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38B-120 (6) 51 OI.ANDER DR BP-2008-0855 GIS#: COMM.,ONWEALT I$ ��F MASSACHUSETTS Map:Block: 38A- 120 CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRAC ING WITH UNREGISTERED CONTRACTORS Permit: BuildingDO NOT HAVE ACCESS ' THE GUARANTY FUND MGL e.142A ( ) Category: BUILDING PERMIT Pernut# BP-2008-0855 Project# JS-2008-001304 Est. Cost: $235202.00 Fee: $1279.00 PERMISSION IS.HEREBY GRANTED TO: Const. Class: 513 Contractor: License: Use Group: R4 Wright Builders 84280 Lot Size(su.ju.- Owner: Wright Builders Zoning: PV Applicant: Wright Builders AT. 51 OLANDER DR_ �Iicant Addi ss: Phone: Insurance: 48 Bates St (413) 586-8287 , _ Workers Compensatior; NORTHAM PTONMA01 060 ISSUED ON:4/28/2008 0:00:00 TO PERFORM THE FOLLOWING WORK.-CONSTRUCT SFH W/ATT GARAGE/DECK/PORCH POST THIS CARD SO IT IS VISIBLE FROM_TIIF STREET ,ate lnsp; cfor rpt Plunibing Inspector of Wiring D.P.W.- —Y- Buildin, Inspector I!nderground: Scrvice:8/S/-6 v�K � im e1, rf OL r (PaRti-v) OK 7a-Dg Footings: y, Rough: :tough:� 8� House# Foundation, l� � ��,�__//.� Drivev ay final. na fil: �� Final: y'G�tti`w" /d��/�,w�/ Rough Frame:� Gas: Fire Department Fireplace/Chimney: Rough, Oil: Insulation: r' C , - Final: *- Smoke: rQ- � -0 i �� Final: THIS PERMIT MAY BE REVOKED BY THE CITY Or NORTHAMPTON UPON V101,,�,TION OF ANY OF ITS RULES AND REGULATION . 9 N�. Certificate of Occupanc s►�;►�atnre: FeeType: t Paid: Amount: Building 4/28/2008, 0:00:00 $1279.0028890 Boi.dio,,Conuuisc ioNier-Ani110:.y Patil,.t SKI?, P-j /64 le AN BP-2008-0855 GIs #: COMMONWEALTH OF MASSACHUSETTS CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category BUILDING PERMIT Permit# BP-2008-0855 Project# JS-2008-001304 Est. Cost: $235202.00 Fee: $1279.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: 5B Contractor: License: Use Group: R4 Wright Builders 84280 Lot Size(sq ft.): Owner: Wright Builders Zoning: PV Applicant: Wright Builders AT. 51 OLANDER DR Applicant Address: Phone: Insurance: 48 Bates St (413L586-8287 Workers Compensation NORTHAMPTONMA01060 ISSUED ON.4/28/2028 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 Clnderground: 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 $1279.0028890 212 Main Street,Phone(413)587-1240,Fax: (413)587-1272 Building Commissioner-Anthony Patillo File#BP-2008-0855 APPLICANT/CONTACT PERSON Wright Builders ADDRESS/PHONE 48 Bates St NORTHAMPTON (413)586-8287 PROPERTY LOCATION 51 OLANDER DR MAP 38A PARCEL 120 001 ZONE PV THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out 43 Fee Paid 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 THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON IN ATION PRESENTED: Approved Additional permits required(see below) PLANNING BOARD PERMIT REQUIRED UNDER:§ Intermediate Project: Site Plan AND/OR Special Permit With Site Plan Major Project: Site Plan AND/OR Special Permit With Site Plan ZONING BOARD PERMIT REQUIRED UNDER: §" Finding Special Permit Variance* Received&Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commission Permit DPW Storm Water Management Demolitioa.aekly Signature of Building Official Date Note: Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health,Conservation Commission,Department of public works and other applicable permit granting authorities. * Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact Office of Planning&Development for more information. Department use only City of Northampton �1 Status of- mit: Building Depattm4> qt �'� �— Curb Cut/4!riveway Permit 212 Main Street' ' ' + r/Sept Availability Room 100 PP 2 Water/W1 Availbility Northampton, MA 01bk,Q T�oco; 8gif Strucral Plans hone 413-587-1240 Fax 43-58,7-1272 p ? �'' M-or Spe OE' APPLICATION TO CONSTRUCT,ALTER,REPALR,RE146VATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING SECTION 1 -SITE INFORMATION 1.1 Property Address: 5� O( /�-�/�� b��% This section to be completed by office Map Lot Unit -Hil.L �8� 'Zone Overlay District D Elm St.District CB District SECTION 2-PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: Name(Print) Current Mailing Address: ri f Telephone b Signature 2.2 Authorized A ent: W P'61AT 14&bw o h QU 18 $A-MC sfi-, -V R:M-A,MeV)Vi MA- Name(F-d at) Current Mailing Address: Signature Telephone SECTIONS-ESTIMATED CONSTRUCTION COSTS Item Estimated Cost(Dollars)to be Official Use Only completed by permit applicant 1. Building (a)Building Permit Fee 2. Electrical (b) Estimated Total Cost of Construction from 6 3. Plumbing '� 5 Building Permit Fee 4. Mechanical (HVAC) z' 5. Fire Protection 6. Total=(1 +2+.3+4+5) Check Number This Section FOfficial Use Only bate Building Permit Number: Issued: Signature: Building Commissioner/Inspector of Buildings Date 1 t ' . s . 1 AJ o� �'eJ. Section 4. ZONING All Information Must Be Completed.Permit Can Be Denied Due To Incomplete Infornlation Existing Proposed Required by Zoning This column to be f in by Building Depa ent Lot Size Frontage Setbacks Front Side L R: L Rear Building Height Bldg. Square Footage Open Space Footage % (Lot area minus bldg&paved parking) #of Parking ces Fi . volume&Location A. Has a Special Permit/Variance/Finding ever been issued for/on the site? NO 0 DONT KNOW Q YESI;SL ?P — *e IF YES, date issued:, /oNq a g CC-OP 4 0+ IF YES: Was the permit recorded at the Registry of Deeds? betiiS1 D �) NO Q DONT KNOW Q YES 7-1 IF YES: enter Book 09 Page d,V 1 and/or Document# 0000.7000 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 Q Obtained Q , Date Issued: C. Do any signs exist on the property? YES Q NO IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property? YES Q NO IF YES, describe size, type and location: E. Will the construction activity disturbcle ng,grading,excavation, or filling)over 1 acre or is it part of a common plan that will disturb over 1 acre? YES NO ex IF YES,then a Northampton Storm Water Management Permit from the DPW is required. S-(o(�11� U►A'TC,�. PSN';f' W eeelJ I99v6 AP- VI�-� EhLA, fP6 k uV�PPP f �q-S 6eEN P�EPA� Bh iA-.101 tai�N &�-w� A,r4 -�, A^f -) SECTION 5-DESCRIPTION OF PROPOSED WORK(check all applicable) New House Addition ❑ Replacement Windows Alteration(s) ❑ Roofing ❑ Or Doors Accessory Bldg. ❑ Demolition ❑ New Signs [C7] Decks [Q Siding[O] Other[0] Brief Description of Proposed Work: � v�G'^ 5 ; Rymer uj � p Alteration of existing bedroom Yes No Adding new bedroom Yes No 6"PT-9MA-'4 Attached Narrative Renovating unfinished basement Yes No ✓ Plans Attached Roll -Sheet ,J sa. If New house and or addition to existing housing. §omplete the following: a. Use of building : One Family_ Two Family Other b. Number of rooms in each family unit: �c �N(umber of Bathrooms I�Y c. Is there a garage attached?�� 'j t- af � 6 sr$ TT dr'¢ d. Proposed Square footage of new construction. p..', Dimensions e. Number of stories? —twD '�/t `-9D f. Method of heating? 9-K&- P74 lk Fireplace 0 Number of each g. Energy Conservation Compliance. Masscheck Energy Compliance form attached? In. Type of construction S A i. Is construction within 100 ft. of wetlands? Yes A,No. Is construction within 100 yr. floodplain Yes'V—Noj. Depth of basement or cellar floor below finished grade it '*V MU, AA,w tw h" k. Will building conform to the Building and Zoning regulations? _Yes No. W� 51-A p 7 P&,&4 S , PLA bF- I. Septic Tank City Sewer _ Private well City water Supply - USS if O kS;S lulvp" SECTION 7a-OWNER AUTHORIZATION TO BE COMPLETED HEN 0 OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PIRMIT USC 110-EP/c�UG 'CTI % I, V (9 K k l&10 { llq c-. NnT'At' as Owner of the subject property hereby authorize 11. tn yJ la-fov� to act on my behalf, in tt r I ve to work authorized by this building permit application. � 3r0 Signature of Owner Date � as Owne Authorized Agent ereby declare that the statements and information on the foregoing application are true and accurate,to the best of my Knowledge MM belief. Signed under the pains and penalties of perjury. Pri e C Signat of O ner/Agent Date SECTION 8-CONSTRUCTION SERVICES 8.1 Licensed Construction (' Not Applicable ❑ Name of License Holder:__)<I/(�I�—gwi� gt2-gb License Number ASI Expiration Date A ignature Telephone 9.Registered Home Improvement Contractor: Not Applicable ❑ V/94&)-w fNI vbe)� k0�,�- �2�-u- 1 b t s-3k Company Name Registration Number Expiration Date Telephone�tl 00 7 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 108.315.1. Definition of Homeowner:Person(s)who own a parcel of land on which he/she resides or intends to reside,on which there is,or is intended to be,a one or two family dwelling,attached or detached structures accessory to such use and/or farm structures.A person who constructs more than one home in a two-year period shall not be considered a homeowner. Such"homeowner"shall submit to the Building Official,on a form acceptable to the Building Official,that he/she shall be responsible for all such work performed under the building permit. As acting Construction Supervisor your presence on the job site will be required from time to time,during and upon completion of the work for which this permit is issued. Also be advised that with reference to Chapter 152(Workers'Compensation) and Chapter 153(Liability of Employers to Employees for injuries not resulting in Death)of the Massachusetts General Laws Annotated,you may be liable for person(s) you hire to perform work for you under this permit. The undersigned"homeowner"certifies and assumes responsibility for compliance with the State Building Code,City of Northampton Ordinances,State and Local Zoning Laws alid State of Massachusetts General Laws Annotated. Homeowner Signature D 5 P da 7 M-E S7 OF BUZLDING INSPEC71CNIS 212 Main Street ' Municipal Building Northam-otor., Mass. 01060 OIL, 2nd F-17--or- 1/2 F-1cors, Attic, Garace HAMPSHIRE Bk:9394Pg:201 Page: i of 3 REGISTRY OF DEEDS Recorded: 02/15/2008 09:44 AM DOCUMENT COVER SHEET" For use with documents that do not meet For Registry Use Only document formatting standards. Information from original document takes precedence when indexing data into Registry system. THIS IS THE FIRST PAGE OF THIS DOCUMENT-DO NOT REMOVE PROPERTY ADDRESS: DOCUMENT TYPE: NAME REFERENCE: �,��t i i I 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 1460 Federal Street TOWN: STATE: ZIP CODE: TOWN: STATE: ZIP CODE: TOWN: IP CODE: NORTHAMPTON MA Z01060 BOSTON MA 1 02110 PHONE NO.: FAX NO.: PHONE NO.: FAX NO.: PHONE NO.: FAX NO.: (413)586-8287 (413)587-9276 EMAIL ADDRESS: EMAIL ADDRESS: EMAIL ADDRESS: Site Information: STREET NO.: SITE ZONING: VILLAGE HILL RD PVISmart Growth Overlay District TOWN: SECTION OF BYLAW: NORTHAMPTON MA 01060 . 350-20:Smart Growth Overlay District MAP: BLOCK: I LOT: MAP DATE: ACTION TAKEN: 31C 017 1_001 Approved Vrith Conditions Page:Book: Pa ge: 09282 1 121 NATURE OF PROPOSED WORK: Construction of 11 single family homes with attached garage. These lots will be created along a newly created'street named Olandt'r Drive. HARDSHIP: CONDITION OF APPROVAL: 1) Prior to issuance of a building permit,the following items must be addressed. a.Infiltration design behind the single family structures shag be approved by Department of Public Works to ensure that erosion down the emb&nkment to the detention area will not occur. b. The applicant shall flag all trees forprotection and those that will be removed. These trees will be reviewed by staff to ensure that appropriatebrotectfon 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 shag ramp up to sidewalks as planned therefore preventing any street runoff from entering onto private property and preventing runoff from private property from flowing into the Olander Drive, 3).Sewer clean outs and water shutoffs will be required at the property line for each single family house in accordance with Department of Public Works requirements. FINDINGS: The Planning Board granted approval of the application based on the submissions within the application that address all the section in 350.20 and the following plans and documents: 1.Morningside at Village Hill dated 12-21-2007,Prepared by The Berkshire Design Group,Inc.,Sheets L-1 through L-6, Z Elevation Sheets prepared by Wright Builders,Inc.Last Revised date 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:DPW/OPD review comments Eastview and Morningside. In accordance with approval criteria in section 350-20.14,the Planning Soard found that the following criteria were met, (1)The applicant has submitted the required fees and information as set forth in the Plan Approval Authority's regulations section 350- 20;and GeoTMS@ 2008 Des Lauriers Municipal Solutions,Inc. Planning - Decision City of Northampton Hearing No.: PLN4008-0025 Date: January 25,1 2008 (2) The Project and site plan meet the requirements and standards set forth in this§350-20,or a waiver has been granted therefrom. No waivers have been granted;and (3)Extraordinary adverse p6tential impacts of the Project on nearby propertles.have been adequately. mitigated. The Board approved three separate house,garage, and driveway layouts for Lot 11. COULD NOT DEROGATE BECAUSE: IFILING DEADLINE: MAILING DATE: HEARING CONTINUED DATE: DECISION DRAFT BY: APPEAL DATE: 12/2512007 2 111712008 51812008 REFERRALS DATE: HEARING DEADLINE DATE: HEARING CLOSE DATE: FINAL SIGNING BY: APPEAL DEADLINE: 111012008 412812008 112412008 51812008 211412008 FIRST ADVERTISING DATE: HEARING DATE: VOTING DATE: DECISION DATE: 111012068 112412008 112412008 112512008 SECOND ADVERTISING DATE: HEARING TIME: VOTING DEADLINE: DECISION DEADLINE: . 111712008 7.25 PM 51812008 51812008 MEMBERS PRESENT: VOTE: D votes to Grant Katharine G.Baker r Stephen Gilson votes to Grant Jennifer Dieringer votes to0 Grant JAN 2 5 2008 FMncls Johnson votes to Grant George Kohout votes to Grant CITY CLERKS OFFICE Keith Wilson votes to Grant NORTHAMPTON, MA 01060 Kenneth Jodde votes to Grant MOTION MADE BY: SECONDED BY: VOTE COUNT: DECISION: Kenneth Jodrie Jennifer Diefinger 7 Approved with Conditions MINUTES OF MEETING: Available in the Office of Planning&Development 1, Carolyn Misch,as agent to the Planning Board,certify that this is a true and accurate decision made by the Planning Board and certify that a copy of this and all plans have been Filed with the Board and the City Clerk on January 25, 2008. I certify that a.copy of-this decision been mailed to the Owner and'Applican'L I QnLas, Notice of Appeal An appeal from the decision of the Planning Board may be made by any person aggrieved pursuant to MGL Chapt 40A, Section 17 as amended and as stipulated in MGL Chpt40R within twenty(20)days after the date of the filing of the notice of the decision with,the City Clerk. The date is listed above. Such appeal may be made to the Hampshire Superior Court with-a certified copy of the appeal sent to the City Clerk of the City of Northampton. February 15, 2008 I, Wendy Mazza, City Clerk of Northampton, hereby certify that the above decision of the Northampton Planning Board was filed in-the office of the City Clerk on January .25, 2008, that twenty days have elapsed since such filing and that no appeal has been filed in this matter Attest: City Cle-rk-CiVy of NM&ampton kTTH8T: HA.-- -SHIRE GISITER MARIANNE L.DONOHUE GeoTMS(D 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: 51 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 nut 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 1"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 priort o turn on. • A corresponding water entrance fee shall be paid prior to making any connection to the municipal water system. • Arrangements of such insta tion shall be made with the Northampton Water Department with a in 'mum of 5 workin ys otification. • A work shall c nfo ortha, pton Water Department specifications. David W. Sparks, Superintendent of Water Water Entry$200 Meter $ 150 Radio$100 cc: Ned Huntley, Director cc: Tony Patillo, Building Inspector Note: If this availability is for a new construction,it must be hand delivered to the Building Inspector. MUNICIPAL SEWER/AVAILABILITY APPLICATION Northampton St#eets Department 125 Locost 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: 51 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 '/z 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 FTie-in to Sanitary Service at Street Line F-1 Comments: 't ID V Note: If this availibility is for new construction this form must be hand delivered to Building Inspector. " A corresponding "sewer entrance fee" shall be paid prior to making any connection to the municipal sewer system. Arrangements of such installation shall be made with the Northampton Streets Department with a minimum of 5 working days notification. All work shall conform to Northampton Streets Department specifications. John Hall Sewer Department cc: Ned Huntley, Director DPW Anthony Patillo, Building Inspector Permit No. D 11-08 CITY OF NORTHAMPTON, MA DRIVEWAY PERMIT Date: 3/18/08 FEE: $25.00 Check#: 028849 THE BOARD OF PUBLIC WORKS Driveway must be staked and house & lot number posted The undersigned respectfully petitions your honorable body for: Permission to install a driveway at: 51 Olander 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 Street, Northampton, MA Telephone: 413-586-8287 Signature: Proposed Location Inspection By: Gravel Base Grade Inspected By: Final Approval: THE BOARD OF PUBLIC WORKS voted that petition be granted. Edward S. Huntley, P.E. Director of Public Works Cc: Building Inspector (SUBJECT TO ATTACHED CONDITION 1 & 2) 1 Permit No. DI I-08 Conditions: Driveway Permit In lieu of plan approved by the City Engineer I agree to the following added conditions: 1. I will contact the Department of Public Works and have an inspector check and approve the graded gravel base prior to paving to insure compliance with slope and location; 2. I further agree that if in the inspections, any of the permit conditions are not met that I will at no expense to the City remove and replace the driveway as directed by the City Engineer. By: _ Petitioner Signature Name: _ Wright Builders, Inc. Address: _ 48 Bates Street Northampton, MA 01060 Note: The Public Works Department recommends that you provide a plan showing the proposed driveway with grades and location in the future to avoid possible expense which you will incur by not getting approval of actual plans in advance. For Commercial and Industrial applicants, a plan showing the proposed driveway with grades and location is required. Cc: Building Inspector Northampton Fire Dept. F es Job: New House - Craftsman Style Village Hill - Morningside (Lot #5) 51 Olander Drive (Map 38A, Lot 120) Northampton, MA 01060 Floor Squ. Ft. x 0.04 Fee Basement 1344 x 0.04 $53.76 1 st Floor 1344 x 0.04 $53.76 2nd Floor 952 x 0.04 $38.08 Garage 524 x 0.04 $20.96 TOTAL: $166.56 Hardwired smoke, CO and heat detectors per Code in new house & garage. Building permit application pkg submitted to the Bldg Dept on 4/2/08. Wright Builders mailed $166.56 check directly to Asst. Chief Duane Nichols at Northampton Fire Dept on 4/1/08. cc: Tony Patillo, Northampton Building Commissioner Asst. Chief Duane Nichols Prepared by Wright Builders, Inc. 4/1/2008 WRPHT ktJILDERS, INC. 028962 DATE INVOICE NO. JOB NO. COMMITMENT NO. AMOUNT DISCOUNT NET AMOUNT 3-31-08 033108-915 08-9i5 166.56 , 00 166.56 CHECK DATE CHECK NO. TOTAL GROSS TOTAL DISCOUNT CHECK AMOUNT :s-si-un 28.962 166.56 . 