 718 Versa-Lam SP 2.0-3100 2 ply Component Member Design has Passed Design Checks.- Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 11065.'# 21275.'# 52% 5.07' Total load D+L Shear 3561.# 7897.# 45% 0.01' Total load D+L TL Deflection 0.2074" 0.5073" U586 5.07' Total load D+L+S+Lr+W LL Deflection 0.1460" 0.3382" U834 5.07' Total load L+S+Lr+W Control: Positive Moment 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 Copyright(C)1989-2005 by Keymark Enterpdses,LLC.ALL RIGHTS RESERVED. "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild Structurerl'2.303m victorian-Level 8 r 4-1-08 kiriBearriEngine 4.503h 1042am Materials Database 801 :1 of 2 Member Data Description:CalcB3 Member Type:Beam Application: Floor Comments: 2nd floor Flush Be Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: Other Dead Load: 0 PLF Deflection Criteria: U360 live, 0240 total Live Load: 0 PLF Deck Connection:Nailed Member Weight: 26.6 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform(PLF) 0' 4.94" 7' 5.00" 0 87 Snow Replacement Uniform(PLF) 0' 4.94" 7' 5.00" 253 295 Live Replacement Uniform(PLF) 0' 6.88" 01 9.001, 2 0 Live Replacement Uniform(PLF) 0' 6.88" 01 9.001, 0 7 Snow Replacement Uniform(PLF) or 9.001, 11 9.001, 5 0 Live Replacement Uniform(PLF) 01 9.001, 11 9.001, 0 18 Snow Replacement Uniform(PLF) 11 9.001, 2' 9.00" 10 0 Live Replacement Uniform(PLF) 11 9.001, 2' 9.00" 0 35 Snow Replacement Uniform(PLF) 2' 9.00" 18' 5.00" 13 0 Live Replacement Uniform(PLF) 2' 9.00" 18' 5.00" 0 44 Snow Replacement Uniform(PLF) 7' 5.00" 11' 5.00" 0 87 Snow Replacement Uniform(PLF) 7' 5.00" 11' 5.00" 250 289 Live Replacement Uniform(PLF) ill 5.001, 17' 11.00" 0 87 Snow Replacement Uniform(PLF) 11' 5.00" 17' 11.00" 277 360 Live Replacement Uniform(PLF) 17' 11.00" 20' 11.00" 0 87 Snow Replacement Uniform(PLF) 17'11.00" 20'11.00" 249 309 Live Replacement Uniform(PLF) 18' 5.00" 18' 7.13" 12 0 Live Replacement Uniform(PLF) 18' 5.00" 18' 7.13" 0 42 Snow Replacement Uniform(PLF) 18' 7.13" 19' 7.13" 9 0 Live Replacement Uniform(PLF) 18' 7.13" 19' 7.13" 0 32 Snow Replacement Uniform(PLF) 19' 7.13" 20' 11.00" 4 0 Live Replacement Uniform(PLF) 19' 7.13" 20'11.00" 0 14 Snow Point(LBS) 11' 2.25" 577 488 Live 2042 2011 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 4,750' Wall NIA 1.9991, 7873# 2 20' 4.250" Wall N/A 2.056" 8097# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live Snow 1 3263# 3335# 1275# 2 3307# 3528# 1263# Design spans 0* 4.750"(left cant) 19,11.500" Product:I 314x18 Versa-Lam 2.0-SP 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 42529.'# 83733.# 50% 11.01, Even Spans D+L+S Negative Moment 9.1# 72812.'# 0% 0.4' Total load D+L Negative Unbrcd 8.'# 76105.'# 0% 0.4' Cants Only D+L Shear 70494 20648.# 34% 20.34' Even Spans D+L+S All product names are trademarks of their respeclivo owners dt Copyright(C)i 989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. 'AT -Passing is defined as when the member,floorloist,beam or girder,shown on this drawing meets appliuble design criteria for Loads,Loading Condition.,and Spans listed on IN.shear.The design must be reviewed by a qualified designer or design professional as required lor approvaL This design assumes pinduct Installation according to the manufacturers=clfi­fons. KeyBuild Structure-2.303m victorian-Level 8 kriBeamEngine 4.503h 4. 1.08 Materials Database 801 10:42am Actual Allowable Capacity Location Loading 2 of 2 TL Deflection 0.5836" 0.9979" U410 10.38' Even Spans D+L+S+Lr+W LL Deflection 0.3413" 0.6653" U701 10.38' Even Spans L+S TL Defl.,Lt. -0.0365" 0.2000" 2U260 0' Even Spans D+L+S LL Defl.,Lt. 0.0214" 0.2000" 2U444 0' Even Spans L+S Control: TL Deflection 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 9 Copyright(C)1989-2005 by Keymark Enterpdses,LLC.ALL RIGHTS RESERVED. "Passing is defined as when the member,floorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval,This design assumes product installation according to the manufacturer's s ecifications. Victorian bonus room option i 4-1-08 r Northampton Ma Z p 11:1 lam 1 of 1 knaBea En ine 4. r , kmBeamEngine 4S03h T � Materials Database 801 Member Data Description: Member Type:Beam Application: Floor Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code:IBC I IRC Dead Load: 10 PLF Deflection Criteria: U360 live, U240 total Live Load: 40 PLF Deck Connection:Nailed Member Weight: 17.5 PLF Filename:KYB2 Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Additional Uniform(PSF) 0' 0.00" 24'10.00" 13' 0.00" 10 35 Snow Additional Uniform(PSF) 0' 0.00" 24'10.00" 7' 0.00" 10 35 Snow Additional Uniform(PSF) 0' 0.00" 24'10.00" 4' 0.00" 10 30 Snow Additional Uniform(PSF) 0' 0.00" 24'10.00" 7' 0.00" 10 10 Live Additional Uniform PLF 0' 0.00" 24'10.00" 7 0 Live " ' "A Ir 111' (� 1200 12100 r 2410 O Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall 5.500" 1.500" 5649# 2 11' 7.375" Wall 8.000" 4.452" 17530# 3 24' 0.750" Wall 5.500" 1.545" 6085# Maximum Load Case Reactions Used for applying point loads{or line loads}to carrying members Dead Live Snow 1 1462# 562# 4187# 2 5186# 1656# 12344# 3 1642# 596# 4444# Design spans 11' 7.375" 12' 5.375" Product:1 3/4x11 718 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 15864.'# 38167.'# 41% 19.08' Even Spans D+S Negative Moment 21146.'# 38167.'# 55% 11.61' Total load D+S Negative Unbrcd 21146.'# 37739'# 56% 11.61' Total load D+S Shear 7794.# 13622.# 57% 12.24' Total load D+S Max.Reaction 17530.# 31500.# 55% 11.61' Total load D+S TL Deflection 0.2660" 0.6224" L/561 18.46' Even Spans D+S LL Deflection 0.2089" 0.4149" L/715 18.46' Even Spans S Control: Shear DQLs: 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 a n All product names are trademarks of their respective owners Copyright{C}1 989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED, t >,ttlF. ,Y . •.. "Passing is defined as when the membaL floor joist beam ar girder,shown on this Brewing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professional as required forapproval.This des'n assumes roduct installation accortli to the marwfacturer s s eoifications. 2-6-0 40-0-0 i i 0 �o 4 v v N O ry 1 F F F m N 03 BEAM - 4 N O LL ro 3-0-0 uI N h 0 01 N O M 2 O M Q O M 17-10-0�3-0_ 0 &2-0 3-0-0 8-0-0 Hospital Hill - Victorian First Floor All Ar 4 2-" 4 19 kAO 0 p} N N N m O N � Oq 16-10-0 0 0 3-3-0 13-6-8 a LL c9 0 N 4Q o CO O OI O O 2-6-0 18-0-0 iC-3-0-0 Hospital Hill - Victorian Second Floor o-r•rz ���'— q•s-ez ��o-o-e 1 i I o o 1, LL I M I. F09 4 w o N � D•9-6Z 3�0-9•Z 0-9-RL 0'9'Z 0-0-E 3IE 0-0•E i A (u"s All s -a- AAA- 4 oo N � _ lY! 4. �O Ih N N t r+ O FOI ARp a 18-10-0 0 0 3-3-0 13-8-8 0 IL N O O O t7 O O 18-0-0 3-0-0 7 Hospital Hill - Victorian Second Floor Universal Forest Products' 155 Bay Road,PO Box 945/Belchertown,MA.01007 Phone:413-323-7247 Fax:413-323-5750/Rep:Mike Ellerbrook RuLyg Lumber Hospital Hill - Victorian [�T Floor Truss Profiles SHOP DRAWING 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 0711010B F01 FLOOR 1 1 Job Reference o tional Universal Forest Products,Selchertown,MA.01007 6.500 s Mar 8 2007 MiTek Industries,Inc. Thu Jan 31 16:58:56 2008 Page 1 0-4-8 1-7-14 Scale:3'T=1 6x6= 3x4= 1 5x3 II 316= 1.513 II 1.5x3 11 316= 1.5x3 II 3,8 FP= 3x6= 3x4 II r 1 2 3 4 5 M 7 6 9 10 it 16 17 18 15 14 13 3.10= 3x4= 3x4= 3.8 FP= 3x8— 3x6= -0-3-0 -1-0-0 9-4-18 20-3-6 0-4-8 19-10-14 Plate Offsets X Y: 15:0-1-8 Ede 16:0-1-8Ed e LOADING(psf) SPACING 1-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.44 13-15 >541 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.93 Vert(TL) -0.70 13-15 >339 240 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.02 12 n/a n/a BCDL 5.0 Code IBC20031TPI2002 (Matrix) Weight:74 Ib 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 2-2-0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib/size) 1=544/0-4-0,12=544/0-3-8 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 11-12=-54/0,1-2=-1425/0,2-3=-1423/0,3-4=-1423/0,4-5=-2999/0,5-6=-2999/0,6-7=-2999/0,7-8=-2408/0,8-9=-2408/0,9-10=-2408/0,10-11=0/0 BOT CHORD 17-18=0/0,16-17=0/2375,15-16=0/2999,14-15=0/2939,13-14=0/2939,12-13=0/1438 WEBS 10-12=-1516/0,1-17=0/1493,10-13=0/1025,3-17=-101/0,8-13=-114/0,4-17=-100610,7-13=-561/0,4-16=0/773,7-15=-190/380,5-16=-178/0,6-15=-88/16 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and1referenced standard ANSI[TPI 1. 4)Required 2x6 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3-16d nos. 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 0.500ir). 6)CAUTION,Do not erect truss backwards. LOAD CASE(S)Standard Job .. Truss...—....— Truss Type Qty P!y ..—.......�.... 0711010B F01A FLOOR S 1 Job Reference(optional) Universal Forest Products,Belchertown,MA.01007 6.500 s Mar 8 2007 MiTek Industries,Inc. Thu Jan 31 16:58:57 2008 Page 1 0-4-g 1-7-14 i � "'� sUls:le••1 G I 6x6= 1A= 5.8x31! 1x8= 1.Sx31i 1.6x315 3x8= 1.5x3 If 3xB FP= 1B= 3x011 ff(( t 2 3 0 5 6 7 8 8 f0 11 1 18 17 16 16 14 13 S 5x12= 3x8= 14= 1101h WH F- t -0-3-0 -1-0-0 q _6 20-3-6 Q-4-8 19-10-14 Plate Offsets X Y: 15:0-1-8 Ede 16:0-1-8 Ed e LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.47 13-15 >509 480 MT20 1971144 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.74 13-15 >319 240 M1120H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.02 12 Ma n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight:741b LUMBER BRACING TOP CHORD 4X 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 2100E 1.8E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (!b/size) 1=72510-4-0,12=725/0-3-8 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 11-12=-7210,1-2=-1899/0,2-3=-1896/0,3-4=-189610,4-5=-3998/0,5.6=-399810,6-1=-3998/0,7-8=-321010,8-9=-321010,9-10=-321010,10-11=0/0 BOT CHORD 17-18=0/0,16-17=0/3167,15-16=0/3998,14-15=013917,13-14=0!3917,12-13=0/1917 WEBS 10-12=-2021/0,1-17=0/1989,10-13=0/1366,3-17=-134/0,8-13=-15210,4-17=-134240,7-13=-747/0,4-16=0/1029,7-15=-2531506,5-16=-237/0,6-15=-116/21 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Required 2x6 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3-16d nilils. 