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33687-Z
FORM NO. 4 TOWN OF SOUTHOLD BUILDING DEPARTMENT Office of the Building Inspector Town Hall Southold, N.Y. CERTIFICATE OF OCCUPANCY No: Z-34230 ~te: 04/16/10 THIS CERTIFIES that the building NEW DWELLING Location of Property: 2775 WEST CREEK AVE CUTCHOGUE (HOUSE NO.) (STREET) (HAMLET) County Tax~4ap No. 473889 Section 110 Block 5 Lot 4 subdivision Filed Map No. __ Lot No. __ conforms substantially to the Application for Building Permit heretofore filed in this office dated FEBRUARY 7, 2008 pursuant to which Building Perutlt NO. 33687-Z dated FEBRU/LRY 13, 2008 was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is ONE FAMILY DWELLING WITH FIRST AND SECOND FLOOR DECKS, ATTACHED TWO CAR GARAGE AND ACCESSORY HOT TUB ON GROUND LEVEL DECK AS APPLIED FOR. The certificate is issued to SCOTT & SAR3~H HASSILDINE (OWNER) of the aforesaid building. S~FOI~K COUI~I~I DEPAR~T OF B]gALTH APPRO~-AL R10-07-0111 03/01/10 BL4gCTRIC~KL ~TIFICATH NO. 123359C 07/24/08 PLIERS C~TIFICATION DA'r~u 12/30/09 LI SUNRISE PLUMBING ~ht hori~ Rev. 1/81 + SUFFOLK B U R E A ,U . ~ 40 Nottingham Drive, Middle Island, NY 11953 Telephone: 631 495 8136 · Fax: 631 980 6455 · E-Mail: SBEIGS@gmail.com CERTIFICATE OF ELECTRICAL COMPLIANCE Applicant: Rough In Inspection Date: Application No.: REP Electric Certificate No.: 12667 Final Inspection Date: t4ar 31, 2010 12667 Building Permit No.: County Tax Map No.: This Certificate of Electrical Compliance is limited to the inspection and compliance of electrical equipment and/or work described below, installed by the applicant named above, located at the premise of and not after the final inspection date above: Owner: Scott and Sarah Hasseldine Site Location: 2775 West Creek Ave, Cutchogue, NY 11935 Owner's Address (if different): Service Shed r- -~ · :~ Indoor L'~; Basement t _ ~'. Residential L F rst Floor ~'! Commercial ~' Outdoor ~ ~i'i Pool ~ Hottub i ~, New :-'i] Renovation [~] Second Floor [""'. Attic ~ Garage i Add.ben Survey Other: INVENTORY Single PhaSe Heat Duplex Recpt Ceiling Fixture HID Fixtures Three Phase HOt Water GFCI Recpt Wall Fixture Smoke Main Panel AC Cond Single Recpt Recessed Fixture CO Detect~ Sub Panel AC Blower Range Recpt Flourescent Smoke CO Combo Transformer Appliances D~yer Recpt Emergency Time Clock DisConnect SwitChes Twist Lock Exit Fixtures Pumps GFCI Breaker 2 Heat Pump Electric Heat Pool Lumina[re Exhaust Fan Other Equipment: supply GFCI protected power to self contained hot tub The electrical work and/or equipment described above were inspected and appear to be in compliance with local, state and national electrical code requirements and this office. Applicant: REP Electric Inspected By: Roger Richert License No.: 46288-ME Date Of Certificate: Apr 08,2010 Signature: Form No. 6 TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 [03i_ .5/5- APPL1CATiONFORCERTiFiCATEOFOCCUP/!~;_~= ~0 ~=, ~ ~ ~= ~ This application must be lilled in by typewriter or ink and submitted to the Building[ ,~mert! ~th'the followin~D A. For new building or new use: 1. Final survey of property with accurate location of all buildings, property line , streets, aaut~fll~ natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal (S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of 1% lead. 5. Commercial building, industrial building, ~nultiple residences and similar buildings and installations, a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. Bo For existing buildings (prior to April 9, 1957) non-conforming uses, or buildings and "pre-existing" land uses: I. Accurate survey of property showing all property lines, streets, building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant. If a Certificate of Occupancy is denied, the Building Inspector shall state the reasons therefor in writing to the applicant. C. Fees 1. Certificate of Occupancy - New dwelling $25.00, Additions to dwelling $25.00, Alterations to dwelling $25.00, Swimming pool $25.00, Accessory building $25.00, Additions to accessory building $25.00, Businesses $50.00. 2. Certificate of Occupancy on Pre-existing Building - $100.00 3. Copy of Certificate of Occupancy - $.25 4. Updated Certificate of Occupancy- $50.00 5. Temporary Certificate of Occupancy - Residential $15.00, Commercial $15.00 Date. New Construction: ,/'- Old or Pre-existing Building: (check one) Location of Property: c~7r/,5' //~e.g51 ~re¢~ ~oC ( ~,, ~ ~(X, i.~t House No. Street OwnerorOwnersofPropeny: ~oCOI * ~O-rc.~¼ ~ggilc{t,-,:.., Hamlet Suffolk County Tax Map No 1000, Section Subdivision PerufitNo. ~'-~'_5Co 93 q DateofPermit. Block 05' Filed Map. Applicant: Lot Lot: Health Dept. Approval: Underwriters Approval: Planning Board Approval: Request tbr: Temporary Certificate Fee Submitted: $ c>D~°¢ z.¥q&3o Final Certificate: (check one) Form No. 6 TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCUP, This application must be filled in by typewriter or ink and submitted to the Building I A. For new building or new use: 1. Final survey of property with accurate loca{ion of all buildings, property line erl} [v0th31~ fg.~in streets, aad.~°fa~§I.natural or ~u'nN OF SOUTHOLD topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal (S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of 1% lead. 5. Commercial building, industrial building, multiple residences and similar buildings and installations, a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. B. For existing buildings (prior to April 9, 1957) non-conforming uses, or buildings and "pre-existing" land uses: 1. Accurate survey of property showing all property lines, streets, building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant. If a Certificate of Occupancy is denied, the Building Inspector shall state the reasons therefor in writing to the applicant. C. Fees 1. Certificate of Occupancy - New dwelling $25.00, Additions to dwelling $25.00, Alterations to dwelling $25.00, Swimming pool $25.00, Accessory building $25.00, Additions to accessory building $25.00, Businesses $50.00. 2. Certificate of Occupancy on Pre-existing Building - $100.00 3. Copy of Certificate of Occupancy- $.25 4. Updated Certificate of Occupancy- $50.00 5. Temporary Certificate of Occupancy - Residential $15.00, Commercial $15'00 Date. la~ .Jo New Construction: Location of Property: Old or Pre-existing Building: House No. Street Owner or Owners of Property: C--)fO~ * SO. Suffolk County Tax Map No 1000, Section _ (check one) Subdivision Permit No. ~ '~ Co ~ ~ Health Dept. Approval: Planning Board Approval: Date of Permit. Hamlet Block O-q Lot Filed Map. Lot: Applicant: Request for: Temporary Certificate _ Fee Submitted: $ c~D~°°~- Underwriters Approval: Final Certificate: (check one) / Applicant Signatur Issue Date 7/24/2008 Electrical Inspection Certificate Electrical Inspection Service, Inc. Application Number 375 Dunton Avenue 123359C East Patchogue, NewYork 11772 (631) 286-6642 Issued To: Hassildine Street: 2775 West Creek Road Village: Cutchogue Section: Block: Contractor: Anything Electric (L) Zip: 11935 Lot: Town: Southold Lic.# 5220-E Was examined and found to be in compliance with the National Electrical Code. E~ Commercial ~ NV Defects ?_ Pool ~ 1st Floor [~ Indoor [] Basement i~ Hot Tub [] Residential Det. Garage !-J Attic ~ 2nd Floor [] Outdoor ~.' Addition ~F~ Survey Switches Receptacles Fixtures GFI Heaters A/C Fans 5 6 2 Dishwasher Washer/Amps Dryer/Amps Oven Range/Amps Microwaves Furnace Oil Gas Circulators Smoke Detector Bell Transformer 1 x 2, 1 Meter Amps Phase UG/OH Jacuzzi Television CO Detector I 200 I Lx~ / I Bldg. Permit: 33687 Othsr Equipment ~-pGarag~ Doo~opener R~(;~ptl/~'-a-n~l:) - ec. outlet/1-2oo amp M/B Panel Hugo S. Surdi President Roua~ Inspection: ~i ~'n2:~.'~P~~ :~,o~n Mc .ahon fi, This cer[ificate must not be altered in any manner, inspectors may be identified by their credentials. Dec 30 2009 11:378M Rich's Qualit~ 8uto Bod~ G31-?34-SG28 p.1 Town llaii Annex 54375 Mnin Rand .~\ BUILDING DF_~AR~ TOWN O~' 8OUTltOr.~ .CERTIFICATION Fax {631) 7~.~-9~02 Building P~i~it.No. 5 ~ % (Please print) Plumbs: ~ / (Please print) o v Sworn to before me this ~ day of~ 20 10 /) I certify that the solder used in.the water supply syste~n contains less.than 2/i0 ofl% -":") ~'/ s~,~,~)' ':: : · · FORM NO. 3 TOWN OF SOUTHOLD BUILDING DEPARTMENT Town Hall Southold, N.Y. BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) PERMIT NO. 33687 Z Date FEBRUARY 13, 2008 Permission is hereby granted to: SCOTT & SARAH HASSILDINE 2775 WEST CREEK AVE CUTCHOGUE,NY 11935 for : DEMOLITION OF AN EXISTING DWELLING AND CONSTRUCTION OF A NEW DWELLING PER ZBA AND SCHD at premises located at 2775 WEST CREEK AVE CUTCHOGUE County Tax Map No. 473889 Section 110 Block 0005 Lot No. 004 pursuant to application dated FEBRUARY 7, 2008 and approved by the Building Inspector to expire on AUGUST~9" Fees 856.80 or±z~d ute ORIGINAL Rev. 5/8/02 TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION ~ FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION ] RRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION REMARKS: /~-~~ DATE TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION ] FOUNDATION 1ST ~<~FOUNDATION 2ND [ ]FRAMING / STRAPPING [ ]FIREPLACE & CHIMNEY [ ]FIRE RESISTANT CONSTRUCTION [ ] ROUGH PLBG. [ ] INSULATION [ ] FINAL [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT PENETRATION REMARKS: DATE, i NSPECTOR ___~ ~ TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 [ ] FOUNDATION 1ST [ ] FOUNDATION 2ND [ ] FRAMING / STRAPPING [ ] FIREPLACE & CHIMNEY [ ] FIRE RESISTANT CONSTRUCTION REMARKS: ~ INSPECTION ]~ ROUGH PLBG. [ ] INSULATION [ ] FINAL [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT PENETRATION DATE INSPECTOR TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION ] FOUNDATION 1ST ] FOUNDATION 2ND [ ] ROUGH PLBG. [ ] INSULATION [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION R EMARKS~~~,.~ [~ ~~ DATE ~ ~-~ ~- 6 ~ INSPECTOR TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [/~ROUGH PLBG. [ ] FOUNDATION 2ND [ ]INSULATION ~STRAPPING [ ]FINAL [ ] FIREPLACE & CHIMNEY [ ]FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION DATE TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [/~(INSULATION [ ]FRAMING / STRAPPING [ ]FIREPLACE & CHIMNEY [ ]FIRE RESISTANT CONSTRUCTION [ ] FINAL [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT FENETRATION REMARKS: INSPECTOR DATE TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ]FOUNDATION 1ST [ ] ROUGH PLBG. [ ]FOUNDATION 2ND [ ] INSULATION [ ]FRAMING / STRAPPING ~ FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION REMARKS: /~ff.~ ~~J'~ ~ INSPECTOR~ TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING ~/FINAL ~ ~ [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION REMARKS: ~.