00 166.56 WRIGHT BUILDERS, INC. FLORENCE SAVINGS BANK 028962 48 BATES STREET FLORENCE,MA 01062 NORTHAMPTON, MA 01060 53-7168/2118 413-586-8287 Pay: w w w w rix wune h nc:Lred saxt T-53.8 Cltl11aixs and 56 cents DATE CHECK NO. CHECK AMOUNT March .31„ 2008 28962 geT*AFtEt*03A,Z66.56 TWO SIGNATURES REQUIRED ON CHECKS OVER$5000.00 ORIZED SIGNATURE AUTHORIZED SIGNATURE ..... R .. ... ... _ .0 _ c,%:Ri'iY -Gr1UiL5?Yi;LEUEO,Ocl.9LJtBACK. 11'0 2896 21t' 11: 2 1 18 7 16881: 01 2S 00 560611' Aluminum EnduraClad Exterior Double-Hung , Design Data Vent Units ME 2135 17-13116 14-1/4 1.8 3.2 5.1 R50 2147 17-13/16 20-1/4 2.5 4 S 6.9 R50 2157 17-13/16 25-1/4 3.1 5 6 8.3 R40/R50 CLEAR ncc N"NG 2165 17-13116 29-1/4 3.6 6.5 9.5 R40/R50 r v. 2535 21-13/16 14-1/4 2.2 4.0 6"1 R50 .... z 2547 21-13/16 20-1/4 3.1 5.7 &2 R50 2557 21-13/16 25-1/4 3.8 0 9 9 R40/R50 7 l 2565 21-13/16 29-1/4 4A 8,2 11.3 R40/R50 2935 25-13/16 14-1/4 2 6 4 8 7.0 R50 " i 2947 25-13/16 20-1/4 3.6 6,8 9.5 R50 7� �:'�ii� �� ? �U�. u.'�iH�r�si.4�. � ScaA uu k' �a .� r5•: ui�'vl5�tBr€f c9TEa'. 2957 25-13/16 25-1/4 4.5 8.4 11.5 R40/1150 2965E1 25-13/16 29 1/4 5.2 9.8 13.1 R40/R50 40 6 51 ,1Z' 1 . 0 1t (�ttN�ts�NS 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-1150 3357 Et 29-13/16 25-1/4 5.2 9.9 13.1 R40/R50 V' 3365 E 29-13116 29 1!4 6 1 11 4 14 9 R351ft50 ^ �+rCZt �' ,f� 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 R35/1150 =Frame-5:. , ~-• 3759 E 33-13116 26-1/4 61 11.7 15.2 R35/R50 Widt!�Nei ht=(Frame-6-5/161/2 ""MON tWIV 3771 E 33-13/16 32-1/4 7.6 14,4 18.2 R30 Width=Frame-4" Height=(Frame-4-5/16")/2 'ad MAW 4153 37-13/16 23-1/4 6.1 11.7 151 R30 4159 E 37-13/16 26-1/4 6,9 13.2 16.8 R30 4171 E 37-13/16 32-114 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. Ei =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. 7o convert area to square meters(m'),multiply square feet by 0.0929- For clear opening,vent area,visible glass,and frame area,see page 5-23. Pella 2008 Architectural Design Manual • Division 08-openings • Windows and Doors • www.PellaADM.com 6-75 at d, i ENERGY STAR HOME VERIFICATION SUMMARY Date: February 27, 2008 Rating No.: not assigned.determine option Building Name: Wright Cfts W/Bonus Rating Org.: CET Owner's Name: Phone No.: 413 586 7350 Property: Olander Drive Rater's Name: Beth Paulson Address: Northampton, MA 01060 Rater's No.: Builder's Name: Wright Builders Weather Site: Northampton, MA Rating Type: Based On Plans File Name: WrightVillageHill Craftsman wirh bonus.room.big Rating Date: Dec 2007 Building Information Conditioned Area(sq ft): 4120 Housing Type: Single-family detached Conditioned Volume(cubic ft): 31760 Foundation Type: Conditioned basement Insulated Shell Area(sq ft): 7868 • HERS Index: - 65 Number of Bedrooms: 5 Building Shell Ceiling w/Attic: R44,CE12",8-16 U=0.024 Window/Wall Ratio: 0.15 Vaulted Ceiling: R32,CE,10-16,C U=0.034 Window Type: 0:0.34, SHGC:0.31 Above Grade Walls: R19,CE1,6-16 U=0.061 Window U-Value: 0.340 Found.Walls(Cond): oasis system 10"R=13.0 Window SHGC: 0.310 Found.Walls(Uncond): None _ Infiltration: Htg:5.00 Clg:5.00 ACH50 Frame Floors: R30,FG2,X-16 U=0.040 - Measured Duct Leakage: 25.00 CFM25 Slab Floors: R10P,R10U,24W U=0.043 Leakage to Outside: 35.05 CFM Mechanical Systems Heating: Fuel-fired air distribution, 100.0 kBtuh,92.5 AFUE. Cooling: Air conditioner,36.0 kBtuh, 14.0 SEED. Water Heating: Conventional, Gas,0.63 EF. Programmable Thermostat: Heat=Yes;Cool=Yes Note:Where feature level varies in home,the dominant value is shown. This home MEETS OR EXCEEDS the EPA's.requirements for an ENERGY STAR Home. REM/Rate-Residential Energy Analysis and Rating Software 02.4 This information does not constitute any warranty of energy cost or savings. ©1985-2007 Architectural Energy Corporation,Boulder,Colorado. THIS DOCUMENT IS THE PROPERTY Of OLDCASTLE DRAWING SCHEDULE PRECAST,INC.R IS SUBMITTED FOR REFERENCE PURPOSES ONLY AND SHOULD NOT BE USED IN S(ET DESCRIPTION REYRSM ANY WAY INORIOUS TO THE INTERESTS SSD REV. DKIE COMPANY.COPYRIGHT 2007 OLDCASTLE PRECAST,INC, ALL RIGHTS RESERVED. i ISOMETICC LAYOUT $ 03/26/08 2 PANEL LAYOUT B 03/26/08 ' 3 TYPICAL INSULATED WALL PANEL A TYPICAL OARAGEIFROST WALL PANEL 5 WALL PANEL STRUCTURAL DETAILS 6 WALL PANEL STRUCTURAL.DETAILS CUSTOMER: WRIGHT BUILDERS 48 BATES STREET NORTHAMPTON, MA PROJECT: PRECAST CONCRETE FOUNDATION VILLAGE HILL-CRAFTSMAN LOTS 1, 3, 5, 7, 9 NORTHAMPTON, MA - ... DATE: 11/19/07-ORIGINAL SUBMITTAL 03/17/08-REVISION A SUBMITTAL 03/26/08-REVISION B SUBMITTAL MANUFACTURED BY: 70 East Brookfield Road NorthOasisPhone: Brookfield, MA 01535 312 Phone: 508-867-8312 800-242-7314 Foundation Wall System Fax: 508-867-3505 by V Oldcastle Precast`Lnc, REVISION DESCRIPTION A REVISED PER UPDATED PIANS AND TELEPHONE CONVERSATIONS. SIGNATURE DATE BY PROVIDPD YOUR(THE COSTOMER'S)SIGNATURE,YOU ATTEST THAT THE CONTENTS OF THIS DRAWING SET MEET REVtSE4 PER CONVERSATIONS. TELEPHONE YOUR APPROVAL AND THIS DRAWIHC SET IS HEREBY CONVVERSAON APPROVED FOR ENGINEERING AND PRODUCTION. off, pW,3 �Gw { 1 p ow- ow Das Foundation Wall System W om.n.cwv,•rt. Ma Title: 00'b ISOMETRIC VIEW Customer: Job: VILLAGE HIL 26 BA1 RUSTREET CRAFTSMAN -O HATES ON.M NGRntnMProx,MA NQtiHAMPTON,MA p{ry t)rowing: Scete:NOT TO SCALE `$ Sheet: t SIGNATURE WE 1 Drq wn: BY PRONGING YOUR(THE CUSTOMER'S)SIGNATURE,YOU 4riginol Date: Rev. A or'�? JAM ATTEST THAT THE CONTENTS OF THIS OWING SET ME-IT Dote: Rev. 8 Oote: YOUR APPROVAL AND THIS DRAWING SET IS HEREBY 1)/19/0] 03/17/08 03/26/08 APPROVED FOR ENGINEERING AND PRODUCTION, 24'-5J' 27 6 Ow- Ow- 6'-4' --T---- K O 0 po I � te Q O Ow-i -TM i Q og LTR QTY DESCRWTION T o7 DT D � o r� o 3 9 8Y1 x 20"0 GARAGE DOOR DROP 10'Q MAN IYIOR DROP d 2 CORBEL LEDGE FOR PANEL SNPPORT d 2 32"N x 20"H CAST-IN SICO WINDOW GST 3'FRCP IOP Of WAtt ° Q 3 3'-0'x 3'-0"x 8"COLUMN PAD FQ 2 61W x 5"0 x 17'H BEAN POCKET © 1 3'-8 1/2'x 7'-0'DOOR R.O. ,IFrnQ o 01 TYPE F PERMENTRY STAIR UNIT n� V^ �.:/ \.:✓ STAR IN SET I'M TDP OF Witt 0aSfis Foundation Wall System w Oowe..W.w.o.:_ Ti@e: WALL PANEL LAYOUT H Customer, Job: NLIAGE HILI. WRGHT 81w0[WS CRAFTSMAN Lp PTpy yAwDAM STW NORTHAMPTON,WA 5c W:NOT TO SCALE Sheet: 24'-0' 28'-0' 2 SIGNATURE DATE G*-TO JAM BY PROVIDING YOUR(THE CUSTOMER'S)SIGNATURE,YOU 52''0' ATTESTOUR APPROVAL THE ROVALµD THIS F THIS HIMG CRAVING NET MEET OYi TeT 19/07ie: Re D3 ATJ 08e: Re—, �03/26/08De J APPROVED FOR ENCINEERM AND PRODUCTION. L TT"0 HOLE THRU TOP 8�T POCKET BOTN ENDS 1. EXTERIOR FACE { _ —� OF CAV TY FOAM $a REBAR A BAR 2'-8" (-- ------- --- t r-------� r-------� ------- --- - AROUND vnNDOW SEE-CO4bUIT OPENING BURKE 2 TON LIFTERS,MODEL 75-403R,PLACED SYMMETRICALLY 1 � � - � -3"LAIN DETAIL THIS SHEET SOlfO TOP EDGE OF PANEL,3I"FROM OUTSIDE SURFACE AS SHOWN. -� I - -- I FOAM PLAN VIEW �( SEE TYPICAL VIEW THIRD RIBS" A DETAIL,SHEET g4 FOAM PANEL 2, O" ' ' -- PLAN VIEW-CONDUIT OPENINGI . Ep5 T CAVITY FOAM', EPS CAVITY FOAM T EPSCAVTIY FOAM >)/ SEE'VERTICAL f ENO RIB"DETAIL, __ SHEET 15 TYP.WINDOW OPENING-'BILCO 3220 t t2' SEE'VERTICAL CENTER RIB-DETAIL,SHEET¢5 A 3" 4'-0" SECTION B-B v=-FOAM POCKET HERVAL EXTERIOR FACE BREAK AT POCKET gg LH A- INTERIM FACE BEAM POCKET to PLAN VIEW OF BEAM POCKET TYPICAL FRAM PANEL ASSEMBLY; 2(TWO)EPS CAVITY FOAM PCS.(24'x7}"x99•),i(ONE)OvIORMOR SHEATHING PC.(I•x48'46•) 8j 4 2(TWO) #4 REBAR EACH FACE BEAM POCKET UNDER POCKET !-r '�-1(C--E' -t-1 F•-r �--1!(-r , - -I E- -1 f ----- ---.. kill; SE€"MOR{Z�JPITALTOP RAIL•DETAIL,SHEET#5 1 1 I X •-•- J -- k. -j— i ( IIIII IIII ! IIII I1 i -�- ( I II IIIII IIII IIIII IIII IIIII ! I � I 1 I I I Ill i IIII I III i IIII IIIII I i I DensARMOR& X B I I hili illi h i( i I I I i 1 111 1 I l a ( CONCRETE k I I IIIII IIII IIIII I l l i IIIII I l �� k k "' 6 k X 1 II ( IIII IIII Illll illi Il11i it ' I I i Ili I I I I I I III I I I i I I III I I i k X X ki 1 1 i III I 1 1 1 ! illi ( I I I I IIII ! 1 1 X k 1 I I Illll Ill ! ! IIII I l l ! IIIII II m X k X k 1 l i I III ( IIII I iII I I I I I I III I I I k k X Al 0aSI's it IIII ( IIII ( IIII IIII IIII ) 11 X X Xi I II I I i I I i I 1 I I I i I IIII I I I I I I I k k X k ; Foundation Wall System I i i liI I IIII I Ill I Ilii I iII ( I I k k I b�4NwaANnao+Cwe. - . -= Tilde: XX i L -. 1 I i L.`. ! I L--J III L--J I O L--J III L--J I SEE'HORIZONTAL OASIS WALL PANEL X k BOTTOM RAIL k x X 1 3 7--- DETAIL,SHEET NS L � Customer: Job: huACE Hu WANT KKDM 12._10• (IYP) 25 NORDAix�Ol SMA NORIIHA PPTTIAN ON.MA I TERIOR SIDE ELEVATION SECTION A-A INSIDE ELEV.VIEW D—ioq, sole:NOT TO SCALE OF A TYPICAL BEAM POCKET Heet: 3 SCNATURE DATE awl: JAM BY PROVIDING YOUR(THE CUSTOMER'S)SIGNATURE.YOU ATTEST TtV.T THE CONTENTS OF TIVS DRAWING SET MEET Original Dote: Rev. q Data: Rev. B bate: YOUR APPROVAL AND THIS DRAWING SET IS HEREBY APPROVED FOR ENGINEERING AND PRODUCTION. Ti i9/B] Q)t7 OB 03/26/08 OVE r TYPICAL 6-0"GARAGE WALL. REBAR I " ,-COYER TO RETIO M iM) REBAR IN 1wS SECTION{lw.) � ucRON(rm) BOLT POCKET STRAPS-<VARIES> 4' • s (QUANTITY VARIES) 20"x30' Q ° TYP. EACH END VOIDS @ 36" O.C. 3"MIN. PLAN VIEW TYPICAL VIEW THRU TYPICAL VIEW THRU END RIB TOP RAIL /1 BAR AS SNONN TYR OF ALL REBAR d 4 2" MM. O d r 3' • L e' 6'MIN. TYPICAL VIEW THRU TYPICAL VIEW THRU ._ .. $. .CENTER RIB... J ! 2 (TWO)1(2"9 PLASTIC T_ TT -.t Daae T ! 5 O PANEL ELEV.VIEW B SECTION B-B Foundation Wall System INSERTS ON INTERIOR SURFACE Title: GARAGE&FROST WALL PANELS Customer: Job: VILLAGE HILL WBOIT RAMS 26 BATES STREET CRAFTSMAN NptTIUMPYON.MA NORTHAMPTON,MA browing: Scole:NOT TO SCALE Sheol: } sIGt147URE DATE Drown: JAM BY PROVIDING YOUR(THE CUSTOMER'S)SIGNATURE,YOU ATTEST THAT TtW CONTENTS OF M DRAWING SET MEET Originoi Dote: ReY. A Date: Rev. B Dote: YOUR APPROVAL AND THIS DRAWING SET IS HEREBY II/I9/O7 03/I7(OB O3/2fi/OB APPROVED FOR ENGINEERING AND PRODUCTION. }'M13NC z 7"LG ANCHOR STUB WITH NOT k WASHER RJK 2 TCN UFTER INSTALLED 48'O.C.IN 8185 AHI MODEL 7$-4308 N7TH �— % ".� HESS iNAH 12'Fl70M ANTS SHEAR BAR SMIRICAULY �,,, +� �f-� ----- EPS CAVITY FOAM PANELS 1 WHOLE PL4(£O FOR t61MC _g r 1(ONE)/4 BAR EACH RIB(EXTERIOR SURFACE)WHEN RIB 15 LOCATED 121-M IN 24'x7'x THRU RAIL �`CAULK JOINT t ADACENT TO A WINDOW,DOORWAY,END JUNT OR LJFTWG INSERT (ENO RIB} { 99"} EXTERIOR FACE w EPS CAVITY FOAM I.FOAM n a . + _G_-.� • ".L. } • a SHEATHING- a SP _ -ARMOR® SHEATHING 11•a w 4 " ( (OmaARMORe) a 1t o D :o ` '�'. �• o d ()",48'x96`) I f - .'r • { f y I ONE 4 BAR IN EACH RIB �I�� w 2(TWO)N BAR -_ N y (ONE)i ) CE 3` B4�----T�` }}----TO•----««.HIL EACH END o EL (INTERIOR SURFACE SHEATHING(D-AJSAOR�) HORIZ.TOP RAILIR RIB SECTION RIB O' TYPICAL VERTICAL SECTION THRU RIBS (Y4Tr4 LIFTING ANCHOR) F.2,x BENT 8Xr POCKET VERTICAL SECTION ACENTER RIB RIB STEEL RATE mw HORIZ"TOP RAIL APPLY SEERS E a BOTH PANEL ENO SURFACES r JCIYT a IXlTSIOE a (VATH INSERT FOR PLATE) j0' - NL CQCQlFRS.TTETI MIN.r TO iCf OF B INS#SURFACE 3� BOLT POCKET SNI EPS CAVITY W EACN CLOSED JONT a FgINtlAigN COVER(EV) FOAM PANELS ('r Bai,Nur, 2 (Tw)- r {2+'x7}99ry A m W s xRs OU 4a SURFACE ;.Bai. 7. a 1. OF F04WDATION AND WASHERS f BaT POCK(,�i��$TRM j 2 TWO SHEATHING '�`' �` /4 A i zo (DR-ARMDRO) /1L�/,. t, ITOP N OP PACT ¢ ()`A48'z46'} ♦� 9. 9. C-/ o a w _ / a W w d .. x LV Yi 112'MT OUTSIDE FOUNDATION 2 TW0 �;. ` �+i3 3 S1EEL Puff Bat PSxEi 5&AP N151DE SURFACE 1 1' 14 BAR 1 i^.•" o �F(/� a FouNDAna V f,2"STEEL R18 a IN 80iTOM, e e w "'�-•'�- I � / q>� ' STEEL PLATE 3- r.2 KATE KALI {W ThREADED INSERTS p s 4— TO. ig'COVER{TYP.) 0 llr O.C.(WALL 815 ( � .� INSIDE STRAIGHT WTHOUT BACKFNL) CONNECTIONWITFi WENDS VERTLCALSECTYPtCALIAEW TypfC&yIEWT}{RU MORIZONTALBOTtOUM INSIDE CC OUTSIDE CORNER INSIDE CORNER END RIB THRU TOP RAIL BOTTOM RAIL CONNECTION WITH 45"MITERS CONNECTION WITH 46°MITERS CONNECTION WITH 22.5'MITERS 3•_t"'-'•—`I_TYP."'1 s-i�B- 10' 4- 3' . lri t -T 2- x' (2)rq FIAT PLATE(Pt)(2)cors (3)cors SPECUtL FIAT PLATE tP2) TTP' TYP, /� 5. aoTrsY � B LT5.!u, -i } s_ TPV T;. icy i'r-('"° s I / S, VARIES +\/\/ tSLO»rx2r nx ±2i ra2r� � ®a s i's(2)t Sl0 5 (2)r-2r SLOTS Foundation Wall System i�k— a�owe.nr.P.or«<. 1SECTION TI"e 2� WALL PANEL 1_ .I-.- }-.--- }--- }--- TOP CONTECTION-BOLI POCKET WITrI�'O.xB`LG STRUCTURAL DETAILS W GVSIDE PLATE(Al) 90'OLRSIDE PLATE{A2} 45'PLATE(A3) 22 Ur PLATE{A4) ANGLE VARIES PLATE IAS} HEX COL ROD KIM(2)RAT WASHERS A(2)ACITS TOP SURFACE OF PANEL Cuslome:WhGHTBUWDERS Job: VILLAGE HN,L 28 SATES STREET CRAFTSMAN FICTION CONTECTION-STEEL PLATES W711)'h2`LG NORTHAMPNRK MA NORTHAMPTON,MA HE%,8DLT T)`FROM BOTTOM OF PANEL O-i,Tq: S-ITI:NOT TO SCALE Let: S SrNATURE DATE JAM BY PROVIDING YOUR(THE CUSTOMERS)SIGNATURE,YOU Orig—1 Date: Rev. A DOtt: ReV. B Date: ATTEST 71 V.7 THE CONTENTS OF TK$DRAWM SET A617 YOUR APPROVAL ANO TH6 DRAWING SET IS HEREBY )1/(9/07 03/17/06 03/26/06 APPROVED FOR ENGINEERING AND PRODUCTION. PT 24 SILL PLATE(BY OTHERS) DESIGN&CONSTRUCTION SLOPE BACKFILL AWAY IL=LENGTH AN L 2'EXPOSED ANCHOR STUD WITH FROM STRUCTURE - WASHER&NUT 0 48'0/C& 1.0 DESIGN �T� _°D LESS THAN 12'FROM PANEL ENDS 1,1 REFERENCE \" "11 x`111 1� SEE SILL SILL TO BE SEALED WITH 1.1.1 2003 INTERNATIONAL BUILDING CODE `11 111 111"111 1\, CONSTRUCTION ADHESIVE 111(�111 1�1"1�\ CONNECTION BOTH SIDES(BY OTHERS) 1.12 2003 INTERNATIONAL RESIDENTIAL CODE FOR ONE&TWO FAMILY DETAIL DWELLINGS P56T INSERT 113 ACI 318-02,BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE ,kr 1`11 I I G FOR OPENIN1.3 MATERIALS 11i1�1-,111 _ `1 m I ELECTRICAL WIRES 1.3.2 REINFORCING �1`�11111%\ 1�1. -1�1 A=<5'-0'AND<L/2 1.3.2.1 ASTM A615 GRADE 60 DEFORMED REINFORCING. _11\ 1 11\` BACK FILL 1` \�111`11 \11 111 - �� DETAIL SHOWING SILL 1.3.2.2.ASTM A185 GRADE 70 WELDED WIRE MATS111 PLATE CONNECTION p r 3.3 MINIMUM CONCRETE COVER OVER REINFORCING-1'(FACES EXPOSED TO \11 `111�1�1 a s 11111 }I EARTH) 111111%111,x,5` 111 BENT OPEN i 2.0 INSTALLATION '111`\11l `1\ m `111 SHIMMED AS ACCEPT MODULAR 1-111 `11 1`1�1 1`11 REQUIRED OR FRAMING SYSTEM. 2.1 WALL SHALL BE PLACED ON 1/2"CRUSHED STONE,WHICH SHALL BE LEVEL \1\1\1\- —\, 11 SUCH THAT WALL HAS CONTINUOUS BEARING \11�_ �•' 1�� \1``1 2.2 SEGMENTS SHALL BE INSTALLED SUCH THAT VERT.FACE IS PLUMB&TOP �1\ \11_111\11� (11 _ A I 82 SILL IS LEVEL 111 11_1 CORBEL 2.3.WALL PANELS SHALL BE CONNECTED TOGETHER USING 1/2"0 BOLTS(ASTM \11 11`\1\11111\ LP " NCRETE SLAB =1 1 LEDGE I _ 52 A307)AS SHOWN ON ERECTION DRAWING 11`1\1\ 1`1111 D OVER 6 MIL 1'-0' ` 1 A=HOLD AT 4'CONCRETE SLAB /111—,111`, VAPOR BARRIER MIN. 5'-D' POURED OVER 6 MIL I T� 2.4 PRIOR TO BACKFILLING POURED M PUCE BASEMENT FLOOR SHALL REACH 11 11\%1;�1 1 •) I I A MINIMUM COMPRESSIVE STRENGTH OF 1,500 PSI &WALL HAS BEEN `11_\11 �1�\ INERS) 11 OR LESS POLY VAPOR BARRIER (in t HASHORED TO BEENN SUFFICENTLYY BRACED TO PFLOOR ABOVE AS R VENT DAMAGE ERECTION BACKFILL 00 11 1\11I1S111 IF EXCAVATION EXCEEDS .1 (BY OTHERS) DETAIL WITH HOLD 1.16'LONG BEFORE BENDING. 1\_` \1 p", AREA Z.MATERIAL SHALL BE 16 2.5.1 A Co PERFORATED DRAIN PIPE SHALL BE PLACED AT BOTTOM OF THEN EXCESS '�" DOWN STRAPS GAUGE GALVANIZED STEEL. B'COMPACTED MUST BE FILLED AND < CRUSHED STONE AREA,IN 2(TWO)LOCATIONS,TO ALLOW BACKFlLL TO DRAIN } _111 21'STRAPS PLACED NO CRUSHED STONE maw COMPACTED 2.6 BACKFILL MATERIAL SHALL BE CLASSIFIED PER THE UNIFIED SOIL GREATER THAN 48'O.C. p1 APFO g.L[yfjED L'-0• ._.. JdSTS IHAi ARE PARALLEL ELASSFICATIORStSTEM-AS 6€iNG.€tiHER"UCL CM;C9;...CW;_SC•SM,SP.DR.SM B'C�MPACT�CRl1�NI1ED STONE TO f WNDAWOB WALL MUST 2.7.1 ADDITIONALLY BACKFlLL SHALL NOT E%ERT EIXIIVALENT LATERAL RUID (BY DINERS) 2'-0•MIN.—) PLACED&LEVELED(BY OTHERS) -1. -0' BE PROPERLY BLOCKED PRESSURE GREATER THAN 60 PSF/FT TYPICAL WALL SECTION VARIES 2'-0'MIN. WARNING: TYP.SECTION AT CORBEL LEDGE BACIGILL SHALL NOT BE PLACED AGAINST THE WALL UNTL THE WALL HAS SUFFICIENT STRENGTH AND HAS BEEN ANCHORED TO THE FLOOR ABOVE OR HAS BEEN SUFFICIENTLY BRACED TO PREVENT DAMAGE BY THE BACKFILL V80CMR540411 TYPICAL ' I � DESIGN NOTES: BILCOHATCH 1. FOR FOUNDATION,LALLY COLUMN FOOTING&SOIL DEPTH SIZES (4)fthi STEEL ANGLE 6'LG. ONCRETE SUB T DETAIL WITH HOLD DOWN INDICATED ARE BASED UPON 2,000 LBS.PER SO.FT.SOIL BEARING &(8))'f WEDGE ANCHORS 3� LG. CAPACITY. BY OTHERS STRAPS IN PLACE SHOULD LESS SOIL CAPACITY BE ENCOUNTERED NOTIFY ENGINEER IN WRITING SO THAT FOOTING SIZES CAN BE ADJUSTED 4 11 1111 ACCORDINGL _111 1 - 111 1 o w 2. SOIL TYPES SUITABLE SHALL BE CLASSIFIED PER THE UNIFIED SOIL _J 11111 11111 111_111 IlaCLASSIFICATION SYSTEM AS BEING EITHER GC,GM,GP,GW,SC,SM, TYPICAL PERMENTRY /1 x111' uGJ^ c�>�� 111 1 xm w a w SP,OR SW ADJUSTABLE111 111+' w Foundation Wall System U o o 0 3. MECHANICAL VENTILATION MUST BE PROVIDED BY BUILDER ON SITE JACK POST .111`1 ""< 1_1`1! 5 v g m PER MASSACHUSETTS STATE BUILDING CODE(780CMR5303.1) 1111 `1;1' v 4. TOP OF OASIS FOUNDATION WALL SYSTEM IS TO BE A MINIMUM OF =111 111; 111 j a TiL'e WALL PANEL 8"ABOVE FINISH GRADE. VERALL P RM NTRY (11 1111 \�1- STRUCTURAL DETAILS IMENSIONS VARY .111— a C-t.; c Jeb: vwGE HILLY TYPE ;' a 2, T BULM BATS svw CRAFTSMAN -� NDR NAYP OX,BA NORTHAMPTON,MA I � CONCRETE J _J Drawing: Scale:NOT TO SCALE —18'MIN. JACK POST Street: ^Qm BEARING PAD 3'-0"MIN, F a SIGNATURE DATE LA R N H R E DETAIL TYP.GARAGE Y,, —n JAM YOUR APPROVAL AND THIS DRAWING SET IS HEREBY SECTION PERMENTR PANEL SECTION Original Date: Rev. A Dale: Rev. 8 Date: APPROVED FOR ENGINEERING AND PRODUCTION. 11/19/07 1 03/17/08 03/26/08 MEMO To: Tony Patillo Northampton Building Dept. Date: 4/2/08 From: Linda/ Wright Builders Re: Permit for: 51 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/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. 