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 jF01 Truss Type Qty Ply 07110108 FLOOR 1 1 Job Reference o Gonal Universal Forest Products,Belchertown,MA.01007 6.500 s Mar 8 2007 MiTek Industries,Inc. Thu Jan 31 16:58:57 2008 Page 1 0-6-3 2-6_ 0 7 5 iScab=1:30. 6x8= 3x4= 1.5x3 II 3x8= 1.5z3 11 1.5x3 11 3x6= 15x3 II 3z6 FP= 3x8= 3xd II 1 2 3 4 5 6 7 6 9 10 11 1 18 17 16 15 14 13 5x12= 3z4= 3x41. 3x10 M1120H FP= 3.8= 3x6= -0-3-0 -1-0-0 P-6-j _ 19-5-2 0-6-3 18-10-15 Plate Offsets X Y: 15:0-1-8Ed a 16:0-1-8Ed e LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.60 Vert(LL) -0.43 13-15 >523 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.69 13-15 >326 240 M1120H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 12 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight:72 Ib LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib/size) 1=68910-5-11,12=689/0-3-8 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 11-12=-72/0,1-2=-1792/0,2-3=-1789/0,3-4=-1789/0,4-5=-3626/0,5-0=-3626/0,6-7=-3626/0,7-8=-2992/0,8-9=-2992/0,9-10=-2992/0,10-11=0/0 BOT CHORD 17-18=0/0,16-17=0/2956,15-16=0/3626,14-15=0/3598,13-14=0/3598,12-13=0/1107 WEBS 10-12=-1904/0,1-17=0/1877,10-13=0/1253,3-17=-14010,8-13=-15610,4-17=-1233/0,7-13=-640/0,4-16=01823,7-15=-278/386,5-16=-181/0,6-15=-71/27 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Required 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 0.500in, 7)CAUTION,Do not erect truss backwards. LOAD CASE(S)Standard JobJF'O2"'D' Truss Type Oty Ply 07110108 FLOOR 14 1 Job Reference(optional) Universal Forest Products,Belchertown,MA.01007 6.500 s Mar 8 2007 MiTek Industries,Inc. Thu Jan 31 16:59:00 2008 Page 1 ] Stale-126. I(� I 3x4 II 3x10= 1.5x3 II 3x4.= 1.50 II 3x6= 3.8 FP= 1,5.3 II 3,4=3,4= 60 1 2 3 4 5 6 Z 8 9 16 10 { II 16 I 16 15 143x4— 13 12 11 3x10= 1.5x311 3x10M1120H FP= 5x16= 3x8= 1-0-0 -0-3-0 16-5-10 16-10r2 16-5-10 0-4-8 Plate Offsets X Y: 1:Ed e 0-1-8 4:0-1-8 Edgel (9:0-1-12 Edqel 114:0 1 B.Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase1.00 TC 0.68 Vert(LL) -0.39 14-15 -514 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.61 12-14 >326 240 M1120H 1481108 BOLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.01 10 n1a n1a BCDL 5.0 Code IBC2003rTP12002 (Matrix) Weight:66 lb LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib/size) 17=919/0-3-8,10=916/0-4-0 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-1 7=-1 0 810,1-2=0/0,2-3=-3 81 610,3.4=-3816/0,4-5=-4396/0,56=-4396/0,6-7=-2$48/0,7-8=-2548/0,8-9=-2508/0,9-18=-2509/0,10-18=-2512/0 BOT CHORD 16-17=0/2362,15-16=0/4396,14-15=0/4396,13-14=0/3905,12-13=0/3905,11-12=0/0 WEBS 10-12=0/2612,2-17=-2490/0,8-12=-242/0,2-16=0/1536,6-12=-142710,3-16=-279/0,6-14=-01788,4-16=-876/2,4-15=-107/101,5-14=-1 3 510 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 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-M oc and fastened to each truss with 3-16Id 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 JF02E Truss Type Qty104i�Job 0711010B FLOOR 1 R'Lference tional Universal Forest Products,Belchertown,MA.01007 6.500 s Mar 8 2007 MiTek Industries,Inc. Thu Jan 31 16:59:01 2008 Page 1 1 2-fi-0 2-4-6 ( 0--= 4 Style•1:26. 3.4= 1.5x3= 3x6= 1.5x3 II 3x4= 15x3 II 3x6= 3.8 FP= 1.5x3 II '8= 1 2 3 4 5 6 ] 8 8 103x4=3x4= 20 11 4 10 b 17 16 154— 14 13 12 3x8 3x10— 1 9x3 II 3x10 M1120H FP= 5.16 = = 1-0-0 -0-3-0 16-1-6 1 -5-14 16-1-6 0-4-8 Plate Offsets X Y: 5:0-1-8 Ede 10:0-1-12 Ed a 15:0-1-8 Ecle LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.36 15 >515 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.57 13-15 >343 240 M1120H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code IBC20031TPI2002 (Matrix) Weight:65 Ib LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-1 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. WEBS 4 X 2 SPF Stud REACTIONS (Ib/size) 18=913/0-3-8,11=89610-" FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 18-19=-125/0,2-19=-124/0,1-2=0/0,2-3=-9/0,3-4=-3696/0,4-5=-3696/0,5-0=-4218/0,6-7=-4218/0,7-8=-2487/0,8-9=-2487/0,9-10=-2446/0,10-20=-2448/0,11-20=-2450/0 BOT CHORD 17-18=0/2301,16-17=0/4216,15-16=0/4218,14-15=0/3783,13-14=0/3783,12-13=0/0 WEBS 11-13=012548,3-18=-2416/0,9-13=-246/0,3-17=011474,7-13=-1362/0,4-17=-266/0,7-15=-40/718,5-17=-795/27,5-16=-114/102,6-15=-119/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSIfrPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-M 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 0.500irt. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply Job Referen�owng� 07110106 F02F FLOOR 2 1 Universal Forest Products,Belchertown,MA.01007 6.500 s Mar 8 2007 MiTek Industries,Inc. Thu Jan 31 16:59:01 2008 Page 1- 0-4-8 2-6-0 11-0 4 1:19. I -6= 3x4= 1.5x3 II 3.4= 1.5x3 II 3x4= 6x6= 2 3 s 5 Sad= 6 ] 8 1 O 10 13 12 11 10 9 3x10= 1.5x3 1.5x3 0 3x10= -0-3-0 -0-3-0 A-4-81 11-9-8 12-2- 0-4-8 2 2 0-4-8 11-5-0 0-4-8 Plate Offsets X Y: 4:0-1-6 Ede 5:0-1-8Ed a 8:0-2-15 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 0.37 Vert(LL) -0.10 11-12 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.25 9 >537 240 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) -0.02 8 n/a n/a BCDL 5.0 Code IBC2003ITP12002 (Matrix) Weight:46 lb LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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) 1=628/04-0,8=628/0-4-0 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1523/0,2-3=-1519/0,34=-1519/0,45=-2051/0,5-6=-1519/0,6-7=-1519/0,7-$=-1523/0 BOT CHORD 13-14=0/0,12-13=0/2051,11-12=0/2051,10-11=0/2051.9-10--0/O WEBS 8-10=0/1593,1-13=0/1593,6-10=-273/0,3-13=-273/0,5-10=-040/0,4-13=540/0,4»12=-73/75,5-11=-73/75 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 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-M 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)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply 0711010B F02G FLOOR 1 1 J�1,1eenceo tional Universal Forest Products,Belchertown,MA.01007 6.500 s Mar 8 2007 MiTek Industries,Inc. Thu Jan 31 16:5901 2008 Page 1 0-6-3 2-6-0 0 7 8 , 2-5-2 0�-6-3� Scale 7113. i 6X6= 3.4= 3.4= 8x8= 1 2 3 1.5x3 II 4 3%4= 5 14,3 II 6 7 1 4 w Q S 12 3x6= 1.5x3 II 3%8= 11 10 9 8 -0-3-0 -0-3-0 0-6-3 1 8-11-5 9-5-8 0-6-3 8-5-2 0-6-3 Plate Offsets X Y: 4:0-1-8 Ede 7:0-2-15 Ed a 11:0-1-8 Ed e LOADING(psf) SPACING 1-M CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) 0.08 12 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.26 Vert(TL) -0.12 12 >843 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) -0.01 7 n/a n/a BCDL 5.0 Code IBC2003frP12002 (Matrix) Weight:36 lb LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 4 X 2 SPF WEBS 4 X 2 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=232/0-5-11,7=232/0-5-11 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-523/0,2-3=-521/0,3-4=-521/0,4-5=-524/0,5-0=-524/0,6-7=-52510 BOT CHORD 11-12=0/0,10-11=0/521,9-10=0/521,8-9=0/0 WEBS 7-9=0/549,1-11=0/546,5-9=-142/0,'3-11=-106/0,4-9=-100/78,4-10=-MO NOTES 1)Unbalanced floor live loads have been considered for this design. 2)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSIfrPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3-16jd 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 0.500in. LOAD CASE(S)Standard Ply 1 1-Universai ob Truss Truss Type Oty 7110106 F02HFLOOR1Job Reference o tional Forest Products,Belchertown,MA.01007 6.500 s Mar 8 2007 MiTek Industries,Inc. Thu Jan 31 16:59:02 2008 Page 1 0-6-3 2-6-0 1-11-2 0-6-0 I 0-6-3 S.W 1:1e.1 i fix6= 3x4= 3x4= 3.4= 6x6= 2 315x3 11 4 5 3.4= 61.5x3 II 7 8 1 w pq . d 14 13 12 11 1. 6 Jx6= 1.5x3 II 1.5x3 II 3x6= -0-3-0 -0-3-0 0-6-3 10-11-5 11-5-8 0-6-3 10-5-2 0-6-3 Plate Offsets X Y: 4:0-1-8 Ede 5:0-1-8 Ede 8:0-2-15 Ed e LOADING(psf) SPACING 1-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) -0.04 11 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.12 14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) -0.01 8 n/a n/a BCDL 5.0 Code IBC2003(rP12002 (Matrix) Weight:44 Ib LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 4 X 2 SPF WEBS 4 X 2 SPF SStud BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. tud REACTIONS (Ib/size) 1=287/0-5-11,8=287/0-5-11 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-074/0,2-3=-072/0,3-4=-672/0,4-5=-857/0,5-6=-082/0,6-7=-682/0,7-8=-083/0 BOT CHORD 13-14=0/0,12-13=0/857,11-12=0/857,10-11=0/857,9-10=0/0 WEBS 8-10=0615,1-13=01705,6-10=-135/0,3-13=-121/0,5-10=-222/0,4-13=-241/0,4-12=-31146,5-11=A8/25 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quaility assurance inspection. 