~ /~-'~ DATE INSPECTOR~~~'-~ ~Oi'q REPORT ...................................... LNS~ATIO~ PER ~. Y. STATE ENERGY CO~E TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL "' SOUTHOLD, NY 11971 TEL: (631) 765-1802 FAX: (631) 765-9502 www. northfork.net/Southold/ ! ^pproved 2°__ Disapproved a/c Expiration ., 20 BUILDING PERMIT APPLICATION CHECKLIST Do you have or need the following, before applying? Board of Health 4 sets of Building Plans Planning Board approval Survey. Check Septic Form N.Y.S.D.E.C. Trustees Contact: Mail to: B~-ilding Inspector APPLICATION FOR BUILDING PERMIT INSTRUCTIONS a. This application MUST be completely filled in by typewriter or in ink and submitted to the Building Inspector with 4 sets of plans, accurate plot plan to scale. Fee according to schedule. ~. Plot plan showing location of lot and of buildings on premises, relationship to adjoining premises or public streets or areas, and waterways. c. The work covered by this application may not be commenced before issuance of Building Permit. d. Upon approval of this application, the Building Inspector will issue a Building Permit to the applicant. Such a permit shall be kept on the premises available for inspection tbxoughout the work. e. No building shall be occupied or used in whole or in part for any purpose what so ever until the Building Inspector issues a Certificate of Occupancy. f. Every building permit shall expire if the work authorized has not commenced within 12 months after the date of issuance or has not been completed within 18 months from such date. If no zoning amendments or other regulations affecting the property have been enacted in the interim, the Building Inspector may authorize, in writing, the extension of the permit for an addition six months. Thereafter, a new permit shall be required. APPLICATION IS HEREBY MADE to the Building Department for the issuance of a Building Permit pursuant to the Building Zone Ordinance of the Town of Southold, Suffolk County, New York, and other applicable Laws, Ordinances or Regulations, for the construction of buildings, additions, or alterations or for removal or demolition as herein described. The applicant agrees to comply with all applicable laws, ordinances, building code, housing code, and regulations, and to admit authorized inspectors on premises and in building for necessary inspections. ture of applicant or name, if a corporation) (Mailing address of applicant) '~ State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder Name of owner of premises ,~ CI~P{" o_~cl ?X)- ccc~ I-~$', Icq; oe. (As on the tax roll or latest deed) If applicant is a corporation, signature of duly authorized officer (Name and title of corporate officer) Builders License No. Plumbers License No. Electricians License No. Other Trade's License Location of land on which proposed work will be done: R77 B/es Creek House Number Street Hamlet County Tax Map No. 1000 Section / jO. Subdivision (Name) 2. State existing use and occupancy ofprem'~es and intended use and occupancy of proposed construction: a. Existing use and occupancy b. Intended use and occupancy 3. Nature of work (check which applicable): New Building ~ Addition Alteration Repair Removal Demolition ~ Other Work 4. Estimated Cost 5. If dwelling, number of dwelling units If garage, number of cars Fee (Description) (To be paid on filing this application) Number of dwelling units on each floor 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. 7. Dimensions of existing structures, if any: Front /-/Q./8' t, Rear 4/~f$' '~ .Depth Height_ Number of Stories ! Dimensions of same structure with alterations or additions: Front ~Q,/84, Rear Depth. .gLo' Height / ~'f q" Number of Stories /~.t,./[, 8. Dimensions of entire new construction: Front o9(_o ' Rear ~:~(~ ' .Depth Height /~ ,t~_/~ Number o~ Storages oD, 9. Size of lot: Front '5/0 ' Rear ~ocO' Depth c~OO' 10. DateofPurchase Aipe. i] ~003 Name ofFormer Owner 11. Zone or use district in which premises are situated 12. Does proposed construction violate any zoning law, ordinance or regulation? YES ~/ NO__ 13. Will lot be re-graded? YES ~/NO__Will excess fill be removed from premises? YES__ NO 14. Names of Owner of premises~/]*Samh 14tlss;ldi,~c. Address~3??,ff ~. ~eg &e ~hone No. N~e of Architect ~ep~ ~ Address ~f~+~.~5~g Phone No Name of Contractor ~ ~ ~Mmd0~-~ D0o~ddress ~o~. ~s.~¢ Phone No. qGY- ga-tO 15 a. Is this property within 100 feet of a tidal wetland or a freshwater wetland? *YES__ * IF YES, SOUTHOLD TOWN TRUSTEES & D.E.C. PERMITS MAY BE REQUIRED. b. Is this property within 300 feet of a tidal wetland? * YES ~ NO * IF YES, D.E.C. PERMITS MAY BE REQUIRED. NO ~ !5. Provide survey, to scale, with accurate foundation plan and distances to property lines. 17. If elevation at any point on property is at 10 feet or below, must provide topographical data on survey. STATE OF NEW YORK) SS: COUNTY --~.,4/4 /~/. /~36~'/c~ 1:,/~ ~'~ being duly sworn, deposes and says that (s)he is the applicant (Name of individual signing contract) above named, (S)He is the t)t.x~ th~Ar~ (Contractor, Agent, Corporate Officer, etc.) of said owner or owners, and is duly authorized to perform or have performed the said work and to make and file this application; that all statements contained in this application are tree to the best of his knowledge and belief; and that the work will be performed in the manner set forth in the application filed therewith. Sworn to before me this '/~- Nc~XaSy Public 200/] Signature of Applicant 1117 - MUNCY - 39081 MWFRS 11/6/2006 TURNKEY / HASSILDINE 12 OF 16 Shearwall Line BI - OSB Sheathing - Use Perforated Shearwall bB] = 13.00fi bB1 FH := FH = 0.50 LB1 VBi + VB2 VB 1 · VB I = 93437 PLF Co'bBi VBi'H1 TB1 := -- + TB2 TB1 = 8926.37 lb Co'bB1 Full Height Sheathing Length 4' %* ........ ,';;",,, O~ % Percent of Full Height Sheathing o - Shear Capaci¢ Adjustment Facto, *,% ...F 2006 November 0B,: Required Hold-down at Each End of Each Wall Shearwall Line al - OSB Sheathing - Use Perforated Shearwall Method bal = 17.63 ft FH = 0.49 Full Height Sheathing Length bal FH := -- Lal Percent of Full Height Sheathing Lal := L Shear Capacity Adjustment Factor; Table 2305.3.7.2 Vai + Va2 Val := Val -- 602.53 PLF Co'bal Required Shearwall Capacity Val'H1 + Ta2 Tal := Co'baI Tal = 3649.62 lb Shearwall Line bi - OSB Sheathing - Use Perforated Sheatwall Method bbl = 24.50ft Full Height Sheathing Length bbl FH := FH = 0.68 Percent of Full Height Sheathing Lbl Required Hold-down at Each End of Each Wall Lbl := L Shear Capacity Adjustment Factor; Table 2305.3.7.2 Vbl + Vb2 Vbl := Vbl = 423.69 PLF Co-bbl Required Shearwall Capacity Vbi'H1 Tbl := + Tb2 Co'bbl Summary of Shearwalls and Tie-Downs VA2 = 208.29 PLF VB2 = 476.71PLF VA1 = 838.47 PLF vB1 = 93437PLF Tbl = 2980.27 lb va2 = 98.97 PLF Vb2 = 98.97 PLF Val = 602.53 PLF Vbl = 423.69 PLF TA2 = 1666.34 lb TB2 = 3813.7I lb TA1 = 5536.97 Ib TB1 = 8926.37 lb Required Hold-down at Each End of Each Wall Ta2 := 13581b Tb2 = 791.74 lb TaI := 13581b Tbi = 2980.27 Ib C:\2006 JOBS\I 117 - MUNCY - 39081 FORM NO. 3 NOTICE OF DISAPPROVAL DATE: May 1, 2007 TO: Scott & Sarah Hassildine 2775 West Creek Avenue Cutchogue, NY 11935 Please take notice that your application dated April 25, 2007 For permit to demolish a portion of and construct additions and alterations to an existing single family dwelling at Location of property 2775 West Creek Avenue, Cutchogue, NY County Tax Map No. 1000 - Section 110 Block 5 Lot4 Is returned herewith and disapproved on the following grounds: The proposed construction, on this non-conforming 9,959 square foot parcel in the R-40 District, is not permitted pursuant to Article XXIII Section 200-124, which states that non-conforming lots, measuring between 20,000 and 39,999 square feet in total size, require a minimum single side yard setback of 10 feet and a total side yard setback of 25 feet. Following the proposed construction, the dwelling will have a single side yard setback of 5.6 feet, and a total side yard setback of+/- 13 feet. CC: file, Z.B.A Note to Applicant: Any change or deviation to the above referenced application may require additional review from the Southold Town Building Department. FORM NO. 3 NOTICE OF DISAPPROVAL DATE: May 1, 2007 RENEWED: July 19, 2007 TO: Scott & Sarah Hassildine 2775 West Creek Avenue Cutchogue, NY 11935 Please take notice that your application dated April 25, 2007 For permit to demolish a portion of and construct additions and alterations to an existing single family dwelling at Location of property 2775 West Creek Avenue, Cutchogue, NY County Tax Map No. 1000 - Section 110 Block5 Lot4 Is returned herewith and disapproved on the following grounds: The proposed construction, on this non-conforming 9,959 square foot parcel in the R-40 District, is not permitted pursuant to Article XXIII Section 200-124, which states that non-conforming lots, measuhng between 20,000 and 39,999 square feet in total size, require a minimum single side yard setback of 10 feet and a total side yard setback of 25 feet. Following the proposed construction, the dwelling will have a single side yard setback of 5.6 feet, and a total side v,m~-ot,bac~ 3 feet. ~ AXtahori~ed ~g~atfire ~ CC: file, Z.B.A Note to Applicant: Any change or deviation to the above referenced application may require additional review from the Southold Town Building Department. SUf~VEY OF PROPERTY A T CUTCHOGUE TO WN OF SOUTHOLD SUFFOLK COUNTY, N Y. 1000-110- 05- 04 SCALE...I'~20' SEPTIC SYSTEM CROSS SECTON TEST HOLE #1 11/3/06 CROSS SECTION REINFORCED RETAINING WALLS TEST HOLE BY McDONALD ~OS~lffhlCff FLEVA TIONS ARE REFERENCED TO N.G.V.D. SCDHS REc.. # RIO-07-OIII RUNOFF CALCULATIONS PART OF EXISTING HOUSE TO BE REMOVED AND REPLACED WITH 26'x 36' 2STY MOOULAR $ERVICES~ COUNT R Y F/ID AF~EA = 9,959 sq. ft. ~-con~c FLOOD ZONES FROM FRM (6311 765 - 5020 ~ - 1797 MAI= NO. 3610JC0163 G P. O. BOX 909 APPEALS BOARD MEMBERS James Dinizio, Jr., Chairman Gerard E Goehringer Ruth D. Oliva Michael A. Simon Leslie Kanes Weisman t ,;_u: ~ DEPZ htlp://southoldtown.northfork.net ZONING BOARD OF APPEALS TOWN OF SOUTItOLD Tel. (631) 765-1809 · Fax (631) 765-9064 Mailing Address: Southold Town Hall 53095 Main Road · EO. Box 1179 Southold, NY 11971-0959 Office Location: Town Annex/First Floor, North Fork Bank 54375 Main Road (at Youngs Avenue) Southold, NY 11971 FINDINGS, DELIBERATIONS AND DETERMINATION MEETING OF SEPTEMBER 27, 2007 ZB File No. 6072 - Scott and Sarah Hassildine Property Location: 2775 West Creek Avenue, Cutchogue CTM 110-5-4 SEQRA DETERMINATION: The Zoning Board of Appeals has visited the property under consideration in this application and determines that this review falls under the Type II category of the State's List of Actions, without further reviews under SEQRA. PROPERTY FACTS/DESCRIPTION: The apphcant's 9,959 square foot (non-conforming) parcel is located in an R-40 Low-Density Residential Zone District with 40 feet along West Creek Avenue, 200 feet in depth, and 60 feet wide along the north/westerly rear lot line. The premises is currently improved with a single-story single family dwelling. BASIS OF APPLICATION: Request for Variances under Section 280-124, based on the Building Inspector's July 19, 2007 Notice of Disapproval, which states that the proposed construction with additions and alterations (and after substantial demolition of portions of the existing building), will not meet the code requirements of 10 feet on a single side yard and 25 feet total side yards. SUFFOLK COUNTY ADMINISTRATIVE CODE: This application has been referred as required under the Suffolk County Administrative Code Sections A 14-14 to 23, and the Suffolk County Department of Planning reply dated August 21, 2007 states that the application is considered a matter for local determination as there appears to be no significant county-wide or inter-community impact. FINDINGS OF FACT The Zoning Board of Appeals held a public hearing on this application on September 13, 2007, at which time written and oral evidence were presented. Based upon all testimony, documentation, personal inspection of the property, and other evidence, the Zoning Board finds the following facts to be true and relevant: AREA VARIANCE RELIEF REQUESTED: The applicants propose to re-construct substantial portions of the existing nonconforming, single-family dwelling (after demolishing the existing Page 2 - September 27, 2007 ZB File No. 6072 - Scott and Sarah Hassildine CTM No. 110-5-4 building area). The new construction is proposed with setbacks at 5.8 feet from the proposed retaining wall, and 4.6 feet from the step areas leading to the proposed covered porch and wood deck over garage, shown at 7.8 feet to the closest (side) property line. The opposite side of the dwelling remains at 5.6 feet to the side property line, and the total side yard areas will be 13.4 feet total (7.8 feet plus 5.6 feet for two sides), as shown on the July 25, 2007 survey prepared by Peconic Surveyors, P.C. and as shown on Building and Elevation Plans prepared by Stephen Rossetti, Architect (page dated 12/18/06, and pages updated 1/30/07 and 1/31/07). REASONS FOR BOARD ACTION: On the basis of testimony presented, materials submitted and personal inspections, the Board makes the following findings: 1. Grant of the variance will not produce an undesirable change in the character of the neighborhood or a detriment to nearby properties. The lot is long and narrow, and the rehef requested is near the rear of the property which is the greatest width of the lot (60 feet). The applicants wish to demolish a major portion of their existing home and replace it with a new two-story modular home, adding it to the remaining new addition, and placed sideways on the widest portion of the lot and by increasing the setback from the existing side yard nonconformity (4.5 feet at its closest point). The existing one-story home is being replaced with a two-story home, which will create less coverage and footprint. 2. The benefit sought by the applicants cannot be achieved by some method, feasible for the applicants to pursue, other than an area variance. 3. The variance granted herein is substantial. 