3. Mass Development— We will be forwarding a package to Mass Development addressing the 10 items in Attachment A by end of this week, 4/4/08. Please see attached Mass Dev "Notice of Approval of Construction Documents" dated 3/28/08 and referenced Attachment A & Attachment B. We will forward notification to you as these items are completed. Please call if you have any questions or need additional information. Thank you. WRIGHT BUILDERS, INC. 48 Bates Street Northampton, MA 01060 Tel: 1-413-586-8287 Fax: 1-413-587-9276 CITY OF NORTHAMPTON, MASSACHUSETTS DEPARTMENT OF PUBLIC WORKS a 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 thell 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 Certificateof Occupancy by the City of Northampton for each lot. We request that three copies of each agreement with original signatures by the owner(s)be sent to the DPW. Once the Mayor has signed the agreement,one copy will be returned to Wright Builders Inc. for recording at the Registry of Deeds, and we request that a receipt certifying this action be sent to the Northampton DPW. incerely, Jim Laurila, City Engin r cc. Tony Patillo, Building Commissioner 03/20!2008 11:57 16173302001 - MASSDEVELQPMENT PAGE 02/05 v HOSPITAL HILL,DEVELOPMENT.LLC c/o MASSACHUSETTS DEVELOPMENT FINANCE AGENCY 160 Federal'Street, Boston, Massachusetts 02:110 28 March 2008 BY FACStM.I.LE Jonathan.Wright IvVright Builders, Inc. 48 Bates Street Northampton, MA 01060 Rl.: 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 ("Hospital Hill') and Wright Builders,Inc.,this letter and its attachnaezlts 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. These matters must be resolved before Hospital 11ill can issue the required certificate of approval, -the initial conveyance can occur,and a building permit can be issued by the City of Northampton. Attachment B is the Arrowstreet memorandum setting forth all of Hospital Hill's comments on the Construction Documents. Aside from those matters that 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, Robert M. Kaye Senior Vice President Planning and Development Cc: David Bloomberg, Esq Richard Henderson,EVP Beeth Mtuphy,VP Alan Delaney Hannah L. Kitson,Esq_ I1Massdevclopmenr.com\mdfa'$osC3toupslLcga]%NOliOlWrigbr BuildersWoticc of Construction Dnournent approval 3-28- �S.doc 1 03/28/2008 11:57 16173302001 MASSDEVELOPMENT PAGE 03/05 ATTACHMENT A :Gist 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 (Attachment lB) EnAview Townhouses: Plans and Elevations AMA: 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. A2.1A and A2.2A: Cluster A Exterior Elevations d. Consider enclosing underside of porches to improve appearance and prevent animal infestation,. We suggest the use of lattice or vertical slats. See Residential Architectural Style Guide. i- As noted in,previous submission, gooseneck exhaust vents should be avoided unless they are required by Code. Please review exhaust verzt requirements and provide alternative options for review with IU,MassDevelopment. — Morningside Residences: Site and Landscape Plans .LI: Existing Conditions & Demolition Plan 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 43 indicating that itis to be protected and remain. $pecimezl tree identified for protection in Lot #2 is not shown as being saved'in drwvg.s L2; L3, .L4, or L10. Please confirm status of tree and adjust drawings. L2: Layout Plan b. Revise Lot l 1 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 Infiltration Swale shown on Detail 5 to 2" maximum. l\.Masdeveloprrient.cnm\mdfal8osGroups\Lega1\NQHO\Wright Buildus\Notice of construction Document Approval 3-28- 2 08.dr c 03/28/2008 11:57 16173302001 MASSDEVELOPMENT PAGE 04/05 Morningside Residences: Plans and Elevations General b. See-Comment(i) regarding goosenecks at"A2.IA and A2.2A: Cluster A Exterior Elevations." C. See Comment(d) regarding lattice, etc_ at underside of porches at"A2.I A and A2.2A: Cluster A Exterior Elevations." Victorian. (North Kitchen) d. South Elevation,: We recommend the series of three 2nd floor windows be centered over the Living Room bay window below. See Residential Architectural Style Guide. Specifications a Revise Section 2107:all stumps to be removed or ground to below grade at a Minimum.Dispose of stumps off,-site in accordance with applicable regulations—do not use as backfill. \\Mas9devclopmcnt.com\mdfa\8osGroups\Legal\NO140\Wright Builders\NoVcc of ConstAiction,Doeument Approval 3-28- 08.doc 3 03/28/2008 11:57 16173302001 MrASSDEVELOPMENT PAGE 05/BE AT'TACHMEN'T B Arrowstrect Memorandum dated March 28, 2008 1\Massdcvcloprnr nt.corn\mdfa\BosCiroups\Legal\,!OHO\Wright Buildcrs\Notice of Consiructlon DOCUMent Approval 3-28- 08,doc 4 i A R0 W S T R E E T MEMORANDUM Date 28 March 2008 R: Required Project i No.i Fie MassDevelopment L 07096/B1 CCCC Clarifications, Information, & To Richard Henderson MassDevelopment Coordination Robert Kaye MassDevelopment Beth Murphy MassDevelopment From Larry Spang Subject Village at Hospital Hill—Wright Builders Housing Site and Building Design Review Comments A. BUILDING DESIGN REVIEW Arrowstreet and CBA Landscape Architects have reviewed the proposed building designs for the Eastview at Village Hill townhouse units based on the following construction documents drawings prepared by Kuhn Riddle and Berkshire Design Group, dated February 22, 2008. . Landscape Drawings Ll thru L10 Architectural Drawings O.OA S1.1A Al.IA thru A1.5A A2.IA and A2.2A A&IA and A3.2A E1',1A and E1.2A Our review of the Morningside Drive of Village Hill residences is based on the following drawings prepared by Berkshire Design Group and Wright Builders: Landscape Drawings 2/22/08 L1 thru L10 Craftsman 2/14/08 A-1 thru A-12 S-1 thru S-8 E-1 thru E-3 Victorian 2/22/08 A-1 thru A-12 S-1 thru S-6 E-1 thru E-3 A R R O W S T R E E T Village at Hospital Hill—Eastview and Olander Drive Residences Review DRAFT REVIEW 14 March 2008 Page 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) 2122/08 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 L2: Demolition Plan a. We assume that an agreement/easement is in place or will be in place between Wright Builders and The Community,Builders (TCB). On this basis, the notes on this drawing regarding coordination on dumpsters, light posts, and catch basins should reference TCB, not 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. L3: 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. 4-spa._ _ M;7-s..�". .•'.. _ 3 '`,.'s'a _ - .�^..'- ..c� .sem.= _.ut.... . _ f A !RROWS TREET Village at Hospital Hill—Eastview and Olander Drive Residences Review DRAFT REVIEW 14 March 2008 Page 3 of 13 b. Wright Builders should review if hand rails are necessary and/or appropriate for steps through courtyard area. Provide free standing rails and/or building mounted rails as appropriate. c. As per the note above for drwg. L2(a), site lighting coordination should be done with TCB. "d. For the relocated site light on the south side of the property, consider adding the following note: "Provide hand hole for salvaged site light" as per the note related to the relocate site, light on the east side of the property. e. Change the symbol for the relocated site light on the east side of the property., f. The rear stone steps leading from the courtyard pathways to the patios are illustrated for Cluster C as having railings on both sides of the steps. Two railings are generally not required for single-family residences. Confirm what the code requiremenf"is in this instance. L4: Grading & Utility Plan a. We assume storm drainage from garage aprons flowing across property line will be the subject of an agreement between Wright Builders and TCB and that the matter will also be the subject of coordination with the City of Northampton. b. We assume that Wright Builders will work with TCB regarding the provision of.easement(s) for the 15'X15' transformer area and conduits. c. Catch basins and drainage manhole to be coordinated with TCB. d. In several instances, the number of steps from the courtyard pathways to the patios is not shown correctly. See for example'Cluster A, Units 1 and 3 and Cluster C, Unit 2. Refer also to Detail#6 on drwg. L8. e. We recommend that as a matter of best practice, the walkways in the courtyard have a cross pitch of 2%. In some areas, such as to the rear of Cluster A, Unit 2, the side walk is quite flat and may be subject to ponding. L5: Planting Plan a. Consider replacing lawn ("loam and seed") with naturalized grass planting plan for courtyard area. ,s � .""`��.a�,'t��£-�J` "�� •��-•=«Y_•z ....f'T��.� e'er -r m.�_r k� �� . AIR ROWS T R E E T 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 r.,�1 - �-�:_�+'- '� � •r . --� ..-s�-��.'_z�-.""tr� a �}�'�'--�-:i�s...rte s'�rb�:-.'a;`=--�' a -.ZM5 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 5 of 13 a. Consider adding embedded friction strip or textured surface paint stripe at edges of treads of concrete steps in courtyard (Detail#5) to improve visibility and traction. b. In Detail #4, there should be concrete on both sides of the curb to support it, 1-9: Site Details and General Notes a. Provide patterned, etched, or frosted glass for post light fixture shown in Detail'#2 to prevent direct view of incandescent or compact fluorescent lamp. 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 a Thesrnlearl the en ry teps a Ierardlj focatdanci s e u Irak y f rim n tas bl oyer the�Iong term Crse ofthe�bulf Irig��U1�e,�r�'`ecom�ne tlthe ail be connected"`to`�a�� ont nuous�porch�r�ar�around the, = nt�Fe�porch obe�;r�elo cated,�tUot�h�e sltle of the stair=ta attach�to,the_cLosest?co�um:n See: esrc�entiafxArchitecturaL=Stule�G�urde 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 cwt at a bias to provide a vertical surface to securely mount the gutter to. b. Detail D4 indicates "Asphalt Roof'.;Change note to read, "Asphalt Shingles." c. We note that venting of the porch roofs is not indicated on detail D1, D2, D4, and D5. We suggest review of venting requirements. If utilized, please provide detail of proposed venting strategy. i •-•-, .2 -- i. � } Y-0- .5 � „ _ A 'RR0WSTREET 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 garage roofs. b. Verify that garage attic does not require venting. If utilized, provide detail indicating venting strategy. c. We suggest the siding and the corner trim on the East and West Elevations be cut to follow the slope of the grade to avoid large areas of exposed foundation wall. d. How will Common Electric Meter shown on the West Elevation C4 be fed? Please avoid exposed surface mounted conduit to the greatest extent possible. e. Illustrate proposed surface mounted light fixture on East Elevation (see 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. .s ..t a. �' ?'•jk M', - "`3;`-�...,y :1.r ws'ra i <74 -a' _ _ _ _ _ '"-r. +ter M A'RROWS TREET Village at Hospital Hill—Eastview and Olander Drive Residences Review DRAFT REVIEW 14 March 2008 Page 7 of 13 dam; Consider en g unc7erpor sato[mpmve appearanceand preveritantrnal [nfestatron�We suggestthe usof iatt[ce oryert[cal slatsL See:Ftes[dent[al,Arch[tecturaG 5�,1,e=Guide, e. P_,ear-par Iight fixture shown on West Elevation contradicts light fixture shown on E1.1A (recessed surface mounted overhead fixture). Clarify type of fixture to be provided and pr-aviete manufacturer's information if fixture will be exposed to view. f On the East Elevation, the connection of the eaves where the east-west roof above Units 2 and 3 meet the gables at Units 1 and 4 will be a tricky condition. We recommend an axonometric detail to avoid unsightly flashing conditions determined in the field. g. .On the South Elevation, the roof above the Unit 12 d floor extended closet is shown with a gutter. Coordinate with the West Elevation and provide downspout, if appropriate. h. We recommend the gas meters shown on the West Elevation and the electric meters on the North Elevation be located as low to the ground as possible. ;Rs�nated i �ev�ousubm[�ctn goosrck� lusfvetsouldbauo[tledurrless e} are requrre„ by Code Pet ase <e� ew exhatstvenre u1re.n. ants and.< rou[de alfe'rnaf[v_ options for.rev[e ��w[thlVlassDe o .Ment Eastview Townhome Exterior Color Palette Submission We recommend the following changes to the Eastview color palette. a. For Combinations 1, 2, and 3, use darker color on upper part (second floor) of townhomes with lighter colors on the lower floor(first floor). For Combination 1, replace "Wynwood — 1231"with "Whitall Brown— HC69'." For Trim, replace "Cliffside Gray"with "Lancaster - Whitewash —HC174." For Door, replace "AF-235" with "Wynwood— 1231." b. In acknowledgement of the inquiry made by Wright Builders regarding the painting plan for the Craftsman single-family homes (see below), MassDevelopment suggests that Wright Builders consider an alternate for the exterior painting of the Craftsman town homes in which single-color body painting becomes the standard. 4. Morningside Residences: Site and Landscape Plans L1: Existing Conditions & Demolition Plan - A R R O W S T R E E T Village at Hospital Hill—Eastview and Olander Drive Residences Review DRAFT REVIEW 14 March 2008 Page 8 of 13 a. Location of drainage easement between Lots 3 and 4 shown incorrectly. Please correct as per drwg. L2. b�Provrde tletarls or speclficafib�'r�s forprotectron of Specimen Trees s�own�ta remarn Fon�Lots 2 and 3 Add arrow to tree on�ot#2at property hne with Lot#3 intlicatrng that�it rs>tob.,, profectedfand�emaln,Specrmen tree rdentlfied for.protectron In Lofi-#2 r�not sFrown_a_ being savedln,dnrvg s_aL2,_L3;,, 4,oc L10 ;Please canfirrn status of;tree and,adLus"t�� tlrawing c. Change note "Protect Trees to Remain" to 4 total. d. Remove extraneous line south of and parallel to south property line of Lot#1. e. MassDevelopment to provide correct alignment for the bike path. Please adjust drawing to reflect this alignment. L2: Layout Plan a. Retaining wall and split rail fence shown along east side of Lots 6 to 9 to be constructed by Wright Builders with MassDevelopment reimbursement. Please revise note as appropriate. b. MDFA has approved front loading garage for Lot 11 Reurse.Lot f 1 fa�oufasappro nat a�ndp-rovrtledet iia ed,bui dt nid, dd' sign_subiYtrssion 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. AIR ROWSTREET Village at Hospital Hill—Eastview and Olander Drive Residences Review DRAFT REVIEW 14 March 2008 Page 9 of 13 d. As per comment on L3(a) above, MassDevelopment will build the sewer to the Lot#1 property line. Please review and coordinate with Mass Development. e. Please provide "Grading and Utility Plan Detail" for Lot#11. L8: Typical House Lot Detail a--'Locate utility easements on the drawing. Provide landscaped screening around transformers, as allowed by utility company restrictions. •.b. Coordinate location of proposed trees with utility easement between Lots 3 and 4. L9: Site Details & General Notes as Reduce�soil'�overage of fdtrati n`Swale show,n�oc�"Qefail 5 to,�2'�maxlmum L10: Erosion Control Plan a. Site the stabilized construction access to avoid heaving equipment rolling over existing manholes at rear of property. 5. Morningside Residences: Plans and Elevations General a. Review grading at individual Lots and make adjustments as necessary to limit the extent of exposed concrete foundation walls to approximately 12". xsn T T, � b See Comment, i. _re�ardi,n`�goos necks a��A2 �lA„and,A2 2A£CfusterrA Extenoi Elevations C. See Commenf(d) regarding atticeT etc,rat underside of porches at "A21A and A2 2A Cluster A Exte �or Elevat►ons_” Victorian a. As noted on previous submissions„ provide water-table at base of clapboard siding. b. Consider centering the upstairs hallway window above front door. �---_- c. Provide cut sheet of proposed light fixture at entry porch. Illustrate on West Elevation. 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 1St floor c. As noted above, the gable end walls on the north and south elevations are overly large and without sufficient detail to break down the scale of the fagade—particularly if the optional chimney is not installed. (See North Elevation) Consider adding window or vent to attic on north and south elevations to help break up large gable end wall jd` South E ve al do Wn e';recornmend a series of thr�''ee 2{d fioorW ndows be cerate ed offer the Livmq,Room ba�w�ndow Belo See ResidentiafArchitecturai Style-Guide 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 ,mg,�3�- rt'. _ e ARROWS TREET 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. fe' Provide cut sheet of exterior light fixtures shown.at front and side doors on E-2. Illustrate fixture on elevations. Morningside Townhome Exterior Color Palette Submission We recommend the following change to the Morningside color palette: .a. For Upper Body color, replace "Buckland Blue—HC151"with "Hamilton Blue." For Door color, substitute charcoal gray, or black, or"Wynwood" for"Hamilton Blue." b. In response to Wright Builders' inquiry on March 20, 2008, MassDevelopment accepts and authorizes the requested change for the proposed color scheme for the Craftsman-style house at Lot#3, namely that the body of the house be painted a single color, "Whitall Brown." MassDevelopment suggests that Wright Builders consider an alternate for the exterior painting of the Craftsman homes in which single-color body'painting becomes the standard. c. If Wright Builders is to pursue suggestion in b, above, regarding single-color body painting schemes, consider substituting "Montgomery White" as Trim color in place of"Cliffside Gray." Specifications Note: Specifications have been reviewed for impact on the exterior design only.'This review is not intended to verify the completeness, accuracy or constructability of the specifications nor =x„�, A R R O W S T R E E T Village at Hospital Hill—Eastview and Olander Drive Residences Review DRAFT REVIEW 14 March 2008 Page 12 of 13 does this review include compliance of proposed materials with applicable laws, regulations or code requirements. ,a' Revise Sectron 2107 all stumps abe3 m vedorsg�round to below grade ata minimum D►spose of sturxrps,`off sitern,acc rciance wrth applrcable requlafians,. o not use ar - tackflll; 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. _ .�.f�.,_ R--; �_�.w x43F"`_'. _�^mSn .