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-M oc and fastened to each truss with 3-1Od 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 0.500in. LOAD CASE(S)Standard Jub Truss Truss Type Qty Ply 07110106 F021 FLOOR 1 1 1 Job Reference o tional Universal Forest Products,Belchertown,MA,01007 6.500 s Mar B 2007 MiTek Industries,Inc. Thu Jan 31 16:5902 2008 Page 1 0-6-3 2-6-0 1-8-11 sole=124 I 6.6= 3.4= 1.5x3 It 3x4= 1.5x3 II 3x6= 3x4 11 1 2 3 4 5 3x4= 6 8 drI w IN 1 14 13 12 11 10 1x6= 1.5x3 II 1.5x3 II 3.8= 3x6= -0-3-0 -1-0-0 0-6-31 15-5-14 0-6-3 14-11-11 Plate Offsets X Y: 4:0-1-8 Ede 5:0-1-8Ed e LOADING(psf) SPACING 1-0-0 CSI DEFL in (loo) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.36 Vert(LL) -0.17 10.11 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.27 10-11 >659 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight:57 Ib 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 Stud BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib/size) 9=408/0-3-8,1=408/0-5-11 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 8-9=-55/0,1-2=-1024/0,2-3=-1022/0,3-4=-1022/0,4-5=-1661/0,5-6=-1624/0,6-7=•1624/0,7-8=0/0 BOT CHORD 13-14=0/0,12-13=0/1661,11-12=0/1661,10-11=0/1661,9-10=0/1028 WEBS 7-9=-1084/0,1-13=0/1072,7-10=0/629,3-13=-125/25,6-10=-161/0,4-13=-093/0,510=-265/130,4-12=-11!78,5-11=-72/20 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI7rPl 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-M 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)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500ih. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S)Standard Job Truss Truss Type Qty FZb 07110108 F09 FLOOR ! 11 Reference o tional Universal Forest Products,Belchertown,MA.01007 6.500 s Mar 8 2007 MiTek Industries,Inc. Thu Jan 31 16:59:07 2008 Page 1 048 260 1g8 ��QQ$$ oal:ze.1 6Xg= 3x4=3.4= 1.5x3 11 3.6= 1.5x3 11 1.5x3 11 3.8= 3.8 FP= 1.5x3 it gx8= 1 19 2 3 4 5 6 ] 8 9 t0 3.xd— 20 11 18 17 16 15 3x6= 14 13 12 5x16= 3x6= 3x10M1120HFP= 5x16= -0-3-0 -0-3-0 Q 4 S 17-5-8 1T-9 8 0-4-8 17-1-0 0-4-0 Plate Offsets X Y): 2:0-1-12 Ed a 10:0-1-4 Ede 11:0-0 8 Ede 15:0-1-8Ede 16:0-1-8 d e LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.58 Vert(LL) -0.43 15-16 >492 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.67 15-16 >317 240 M1120H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) -0.09 11 n/a n/a BCDL 5.0 Code IBC20031TPI2002 (Matrix) Weight:71 Ib 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 2100E 1.8E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib/size) 11=975/04-0,1=975/0-4-0 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-19=-2698/0,2-19=-2696/0,2-3=-2694/0,3-4=-2734/0,4-5=11943/0,5-0=-4943/0,5-7=-4943/0,7-8=-2735/0,8-9=-2735/0,9-10=-2696/0,10-20=-2697/0,11-20=-2700/0 BOT CHORD 17-18=0/0,16-17=0/4273,15-16=0/4943,14-15=0/4274,13-14=0/4274,12-13=0/0 WEBS 11-13=0/2808,1-17=0/2807,9-13=-234/0,3-17=-234/0,7-13=-1617/0,4-17=-1618/0,7-15=0/1028,4-16=0/1028,5-16=-229/0,6-15=-230/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 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-M 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)Gap between inside of lop chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S)Standard Jot) Truss Truss Type Qty ply 07110108 F09A FLOOR 4 1 L01Reference(optional) Universal Forest Products,Belchertown,MA.01007 6.500 s Mar 8 2007 MiTek Industries,Inc. Thu Jan 31 16:59:08 2008 Page 1 260 1 1714 I I 3x4 II 3x10= 1.5x3 11 3x4= 1 5x3 II 3.6= 3x8 FP= 1.5x3 11 3x4=3.4= 6x9 11 1 2 3 4 5 6 7 8 9 16 10 J W d 0 16 15 14 3,6= t3 12 11 4x10= 15x311 3x10M1120HFP= 5x16= 3.8= 1-0-0 -0-3-0 17-4-14 1 -9 6 17-4-14 0-4-8 Plate Offsets X Y: 1:Ed a 0-1-8 4:0-1-8 Ede 9:0-1-12 Ede 14:0-1-8 Ed e LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.58 Vert(LL) -0.43 14-15 >493 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.69 Vert(TL) -0.67 14 >314 240 M1120H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) -0.01 10 n/a n/a BCDL 5.0 Code IBC20031TP12002 (Matrix) Weight:681b LUMBER BRACING TOP CHORD 4 X 2 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib/size) 17=971/0-3-8,10=967/0-4-0 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-17=-109/0,1-2=0/0,2-3=-4115/0,3-4=-4115/0,4-5=-4863/0,5-0=1}863/0,6-7=-2710/0,7-8=-2710/0,8-9=-2670/0,9-18=-2672/0,10-18=-2674/0 BOTCHORD 16-17=0/2516,15-16=0/4863,14-15=0/4863,13-14=0/4227,12-13=0/4227,11-12#0/0 WEBS 10-12=0/2782,2-17=-2652/0,8-12=-23310,2-16=011690,6-12=-159510,3-16=-293t3,6-14=0/988,4-16=-1127/0,4-15=-97/121,5-14=-203/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 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-M 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 0.5001n. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S)Standard J'b Truss Truss Type qty ply 07110108 F10 FLOOR 12 1 Job Reference(optional) Universal Forest Products,Belchertown,MA.01007 6.500 s Mar 8 2007 MiTek Industries,Inc. Thu Jan 3116 2008 Page 1 0-4-8 I I 2-6-00{ 2-0-8 S131-121 Bib= 3x4= 1.5x3 11 3x4= 1.5x3 II 1 2 3 4 5 3.4=, 8 73.6— 83.4 II 1 14 13 12 5.12= 1Sx3 11 1.5x3 11 3x8= 3x6= 0-6-0 -0-3-0 P 4$ 13-8-0 0-4-8 13-3-8 Plate Offsets(X,Y): 4:0-1 8 Ed a 5:0-1 8 Ed e LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.18 10-11 >883 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.87 Vert(TL) -0.28 10-11 >571 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Hort(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2003lrP12002 (Matrix) Weight:52 Ib 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 WEBS 4 X 2 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS (Ib/size) 9=724/0-3-8,1=724/0-4-0 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 8-9=-107/0,1-2=-1795/0,2-3=-1791/0,3-4=-1791/0,4-5=-2653/0,5-0=-2665/0,6-7K-2665/0,7-8=0/0 BOT CHORD 13-14=0/0,12-13=0/2653,11-12=0/2653,10-11=0/2653,9-10=0/1783 WEBS 7-9=-1880/0,1-13=0/1879,7-10=0/932,3-13=-258/0,6-10=-260/0,4-13=-909/0,5-10=-305/294,4-12=-68/116,5-11=-125/70 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSIfTPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-M 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)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500(n. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S)Standard i Universal Forest Products` 155 Bay Road,PO Box;945/Belchertown,MA.01007 Phone:413-323-7247 Fax:413-323-5780/Rep:Mike Eskitt RuLy ;Lumber Village Hill — Victorian Northampton, MA 2nd Floor Trusses - Stubbed Into Beam SHOP DRAWING 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 Oty Pty 07110106 F01GR FLOOR 1 G Job Reference(apMitlonal} Universal Forest Products,Selchertown, .01007 7.030 s Jan 3 2008 ek In ustries,Inc. Tue Apr 01 14:0-1-7008 Page 1 0-1-8 H 2-6-0 1-9-0� , 1-6-0 0 11-12 1-8 4 6 0 1-8 3xd ti 3x8= 1.5d ii 3x6= iSra II 15x4 ii 3v4= 502= 3x0 FP= 3H 11 1 2 J 6 6.4— ] 0 9 10 W i9 10 1) 16 15 14 13 — 12 3x10= 3x4= 3xip MTi6MFP= spx ;„ 1.Sxa it 3176= 3.8'= 10-6-0 _ 9-7-8 9#0 11-3-0 14-3-12 17-8-12 9-7-8 0-1-8 0-9-0 3-0-12 3-5-0 0-9-0 Plate Offsets;!.Y) (1:Edge,01 81.[6:0-1 B,Edgo)(17:0-1-8 Edpe1 LOADING(psf) SPACING 2-0-0 CSI DEFL in Ooc) Vdefl L7d PLATES GRIP TCLL 40.0 Plates increase 1.00 TC 0.73 Vert(LL) -0.39 16-17 >545 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.99 Vert(TL) -0.60 16-17 >352 240 MT18H 197/144 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.09 12 We n/a BCDL 5.0 Code IBC20031TP12002 (Matrix) Weight:137 lb LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD 4 X 2 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SPF Stud*Except* W1 2 4 X 4 SYP No.3 REACTIONS (Ib/size) 19=1246/Mechanical,12=2188/Mechanical FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-19=-109/0,11-12=-123/0,1-2=0/0,2-3=5736/0,3-4=-5736/0,4-5=-7920/0,"=-7920/0,6-7=8000/0,7-8=-8000/0,8-9=-750210,9-10=0/0,10-11=0/0 BOT CHORD 18-19=0/3333,17-18=0/7254,16-17=017920,15-16=0!7920,14-15=0/7920,13-14=0!7502,12-13=0/6116 WEBS 5-17=-360/0,6-16=-286/0,2-19=-351310,2-18=0/2539,3-18=-25610,4.18=-1604/0,4-17=0/1262,9-12=-6447/0,7-14=-346/0,6-14=-1507790,8-13=-301/0,8-14=0/548,9-13=0/2287 NOTES 1)Trusses to be fastened together to act as a single unit. All loads to be distributed equally over the 2 plies. 2)Unbalanced floor live loads have been considered for this design. 3)All plates are MT20 plates unless otherwise indicated. 4)Refer to girder(s)for truss to truss connections. 5)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI7TPI 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. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1511 ib down at 14-3-12 on bottom chord.The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,toads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert 12-19=-10,1-11=-100 Concentrated Loads(lb) Vert 13=-1511(6) Job Truss u Truss Type Qty Ply t 0711010E F02GR FLOOR 1 2 Job Reference optional Universal Forest Products,Beic ertown, .01007 .030 S Jan 3 20 8 Mi ek Industries,Inc. Tue Apr 01 14A3:38 2008 Page 1 0-1-8 0-4-12 1-3-00 UT,', r 05= 3 3x4= 3 3x4= 4 3x4 ii In ILI BL2 91 SpeGal sp— Special axa= 3xa= 3x5= B J 9 8 10 5 3x4= 5-10-12 5-10-12 Plate Offsets(XYl:: 1:0-2-0 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) itdeft. Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.06 5-6 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.09 56 >727 240 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight:49 It, LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-12 oc purlins, except end BOT CHORD 4 X 2 SPF 165OF 1.5E verticals. WEBS 4 X 2 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS (Ib/size) 8--1342/0-3-8,5=1521/Mechanical FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-8=-165710,4-5=-44/0.1-2=-947/0,2-3=-2516/0,3-4=0/0 BOT CHORD 7-8---010,7-9=0/1901,6-9=0/1901,6-10--0/1480,5-10=0/1480 WEBS 3-5=-1754/0,3.6=0/1264,2-6=0/750,2-7=-1165/0,1-7=0/1 851 NOTES 1)Trusses to be fastened together to act as a single unit All loads to be distributed equally over the 2 plies. 