4. The rehef requested is not self-created. This parcel and other lots are irregular, and a majority of the lots in the area are nonconforming as to lot area and lot width. 5. No evidence has been submitted to suggest that a variance in this residential community will have an adverse impact on the physical or environmental conditions in the neighborhood. 6. Grant of the requested relief is the minimum action necessary and adequate to enable the applicant to enjoy the benefit of the property for use as a single-family dwelling, while preserving and protecting the character of the neighborhood and the health, safety and welfare of the community. RESOLUTION OF THE BOARD: In considering all of the above factors and applying the balancing test under New York Town Law 267-B, motion was offered by Member Goehringer, Page'3 - September 27, 2007 ZB File No. 6072 - Scott and Sarah Hassildine CTM No, 110-5-4 seconded by Member Weisman, and duly carried, to GRANT the variance as applied for, as shown on the July 25, 2007 survey prepared by Peconic Surveyors, P.C. and as shown on Building and Elevation Plans prepared by Stephen Rossetti, Architect (page dated 12/18/06, and pages updated 1/30/07 and 1/31/07). Any deviation from the variance given such as extensions, or demolitions which are not shown on the applicant's diagrams or survey site maps, are not authorized under this application when involving nonconformities under the zoning code. This action does not authorize or condone any current or future use, setback or other feature of the subject property that may violate the Zoning Code, other than such uses, setbacks and other features as are expressly addressed in this action. The Board reserves the right to substitute a similar design that is de minimis in nature for an alteration that does not increase the degree of nonconformity. Vote of the Board: Ayes: Members Dinizio (Chairman), Goehringer, Simon, and Weisman. (Member Ohva was absent.) This R~/~gZb2~~ution w ly adopled~x~(4-0)~ n~s Dinizi; Jr., Ch~rm~~ 10/ ~ ~/2007 proved for Filing !ow__ n of Southold Erosion, Sedimentation & Storm-Water Run-off ASSESSMENT FORM PROPERTY LOCATION: S.C.T, IVL #: THE FOLLOWING ACTIONS MAY REQUIRE THE SUBMI8SION OF A STORM-WATER, GRADING, DRAINAGE AND EROSION CONTROL PLAN CERTIFIED DY A DESIGN PROFESSIONAL IN THE STATE OF NEW YORK, Item Number: (NOTE: A Chock Mark (,~) for each Question is Required for a Complele Application) Yes No Will this Project Retain All Storm-Water Run-Off Generated by? Two (2")Inch Rainfall on Site? (This item will include all run-off created by site clearing and/or construction activities as well as all Site Improvements and the permanent creation of Impervious surfaces.) Does the Site Plan and/or Survey Show All Proposed Drainage Structures Indicat ng Size & Location? ~' This Item shall include ali Proposed Grade Changes and Slopes Controlling Surface Wated=lowl __ Will 'hls Project Require any Land Fifling, Grading or Excavat,o. where there is a change ,o the Nateral r'~ Existing Grade Involving more than 200 Cubic Yards of Matedal within any Parcel? Will this Application Require Land Disturbing Activities Encompassing an Area in Excess of Five Thousand (5,000) Square Feet of Ground Surface? I~l --r Is there a Natural Water Course Running through the Site? Is this Project within the Trustees jurisdiction or within One Hundred (100') feet of a Wetland or Seach? b~J -- Will there be Site preparation on Existing Grade Slopes which Exceed Fifteen (15) feet of Vertical Rise to r'~ One Hundred (100') of Horizontal Distance? ~ __ Will Driveways, Parking Areas or other Impervious Surfaces be Sloped to Direct Storm-Water Run-Off into and/or n the d rection of a Town dght-of-way? ~ __ Will this Project Require the Placement of Material, Removal of Vegetation and/or the Construction of m'~ ~../ any Item Within the Town Right-of-Way or Road Shoulder Area? ~ -- (This item will NOT include the Installation of Driveway Aprons.) 9 Will this Project Require Site Preparalion within the Oeo Hundred 100) Year Floodplain of any Wa ercourse? NOTE: if Any Answer to Questions Cue through Nine is Answered with a Check Mark in the Box, a Storm-Water, Grading, Drainage & Erosion Control P~an is Required and Must be Sublngted for Review Prior to Issuance of Any Building Permit! EXEMPTION: Yes Does this project meet the minimum standards for classification as an Agricultural Project? Note: If You Answered Yes to this Question, a Storm-Water, Grading, Drain,age & Erosion Control Plan is NOT Required! -- No V And H~;u h~ sh,' i, th~ CX~t3¢~" ........... lllltkc ;ilia [iJc tJiis application; ~at MI s[aicmcnLs contmncd ill this alq¢licalion ate tnie 1,~ tJlc bcst ot his b~owlcdge a~cl belief; and d~at dm work will I}c perfi;rmcd in thc mannc~ scl forth in t]~{' ald>li(ation lik'd hclewilh. ~0~ - 06/0~ Wind Speed 120 3 SG NOV 0 6 2006 NY Desiqn Specifications - Attachment.1 Home Ident. (Job No,): Site Location: 39081 Southold, NY Suffolk Co. Design Loads: Ground Snow Load: 45 Seismic Category: B Wind Speed: (3 Sec. gust) 120 Floor LL: (Liv'g / Sip'g) 40 / 30# Floor DL: 10# Applicable Bldg Codes: Residential Code of NYS NYS ECCC 2002 - See Attached REScheck NEC 1999 Occupancy Classification: Construction Type Classification: Index of Addtl. Specific Dwgs: Floor Plan Electrical Plan Foundation Elevations References: 1 Family Detached Wood Framed Unprotected Factory Connections(110& 120 wind) Field Connections Sht 7a_1 (110&120wind) Field Connections Sht 7a_2(110&120wind) Simpson Cut Sheets(110&120wind) Window/Door Schedules - System Dwgs. Sht 3c Calc. Manual - 55 Design Sidewall Studs - Pg 97 Marr. Wall Studs- Pg 212 Floor Joist - Pg 2 (55 psf Manual) Attachment- 1 NOV 0 6 2006 NY Desi.qn Specifications - Attachment 2 55 Ground Snow - 26 Wide - Ranch/R.Ranch - 5-7/12 Exterior Header Schedule Symbol Header Max. Span Calc Ref A 3-2x6 SPF 2/1 6'-0" 132 B 3-2x8 SPF 2/1 7'-7 1/4" 132 C 3-2x10 SPF 2/1 9'-3 1/4" 132 D 3-2xl 2 S PI~ 2/1 10'-9" 132 E 3-1.5"x5.5" ML 8'-0" 136 F 3-1.5"x7.25" ML 10'-6 1/2" 136 G 3-1.5"x9.25" ML 13'-5 1/2" 136 H 3-1.5"x11.25" ML 16'-4 1/2" 136 ,,," ",'; ....... ,';?',.,' O~ G C ',~ ~-uo ,,; November 2006 Mart Wall Header/Beam Schedule Symbol Header Max. Span Calc Ref 1-2x4 SPF 2/1 2'-3" 223 1-2x6 SPF 2/1 3'-5" 223 1-2x8 SPF 2/1 4'-4" 223 1-2x10 SPF 2/1 5'-3 1/2" 223 1-2x12 SPF 2/1 6'-1 1/2" 223 1-1,5"x9.25" ML 9'-1" 227 1-1.5"xl 1.25" ML 10'-11" 227 1-1.5"x16" ML 15'-1 3/4" 227 1-1.5"x18" ML 16'-10 3/4" 227 2-1.5"xl 6" ML 21'~1" 235 2-1.5"xl 8" ML 23'-9" 235 Attachment - 2 NOV 0 6 2006 NY DesiRn Specifications - Attachment 3 55 Ground Snow - 26 Wide - Two Story ~ 5-7112 Exterior Header Schedule Symbol Header Max. Span Calc Ref A-1 3-2x6 SPF 2/1 4'-7 1/4 165 B-1 3-2x8 SPF 2/1 5'-10" 165 C-1 3-2x10 SPF 2/1 7'-1 1/2" 165 D-1 3-2x12 SPF 2/1 8L3 1/4" 165 E-I 3-1.5"x5.5" ML 6'-11 1/4" 169 F-1 3~1.5"x7.25" ML 91-1 1/4" 169 G-1 3-1.5"x9.25" ML 11'-5 1/4" 169 H-1 - 3-1.5"xl 1.25" ML 13'-8 3/4" 169 ,..' '-,~- ........ ,':: ..... o., November 03, 2006 Marr Wall Header/Beam Schedule Symbol Header Max. Span Calc Ref 1-1 1-2x12 SPF 2/1 4'-7 1/2" 260 2-1 1-1.5"x.11.25" ML 6'-2 3/4" 264 3-1 2-2x6 SPF 2/1 3'-7 3/4" 272 4-1 2-2x8 SPF 2/1 4'-7 1/4" 272 5-1 2~2x10 SPF 2/1 5'-7 1/2" 272 6-1 2-2x12 SPF 2/1 6'-6 1/4" 272 7-1 2-1,5"xl 1.25" ML 11 '-7 1/2" 276 8-1 2-1.5"x9.25"&l 1.25 ML 14'-6" 280 Attachment - 3 NOV 0 6 2008 I. BUILDING INFORMATION MAIN HOUSE A. Job Number 1117 B. Client Premiere / Muncy Homes .4- ~,~,- .........w -"'"'"--)'~ C. Client Job Number 39081 ~ ~.~-.:~.~..-_~A./~; D. Builder/Customer Turnkey / Hassildine fi. Typo and Descdption 2-Stow _ 1. Length of Main House 36 ft 2. Width of Main House 26'-0" 4. Width of Garage N/A 5. Roof Pitch of Main House 5:12 ! November 6. Roof Pitch of Garage N/A 7. Exterior Stud Spacing 16" c.c. 8. Truss Spacing of Main House 16" o.c. 9. Truss Spacing of Garage N/A" o.c. 10. 1 st Stow Ceiling Height 8'-0" 11. 2nd Stow Ceiling Height 8'-0" 12. MRH 22.7 ft F. Wind Speed (3-sec Gust) 120 MPH 1. Design Pressure, 2nd Stow 40 / 50 PSF 2. Design Pressure, 1st Stow 35 / 45 PSF I1. SHEARWALL SUMMARY A. 1st Floor Endwall 7/16" OSB Sheathing (Blocked) BOTH SIDES w/8d Common Nails @ 4" B. 1st Floor Sidewall 7/16" OSB Sheathing (Blocked) ONE SIDE w/8d Oammon Nails @ 6" o.c. O. 2nd Floor Endwall 7/16" OSB Sheathing (Blocked) TWO SIDES w/8d Common Nails @ 4" o.c. D. 2nd Floor Sidewall 7/16" OSB Sheathing (Blocked) ONE SIDE w/8d Common Nails @ 3" o.c. E. Roof Diaphragm 7/16" OSB Sheathing w/1 1/2" X 1 1/2" X 16 GA Staples @ 4" o.c. Diaphragm Edges / 6" o.c. Panel Edges / 12" o.c. Field F. Floor Diaphragm 23/32" OSB Sheathing (Blocked) ONE SIDE w/10d Common Nails @ 4" Diaphragm Edges / 6" o.c. Panel Edges / 12" c.c. Field 2006 0 III. CONNECTION SUMMARY A. Uplift Connections 1. Truss to Top Plate 2. 2nd Story Stud to Top Plate 3. 2nd Stow Stud to Floor Perimeter Simpson Strong Tie H10 0.131 X 3" Nails @ 8" o.c. through OSB into Each Top Plate, Staggered PLUS (4) - 0.131 X 3" Nails into Each Stud (Nails are in addition to those required by shearwall construction) a. Sidewall LSTA9 @ 48" o.c. (max) - Attach to Stud b. Endwall LSTA9 @ 16" o.c. (max) - Attach to Stud 4. 1st Story Ceiling Perimeter to 2nd Stow Floor Perimeter a. Sidewall b. EndwalJ 5. 1st Stow Stud to Ceiling Perimeter a. Sidewall b. Endwall 6. 1st StoW Stud to Floor Perimeter LSTA9 @ 48" o.c. (max) - Attach to Stud LSTA9 @ 16" o.c. (max) - Attach to Stud LSTA9 @ 48" o.c. (max) - Attach to Stud LSTA9 @ 16" o.c. (max) -Attach to Stud a. Sidewall b. Endwall 7. 1st StoW Floor Perimeter to Sill Plate a. Sidewall b. Endwall 8. 2nd Story Mating Wall Beam to Stud and Stud to Floor 9. 1st Stow Mating Wall Beam to Stud and Stud to Floor B. Lateral Connections LSTA12 @ 16" o.c. (max) -Attach to Stud LSTA2.1 @ 16" o.c. (max) - Attach to Stud Simpson Strong Tie MAS @ 20" o.c. Simpson Strong Tie MAS @ 12" o.c. LSTA9 w/(8) - 0.148 X 2 1/2" Nails LSTA9 w/(8) - 0.148 X 2 1/2" Nails 1. Truss to 2nd StoW Top Plate 2. Plate to Plate 3. Plate to Stud 4. Bottom Plate to Floor 5. 2nd StoW to 1st StoW 6. 1st Story to Sill Plate 7. Sill Plate to Foundation (2) - 0.148 X 3" Nails, Toe-Nail, Each Bottom Chord to Truss Top Plate (2) - 0.131 X 3" Nails per Truss Bay (4) - 0.148 X 3" Nails, End Grain, Per Stud 0.131 X 3" Nails @ 8" o.c. 0.131 X 3" Nails @ 8" o.c. Toe Nail Perimeter Members Together 0.131 X 3" Nails @ 4" o.c. Toe Nail Floor Perimeter to Sill Plate 5/8" Anchor Bolts @ 32" o.c. C. Horizontal Diaphragm Continuity 1. 2nd Stow a. Mating Wall Module to 1/2" Bolts (A490) @ 16" c.c. (Threads excluded from shear plane) Module Connection at Floor b. Endwall Module to Module (1) - LSTA18 w/(7) - 0.148 X I 1/2" Nails Each Side of MW Joint Connection at Floor 2. 1 st StoW a. Mating Wall Module to 1/2" Bolts (A490) @ 32" c.c. (Threads excluded from shear plane) Module Connection at Floor b. Endwall Module to Module (2) - LSTA18 w/(7) - 0.148 X 1 1/2" Nails Each Side of MW Joint Connection at Floor D. Shear Connections 1. 2nd Stow Endwall a. Truss to Top Plate 0.148 X 3" Nails @ 3 1/2" c.c., Toe-Nail, Truss Bottom Chord to b. Bottom Plate to Floor 0.148 X 3" Nails @ 3" c.c., Bottom Plate to Perimeter 2. 2nd Stow Sidewall a. Truss to Top Plate ~2) - 0.148 X 3" Nails (Use Max of Lat or Shear Requirements) b. Bottom Plate to Floor :).131 X 3" Nails ~ 10" c.c. 3. 1st Floor Endwall a. 2nd Stow to 1st StoW (3) ~ 0.131 X 1 1/2" @ 4" c.c. OSB Strip to Floor and Ceiling Perimeter b. Floor Perimeter to Sill Plate / Simpson Strong Tie MASB @ 20" c.c. PLUS 0.131 X 3" Nails @ 3" c.c. Foundation 4. 1st Floor Sidewall a. 2nd Story to lst Stow (2)-0.131X1 1/2"@4"o-c. OSB Strip to FIoor and Ceiling Perimeter b. Floor Perimeter to Sill Plate / Simpson Strong Tie MASB @ 42" c.c. PLUS 0.131 X 3" Nails @ 4" c.c. Foundation E. Holddown Connections 1. 