•tea.. �3"z AR; ROWSTREET Village at Hospital Hill—Eastview and Olander Drive Residences Review DRAFT REVIEW 14 March 2008 Page 13 of 13 g. MR 1.2 to 1.4: Review material efficient framing requirements —no indication on plans of detailed cut list. h. EQ 7.2: No indication of air filtering requirements in specifications. i. EQ 8.1 and 8.3: Indoor air contaminant control during construction is not included in Specifications. j. .EQ 9.2: Requirements for radon-resistant construction should be reviewed against current specifications. k_ EQ 10: Garage pollution requirements should be reviewed for attached garages at Morningside residences. I. Why are all the EA categories "Not Applicable?" End of comments. Please contact us if you have any questions or comments. Distribution Project file W:107107095_Northampton_WrightB uilders107095g 11.doc 11 KeyBuild SbvctureT"r 2.303m VILLIAG HILL2-Level 4-1-08 � ' IrknitEleamEngine4.503h aterials Database 801 8:34am i'l• �� 1 of 2 Member Data Description:CalcB4 Member Type: Beam Application: Floor Comments: Craftsman basmt be Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: Other Dead Load: 0 PLF Deflection Criteria: L/360 live, U240 total Live Load: 0 PLF Deck Connection:Nailed Member Weight: 10.7 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform(PLF) 0' 0.00" 5' 2.00" 0 255 Snow Replacement Uniform(PLF) 0' 0.00" 5' 2.00" 210 340 Live Replacement Uniform(PLF) 0' 0.00" 21' 0.00" 0 255 Snow Replacement Uniform(PLF) 0' 0.00" 21' 0.00" 210 340 Live Replacement Uniform(PLF) 5' 2.00" 11' 2.00" 0 255 Snow Replacement Uniform(PLF) 5' 2.00" 11' 2.00" 210 340 Live Replacement Uniform(PLF) 11' 2.00" 21' 0.00" 0 255 Snow Replacement Uniform(PLF) 11' 2.00" 21' 0.00" 210 340 Live Replacement Uniform(PLF) 21' 0.00" 28' 0.00" 0 264 Snow Replacement Uniform(PLF) 21' 0.00" 28' 0.00" 0 264 Snow Replacement Uniform(PLF) 21' 0.00" 28' 0.00" 179 200 Live Replacement Uniform(PLF) 21' 0.00" 28' 0.00" 214 340 Live Point(LBS) 0' 4.63" 700 1730 Snow Point(LBS) 21' 0.00" 0 203 Snow Point LBS 21' 0.00" 378 288 Live 5 r ,X f6'r r tri. �q 7 0 0 7 0 0 7 0 0 ® 7 0 0 ®/ 2800 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.799" 7085# -- _ 2 6' 7.375" Wall N/A 3.340" 13152# 3 13' 7.375" Wall N/A 3.146" 12388# 4 20' 7.375" Wall N/A 3.404" 13405# 5 27' 2.750" Wall N/A 1.500" 4221# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live Snow 1 1812# 2025# 3248# 2 3322# 5605# 4224# 3 2897# 5423# 4068# 4 3581# 5321# 4502# 5 1028# 1622# 1571# Design spans 6' 7.375" 7' 0.000" 7' 0.000" 6' 7.375" Product:1 3/4x71/4 Versa-Lam SP 2.0-3100 3 ply Component Member Design has Passed Design Checks.- Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6671.'# 15028.'# 44% 2.98' Odd Spans D+L+S Negative Moment 8644.# 15028.'# 57% 6.61' Adjacent 1 D+L+S Negative Unbrcd 8644.'# 14167.'# 61% 6.61' Adjacent 1 D+L+S Shear 5690.# 8317.# 68% 6.6' Adjacent 1 D+L+S TL Deflection 0.1434" 0.3307" U553 2.98' Odd Spans D+L+S+Lr+W LL Deflection 0.1169" 0.2205" U678 3.31' Odd Spans L+S+Lr+W All product names are trademarks of their respective owners ..r „`fi �3 C7 s fug ` Copyright(C)l989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. "Passing is defined as when the member,tloorjoisl,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professional as re wired for a royal.This desi n assumes roduct installation according to the manufacturer's specifications. KeyBuild Structure-2.303m VILLIA6E HILL2-Level 5 4-1-08 kmBeamEngine4.503h 8:34am Materials Database 801 2of2 Control: Shear DOLS: Live=100%. Snow=115% Roof=125°/. Wind=133°/o 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 e" i . Copyright(C)i 989-2009 by Keymark Enterprises,I.I.C.ALL RIGHTS RESERVED. 4tE"Passing is defined as when the member,tloorj'Z 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 r ked fora royal.This deli n assumes roduct installation accordin to the manufacturePs s cificatians. Craftsman Bonus room option 4-1-08 11:02am KeyBe} kmBea mg Engine . I of 1 kmBeatnEngine 4.503h Materials Database 801 Member Data Description: Member Type:Beam Application: Floor Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 10 PLF Deflection Criteria: U360 live, L/240 total Live Load: 40 PLF Deck Connection:Nailed Member Weight: 13.8 PLF Filename:KYB1 Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform(PSF) 0' 0.00" 24' 5.50" 12' 0.00" 10 35 Snow Additional Uniform(PSF) 0' 0.00" 24' 5.50" 7' 0.00" 10 35 Snow Additional Uniform(PSF) 0' 0.00" 24' 5.50" 7' 0.00" 10 10 Live Additional Uniform PSF 0' 0.00" 24' 5.50" 1' 0.00" 10 30 Live MR IP A.. 1240 121 8 ©/ 24 5 8 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall 5.500" 1.810" 4751# 2 11'11.375" Wall 5.500" 5.351" 14048# 3 23' 8.250" Wall 5.500" 1.776" 4662# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live Snow 1 1279# 522# 3472# 2 4202# 1481# 9846# 3 1242# 514# 3420# Design spans 11'11.375" 11' 8.875" Product:1 3/4x14 Versa-Lam 2.0-SP 3100 2 ply Component Member Design has Passed Design Checks.— Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 11868.'# 33390.'# 35% 4.78' Odd Spans D+S Negative Moment 16640.'# 33390.'# 49% 11.95' Total load D+S Negative Unbrcd 16640.'# 32817.'# 50% 11.95' Total load D+S Shear 5954.# 10706.# 55% 11.94' Total load D+S Max.Reaction 14048.# 14438.# 97% 11.95' Total load D+S TL Deflection 0.1675" 0.5974" U856 5.38' Odd Spans D+S LL Deflection 0.1330" 0.3983" U999+ 5.38' Odd Spans S Control: Max.Reaction DOLS: Live=100% Snow=115% Roof=125% Wind=133% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives d All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. "Passirg is defined as when the member,lloorjoist,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 r ulred fora royal.This desi n assumes roduct installation accordin to the manufacturer's s eciricalions. i i i -O-Q'- 38-0-0 i 0 q q m N N N _ M V N N AL 25-2-0 05 �M a 4 T N m W N 03 6-2-0 FOIC6 a F03 16-9-12 16-9-12 34-0-0 8-0-0 Hospital Hill - Craftsman First Floor ,2- 38-0-0 S� PCA-),K 4 9 N N 26-0-0 11-6-8 F026 N 4 4 0 N 9 N 6R 6-6-8 1 � m o 1 a A m IA 016E 16-9-4 16-9-4 Hospital Hill - Craftsman Second Floor Universal Forest Products 155 Bay Road,PO Box 945/Belchertown,MA.01007 Phone:413-323-7247 Fax:413-323-5780/Rep:Mike Ellerbrook Wright Builders Hospital Hill Craftsman Unit 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 JOQt�YPIY�Wng"ht07110098 F01 FLOOR tional Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Thu Feb 14 15:20:16 2008 Page 1 0-1-8 2-6-0 H I � 1-1-8-I �-1_g_g 0-1-8 =1:39.a 1.5x3 11 15x3= 3x8= 1.5x3 I! 3.4= 3.8 FP= 1.5x3 II 5x12= 3.411 3.4= 3x4= 3x4 II 1 2 3 d 53x4= 6 g g 10 11 12 23 1i w1 18 3.8— 21 20 19 18 17 15 14 13 3x10= 1.5x3 II 1.5x3 II 1x1]= 3x8 FP= 5x12= 1.5x3 II 1.5x3 II 3x6= 17-0-0 24-5-0 17-0-0 7-5-0 rCL ffsets X,Y: 4:0-1-S,Ed e, 5:0-1-8,Ed e, 10:0-1-S,Ed e, 11:0-1-8,Ed e G(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP 40.0 PlatesIncrease 1.00 TC 0.84 Vert(LL) -0.3320-21 >618 480 MT20 197/144 10.0 Lumber Increase 1.00 BC 0.97 Vert(TL) -0.56 20 >361 240 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.08 16 n/a n/a 10.0 Code IBC2003/TPI2002 (Matrix) Weight:92 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 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib/size) 22=91210-5-8,13=219/Mechanical,16=1763/0-3-8 Max Upliftl3=-63(LC 2) Max Grav22=924(LC 7),13=356(LC 3),16=1763(LC 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 22-23=-108/0,1-23=-108/0,12-13=-162/0,1-2=-8/0,2-3=-3773/0,3-4=-3773/0,4-54063/0,5-6=-3090/0,6-7=-3090/0,7-8=3059/0,8-9=0/1882,9-10=0/1882,10-11=-567/567,11-12=0/0 BOT CHORD 21-22=0/2324,20-21=0/4063,19-20=0/4063,18-19=0/4063,17-18=0/1331,16-17=0/1331,15-16=-567/567,14-15=-567/567.13-14=-567/567 WEBS 9-16=-256/0,2-22=-2442/0,8-16=-3013/0,2-21=0/1530,8-18=0/1911,3-21=-308/0,17-18=-290/0,4-21=-630/204,5-18=-1234/0,4-20=-117/68,5-19=-26/159,11-13=-596/596,10-16=-1793/0, 10-15=0/196,11-14=-110/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 63 Ib Uplift at joint 13. 4)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and;referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16Id nails. Strongbacks 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 {Job Truss Truss Type iQty =P'Y ' ght Hill It 07110098 F01GR FLOOR �� Reference(optlonaq Universal Forest Products,Beichert n.MA.Ot607 z 3 7.030 s Jan 3 2008 MiTek Industries,Inc. Thu Feb 14 15:21:17 2008 Pale 1; ase n 3.4= 3x4- 3.4!! Wt W2 yam' �/ Y]] YaB 6, \ SPec'ial BPecat 13.311 ,5x311 3x8= 6 ^ � 3-8-0 3-8-0 Plate Offsets(X,Y): 1:E[ dge,0-1-8j[2:0-1.8 EdgeZJ3:0-1.8,Edga LOADING(psf) SPACING 2-0-0 Csi DEFL in (loc) I/deli Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TO 0.13 Vert(LL) -0.02 5-6 >999 480 MT20 1971144 TOOL 10.0 Lumber Increase 1.00 SO 0.98 Vert(TL) -0.03 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2003/7PI2002 (Matrix) Weight:17 Ib LUMBER — 4 BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib/size) 8=617/0-3-8,5=638/Mechanical FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-8=-6110,4-5---64/0,1-2=0/0,2-3=-62010,3-4=0/0 BOT CHORD 8-9=01620,7-9=0/620,6-7=0/620.6-10=0/620,5-10=0/620 WEBS 35=-725/0,2-8=-738/0,2-7=0/296,3-6=01264 NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI1TPI 1. 3)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. 4)Hanger(.)or other connection device(s)shall be provided sufficient to support concentrated load(S)422 Ib down at 0-10-8,and 422 lb down at 2-10-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back{B). LOAD CASE(S)Standard 1)Floor.Lumber Increasa=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=-20,1-4=-100 Concentrated Loads(lb) Vert:9=-422(B)10=-422(6) i _ Job Truss Truss Type Qty Ply Wright Hill II 07110088 TF02ru FLOOR I 10 1 Universal Forest Products,Belchertown,MA.01007 Job Reference o tional 7.030 s Jan 3 2008 MiTek Industries,Inc. Thu Feb 14 15:20:19 2008 Page 1 0-1-8 H'r 2-6-0 se,l�=1:5a_g 15.3 a 3x4 II x .5x3 1II 3x6= 1.5x3 II U4= 3,4= 15x3 II 5x12= 3x10 Mft20H FP- = 1.5x3 II = 3x4= 1.5x3 II 3x6 FP=3x6= 1 5x3- 2 3 4 5 6 7 6'. 5x12 3x4 9 10 11 12 13 14 15 16 17 I 31 VJ2 4 N2 7 2 32 29 26 27 26 25 23 2221 20 19 3.6= 3110- 1.5x3 II 3x10 MI120H FP= 5112- 5x16= 5.12= 1.5x3 11 1 5x3 11 3x10- 3xg= 1.5x3 II 3x10 M1120H FP= _ 17-0-0 34-0-0 17-0-0 17-0-0 Plate Offsets X,Y: 4:0-1-8,Ed e, 5:0-1-8,Ed e, 12:0-1-8,Ed e, 13:0-1-8,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.30 28-29 >678 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.93 Vart(TL) -0.47 19-20 >430 240 M1120H 148/108 BCLL 0.0 Rep Stress B Incr NO W0.68 Horz(TL) 0.08 18 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:136 to LUMBER BRACING TOP CHORD 4 X 2 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing, Except: WEBS 4 X 2 SPF Stud 6-0-0 oc bracing:24-25,23-24. REACTIONS (Ib/size) 30=776/0-5-8,24=2486/0-3-8,18=776/0-5-8 Max Grav30=852(LC 2),24=2486(LC 1),18=852(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 30-31=-109/0,1-31=-108/0,18-32=-109/0,17-32=-108/0,1-2=-8/0,2-3=-336410,34=-3364/0,4-5=-3383/0,5-6=-21201669,6-7=-2089/673,7-8=0/4261,8-9=0/4261,9-10=0/4261, 10-11=-2089/673,11-12=-2120/669.12-13=-3383/0,13-14=-3364/0,14-15=-3364/0,15-16=-3364/0.16-17=-8/0 BOT CHORD 29-30=0/2113,28-29=0/3383,27-28=0/3383,26-27=0/3383,25-26=0/3383,24-25=:1.1662/97,23-24=-1662/97,22-23=013383,21-22=0/3383,20-21=0/3383,19-20=0/3383,18-19=0/2113 WEBS 9-24=-289/0,2-30=-2219/0,7-24=-327710,2-29=0/1322,7-25=0/2339,3-29=-333/0,6-25=-269/8,4-29=-1021710,5-25=-1767/0,4-28=-189/0,5-27=0/233,16-18=-2219/0,10-24=-327710, 16-19=0/1322,10-23=0/2339,14-19=-333/0,11-23=-269/8,13-19=-102!710,12-23x-176710,12-21=0/233,13-20=-189/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-161d 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 I Job Truss Truss Type Qty Ply Wright Hill II 07110098 F02GR FLOOR 1 2 Job Reference o tional Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Thu Feb 14 15:20:19 2008 Page 1 0-4-8 1-3-0 0-9-12 s—•1:26.31 —12 MII16= 3.4— Jx4= 3x4= 3x4= 1.3x]II 3x4= Jz4= 3x6 FP- 3.6= .411 1 2 3 4 5 6 7 B 9 10 11 Spdal 21 20 19 16 22 17 163x4= 15 14 13 3x81.5x]II 3210 M1120H FP= 3x4= 3x6= 2 3x6= 9-4-� 16-8-4 0-4-8 16-3-12 rC e Offsets X,Y: 1:0-2-0,Ed e, 5:0-1-8,Edge],, 16:0-1-8,Ed e DING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP L 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.25 17-18 >780 480 MT20 197/144 L 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.40 17-18 >488 240 M1120H 148/108 L 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) -0.01 12 n/a n/a MII18 141/138 L 10.0 — _ _ Code IBC2003/TPI2002 (Matrix) Weight:126 Ib MBER BRACING TOP CHORD 4 X 2 SPF N0.2 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 WEBS 4 X 2 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' REACTIONS (Ib/size) 1=1324/04-0,12=1236/0-3-8 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 11-12=-45/0,1-2=-1797/0,2-3=-1793/0,3-0=-4644/0,4-5=-0746/0,5-0=-6951/0,6-7=-6951/0,7-8=-5349/0,8-9=-3199/0,9-10=-3199/0,10-11=0/0 BOT CHORD 20-21=0/0,19-20=0/3364,18-19=0/5915,18-22=0/6951,17-22=0/6951,16-17=0/6951,15-16=0/6224,14-15=0/6224,13-14=0/4470,12-13=0/1833 WEBS 10-12=-2173/0,1-20=0/2138,10-13=0/1668,3-20=-1917/0,B-13=-1551/0,3-19=0/1563,8-14=0/1073,4-19=-155110,7-14=-1068/0,4-18=0/1109,7-16=0/1168,5-18=-443/108,5-17=0/279, 6-16=-346/0 NOTES 1)Trusses to be fastened together to act as a single unit. All loads to be distributed equally over the 2 plies. 2)Unbalanced floor live loads have been considered for this design. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500ih. 7)CAUTION,Do not erect truss backwards. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load($)618 Ib down at 7-3-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-21=-20,1-11=-100 Concentrated Loads(lb) Vert:22=-618(B) i _ Job Truss Truss Type Qty �PIY �Wright07110098 Tru FLOOR 2 �(.p�io.al� Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Thu Feb 14 152020 2008 Pagel 0-4-8 2-6-0 p_6_0 Px12 MII10=3x4= 1.5x3 3x6= 1,513 11 3,4= 3x6 FP= 1.5x3 II 5.12= 3x4 II 3x6= 1.5x3 II 3.6= 3x4 II 1 25 2 3 4 5 B 7 6 9 10 11 12 13 14 W 12 W1 Wi 19 1 24 23 22 21 20 19 1] 16 15 5x16= 3x4=1.5x3 I I Sx12= 3x6 FP= 5z12= 1.5x3 II 3z4= y6= 0,418 16-6-0 16;7-8 25-6-8 0-4-8 16-1-8 0-1-8 8-11-0 Plate Offsets X,Y: 1:0-2-0,Edge], 6:0-1-8 Ed e, 11:0-1-8,Ed e, 16:0-1-B,Ed e, 22-0-1.8 Fdriall LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.99 Vert(LL) -0.2622-23 >766 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.88 Vert(TL) -0.5122-23 >387 240 M1118 141/138 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.01 15 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:101 Ib LUMBER BRACING TOP CHORD 4 X 2 SPF 2100F 1.8E 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 6-0-0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib/size) 1=850/0-3-8,15=289/Mechanical,18=1904/0-0-8 Max Uplift15=-52(LC 2) Max Grav1=858(LC 2),15=442(LC 3),18=1904(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 14-15=-96/0,1-25=-2328/0.2-25=-2325/0,2-3=-2324/0,3A=-2364/0.4-5=-3507/0,5-6=-3507/0,6-7=-2446/0,7-8=-2446/0,8-9=-2416/0,9-10=0/2388,10-11=0/2388,11-12=-702/1041, 12-13=-702/1041,13-14=0/0 BOT CHORD 23-24=0/0,22-23=0/3380,21-22=0/3507,20-21=0/3507,19-20=0/646,18-19=0/648,17-18=-1041/702,16-17=-10411702,15-16=-336/889 WEBS 10-18=-260/0,1-23=0/2421,9-18=-3062/0,3-23=-243/0,9-20=0/1925,4-23=-1069/0.8-20=-270/0,4-22=-260/472,6-20=-1224/0,5-22=-21156,6-21=-63/118,13-15=-937/354,11-18=-2205/0, 13-16=-844/0,11-17=0/198.12-16=0/235 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 52 Ib uplift at joint 15. 5)This truss is designed in accordance with the 2003 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500iin. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply Wright Hill II 07110098 F03A FLOOR 1 1 Universal Forest Products,Belchertown,MA.01007 Job Reference o tional 7.030 s Jan 3 2008 M'Tek Industries,Inc. Thu Feb 14 15:20:20 2008 Page 1 0-4-8 2-6-0 H" 1-2-8 , r-� scab=1:41 z nxtz wwm6= 3xd= 1,5x3 11 3.= 1.5x3 II 3,4= 3x8 FP= 1.5x3 11 5x12= 3.4 1 3x8= 1.5x3 II 3x6= 1 25 2 34 3x411 5 8 ] 8 9 10 11 12 /3 14 w 2 W1 W1 19 1 24 23 22 21 20 19 17 18 5"16- 3x4=1.5x3 II 5x12- 3x8 FP= 5x12= 1.5x3 3x0- 3x6 0r4i8 16-6-0 16;7-8 25-10-0 --I 0-4-8 16-1-8 0-'l'-8 9 2 8 rBCDL ffsets X,Y: 1:0-2-0,Ed e, 6:0-1-8,Edge], 11:0-1-8,Ed e, 16:0-1-8,Ed e,[22:0-1-8, ] NG(psf) SPACING 2-0-0 CSI DEFL in (loo) I/defl Ud PLATES GRIP TC 40,0 Plates Increase 1.00 TC 0.85 Vert(LL) -0.2522-23 >801 480 MT20 197/144 10.0 Lumber Increase 1.00 BC 0.89 Vert(TL) -0.49 22-23 >405 240 MII18 141/138 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.01 15 n/a n/a 10.0 Code IBC2003/TPI2002 (Matrix) Weight:1021b LUMBER BRACING TOP CHORD 4 X 2 SPF 2700E 2.2E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib/size) 1=86010-3-8,15=333/0-3-8,18=1885/0-3-8 Max Upliftl5=-24(LC 2) Max Gravl=866(LC 2),15=473(LC 3),18=1885(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 14-15=-94/0,1-25=-235810,2-25=-2356/0,2-3=-2354/0,3-4=-2395/0,4-5=-3603/0,5-6=-3603/0,6-7=-2589/0,7-8=-2589/0,8-9=-2559/0,9-10=0/2263,10-11=0/2263,11-12=-851/910, 12-13=-851/910,13-14=0/0 BOT CHORD 23-24=0/0,22-23=0/3441,21-22=0/3603,20-21=0/3503,19-20=0/812,18-19=0/812,17-18=-910/851,16-17=-910/851,15-16=-249/983 WEBS 10-18=-250/0,1-23=0/2452,9-18=-3033/0,3-23=-244/0,9-20=0/1912,4-23=-1099/0,8-20=-273/0,4-22=-237/504,6-20=-1191/0,5-22=-31/64,6-21=-63/96,13-15=-1036/262,11-18=-2230/0, 13-16=-760/0,11-17=0/177,12-16=0/236 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 24 Ib ruplift at joint 15. 4)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d 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 _ � Job -Truss � Truss TYPe ". Qty PIY Wright Hill 11 �0711009B F03GR FLOOR 1 ryry�� LLb Reference(optional) Universal-Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 Mi-Tek Industries,Inc. Thu Feb 14 15:20:212008 Page 1 d-T-$ g 2-6-0 1 3x4= 1 314 it 2 3 3x4= 4 3x4 if Tt ....... _. ..�. \. Special SPaial Spada! B 9 ] 10 B it 5 axe= 3xs= - 7-3.0 730 Plate Offsets X.Y: 1,Edge,0.1-8j (2.0-1.8 Edgej [3:0-1-8 Edgej LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.08 5-6 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.11 5-6 >766 240 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(TL) 0.01 5 n/a nta BCDL 10.0 Code IBC2003ITP12002 I (Matrix) Weight:55 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 10-0-0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib/size) 8=870/0-5-8,5=978/Mechanical FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-8=-12210,4-5=-130!0,1-2=010,2-3=-2057!0,3.4=010 BOT CHORD B-9=0/2057,7-9=0/2057,7-10=0/2057,6-10=0/2057,6-11=0/2057,5-11=0/2057 WEBS 3-5=-2163/0,2-8=-2163/0,2-7=01469,3-6=0/505 NOTES 1)Trusses to be fastened together to act as a single unit. All loads to be distributed equally over the 2 plies. 2)Unbalanced floor live loads have been considered for this design. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1611 nails. Strongbaoks to be attached to walls at their outer ends or restrained by other means. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s336 Ib down at 2-0-0,and 336 Ib down at 4-0-0,and 336 lb down at 6-0-0 on bottom chord. The design/seiection of such connection device(s)is the responstility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Floor.Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=-20,1-4=-100 Concentrated Loads(lb) Vert:9=-336(8)10=-336(B)11=-336(8) 1 _ Job J"0-4-- Truss Type Qty Ply Wright Hill II 07110098 FLOOR 10 1 Universal Forest Products,Belchertown,MA.01007 Job Reference o tional 7.030 s Jan 3 2008 MiTek Industries,Inc. Thu Feb 14 15:20:22 2008 Page 1 048 2-6-0 0-6 0 F 0 610 0-4-8 Pa12 MII18= 1 5x3 II 1.5x3 II T]x 12 M1118= 3x4= 1.5x3 it 3x6= 3xd= 3.8 FP= 1.8 II 5x12= 3x4 II 5x12= 1.5x3 II 3xd= 318 FP. Jab= 15x3 II _ 1 33 2 3 4 5 6 7 8 9 10 11 �12 �13 18 1] ted 3419w I3I 32 31 30 29 28 27 25 24 23 22 21 20 5x16= 3x4= 5.12= 3x8 FP= &16= 5x12= 3.4= 3110 MIQ2 FP= 5x16= 1.5x3 II 1.5x3 II 1014;8 16-4-8 16 -0 32-7-8 3 - -0 0-4-8 16-0-0 0-1-8 16-1-8 0-4-8 Plate Offsets X,Y: 17��540P�Iateslncrease Ed e, 13:0-1-8,Ed e, 230-1-817(1-1, 30:0-1-8,Ed LOADING(psf) 2-0-0 CSI DEFL in (loc) Wet L/d PLATES GRIP TCLL 40.0 1.00 TC 0.86 Vert(LL) -0.25 21-23 >779 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.47 21-23 >424 240 M1120H 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.02 1 n/a n/a MII18 141/138 BCDL 10.0 Code IBC2003/TP12002 _ - (Matrix) Weight:140 lb LUMBER BRACING TOP CHORD 4 X 2 SPF 2100E 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 4 X 2 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 4 X 2 SPF Stud 6-0-0 oc bracing:26-28,25-26. REACTIONS (Ib/size) 26=2442/04-0,1=751/0-3-8,19=751/0-3-8 Max Grav26=2442(LC 1),1=829(LC 2),19=829(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-33=-2234/0,2-33=-2231/0,2-3=-2230/0,34=-2271/0,4-5=-3228/0,5-6=-3228/0,6-7=-2058/642,7-8=-2058/642,8-9=-2028/647,9-10=0/4180,10-11=0/4180,11-12=-2028/647, 12-13=-2058/642,13-14=-3228/0,14-15=-3228/0,15-16=-3228/0,16-17=-2271/0,17-18=-2230/0,18-34=-2231/0,19-34=-2234/0 BOT CHORD 31-32=0/0,30-31=0/3196,29-30=0/3228,28-29=0/3228,27-28=-1620/95,26-27=-1620/95,25-26=-1620/95,24-25=0/3228,23-24=0/3228,22-23=0/3196,21-22=0/3196,20-21=0/0 WEBS 10-26=-290/0,1-31=0/2323,9-26=-3212/0,3-31=-248/0,9-28=0/2284,4-31=-973/60,8-28=-267/0,4-30=-605/127,6-28=-1611/0,5-30=0/129,6-29=-14/166,19-21=0/2323,11-26=-3212/0, 17-21=-248/0,11-25=0/2284,16-21=-973160,12-25=-267/0.16-23=-605/127,13-25r-1611/0,13-24=-14/166'14-23=0/129 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 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 0.5001n. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply Wright Hill II 07110098 F04GR 1 FLOOR Universal Forest Products,Belchertown,MA.01007 Job Reference(optional) 7.030 s Jan 3 2008 Mi I ek Industries,Inc. Thu Feb 14 15:20:23 2008 Pagel 0-1-8 H 2-6-0 H 1-1-12 0-1-8 se-12r.� 3x4 II 3,10- 13.311 3.4= 3.8 FP- 15.3 113xe= 1.5x3 I I L 1 2 3 4 s 3.4= 6 7 8 81.5x3- wt it 1 Ill Special 1s 14 13 12 11 3.6 4x10= 15x311 1.5x311 3x10= 3.8 FP= = 3x6= 17-1-12 Plate Offsets X,Y: 1:Ed e,0-1-8 4:0-1-8,Edge], 5:0-1-8,Ed e LOADING(pst) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates increase 1.00 TC 0.93 Vert(LL) -0.41 14-15 >496 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.97 Vert(TL) -0.64 14-15 >316 240 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.07 10 n/a n/a BCDL 10.0 Code IBC2003rrP12002 (Matrix) Weight:1271b 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 2100E 1.8E WEBS 4 X 2 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 16=1529/0-3-8,10=1450/0-5-8 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-16=-112/0,10-17=-104/0,9-17=-104/0,1-2=0/0,2-3=-7340/0,3-4=-7340/0,4-5=-8106/0,5-6=-6788/0,6-7=-6788/0,7-8=-6788/0,8-9=-7/0 BOT CHORD 15-16=0/4121,14-15=0/9106,13-14=0/9106,12-13=0/9106,11-12=0/3892,10-110/3892 WEBS 8-10=-4095/0,2-16=-4344/0,8-12=0/3060,2-15=0/3402,7-12=-210/53,3-15=-35ft,5-12=-2734/0,4-15=-2152/0,4-14=0/780,5-13=0/450 NOTES 1)Trusses to be fastened together to act as a single unit. All loads to be distributed equally over the 2 plies. 2)Unbalanced floor live loads have been considered for this design. 3)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)958 lb down at 7-10-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-16=-20,1-9=-100 Concentrated Loads(lb) Vert:14=-958(F) Job I Truss Truss Type Qty Ply Wright Hill II I 0711009B F05 FLOOR 1 1 Universal Forest Products,Belchertown,MA.01007 Job Reference o tional 7.030 s Jan 3 2008 MiTek Industries,Inc. Thu Feb 14 15:20:23 2008 Page 1 0-4-8 I 2-6-0 0-7-8 � �-- 1-8-8 I Scale y1:13.3, &6= 3x4- 3x4- 86= 1 2 3 12.311 4 3x4- 5 13x311 6 7 1 d w yy \ S —gam __ 3x6= 15x3 I I yg_ 12 11 10 9 6 0f 8-1-0 8-5-8 0-4-8 7-8-8 0-4-8 Plate Offsets X,Y: 4:0-1-8,Ed e, 7:0-2-15,Ed a 11:0-1-8,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) 0.08 12 >999 480 MT20 197/144 TC DL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.37 12 >252 240 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) -0.01 7 n/a n/a BC DL 10.0 Code IBC2003fTP12002 (Matrix) Weight:33 Ib LUMBER BRACING TOP CHORD 4 X 2 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 4 X 2 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib/size) 1=462/0-3-8,7=462/0-3-8 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1009/0,2-3=-1004/0,3-4=-1004/0,4-5=-1019/0,5-6=-1019/0,6-7=-1023/0 BOT CHORD 11-12=0/0,10-11=0/1004,9-10=0/1004,8-9=0/0 WEBS 7-9=0/1069,1-11=011054,6-9=-233/1,3-11=-148/0,4-9=-172/159,4-10=-177/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500In. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply Wright Hill II 07110098 FO6 FLOOR 12 1 Universal Forest Products,Belchertown,MA.01007 Job Reference o tional 7.030 s Jan 3 2008 MiTek Industries,Inc. Thu Feb 14 15:20:24 2008 Page 1 0-4-8 2-6-0 1-8-8 srle 1:24. T7z12 MII18= 3,4= 15.3 II 3.4= L5x3 II 3x6= 1.5x3 II 3.4= TIz12 M1116= 1 i6 I 3 1 9 6 7 8 17 9 L v w7 ws 1 15 14 13 1R 3,4- 11 10 5x16= 1.5x3 II 5x16= 0-4-8 14-8-8 0-4-8 Plate Offsets X,Y:11:0-2-O,Ed e, 4:0-1-8,Ed e, 12:0-1-8,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.83 Vert(LL) -0.37 11-12 >496 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vart(TL) -0.72 11-12 >259 240 M1118 141/138 BCLL 0.0 Rep Stress Incr NO WB 0.65 Hor7.(TL) -0.06 9 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:631b LUMBER BRACING TOP CHORD 4 X 2 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 4 X 2 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib/size) 9=920/0-3-8,1=920/0-3-8 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-16=-2510/0,2-16=-2507/0,2-3=-2506/0,3-4=-2540/0,4-5=3966/0,5-6=-3966/0„6-7=-2552/0,7-8=-2514/0,8-17=-2516/0,9-17=-2518/0 BOT CHORD 14-15=0/0,13-14=0/3966,12-13=0/3966,11-12=0/3761,10-11=0/0 WEBS 9-11=0/2619,1-14=0/2610,7-11=-225/0,3-14=-265/58,6-11=-1270/0,4-14=-158710,6-12=-111/625,4-13=-15/161,5-12=-107/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500Nn. LOAD CASE(S)Standard �U.J�ntversal �ueichaaown, ss Truss Type Qty Ply Wright Hill II -� 01 FLOOR 1 1 Forest Produ , MA.01007 _ Job Reference(optional) 7.030 s Jan 3 2008 MiTek Industries,Inc. Thu Feb 14 15:20:24 2008 Page 1 0-1-8 0-1h,-8 soae=1:36x1 3x8 FP= 314 II 2 3 d 5 8 7 8 9 10 11 12 13 ld 15 16 17 18 19 2021 s 0 s 1 S 2 s 3 S 4 S 5 s 6 S ] 3x4= 3.8 FP= 3x6= 24-4-8 24-4-8 FC7E PACING 1-4-0 CSI DEFL in (loc) Weft L/d PLATES GRIP lates Increase 1.00 TC 0.06 Vert(LL) n/a - n/a 999 MT20 197/144mber Increase 1.00 BC 0.02 Vert(TL) n/a - n/a 999ep SVess Incr NO WB 0.02 Horz(TL) 0.00 22 n/a n/aode IBC2003/TPI2002 (Matrix) Weight:74 lb BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 4 X 2 SPF Stud OTHERS 4 X 2 SPF Stud REACTIONS (Ib/size) 41=44/24-4-8,22=63/24-4-8,40=100/24-4-8,39=108/24-4-8,38=106/24-4.8,37=107/24-4-8,36=107/24-4-8,35=107/24-4-8,34=107/24-4-8,32=107/24-4-8,31=107/24-4-8, 30=107/24-4-8,29=107/24-4-8,28=107/244-8,27=107124-4-8,26=106/244-8.25=108/244-8,24=103/244-8,23=118/244-8 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 41-42=-36/0,1-42=-35/0,21-22=015,1-2=-12/0.2-3=-12/0,34=-12/0,4-5=-12/0,56=-12/0,6-7=-12/0,7-8=-12/0,8-9=-12/0,9-10=-12/0,10-11=-12/0,11-12=-12/0,12-13=-12/0,13-14=-12/0, 14-15=-1210,15-16=-12/0.16-17=-12/0,17-18=-12/0,18-19=-12/0,19-20=-12/0,20-21=-1/0 BOT CHORD 40-41=0/12,39-40=0/12,38-39=0/12,37-38=0/12,36-37=0/12,35-36=0/12,34-3510/12,33-34=0/12,32-33=0/12,31-32=0/12,30-31=0/12,29-30=0/12,28-29=0/12,27-28=0/12,26-27=0/12, 25-26=0/12,24-25=0/12,23-24=0/12,22-23=0/12 WEBS 2-40=-85/0,3-39=-90/0,4-38=-89/0,5-37=-89/0,6-36=-89/0,7-35=-89/0,8-34=-8910,9-32=-89/0,10-31=-89/0,11-30=-89/0,13-29=-89/0,14-28=-89/0,15-27=-89/0,16-26=-89/0,17-25=-89/0, 18-24=-87/0,19-23=-96/0,20-22=-62/0 NOTES 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 14-0 oc. 5)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S)Standard . I Job Truss Truss Type Qty Ply Wright Hill II 07110098 GE02 GABLE 1 1 JobReference o tiona Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTekl Industries,Inc. Thu Feb 14 15:20:25 2008 Page 1 0�48 0-H8 scale=tu.a 1 1 314 it ]1.513 II 3 1.5x3 11 4 1.5.3 11 5 1.5.3 II 6 1.5x3 11 7 1.5.3 II 83x4 II 1.5.3= Wt T1 17 80 T. T T T yy! 1 I 3.4= 15x3 II 1.5.3 I I 1.5.3 II 1.5.3 II 1.5.3 11 1s.3 II 3x4= 1-4-0 2-8-0 4-0-0 5-4-0 6-8-0 8-0-0 8-11-8 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-11-8 Plate Offsets X,Y: 1:Ed e,0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WS 0.04 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code IBC20031TP12002 (Matrix) Weight:29 lb LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SPF Stud OTHERS 4 X 2 SPF Stud REACTIONS (Ib/size) 16=64/8-11-8,9=37/8-11-8,15=161/8-11-8,14=160/8-11-8,13=160/8-11-8,12=158/8-11-8,11=166/8-11-8,10=132/8-11-8 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-16=-54/0,9-17=-29/0,8-17=-29/0,1-2=-9/0,2-3=-9/0,3A=-9/0,4-5=-9/0,5-6=-910,6-7=-9/0,7-8=-9/0 BOT CHORD 15-16=0/9,14-15=0/9,13-14=0/9,12-13=0/9,11-12=0/9,10-11=0/9,9-10=0/9 WEBS 2-15=-134/0,3-14=-133/0,4-13=-134/0,5-12=-132/0,6-11=-138/0,7-10=-112/0 NOTES 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 14-0 oc. 4)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1, 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S)Standard Job Truss Truss Type - City Ply Wright Hill II 0711009B GE03 FLOOR 1 1 j Job Reference o tional Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Thu Feb 14 15:20:25 2008 Page 1 0-1-8 0-1h,-8 Scale•1.54. 3.8 FP= 3x8 FP= I 1 2 3 4 5 8 7 8 9 10 tt 12 13 14 15 16 1 16 19 20 21 22 23 24 25 26 27 28 29 1 4 S 5 6 8 9 s 0 S 1 S S 3 S 4 6 5 8 6 6 7 6 a S 9 6 5 1 6 2 S S 0 6 5 3x4= 3.8 FP= 3.8 FP= 3.4= 34-0-0 34-0-0 LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) I/def] L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 30 n/a n/a BCDL 10.0 Code IBC2003ITP12002 (Matrix) Weight:102 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 cc bracing. WEBS 4 X 2 SPF Stud OTHERS 4 X 2 SPF Stud REACTIONS (Ib/size) 58=37/34-0-0,30=10134-0-0,57=109/34-0-0,56=106/34-0-0,55=107/34-0+0,54=107/34-0-0,53=107/34-0-0,52=107/34-0-0,51=107/34-0-0,49=107/34-0-0,48=107134-0-0, 47=107/34-0-0,46=107/34-0-0,45=107/34-0-0,44=107/34-0-0,43=107/35-0-0,42=107/34-0-0,41=107/34-M.39=107/34-0-0,38=107134-0-0,37=107/34-0-0,36=107/34-0-0, 35=107/34-0-0,34=107/34-0-0,33=106/34-0-0,32=111/34-0-0,31=79/34-0-0 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 58-59=-32/0,1-59=-32/0,30-60=-5/0,29-60=-5/0,1-2=-4/0,2.3=-0/0,3-4=4/0,4-5P-4/0,5-6=-4/0,6-7=4/0,7-8=-4/0,8-9=4/0,9-10=-4/0,10-11=-4/0,11-12=-4/0,12-13=-4/0,13-14=-4/0, 14-15=-410,15-16=4/0,16-17=-4/0,17-18=-410,18-19=-410,19-20=-4/0,20-21=410,21-22=4/0,22-23=-4/0,23-24=4/0,24-25=-4/0,25-26=-4/0,26-27=-4/0,27-28=-4/0,28-29=4/0 BOT CHORD 57-58=0/4,56-57=0/4,55-56=0/4,54-55=0/4,53-54=0/4,52-53=014,51-52=0/4,50-51=014,49-50=0/4,48-49=014,4748=0/4,46-47=0/4,45-46=0/4,4445=0/4,43-44=0/4,4243=0/4, 41-42=0/4,4041=0/4,3940=0/4,38-39=0/4,37-38=0/4,36-37=0/4,35-36=0/4,34-35=0/4,33-34=0/4,32-33=0/4,31-32=0/4,30-31=0/4 WEBS 2-57=-89/0,3-56=-89/0,4-55=-89/0,5-54=-89/0,6-53=-89/0,7-52=-89/0,8-51=-8910,949=-8910,1048=-89/0,1147=-89/0,1346=-89/0,14-45=-8910,15-44=-89/0,16-43=-89/0,17-42=-89/0, 18-41=-89/0,19-39=-89/0,20-38=-89/0,21-37=-89/0,23-36=-89/0,24-35=-89/0,2$-34=-89/0,26-33=-88/0,27-32=-92/0,28-31=-69/0 NOTES 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 14-0 cc. 5)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S)Standard I I 38-0-a 1 I R I R 6FS ti ti 2 S S S 2 S � h o o � 03 JO az Ja __ .. ..__.. i(4 � ml I ! 02 Jo 0 0 0 0 o RAN Qf 05 JO 8�0-a FT 13-0-0 ,8-0.0 3-0.0_ 34-0-0 7-0-0 Craftsman Main Roof & 01 Porth [Job 07102528 JACK 14 jJ05 1 Job Reference(optional) Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTak Industries,Inc. Fri Feb 15 09:40:34 2008 Page 1 -1-8-0 3-10-15 1-8-0 3-10-15 4 wFf2 TI 3.4 3-10-15 3-10-15 FL�OADING(pso TCLL G(psf) SPACING 2-0-0 CS] DEFIL in (too) Ildefl Ud PLATES GRIP TCLL 38.5 Plates Increase 115 TC 0.40 Vert(LL) -0.01 2-4 >999 360 MT20 197/144 (Ground Snow=55.0) Lumber Increase 1,15 BC 0.16 Vert(TL) .0.03 2-4 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0-00 Horz(TL) .0.00 3 n/a rVa SCILL 0.0 Code IBC2003/TP]2002 (Matrix) Weight:16 lb -BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 6 SPF No.2 TOP CHORD Sheathed or 3.10-15 oc purlins, SOT CHORD 2 X 4 SPF N0.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb1size) 3=1 32/Mechanical,2=44810-3-8,4=37/Mechanical Max Horz2=95(LC 8) Max Uplift3=-48(LC 12).2=-127(LC 8) Max Grav3=185(LC 2),2=612(LC 2),4=74(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/101,2-3=-134157 SOT CHORD 2-4=0/0 NOTES 1)Wind:ASCE 7-02;100moh;h=24ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C-,enclosed;MWFRS(low-rise)and C-C Exlenor(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL ASCE 7-02;Pg--55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct--1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 48 lb uplift at joint 3 and 127 lb uplift at joint 2, 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and.referenced standard ANSI/TPI 1. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply Wright Hill illy 07102528 J06 JACK 4 ' f �� 1Job Reference(optional Universal Forest Products,Belchertown,MA.01007 -------------- -1-8-0 6-0-0 7.030 s Jan 3 2008 MiTek industries,Inc. Fri Feb 15 09:40:35 2008 Page 1 �-.. .. � �... 1-8-0 6-0-0 5<aln=t:t5a �x8 3fi= / 3 /I wi 61 6 �. t / / 9 6-0-0 6-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.40 Vert(LL) 0.02 2-4 >999 360 MT20 197/144 (Ground Snow=55.0) Lumber Increase 1.15 BC 0.19 Vert(TL) -0.04 2-4 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 6 nta n/a BCLL 0.0 BCDL_ 10.0 Code IBC2003/TPI2002 (Matrix) Weight:26 Ib LUMBER BRACING TOP CHORD 2 X 6 SPF N0.2 TOP CHORD Sheathed or M-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 2=552/0-3-8,6=266/0-1-8 Max Horz2=121(LC 8) Max Uplift2=-130(LC 8),6=-41(LC 8) Max Grav2=748(LC 2),6=352(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/101,2-3=-346/0,4-5=0/109,3-5=-183/182 BOT CHORD 24=-68/178 WEBS 3-6=-143/0,5-6=-35/96 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=S.Opsf,BCDL=S.Opsf,Category 11;Exp C;enclosed;MWFRS(low-rise)and C-C Extanor(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for M WFRS for reactions specified. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design, 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads. 6)Bearing atjoint(s)6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate atjoint(s)6. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 130 lb uplift at joint 2 and 41 Ib uplift at joint 6. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI(TPI 1. LOAD CASE(S)Standard Job Truss Truss Typety Ply Wright Hili II 07102528 T01 (COMMON I4 1 ILII Job Reference o tional Universal Forest Products,Belcherlown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:40:35 2008 Page 1 6-1-12 14-0-0 21-10-4 28-0-0 29-4-0 1-4-0 6-1-12 7-10-4 7-10-4 6-1-12 1-4-0 spm::vd-�1I 5.10 II 6 fi.mflz �/ rz///J/ T3� /if \ 24" /' � � Rxd 1i 3 9 \ 10 11 1.41 4x4 G 0.x4 J 4x4 14 13 12 6.8 II 3x4= 3x6'= 3x4= 8x8 II �- 9-4-0 18-8-0 _�... _ 2$-0-0 9-4-0 9-4-0 9-4-0 Plate Offsets X,Yj2:0-- t Edj [100-5-14 Edgej__ LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TOLL 38.5 Plates Increase 1.15 TO 0.68 Vert(LL) -0.12 12-14 >999 360 MT20 1971144 (Ground Snow=55.0) Lumber Increase 1.15 BC 0.86 Vert(TL) -0.35 12-14 >965 240 TCDL 10.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.10 10 n/a n/a BCLL 0.0 Code IBC2003ITP12002 (Matrix) Weight:137 Ib _j BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 6 SPF No.2 TOP CHORD Sheathed or 4-1-9 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 7-7-5 ac bracing. WEBS 2 X 4 SPF No.2 SLIDER Left 2 X 6 SPF No.2 3-5-6,Right 2 X 6 SPF No.2 3-5-6 REACTIONS (Ib/size) 2=1767/0-5-8,10=176710.5-8 Max Horz2=107(LC 7) Max Upiift2=-220(1_C 8).10=-220(LC 9) Max Grav2=1957(LC 2),10=1957(LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/12,2-3=-2772/827,3-4=-24951842,4-5=-2243/759,5-6=-2097!788,6-7=-20971788,7-8=-22431759,8-9=-2495/842,9-10=2770/827,10-11=0/12 BOT CHORD 2-14=-595/2262,13-14=-295/1576,12-13=-295/1676,10-12=-595/2262 WEBS 4-14=-7401316,6-14=-1601847,6-12=-1601847,8-12=740/316 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)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 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or-2,00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 220 Ib uplift at joint 2 and 220 Ib uplift at joint 10. 7)This truss is designed in accordance with the 2003 International Building Cade section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard Jab Truss Truss Type - Qty PITy�]WW-rig-h-tHill It 07102526 HOi HIP 2 b Rtio eference o nal Universal Forest Products,Belchertown,MA.01007 i 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:40:26 2008 Page 1 20-0-0 28-0-0 29-4-0 1-4-0 8-0-0 6-0-0 6-0-0 8-0.0 1-4-0 somd=i:dfi.� 5.8 11 5x6 3.4= 4 IS<.i T�Z 6 4x4 4x4 4x4 dxd Bxe tl 12 11 10 8x8 Ji 3.4= 3001641120H= 30= 28-0-0 9-4-0 9-4-0 9-4-0 Pieta Offsets XX [2:0-5-14 Edj (8:0-5-14,Edgej _ LOADING(psi) SPACING 2-0-0 CSI DEFL in (toe) Well L/d ^PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.95 Vert(LL) -0.19 10-12 >999 360 MT20 197/144 (Ground Snow--55.0) Lumberincrease 1.15 BC 1.00 Vert(TL) -0.4210-12 >807 240 M1120H 1481108 TCDL 10.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.13 8 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight:125 Ib BCDL __'_ 10-0- --. - - LUMBER BRACING TOP CHORD 2 X 6 SPF No.2"Except' TOP CHORD Sheathed or 3-3A4 oc pudins,except T2 2 X 4 SPF No.2 2-0-0 oc purlins(2-8-15 max.):4-6. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 7-7-0 oc bracing. WEBS 2 X 4 SPF No.2 SLIDER Left 2 X 6 SPF No.2 4-6-11,Right 2 X 6 SPF No.2 4-6-11 REACTIONS (Ib/size) 2=1767/0-5-8,8=1767/0-5-8 Max Horz2=-64(LC 6) Max Uplift2=-181(LC 8),8=-181(LC 9) Max Grav2=2229(LC 2),8=2229(LC 3) FORCES (lb)-Maximum CompresslonlMaximum Tension TOP CHORD 1-2=0/12,2-3=-3150(709,3-4=-2850/732,4-5=-2699/744,5-6=-2699/744,6-7=-285p/732,7-8=-3149/709,8-9=0/12 BOT CHORD 2-12=-472/2552,11-12=-60012995,10-11=-600/2995,8-10=472/2552 WEBS 4-12=-281790,5-12=-831/168.5-10=-831/168,6-10=-281790 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=5.Opsf;BCDL=5.Opsf,Category It;Exp C;enclosed;MWFRS(low-rise)and C-C Extehor(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)All plates are MT20 plates unless otherwise indicated. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 181 Ib uplift at joint 2 and 181 Ito uplift at joint 8. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)Design assumes 4x2(Slat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-1Od nails. LOAD CASE(S)Standard I) Job TrussTruss Type Qty T iy ..�(I Wright�' Hill It T 47142526 NO1GR HIP 2iJob Reference(optional) Universal)Forest Products,Beichertown,MA.41007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:40:29 2008 Page 1 1 4 0} 6-0-0 14-0-0 22-0-0 28-0-0 29-4-0 i 1-4-0 6-0-0 8-0-0 8-0-0 6-0-0 1-4-0 I Scala v 1:48 6x12= p� 6x4= 6.12= / 6 f 3� \\ �• -- �� nn _ nn nn nn �V ._i f� /xfi:- 4x6 4.61 4.61 7x16= 13 14 12 is 11 16 it 16 10 19 26 7x16-, T JA28 LUS24 60= 5x12 MI118H= LUS24 LUS24 LUS24 8.8= LU624 THJA26 LUS24 LUS24 9-4-0 18-8-0 ( _ 28-0-0 I 9-4-0 T 9-4-0 9-4-0 Plate Offsets X,Y}:(2:0-0-1,0-3-21f :0-6-0,0-3-21,f6:0-6-0,0-3-21,18:0-0-1,0-3-21 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.83 Vert(LL) -0.31 10-12 >999 360 MT20 197/144 (Ground Snow=55.0) Lumber increase 1.15 BC 0.81 Vert(TL) -0.47 10-12 >713 240 MII18H 141/138 TCDL 10.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.10 8 n/a Q. BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight:279 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 6 SPF No.2 TOP CHORD Sheathed or 3-114 co pudins,except BOT CHORD 2 X 6 SPF 210OF 1.8E 2-0-0 or purlins(4-0-1 max.):4-6. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2 X 4 SPF No.2 34-6,Right 2 X 4 SPF No.2 3-4-6 REACTIONS(lb/size) 2=433110-5-8,8=4324/0-5-8 Max Horz2=-51(LC 8) Max Uplift2=-714(LC 7),8=-713(LC 8) Max Grav2=4851(LC 2),8=4844(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0126,2-3=-8029/1261,3-4=-7833/1276,4-5=-9751/1618,5-6=-975111619,6-7=-7832/1276,7-8=-8028/1261,8-9=0/26 BOT CHORD 2-13=-1106/6878,13-14=»1106/6878,12-14=-1106/6878,12-15=-1736/10618,11-1¢=-1736/10618,11-16=-1736/10618,16-17=•1736/10618,17-18=-1736/10618,10-18=-1736/10618, 10-19=-105916876,19-20=-1059/6876,8-20=-1059/6876 WEBS 4-12=-70814327,5-12=-13571251,5-10=-1357/251,6-10=-709/4330 NOTES 1)2-ply truss to be connected together with 10d(0.148"x3")nails as follows: Top chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-7-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(8)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-02;100mph;h=24ft;TCDL=5.OpsF BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS(low-rise); Lumber DOL=1.60 plate grip DOL=1.33. 4)TCLL ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category 11;Exp G;Partially Exp.;Ct=1 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 7)Provide adequate drainage to prevent water ponding. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)All plates are MT20 plates unless otherwise indicated. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 714 Ito uplift at joint 2 and 713 Ib uplift at joint 8. 1 i)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-1 Od nails. 13)Use Simpson Strong-Tie THJA26(THJA26 on 2 ply,Left Hand Hip)or equivalent at 6-0.6 from the left end to connect truss(es)JO1(1 ply 2 X 4 SPF),J01GR(1 ply 2 X 6 SPF) to front face of bottom chord. 14)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 8-0-12 from the left end to 19-11.4 to connect truss(es)J01(1 ply 2 X 4 SPF) to front face of bottom chord. 15)Use Simpson Strong-Tie THJA26(THJA26 on 2 ply,Right Hand Hip)or equivalent at 21-11-10 from the left end to connect truss(es)JOt(1 ply 2 X 4 SPF), J01GR(1 ply 2 X 6 SPF)to front face of bottom chord. 16)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate lncrease=1.15 Uniform Loads(pif) Vert:1-4=-97,4-6=-97,6-9=-97,2-8=-20 Concentrated Loads(lb) Vert 11=-415(F)13=-1109(F)14=-415(F)15=-415(F)16=-415(F)17=415(F)18=415(F)19=-415(F)20=-1109(F) Job Truss Truss Typa Qty PtY Wright Hill II - 07102526 H02 HIP 2 1 !Job Reference(optional) universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:40:30 2008 Page 1 --1-40, 6-1-12 10-0-0 18-0-0 21-10-4 28-0-0 29-4-0 1-4-0 6-1-12 3-10-4 8-0-0 3-10-4 6-1-12 1-4-0 saga=1:a6� 5x70 II Ex8- 5 6 2x4 J -\2xa GZ 6.00 12 ak4 azo c 4xa% axa a 4.4 o Bxe II 13 12 11 Eke tl 8x6= 3x6= 3.4= `. 9-4-0 —f — 18-8-0 T —�_. 28-0-0 9-4-0 9-4-0 9-4-0 Plate Offsets(X Y):[2:0-5-14 Edge],190-5-14 Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (foc) I/deft Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.78 Vert(LL) -0.12 11-13 >999 360 MT20 1971144 (Ground Snow=55.0) Lumber Increase 1.15 BC 0.86 Vert(TL) -0.34 11-13 >985 240 TCDL 10.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.11 9 n/a n/a BCLL 0.0 Code IBC2003rrPI2002 (Matrix) Weight:138 ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 6 SPF No.2 TOP CHORD Sheathed or 3-8-6 oc purlins,except BOT CHORD 2 X 4 SPF Nat 2-0-0 oc purlins(4-1-5 max.):5-6. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-0-15 oc bracing. SLIDER Left 2 X 6 SPF No.2 3-5-6,Right 2 X 6 SPF No.2 3-5-6 WEBS 1 Row at midpt 6-13 REACTIONS(lb/size) 2=1767/0-5-8,9=176710-5-8 Max Horz2=79(LC 7) Max Uplift2=-197(LC 8),9=-196(LC 9) Max Grav2=2155(LC 2),9=2155(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0112,2-3=-3041!751,3-4=-2738(776,45=-25851746,5-6=-22941731,6-7=-25761744,7-8=-2737!776,8-9=-30391751,9-10=0112 BOT CHORD 2-13=-529/2449,12-13=-404/2237,11-12=-404/2237,9-11=-529/2448 WEBS 4-13=-213/311,5-13=-25/353,6-13=-357/418,6-11=-371373,7-11=-245/281 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=5,Opsf;BCDL=5Apsf;Category 11;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 197 Ito uplift at joint 2 and 1196 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. 9)Design assumes 42(flat orientation)purlins at oc spacing indicated,fastened to truss TC wl2-10d nails. LOAD CASE(S)Standard 1 Job Truss Truss Type Qty Ply Wright Hill 11 0710252B H03 HIP 2 Job Reference otlonal_ Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:40;31 2008 Page 1 16-0-0 21-10-4 28-0-0 29-4-0 1-4-0 6-1-12 5-10-4 4-0-0 5-10-4 6-1-12 1-4-0 4x8 i N4 4 7 3 5-f s.., 5x6 5x8 6.1211 13 12 11 6.12 II 30= 3x6�- 3,4 -8-0 28-0-0 9-4-0 9-4-0 9-4-0 Plate Offsets XY: 2:0-8-1 Edge] 5:0-4-0.0-1-15,F6.0.4-0 0.1-151, Ed a LOADING(psf) SPACING 2-0-0 CSI DEFIL in (loc) I/defl Ud PLATES GRIP TCLL 38.5 Plates Increase 1'15 TC 0.83 Vert(LL) -0.16 11-13 >999 360 MT20 197/144 (Ground Snow=55.0) Lumber Increase 115 BC 0.90 Vert(TL) -0.43 11-13 >777 240 TCDL 10.0 Rep Stress[nor NO WB 0,21 Horz(TL) 0.10 9 n1a n/a BCLL 0.0 Code iBC2003frPI2002 (Matrix) Weight:129 lb _BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-2-6 oc purlins,except BOT CHORD 2 X 4 SPF No.2 2-0-0 Do purlins(4-2-11 max.):5-6. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 7-10-9 oc bracing. SLIDER Left 2 X 8 SYP DSS 3-6-6,Right 2 X 8 SYP DSS 3-6-6 WEBS I Row at midpt 6-13 REACTIONS (lb/size) 2=1767/0-5-8,9=1767/0-5-8 Max Horz2=-94(LC 6) Max UpIift2=-209(LC 8),9=-209(LC 9) Max Grav2=2064(LC 2),9=2064(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-410,2-3=-28741771,3-4=-2687/BW,4-5=-23727758,5-6=-19OOf708,6-7=-2371[758,7-8=-2687/800,8-9=-2872/771,9-10=-4/0 BOT CHORD 2-13=-555/2311,12-13=-337/1751,11-12=-337/1751,9-11=-555i2311 WEBS 4-13=-502/266,5-13=-1141512,6-13=-5101514,6-11=-1141605,7-11=-5021266 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=5,Opsf-,BCDL=5.Opsf;Category 11;Exp C;enclosed,MWFRS(low-rise)and C-C Exterior(2)zone; Lumber DOL=1.60 plate grip DOL=1,33-This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf--38.5 psf(flat roof snow);Category 11;Exp C,Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38,5 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 209 to uplift at joint 2 and 209 lb uplift at joint 9. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)Design assumes 4x2(flat orientation)purlins at oc,spacing indicated,fastened to truss TC w/2-1 Of nails. LOAD CASE(S)Standard -A. Job Truss Truss Type Qty Ply Wright Hill II 07102528 J01 MONO TRUSS - l I 18 1 Job Reference(opt o tion.. Universal Forest Products,Belchertown,MA.01007 _ 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:40:31 2008 Page 1 -1-4-0 6-0-0 1-4-0 6-0-0 scale- 3x4 a 1ns.11 a 6.110 FF2 3 W1 T1 1 1 61 3x4 .41 5 3.10 II 2x4 II 6-0-0 6-0-0 Plate Offsets(X,Y): 2:0-2-12,0-1-12 ADING(psf) TCL385 SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP Plates Increase 1.15 TC 0.85 Vert LL -0.07 2-5 >997 360 (Ground Snow=55.0) ( ) MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.41 Vert(TL) -0.18 2-5 >399 240 BCLL 0,0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IBC2003frP12002 (Matrix) Weight:31 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 210OF 1.8E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 SLIDER Left 2 X 8 SYP DSS 3-4-6 REACTIONS (Ib/size) 2=487/0-3-8,5=328/Mechanical Max Horz2=127(LC 8) Max Uplift2=-74(LC 8),5=-78(LC 8) Max Grav2=656(LC 2),5=435(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-410,2-3=-250/0,3-4=-131/129,4-5=-376/262 BOT CHORD 2-5=0/0 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=5.Opsf;BCDL=5.Opsf,Category II;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for M WFRS for heactions specified. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow),Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 74 Ib uplift at joint 2 and 78 Ib uplift at joint 5. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI7TPI 1. LOAD CASE(S)Standard (Job Truss Truss Type Qty Ply �Job Hill II 07102528 J01GR MONO TRUSS � 4 ference o tional Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MITek Industries,Inc. Fri Feb 15 09:40:32 2008 Page 1 I -1-10-10 4-4-12 8-4-5 1-10-10 4-4-12 3-11-9 21411 scale-1:1891 s I 9 -4 s 4.2d 12 4 w! s T1 3 w1 we 2 e1 dxd� U24XSIQ 10 2 2x4 II 11 6 U24X SKR 3.8 II 4x4 0 4-4-12 8-4-5 4-4-12 3-11-9 Plate Offsets(X,Y): 2:0-5-5,0-2-13 TCADING(pso 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.95 Vert(LL) -0.02 7 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.24 Vert(TL) -0.03 7 >999 240 8CLL 0.0 Rep Stress Incr NO WB 0.25 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:42 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-10-8 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 SLIDER Left 2 X 6 SPF No.2 2-6-0 REACTIONS (Ib/size) 6=644/Mechanical,2=736/0-7-12 Max Horz2=128(LC 5) Max Uplift6=-144(LC 5),2=-166(LC 5) Max Grav6=715(LC 2),2=900(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/9,2-3=-878/95,3-8=-722/102,4-8=-744/98,4-9=-142/14,5-9=-30/76,5-6=-x80/67 BOT CHORD 2-10=-153/663,7-10=-1531663.7-11=-153/663,6-11=-153/663 WEBS 4-7=0/247,4-6=-762/175 NOTES 1)Wind:ASCE 7-02,100mph;h=24ft;TCDL=5.Opsf,BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS(low-rise); Lumber DOL=1.60 plate grip DOL=1.33. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow),Category 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 19.8 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 144 Ib uplift at joint 6 and 166 Ib uplift at joint 2. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)Use Simpson Strong-Tie U24X SKL(4-10d Girder,2-10dx1 1/2 Truss,Skew Left,Single Ply Girder)or equivalent at 2-9-8 from the left end to connect truss(es) J03(1 ply 2 X 4 SPF) to front face of bottom chord,skewed 45.0 deg.to the left,sloping 0.0 deg.down. 10)Use Simpson Strong-Tie U24X SKR(4-1 Od Girder,2-10dx1 1/2 Truss,Skew Right,Single Ply Girder)or equivalent at 2-9-8 from the left end to connect truss(es)J03(1 ply 2 X 4 SPF) to back face of bottom chord,skewed 45.0 deg.to the right,sloping 0.0 deg.down. 11)Fill all nail holes where hanger is in contact with lumber. 12)Hangers)or other connection device(s)shall be provided sufficient to support concentrated load(s)45 Ib down and 70 Ib up at 2-9-8,45 Ib down and 70 Ib up at 2-9-8,and 209 Ib down and 58 Ib up at 5-7-7,and 209 Ib down and 58 Ib up at 5-7-7 on top chord,and 37 Ib down at 5-7-7,and 37 Ib down at 5-7-7 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or balk(B). LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-97,2-6=-20 Concentrated Loads(lb) Vert:8=64(F=32,B=32)9=-265(F=-132,B=-132)10=2(F=1,B=1)11=-37(F=-18,B=-18) Job Truss Truss Type Qty Ply Wright Hill II 07102528 J02 JACK 8 1 Job Reference o tional Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:40:32 2008 Page 1 -1-4-0 3-10-15 j 1-4-0 3-10-15 ° style•1:13.e BW 12 3 T1 HW1 2 I I B1 3.41 S 3`10° 3-10-15 3-10-15 Plate Offsets(X,Y): 2:0-2-12,0-1-12 TOADING(psf) 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/delL/d PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.50 Vert(LL) -0.01 2-5 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.03 2-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code IBC2003ITP12002 (Matrix) Weight:19 lb LUMBER : BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-10-15 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2 X 8 SYP DSS 2-4-5 REACTIONS (Ib/size) 4=164/Mechanical,2=377/0-5-8,5=38/Mechanical Max Horz2=91(LC 8) Max Uplift4=-70(LC 8),2=-70(LC 8) Max Grav4=229(LC 2),2=511(LC 2),5=77(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-4/0,2-3=-191/0,3-4=-88/75 BOT CHORD 2-5=0/0 NOTES 1)Wind:ASCE 7-02,100mph,h=24ft;TCDL=5.Opsf,BCDL=5.Opsf,Category 11;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category ll;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 70 Ib:uplift at joint 4 and 70 Ib uplift at joint 2. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSIITPI 1. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply Wright Hill II 07102528 J02GR MONO TRUSS 2 1 Job Reference o tional Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:40:33 2008 Page 1 -2-4-5 4-5-9 8-4-5 2-4-5 4-5-9 3-10-12 Sob- 5x10=]x8= 4 10 ]x4 1.5412 W] B 80 � T1 // WI 2 / Bt I� U24X SKL 2.4 II 8 12 5 U24X SKR ]x4= ]x4= 4-5-9 8-4-5 4-5-9 3-10-12 LOADING(psf) TC385 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.75 Vert(LL) -0.02 6 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.03 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:39 Ib LUMBER BRACING TOP CHORD 2 X 6 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 OTHERS 2 X 4 SPF No.2 REACTIONS (Ib/size) 2=736/0-4-15,8=809/0-1-8 Max Horz2=120(LC 5) Max Upfrft2=-181(LC 5),8=-94(LC 5) Max Grav2=931(LC 2),8=858(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-9=-808/37,3-9=-776/45,3-10=-242/16,4-10=-183/9,5-7=-55/596,4-7n-551596 BOT CHORD 2-11=-79/670,6-11=-79/670,6-12=-79/670,5-12=-79/670 WEBS 3-6=0/240,3-5=-536/64,4-8=-676/97,7-8=-22/181 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS(low-rise); Lumber DOL=1.60 plate grip DOL=1.33. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category ll;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Bearing at joint(s)8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate atjoint(s)8. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 181 Ib uplift at joint 2 and 94 Ib uplift at joint 8. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)Use Simpson Strong-Tie U24X SKL(4-10d Girder,2-10dx1 1/2 Truss,Skew Left,Single Ply Girder)or equivalent at 2-9-8 from the left end to connect truss(es) J04(1 ply 2 X 4 SPF) to front face of bottom chord,skewed 45.0 deg.to the left,sloping 0.0 deg.down. 11)Use Simpson Strong-Tie U24X SKR(4-10d Girder,2-10dx1 1/2 Truss,Skew Right,Single Ply Girder)or equivalent at 2-9-8 from the left end to connect truss(es)J04(1 ply 2 X 4 SPF)to back face of bottom chord,skewed 45.0 deg.to the right,sloping 0.0 deg.down. 12)Fill all nail holes where hanger is in contact with lumber. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)14 Ib down and 124 Ib up at 2-9-8,14 Ib down and 124 Ib up at 2-9-8,and 165 Ib down and 24 Ib up at 5-7-7,and 165 Ib down and 24 Ib up at 5-7-7 on pop chord,and 34 Ib down at 5-7-7,and 34 Ib down at 5-7-7, and 352 Ib down and 41 Ib up at 8-2-9 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-97,2-5=-20 Concentrated Loads(Ib) Vert:5=-352(F)9=171(F=86,B=86)10=-176(F=-88,B=-88)11=3(F=1,8=1)12=-34(F=-17,B=-17) Job Truss Truss Type Qty Ply Wright Hill II 0710252B J03 JACK 8 1 Job Reference o tional Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 Mi Industries,Inc. Fri Feb 15 09:40:33 2008 Page 1 1-4-0 T 1-10-15 4 1-4-0 1-10-15 Scale•11 V 3 4.00 12 I T1 2 HW1 1 B1 340 5 Sao 11 1-10-15 1-10-15 Plate Offsets(X,Y): 2:0-2-12,0-1-12 ADING(psf) TC385 SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.40 Vert(LL) -0.00 2 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:12 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 1-10-15 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2 X 8 SYP DSS 1-841 REACTIONS (Ib/size) 2=286/0-5-8,5=19/Mechanical,4=47/Mechanical Max Horz2=57(LC 8) Max Uplift2=-72(LC 8),4=-62(LC 12) Max Grav2=392(LC 2),5=38(LC 4),4=65(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-4/0,2-3=-138/0,3-4=-39114 - BOT CHORD 2-5=0/0 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=5.Opsf,BCDL=5.Opsf,Category 11;Exp C;enclosed,NIWFRS(low-rise)and C-C Exterior(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for M WFRS for reactions specified. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category 11;Exp C;partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 limes flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 72 Ib uplift at joint 2 and 62 lb uplift at joint 4. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. LOAD CASE(S)Standard 0-0-9 0-0-ZZ 9101 o W F L ''�nn Q 99 1 V I Q I N IOH (V 9111 or zo or n' co O L c 1) 1r Q U r I LO ti0a' � o 0 0 c g rQ IL 0-0-8£ Truss Truss Type ��, Job Wright Hill 08020078 H01 HIP Reference o tionalForest Products,Belchertown,MA.010077.