2)Refer to girders)for truss to buss connections. 3)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSItTPI 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)747 Ib down at 1-2-4,and 747 Ib down at 3-2-4,and 747 Ib down at 5-2-4 on bottom chord. The desigrdseiection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=-10,1.4=-100 Concentrated Loads(lb) Vert 6=-747(F)9=-747(F)10=-747(F) Job Truss Tmss Type Qty Ply 07110108 F10 FLOOR 3 1 Job Reference(optional) Universa!Forest Products,Beichertown,MA. '- 7.030 ss Ja i3 Mi'�ek indust ear Inc., Tue Apr 01 14:00:13 008 Page 1 i 260 i 1-- 9-0 160 —I0-11-1 9nk+139.6 3x411 310= t5x41F 3x6= i.5x41i 14x4 it 5x8 FP= 3x10= 3.it 1 2 3 4 5 8 3.` ] 6 9 10 10 �¢ i]3x8- 1fi 15 14 13 12 11 3x12= 3x4= 310-TjW FP= I.S.ti 310= 3x8= 9-9-0 10-6-0111-3-0 17-8-12 9-9-0 0-9-0 0-9-0 6-5-12 Plate Offsets{X Y): [1:Edge,01-8 6:0-1-8 Ede 15:0-1-8 Ed e GOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plates increase 1.00 TC 0.58 Vert(LL) -0.41 15-16 >507 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.63 Vert(TL) -0.66 15-16 >319 240 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2003/TP12002 (Matrix) Weight:66 lb 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 2700F 2.2E BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (lb/size) 17=961/Mechanical,11=961(Mechanical FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-17=-107/0,10-11=-105/0,1-2=0/0,2-3=-0067/0,3-4=-4067/0,4-5=A613/0,"=-4613/0,6-7=4005/0,7-8=-4005/0,8-9=-4005/0,9-10=0/0 BOT CHORD 16-17--0/2496,15-16=014738,14-15=0/4613,13-14=014613,12-13=0/4613,11-12=0/2493 WEBS 5-15=-118/62,6-14=-411246,2-17=-2631/0,2-16=0/1660,3-16=-237/0,4-16=-710/0,4-15=4181378,9-11=-262810,9-12=0/1598,7-12=-1861132,6-12=-1021/0 NOTES 1)Unbalanced flow live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2003 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 Job Truss Truss Type ]Qty--- Ply 07110108 F10A FLOOR Universal ores!ProduJob Reference optional cts, elchertown,MA.01 07 7.030 s Jan 3 008 Mi ek Industries,Inc. Tue Apr 01 13:56:59 2008 Page 1 2-6-0 1-1-4� 1-6-0 1-11-0 01 8 scala-laaz ]x4 n axla= Lsxs u 1 9x6= 1.5x4 1.5x4 II 3xB fP= 3x10= 15x4 II J _ ] fi 9x4 yy r 1B la ^II I� 14 ] 3 ]x13= 914= 1Sx611 3x10 MT10H FP= ]x13 9-1-4 9-11041 0-7-4 18-0-4 9-1-4 0-9-0 0-9-0 7-5-0 Plate Offsets X Y: 1:Ed e 0-1-8 6:0-1-8 Ede 15:0-1-8 Ede 18:0-1-8 0-0-12 LOADING(psf) SPACING 2-U CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.43 15-16 >490 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.68 15-16 >312 240 MT18H 197/144 BCLL 0.0 Rep Stress Ina YES WB 0.85 Horz(TL) 0.09 11 n/a n/a BCDL 5.0 Code IBC2003/TP12002 (Matrix) Weight:66 lb 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 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib/size) 17=977/Mechanical,11=971/0-3-8 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-17=108/0,11-18=-105/0,10-18=-105/0,1-2=0/0,2-3=-4161/0,3-4=-4161/0,4-5=-4863/0,5-6=4863/0,6-7=-4127/0,7-8=-4127/0,8-9=-4127/0,9-10=-7/0 BOTCHORD 16-17=0/2537,15-16=0/4878,14-15=0/4863,13-14=0/4863,12-13=0/4863,11-12=0/2534 WEBS 5-15=-191/128,6-14=55/127,2-17=-2674/0,2-16=0/1716,3-16=-249/0,4-16=-1.58/0,4-15=-343/436,9-11=-2663/0,9-12=0/1683,7-12=-251/30,6-12=-1064/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2003 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. Stmngbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S)Standard _ 4 Job Truss Truss TypeI City Ply 07110108 F11 FLOOR 3 1 Job Reference o Lionel} Universal Forest Products, elc edown, A.01007 .030 s Jan 3 2 8 M Tek Industries,Inc. Tue Apr 01 14:42:15 2008 Page 1 2-6-0 1-9-0 1-6-0 2-4-12 Scaw•t21.3 tix4 11 LSu4[i y1x411 236= ] 43 — 5 6 316 r3.1 H Y! 16 g t3�— it 16 9 6 3x8=. ]x4= 15x411 3x8= 9-9-0 10-6-0 11-3-0 , 14-04 9-9-0 0-9-0 0-9-0 2-9-4 Plate Offsets X 1:EcIe 0-1-8 6:0-1-8 Ede 10:0-1-8 Ed e LOADING(psf) SPACING 2-M CS1 DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.34 10-11 >492 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TQ -0.53 10-11 >314 240 BCLL 0.0 Rep Stress Incr YES W B 0.71 Horz(TL) 0.04 8 n/a We BCDL 5.0 Code IBC2003ITP12002 (Matrix) Weight:52 to LUMBER BRACING TOP CHORD 4 X 2 SPF 2100E 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD 4 X 2 SPF 2700F 2.2E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib/size) 12=757/Mechanical,8=757/Mechanical FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-12=106!0,7.8=94/39,1-2=0/0,2-3=287810,3-4=-2878/0,4-5=-2196/0,5-6=x219610,67=0/0 BOT CHORD 11-12=011899,10-11=0/2933,9-10=0/2196.8-9=0/2196 WEBS 5-10=0/189,6-9=0/273,2-12=2002/0,2-11=0/1034,3-1 1-2 2 310,4-11-146/12,4-10=-894/0,6.8=-2 3 1 810 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2003 International Building Code section 2306.1and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each thus with,3-16d nails.Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply 07110108 F12 FLOOR 3 Job ,,engeglona, Universal Forest Products,Belchertown,MA.01007 7 0.10 'an 2 k ndust ries,Inc. Tue Apr 01 14:46:412008 Page 1 0-1-8 H 1 2-6-0 2-34 1-6-0 2-5-8 S.4-I.Vl It 3 3.4 11 12 to 30= I.U4 11 94-12 7-94 8-6-4 1 9-34 14-7-4 7-9A 0-9-0 0-9-0 5-2-8 0-1-8 Plate Offsets(X Y)- fl:Edge 0-1 81(4 01 8 Edoe1(9 01 8 Edge1 LOADING(psf) SPACING 1-M CSI DEFL in (Ioc) Well Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.15 10-11 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.60 Vert(TL) -0.22 10-11 >769 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2003fTPI2002 (Matrix) Weight:54 to 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 Not BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (lb/size) 12=395/Mechanical,8=39510-3-8 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-12=-55/0,7-8=-5610,1-2=0/0,2-3=-153610,3-4=-153610,4-5=-155710,5-6=-156710,6-7=0/0 BOT CHORD 11-12=01989,10-11=0/1557,9-10=011557,8-9=0/992 WEBS 4-10=-70/12,5-9=-141/0,2-12=-1042/0,2-11=0/579,3-11=-152/0,4-11=-240/130,6-8=-104610,6-9=0/619 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 do 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 TypeOty Ply 0711010B F13 FLOOR 1 1 Job Reference optional Universal Fores!Products,Belc artown, .01007 .030 s Jan 3 2008 Mi7ek indusinas,Inc.Tue Apr 01 14:46:14 2008 Page 1 0-1-$ Hr 280 —I 1-M ' 1-6-0 F OX ,0�$ ,:]02 3x6 ii 3xio= 1SxG I) 3x4= tSN;t 3x6= 13x4 Ii 3+6 iP= 3zi0= 1Sx<= 1 2 3 4 5 6 7 a § to µ 16 0 17 3"6— 16 15 14 13 12 3x12= 1.5x6 3.= Sxto MT1.11= 3x12= 3x8= 8-10-8 7-3-0 8-0-0 $=9 18-0-4 7-3-0 0-9-0 0-9}0 9-1-12 0-1-8 Plate Offsets X Y: 1:Ed e 0-1-8 4:0-1.8 Ed el ri&n.i-APH—118:0-1-8 0-0-12 LOADING(psf) SPACING 2-M CSI DEFL in (loc) 1/deft Ud PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.44 12-14 >481 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(I-) -0.70 12-14 >305 240 MT18H 197/144 BOLL 0.0 Rep Stress Ina YES WB 0.85 Horz(t1) 0.09 11 n1a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight:661b 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 2100E 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Iblsize) 17=9771Mechanieal,11=971/0-3-8 FORCES (lb)-Maximum Compression/Maximurn Tension TOP CHORD 1-17=-107/0,11-18=-106/0,10-18=-106/0,1-2=0/0,2.3=-4119/0,3-4=-4119/0,4-5=-4847/0,5-6=-4847/0,6-7=-4162/0,7-8=-4162/0,8-9=-4162/0,9-10=-8/0 BOT CHORD 16-17=012538,15-16=014$47,14-15=0/4$47,13-14=0/4877,12-13=0/4877,11-12=0!2535 WEBS 4-15=-52/140,5-14=-1711111,2-17=-2675/0,2.16=0/1671,3-16=238/45,4.16-1061/0,9-11=2664/0,9-12=0/1720,7.12=-249/0,6-12=-755/0,6-14=-355/432 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2003 International Building Code section 2306.11 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 1"-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 Job Truss Truss Type Qty Ply 07110108 GE02 GABLE 1 1 Universal orest Products,Belchertown,MA.01007 Job Reference o tional 7.030 s Jan 3 2008 Mitek Industries,Inc. Tue Apr 01 13:56:13 2008 Page 1 0-H 8 0�-8 S..•1:29.1 ]S 1 2 3 FP=4 5 6 7 8 9 19 11 12 1] 14 15 0 2 ] 0 72� 29 27 26 25 24 23 22 21 20 19 1S 17 ]x0= ]xS FP= y4= 1-4-0 2-8-0 4-0-0 5-4-0 6-8-0 8-0-0 9-4-0 10-8-0 12-0-0 13-4-0 14-8-0 16-0-0 17-5-12 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 14-0 1-4-0 1-4-0 1-4-0 14-0 1-4-0 1-5-12 Plate Offsets(XY): 1:Ed e 0-0-12 31:0-1-8 0-0-12 32:0-1-8 0-0-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loo) I/defl Ud 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 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.04 Horc(rL) 0.00 16 n/a n/a BCDL 5.0 Code IBC2003/TP12002 (Matrix) Weight:53 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) 30=58/17-5-12,16=64/17-5-12,29=141/17.5-12,28=148117-5-12,27=146/17-5-12,26=147/17-5-12,25=147/17-5-12,24=147/17-5-12,23=147/17-5-12,22=147/17-5-12, 21=147/17-5-12,20=147/17-5-12,18=145/17-5-12,17=153/17-5-12 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 30-31=-52/0,1-31=-51/0,16-32=-59/0,15-32=-58/0,1-2=-13/0,2-3=-13/0,3-4=x13/0,4-5=-13/0,5-6=-13/0,6-7=-13/0,7-8=-13/0,8-9=-13/0,9-10=-13/0,10-11=-13/0,11-12=-13/0, 12-13=-13/0,13-14=-13/0,14-15=-13/0 BOT CHORD 29-30=0/13,28-29=0/13,27-28=0/13,26-27=0/13,25-26=0/13,24-25=0/13,23+24=0/13,22-23=0/13,21-22=0/13,20-21=0/13,19-20=0/13,18-19=0/13,17-18=0/13,16-17=0/13 WEBS 2-29=-129/0,3-28=-134/0,4-27=-133/0,5-26=133/0,6-25=-133/0,7-24=-133/4 8-23=-133/0,9-22=-133/0,10-21=-133/0,11-20=-134/0,13-18=-132/0,14-17=139/0 NOTES 1)All plates are 1.5x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1 A-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-M 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 32-0-0 TI - DI (a I Tolk 7 ( I I N 2 TO 20 a Revisions: T 2 0 --Roof changed to from hip to gable T02 —Pitch changed to 10112 —Heel Height changed to V TO GE —Cantilever changed to overhan Victorian Main Roof Job Truss Type aty Pl —7—TI... y 1 C �O07102908 COMMON j 8 1 Reference folational) Universal Forest Products,Belchertown,MA,01007 L Inc Fn Feb 15 09:43:14 2008 P.ji—I 13-0-0 20-3-3 26-0-0 27-0- 1-0-0 5-8-13 7-3-3 7-3-3 5-8-13 1-0-0 8c 15C 5 1000 12 us 4 3 w 9 Us 5.6,1 6X12 t2 11 10 6.12 If U4 &6= 3.4 8-8-0 17-4-0 26-0-0 8-8-0 8-8-0 8-8-0 Plate Offsets Tx5( [-2:0-7 3-0 f8:0-7-7.Edqel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Lid PLATES GRIP TCLL 38.5 ase 5 Plates increase 1.15 TC 0.80 Vert(LL) -0,0810-12 -999 240 MT20 197/144 (Ground Snow=55,0) Lumber Increase 1.15 BC O�63 TCDL 10.0 Vert(TL) -0.24 10-12 >999 180 Rep Stress Incr YES WB 0.62 Horz(TL) 0.06 8 n/a n1a BCLL 0.0 Code IBC2003/rP12002 BCDL %0 (Matrix) Wnd(LL) 0,0410-12 >999 360 Weight:136 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 210OF 1.8E TOP CHORD Sheathed or 4-0-12 oc purlins. 