2nd StoW a. Comer Holddown Simpson Strong Tie MSTI72 b. Corner Stud Connection (3) - Corner Studs connected w/0.131 X 3" Nails at 4" c.c., Stagger Nails on Consecutive Layers 2. I st Story a. Corner Holddown HHDQll-SDS2.5 b. Corner Stud Connection (3) - Corner Studs connected w/0.131 X 3" Nails at 4" c.c., Stagger Nails on Consecutive Layers F Top Plate Splices ~16) - 0.131 X 3" Nails each side of Splice IV. FOUNDATION FORCES A. 1st StoW Endwall 1. Shear 950 PLF 2. Uplift 250 PLF 3. Lateral 275 PLF B. 1st Stow Sidewall 1. Shear 650 PLF 2. Uplift 250 PLF 3. Lateral 275 PLF 1117 - MUNC¥ - 39081 TURNKEY / HASS~:LDINE Connection Design NOV 0 6 2006 11/6/2006 I ©F7 Units Connection Design lb lb lb lb pli := 7- PLF := -- psi := -- PSF := -- in fi in' 2 fi2 Geometry and Loading ORIGIN := 1 [] Reference:C:\2006 JOBS\ill7 - MUNCY - 39081 TURNKEY HASSELDINE\39081 MWFRS.mcd [] Reference:C:\DESIGN REFERENCES\Connection Design Values - Wind.mcd H1 = 8.00 ft CHE := 1.35 CC3 := 61.0PSF.CHE CC1 := 23.7PSF-CHE UPLIFT L~ := ]73]b U~ Tsp LATERAL H2 = $.00fl L:= 36fl ivIRH = 22.25 ft a = 3.00 tt CC5 := 34.7PSF.CHE CC4 := 28.1PSF.CHE Uplift at Sidewall per linear foot: W = 26.00 ft Tsp := 16in Hmax := max(H1 ,H2) UPmw := 2901b Tsp November ~, 2006 UPmw = 217.50 PLF HORT := 2771b DL := 10PSF g := 0.30 Uplift at 2nd Story Floor Uplift at 1st Story Floor Lateral Load at Truss SUMMARY OF LOADS AND DETERMINATION OF DESIGN LOADS Uplift at Roof U2R := up U2F:= uP - (DL2'~) HORT = 277.00 lb Lateral Load at 2nd Story to 1st Story HOR2 .- Lateral Load at Sill Plate Maximum Shearwall Loads 2nd Floor Vmax2NS := max(vA2,VB2) Vmax2EW := maX(Va2,Vb2) Ist Floor VmaxlNS := max(vAl ,VB1) VmaxlEW := maX(val,Vbl) HOR1 .- DL1 := 0.6-DL DL2 := 2.DL1 U2R = 129.75 PLF U2F = 51.75 PLF UlF = 90.75 PLF HORT + (CC4-L-H2) - ~t. DL2.W.L 2L HOR2 = 108.79 PLF HORT + [CC4.L-(H1 + H2)~ - ~.DLi.W.L 2L HOR1 = 283.93 PLF Vmax2NS = 476.71 PLF Vmo.x2EW = 98.97PLF VmaMNS = 934.37 PLF Vm~_xlEW = 602.53 PLF C:~2006 JOBS\I 117 - MUNCY - 39081 1117 - MUNCY - 39081 Connection Design TURNKEY / HASSELDINE 11/6/2006 2OF7 Ill. CONNECTION SUMMARY A. UPLIFT CONNECTIONS 1. TRUSS TO TOP PLATE a. Sidewall Use Simpson Strong Tie HIO or Equal (Capcaity = 565 lb) b. Mating Wall (MW Beam to Stud) LSTA9 := 665ib SPLSTA := -- UPmw Use LSTA9 wi(8) - 0.148X 1 1/2" Nails @ 32" o.c. 2nd STORY STUD TO TOP PLATE Zosb SPN := SPN = 10.38 in NN := U2R SPLsTA =36.69in U2R'Tsp NN = 1.54 Zosb ...% ¢ November 0B, 2006 Use O. 13'1 X 3" Nails through OSB to Top Plates @ 10" o.c., Staggered, and (2) - O. 131 X 3" Nails into Each Stud (Nails in addition to those required for Shearwall Construction) 2nd STORY STUD TO FLOOR PERIMETER a. Sidewall Strap spacing will be based on the maximum uplift from C&C and that imposed by the perforated shearwalls Vmax2EW = 98.97 PLF U2F = 51.75 PLF Usw := maX(Vmax2EW' U2F) LSTA9 SPLSTA := SPLSTA = 80.63 in USW Use Simpson Strong Tie LSTA9 wi (8) - O. 148 X 1 1/2" Nails @ 48" o.c. (MAX) b. Endwall LSTA9 Uew:= maX(¥max2NS'U2F) Uew=476.71PLF SPLSTA:= -- SPLSTA= 16.74in Uew Use Simpson Strong Tie LSTA9 wi (8) - O. 148 X 1 1/2" Nails @ 16" o.c. (MAX) 1st STORY CEILING PERIMETER TO 2nd STORY FLOOR PERIMETER a. Sidewall Strap spacing will be based on the maximum uplift from C&C and that imposed by the perforated shearwafls Vmax2EW = 98.97 PLF U2F = 51.75PLF Usw := maX(Vmax2EW,U2F) LSTA9 SPLsTA := SPLSTA = 80.63 in Use Simpson Strong Tie LSTA9 wi(8) - 0.148X 1 1/2" Nails @ 48" o.c. (MAX) Endwall LSTA9 Ucw := maX(Vmax2NS, U2F) Uew= 476.71 PLF SPLSTA := SPLSTA = 16.74 in Use Simpson Strong Tie LSTA9 wi (~) - O. 148 X ~1 1/2" Nails @ 16" o.c. (MAX) C52006 JOBS\1117 - MUNCY - 39081 1117 - MUNCY - 39081 Connection Design 11/6/2006 TURNKEY / HASSELDINE 3OF7 1st STORY STUD TO CEILING PERIMETER a. S~dewall ~ ~3~ NEW Strap spacing will be based on the max/mum uplift from C&C and that imnosed LSTA9 Usw := maX(Vma~EW,U2F) SPLSTA := . SPLSTA = 80.63 in Usw b. Endwall ~LSTA9 Uew := m~Vm~2NS, ucF/__J Uew = 476.71 PLF SPLSTA SP1 Uew November Use Simpson Stron~ Tie LSTA9 w~ (8) - O. 148 X ~ 1/2" ~ail$ ~ 15" o.c. (~ 1st SlORY SIUD 10 FLOOR PERIMETER a. Sidewall Strap spacing will be based on the maximum upli~ from C&C and that imposed by the pe~omted shea~alls LSTA12 Usw := ma~VmaxlEW,U 1F) LSTA12 := 8301b SPLSTA := ~ SPLSTA = 16.53 in HSW Use Simpson Stron~ Tie LSTA12 w/ (~O) - 0.148X 1 I/2" Nails ~ 15" o.c. (M~ b. End~ll Uew := ma~VmmxlNS,UlF) Uew = 934.37PLF LSTA21 := 12351b LSTA21 SPLSTA := SPLsTA = 15.86~ Uew Use LSTA21 Steel Straps ~ ~" o.c. w~ (16) - 0.148 X 1 1/2" Nail* Each End of Each Strap ~st FLOOR PERIMETfiR TO SILL P~TE a. Sidewall Strap spacing will be based on the maximum upliR from C&C and that imposed by the pe~omted shea~alls VmaxlEW -- 602.53 PLF MAS := 1005lb MAS SPMAs := SPMAS = 20.02 in USW se MAS @ 20 o.c. (MAX) b. Endwall Uew := maX(VmaxlNS,UlF) Use MAS ~ 12" o.c. LATERAL CONNECTIONS TRUSS TO 2nd STORY TOP PLATE HORT Nth := Ntn= 1,98 Ztn148 Use (2) - O. 148 X 3" Nails @ each Truss, Toe-Nail UlF = 90.75PLF Usw := rnaX(VmaxlEW,UlF) Simpson Strong Tie - MAS MAS Uew = 934.37PLF SPMAS := SPMAs = 12.91 in Uew :% 2006 C:\2006 JOBS\I 117 - MUNCY - 39081 1117 - MUNCY - 39081 Connection Design 11/6/2006 TURNKEY / HASSELDINE 4 OF 7 TOP PLATES TOGETHER HORT N := -- N = 1.65 Znl4$ (2) - O. 131 X 3" Nails Plates together per Bay PLATE TO STUD HORT Neg := - Neg = 3.67 Zeg148'0.67 (4) - O. 131 X 3" Nails Each Stud to Top Plate (H10 will resist a potion of the lateral h 2nd STORY BOTTOM PLATE TO FLOOR PERIMETER Zn SP := SP = 14.55in HOR2 2nd STORY TO 1st STORY SPtn := SPtn= 1.2.07 in HOR2 0.131 X 3" Nails @ 8" o.c. 1st STORY TO SILLPLATE Ztn SPtn := SPtn = 4.63 in HOR1 0.131X 3" Nails @ 4" o.c. SILLPLATE TO FOUNDATION Capacity of 5/8" Anchor Bolts in Single Shear, Zab D := 0.514in Bolt Root Diameter Ln := 16.5in Fyb := 45000psi Dowel Bending Yield Strength Lm := 15in Fem := 6000psi Dowel Bearing Strength, Main Ls := 1.5in Member, Concrete Fes := 4650psi Dowel Bearing Strength, Side ® := 90deg Member, SYP, NDS Table 11.3.2 Length of Bolt Thickness of Main Member Thickness of Side Member Maximum Angle to Grain ..,? ¢ ?,,, ~ %':' ,.'"",'::"..'0.'~ November 0B, 2006 Rdim := if(D < 0.25in,2.2,4.Ko) RdiI := if(D < 0.25in,2.2,3.6.Ko) Rdlils := i£(D < 0.25in,2.2,3.2-I~) kt := I+Re KO = 1.25 Rdim = 5.00 RdiI = 4.50 Rdliis = 4.00 2 3 Rt 'Re -Re.(1 +Rt) Lm Fem Rt := Re := Ls Fes Rdis := if(D < 0.25in,2.2,4.Ko) Rdis = 5.00 Rdlllm:=if(D<0.25in,22,3~.K~R~o (mtm ..... 400. Rd[V := if(D < 0.25in,2.2,32. Ko) RdiV = 4.00 k1 = 4.37 C52006 JOBS\I 117 - MUNCY - 39O81 1117 - MUNCY - 39081 Connection Design 11/6/2006 TURNKEY / HASSELDINE 5 OF 7 3.Fem. Lm2 [2.(1__+Re) 2 k3 := J Re + 3.Fem. Ls2 D'Lm. Fem ZIm := Zim = 9252.00 lb Rdlm D'Ls'Fes ZIs := Zls = 717.03 lb Rdls kl'D-Ls. Fes ZII := Zii = 3481.48 lb RdlI Zab := min(Zim, Zis, ZII, ZIIlm,ZIIls, ZIV)' CD Zab Llat := -- HOR1 5/8" Anchor Bolts @ 32" o.c. HORIZONTAL DIAPHRAGM CONTINUITY k2 = 1.15 k3 = 1.34 k2'D'Lm. Fem ZIIIm := (1 + 2.Re).Rdllim k3-D'Ls'Fem Ziils := (2 + Re).Rdliis D2 [2.Fem-Fyb ZiV := RdlV'43.'~ '~Re) NA FIND SHEAR FLOW, q, AT MATING WALL W D D:=--2 Ybar:=~- A:=D.L I:= L.(2.D,3/ 1 = 1.09 x 109in4 12 Q := A'Ybar Q = 5256576.00 in3 LSTAi$ := 11651b Zllls = 471.45 lb ZiV = 585.54 lb Zab = 754.32 lb Llat = 31.88 in 2006 C:X2006 JOBS\I 117 - MUNCY - 39081 1117 - MUNCY - 39081 Connection Design 11/6/2006 TURNKEY / HASSELDINE 6 OF 7 2nd STORY a. Mating Wall Module to Module Connection Truss Bottom Chord PwallE' VF2 := VF2'Q qF2 := -- i Zb SF2 := qF2 H1 + bl2 2 -2a + Pwalli-H1 + H2 (L- 2a) 2 1/2" Bolts w/Washers @ 16" o.c. b. Endwall Module to Module Connection at Floor (Use same at 2nd Floor Ceiling) TNSR TNSR = 757.42 lb N :- -- N = 0.65 LSTA18 (1) - LSTA 18 w/ (7) - O. 148 X 1 1/2" Nails Each Side of Mating Wall Joint 1st STORY a. Mating Wall Module to Module Connection at Floor H1 H1 PwallE"~-.2a + Pwalll--~'-(k - 2a) VF1 := 2 VF]-Q qF1 := -- I Zb SF1 := qF1 1/2" Bolts w/Washers ~ 32" o.c. b. Endwall Module to Module Connection at Floor (Use same at 2nd Floor Ceiling) TNSF TNSF = I5t4.85 lb N:= -- N = 1.30 LSTAi$ (2) - LSTA 18 w/ (7) - O. 148 X 1 1/2" Nails Nails Each Side of Mating Wall Joint Ztn148 SPnails .- SPnails = 3.52 in Vmax2NS SHEAR CONNECTIONS 2nd STORY ENDWALL a. Truss to Top Plate Vmax2NS = 476.71 PLF O. 148 X 3" Nails @ 3 1/2" o.c., Toe-Nail Each Truss Bottom Chord to Endwall Zn SPnails . SPnails = 3.32 in Vmax2NS Top Plate Bottom Plate to Floor Vmax2NS = 476.71 PLF Use O. 131 X 3" Nails ~ 3" o.c. Bottom Plate to Floor Perimeter VF2 = 4376.23 lb qF1 = 10.52pli SF1 = 35.i7in 2006 C:\2906 JOBS\I 117- MUNCY - 39081 1117 - MUNCY - 39081 Connection Design 111612006 TURNKEY / HASSELDINE 7 OF 7 2 nd STORY SIDEWALL ,,.,~ 01 ~ ~ ~ ~ ~,,/ii a. Truss to Top Plate xxx~. 0~: NEW ]./~/~ Vm~EW.Tsp ~ .~ ~4~(%~ ~ N~:=~ N~=0.94 ~ ~a~ ~ ~ ~ Z~148 ~ ~ ~ ~:~ ~ (~) - 0.~3~ X 3 Nad, Toe-NatL Truss BoSom Chord to Top Plate (Use maxim ~ ~ ~ ~ ~ ~ number of nails required by Lateral and Shear Connection) ~ ~ ~ (/ ~ / ~ ~ b, Bo~om Plate to Floor ~ ~ '.,,,,,'~%~ ~ SPnails = 15 99in ~ Vm~2EW = 98.97 PLF S P nails' - ,,"'~' '~ Vm~EW November 0{-~ 2006 Use 0.131 X 3' Nails ~ ~ o.c. BoSom Plate to Floor Perimeter 1st STORY ENDWALL a. 2nd Story to 1st Story maxlNS - %4.37 PLF SPnails := Zosb SPnails = 1.44 in VmaxlNS (3) - O. 131 X 3" Nails @ 4" o.c., OSB into Each Perimeter Floor Perimeter to Sill Plate Space 0.131 X 3" Nails @ 3" o.c., OSB into SiLl PLate 4 Ncap := ~'Zosb Ncap = 449.14 PLF MASB := 9301b MASB SP. SP = 23.00 in VmaxlNS - Ncap MASB Straps @ 20" o.c. PLUS O. 131 X 3" ~ 3" o.c. Nails Through OSB into Sill Plate and Floor Perimeter 1st STORY SIDEWALL a. 2nd Story to 1st Story VmaxlEW = 602.53 PLF Zosb SPnails · SPnails = 2.24 in VmaxlEW (2) - 0.13~I X Y' Nails @ 4" o.c.. OSB into Each Perimeter Floor Perimeter to Sill Plate Neap := -Zosb Space 0.131 X 3" Nails @ 4" o.c.. OSB into Sill Plate Ncap = 336.86 PLF MASB MASB := 9301b SP := SP = 42.01 in VmaxlEW - Ncap MASB Straps @ 42" o.c. PLUS O.131 X Y' ~ 4" o.c. Nails Through OSB into Sill Plate and Floor Perimeter C:~006 JOBS\Ill7 - MUNCY- 39081 1117 - MUNCY - 39081 TURNKEY / HASSILDINE MWFRS NOV 0 6 7008 Units ib Geometry H1 := 8ft H2:= 8ft HR:= 6.8~ W:= 26fi SHEARWALL and DIAPHRAGM DESIGN lb lb lb PLF:= -- psi := -- PSF := -- fl .2 fl2 ORIGIN:= 1 FF:= 2.11.5in CF:= 11.25n 1 MRH:= H1 + H2+ -~HR+ FF+ CF MRH = 22.25ft L:= 36ft minal:= min(0.40MRH,0.10min(W,L)) aI := if(minal < 3.0ft,3.0ft,minaI) a2 i= ma.~0.04 rain(W, L), 3.0ff) a2 = 3.00~ a := ma>(al, a2) Total End Zone Width Loading - Reference TABLE 1609.6.2.1(1) PwallE:= 31.WSF. CHE PwallI := 21.1PSF. CHE ProofE:= 0PSF'CHE ProofI := 0PSF' CHE Wall Load - End Zones (A) Wall Load - Interior Zones (C) Horizontal Roof Load - End Zones (B) Horizontal Roof Load - Interior Zones (D) November C~:= 1.33 % ,2006 al = 3.00ff 2a = 6.00ft PwallEEW:= 22.~SF. CHE PwaliiEW:= 15.1PSF-CHE 2nd Floor - Shearwalls - Wind from North or South; Shearwall Lines A2, C2 Load to N/S Shearwalls - Assume Flexible Diaphragm (load to Shearwalls proportional to Tributary Width) - Rigid Diaphragm Condition is checked later in calculations VT:= EPwaI1E2.a + Pwallf (L - 2'a)~' ~-~2 + EProofs. + Proofl'(L - 2a)].HR VT = 4376.231b VT vNS2 := ~- vNS2 = 121.56PLF v L Shearwall Line A2 - OSB Sheathing - Use Perforated Shearwall Method bA2 := W - 30in - 42in Full Height Sheathing Length LA2:= W bA2 FH := FH = 0.?? Percent of Full Height Sheathing LA2 Shear Capacity Adjustment Factor; Table 2305.3.7.2 VA2 VA2 := VA2 = 142.09PLF Co'hA2 Required Shearwall Capacity VA2' H2 TA2 := -- TA2 = 1136.68 lb Co'bA2 Required Hold-down at Each End of Each Wall C:\2006 JOBS\I 117 * MUNCY- 39081 1117 - MUNCY - 39081 MWFRS 11/6/2006 TURNKEY / HASSILDINE 2 OF 16 Shearwall Line B2 - OSB Sheathing bB2 := W - 30in - 72in - 721n - 30in bB2 FH := FH = 0.35 LB2 VB2 VB2 := -- VB2 = 476.71 PLF Co'bB2 Full Height Sheathing Length ..~,~.~,,,, <8 ." Percent of Full Height Sheathing o Shear Capaci~ Adjustment Facto~ ', I November 06, 2006 VB2'H2 TB2 := TB2 = 3813.71 lb Co'bB2 Check for Rigid Diaphragm SHEARWALL DEFLECTION Required Hold-down at Each End of Each Wall Use 7/16" OSB (24/16 Span Rating) - 0.131 X 2" ~ 3" Edges / 12" Field, 2 X 6 Studs, Double Top Plate and Single Bottom Plate; Use HDQ8-SDS3 for Tie-Down ]b Gtv:= 270007- E := 1400000psi b := W A:= 2.(l.Sin).