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:41:57 2008 Page 1 1-4-Q 5-4-0 10-0-0 16-0-0 22-5-9 28-0-0 32-8-0 38-0-0 39-4-Q 1-4-0 5-4-0 4-8-0 6-0-0 6-5-9 5-6-7 4-8-0 5-4-0 1-4-0 S.I.311-1" 10x12 II 2.4 II ]x4= 3x6= 5.6= 4 5 6 ] 6 0 12 2.4 ] V� E7S22.4 6// 2 �1 t0 8 3x6 11 11 I� fi 5 1/ iJ 12 5x6= ]x/- 3x6= 3x10- Jv6= 3x/ 1 6-7-2 16-2-12 25-2-11 31-4-15 38-0-0 6-7-2 9-7-10 8-11-15 6-2-3 6-7-1 Plate Offsets X,Y: 2:0-3-8,Ed e, 7-0, 8:0-3-8.0-24 TOADING(psf) 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.83 Vert(LL) -0.14 15-17 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.67 Vert(TL) -0.34 15-17 >564 240 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.04 10 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:151 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2*Except* TOP CHORD Sheathed or 3-4-9 oc purlins. T2 2 X 4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 4 SPF No.2 WEBS 1 Row at midpt 4-15,6-15 WEBS 2 X 4 SPF Stud*Except* W3 2 X 4 SPF No.2,W52X4SPF No.2 WEDGE Left:2 X 4 SPF Stud,Right:2 X 4 SPF Stud REACTIONS (Ib/size) 2=734/0-5-8,15=2812/0-5-8,10=1149/0-5-8 Max Horz2=86(LC 8) Max Uplift2=-135(LC 8),15=-144(LC 7),10=-154(LC 9) Max Grav2=1092(LC 2),15=3303(LC 2),10=1609(LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension - TOP CHORD 1-2=0/14,2-3=-1201/209,3-4=-895/249,4-5=-92/1043,5-6=-91/1043,6-7=-961/296,7-8=-961/294,8-9=-1921/463,9-10=-2229/424,10-11=0/74 BOT CHORD 2-17=-71/902,16-17=-198/243,15-16=-198/243,14-15=-19/636,13-14=-19/636,1�-13=-01/1209,10-12=-233/1798 WEBS 3-17=-535/247,4-17=-147/796,4-15=-1645/377,5-15=-915/258,6-15=-2193/461,6-13=-70/696,8-13=-530/172,8-12=-171/699,9-12=-496/237 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=6.Opsf,BCDL=6.Opsf;Category 11;Exp C;enclosed;MWFRS(low-rise)and C-C 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 MWFRS forreactions specified. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category ll;Exp C;(partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)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 Ilve loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 13510 uplift atjoint 2,144 Ib uplift atjoint 15 and 154 Ib uplift at joint 10. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSIffPI 1. LOAD CASE(S)Standard J Job Truss Truss Type Qty Piy Wright Hill — 0802007B H01GR HIP 1 A Universal Forest Products,Belchertown,MA.01007 ` Job Reference o tional 7.030 5 Jan 3 2008 Mi Tek Industries,Inc. Fri Feb 15 09:41:58 2008 Page 1 T1-4-9 4-3-1 8-0-0 16-2-12 23-1-6 30-0-0 33-8-15 38-0-0 39-4- 1-4-0 4-3-1 3-8-15 8-2-12 6-10-10 6-10-10 3-8-15 4-3-1 1-4-0 Scak:Y16'=1'I 8.12= 2x4 11 4.8=4.6- 6x8= 4 6 6 7 g 6.00 ru 2x4 3 2d W7 9 1 2 06nn nn on = 17 16 19 18 15 20 21 14 13 22 23 24 12 d.e= fixe= LUs24 LUS24 4.8= 4x10= LWS24 LUS24 4.8= 8.8= LUS24 LUS24 &a= THJA26 LUS24LUS24 LUS24 LUS24 THJA28 Center bearing requires LVL post directly to BC of truss for crushing factor 8-0-0 1 16-2-12 23-1-6 30-0-0 38-0-0 8-0-0 8-2-12 6-10-10 6-10-10 8-0-0 Plate Offsets X,Y TCLIDING(psf) 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.82 Vert(LL) -0.20 12-13 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.90 Vert(TL) -0.30 12-13 >852 240 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.07 10 n/a n/a BCDL 10.0 Code IBC2003/rP12002 (Matrix) Weight:37811 LUMBER BRACING TOP CHORD 2 X 4 SPF No.2*Except* TOP CHORD Sheathed or 4-9-0 oc purlins. T2 2 X 6 SPF No.2,T3 2 X 6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 6 SPF No.2*Except* WEBS 1 Row at midpt 4-15,7-15 B2 2 X 6 SYP 240OF 2.0E WEBS 2 X 4 SPF Stud'Except' W3 2 X 4 SPF No.2,W5 2 X 4 SPF No.2,W7 2 X 4 SPF No.2 REACTIONS (Ib/size) 2=1694/0-5-8,15=8998/0-5-8,10=3030/0-5-8 Max Horz2=-75(LC 8) Max Uplift2=-397(LC 7),15=-2264(LC 6),10=-714(LC 8) Max Grav2=2034(LC 2),15=9614(LC 2),10=3476(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/87,2-3=-3239/682,3 3=-2849/667,4-5=-482/2244,5-6=-483/2242,6-7=-483/2242,7-8=-3883/961,8-9=-5851/1378,9-10=-6121/1328,10-11=0/87 BOT CHORD 2-17=-581/2686,17-18=-580/2575,18-19=-580/2575,16-19=-580/2575,15-16=-580/2575,15-20=-848/3881,20-21=-848/3881,14-21=-848/3881,13-14=-848/3881,13-22=-1167/5264, 22-23=-1167/5264,23-24=-1167/5264,12-24=-1167/5264,10-12=-1101/5192 WEBS 3-17=-238/199,4-17=-756/2794,4-15=-5343/1257,5-15=-1209/214,7-15=-7115/1663,7-13=-726/2756,8-13=-1611/414,8-12=-701/2601,9-12=-122/406 NOTES 1)2-ply truss to be connected together with 10d(0.148"4")nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc,2 X 6-2 rows at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-02;100mph;h=24ft,TCDL=6.Opsf;BCDL=6.Opsf;Category II;Exp C;enclosed;MWFRS(low-rise); Lumber DOL=1.60 plate grip DOL=1.33. 4)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times Flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 7)Provide adequate drainage to prevent water ponding. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 397 10 uplift at joint 2,2264 Ib uplift at joint 15 and 714 Ib uplift at joint 10. 10)This truss is designed in accordance with the 2003 international Building Code section 2306.1 and referenced standard ANSI1TPI 1. 11)Use Simpson Strong-Tie THJA26(THJA26 on 2 ply,Left Hand Hip)or equivalent at B-0-6 from the left end to connect truss(es)J01(1 ply 2 X 4 SPF),J01GR(1 ply 2 X 4 SPF) to front face of bottom chord. 12)Use Simpson Strong-Tie LUS24(4-1Od Girder,2-1Od Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 10-0-12 from the left end to 27-11-4 to connect truss(es)J01(1 ply 2 X 4 SPF) to front face of bottom chord. 13)Use Simpson Strong-Tie THJA26(THJA26 on 2 ply,Right Hand Hip)or equivalent at 29-11-10 from the left end to connect truss(es)J01(1 ply 2 X 4 SPF), J01GR(1 ply 2 X 4 SPF) to front face of bottom chord. 14)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pif) - Vert:1-4=-97,4-8=-97,8-11=-97,2-10=-20 Concentrated Loads(Ib) Vert:16=-551(F)17=-1758(F)15=-551(F)12=-1758(F)14=-551(F)18=-551(F)19=-551(F)20=-551(F)21=-551(F)22=-551(F)23=-551(F)24=-551(F) Job Truss Truss Type Qty Ply Wright Hill 08020078 J01 MONO TRUSS 12 1 Jab Reference o tional Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb t5 09:41:59 2008 Pagel 1 -1-4-0 4-3-3 8-0-0 140 433 3-8-13 i 2.4 II Scale=1:31 4 4 3x4 i 6.1% 12 3 W3 TI w1 W2 2 M \ B1 1111 611 2.1 II 8 6 3zd- 3.4- 4-3-3 z4-4-3-3 8-0-0 4-3-3 3-8-13 Plate Offsets X,Y: 2:0-0-0,0-1-0, 2:0-0-15,0.5-4 TOADINGti SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP Plates Increase 1.15 TC 0.57 Vert LL -0.01 6 >999 360 MT20 197/144 (Ground S ( )TCDL Lumber Increase 1.15 BC 0.21 Vert(TL) -0.02 2-6 >999 240 BCLL Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 5 n/a n/a BCDL Code IBC2003/TPI2002 (Matrix) Weight:331b LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 SPF Stud WEDGE Left:2 X 4 SPF Stud REACTIONS (Ib/size) 5=431/Mechanical,2=613/0-5-8 Max Horz2=172(LC 8) Max Uplift5=-76(LC 8),2=-80(LC 8) Max Grav5=571(LC 2),2=826(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1.2=0174,2-3---756/37,3-4=-133/63,4-5=-189/103 BOT CHORD 2-6=-231/537.5-6=-2311537 WEBS 3E=0/188,3-5=-643/276 NOTES 1)Wind:ASCE 7-02,100mph;h=24ft;TCDL=6.Opsf,BCDL=6.Opsf;Category II;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specked. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category 11;Exp C;partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Ilive loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 76 lb uplift at joint 5 and 801b uplift at joint 2. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply Wright Hill 0802007B J01GR �MONOTRUSS j 2 1 Universal Forest Products,Belchertown,MA.01007 Job Reference o tional7.030 s Jan 3 200a Mi I ek Industries,Inc. Fri Feb 15 09:42:00 2008 Page 1 -1-10-10 3-9-3 7-11-2 11.2.4 1 1-10-10 3-9-3 4-2-0 3_3.2 sumo=il�.v 2.4 5 34x10 4 4.24 I 9 W4 2.41 T1 \ 3 \� B \ 2 1� r '3x4= t2 8 3.6- 34= 5-6-9 11-2-4 5-6-9 5-7-11 TOADING(psf) 385 SPACING 2-0-0 7BC DEFL in (loc) I/deft L/d PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 8 Vert(LL) -0.05 6-7 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 6 Vert(TL) -0.13 6-7 >956 240 BCLL 0.0 Rep Stress Incr NO 6 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code IBC2003ITP12002 Weight:53 Ib LUMBER BRACING TOP CHORD 2 X 6 SPF No.2 TOP CHORD Sheathed or 5-3-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-9-7 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (Ib/size) 6=1143/Mechanical,2=1059/0-7-12 Max Horz2=173(LC 5) Max Uplift5=-287(LC 5),2=-239(LC 5) Max Grav6=1226(LC 2),2=1242(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/89,2-8=-1700/295,3-8=-1630/302,3-9=-1429/244,4-9=-1311/215,4-10=-265/57,5-10=-37/29,5-6=-187/44 BOT CHORD 2-11=-36311467,7-11=-363/1467,7-12=-283/1029,6-12=-283/1029 WEBS 3-7=-237/116,4-7=0/474,4-6=-1368/393 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=6.Opsf,BCDL=6.Opsf,Category 11;Exp C;enclosed,MWFRS(low-rise); Lumber DOL=1.60 plate grip DOL=1.33. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.8 psf or 2.00 times flat roof Toed of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 287 Ib uplift atjoint 6 and 239 Ib uplift at joint 2. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)36 Ib down and 79 Ib up at 2-9-8,36 Ib down and 79 Ib up at 2-9-8,180 Ib down and 61 Ib up at 5-7-7,180 Ib down and 61 Ib up at 5-7-7,and 331 Ib down and 120 Ib up at 8-5-6,and 331 Ib down and 120 Ib up at 8-5-6 on top chord,and 3 Ib up at 2-9-8,3 Ib up at 2-9-8,32 Ib down at 5-7-7,32 Ib down at 5-7-7,amd 72 Ib down at 8-5-6,and 72 Ib down at 85-6 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-97,2-6=-20 Concentrated Loads(lb) Vert:7=-32(F=-16,B=-16)8=82(F=41,B=41)9=-205(F=-103,B=-103)10=-509(F=-254,$=-254)11=3(F=1,B=1)12=-72(F=-36,B=-36) Job Truss Truss Type Qty I Ply Wright Hill 08020076 J02 JACK 4 1 Job Reference o tional Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:42:00 2008 Page 1 -1-4-0 5-10-15 I 1-4-0 5-10-15 3 Style•1:15.81 I m.ao 1x T1 2 / 1 B1 3.6 II 4 3.4= 5-10-15 I - 5-10-15 Plate Offsets(X,Y): 2:0-0-0,0-1-0 2:0-0-15,0-5-4 LOADING(psf) TCL385 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.94 Vert(LL) -0.06 2-4 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.38 Vert(TL) -0.15 2-4 >451 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC20031TP12002 (Matrix) Weight:17 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-7-10 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2 X 4 SPF Stud REACTIONS (Ib/size) 3=251/Mechanical,2=501/0-5-8,4=56/Mechanical Max Horz2=136(LC 8) Max Uplift3=-87(LC 8),2=-80(LC 8) Max Grav3=351(LC 2),2=678(LC 2),4=112(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/74,2-3=-200/134 BOT CHORD 2-4=0/0 NOTES 1)Wind:ASCE 7-02,100mph;h=24ft;TCDL=6.Opsf;BCDL=6.Opsf;Category ll;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category Il;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 87 lb uplift atjoint 3 and 80 lb uplift aljoint 2. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard Job Truss Truss Type I Qty Ply Wright Hill 0802007B J03 ___JJACK 4 1 Job Reference'o tional Universal Forest Products,Belchertown,MA.01007 1.030 s Jan 3 2008.!Tek Industries,Inc. Fri Feb 15 09:42:00 2008 Page 1 -1-4-0 3-10-15 3 1-4-0 3-10-15 I I it s.00 u T1 z i ei r 36 II 4 U4= 3-10-15 3-10-15 Plate Offsets(X,Y): 2:0-0-0,0-1-0, 2:0-0-15,0-54 LOADING(psf) 385 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.57 Vert(LL) -0.01 2-4 >999 360 MT 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.03 2-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:12 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-10-15 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2 X 4 SPF Stud REACTIONS (Ib/size) 3=143/Mechanical,2=396/0-5-8,4=36/Mechanical Max Horz2=101(LC 8) Max Uplift3=49(LC 8),2=-83(LC 8) Max Grav3=200(LC 2),2=539(LC 21,4=72(LC 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0114,2-3=-148!77 BOT CHORD 2-4=0/0 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=6.Opsf;BCDL=6.Opsf,Category 11;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS foe reactions specified. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow),Category ll;Exp C;iPartially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 49 Ib uplift at joint 3 and 83 Ib uplift at joint 2. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard I Job Truss Truss Type Qty Ply Wright Hill 0802007B J04 (JACK 4 1 Universal Forest Products,Belchertown,MA.01007 Job Reference o tional 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:42:012008 Page 1 -1-4-0 1-10-15 1-4-0 1-10-15 S..I.-I.J i 6.m iz z T1 Bt ' I 1 Us 11 4 1-10-15 1-10-15 Plate Offsets(X,Y): 2:0-0-0,0-1-0 2:0-0-15,0-5-4 LOADING(psf) 385 SPACING 2-0-0 CSI DEFL in (loc) �1/deflud PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.45 Vert(LL) -0.00 2 0 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-4 0 BCLL 0,0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:7l LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 1-10-15 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2 X 4 SPF Stud REACTIONS (Ib/size) 2=292/0-5-8,4=19/Mechanical,3=40/Mechanical Max Horz2=66(LC 8) Max Uplift2=-84(LC 8),3=-71(LC 12) Max Grav2=400(LC 2),4=37(LC 4),3=56(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/74,2-3=-104/17 BOT CHORD 2-4=0/0 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=6.Opsf;BCD1_=6.0psf;Category ll;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS forreactions specified. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 84 Ibi uplift at joint 2 and 71 Ib uplift at joint 3. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1, LOAD CASE(S)Standard Job - Truss Truss Type Qty Ply Wright Hill 0802007B T01 COMMON 5 11J.Job Reference o tional Universal Forest Products,Belchertown,MA.01007 1.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:42:02 2008 Page 1 r1-4-q 9-9-4 19-0-0 28-2-12 38-0-0 39-4- 1-4-0 9 4 1-4-0 9-9-4 9-2-12 9-2-12 9-9-4 1-4-0 6caie:116'=1' 8x8= 5 6.00 12 46 4.81 d 6 dx6 4.6 1 3 d Wq 2 6 C' g 8 46= 15 14 12 11 10 = 2x40 3.6= 4x6= 4.6= 3.6= a4\\ 4x6 8-4-10 16-2-12 21-9-4 29-7-6 29,9-9 38-0-0 8-4-10 7-10-2 5-6-8 7-10-2 0-2-4 8-2-7 Plate Offsets X,Y: 2:0-1-4,0-0-2, 0-2 TCADING(psf)LL 385 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.96 Vert(LL) -0.17 8-10 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.33 8-10 >785 240 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.04 8 n/a- n/a BCDL 10.0 Code IBC2003ITP12002 (Matrix) Weight:177 lb LUMBER BRACING TOP CHORD 2 X 6 SPF No.2*Except* TOP CHORD Sheathed or 4-9-8 oc purlins. T1 2 X 6 SPF 1650F 1.5E,T4 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 4 SPF No.2 WEBS 1 Row at midpt 3-13,5-13,7-12 WEBS 2 X 4 SPF No.2'Except' W1 2 X 4 SPF Stud,W'6 2 X 4 SPF Stud REACTIONS (Ib/size) 2=749/0-5-8,13=2787/0-5-8.8=1160/0-5-8 Max Horz2=-148(LC 9) Max Uplift2=-129(LC 8),13=-138(LC 8),8=-191(LC 9) Max Grav2=1152(LC 2),13=2787(LC 1),8=1629(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/88,2-3=-999/257,3-4=0/639,4-5=0/972,5-6=-301/295,6-7=-613/251,7-8=-2021/393,8-9=0/88 BOT CHORD 2-15=-129/659,14-15=-183/597,13-14=-183/597,12-13=-198/291,11-12=-170/1469,10-11=-170/1499,8-10=-144/1562 WEBS 3-15=0/361,3-13=-1596/509,5-13=-2108/490,5-12=-240/1130,7-12=-1569/504,7-10=0/363 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=6.Opsf;BCDL=6.Opsf;Category ll;Exp C;enclosed;MWFRS(low-rise)and C-C Extedor(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(flat roof snow),Category 11;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Gve loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 129 lb uplift at joint 2,138 Ib uplift at joint 13 and 191 Ib uplift at joint B. 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 =PIYVW.Vn,,ht Hill 08020078 T01GE GABLE _ eference(optional) Universal Forest Products,Belchertown,MA.01007 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:42:04 2008 Page 1 1-4-,0 19-0-0 38-0-0 39-4-0 1-4-0 19 0 0 19-0-0 1-4-0 Style:Y1E=1I I 5x6= 6.00,E 11 10 12 Sxfi G 9 3 5.61 8 14 15 fi 71 5 o 16 T i 5 T 2 1] T S 3 4 T 6 S 4 3 T sr-5 \ 19 T 6 ]\ 2 20 21 3x8 II 3] 36 34 31 30 2 2 28 4 3 22 3x8 II 3.6= 3x6= 38-0-0 I 38-0-0 Plate Offsets(X,Y): 2:0-3-8,Ed e,[8:0-3-0,0-3-01. 14:0-3-0,0-3-0 20:0-3-8,Ed e LOADING(psf) TC38.5 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.42 Vert(LL) -0.03 21 n/r 180 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.03 21 n/r 80 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) 0.01 20 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:199 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 cc bracing. OTHERS 2 X 4 SPF Stud*Except* WEBS 1 Row at midpt 11-31,10-32,12-30 ST9 2 X 4 SPF No.2,ST8 2 X 4 SPF No.2,ST7 2 X 4 SPF No.2,ST10 2 X 4 SPF No.2 ST11 2 X 4 SPF No.2 WEDGE Left:2 X 4 SPF Stud,Right:2 X 4 SPF Stud REACTIONS (Ib/size) 2=322/38-0-0,20=322/38-0-0,31=219/38-0-0,32=231/38-0-0,33=244/38-0-0,35=232/38-0-0,36=226/38-0-0,37=234/38-0-0,38=239/38-0-0,39=210/38-0-0,40=305/38-0-0, 30=231/38-0-0,29=244/38-0-0,27=232/38-0-0,26=226/38-0-0,25=234/381-0-0,24=239/38-0-0,23=210/38-0-0,22=305/38-0-0 Max Horz2=145(LC 8) Max Uplift2=45(LC 6),20=-35(LC 9),32=-31(LC 8),33=-47(LC 8),35=-40(LC 8),36>:-38(LC 8),37=42(LC 8),38=40(LC 8),39=-43(LC 8),40=49(LC 8),30=-27(LC 9),29=-49(LC 9), 27=-39(LC 9),26=-38(LC 9),25=-42(LC 9),24=40(LC 9),23=43(LC 9),22=-45(LC 9) Max Grav2=435(LC 2),20=435(LC 3),31=219(LC 1),32=316(LC 2),33=324(LC 2),85=308(LC 2),36=299(LC 2),37=312(LC 2),38=318(LC 2),39=281(LC 2),40=402(LC 2),30=316(LC 3), 29=324(LC 3),27=308(LC 3),26=299(LC 3),25=312(LC 3),24=318(LC 3);23=281(LC 3),22=402(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/73,2-3=-177!72,3-0=-117!73,4-5=-83/87,5-6=-84/113,6-7=-84/146,7-8=-79/206,8-9=-80/267,9-10=-79/336,10-11=-81/387, 11-12=-817387,12-13=-79/336,13-14=-80/267,14-15=-79/206,15-16=-84/146,1617=-84/83,17-18=-81/40,18-19=-92/29,19-20=-140172, 20-21=0/73 BOT CHORD 240=0/208,39-40=0/208,38-39=0/208,37-38=0/208,36-37=0/208,35-36=0/208,84-35=0/210,33-34=0/210,32-33=0/210,31-32=0/210, 30-31=0/210,29-30=0/210,28-29=0/210,27-28=0/210,26-27=0/208,25-26=0/208,24-25=0/208,23-24=0/208,22-23=0/208,20-22=0/208 WEBS 11-31=-224/0,10-32=-276/90,9-33=-284/131,8-35=-268/114,7-36=-259/112,6-37=-272/118,5-38=-276/118,4-39=-246/109,340=-347/150, 12-30=-276/90,13-29=-284/131,14-27=-268/114,15-26=-259/112,16-25=-272/11$,17-24=-276/118,18-23=-246/109,19-22=-347/150 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=6.Opsf;BCDL=6.Opsf;Category II;Exp C;enclosed;MWFRS(low-rise)and C-C Extedor(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS forreactions specified. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail' 3)TCLL:ASCE 7-02;Pg=55.0 psf(ground snow);Pf=38.5 psf(Flat roof snow),Category ll;Exp C;Partially Exp.;Ct=1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-0-0 oc. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 45 Ib uplift at joint 2,35 Ib uplift at joint 20,31 Ib uplift at joint 32,47 Ib uplift at joint 33,40 Ib uplift at joint 35,38 Ib uplift at joint 36,42 Ib uplift at joint 37,40 Ib uplift at joint 38,43 Ib uplift at joint 39,49 Ib uplift at joint 40,27 Ib uplift at joint 30,49 Ib uplift at joint 29,39 Ib uplift at joint 27,38 Ib uplift at joint 26,42 Ib uplift at joint 25,40 Ib uplift at joint 24,43 Ib uplift at joint 23 and 45 Ib uplift at joint 22. 