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*Except* W1 2 X 4 SPF Stud,W4 2 X 4 SPF Stud SLIDER Left 2 X 8 SYP DSS 3-10-7,Right 2 X 8 SYP DSS 3-10-7 REACTIONS (lb/size) 2=161810-5-8.8=1618/0-5-8 Max Horz 2=-353(LC 6) Max Uplift2=-172(LC 8),8=-172(LC 9) Max Grav2=1784(LC 2),8=1784(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1.2=0/29,2-3=-2000/459,3-4=-1589/487,4-5=-1654/597,5-6=-1654/597,6-7=-15881487,7-8=-1998/459,8-9--0129 BOT CHORD 2-12=-221/1341,11-12=-56/896,10-11=-56/896,8-10=-202/1341 WEBS 4-12=-650/348,5-12=-231/781,5-10=-231(781,6-10=-650/348 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 Extehor(2)zone;cantilever left and right exposed: 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--38.6 pat(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 16.0 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 toads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 172 lb uplift at joint 2 and 172 lb uplift at joint 8. 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSIrTPI 1. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply 07102908 T01A COMMON 7 1 Job Reference(optional) Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:43:15 2009 Page 1 t- 5-8-13 13-0-0 -� 20-3-3 26-0-0 1-0-0 5-8-13 7-3-3 7-3-3 5-8-13 6x6 J Scall=i:55. 5 tom 12 se, sxe o y � 6 3 W S r 6 5.6 4 5.6�i-- 5X6,� 5x6 6x12 N 11 10 9 5x12 II 3.1= 3X6= 3X6= 8-8-0 �..� 17-4-0 i 26-0-0 8-8-0 8-8-0 8-8-0 Plate Offsets{X,Y):(2:0-7-7,Esgej(4 0 4-0,0 3 O1,[S:a5-o I-3-01J&04-0,0-3-0 8 0-7-7,Ed e _ LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.97 Vert(LL) -0.08 9-11 >999 240 MT20 197/144 (Ground Snow=55.0) Lumber Increase 1.15BC 0.63 Vart(TL) -0.24 9-11 >999 180 n TCDL 10.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.06 8 e n/a BCLL 0.0 BCQL 10.4 Code IBC2003/TP12402 (Mat x) Wind(LL) 0.04 9-11 >999 360 Weight:135 lb LUMBER -�� BRACING TOP CHORD 2 X 4 SPF 210OF ISE*Except` TOP CHORD Sheathed or 1-7-8 oc purlins. T3 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOF CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2*Except* W1 2 X 4 SPF Stud,W4 2 X 4 SPF Stud SLIDER Left 2 X 8 SYP DSS 3-10-7,Right 2 X 8 SYP DSS 3-10-7 REACTIONS (Ib/size) 2=1620/0-5-8,8=1519/Mechanical Max Horz2=357(LC 7) Max Uplift2=-172(LC 8),8=-126(LC 9) Max Grav2=1784(LC 2),8=1646(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/29,2.3=-20011461,3.4=-1591/489,4-5=-1656/599,5-6=-1665/602,6-7=-1598/401,7-8=-2006/462 BOT CHORD 2-11=-22611343,10-11=-591897,9-10=-59/897,8-9---221/1355 WEBS 4-11=-655/348,5-11=-232/'!86,5-9=-238f792,6-9=-662/354 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;cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members end 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 16.0 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 pat bottom chord live load nonconcurrent with any other live bads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 126 Ib uplift at joint 8. 8)One H2.5T Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift atjt(s)2. 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 FT01S11 Truss Type - Qty Ply --� 07102908 GABLE 2 1�� Job Reference o tional Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:43:17 2008 Page 1 1�0 13-0-0 1-- 26 -0-0 p I 1-0-0 13-0-0 13-0-0 1-0-0 txi= 8cate.155. 1a zx/t tom 1L7 s 8 12 7 13 3z8 8 T T \ 14 5 15 7 T T \ 4 16 0 \ t T e\ ;T 1 1] 2 Is 3.10 II 4.4 rr 4" 3x10 i) 3xb- 26-0-0 26-0-0 Plate Offsets(X,Y):[2:0-7-3,0-0-71,(18:0-7-3,0-0-71 LOADING(psf) SPACING 2-0-0 CSI T DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 38.5 Plates Increase 1.15 TO 0.23 Vert(LL) -0.01 19 n/r 180 MT20 197/144 (Ground Snow=55.0) Lumber Increase 1.15 BC 0.13 Vert(TL) -0.01 19 n/r 80 TCDL 10.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.01 18 n/a n/a BCLL 0.0 Code IBC2003lrP12002 (Matrix) Weight:164 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 no purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SAF Stud*Except* WEBS 1 Row at midpt 10-26,9-27,8-28,11-24,12-23 ST6 2 X 4 SPF No.2,ST5 2 X 4 SPF No.2,ST4 2 X 4 SPF No.2,ST7 2 X 4 SPF No.2 ST8 2 X 4 SPF Not SLIDER Left 2 X 6 SPF No.2 2-0-13,Right 2 X 6 SPF No.2 2-0-13 REACTIONS (Ib/size) 2=337/26-0-0,26=132/26-0-0,27=227/26-0-0,28=236126-0-0,29=238/26-0-0 30=213/26-M,31=301126-0-0,24=227/26.0-0,23=236126-0-0,22=238/26-0-0,21=213/26-0-0, 20=301/26-0-0,18=337/26-0-0 Max Horz2=353(LC 7) Max Uplift2=-148(LC 6),27=-61(LC 8),28=-87(LC 8),29=-85(LC 8),30=-50(LC 8),31=-182(LC 7),24=-57(LC 9),23=-88(LC 9),22=-84(LC 9),21=-54(LC 9),20=-170(LC 9),18=-69(LC 7) Max Grav2=417(LO 2),26=276(LC 9),27=317(LC 2),28=312(LC 2),29=317(LC 2),30=280(LC 2),31=411(LC 2),24=317(LC 3),23=312(LC 3),22=317(LC 3),21=280(LC 3),20=411(LC 3), 18=417(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/29,2-3---337/210,3-4=-327/220,4-5=-201/181,5.6=-156/179,6-7=-1501188,7-8=-157/195,8-9=-158/307,9-10=.161/387.10-11=-161/387, 11-12=-158/307,12-13=-157/195,13-14=-87194,14-15=-155/86,15-16=-167/91,16-11=-224/117,17-18=-244/107,18.19=0/29 BOT CHORD 2-31=-71/220,30-31=-71/220,29.30=-71/220,28-29=-711220,27-28=-711220,26-27=-711220,25-26=-711220,24-25=-71/220,23-24=-71/220, 22-23=-71/220,21-22=-71/220,20-21=-71/220,18-20=-71/220 WEBS 10-26=-379/0,9-27=-2761104,8-28=-273/157,7-29=-273/145,5-30=-252/118,4-31=-3139/234,11-24=-276/104,12-23=-273/157,13-22=-273/145, 15-21=-252/118,16-20=-339/234 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=5.Opsf,BCDL=5.Opsf;Category i1;Exp C;enclosed,MWFRS(law-rise)and C-C Exterior(2)zone;cantilever left and right exposed 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 11;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 16.0 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)One H2.5T Simpson Strong-Tie connectors recommended to conned truss to bearing walls due to uplift atjt(s)2,27,28,29,30,31,24,23,22,21,20,and 18. 11)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and rVerenced standard ANSI/TPI 1. LOAD CASE($)Standard Job Truss Truss Type —' City Ply" 07102908 i�02 COMMON 2 1 !! Job Reference option Universal Forest Products,Belchertown,MA,01007 7.030 s Jan 3 2008 Mi7ek Industries,Inc. Fri Feb 15 09:43:18 2008 Page 7 1-0-0 1-10-15 6-6-0 11-1-1 1. 13-0-0 14-0-0 1-0-0 1-10-15 4-7-1 4-7-1 1-10-15 1-0-0 dx6= 6ok 131. 5 to.Wl� WZ \\ aaa 2xa s s� 6 I 3 5x66 66J 70 9xe= 4x10 II .1011 F 6-6-0 —._— 13-0-0 6-6-0 6-6-0 Plate Offsets X Y: 2:0-7-7 Ed e.j,18:0-7-7,Edge] _ LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 38-5 Plates Increase 1.15 TC 0.61 Vert(LL) -0.02 2-10 >999 240 MT20 197/144 (Ground Snow=55.0) Lumberincrease 1.15 BC 0.30 Vert(TL) -0.06 2-10 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 8 Na n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Wind(LL) 0.01 10 >999 360 Weight:67 lb BCDL %0 LUMBER —~ BRACING TOP CHORD 2 X 4 SPF N0.2 TOP CHORD Sheathed or 5-0-6 oc pudins. 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 SLIDER Left 2 X 8 SYP DSS 1-10-3,Right 2 X 8 SYP DSS 1-10-3 REACTIONS (Ib/size) 2=858/0-5-8,8=858/0-5.8 Max Horz2=-186(LC 6) Max Uplift2=-108(LC 8),8=-108(LC 9) Max Grav2=963(LC 2),8=963(LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0129,2-3=-985/263,3-4=-8701274,4-5=-711/231,5-6=-711/231,6-7=-870/274,7-8=-966/263,8-9=0/29 BOT CHORD 2-10=-1531631,8-10=-106/631 WEBS 4-10=-284/167,5-10=-68/290,6-10=-2841167 NOTES 1)Wnd:ASCE 7-02;100mph,h=24ft,TCDL=5.Opsf;BCDL=5.Opsf;Category Il;Exp C;enclosed,MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for membersand forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-02,Pg=55.0 pat(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 16.0 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 pat bottom chord live load nonconcurrenl with any other live loads. 