(5,5in) m Slip at Hold-down (2000 lBS Structural / Seismic Desiqn Manual, Volume 2; page 67 and Desiqn of Wood Structures- ASD; Breyer, Donald E., et.al.; 5th Edition; page 10.38.) Vn = 119.181b t := 0.437in da := 0.i25in Vmax := max(vA2,VB2) Vn := Vmax ft Load per nail per foot of shearwall with 3" c.c. spacing = 4 per foot 4 [ V ~3.018 en :: 8'VA2'H23 /VATH2 AA2 := + E'A'bA2 [, Gtv ,5B2:= DIAPHRAGM DEFLECTION en = 0.0084 0'75'H2'en H2 VA2 lb + + .da AA2 = 0.16in kA2:= kA2= 166356.41-- 12 bA2 AA2 0.75'H2'en H2 + -da AB2 = 0.42 in kB2 VB2 63166.21 ~ + ._ kB2 = 12 bB2 AB2 ft 1 X:=Tft+ llff+ 7ft+ 11ff Ac:= --in Gt:= 77500'~ E:= 1400000psi 32 in vNS2 Vn := ff Load per nail per foot of diaphragm with 6" c.c. spacing = 2 per foot 2 f V ~3.018 en = 0.00II 5-VNs2'L3 vNs2L 2-Ac-X - + (0.188.L.en) + -- ,SDiA = 0.22 in ADIA:= 8.E.A.b 4.Gt 2.b Vn = 60.78 lb C:\2006 JOBS\I 117 - MUNCY - 39081 1117 - MUNCY - 39081 MWFRS 11/6/2006 TURNKEY/HASSILDINE 3 OF 16 D1A := if(ADiA _< 2-max(AA2, AB2),"RIGID" ,"FLEXIBLE,,) CHECK SHEAR DISTRIBUTION WITH RIGID DIAPHRAGM ACTION - LOAD TO EACH S! PORPORTIONAL TO THE SHEARWALL STIFFNESS lb kT := kA2 + kB2 kT = 229522.62 -- VT := VA2 + VB2 VT = 4376.23 lb kA2 RA2 := kT RA2 = 0.7248 VA2R:= RA2.VT kB2 RB2 := RB2 = 0.2752 kT VB2R := RB2-VT Find Center of Force and Center of Rigidity - North / South Wind L XTF := 2 XTF = 18.00fl lb kA2 = 166356.41 -- kXA2 := kA2.0ft fl kB2 = 63t66.21 -~ kXB2 := kB2.36ff lb kT := kA2 + kB2 kT = 229522.62 -- ft VB2R = 1204.37 lb Center of Lateral Force for North / South Wind kXT := kXA2 + kXB2 kXT XTR:= XTR = 9.9 ft kT 2nd Floor - Shearwalls - Wind from East or West; Shearwall Lines a2, b2 Load to a2 & b2 - Assume Flexible Diaphragm (Icad to Shearwalls proportional to Tributary Width) - Rigid Diaphragm Condition is checked later in calculations Center of Rigidity for North / South Wind 7¸4 10.7 P {4.4ft + 7.4ft'~ t/7.4fl + 10.7~.).7.0ft Va2:= wallEEW' ( ~ ')'6'0fl + PwalIIEW'( ~ Vb2 := Va?' Va2 = 2345.73 lb Vb2 = 2345.73 lb Va2 YEW2 := vEW2 = 180.44 PLF W 2 C:\2006 JOBS\I 117 - MUNCY - 39081 1117 - MUNCY - 39081 MWFRS 11/6/2006 TURNKEY / HASSILDINE 4 OF 16 Shearwall Line a2 - OSB Sheathing - Use Perforated Shearwall Method ba2 := g - 42in - 30in ha2 FH := La2 Va2 Va2 := -- CO- ba2 ...... Full Height Sheathing Length FH = 0.83 Percen~ of Full Height Sheathin~ Shear Capaci~ Adjustment Fa~o~ v~ = 94.21 PLF Required Shea~all Capacity ~ovembor 0B, 200~ Va2' H2 Ta2 := Ta2 = 753.65 lb Co'ba2 Required Hold-down at Each End of Each Wail Shearwall Line b2 - OSB Sheathing - Use Perforated Shearwall Method bb2 := L - 42in - 30in Full Height Sheathing Length bb2 FH := -- FH = 0.83 Lb2 Vb2 Vb2 := Vb2 = 94.21 PLF Co'bb2 Percent of Full Height Sheathing Lb2 := L Shear Capacity Adjustment Factor; Table 2305.3.7.2 Required Shearwall Capacity Vb2' H2 Tb2 := -- Tb2 = 753.65 lb Co'bb2 Gheck for Rigid Diaphragm SHEARWALL DEFLECTION Required Hold-down at Each End of Each Wall Use 7/16" OSB (24/16 Span Rating) - 0.131 X 2" {~ 3" Edges / 12" Field, 2 X 6 Studs, Double Top Plate and Single Bottom Plate; Use HDQ8-SDS3 for Tie-Down t := 0.437in Gtv := 27000 lb E := 1700000psi b := W A := 2.(1.5in).(5.5in) in da := 0.125in Slip at Hold-down (2000 lBS Structural / Seismic Desiqn Manual, Volume 2' page 67 and Desiqn of Wood Structures- ASD; Breyer, Donald E., et. al.; 5th Edition; page 10.38.) Vmax := maX(Va2,Vb2) Vn .- Vmax ft Load per naif per foot of shear,vail with 3" o.c. spacing = 4 per foot Vn = 23.55 lb 4 en = 0.0001 0.75'H2'en H2 Va2 Ih + + --.da Aa2 = 0.07 in ka2 := ka2 = 419328.00 12 ba2 Aa2 /' V ~3.018 en:: 1.2'(6~1b] / o~) I va2 H2 Aa2 := 8'Va:TH2 + EA'ba2 ) ( Gtv C:\2008 JOBS\I 117 - MUNCY - 39081 1117 - MUNCY - 39081 MWFRS 11/6/2006 TURNKEY/HASSILDINE 5 OF 16 8.Vb2.H23 ~Vb2.H2! 0.75.H2.en H2 - . . b ,.-.4,%.. ............... .O '5 A -- + DIAPHRAGM DEFLECTION:---:'-' '>-~ I:m-': m - X:= Oft . , _ r..~ .......... ,x.. Vn:= vEW2ff Load per nail per foot of diaphragm with 6 o.c. spaclng-2perfoot r v ~.018 ~ N;vemberC~, 200S en:= 1.2' (6~lbfl en = 0.0036 5'vEw2.b3 vEw2.b, , 2'Ac'X + -- + {0.188.b.en) + -- ADiA = 0.26in ADIA := 8.E.A.L 4.Gt 2-L DIA := if(ADiA < 2- max(A a2, Ab2),"RIGID" , "FLEXIBLE'') DIA= "FLEXIBLE" lb kT := ka2 + kb2 kT = 838655.99 -- ft VT := Va2 + Vb2 VT = 4691.46 lb ka2 Ra2 := -- Ra2 = 0.5000 Va2R := Ra2-VT Va2R = 2345.73 lb kT kb2 Rb2 := kT Rb2 = 0.50000 Vb2R := Rb2.VT Vb2R = 2345.73 lb Find Center of Force and Center of Rigidity - East./West Wind W YTF := -- 2 YTF = 13.00 ft Center of Lateral Force for East I West Wind lb ka2 = 419328.00 -- kYa2 := ka2.0ff ft lb kb2 = 419328.00 -- kYb2 := kb2.26ft ft lb kT := ka2 + kb2 kT = 838655.99 -- kYT := kYa2 + kYb2 kYT YTR := kT YTR = 13.0 ft Center of Rigidity for North / South Wind 2nd Floor North / South Wind Direct Torsional Total Shearwall Tv R d Rd Rd2 Force Force Force A2 4376.2 166356.4 9.9 1646928.4 16304590.8 3171.9 35.8 3207.7 B2 4376.2 63166.2 26.1 1648637.8 43029447.1 1204.4 35,9 1240.3 a2 4376.2 419328.0 13.0 5451264.0 70866432.0 2345.7 118.6 2464.3 b2 4376.2 419328.0 13,0 5451264.0 70866432.0 2345.7 118,6 2464.3 ?Rd2 201066901.9 c:\2006 JOBS\I 117 - MUNCY - 39081 1117 - MUNCY - 39081 MWFRS 11/612006 TURNKEY/HASSILD~NE 6 OF 16 Maximum Shearwall Loads Shearwall Total Force A2 3207.7 B2 1240.3 a2 2464.3 b2 2464.3 VA2R := 3207.71b VB2R := 1240.31b Va2R := 2464.31b Vb2R := 2464.31b VA2F := VA2 vB2F := vB2 Va2F := Va2 Vb2F := Vb2 Shearwall Line A2 - OSB Sheathing - Use Perforated Shearwall Method bA2 = 20.00 ft bA2 FH := LA2 VA2 := -- Co'bA2 FH = 0.77 VA2 = 208'.29 PLF VA2:= m; ,,x'"~,~ 0~' NEw ..- .... V~:= ma~ ~ ~ Full Height Sheathing Length November Percent of Furl Height Sheathing Shear Capaci~ Adjustment FaVor; Table 2305.3,7.2 Required Shea~al[ Capacity VA2'H2 TA2 .- -- Co'bA2 TA2 = 1666.34 lb Shearwall Line B2 - OSB Sheathing bB2 = 9,00 fl bB2 FH := FH = 0.35 LB2 Required Hold-down at Each End of Each Wall Full Height Sheathing Length LB2 := W Percent of Full Height Sheathing Shear Capacity Adjustment Factor; Table 2305.3.7.2 V~2 VB2 := VB2 = 476.71PLF Co'bB2 VB2' H2 TB2 .- -- TB2 = 3813.71 lb Co'bB2 Required Shearwall Capacity Required Hold-down at Each End of Each Wall Shearwall Line a2 - OSB Sheathing - Use Perforated Shearwall Method ba2 = 30.00 ft ha2 FH := FH = 0.83 La2 Full Height Sheathing Length La2 := L Percent of Full Height Sheathing Shear Capacity Adjustment Factor; Table 2305.3.7.2 Va2 va2 := -- Va2 = 98.97 PLF Co'ba2 Required Shearwall Capacity Va2'H2 Ta2 := -- Ta2 = 791.74 lb Co-Ua2 Required Hold-down at Each End of Each Wall 2006 C:\2006 JOBS\I 117 - MUNCY - 39081 1117 - MUNCY - 39081 MWFRS 11/6/2006 TURNKEY / HASSiLDINE 7 OF 16 Shearwail Line b2 - OSB Sheathing - Use Perforated Shearwall Method bb2 = 30.00fi bb2 FH := Lb2 %2 Vb2 := -- Co'bb2 FH = 0.83 Vb2 = 98.97 PLF Vb2'H2 Th2 := -- Th2 = 791.74 lb Co' bb2 ?' ........¢¢..,..'o.,".. Full Height Sheathing Length -. ~,? ...' ? · 4/% v>_ . Percent of Full Height Sheathing E ~ ~ ~ ¢ = Shear Capaci~ Adjustment Facto~ ~ ~' (/~ ~1~ ~ ~ >¢¢~ ',,,~ ~0~u ,...' ~- & Required Shea.all Capacity [; ~2,~ 200~ November OB, Required Held-down at Each End of Each Wall 1st Floor - Shearwalls - Wind from North or South; Shearwall Lines Al, B1 Load to N/S Shearwalls - Assume Flexible Diaphragm (load to Shearwalls proportional to Tributary Width) - Rigid Diaphragm Condition is checked later in calculations VT := EewallE'2'a + Pwalii'(L - 2-a)~.H1 +H2 VT v (L) 2 vNS1 := --L VA1 := NSI' ~- VAi = 4376.23 lb v L VB1 := NSI'(~'.J VBi =4376.23 lb Shearwall Line A1 - OSB Sheathing - Use Perforated Shearwall Method bA1 := W - 30in - 42in - 36in - 42in Full Height Sheathing Length LAi := W bAl FH := FH = 0.52 LA1 Percent of Full Height Sheathing Shear Capacity Adjustment Factor; Table 2305.3.7.2 VA1 + VA2 VAl := VA1 = 838.47PLF Co-bAl Required Shearwall Capacity VAi'H1 TA1:= + TA2 TA1 = 5536.971b Co'bA1 Shearwall Line B1 - Perforated Shearwall bB1 := W - 96in - 60in bB1 FH := FH = 0.50 LB1 VBi+ VB2 VB1:= VBl = 885.88PLF Co'bB1 Required Hold-down at Each End of Each Wall Full Height Sheathing Length LB1 := W Percent of Full Height Sheathing Shear Capacity Adjustment Factor; Table 2305.3.7.2 Required Shearwall Capacity VB]'H1 TB1:= + TB2 TB1 = 8538.391b Co'bB1 Required Hold-down at Each End of Each Wall C:\2006 JOBS\I 117 - MUNCY - 39081 1117 - MUNCY - 39081 MWFRS 11/6/2006 TURNKEY / HASSILDINE 8 OF 16 Check for Rigid Diaphragm SHEARWALL DEFLECTION Use 7/16" OSB (24/16 Span Rating) - 0,131 X 2" @ 3" Edges / 12" Field, 2 X 6 Studs, Do~ r- :=' Single Bottom Plate; Use HDQS-SDS3 for Tie-Down t := 0.437[n da := 0.125in Vmax := max(vA 1, VB 1) Gtv := 27000-- E:= ] 700000psi b:=W A'= 2.(I ' Slip at Hold-down (2000 lBS Structural / Seismic Desiqn Manual, Volume 2; i: Wood Structures -ASD; Breyer, Donald E., et.al.; 5th Edition; page 10.38.) November 0B, 2006 Vn := Vmax ft Load per nail per foot of shearwall with 3" o.c. spacing = 4 per foot 4 Vn = 221.471b f V ~3.018 8'VAI'H13 + /vA14tI AA1 := E.A. bA1 ( Gtv /8'VBI'H,3) + (VBI'HI en = 0.0547 0.75'Hl'en H1 VA1 + + 'da gA1 = 0.76 in kAl := kal = 69112.91 lb 12 bAl AA1 0.75'Hl-en H1 VBi + + .da AB1 = 0.79in kB1 := kB1 = 66701.26lb 12 bB1 AB1 ft DIAPHRAGM DEFLECTION X:= 7fl+ lift+ 7ft+ llfl Vn:= vNS1 fl 2 / V ~3.018 en:= 1.2'(6~lbfl en =0.0090 5'vNsi'L3 vNsi'L ADiA := ~ -- 8.E-A.b 4-Gt DIA := if(ADiA _< 2.max(AA1 ,ABi), "RIGID" 1 Ih Ac := --in Gt := 77500-- E := 1400000psi 32 in Load per nail per foot of diaphragm with 6" o.c. spacing = 2 per foot 2.Ac.X 2.b , "FLEXIBLE" ) kT:= kAl + kB1 +(0.188.L.en)+-- VT:- VAi+VBi k^l RA1 := RA1 = 0.5089 kB1 RBi := -- RB1 - 0.4911 A DiA = 0.94 in kT = 135814.17lb fl VT = 8752.46 lb VA1R:= RAi'VT VB1R := RBi,VT Vn = 121.56 lb DIA = "RIGID" VA1R = 4453.94 lb VB 1R = 4298.52 lb C:\2006 JOBS\I 117 - MUNCY - 39081 1117 - MUNC¥ - 39081 MWFRS 11/6/2006 TURNKEY / HASSILDINE 9 QF 16 Find Center of Force and Center of Rigidity - North / South Wind L XTF := ~- XTF = 18.00R lb kal = 69112.91 -- kXAi := kA1.01~ ft lb kB1 = 66701.26-- kXB1 := kBi.36fl ft kT:= kal + kBi kT= 135814.171-b ft kXT:= kXAI + kXBi kXT XTR := ~ 'xr- ........ ,';r',.,'O~ Center of Lateral Force for c "?-'2;'?' wA./~..yr.p 2006 November XTR = 17.7 fl Center of Rigidity for North / South Wind 1st Floor - Shearwalls - Wind from East or West; Shearwall Lines al, bl Load to al & bl - Assume Flexible Diaphragm (load to Shearwalls proportional to Tributary Width) - Rigid Diaphragm Condition is checked later in calculations Vbl =3588.871b Lal := L Val:=PwallE 2 '2a+Pwall"(' ~- ~'(7-2a,] Vbl:=Va' Vbl YEW1 := W 2 Shearwall Line al - OSB Sheathing - Use Perforated Shearwall Method bal := L - 42in - 42in - 42in - 32in - 62.5in bal FH := -- FH = 0.49 Lal Val = 35~8.87 lb Full Height Sheathing Length Percent of Full Height Sheathing Shear Capacity Adjustment Factor; Table 2305.3.7.2 Val + Va2 Val := vai = 602.53 PLF Co'bal Required Shearwall Capacity Vai'H1 Tal .- -- + Ta2 Tal = 3649.62 lb Co'bal Shearwall Line bi -OSB Sheathing - Use Perforated Sheantvall Method bbl := L - 42in - 36in - 30in - 30in bbl FH := FH = 0.68 Lbl Required Hold-down at Each End of Each Wall Full Height Sheathing Length Lbl := L Percent of Full Height Sheathing Shear Capacity Adjustment Factor; Table 2305.3.7.2 Vbl + Vb2 Vbl .- Vbl = 368.76 PLF Co'bbl Required Shearwall Capacity c:\2006 JOBS\Ill7 - MUNCY - 39081 1117 - MUNCY - 39081 MWFRS 11/6/2006 TURNKEY / HASS[LDINE 10 OF 16 Th1 := + Th2 Th1 = 2540.81 lb Required Hold-down at Each End Check for Rigid Diaphragm SHEARWALL DEFLECTION Use 7116" OSB (24/16 Span Rating)- o.a3a x 2" @ $" Edges / Single Bottom Plate; Use HOQ8-SOS3 for Tie-Down Gtv;: 27000l~b E:: l?00000psi b:: W A:: 2-(1.! L 0.437in in November da := 0.125i~ Slip at Hol~-~o~ ~oo~ S~ums- ASD; ~my~r, Donald ~., ~Lal.; S~ ~d~flo.; p~ 10.~8.) Vmax := maX(Va2,Vb2) Vn := Vmaxft Load per nail per foot of shearwall with 3" o.c. spacing = 4 per foot 4 f V ~3.018 en:= i-2'(61~6~bJ en = 0.0001 8.v, 1. 1 (v 1,1) 0.75.,1. n .1 Aal := E.A. bal +( G% ) + 12 + ~.dabal Aal = 0.30in + + + -da Abl = 0.18in Abl:= ~') (~) 12 Ual DIAPH~GM DEFLECTION 1 X:= 0~ Ac := ~in Gt := 77500 ~ E:= I400000psi 32 in YEW1 Vn := -- ~ Load per nail per foot of diaphragm with 6" o.c. spacing = 2 per foot 2 en := 1.2-~6~1b~ en =0.0131 5-vEwl.b3 vEwl.b 2-Ac-X 4 -- + (0.188.b.en) + -- ADIA := 8-E.A.L 4.Gt 2.L Vn = 24.74 lb Val kal := -- Aal Vbl kbl := 6. bl kT:= kal+kbl VT:=Val+Vbl kal Ral := -- Ral = 0.3744 kT Rbl := -- Rbl = 0.62563 kT ADiA = 0.84 in kT = 389147.47lb VT= 7177.74 lb VaiR := Ral. VT VblR:= Rbl,VT kal = 145686.871'° kbl = 243460.60lb Vn = 138.03 lb DIA = "FLEXIBLE" ValR = 2687.16 lb VblR = 4490.58 lb C:\2006 JOBS\I 117 - MUNCY - 39081 11 t 7 - MUNCY * 39081 MWFRS 11/6/2006 TURNKEY / HASSILDINE 11 OF 16 Find Center of Force and Center of Rigidity - East / West Wind Y ._ w ,.~'- T~ .