11)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard 4 • Job Truss Truss Type qty Ply Wright Hill 08020078 T01SGE GABLE 1 1 Job Reference o tional Universal Forest Products,Belchertown,MA.01007 - 7.030 s Jan 3 2008 MiTek Industries,Inc. Fri Feb 15 09:42:06 2008 Page 1 i t-4-q 9-9-4 19-0-0 28-2-12 38-0-0 394-0 1-4-0 9-9-4 9-2-12 9-2-12 9-9-4 1-4-0 Scale:3n6'=1 10114 MIINIH II 5 BAO F12 4x8 4.8 1 d 5 2 \ 8 5 6 4.6 J T6 4.61 4 T 6 9 T S 0 � 1 T J �\ 5x1811 5x1811 S 2 5x16 II 5 5 II 5 3 6 QII 5x1811 6 2 6 1 8 S 7\ II 6 9 4x6= 15 14 12 11 10 3.6= dx6= 4.6= 3x6= 4.6= 8-4-10 16-2-12 21-9-4 29-7-6 29 -9 38-0-0 8-4-10 7-10-2 5-6-8 7-10-2 0-2-4 8-2-7 Plate Offsets(X,Y): 2:0-1-4,0-0-2 8:0-141,0-0-2 ADING(psf) TC38.5 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.96 Vert(LL) -0.17 8-10 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.33 B-10 >785 240 M1120H 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:273 lb LUMBER BRACING TOP CHORD 2 X 6 SPF No.2'Except' TOP CHORD Sheathed or 4-9-8 oc purlins. T1 2 X 6 SPF 1650F 1.5E,T4 2 X 6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 4 SPF No.2 WEBS 1 Row at midpt 3-13,5-13,7-12 WEBS 2 X 4 SPF No.2*Except* W1 2 X 4 SPF Stud,W6 2 X 4 SPF Stud OTHERS 2 X 4 SPF Stud*Except* ST14 2 X 4 SPF No.2 REACTIONS (Ib/size) 2=749/0-5-8,13=2787/0-5-8,8=1160/0-5-8 Max Horz2=-148(LC 9) Max Uplift2=-129(LC 8),13=-138(LC 8),8=191(LC 9) Max Grav2=1152(LC 2),13=2787(LC 1),8=1629(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/88,2-3=-999/257,3-4=0/639,4-5=0/972,5.6=-301/295,6-7=-613/251,7-8=;2021/393,8-9=0/88 BOT CHORD 2-15=-129/659,14-15=-1831597,13-14=-183/597,12-13=-198/291,11-12=-170/1499,10-11=-170/1499,8-10=-144/1562 WEBS 3-15=01361,3-13=-1596/509,5-13=-2108/490,5-12=-240/1130,7-12=-1569/504,7-10=0/363 NOTES 1)Wind:ASCE 7-02;100mph;h=24ft;TCDL=6.Opsf;BCDL=6.Opsf;Category II;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; Lumber DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)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 Il;Exp C;Partially Exp.;Ct=1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)All plates are MT20 plates unless otherwise indicated. 8)All plates are 2x4 MT20 unless otherwise indicated. 9)Gable studs spaced at 2-0-0 oc. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 129 Ib uplift at joint 2,138 Ib uplift at joint 13 and 191 Ib uplift at joint 8. 11)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard j MEMO To: Tony Patillo Northampton Building Dept. Date: 4/2/08 — 4/18/08 Follow up From: Linda/ Wright Builders Re: Permit for: Northampton, MA Hi Tony, Regarding open items— 1. Wright Builders, Inc. will legally be taking ownership of Morningside lots 3, 4 & 5 on April 8, 2008. 4/18/08 — Wright Builders took ownership of Lots 3, 4 & 5 on 4/17/08. The Deed was recorded same day. Copy of receipt and Deed attached. 2. Stormwater O&M Agreements—DPW has agreed (4/1/08 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. 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: 1-413-587-9276 Rep, Repri, *---------------------------------------------- Official Receipt for Recording in: R 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 Y--..---------------------------------------- - AMEND . 00008076 9457 1 $75 00 HOSPITAL HILL DEVELOPMENT PL 00008077 218 25 $75 00 HOSPITAL HILL CERT OOOO8O78 9457 85 $75.,00 MASSACHUSETTS FINANCE AGE MLC 00008079 9457 88 $65.00 HOSPITAL HILL DEVELOPMENT CERT 00008080 9457 89 $75.00 HOSPITAL HILL DEED 00008081 9457 91 $12500 WRIGHT BUILDERS EXCISE 07008081 $1,197.00 COV 00008082 9457100 $7500 WRIGHT BUILDERS MTG 00008083 9457117 $175..00 WRIGHT BUILDERS INC ASH 00008084 9457 137 $75 00 WRIGHT BUILDERS AGR 00008085 9457 150 $75 00 WRIGHT BULDERS. CERT 00008086 8457163 $75.00 HOSPTIAL HILL $2,162.00 Collected Amounts ---------------------------------------------* Payment Type Amount w- ---- .------ ---- ---------------Y------ Check _ 1441 $.1,197.00 Check 1440 $965,00' $2,162..00 Total Received $2,162..00 — Less Total Recordings:' $2,162 00 Change Due -_--_^$-00 Thank You MARIANNE DONOHUE-Register of Deeds By.. Maureen C . ReceiptM Date Time 0188980 04/17/2008 01:18p Page 2 of 3 Bk: 09457 Pq: 91 Bk:$4VPg:91 ReODFdOdl 04JI RELEASE DEED HOSPITAL HILL DEVELOPMENT LLC, a Delaware hmited liability company with a usual dace of busi-ness c/o Massachusetts Development Finance Ageia 160 Federal Street, Boston, Ma_%achusdts (the"Grantor°) for oor ideratian paid of Tv Hundred Sixty-two nous=djive Hundred and 00/100 Dolta ($252,500.00),release to WRIGHT BUILDERS, INC., a Massachusetts corporation with a usual place of business at 48 Bates Street,Northampton, Massaeh tts(the r antee% without any eovenwits and without any representations and warranties of any kind whatsoever,the irY land in Northampton, Hampshire County, Massachusetts, drown as"Lots 3,4 w 3"on a plan entitled"Plan of Land in Northampton, MA,Prepared for Hospital Hil1 Development LLC,Lot Division, Olander Drive"d4tod 4111/2008 by SHERMAN & 1 FRYDRY& Land Surveying and Engineering and worded in the Hampshire Co ty Registry of Deeds Plan Book� , Page Z. , (the and more pazticular �r described in hKlu -t �bil A at shed hereto and made a part hexeof. Hereby oonveying a portion of the same premises as were conveyed to Grantor a Release Dced dated November 25, 2002 and recorded in the Hampshire Cour Registry of Deeds at B6ok 6925, Page 302 and shown as a past. of Par Is A and H that certain plan eatitled "Boundary Survey of Land of the Commonwealth Massachusetts formerly the North mptan State Hospital, Northampton, Massarhvse dated Demnber 17, 1995, last tevised Dccernber 185 1997, prepared by Robe Associates Land Surveying ("Boundary SurvW') and recorded with the Hampsl e Cow-dy Registry of Deeds in Plain Book 185, Pages I Hugh 6. The Prernisos are wnveyed subject to the terms of the Lard Disposi: } - Agreement between the Con oonwealth of Massachusetts, acting by and through Division of Capital Assct management and Maintenance of Executive Office Administration and Finance and The Community Builders, Inc., dated September 2002, rmorded in the Hampshire County Registry of Deeds at Book 5925, Page 186. The Premises are conveyed subject to the, tens and ctartditigrts of a Spe Pe,mit Decision issued by the Nortbarnpton Pl=ing Board Qn September 26, 2 which is recorded in the HarnpsWm County R4stry of Deeds in Book 68355 page SUBJECT also to the Amendmnt to the Special Permit issued on August 14, 2003 rexordetl in the Harrrpshire County Registry of Deeds at Bod- 8024, Page 249, further amendmcnt on Feebru 19, 20134 in accord with a settlement ag'ieem"t d January 30, 2004 (Lurid Cowt No. 292406) which is recorded in the Hampshirc Cot Registry of Deeds in Book $1324, Page 252., and further amendment on August G, 2 and r=rd in the Hampshire Cmmty Registry of Deeds is the Hampshire Coi R.egistxy of Deeds at Book 9282, Page 1.03, 'Mc Premises are couveyed subject to the Definitive Subdivision Appi) .. . . . _ . . .-.♦ , - r . n--r nnnA ._.1.- file://C:\DOCUME—I\Iinda\LOCALS—I\Temp\5NOCQ20M.htm 4/18/2008 WRIGHT BUILDERS, INC. 48 Bates Street .NORTHAMPTON, MA 01060 DATE JOB NO. (413) 586-8287 6 FAX//(413)//��5��87-9276 AT rENTION TO kL4 RE: PPW o 'nrt�St b WE ARE SENDING YOU XAttached ❑ Under separate Cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION W "A-e-tFMWt" A- 39 bt"/belc- p oC,A�v6 a�4/vt>tvf- Ae- . 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 ;�P!Ws requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS etc- VilntAri a Ver o N S e*Al'(- OP CA-1c, 6- $ 1457 Wft/ot �6&Q M� COPYTO_ i �1 iU ''K SIGNED: rf-�A-st)4-�'�1 `? If enclosures are not as noted,kindly notify us at once. WRIGHT BUILDERS, INC. 48 Bates Street NORTHAMPTON, MA 01060 (413 .y) 586'82$exp7 - DATE >q � JOB NO. FAX (4�J13) 587-92766 ATTENTION 9P� TO 1 / �An*W,V RE: "T WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: O Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ , COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: VFor 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 COPY TO _ tr SIGNED: If enclosures are not as noted,kindly notify us at once. TH5 DOCUMENT IS THE PROPERTY OF OLDCASTLE PRECAST,INC.IT 15 SUSMITTEO FOR REFERENCE DRAWING SCHEDULE PURPOSES ONLY AND SHOULD NOT BE USED IN ANY WAY INJURIOUS TO THE INTERESTS OF SAID COMPANY.COPYRIGHT 2007 OLDCASTLE PRECAST,(NC. �AV DESCRIPTION REVISIONS ALL RIGHTS RESERVED- - - REV GATE Ng a. A I CUSTOMER: WRIGHT BUILDERS _ I 48 BATES STREET ;F NORTHAMPTON, MA PROJECT: PRECAST CONCRETE FOUNDATION VILLAGE HILL-CRAFTSMAN LOT 5 ��w of YqS,� NORTHAMPTON, MA DONALD J.�cy��'"� VAN GERVE STRUCTURAL DATE: 11/19/07-ORIGINAL SUBMITTAL No. 36612 03/17/08-REVISION A SUBMITTAL 03/26/08-REVISION B SUBMITTAL MANUFACTURED BY: 70 East Brookfield Road Oas North Brookfield, 7 012 Phore: 508-867-8312 800-242-7314 Foundation Wall SystemEax: 508-867-3505 w Q aftmd.w.11wb. REVISION DESCRIPTION -; StGNANRE - BY PROVIDING YOUR(THE CUSTOMER'S)SIGNATURE YOU ATTEST THAT THE CONTENTS OF THIS DRAWING SET MEET YOUR APPROVAL AND THIS DRAWING SET IS HEREBY APPROVED FOR ENGINEERING ANO PRODUCTION. i 5._q. cw�1p �W.S ow 2 9 Oasis Foundation Wall System ow- ISOMETRIC VIEW OWNCus:o id16l1EN5 Job: MACE HU 26 BATES SINEET CRAfT9dAN N"AhFMK MA NORTHAMPTON,MA Qw` Gavnnq Scc'e:NOT TO SCALE Sheet: T ),wn JAM a'PRUVI WG YOUR(THE CUSTOMER S)SIGNATURE.YOU �1W� Gr' of 5—ct Rev. A Cove: Rev. 8 Pete: ATTEST THAT ME C0-'T S OF THS DRAWING SET MEET ��ry roue APPROVAL AND T)iS DRAWING sET IS nEREB 1!/19 07 QI�17/06 U3/28�08 APPRGVED FOR ENGINEERNt AND?RODK'R^N. 2^-5�'-- Zow- ' 7'- — ..r--8_q� 7._0- i- I o3 n O 24'-D' ow-+ - TY LTR I Q DESCRIPTION I o 3 9'-8°WI x 20"D GARAGE DOOR O I s1 3'-8W x 20"D MAN COO,DRQ _ �__ 2 COkytL L=CGL FCR PANEL SUPPORT_ , _ 0 r O 2311 w x 2GXT-IN wNoow. ' CAST 3 FRN'IP OF Wk:. i O 3 "x 3'-0"x 8"COLUMN PAD - i O 2 6"w'x 8°D x ''.1'1 SEAM POCKET 7 Q 1 3'-8 112"x 7'-0'DOOR R.O. "PE F PER4WRv STAIR LNf O O © Tkn JNT ST"FRN TOP OF WAL'_ I -'- � � DasVYA Foundation Wall 11 " M v��YY viaun,'irc. T tle: j I I WALL PANEL LAYOUT C:ustorrer Job: NLLAGE WLL i_2'i--i 9' 8' _��0 g. 8" -;-2'-tK--�,2'�� 3'q� - 22'-1 �STREET CRAFTSMAN 4 t"~ Ng1iRNwtaN,fu NORTHAMPTON,MA 6'--O' "0'-6' --•—P-6" '-0' + ---- -24'-0' awing: Score:NOT TO SCALE _ 24'-0" 28'-0' Sbeet: SIGNATURE ngTE GW-1D GW-R —"- -� 2 Drown: BY PROVIDMG YOUR(THE CUSTOMER'S)SO.,A ,E,YOU --- _— �p_D^ ATTEST THAT THE CONTENTS OF THIS DRAWING SET MEET "----'- IIAM YOUR APPROVAL AND TH6 DRA1NG SEI IS HEREBY Crc;noi Dcte: Rev. A Dole. Rev. DDcte: APPROVED LOR ENGINEERING AND PRGDUCION. 11/19/07 03/17/08 03/26/06 DOLT POCKET BOTH ENDS EXTERIOR FACE i,o HOLE THRU TOP —1 ( OF CAVITY FOAM y4 REBAR U BAR - 4 ----- -- A W J ROt3h0 NO6W ------- - -- r----- r r----_-- --- TYPICAL 5'-0"GARAGE WALL 'R. TD DSR TD Ic1ON(Taj —I YcTTIN pw) <VARIES> -- / - BOLT POCKET STRAPS ( • CUANTITY `JARIES) 20"x30" ° Q d TYP. EACH END VOIDS 45 36" O.C. ----- Y \ 7•MIN PLAN VIEW Y DalCkVIEW THRu TYPICAL VIEW THRU END RIB TOP RAIL AA BAR AS SHOWN - iW OF AL1.REBAR d° d z- t \1 MIN. 4 ° Iy r- 1 3� LI TYPICAL VIEW THRU TYPICAL VIEW THRU CENTER RIB 8070M RAL 0 6" 2'-6" I -� 2 (T40) 112"0 PLAST11, 5'-0"PANEL ELEV. VIEW B SECTION B-B Oas INSERTS 61J INTERIOR SURFACE _ Foundation WallSystem �Qa....M.� - GARAGE&FROST WALL PANELS c°6t°Te�: J°e: vuucE Hu 26 aViES SIREET CRAFTWM NORIHAIPECK YA NORTHAMPTON,AIA S<c e:NOT TO SCALE SIGNATURE DATE Sheet: 4 PR`MDING YOUR THE CUSTOMER'S)SIGNATURE,YOU T-AT ATTEST THAT THE CONTENTS OF THIS DRAWING SET MEET YOUR °RO1'pL AND'HI$DRAWING SEi IS Ht.REBY Cdgn° 7°ie: Rev. n Bate: Rev. 3 Ucte APPROVED ECR ENGINEERING AND PRODUCTION. 11/19/07 03/�7/� 03/26/ rIHI3 NC x 2'HG,ANCHR SILO'MIH WT&WASHER BJPo(E 2?DN LIF/ER INSTALLED 4B'O.C.IN ROS AND (-3•� MODEL 75-4308 MR' LESS nu.H 1Y FROM.mNTs SHEM BAR 7Y,-4 ICAILY W HOLE w • e"BAULK JOINT • 8 " AD CE)N714TOaA WINDOW,R EACH OOORWAY�R ORl71NE DR LIFTWHEN ING '1"MIN. r EPS CAMP'FOAM PANELS PLACED FOR UPAG TPRU RAIL • o c o ( ) N LOCATED ,� _ EPS DAVIT �: ¢ �� - ` _ (ENO RIB) I EXTERIOR FACE INSERT (24'xT�'ss) FOAM - �- �` 1'FOAM fl [! a --- } : �. i I -- SHEATHING o y7 �/J e 7 (DmsARMORO) SHEATHING °i I I• a ( O��p e ___ _'--�--- - ° °• I / ° (Ti'x48-xs6') } (DereARMOR®) 9( 111 , �•• + •.I°. _�.I 1 -- = e _ I I 2(TWO)(4 BAR 1(ONE)#4 BAR IN EACH RIB Bq--1T4'�--- k--10 --I EACH END QL (INTERIOR SURFACF) RIB sHEATwNc @�DsaRMOR®) I�',o•� HORIZ.TOP RAIL A RIB SECTION w TYPICAL VERTICAL SECTION THRU RIBS (a EANNs") wlrH LIFTING ANCHOR) 1'x2'BENT BOLT POCKET VERTICAL SECTION Al CENTER RIB III PUTT STRAP HORIZ.TOP RAIL APPEr sWAnEx 15L11 TO Bo?H PANEL END SURFACES IF JDMT&OUTSIDE OF(WITH INSERT FOR PLATE) 10" Iw ALL CORNERS.THEN APPLY To TOP Or' s 1. AM PANELS - IOL LOUNCA ION BOLT POCKET SCRAP 2 COVER iC COVER( ) _� FOAM PANELS I4 EACH CIOPED Jo:NT 1'r BOLT,WT, 3" 24x7 x99' ANO WASHERS OUTSOE 9JRFACE 1 (TYe) , ( d' ) /J� _ _ �,, ! 1'e PIES, T. 7-E— • w / z (�/ T 7 BOLT POCKET SAP AND WASHERS t/ (/ V FIXR.DAnIN 2 Two • • v SHEATHING', " .�5 ,l • g<BAR z (Dens ARMORS) J I I — Y'� ' A A IN TOP 0 f o - --- RAIL f (�•x48'x96') I-o J 4 9• x ��.e N �•� O n. 2 .�a - �w ^'f_ zo STEEL PLATE LOr Q _ 'T90E SERFAGE OE SLI N I/2" p4 bl `� 1' �+T ear POCKET sraAP 01sIE suRFACE - RIB IN BOTTOM -)- �: B0.T POO(ET /� 0' 1'x2'BENT a La>NIAnaN --1D" RAIL 1 �'i THREADED INSERTS �� SSP q>p`� STEEL PLATE I-i'_i !pL`pzTESTEEL -1q COVER(TYP.) ®TB'D.C.(WALLWITHOUT INSIDE STRAIGHT ICAL VERTSECTION TYPICAL VIEW TYPICAL VIEW THRU HORIZONTAL BOTTLOM RAIL VCONNECTION WiTH 90°ENDS INSIDE CORNER OUTSIDE CORNER INSIDE CORNER Ei D RIB THRU TOP RAIL BOTTOM RAIL CONNECTION WITH 46°MITER$ EUION WITH 45°MITERS CONNECTION%%TH 2.25•MITERS A. r-1 ry -I I 5''� 6' t v -- P' - ' iYP 1 i' tL LL Tw TTP I (z)r'2� FLAT PLATE(P1)(2)(•.23' ;3)r'2 J � �• SHOT, SHEDS, SLOTSSPECIAL FLAT PLATE P2 _ T" y-2' 2' I2;1'x2{" A TrP I n°y"SII IIS TIP-}-ITP. �--7—�T °i5 `/\/ L 40Ir5e2E` \ 22 5' WAHIES SLOPS Oasnym (2)�y21�PLATS Foundation Wall 2' CD G NOTES SECTION WALL PANEL TCF CON TECTION-BOLT POC'ET NI T1 '0x5'LG 90°INSIDE PLATE(Al) 90 OUTSIDE PLATE(A2� 45°PLATE(A3) 2211T PLATE ANGLE GLE VARIES PLATE(A5) HES COE ROD WITH(2';FLAT WAv ERs&Q)NUTS STRUCTURAL DETAILS TOP SURFACE OF PANEL Customer Job- NLLA(E HILL WRIGHT BUlDFTSMAN ERS CRA 26 BATES STREET BOTTOM CONTECTION-5T[a PLATES WITH}'00'LG NORTIVAPTON,w NORTHAMPTON,MA HEX.BOLT 12 FROM BOTTOM OF PANEL P°wind S-c S:NOT TO SCALE Sheet rAH1.3.1,TIHAT ATURE DATE 5 BY PROVIDING YOUR(THE CUSTOMER'S)SGNAPIRE,YDI; oro JAM THECDNTENTS OF THIS DRAWING SET MEETYR APPROVAL ANDTHIS DRAWING SET 15 HEREBY Cngin/l Date: Rev. A DGte: Rev. 9 DrteAPROVED FOR ENGINEER NG AND PRooucnou 11/19/07 03/17/06 03/26/08 PT 2,6 SILL PLATE(BY OTHERS, DESIGN&CONSTRUCTION SLOPE BACKFILL AWAY - L=LcNG H PAN 2'EXPOSED ANCHOR WITH WIT FROM STRUCTURE --- I IM WASHER&NUT 2 45"O/C& I,<lCdd _k ' L LESS THAN 12'FROM PANEL ENDS. 1 ��` A SEE SILL IT REFtRENCE � ,��""�\1\�;`\,• SIL-ED IF SEA-ID W,H 111 M3 IlliR MATO#AL DOLE TNNG C=ODE �,j;1 \�� T1�1\ CCNNEGT�N CONSTRUCTION ADHESIVE 1�� 1�� 1\\ � DETAIL , 90TH SIDES(BY OTHERS) 1.12 2003 INTERNATIONAL RESIDENTIAL CODE FOR ONE&TWO FAMILY �� L\--- DWELLINGS ' 113 ACT 319-02,BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE 1�L i VE.+'� i P56T INSERT t m T 1.3 MATERIALS I OPENING FOR �1�; F1 ECTRICAL WIRES 1.32 REINFORCING ��V� �'�' ti�\� BACK FILL 1.3.2.1 ASTM A615 GRADE 90 DEFORMED REINFORCING. DETAIL SHOWWNG SILL 1,121 ASTM A181 GRADE TO WELDED NRE MATS =-�1\:�� PLATE CONNECTION 1,3.3 MINIMUM CONCRETE COVER OVER REINFORCING 1"(FACES EXPOSED TG 22 SHIMMED AS � EARTH) REQUIRED BEN,(;FN T 20,DESTALA,NJ X11 ��, ACCEPT UDDULAR '� ` ,. 21 WALL SHALL BE PLACED ON i�2"CPo,SHED 5T�JE WHICH ShALL BE LEVE 1�1 ��'�\1,A% G' OR FRA SYSTEM. _��, 2.2 ST:G ENTSSUCH 7HAT AShALL L BE INSTALLED SUCH BEARING VERT.FACE IS PLUMB&TOP `„`�`},---`�1=� \`� !� '" L _ CORBEL A 1 8" `SILL IS LPffiLEDGE . A� 4 CONCRETE SLAB 4 2.3.WALL PANELS SHALL BE CONNECTED TOGETHER USING 112b BATS(AS1M -i A� �� POURED OVER 6 MIL �i'-O" -T �A=HOLD AT 4"CONCRETE SLAB A307)AS SHOWN�t ERECTION DRAWNG \ POLY VAPOR BARRIER MIN. 5'-0" POURED OVER 6 MIL A MOR TO BA KFELN POURED tN PLACE BASEVENT FLOOR SHALL REACH '�� 'L%i'� �J BY OTHER„)c OR CESS I �'✓ POLY VAPOR BARRIER '( �` A MINIMUM COMPRESSIVE STRENGTH OF 1,500 PSI &WALL HAS BEEN 4CHORED TO TH€FLOOR ABOVE AS SHOWN W THE€RECT10-N DRAWING,OR ,(,8Y OTHERS) r HAS BEEN SUFFICIENTLY BRACED 10 PREVENT DAMAGE FROM BACKFILL ` ��\\_y-\ , Fy TION EXCEEDS DETAIL WITH HOLD 1.T6LONG BEFORE BENDING. 1`�'``�` EXCESS AREA2.MATERIAL SHALL BE 16 25.1 A 4'8 PERFORATED GRAIN PIPE SPAII BE PA-ED AT BOTT�t OF CE FILLED AND i 1 DOWN STRAPS GAUGE GALVANZED STEEL. 9"'I'M, 1 CRUSHED STONE AREA N 2(TWO)LOCATIONS,TO ALLOW BACKFILL TO DRAIN I 'I'M SI ME I COMPACTS 2}°sTRAPs PLACED NO 2 o BACKFIL'MATERAA SnAL�BE CLASSIFIED PER THE UNtFIEt SOIL GREATER THAN 48"O.C. CLAS9RCAHON SYSTEM AS BEING EITHER GC,GM,G°,GW,SC,SM,SP,OR SW PLACED&LEVELED 1'-� g"G PACTED CRUSHED STONE�� bISTS T,?AI ARE PARALLEL (d'Y DTf'ERS) 2-D"MIN. OTHERS' _, O FOUNDATO WALL A)ST 2-71 A.DILITONA1Y BACKFh.SHALE NOT[BERT E:�VmtNT a�84..cL;.AD _ - - m B ` "O 15r V>}2rtSj VARIES-R�- —2'-0"MIN. 9E/ PROPERLY RLODKED PRESSURE GREATER=HAN 90 PSFAT TYPICAL WALL SECTION-- TYP.SECTION AT CORBEL LEDGE f WARNING: BAWL C 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 j _�� TYPICAL PREVENT DAAIAGEBYTHE BACK�L(180C FNft5104.1.7� A—I�— BILGE < i DESIGN NOTES: ! HATCH HIL FOR F0,A A`I3N,LALCY COLUMN FOOTING&SOIL DEPTH SIZES 4`0 6z�STEEL ANI fi'LG � ONGREIE SLAB o,� DETAILWITH HOLD DOWN INDICATED ARE BASED UPON 2,000 LBS PER SQ,FT.SOIL BEARING &(8)f"9 WEDGE ANCHORS 31'LC.� Sy OTHERS ° t APACTY STRAPS IN PLACE Ha1LD LESS 5011 CAPACITY BE ENCOUNTERED NOTIFY ENC NEER a ;1�� N CWRiTiNt, G THA'FOOPNG SINES TAN 8E AD1u5TED ACDRDAGLY. Oasis � SOIL TYPES SUITABLE SHALL BE CLASSIFEU PER THE UNI9EC SOIL TYPL�A:PE3MENTRY�CWRAIL 11��' 1 A11- W� s TABS AIVP SYSTEM 0.S BEING ET RCC,GW.GP,6W,SCh SM, 1;C "v N n `1 %t`1r Foundation Wall System SP,OR SW ADJUSTABLE 1�L � �o ( ER SITE ��\1 �� 1�1 e o o Mt"'.AtWCAL vfh=ILA,lO#`MUST 6`E PR6tA£f"P,t y JACK POST ` —)n\ Tq �r PER MASSACHUSETTS STATE 911 DING CODE 780CMR53031 } 1} U WALL PANEL 4. TOP OF OASIS FOUNDATION WALL SYSTEM;S TO BE A MINIMUM OF 9"ABOVE FINISH GRADE STRUCTURAL DETAILS ; _Y 11 A 11t , CustomerWaGHi � .;ob: ygJ,A�Lyu"�1• _; 26 BATES s�ET {�AFTSMAN NORTHA PTp{MA NORTHAAWTON,MA CONCRETE. awH=.5: s�nTe;NOT To SCALE JACK POST N-19"MIN. <m o BEARING PAD _I Shee: e slcua;uRE — DATE 3' Oe MIN. ^-- 4 TYP.GARAGE °"°` JAM R R E DETAIL .° ��:.,o ��t�: KED. A �-. Re 9 G.PTe: YOUR APPROVAL AND THO DRAWING SET IS HEREBY SECTION PERMENT PANEL SECTION 11/19/07 03/I7/08 a/2s/oe APPROVED FOR ENgNEER64G AND PRODLkJnO�+,',