6)One H2.5T Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s)2 and 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 T 0710290, T"', GABLE 1 f 1 �Job Reference Soptional) -Universal-Forest Products,-belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,-Inc. Fri Feb 15 09:43:19 2008 Page I -1-0-0 6-6-0 13-0-0 14-0-0 1-0-0 6-6-0 6-6-0 1-0-0 .4 7 M ST" /Z Ti ST! H n1 M1 J P3 Li L 13-0-0 13-0-0 Platese (X,YI: 2:0-5-110-0-7),[14:0-5-11 0-0-7j LOADING(psf) SPACING 2-0-0 CSI DEFL in (10c) Vdefl Lld PLATES GRIP TCLL 38.5 Plates Increase 1.15 TIC 0.23 Vert(LL) -0,01 11 nlr 180 MT20 197/144 (Ground Snow=55.0) Lumber Increase 1.15 SC 0,07 Vert(TL) .0.01 11 Mr 80 TCDL 10.0 Rep Stress Incr NO WB 0*13 Horz(TL) 0.00 10 n/a n/a 1200 BCDL 10.0 P I3CLL 0.0 Code IBC2003/T 2 {Matrix) Weight:661b T LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc,purfins, BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SPF Stud SLIDER Left 2 X 6 SPF No.2 1-9-12,Right 2 X 6 SPF No.2 1-9-12 REACTIONS (lb/size) 2=313113-0-0,10=313/13-0-0,14=137/13-0-0,15=225/13-0-0,16=251/13-0-O 13=225/13-0-0,12=251113-0-0 Max Horz2=-186(LC 6) Max IJpljft2=-80(t_C 6),10=-43(LC 7),1 5=-62(LC 8),16=-129(LC 8),13=-63(LC 9),12=423(LC 9) Max Grav2=388(LC 2),10=388(LC 3),14=137(LC 1),15=312(LC 2),16=341(LC 2),13=312(LC 3),12=341(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/29,2-3=-220/113,3A=-1421121.4-5=.154/123,5-6=-158/216,6-7=-158/216,7-8=-154/123,8-9=-94/74,9-10=-220/66,10-11=0/29 BOT CHORD 2-16=-41/113,15-16=41/113,14-15=41/113,13-14--A1/113,12-13=-41/113,10-12=.41/113 WEBS 6-14=-173/0.5-15=-277/125,4-16=-285/194,7-13=-277/125,8-12=-285/194 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;cantilever left and right exposed; 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 It;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 160 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)One H2.5T Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s)2,10,15,16,13,and 12. 11)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANS VT P I I LOAD CASE(S)Standard Job � Truss Truss Type—'' Qty Ply --�. - _ 07102908 T02GR COMMON 1 Job Reference(optional) _. Universal Forest Products,t3elchertown,MA.01007 '. 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:43:20 2008 Page i 3-4-12 6-6-0 9-7-4 13-0-0 3-4-12 3-1-4 4x6 II 3-1-4 3-4-12 Snk�1:31.3 4 f/ \ 10.W 12 2x41 / \\ / Zdii 6 1 \ ! 4.4/i HU HUS26 HU326HUS26 HUS26 4x4�� 9 10 it 6 12 13 14 10x12 HUS26 6x12 it 8x12 II 13-0-0 -- j 6-6-0 6-6-0 Plate Otfsels X Y: 1:0 4-12,0-2,21 [7:0-6-11,0-2-21 _ LOADING(psf) SPACING 2-0-0 CSt DEFL n (too) 11defl Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.46 Vert(LL) -0.07 7-8 >999 240 MT20 197/144 (Ground Snow=5 0.0 Lumber Increase 1.15 BC 0.52 Vert(TL) -0.12 7-8 >999 180 TOOL 10A Rep Stress In cr YES WB 0.85 Horz(TL). 0.01 7 n/a n/a BCLL 0.0 Code IBC20031TP12002 (Matrix) Wind(LL) 0.03 7-8 >999 360 Weight:223 ib BCDL 10.0 _ LUMBER BRACING �~ TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 6 SYP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud SLIDER Left 2 X 6 SPF No.2 2-2-14,Right 2 X 6 SPF No.2 2-2-14 REACTIONS (Ib/size) 1=5215/0-5-8,7=6060/0-5-8 Max Horz1=184(LC 6) Max Upliftl=-435(LC 7),7=-505(LC 8) Max Grav1=5278(LC 2),7=6123(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1.2=-5218/443,2-3=-5075/469,3.4=4980/486,4-5=-5008/486,5-6=-5144/470,6-7=-5220/443 BOT CHORD 1-9=-383!3899,9-10=-38313899,10-11=-08313899,8-11=-383/389$8-12=-306/3952„12-13=-30613952,13-14=-306/3952,7-14=-306/3952 WEBS 3-8=-259/120,4-8=-532/5916,5-8=-335/127 NOTES 1)3-ply truss to be connected together with 10d(0.148"x3")nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-7-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE($)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 Il;Exp C;enclosed;MWFRS(low-rise);cantilever left and right exposed; 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 Il;Exp C;Partially Exp.;Ct=1 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other liveloads. 7)One H2.5T Simpson Strong-Tie connectors recommended to connect truss to bearing wails due to uplift at jqs)1 and 7. 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 HUS26(14-10d Girder,6-104 Truss,Single Ply Girder)or equivalent spaced at 2.0-0 oc max.starting at 2-0-12 from the left end to 12-0-12 to connect truss(es)T01A(1 ply 2 X 4 SPF) to back face of bottom chord. 10)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:14=-97,4-7=-97,1-7=-2Q Concentrated Loads Qb) Vert:9=-1626(B)10=-1626(B)11=4626(8)12=-1626(8)13=-1626(0)14=-1626(B) (Job Truss Truss Ty pe Qty Ply 07102908 Vol ALLEY Job re(optional) Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:43:20 2008 Page 1 -6-0 4-9-0 4-9-0 2 STI 8 8/ 2.411 3.8 9-6-0 $-6-0 Plate Offsets LOADING(psf) G 2-0-0 CSI DEFL aft Ud TCLL 38.5 SPACING in (loc) I/d PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.40 Vert(LL) n/a n/a 999 MT20 197/144 Lumber Increase 115 BC 0r35 Vert(TL) n/a n/a 999 TCDL 110,0 Rep Stress IncrYES WB 0.11 Horz(TL) 0.00 3 n/a n/a BCLL 0,0 Code IBC20031TPI2002 BCDL 10.0 (Matrix) Weight:28 Ito LUMBER T 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 REACTIONS (Ilotsize) 1=267/9-6-0,3=267/9-6-0,4=484/9-64l Max Horz 1=1 11(LC 7) Max Uplift1=-29(LC 8),3=-38(LC 9),4=-29(LC 8) Max Grav1=346(LC 2),3=346(LC 3),4=484(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-281196,2-3=-281196 BOTCHORD 1A=-27/91,3-4=-27/91 WEBS 2-4=-324!111 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCOL--5.Opsf,BCDL=5.Opsf,,Category 11;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed 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 C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Gable requires continuous bottom chord bearing. 6)One H2.5T Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s)1,3,and 4. 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 0710290B V02 VALLEY 1 J LReference optional} Universal Forest Products,Belchertown MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:43:20 2008 Page 1 i —... 2-9-0 _ 5-6-0 2-9-0 2-9-0 4.4 2 10.E 12 \� T ' ST1 i \ 8 �— 5-6-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.24 Vert(LL) n/a n/a 999 MT20 197/144 (Ground Snow=55.0) Lumber Increase 1.15 BC 0.07 Vert(TL) n/a nta 999 TCDL 10,0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n1a n/a BCLL 0.0 Code ISC2003/TPI2002 (Matrix) Weight:15 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-6-0 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 REACTIONS (Ib/size) 1=165/5-6-0,3=165/5-6-0,4=219/5-6-0. Max Horz 1=-60(LC 6) Max Upliftl=-25(LC 8),3=-30(LC 9) Max Grav1=204(LC 2),3=204(LC 3),4=219(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-124/47.2-3=-124/47 BOT CHORD 1-4=-14/40,3-4=-14140 WEBS 2.4=-160/56 NOTES 1)Wind:ASCE 7-02,100mph;h=24ft;TCDL=5.Opsf,BCDL=5.OpsP;Category II;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed; Lumber DOL=1.60 plate gnp 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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Gable requires continuous bottom chord bearing. 6)One H2.5T Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s)1 and 3. 7)This truss is designed in accordance with the 2003 international Building Code section 2306.1 and referenced standard ANSIITPI 1. LOAD CASE(S)Standard 24-10-0ui I Ir- CD fa I � it i i i i i l j I � i I j II 0 NTTc, 1 ( 1 a � cao p 13 Ob ii 24-10-0 � Victorian Garage Roof Job Truss Truss Type Qty Ply Wright Hili it 08012558 PBOt GABLE k 2 Job Reference(optional) Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:44:24 2008 Page 1 3-11.12 7-11-9 3-11.12 3-11-13 4.4 4 lawr'I'F 2z411 / ST2 2x4 it / 3 Tr 8 / Y 2 _ 1; .4= 2x411 ]z/II 2.411 U4= 7-11-9 7-11-9 Plate Offsets(X,Y):[5:0-0-0,0-0A] —..� Job Truss Truss Type Qty Ply right Hill it 08012556 P802 SPECIAL 12 1 _ Job ReFarenca(optionap Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:44:24 2008 Page 1 3-11-12 3-11-13 svi.-e17.2 44= S \ o.00+a STI \ 46 Us= =x4 11 3.6= 7-11-9 _ 7-11-9 _ LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 65.0 Plates Increase 1.15 TC 0.47 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=65.0) Lumber Increase 1.15 SO 0.13 Vert(TL) nta - n/a 999 TCDL 10.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IBC2003(TP12002 (Matrix) Weight:22 ib BCDL 10.0 —. SLUMBER BRACING TOP CHORD 2 X 4 SPF 210OF 1.8E 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 REACTIONS (Ib/size) 1=-413/7-11-9,5=-414/7-11-9,2=873!7-11-9,4=873/7-11-9,6=357!7-11-9 Max Horz 1=96(LC 7) Max Upiift1=-593(LC 2),5=-593(LC 3),2=-352(LC 8),4=-333(LC 9) Max Grav1=267(LC 7),5=220(LC 9),2=1199(LC 2),4=1200(LC 3),6=357(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-228/388.2-3=-352/92,34=-352/92,4-5=.175/388 BOT CHORD 2-6=0/76,4-6=0176 WEBS 3-6=-274143 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=5.Opsf;BCDL=5.Opsf;Category II;Exp C;partially;MWIFRS(low-rise)and C-C Extenor(2)zone;cantilever left and right exposed, 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;PF-65.0 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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Gable requires continuous bottom chord bearing. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 593 lb uplift at joint 1,593 Ib uplift at joint 5,352 Ib uplift at joint 2 and 333 ib uplift at joint 4. 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS LOAD CASE(S)Standard f C _ I Ply Fob nuss Type 'y 2558 T01 SP.11,11 12 Wright Hill 11 TrussJob Reference(optional) Forest Products,Belcliertown,NIA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc Fri Feb 15 09:44:252008 Page i -11-0-P 6-4.1 12-4-0 _20-0-4 27-11-1233-9-4 40-0-0 1 —t.