- ~ YTF = ]3.00 ~ Center of Lateral Force kal = 145686.87~ kYal := ~l. Ofi kbl = 243460.60 kYbl := kbl.26~ ~', ..,.,,~,.,~%~ kT := kal + kbl kT = 089147.47 ~ I November ~ ~, kYT := kYal + kYbl kYT YTR := kT YTR = 16.3 ~ Center of Riflidi~ for ~o~h / South Wind ~st Floor ~oRh / South Wind Shea~all Ty R d Rd Rd2 Direct Torsional Total Force Force Force A1 8752.5 74006.7 19.0 1406127.3 26716418.7 4127.1 109.6 4236.7 B1 8752.5 82940.9 17.0 1409995.3 23969920.1 4625.4 109.9 4735.3 al 8752.5 145686.9 16.3 2374696.0 38707544.5 2687.2 185.1 2872.2 b2 8752.5 243460.6 9.7 2361567.8 22907207.9 4490.6 184.1 4674.6 ?Rd2 112301091.1 Maximum Shea~all Loads 423d.7]b Shea~all Total Force VA]~ := VA]~ := VA] MAi := max(VAtR'VA]~) A1 4236.7 V~]E := 4735.6tb B1 4735.3 al 2872.2 V~2~ := 2872.2]b Vat~ := Va] Va] := b2 4674.6 Vb2] := 4674.61b Vb]F := Vb] Vb] := mzX(Vb]~,~b~y) Shea~ll Line A1 - OSB Sheathing - Use Pedorated Shea~all Method bA[ = ]3.50~ Full Height Sheathing Length LA[ := w EH := -- ~H = 0.52 Percent of Full Height Sheathing Shear Capaci~ Adjustment Factor; Table 2305.3.7.2 VA ] + VA2 VAt '- Al = 8~8.47PLF Required Shea~all Capacity Co'hAl VAi-H] TA] := ~ + TA2 TA] = 553d.97 Jb Required Hold-down at Each End of Each Wall Co'hAl C:\20o6 JOBS\I 117 - MUNCY - 39081 NEW YORK STATE CODE COMPLIANCE CHECKLIST CLIMATIC/GEOGRAPHIC DESIGN CRITERIA: Ground Snow Load: 45 Weathering: Severe__ Frost Depth: 36" __ Design Temp: 11 __ Ice Shield Underlay: YES USE/OCCUPANCY CLASSIFICATION: HEIGHT/FIRE AREA: TYPE OF CONSTRUCTION: DESIGN CRITERIA: ENGINEERED/pREscRIPTIVE FULL FRAMING DESIGN ELEMENTS: Y/N HEAl)ERS: Y/N WALL STUDS: Y/N CEILING JOISTS: Y/N FLOOR JOISTS: YfN LUMBER SPECIES AND GRADE: Y/N DESIGN LOAD CALCULATIONS: Y/N LIVE: Y/N DF, AD: Y/N SNOW: Y/N SE1SMICi Y/N W/ND: Y/N WINDOW AND DOOR SCIJEDULE: MISSI,E TEST REQUIREMENTS: Y/N EGRESS 5.7 S.F.: Y/N ~ LIGHT 8%: Y/N VENT 4%: Y/N NAILING/CONSTRUCTION SCHEDULE: Y/N MEANS OF EGRESS: Y/N PLUMBING R1SER DIAGRAM: Y/N LOCATION OF F1RE PROTECTION EQUIPMENT: Y/N TRUSS DESIGN: Y/N CERTIFICATION: Y/-N ENERGY CALCS: Y/N TOTAL COMPLIENCE? Y/N (RETURN TO PAGE ONE Wind Speed: 120MPH__ Seismic Design Category: B __ Termite: M-H Decay: S~M Flood Hazards: GIILDERS: YFN ROOF RAFTERS: Y/N BUILDING PERMIT EXAMINER CHECKLIST Applicant: ~Engineer: SCTM# 1000- Subdivision: Property Address: c9~'~ ~ Q?.e~a.t~ Building Permits (Open/Expired): BP ~Z / C/0 Z- BP -Z / C/0 Z- , hffo: BP -Z / C/0 z- Single & Separate Search Required? Y o~termination: REQ. Lot Size: 4,~ ACT. Lot Size: ,<.o ~- REQ. Front ~ ~- ACT. Front ,.- REQ Side?_~---"~CT. REQ. Height ACT. Height~ Project Description~: , ?)~ c~/K~ *Date Submitted'~ /~ /06/0~ *Date Reviewede~/J__~/06/~ Owner: .'~/. ~ Estimated Cost: ~ ,'//~- Zone: t"~ffO Conforming? ~0 ~t:'- City~a_~,,~z- _JgA,~,..~ Pre COs? ___, Info' ~ BP__-Z / C/0 Z- , Info: BP__-Z / C/0 Z-__, Into: __ ~RI~Q. Lot Cov. ~ ACT. Lot Cov. Side ~j/~j~t~REQ. Rea; 5 ~- PROP. Rear~,.,. Waterfront? Y o~) If yes, water body: Panel# __ Flood Zone.'~ Bulkhead/Bluff Distance: ADDITIONAL APPROVALS REQUIRED County Hea~-~r N-If yes, *Bed#: ~_ *Date:,~/ //?*Permit#: ,e/0-O~-O/// Town Sep~ic.~r ~ Suffolk - If no, certification required: Y or N Received: Y or N By: NYS DEC: eaE-~ec 9/1/75 Y o(~N-~Date: / / Permit #: or NJ Letter- Notes: Southold Trustees: Y o~Date: __/ / Permit #: or NJ Letter - Notes: Southold Z~-Date: ,zf/~?~_ Permit #: d~_~- Notes: Southold Planning: Y o~"Z)Date: ._/__/ Permit #: - Notes: Town Landmark C of A: Y ~TE: / /__ *NYS CODE Compliance (page 2): Y or N Notes: Fee Structure: Calculation: Foundation: SF 1. First Floor: /~-7~ SF Second Floor: / SF o_/, SF 2. ( Other: Total: ,:~ ~ ~..~9 SF / SF)- ~F)= /~'~Z SF)- ( SFX$ · 9'6_$ ~6qet~ + Initial Fee: $~, ~- + Addition01 Fee ( ): $ SF)= SF X $ -$ + Initial Fee: $ + Additional Fee ( ): $ TOTAL: $7~-(o ~- BLDG. DEP'[. __ "/'OWN OF SOUTHOLD JUL-17-200? 14:27 FROM:WICKAM ORESSLER 631 298 8565 T0:163176595~2 P.OO2x006 ERIC J ABIGAIL A, WICKHAM L'YN~E M, (;ORDON JANBT OEASA LAW OFI~CE~ WICKHAM, BRESSLER, GORDON & GEASA, P.C. 1301 ~ MAIN KOAD, (LO. BOX 1424 MA'IT1TUCK~ [,ONCr ISLAND NEW YORK 11952 631-298-8353 wwbl~.w(~ol.¢om July 16, 2007 WILLIAM WICKHAM (06-02) 27.5 RROAD HOLL.OSV ROAD SbITE I I I MELVILI.E, NEW YOR.K 1; 747 631-24%9480 T~LEFAX NO, 631-249-9484 Attn: Mr. Damon Rallis ']'own of Southold Building Department 53095 M~in Road Post Office Box I 179 Southold. New York 11971 Owner: Hassildine 2775 West Creek Ave,, Cutehogue, N,Y. SCTM# 1000- I 104-4 Variance Application Dear Damon: We am applying tbr a variance b$.sed on ,tour Notice of Disapproval dated May 1,2007. I have enclosed for your records a copy of tie ZBA d,eision from 1972 which permits the 5.6' side yard setback on the South. Please redate the Notice of Disapproval as it exceeds the sixty day requirement of the ZBA. .4,1 em'l '$fl,:~hbdnd/x VeD, truly yours, Abigail A. WJekham 07-17-B007 13:35 SOUTHOLD BUILDING DEPT 1631765950~ PAGE~ JUL-17-E007 14:27 FROM:WICKAM 8RESSLER 631 298 8565 T0:16317859502 P.OOlx006 Law Offices WICKHA. M, BRESSLER, GORDON & GEASA, P.C. 13015 Main Road, P.O, Box 1424 Mattituck, Now York 11952 631-298-8353 Telefax no. 631-298-8865 This transmission ¢ont~in~ inli)rmation confid~tie[ end/or Ic~al~y ~riv~l~ged. h i~ int~d~O f0t use only by the p~rson to whom it Is dlrc¢t:d, Ifyot~ have r~ccivcd thi~ t¢la~py in c~or, plen~ nolit~ us ~ telephone immediately ~o that we c~n a~n~ for thc ~um of Ihe d~umcms to ua et n0 ~o~ to you, If you do ~ot ~clvo al] ol'~e p~g~ indicaled. 07-17-E007 1~:35 SOUTHOLD BUILDING DEPT 16317659502 PAGE1 JUL-17-2007 14:27 FROM:WICKAM BRESSLER 6~1 298 BS6S TO: 16317659502 matt fwouM) ~ net) ~ ~lu~,~ b~- *dr ~t~ims .five f~,ff., o~ ~ Otytm..m*a nd (,.*~oul~t) (w~,.,..~L,~ ,not) 07-17-2007 13:35 SOUTHOLD BUILdiNG DEPT 1631765950~ PAGE4 JUL-17-200T 14:27 FROM:WICKAM 8RESSLER 631 298 8565 T0:16317659502 Imda~. ~q~a. 07-17-B007 13:35 SOUTHOLD BUILDING DEPT 1631765950B PAGE5 JUL-17-200? 14:27 FROM:WIC~AM BRESSLER 631 298 8565 T0:16517659502 P.OB6/006 ~0.00' i IV. 37'~70" ~ ?~ ~.0.00' tV. $;'"l~?0" ~. oo, 07-17-2007 13:36 SOUTHOLD BUILDING DEPT 16317659502 PAGE6 Town Of Southold P.O Box 1179 Southold, NY 11971 Date: 02/07/08 * * * RECEIPT * * * ReceiptW: 11163 Transaction(s): 1 Septic Permit - Operation - Resid. Reference 3777 Subtotal $10.00 Cash Total Paid: $10,00 Name: Clerk ID: Hassildine, Scott & Sarah P O Box 411 2775 W Creek Ave Cutchogue, NY 11935 MICHELLE Internal ID: 3777 APPLICATION TO THE SOUTHOLD TOWN BOARD OF APPEALS For Office Use Only __ Filled By: Date Assigned/Assignment No. Office Notes: Parcel House No. 2775 Street West Creek Ave Hamlet Cutchogue SCTM 1000 Section I l0 Block 5 Lot(s) 4 Lot Size F-40' R-60' D-200' Zone R-40 l (WE) APPEAL THE WRITTEN DETERMINATION OF THE BUILDING INSPECTOR DATED: Ma¥'~ , 2007/ ['F~}qev, l(d ,.q'-LtIV Ic} ,'zoo-1 ApplicanffOwner(s): Scott & Sarah Itassildine Mailing Address: 2775 West Creek Ave. Cutchogue~ NY 11935 Telephone: {631) 734-7374 NOTE: In addition to the above please complete below if application is signed by applicant's aaorney, agent, architect, builder, eonnact, vendee, ete and name of person who agents represents: Authorized Representative: Abigail A. Wickham Address: P.O. Box 1424, Mattituck, New York 11952 Telephone: (631 ) 298-8353 Pletase check box to specify whom you wish correspondence to_be mailed to, from the above names: VApplicant/Owner(s) Authorized Representative ~_~Other Nme/Address WHEREBY THE BUILDING INSPECTOR DENIED AN APPLICATION DATED May ,2007 FOR: ~ Building Permit tn Certificate of Occupancy Pre-Certificate Occupancy tn Change of Use rn Permit for As-Built Construction Other: Provision of the Zoning Ordinance Appealed. Indicate Article, Section, Subsection of Zoning Ordinance by nnmbers. Do not quote the code. Article XXlll Section 200-124 Subsection Type of Appeal. Aa Appeal is made for: ~t A variance to the Zoning Code or Zoning Map. [] A Variance due to lack of access required by New York Town Law-Section 280-A ca Interpretation of the Town Code, Article Section [] Reversal orOtber A prior appeal X/bas or has not been made with respect to this property UNDER Appeal No. 1538 Year 1972 fbr insufficient side yard on south side. {Please be sure to research before completing this question or call our office to assist 5 ou.) Name of Owner: Scott & Sarah Hassildine ZBA File # REASONS FOR APPEAL (additional sheets may be used with preparer's signature) AREA VARJ2M~CE REASONS: (1) An undesirable change will not be produced in the CHARACTER of the neighborhood or a detriment to nearby properties if granted, because: The house will remain set back offofthe road and tucked into a wooded section as it currently is. With the exception of branches on our property, no trees that would affect the character of the neighborhood will need to be takeo down. The 5.6' side yard setback on the south side was approved in 1972 by appeal #1538. The proposed 7.5 foot side yard setback on the north side. although for a longer distance, is almost double the existing 4.5 foot setback. It will consist ora one story covered unenclosed porch for its entire length. The actual 2 story house will be set back 13.5 feet from tile side-yard. In the cases of both lots on either side of the property, the houses on those lots are located much further forward than oor existing and proposed residence, so the closeness to the sideline will not directly impact either of those residences. The lot to the South has a garage in the area of our proposed house, and the lot on the North has an empty yard and is separated by a 'a'ee line and stockade fence. The houses to the rear are at a much higher elevation and quite a distance away. (2) The benefit sought by the applicant CANNOT be achieved by some method feasible for the applicant to pursue, other than variance, because: The lot is too small to allow au average size home to be constructed allowing enough livable space. Meeting code would reqnire our garage and 100' driveway to be completely relocated and the cost would not be affordable. We are currently living with our one child in a one-bedroom house. We are planning on building a modular home. which has a standard 26' width, and we need the porch to access the entryway. The only alternative is a long. narrow house which would have to be multi-level because of the slope and would be much closer to the existing houses. (3) The amount of relief requested in not substantial because: The new construction is a modest size house containing the minimum amount of space necessary for our family. The new livable area construction will not exceed the original footprint of the existing home. The existing first floor is 896 square feet. and the proposed first floor livable area is 936 square feet. (4) The variance will NOT have an adverse effect or impact on the physical or environmental conditions in the neighborhood or district because: The existing house was originally built in 1934 and was one of the original homes in the Fleet's Neck area. Because it is set back so far from the road, the size of the new home will not be noticeable. The lots in the area have staggered setbacks, which minimizes the size impact. (5) Has the alleged difficulty been self-created? ( ) Yes (X) NO. This is the MINIMUM that is necessary and adequate, and at the same time preserve and protect the character of the neighborhood and the health, safety, and welfare of the community. Check the box ( ) IF A USE VARIANCE IS BEING REQUESTED, AND PLEASE COMPLETE THE ATTACHED USE VARIANCE SHEET: (Please be sure to consult your attorney.) SiR'nature of Appellant or Authorized Agent (Agent must submit written Authorization form Owner) 617.2l Appendtx C State Environmental Quality Review SHORT ENVIRONMENTAL ASSESMENT FORM For UNLISTED ACTIONS Only PART I - Project Infommtion (To be complete by Applicant or Project sponsor) I. Annlicanl/gnonsnr 2 Proiect Name I Scott & Sarah Hassildine Hassildine 3. Prctject location: Municipality Coun~ Cutcho.o. ue/Southold Town Suffolk 4. Precise location IStreet address and road intersections, prominent landmarks, etc. or provide map) 2775 West Creek Avenue, Cutchogue, New York 11935 1000- I 10-5-4 5. Is proposed action: [{ )NEW l)EXPANSIDN (XIMODIFICATION/ALTERATION 6. Describe prqject briefly: Renovatekeplace residence 7. Amount of land affected; [ Initially: .23 acres Ultimately: .23 acres: 8. Will pmposed action comply with existing or other existing land use restrictions: ( )YES (X)NO If no, describe briefly: Setback variances required 9.What is present land use in vicinity of project: (describe): ( X ) Residential ( ) Induslrial ( ) Commercial ( ) Agricultural ( ) ParldForest/Open Space ( ) Other I 0 Does action involve a permit approval or funding, now or ultimately from any other Govemmantal agency, {Federal. State. Local)? ( X ) YES ( } NO Ir'Yes. list agency(s) and permit/approvals: Suffolk County Health; Building Department, I. Does any aspect of the action have a currently valid permit or approval? ( )YES { X )NO II'Ycs. list agency{s) and permit/approvals: 12. As a result of proposed action, will existing permit/approval require modification? I ( )YES ( X )NO If Yes, list a~,enc¥(s) and permit/approvals: I certify that the information provided above is true to the best of my knowledge I Applicant/Sponsor Nan~c: Sarah Hassildine Date: Signature: ~ ~ l[ tbe oction is ill the ('o~lst~ll.tt'ea. ¢'utd yolt are a state agency, complete Coastal Assessment Form before proceeding QUESTIONNAIRE FOR FILING WITH YOUR Z.B.A. APPLICATION Is the subject prelnises,li/saed on the real estate market for sake? C3 ~/es v No Are there any proposals to change or alter land contours? D No X~es. please explain on attached sheet. Excavation in the rear property requiring a retaining wall is needed so that the house will not be additional 8' in height. The additional height would be an undesirable change for the neighborhood. I) Are there any areas that contain wetland grasses? No 2) Are these areas shown on the map submitted with this application? No 3) Is the propm~y bulk headed between the wetlands area and the upland building area? No 4) If your propm~y contains wetlands or pond areas, have you contacted the office of the Town Trustees for its determination of jurisdiction? N/A Please con£u'm status of your inquiry or application with the Trustees: Is there a depression or sloping elevation near the area of proposed construction at or below five Feet above mean sea level? No Are there any patios, concrete barriers, bulkheads or fences that exist and are not shown on the survey map that you are submitting? Yes~ back porch - part of demo (Please show area of these structures on a diagram if any exist. Or state "none" on the above line, if applicable.) Do you have any construct o Ytaking place at this time concerning your premises? NO If yes, please submit a copy of your building permit and map as approved by the Building Department and describe: Do you or any co-owner also own other land close to this parcel? No the proximity of your lands on your map with this application. If yes, please label Please list present use or operations conducted at this parcel existine sin~'le family residence and proposed use same with a side porch. ~. (examples: existing: single-family; proposed: same with garage.) Auth¢frized Signature and Date TRANSACTIONAL DISCLOSURE FORM APPLICABLE TO OWNER, CONTRACT VENDEE AND AGENT: The Town of Southold's Code of Ethics prohibits conflicts of interest on the part of Town officers and employees. The purpose of this lbrm is to provide information, which can alert the Town of possible conflicts of interest and allow it to take whatever action is necessary to avoid same. Scott & Sarah Hassildine (Last name. first oame. middle initial, unless you are applying in the name of someone else or other entity, such as a company. If co. indicate the other person or company name.) NATURE OF APPLICATION: (Check all that apply.) Variance X Special Exception *Other Approval or Exemption fi.om plat or official map Change of Zone Tax Grievance *If"Other" name the activity Do you personally (or through your company, spouse, sibling, parent, or child) have a relationship with any officer or employee of the Town of Southold? "Relationship" includes by blood, marriage, or business interest. "Business interest" means a business, including a partnemhip, in which the Town officer or employee has even a partial ownership of (or employment by) a corporation in which the Town officer or employee owns more than 5% of the shares. YES NO X If you answered "YES", complete the balance of this form and date and sign where indicated. Name of person employed by the Town of Southold: Title or position of that person: Describe that relationship between yourself (the applicant, agent or contract vendee) and the Town officer or employee. Either check the appropriate line A through D (below) and/or describe the relationship in the space provided. The Town officer or employee or his or her spouse, sibling, parent, or child is (check all that apply): A) the owner of greater than 5% of the shares of the corporate stock of the applicant (when the applicant is a corporation); B) the legal or beneficial owner of any interest in a non-corporate entity (when the applicant is not a corporation); C) an officer, director, partner, or employee of the applicant; or D) the actual applicant DESCRIPTION OF RELATIONSHIP Submittedth'.r~. '~ dayof ~T~oI~ 7-000 Signature ',[13ixo.~ '~.~ , Print Name! .~c~co.~ ": ~ SURVEY OF PROPERTY ,' ' · A T CUTCHOGUE TOWN OF SOUTHOLD SUFFOLK COUNTY, N ~ 1000-110-05-04 DEC ~, ~7 (r~ol dAN. 16, ~8 (w~ ~ SEPTIC SYSTEM CROSS SECTON CROSS SECTION REINFORCED RETAINING WALLS ~"'~T ~ # ! 7'EST I.K:71.E ~2 11/3/06 ~ ~. 12/~107 r~ ~ PART OF EXI~ HOUSE TO BE RENOVED AND REPtACED HaTH 28' ~ 36' 2STY MODULAR I.. I '-~-""' '"'"""' i ~ '~ '+ o- ~*~' CERT~D TO, ,--=. r--'-r' ,Sx .. ,.o,. ,~ "~ t.) SCOTT HASSILDINE ~ \ SARAH H~S~LDIN~ .~. ,~ DECI510N ZOO0 RE,4L EST,4 rE SERVICES INC. '~¥ ~_ COUNTRYWIDE ~.-"Z'~:~ , "-, / AREA · -, ,., ~-- ,., ._ / EXCEPT aS ~ SEC r/Ot~ ?209 - St~V/S~Ot~ Z. ~LL CE~ TF/Ca nO~$ '~CONIC SUR~ O~ ~ ~ VAL~ F~ T~S ~ ~ C~S ~E~ ~ Y ~ ~ ~ ~ C~ZS ~R ~ ~D ~L ~ r~ S~VE~ FLOOD ZONES FROM FRM (631) 765 - 5020 ~E ~E ~PP~RS ~EO~. MAP NO. '36103C0163 G P. O. BOX 909 ~ ~Y ~, 1998 1230 T~VELER STREK~ ~ SOUT~LD, N.Y. 11971~ KLEVATIONS ARE REFERENCED TO N.G.V.D: Ex~Jf~c ~ ~o ~ ~v~=v~D 03- 148 SURVEY OF PROPERTY A T CUTCHOGUE TOWN OF SOUTHOLD SUFFOLK COUNTY, N Y. SCDHS REF..~ RIO-07-OIII I000-110-0§-04 SCALE.'I'%20' NOV J4, £O0~TEST HOLEI ~ 14, ~T ~ ~.C. 4, ZOO? tTOPOI DEC JO, EOO7 fTEST HOLE F~,' 8~ ~008 rmo RUNOFF CALCULATIONS HOUSE a PORCH /393 sg'fl. 1393 x D.17. I - ~37 ~u. ff. I-A WN 885 se. fl. 8.85 x 0.17 x 0.3 ' 45 cU. lt. gSg cu. fl, 2821qg.~ = 7 VF PROVIDE E Dry Well 8'¢b ~- 4' deep ASPHALT & CONC. 1997 se, fl. 1997 x OJ7 x td $39 cu./I, LAND~CAt~.~ A~A 1800 sq, fL 1800" O J?" O~ ' 153 cu./t, 492 c~,fl. 49£/68.4 - 7 VF PROVIDE g Dry WeI~ I0'~ ~ 4' deep · ,. -- s~nc srsrE~ CROSS ~CT~- CROSS ~C~ ~CED RETA~ WALLS ~~I ~T~2 FLOOD ZONES FROM FRM MAP NO. 36105C0165 G MAY 4, 1998 BY McDONALD GEOSCIENCE ANY AL FEIq. A F/ON OR AL)DIFION FO Fl'tlS SURVEY is A VIOLA FION OF $~CTION ~09 OF T~ N~W YO~K ~TA ~ ~UCA Fl~ LA~. EXCEPT AS PER $ECTI~ 7209 - SUB~VI~ Z. ALL CEflTIFICA ~E~ ~E VALID F~ F~S ~P A~ C~S T~REOF ON~ Y ~E ~A F~E APP~R~ ~E~. ELEVATIONS ARE REFERENCED TO N.G.V.D. P. O. BOX 909 I~$0 TRAVELER STREET SOU, THOLD, N.Y. 119711 :,,/ / 0T~ .~/~ ~ I~. / S~R~ ~SS/LD/NE '~ -- ~ I I/}/I I% I ~c/s/oNeooo~Esr~r~ ~ /~1 I ~ S~RVlC~S/N~o~ AREA = 9,9~9 sq. ft. ~:::~ ~ ~CON~C (63/J 765 - flO2~Y~l>'?65 - 1797 %,, SCOHS REF. # RIO-07-OIII SURVEY OF PROPER Y RUNOFF CALCULATIONS A T CUTCHOGUE ,o~ ~ ~o~, ,~ .,.,,. 1393 "0.17~ I ~37 co, It; LA WN 885 TOWN OF SOUTHOLD ~,~.. o.,~. o.~. ~,~ :~.,,.~.,,. SUFFOLK COUNTY, N ~ ~*~'~'~' ~ ~ PROVIDE ~ Dry Wdl 8¥ ~ 4~ieep . o.,, . , ~. 6~ 2~ (PR~. ZSTY ~l 492 cult. DEc.~ Y~ ;,~5~I~2~7~7~7(T~OI(REVI~)(A~) / PROVIDE ~ Dry Wel~ I0'~ , 4 ~C. IO, 2~7 (TEST ~E eZI JAN. 16~ ~008 (walet terv~e) Feb. 8, ~008 (runoff] sEPnC SrSTEM CROSS s~crdt~ ~$T HOLE # I BY McDONALD GEOSCiENCE PART OF EXISTING HOUSE TO BE REMOVED AND REPLACED WITH 26'~ 36' 2STY MOOt[AR RETAINING WALLS 7EST HOLE #2 ~ 12/~/07 ~ r "q ,,.. + 'AREA 9,959 sq. ft. FLOOD ZONES FROM FRM MAP NO. 36103C0163 G MA Y 4, 1998 SCOTT HASSILDINE SARAH HASSILDINE DECISION 8000 REAL ESTATE SERVICES INC. ANY AL FERA T/ON OR ADDITION TO TMIS SURVEY iS A VIOLA OF ,SECTION 7209 OF Th*E NEW TO~K STATE EDUCATION LAW. EXCEPT AS PER SECTION ?Z09 - SUBDIVISION ~. ALL CERTIFICATIONS IfEREON ,aRE VALID FOR TMIS MaP ANO COPIES TI~EREOF ONC Y IF ~ M. ap OR COPIES BEAR T~ ~SSED ~AL ~ ~ SURVEY~ ELEVATIONS ARE REFERENCED TO N.G.V.D. (631) 765 - 5080 1797 P. O. BOX 909 1830 TRAVELER STREET $OUTHOLD~ N.Y. 119711 r.,,, ~ ' 03 148 SURVEY OF PROPERTY A T CUTCHOGUE TOWN OF SOUTHOLD SUFFOLK COUNTY, N Y. 1000-110-05-04 $CALE.'I'=20' , SEPTIC SYSTEM CROSS SECTON TEST HOLE £007 tTOPOI 200?' (T~$T HOLE Fek 8, 200~ MA Y ~2~ ,~00~ (fot, lr~llte~ , Feb. /0, ~*010 .TE'ST HOLE #2 CROSS SECTION REINFORCED RETAINING WALLS SCDH'S REF. # RIO-07-OIII RUNOFF CAL CULA TIONS f'JOUSE & PORCH 1393 sq. fl. 159~ ~ DJ?x I ' ~37 ~ft, .LAWN - 8~ 885 ~ 0.17 ~ 0.~ - ~ ~.fl. ~ cu. fl. 1997 ~ 0.17 ' I 339 LA~ A~A 18~ s~fl. 180~ OJX ~ O~ = 153 cu. fl, ./ \ \ ,% 11/3/06 ~ ze.*' 12/6/07 ~ ~T AS ~ ~CT~ 7209 - ~VI~ ~ ~ v~ F~ T~S ~ ~ C~S ~E~ ~ Y ~__~ . ~-~ ~ ~'00. ~ _ ~_~ - FL OOO ZONES F~M FRM (631) 765 - 5020 ~ (63l) 7~/~1797 CERTIFIED TO ' $C0 TT HASSILDINE . SARAH HASSILDINE DEC/SION 2000 REAL ESTATE SERVICES INC. P. O. BOX 909 1230 TRAVELER STREET F~ Wind Speed t20 3 SG NOV 0 6 2006 NY Desiqn Specifications - Attachment-1 Home Ident. (Job No.): Site Location: 39081 Southold, NY Suffolk Co. Design Loads: Ground Snow Load: 45 Seismic Category: B Wind Speed: (3 Sec. gust) 120 Floor LL: (Liv'g / Sip'g) 40 / 30# Floor DL: 10~ Applicable Bldg Codes: Residential Code of NYS NYS ECCC 2002 ~ See Attached REScheck NEC 1999 Occupancy Classification: 1 Family Detached Construction Type Classification: Wood Framed Unprotected Index of Addtl. Specific Dwgs: Floor Plan Electrical Plan Foundation Elevations Factory Connections(110& 120 wind) Field Connections Sht 7a_1 (110&120wind) Field Connections Sht 7a_2(110&120wind) Simpson Cut Sheets(110&120wind) References: Window/Door Schedules - System Dwgs. Sht 3c Calc. Manual - 55 Design Sidewall Studs - Pg 97 Marr. Wall Studs - Pg 212 Floor Joist - Pg 2 (55 psf Manual) Attachment - 1 NOV 0 NY Desiqn Specifications - Attachment 2 55 Ground Snow - 26 Wide - Ranch/R.Ranch - 5-7/12 Exterior Header Schedule Symbol Header Max. Span Calc Ref A 3-2x6 SPF 2/1 6'-0" 132 B 3-2x8 SPF 2/1 71-7 1/4" 132 C 3-2x10 SPF 2/1 9'-3 1/4" 132 D 3-2x12 SPF 2/1 10'-9" 132 E 3-1.5"x5.5" ML 8'-0" 136 F 3-1.5"x7.25" ML 10'-6 1/2" 136 G 3-1.5"x9.2~' ML 13'-5 1/2" 136 H 3-1.5"xl1.25" ML 16'-4 1/2" 136 ....... ,';;"... ' 0., November 03, 2006 Marr Wall Header/Beam Schedule Symbol Header Max. Span Calc Ref I 1-2x4 SPF 2/1 2'-3" 223 2 1-2x6 SPF 2/1 3'-5" 223 3 1-2x8 SPF 2/1 4'-4" 223 4 1-2x10 SPF 2/1 5'-3 1/2" 223 5 1-2x12 SPF 2/1 6'-1 1/2' 223 6 1-1.5"x9.25" ML 9'-1" 227 7 1-1.5"xl 1.25" ML 10'-11" 227 8 1-1.5"x16" ML 15'-1 3/4" 227 9 1-1.5"x18" ML 16'-10 3/4" 227 10 2-1.5"x16" ML 21'-1" 235 11 2-1.5"x18" ML 23'-9" 235 Attachment - 2 NO¥ 0 6 006 NY Desi.qn Specifications - Attachment 3 55 Ground Snow- 26 Wide -Two Story- 5-7/12 Exterior Header Schedule Symbol Header Max. Span Calc Ref A-1 3-2x6 SPF 2/1 4'-7 1/4 165 B-1 3-2x8 SPF 2/1 5'-10" 165 C-1 3-2x10 SPF 2/1 7'-1 1/2" 165 D-I 3-2x12 SPF 2/1 8'-3 1/4" 165 E-I 3-1.5"x5.5" ML 6'-11 1/4" 169 F-1 3-1.5"x7.25" ML 9'-1 1/4" 169 6-1 3-1.5"x9.25" ML 11'-5 1/4" 169 H-1 · 3-1.5"x11.25" ML 13'-8 3/4" 169 Marr Wall Header/Beam Schedule Symbol Header Max. Span Calc Ref 1-1 1-2x12 SPF 2/1 4'-7 1/2" 260 2-1 1-1.5"xl 1.25" ML 8'-2 3/4" 264 3-1 2-2x6 SPF 2/1 3'-7 3/4" 272 4-1 2-2x8 SPF 2/1 4'-7 1/4" 272 5-1 2-2x10 SPF 2/1 5'-7 1/2" 272 6-1 2-2x12 SPF 2/1 6'-6 1/4" 272 7-1 2-1.5"xl 1.25" ML 11 '-7 1/2" 276 8-1 2-1,5"x9.25"&l 1.25 ML 14'-6" 280 Attachment - 3 NOV 0 6 200§ ii. BUILDING INFORMATION MAIN HOUSE A. JobNumber 1117 .,,"~' 0~: NE,;'; B Client Premiere / Muncy Homes '-~" ""~' ....... C. Client Job Number 39081 ~ ,%~'":' ~' ' D. Builder / Customer Turnkey / Hassildine E. Type and Description 2-Story 1. Length of Main House 36 ff ~ ~,'~ <,/,~ ~.,. 2. Width of Main House 26'-0" · 3. Length of Garage N/A ft 4. Width of Garage N/A 5. Roof Pitch of Main House 5:12 6. Roof Pitch of Garage N/A 7. Exterior Stud Spacing 16" o.c. 8. Truss Spacing of Main House 16" o.c. 9. Truss Spacing of Garage N/A" o.c. 10. 1st Story Ceiling Height 8'-0" 11. 2nd Story Ceiling Height 8'-0" 12. MRH 22.7 ft F. Wind Speed (3-sec Gust) 120 MPH 1. Design Pressure, 2nd Story 40 / 50 PSF 2. Design Pressure, 1st Stery 35 / 45 PSF II. SHEARWALL SUMMARY A. 1st Floor Endwall 7/16" OSB Sheathing (Blocked) BOTH SIDES w/8d Common Nails @ 4" B. 1st Floor Sidewall 7/16" OSB Sheathing (Blocked) ONE SIDE w/8d Common Nails (~ 6" o.c. C. 2ed Floor Endwall 7/16" OSB Sheathing (Blocked) TWO SIDES w/8d Common Nails ~ 4" o.c. D. 2nd Floor Sidewall 7/16" OSB Sheathing (Blocked) ONE SIDE w/8d Common Nails @ 3" o.c. E. Roof Diaphragm 7/16" OSB Sheathing w/1 1/2" X 1 1/2" X 16 GA Staples @ 4" o.c. Diaphragm Edges / 6" o.c. Panel Edges / 12" o.c. Field F. Floor Diaphragm 23/32" OSB Sheathing (Blocked) ONE SIDE w/10d Common Nails @ 4" Diaphragm Edges / 6" o.c. Panel Edges / 12" o.c. Field NOV 0 6 2006 III. CONNECTION SUMMARY A. Uplift Connections 1. Truss to Top Plate 2. 