- I I AW 1-0-0 6-4-1 5-11-15 7-8-4 7-11-9 5-9-7 6-2-12 1-0-0 fixe IN 12 10,00 F1_2 �T 4 4.00 12 T� 2 910 4.1 04,� 4xfi— is 14 13 12 11 8x12 3x4 Us= &a= 3x6 27-11-12 40-0-0 10-8-10 11-0-11 6-2-8 12-0-4 h.Plate Offsets - 7:0-8-0,04-8, 9:0-0-2.0-3-21 LOADING(psf) SPACING 2. -0 CSI DEFIL in (too) Wall Ud PLATES GRIP TOLL 385 Plates Increase 115 TO 0.86 Vert(LL) -0.35 9-11 >623 360 MT20 197/144 (Ground Sn.w=55.6) Lumber Increase 1.15 BC 0.90 Vert(TL) -0.89 9-11 >245 240 TCDL Rep StressNo WB 0.85 Horz(TL) 0.04 13 n1a We LL to 111c, P (Matrix) Weight:2101b BC NO Code IBC2103fT 12002 7 BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 6 SPF No.2 TOP CHORD Sheathed or 4-10-1 oc purfins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2*Except* WEBS I Row at micipt 4-13,5-13 W1 2 X 4 SPF Stud,W2 2 X 4 SPF Stud 2 Rows at 113 pts, 6-13 SLIDER Right 2 X 6 SPF No.2 4-" REACTIONS(lb/size) 2=904/0-5-8,13=3369/0-5-8,9--59610-5-8 Max Horz 2=331(LC 7) Max Uplift2=-228(LC 6),13=-332(LC 8),9=-171(LC 9) Max Grav2=1205(LC 2),13=3478(LC 2),9=1246(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0137,2-3---1864/429,3-4=-839/181,4-5=-170/1626,5.6---67/1263,6-7=-588/859,7-8=-928/663,8-9=-1147/557,9-10=0/49 BOT CHORD 2-15=-344/1668,14-15=-123/420,13-14=-123/420,12-13=-613/349,11-12=-613/340,9-1l=-3901716 WEBS 3-15=-10831371,4-15=44/735,4-13=-1553/524,5-13=-1591/431,6-13-1592/418,6-11=-I551604,7-11=-615/347 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=5.Opsf,BCDL=5.Dpsf,Category 11;Exp C;enclosed:MWFRS(low-rise)and C-C Exterior(2)zone; LumberDOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for neacUons,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 20.0 lost 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 228 lb uplift at joint 2,332 lb uplift at joint 13 and 171 Ito uplift at joint 9. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANS117PI 1. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply Wright Hill II 08012558 T01GE GABLE 2 1 Universal Forest Products,Belchertown,MA.01007 Job Reference o tional 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:44:27 2008 Page 1 1-0-0 12-4-0 20-0-4 27-11-12 11 40-0-0 41-0,0 1-0-0 12-4 0 7-8-4 7-11-9 12.0-4 1.0.0 8-1.•166 firs i /12 13 14 15 18 m.m 12 n n 10 to 5.6 1 ate; 9 8 0 1 S 2 3 19 T S 4 � 6 Sr 5 i0 5 T 6 8 4 T S T 21 3 22 S 9 2 �1 23 are= 42 41 b 39 3B 37 36 35 3d 33 32 31 30 29 Z0 27 26 25 3x8 II 5.6- Sr8= dr4,� 40-0-0 40-0-0 Plate Offsets X,Y: 12:0-2 4,Ed e, 16:0-3-9,Ed e, 19:0-3-0,0-3-0, 23:0-5-12,0-0-1, 31:0-3-0, -3-0, 37:0-3-0,0-3-0 LOADING(psf) TCL38.5 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Ground Snow=55.0) Plates increase 1.15 TC 0.41 Vert(LL) -0.01 24 n/r 180 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.01 24 n/r 80 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 23 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) - Weight:235 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-M cc purlins. BOT CHORD 2 X 4 SPF N0.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2 X 4 SPF No.2*Except* WEBS 1 Row at midpt 12-34,11-35,13-33,14-32,15-31,16-30,17-29 ST6 2 X 4 SPF Stud,ST5 2 X 4 SPF Stud,ST4 2 X 4 SPF Stud,ST3 2 X 4 SPF Stud ST2 2 X 4 SPF Stud,ST1 2 X 4 SPF Stud,ST16 2 X 4 SPF Stud,ST17 2 X 4 SPF Stud ST18 2 X 4 SPF Stud SLIDER Right 2 X 6 SPF No.2 1-9-15 REACTIONS (Ib/size) 2=314/40-0-0,23=250/40-0-0,34=214/40-0-0,35=234/40-0-0,36=235/40-0.0,37=235/40-0-0,38=249/40-0-0,39=227/40-0-0,40=257/40-0-0,41=142/40-M,42=451/40-0-0, 33=231/40-0-0,32=235/40-0-0,31=231/40-0-0,30=214/40-0-0,29=235/40-0-0,28=233/40-0-0,27=233/40-0-0,26=241/40-0-0,25=214/40-0-0 Max Horz2=335(LC 7) Max Uplift2=-106(LC 6),23=-68(LC 7),34=-19(LC 7),35=-76(LC 8),36=-85(LC 8),371=-73(LC 8),38=-92(LC 6),39=-52(LC 6),40=-56(LC 6),41=-36(LC 6),42=-94(LC 6),33=-39(LC 7), 32=-50(LC 6),31=-44(LC 7),29=-75(LC 9),28=-83(LC 9),27=-81(LC 9),26--74(LC 9),25=-136(LC 9) Max Grav2=421(LC 2),23=340(LC 3),34=291(LC 2),35=312(LC 2),36=312(LC 2),37=311(LC 2),38=326(LC 2),39=302(LC 2),40=341(LC 2),41=189(LC 2),42=598(LC 2),33=317(LC 3), 32=312(LC 3),31=320(LC 2),30=285(LC 3),29=312(LC 3),28=310(LC 3),27=309(LC 3),26=321(LC 3),25=283(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/22,2-3=-278/74,3-0=-231/77,4-5=-213/100,5-6=-190/131,6-7=-168/160,7-8=-162/196,8-9=-162/214,9-10=-119/221,10-11=-119/274, 11-12=-121/371,12-13=-35/326,13-14=-34/326,14-15=-34/326,15-16=-36/326,16,.17=-132/371,17-18=-130/272,18-19=-129/165, 19-20=-131/75,20-21=-125/76,21-22=-185/96,22-23=-199/93,23-24=0/32 BOT CHORD 2-42=-55/204,41-42=-55/204,40-41=-55/204,39-40=-55/204,38-39=-55/204,37-3$=-55/204,36-37=-55/204,35-36=-55/204,34-35=-55/204, 33-34=-55/204,32-33=-55/204,31-32=-55/204,30-31=-55/204,29-30=-55/204,28-29=-55/204,27-28=-55/204,26-27=-551205,25-26=-55/205, 23-25=-55/205 WEBS 12-34=-251/39,11-35=-272/131,10-36=-272/150,9-37=-271/143,7-38=-286/127,6-39=-264/100,5-40=-292/113,4-41=-184/75,3-42=-483/189, 13-33=-277/59,14-32=-272/98,15-31=-280/64,16-30=-245/0,17-29=-272/133,16-28=-270/148,19-27=-269/143,20-26=-281/140, 21-25=-242/194 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)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal t4 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 20.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)All plates are 2x4 MT20 unless otherwise indicated. 9)Gable requires continuous bottom chord bearing. 10)Gable studs spaced at 2.0-0 cc. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 106 Ib uplift at joint 2,68 Ib uplift at joint 23,19 Ib uplift at joint 34, 76 lb uplift at joint 35,85 Ib uplift at joint 36,73 Ib uplift at joint 37,92 Ib uplift at joint 38,52 Ib uplift at joint 39,56 Ib uplift at joint 40,36 Ib uplift at joint 41,94 Ib uplift at joint 42,39 Ib uplift at joint 33,50 Ib uplift at joint 32,44 Ib uplift at joint 31,75 It,uplift at joint 29,83 Ib uplift at joint 28,81 Ib uplift at joint 27,74 Ib uplift at joint 26 and 136 Ib uplift at joint 25. 12)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 108012558 PB01 GAss Type Qty PIY 1 Wtighk Hill 11 Job Reference(optional) UniversalForest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:4424 2008 Page 1 3-11-12 7-11-9 3-11-12 3-11-13 4.4 Scall a 1:17. = 4 10'x12 2x411 / ST2 T \ S T �/.' ST1 2 � Bi 41 3x4'= 2.411 3x4= 7-11-9 7-11-9 Plate offsets X.V):(5:0-0-m)-aa7 —w I i Job Truss Truss Type Qty Ply Wright Hill II 08012558 P802 SPECIAL 12 1 Job Reference optional) Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:44:24 2008 Page 1 3-11-12 7-11-9 3-11-12 3-11-13 m4- 5a -1 1z2 3 10.00 12 6T1 T 45 2 1 e1 �d 3.6= L4 It 3.6= 7-11-9 7-11-9 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 65.0 (Roof Snow=65.0) Plates Increase 1.15 TC 0.47 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.13 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:22 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E TOP CHORD Sheathed or 6-0-0 oc pudins. 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 REACTIONS (Ib/size) 1=-413/7-11-9,5=-414/7-11-9,2=873/7-11-9,4=873/7-11-9,6=357f7-11-9 Max Horz 1=96(LC 7) Max Upliftl=-593(LC 2),5=-593(LC 3),2=-352(LC 8),4=-333(LC 9) Max Gravl=267(LC 7),5=220(LC 9),2=1199(LC 2),4=1200(LC 3),6=357(LC 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-228/388,2-3=-352/92,3-4=-352/92,4-5=-175/388 BOT CHORD 2-6=0176.4-6=0176 WEBS 36=-274/43 NOTES 1)Wnd:ASCE 7-02;100mph,h=24ft;TCDL=S.Opsf;BCDL=5.Opsf;Category 11;Exp C;partially;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed; 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;Pf=65.0 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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Gable requires continuous bottom chord bearing. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 593 Ib uplift at joint 1,593 Ib uplift at joint 5,352 Ib uplift at joint 2 and 333 Ib uplift at joint 4. 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 andreferencedstandard ANSI/TPI 1. 8)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS LOAD CASE(S)Standard i Job Truss Truss Type Qty 7PIYTWni,,htill II08012558 Tot SPECIAL 12erence o lional Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:44:25 2008 Page 1 -1-0-0 6-4-1 12-4-0 20-0-4 27-11-12 33-9-4 40-0-041-0.0 r 1-0-0 6-4-1 5-11-15 7-8-4 7-11-9 5-9-7 6-2-12 1-0-0 8x8�i 10x12 5 6 —T3-- 10.00 12 R 7.16, d W 1N12 7 d 4,W'_12 2x4 a w 6 3 W3 1 2 �1 910 4x6= 15 id 13 12 11 4x4�N 414 6x12= 3.4= 3x6= 6.8= 34= 3x4= 10-8-10 21-9-5 27-11-12 40-0-0 10-8-10 11-0-11 6-2-8 12-0-4 Plate Offsets(X,Y):15:0-3-12,0-3-81,[6:0-7-8,0-3-4],[7:0-8-0,04-81, 9:0-0-2,0-3-2 TCLL ADING(psfi 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 0.86 Verl(LL) -0.35 9-11 >623 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.90 Vert(TL) -0.89 9-11 >245 240 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.04 13 n/a n/a BCDL 10.0 Code IBC2003rrP12002 (Matrix) Weight:210 lb LUMBER BRACING TOP CHORD 2 X 6 SPF No.2 TOP CHORD Sheathed or 4-10-1 oc purlins. BOT CHORD 2 X 4 SPF Not BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2*Except* WEBS 1 Row at midpt 4-13,5-13 W1 2 X 4 SPF Stud,W2 2 X 4 SPF Stud 2 Rows at 1/3 pts 6-13 SLIDER Right 2 X 6 SPF No.2 4-0-8 REACTIONS (Ib/size) 2=904/0-5-8,13=3369/0-5-8,9=596/0-5-8 Max Horz2=331(LC 7) Max Uplift2=-228(LC 6),13=-332(LC 8),9=-171(LC 9) Max Grav2=1205(LC 2),13=3478(LC 2),9=1246(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-1864/429,3-4=-839/181,4-5=-170/1626,5-6=-67/1263,6-7=-588/859;7-8=-928/663,8-9=-1147/557,9-10=0/49 BOT CHORD 2-15=-344/1668,14-15=-123/420,13-14=-123/420,12-13=-613/349,11-12=-613/349,9-11=-3901716 WEBS 3-15=-1083/371,4-15=-441735,4-13=-1553/524,5-13=-15911431.6-13=-1592/418,6xll=-155/604,7-11=-615/347 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=5.Opsf,BCDL=5.Opsf;Category ll;Exp C;enclosed;MVFRS(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 fomes,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 20.0 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 nonconcument with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 228 Ib uplift at joint 2,332 Ib uplift at joint 13 and 171 Ib 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. LOAD CASE(S)Standard j I Job Truss Truss Type Qty Ply �Wdghtll II08012558 T01GE GABLE 2 ence o tlonal Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:44:27 2008 MPg, -1-0-0 12-4-0 20-0-4 27-11-12 40-0-0 41-0-0 1-0-0 12-4-0 7-8-4 7-11-9 12-0-4 1-0-0 scale=1.6 6x6�i 12 13 14 15 18 1000it2 11 17 10 18 ­0 sri 5 2 W3 3.6; 9 19 T s d ] a T 6 5 20 4.00 ti 6 5 T s e a 21 3 r s ] 22 s 6 2 23 I 3.6= 42 41 40 39 38 37 36 38 3l 33 32 31 30 29 25 27 28 25 3x8 II 5.6- 5.6= 4x4,� 40-0-0 I 40-0-0 Plate Offsets X,Y: 12:0-2-4,Edge], 16:0-3-9,Edge], 19:0-3-0,0-3-0,[23:0-5-12,0-0-11, 31:0-3-0,0- LDING(Ps0 TC38.5 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.41 Vert(LL) -0.01 24 n/r 180 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.01 24 n/r 80 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 23 n/a n/a BCDL 10.0 Code IBC2003rrP12002 (Matrix) Weight:235 lb 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 No.2*Except* WEBS 1 Row at midpt 12-34,11-35,13-33,14-32,15-31,16-30,17-29 ST6 2 X 4 SPF Stud,ST5 2 X 4 SPF Stud,ST4 2 X 4 SPF Stud,ST3 2 X 4 SPF Stud ST2 2 X 4 SPF Stud,ST1 2 X 4 SPF Stud,ST16 2 X 4 SPF Stud,ST17 2 X 4 SPF Stull ST18 2 X 4 SPF Stud SLIDER Right 2 X 6 SPF No.2 1-9-15 REACTIONS (Ib/size) 2=314/40-0-0,23=250/40-0-0,34=214/40-0-0,35=234/40-0-0,36=235/40-0-Q,37=235/40-0-0,38=249/40-M,39=227/40-0-0,40=257/40-0-0,41=142/40-0-0,42=451/40-0-0, 33=231/40-0-0,32=235/40-0-0,31=231/40-0-0,30=214/40-0-0,29=235/40-M.28=233/40-0-0,27=233/40-0-0,26=241/40-0-0,25=214/40-0-0 Max Horz2=335(LC 7) Max Uplift2=-106(LC 6),23=-68(LC 7),34=-19(LC 7),35=-76(LC 8),36=-85(LC 8),37=.73(LC 8),38=-92(LC 6),39=-52(LC 6),40=-56(LC 6),41=-36(LC 6),42=-94(LC 6),33=-39(LC 7), 32=-50(LC 6),31=-44(LC 7),29=-75(LC 9),28=-83(LC 9),27=-81(LC 9),26=«74(LC 9),25=-136(LC 9) Max Grav2=421(LC 2),23=340(LC 3),34=291(LC 2),35=312(LC 2),36=312(LC 2),37*311(LC 2),38=326(LC 2),39=302(LC 2),40=341(LC 2),41=189(LC 2),42=598(LC 2),33=317(LC 3), 32=312(LC 3),31=320(LC 2),30=285(LC 3),29=312(LC 3),28=310(LC 3),27=309(LC 3),26=321(LC 3),25=283(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/22,2-3=-278/74,34=-231/77,4-5=-213/100,5-6=-190/131,6-7=-168/160,7-8*-162/196,8-9=-162/214,9-10=-119/221,10-11=-119/274, 11-12=-121/371,12-13=-35/326,13-14=-34/326,14-15=-34/326,15-16=-36/326,16-17=-132/371,17-18=-1301272,18-19=-129/165, 19-20=-131/75,20-21=-125/76,21-22=-185/96,22-23=-199/93,23-24=0/32 BOT CHORD 2-42=-55/204,41-42=-55/204,4041=-55/204,39-40=-55/204,38-39=-55/204,37-38x-55/204,36-37=-55/204,35-36=-55/204,34-35=-55/204, 33-34=-55/204,32-33=-55/204,31-32=-55/204,30-31=-55/204,29-30=-55/204,28-29=-55/204,27-28=-55/204,26-27=-55/205,25-26=-55/205, 23-25=-55/205 WEBS 12-34=-251/39,11-35=-272/131,10-36=-272/150,9-37=-271/143,7-38=-286/127,6-39=-264/100,540=-292/113,4-41=-184/75,342=-483/189, 13-33=-277/59,14-32=-272/98,15-31=-280/64,16-30=-245/0,17-29=-272/133,18-28=-270/148,19-27=-269/143,20-26=-281/140, 21-25=-242/194 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft,TCDL=5.Opsf,BCDL=5.Opsf,Category 11;Exp C;enclosed;MWIFRS(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) 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 11,Exp C;Panially 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 20.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)All plates are 2x4 MT20 unless otherwise indicated. 9)Gable requires continuous bottom chord bearing. 10)Gable studs spaced at 2-0-0 oc. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 106 Ib uplift at joint 2,68 Ib uplift at joint 23,19 Ib uplift at joint 34, 76 lb uplift at joint 35,85 Ib uplift at joint 36,73 Ib uplift at joint 37,92 Ib uplift at joint 38,52 Ib uplift',at joint 39,56 Ib uplift at joint 40,36 Ib uplift at joint 41,94 Ib uplift at joint 42,39 Ib uplift at joint 33,50 Ib uplift at joint 32,44 lb uplift at joint 31,75 Ib uplift atjoint 29,83 Ib uplift at joint 28,81 Ib uplift at joint 27,74 Ib uplift at joint 26 and 136 Ib uplift at joint 25. 12)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 � a MEMO To: Tony Patillo Northampton Building Dept. Date: 4/2/08 — 4/18/08 Follow up APA 1 From: Linda/Wright Builders Re: Permit for: Dv+e 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 Bates Street Northampton, MA 01060 Tel: 1-413-586-8287 Fax: 1413-587-9276 t ! Reps Repr i, *-- ------------------------------------------* Official Receipt for Recording in: c Hampshire County Registry of Deeds 33 King St Northampton,. Massachusetts 01060 Issued To: ATTY DAVID BLOOMBERG Recording fees -------------------------------------------- Document --------------------------- -Document Recording Description Number Book/Page Amount x ------------------------------------------ _* AMEND . 00008075 9457 1 $75 00 HOSPITAL HILL DEVELOPMENT PL 00008077 218 25 $75:00 HOSPITAL HILL CERT 00008078 9457 85 $75.00 MASSACHUSETTS FINANCE AGE MLC 00008079 9457 88 $6500 HOSPITAL HILL DEVELOPMENT CERT 00008080 9457 89 $75,00 HOSPITAL,HILL DEED 00008081 9457 91 $125,.00 WRIGHT BUILDERS EXCISE 00008081 $1,197.00 COV 00008082 9457100 $75..00 WRIGHT.BUILDERS MTG 00008083 9457117 $175..00 WRIGHT BUILDERS INC ASH DWOSO24 9457 137 $75 00 WRIGHT BUILDERS AGR 00008085 9457150 $75.00 WRIGHT BULDER$- CERT 00008086 9457163 $75.00 HOSPTIAL HILL $2,162.00 Collected Amounts w--------------------------------..------------� Payment Type Amount ------------------------------------------_ Check 1441 $.1,197.,00 Check 1440 $965.00' $2,162.,00 Total Received $2,152..00 — Less Total Recordings: $2,162 00 _ -_ Change Due $-00 Thank You MARIANNE DONOHUE-Register of Deeds By: Maureen C . ReceiptD Date Time 0188980 04/17/2008 01:18p Page 2 of 3 Bk: 09457 Pg: 91 111VI Bk:9-57Pg:S1 Reoordat 0411 RELEASE DEED HOSPITAL HILL DEVELOPMENT LLC, a Delawarc hmitcd liability company with a usual place of business c/o Massachusetts Devs:iopment Finance A.gen. 16€11~ed l Street, Boston, Massachusetts (the"Grantor"} for consideration paid of Tv Hundred Sixty-two Thousand,Five Hwidr of and 00/100 Dollam($252,500.00),releas{ to WRIGHT BUILDERS, 1NC., a Massachusetts corporation with a use plate of business at 48 Bates Suet,Northampton, Massachusetts(the"Grantee), without any covenants and without any representations and warranties of any kind whatsoever,the min land in Northampton, Hs pshire County, Massachusem% showy as"Letts 3,4 w 5"ort a plan emitled"Plass of Land in Northarnptor4 MA,Prepared for hospital Sill Developmcut LLC,Lot Division„ 01ander Drive"daud 4111f2008 by SHERMAN & FRYDRY& Land Swvcying and Engineering and recorded in the Hampshire County Registry of Deeds Plan Book , Page Z,5' , (the'Premise*") and more particulm described in Exhibit AA attached hereto and made a part hereof liereby oon eying a portion of the tants premises as were conveyed to Omtox s Release Decd dated November 25, 2002 and recorded its the Hampshire Cour Registry of Deeds at Book 6925, Page 302 and shown as a part of Parcels A and H that certain plan entitled "Bt?ut dwy Survey of land of the Commonwealth w- Massachusetts formerly the Northump#ors State Hospital, Northampton, Massarhuse dated Deeeinber 17, 1996, last revised December 18, 1997, prepared by Robe Ass�QcWes Land Surveying ("Boundary Survey ) axid recorded with the Harnpsl - Couj-dy Registry of Deeds in Plan Book 1$3, Pages i tl rrgh 6. The P mnifies are wnveyed subject to thc� terms of the Fasts] Disposi s Agreement between the Commonwealth of Msssachasetts, acting by and thmugh Divisdon of Capital Asset i anagemcnt and Maintenance of Executive Office Administration and Finance and The Community Builders, Im,_, dated Septem 2002, roctordcd iu the Hampshire County Registry of needs at Book 6325, Page 186, The Premises are coav8yed subject to the, tens mid corkditiorks of a Spe Permit Decision issued by the NoTlbampton Plarming Board Qn September 26, 2 which is recorded its the Hampsbire County Registry of Deeds in Book 65353 Page SUBJECT also to the Arnend=nt% the Special Permit issued out August 14, 2003 morded in the Harrtpsltire County Registry of Deeds at Hoof; 8024, Page 249, further amendtt nt on Febr-ws y 14, 2004 in accord with a settlement agreernew d January 30, 2004 (Land Coug No. 292406) }which is mcorded in the Hampsbirc Co; Registry of Deeds its Boob 9024, Page 252., and farther amendment on August 6, 2 and r rd in the Hampshire County Registry of Deeds is the Hampshire Cof Registry of Creeds at Book 9282,Page 103, 'Mc Premises arc conveyed subject to the Defirdfive S�bdivhioit Appy file://C:\DOCUME-1\linda\LOCALS-1\Temp\5NOCQ20M.htm 4/18/2008 ' WRIGHT BUILDERS, INC. 48 Bates Street .NORTHAMPTON, MA 01060 DATE JOB NO. (413) 586-8287 ATTENTION /( FAX (413)/587-9276 TO ! U 1•"Cb:�q f RE: Y U-A-6-11E� Nb���ef pPw MoF-�w-nrr�s�a WE ARE SENDING YOU Attached ❑ Under separate cower via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION 3 I8 0 1117%e-M ui4T'tV1__ 6 m AgAtvVywr `f rg oy 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 F Is W1cc, -Tai CD 1 b Lf s MbjU'J> .014 �i1�r VJMR 0 NS loPev COPY TO �l�ruC ( / �l ft U�/�j _� L��. r7 r P � SIGNED: ��f" h- brfi'ti Y/'I P— lf enclosures are not as noted,kindly notify us at once.