2nd Story Stud to Top Plate Simpson Strong Tie H10 0.131 X 3" Nails @ 8" olc1 through OSB into Each Top Plate, Staggered PLUS (4) - 0.131 X 3" Nails into Each Stud (Nails are in addition to those required by shearwall construction) 3. 2nd Story Stud to Floor Perimeter a. Sidewall LSTA9 @ 48" o.c. (max) - Attach to Stud b. Endwall LSTA9 @ 16" o.c. (max) - Attach to Stud 4. 1st Story Ceiling Perimeter to 2nd Story Floor Perimeter a. Sidewall b. Endwall 5. 1st Story Stud to Ceiling Perimeter a. Sidewall b. Endwall 6. 1st Story Stud to Floor Perimeter LSTA9 @ 48" o.c. (max) - Attach to Stud LSTA9 @ 16" o.c. (max) - Attach to Stud LSTA9 @ 48" o.c. (max) - Attach to Stud LSTA9 @ 16" o.c. (max) -Attach to Stud a. Sidewall b. Endwall 7. 1st Story Floor Perimeter to Sill Plate a. Sidewall b. Endwall 8. 2nd Story Mating Wall Beam to Stud and Stud to Floor 9. 1 st Story Mating Wall Beam to Stud and Stud to Floor B. Lateral Connections LSTA12 @ 16" o.c. (max) - Attach to Stud LSTA21 @ 16" o.c. (max) - Attach to Stud Simpson Strong Tie MAS @ 20" o.c. Simpson Strong Tie MAS @ 12" o.c. LSTA9 w/(8) - 0.148 X 2 1/2" Nails LSTA9 w/(8) - 0,148 X 2 1/2" Nails 1. Truss to 2nd Story Top Plate 2. Plate to Plate 3. Plate to Stud 4. Bottom Plate to Floor 5. 2nd Stow to 1st Stow 6. 1st StoW to Sill Plate 7. Sill Plate to Foundation (2) - 0.148 X 3" Nails, Toe-Nail, Each Bottom Chord to Truss Top Plate (2) - 0.131 X 3" Nails per Truss Bay (4) - 0.148 X 3" Nails, End Grain, Per Stud 0.131 X 3" Nails @ 8" o.c. 0.131 X 3" Nails @ 8" o.c. Toe Nail Perimeter Members Together 0.131 X 3" Nails @ 4" o.c. Toe Nail Floor Perimeter to Sill Plate 5/8" Anchor Bolts @ 32" o.c. C. Horizontal Diaphragm Continuity 1. 2nd StoW a. Mating Wall Module to 1/2" Bolts (A490) @ 16" o.c. (Threads excluded from shear plane) Module Connection at Floor b. Endwall Module to Module (1) - LSTA18 w/(7) - 0.148 X 1 1/2" Nails Each Side of MW Joint Connection at Floor 2. 1 st Stow a. Mating Wall Module to 1/2" Bolts (A490) @ 32" o.c. (Threads excluded from shear plane) Module Connection at Floor b. Endwall Module to Module (2) - LSTA18 w/(7) - 0.148 X 1 1/2" Nails Each Side of MW Joint Connection at Floor D. Shear Connections 1. 2nd Stow Endwall a. Truss to Top Plate 0.148 X 3" Nails @ 3 1/2" o.c., Toe-Nail, Truss Bottom Chord to b. Bottom Plate to Floor 0.148 X 3" Nails @ 3" o.c., Bottom Plate to Perimeter 2. 2nd Story Sidewall a. Truss to Top Plate (2) - 0.148 X 3" Nails (Use Max of Lat or Shear Requirements) b. Bottom Plate to Floor 0.131 X 3" Nails @ 10" o.c. 3. 1st Floor Endwail a. 2nd Stow to 1st StoW (3) - 0.131 X 1 1/2" @ 4" o.c. OSB Strip to Floor and Ceiling Perimeter b. Floor Perimeter to Sill Plate / Simpson Strong Tie MASB @ 20" o.c. PLUS 0.131 X 3" Nails @ 3" o.c. Foundation 4. 1st Floor Sidewall a. 2nd Stow to 1st StoW (2) - 0.131 X 1 1/2" @ 4" o.c. OSB Strip to Floor and Ceiling Perimeter b. Floor Perimeter to Sill Plate / Simpson Strong Tie MASB @ 42" o.c. PLUS 0.131 X 3" Nails @ 4" o.c. Foundation E. Holddown Connections 1. 2nd Stow a. Corner Holddown Simpson Strong Tie MSTI72 b. Corner Stud Connection ~3) - Corner Studs connected w/0.131 X 3" Nails at 4" o.c., Stagger Nails on Consecutive Layers 2. 1 st Stow a. Corner Holddown -IHDQ11~SDS2.5 b. Corner Stud Connection [3) - Corner Studs connected w/0.131 X 3" Nails at 4" o.c., Stagger ',lails on Consecutive Layers F Top Plate Splices (16) - 0.131 X 3" Nails each side of Splice IV. FOUNDATION FORCES A. 1st Story Endwall 1. Shear 950 PLF 2. Uplift 250 PLF 3. Lateral 275 PLF B. 1st Story Sidewall 1. Shear 650 PLF 2. Uplift 250 PLF 3. Lateral 275 PLF 1117 - MUNCY - 39081 TURNKEY / HASSELDINE Connection Design NOV 0 6 7O06 11/6/2006 1 OF7 Units Connection Design lb lb lb lb pli := -- PLF := -- psi := -- PSF := -- in 1~ m' 2 ft2 Geometry and Loading O~G~:=I [] Reference:C:\2006 JOBS\ill7 - MUNCY - 39081 TURNKEY HASSELDINE\39081 MWFRS,mcd [] Reference:C:\DESIGN REFERENCES\Connection Design Values - Wind,mcd H1 = 8.00 ft H2 = 8.00 ft L := 36ft W = 26.00 ft Tsp CHE:= 1.35 MRH = 22.25ff a = 3.00ft Hmax:= max(Hi,H2) CC3 := 61.0PSF-CHE CC5 := 34.7PSF.CHE CC1 := 23.7PSF.CHE CC4 := 28.1PSF.CHE UPLIFT := 16in November OB, 2006 UP := 1731b UPmw:= 2901b UP UPmw up := -- Uplift at Sidewall per linear foot: UPmw := Tsp Tsp LATERAL UPmw = 217.50 PLF HORT := 2771b DL := 10PSF ~.:= 0.30 SUMMARY OF LOADS AND DETERMINATION OF DESIGN LOADS Uplift at Roof Uplift at 2nd Story Floor Uplift at 1st Story Floor Lateral Load at Truss Lateral Load at 2nd Story to 1st Story Lateral Load at Sill Plate Maximum Shearwall Loads 2nd Floor Vmax2NS := max(vA2, VB2) Vmax2EW := maX(Va? Vb2) 1st Floor VmaxlNS := max(vAl,VB1) VmaxlEW := maX(val ,Vbl) U2R := up U2F := up - UlF := up - DL1 := 0.6.DL DL2 := 2.DLI U2R= 129.75 PLF U2F = 51.75 PLF HORT = 277.00 lb HORT + (CC4.L-H2)- FL.DL2.W.L HOR2 := HOR2 ~ 108.79 PLF 2L HORT + ECC4.L.(H1 + H2)] - B.DLi.W.L HOR1 := HOR1 = 283.93 PLF 2L Vmax2NS = 476.71 PLF Vmax2EW = 98.97PLF VmaxlNS = 934.37 PLF VmaxlEW = 602.53 PLF C:~2006 JOBS\I 117 - MUNCY - 39081 1117 - MUNCY - 39081 Connection Design 11/6/2006 TURNKEY / HASSELD~NE 2 OF 7 III. A. 1. CONNECTION SUMMARY UPLIFT CONNECTIONS TRUSS TO TOP PLATE a. Sidewall Use Simpson Strong Tie HIO or Equal (Capcaity = 565 lb) b, Mating Wall (MW Beam to Stud) LSTA9 LSTA9 :-- 6651b SPLSTA .- -- UPmw Use LSTA9 w/ (8) - O. 148 X 1 1/2" Nails @ 32' o.c. 2nd STORY STUD TO TOP PLATE Zosb SPN:= -- SPN = 10.38in NN:= U2R SPLsTA =36.69in U2R'Tsp NN = 1.54 Zosb ~,~,,..""?;; .....O^ ', November OB, 2006 Use O. 131 X 3" Nails through OSB to Top Plates @ '10" o.c., Staggered, and (2) - 0.131 X 3" Nails into Each Stud (Nails in addition to those required for Shearwall Construction) 2nd STORY STUD TO FLOOR PERIMETER a. Sidewall Strap spacing will be based on the maximum uplift from C&C and that imposed by the perforated sheam, alls Vmax2EW = 98.97 PLF U2F = 51.75 PLF Usw := maX(Vmax2EW, U2F) LSTA9 SPLsTA := SPLSTA = 80.63 in USW Use Simpson Strong Tie LSTA9 w/ (8) - 0.148 X 1 1/2" Nails @ 48" o.c. (MAX) b. Endwall LSTA9 Uew := maX(Vrnax2NS,u2F) Uew = 476.71 PLF SPLSTA := SPLSTA = 16.74in Uew Use Simpson Strong Tie LSTA9 w/ (8) - O. 148 X 1 1/2" Nails ~ 16" o.c. (MAX) 1st STORY CEILING PERIMETER TO 2nd STORY FLOOR PERIMETER a. Sidewall Strap spacing will be based on the maximum uplift from C&C and that imposed by the perforated shearwalls Vmax2EW = 98.97 PLF U2F = 51.75 PLF Usw := maX(Vmax2EW, U2F) LSTA9 SPLSTA := -- SPLSTA = 80.63 in Use Simpson Strong Tie LSTA9 w/ (8) - O. 148 X 1 1/2" Nails @ 48" o.c. (MAX) Endwall LSTA9 Uew := maX{Vmax2N~,, - U2F}, U~w = 476.71 PLF SPLSTA := -- SPLSTA = 16.'74 in Use Simpson Strong Tie LSTA9 w/ (8) - 0.148 X 1 1/2" Nails @ 16" o.c. (MAX) C:~2006 JOBS\I 117 - MUNCY - 39081 1117 - MUNCY - 39081 Connection Design 11/6/2006 TURNKEY / HASSELDINE 3 OF 7 'lst STORY STUD TO CEILING PERIMETER ~x.,~o~H I~/~, a. Sidewa Strap spacing will be based on the max/mum uplift from C&C and that imposed ~ shearwafls LSTA9 ~ Usw := maX(Vma~W u¢~} SPi ST~ := SP~ ~T~ = 80.63 in ~ Uew := m~Vm~2NS'U2F) Uew = 476'71 PLF SPLSTA := SPI Use Simpson Strong Tie LSTA9 w/ (8) - 0.148Xl ~" Nails ~ 16"o.c. (M~ 1st STORY SIUD 10 FLOOR PERIMETER a. Side~ll Strap spacing will be based on the maximum upli~ fram C&C and that imposed by the pedomted shea~alls LSTA12 Usw := ma~Vm~lEW, UlF) LSTA12 := 8301b SPLSTA := SPLSTA = 16.53 in Use Simpson S~ong Tie LSTAI2 w/ (10) - 0.148 X 1 1/2" Nails ~ 16" o.c. (M~ b. Endmll Uew := ma~Vm~lNS,UlF) Uew = 934.37PLF LSTA21 := 12351b LSTA21 SPLSTA := ~ SPLSTA = 15.86in Use LSTA21 Steel Straps ~ 16" o.c. w~ (16) - 0.148 X 1 1/2" Nails Each End of Each Strap 1st FLOOR PERIMETER TO SILL P~TE a. Sidewall Strap spacing will be based on the maximum upli~ from C&C and that imposed by the pedomted shearwall$ VmaxlEW = 602.53 PLF MAS := 10051b MAS SPMAS :- -- Use MAS @ 20" o.c. (MAX) b. Endwall Uew := maX(Vmax INS, u 1V) Use MAS ~ 12" o.c. LATERAL CONNECTIONS TRUSS TO 2nd STORY TOP PLATE HORT Ntn := Ntn= 1.98 Ztn148 u 1F = 90.75 PLF Usw := maX(VmaxlEW, u IF) Simpson Strong Tie - MAS SPMAS = 20.02in Uew = 934.37PLF SPMAS :: -- MAS SPMAS: 12.91in Hew Use (2) - O. 148 X 3" Nails @ each Truss, Toe-Nail 2006 C:2006 JOBS\I 117 - MUNCY - 39081 1117 - MUNCY - 39081 Connection Design 11/6/2006 TURNKEY / HASSELDINE 4 OF 7 TOP PLATES TOGETHER HORT N := N = 1.65 Zn148 (2) - 07131 X 3" Nails Plates together per Bay PLATE TO STUD HORT Neg := Ncg= 3.67 Zegi48'0.67 (4) - O. 131 X 3" Nails Each Stud to Top Plate (HIO will resist a potion of the lateral h November 0~ 2006 2nd STORY BOTTOM PLATE TO FLOOR PERIMETER ZB SP := -- SP = I4.55in HOR2 O. 131 X 3" Nails @ lO" o.c. 2nd STORY TO 1st STORY Ztn SPtn := SPtn- 12.07 in HOR2 0.~31 X 3" Nails ~ 8"o.c. 1st STORY TO SILLPLATE Ztn SPtn := -- SPtn = 4.63 in HOR1 O.131X 3" Nails @4"o.c. SILLPLATE TO FOUNDATION Capacity of 5/8" Anchor Bolts in Single Shear, Zab D := 0.514in Fyb:= 45000psi Fem:= 6000psi Fes:= 4650psi Bolt Root Diameter Ln := 16.5in Dowel Bending Yield Strength Lm := t5in Dowel Bearing Strength, Main Ls := 1.Sin Member, Concrete Dowel Bearing Strength, Side ® := 90deg Member, SYP, NDS Table 1 1.3.2 Length of Bolt Thickness of Main Member Thickness of Side Member Maximum Angle to Grain KO :=I+ 0.25(9--~eg) KO = 1.25 Rdim :: if(D < 0.25in,2.2,4.Ko) Rdlm = 5.00 RdiI := if(D < 0.25in,2.2,3.6-Ko) RdlI = 4.50 RdliIs := if(D < 0.25in,2.2,3.2.Ko) Rdliis = 4.00 ~/Re+ 2.Re2.(1 R.t + Rt2) + 2 3 k] := I+Re Lm Fem Rt := -- Re := Ls Fes Rdis := if(D < 0.25in,2.2,4.Ko) Rdis = 5.00 Rdiiim := lf(D < 0.25~n,2.2,~._.KO Rdiilm = 4.00 RdiV := if(D < 0.25in,2.2,32 KO) RdiV = 4.00 kI = 4.37 C:\2006 JOBS\I 117 - MUNCY - 39081 1117 - MUNCY - 39081 Connection Design 11/6/2006 TURNKEY / HASSELDINE 5 OF 7 k2 3.Fem-Lm2 /2.(1_+_Re) 2.yb.(2 + Re).D2 :=-1+ + k3 =1~34 k3 ,J Re 3.Fem. Ls2 D-Lm'Fem k2-D. Lm. Fem Zim :=Rdlm Zlm = 9252.00 lb ZllIm '- (1 + 2-Re).Rdliim D'Ls'Fes k3.D. Ls. Fem Zis :=Rdls Zls = 717.03 lb ZIIIs := (2 + Re).Rdliis kl'D'Ls'Fes D2 . [ 24;em'Fyb Zll:= RdlI Zii = 3481.481b ZIV:= Rdiv .~ 3.(1 Re) + Zab := min(Zlm, ZIs, ZII, ZIIIm, ZIlls, ZIv)'CD Zab Llat := HOR1 5/8" Anchor Bolts @ 32" o.c. HORIZONTAL DIAPHRAGM CONTINUITY NA NA FIND SHEAR FLOW, q, AT MATING WALL W D 2 2 A:= D-L L.(2.D)3 I:= I=l.09x 109in4 i2 Q := A.Ybar Q = 5256576.00 in~ LSTA18 := 11651b ~ 9~ ,, ~'~n6~t ,"c~ ~ November 05, 2006 ZIiis = 471.45 lb ZiV = 585.54 lb Zab = 754.32 lb Llat = 31.88in C:~006 JOBS\I ! 17 - MUNCY - 39081 1117 - MUNCY - 39081 Connection Design 11/6/2006 TURNKEY / HASSELDINE 6 OF 7 2nd STORY a. Mating Wall Module to Module Connection Truss Bottom Chord H1 + H2 H1 + H2 PwallE' .2a + PwallI -- (L - 2a) 2 2 VF2:= 2 VF2' Q qF2 := -- I Zb SF2 := qF2 * ~ 1/2" Bolts w~ Washers ~ ?6" o.c. b. Endwall Module to Module Connection at Floor (Use same at 2nd Floor Ceiling) TNSR TNSR = 757.42 lb N := N - 0.65 LSTA18 (1) - LSTA?8 w~ (7) - 0,148 X 1 ?/2" Nails Each Side of Mating Wall Joint 1st STORY a. Mating Wall Module to Module Connection at Floor HI H1 PwallE'-~-.2a + Pwalli.'-~(L - 2a) VF1 :: VF2 = 4376.23 lb qF1 := -- I Zb SF1 :- qF1 1/2" Bolts w~ Washers @ 32" o.c. Endwall Module to Module Connection at Floor (Use same at 2nd Floor Ceiling) TNSF TN$F = 1514.85 lb N:= -- N- 1.30 LSTAi8 (2) - LSTA18 w~ (7) - O. ?48 X 1 ?/2" Nails Nails Each Side of Mating Wall Joint Ztn148 SPnails .- SPnails = 3.52 in Vmax2NS SHEAR CONNECTIONS 2nd STORY ENDWALL a. Truss to Top Plate Vmax2NS = 476,71 PLF O. 148 X 3" Nails ~ 3 1/2" o.c., Toe-Nail Each Truss Bottom Chord to Endwall Top Plate Bottom Plate to Floor Zn Vmax2NS = 476.71 PLF SPnails := Vmax2NS SPnails = 3.32 in Use O, 131 X 3" Nails @ 3" o. c, Bottom Plate to Floor Perimeter qF1 = 10.52pli SF1 = 35.17in C:\2006 JOE~S\I 117 - MUNCY - 39081 1117 - MUNCY - 39081 OonnectJon Design 11/6/2006 TURNKEY / HASSELDINE 7 OF 7 2nd STORY SIDEWALL a. Truss to Top Plate Vmax2EW'Tsp Nm Nm = 0.94 Ztn148 (I) - O. 131 X 3" Nail, Toe-Nail, Truss Bottom Chord to Top Plate (Use maxim number of nails required by Lateral and Shear Connection) Bottom Plate to Floor Zn Vmax2EW = 98.9'7 PLF SPnails :: SPnails = 15.99 in Vmax2EW Use 0.131 X 3" Nails @ 16" o.c. Bottom Plate to Floor Perimeter 1st STORY ENDWALL a. 2nd Story to 1st Story VmaxlNS = 934.37PLF Zosb SPnails := SPnails = 1.44 in VmaxlNS (3) - O. 131 X 3" Nails @ 4" o.c., OSB into Each Perimeter Floor Perimeter to Sill Plate Space 0.131 X 3" Nails @ 3" o.c., OSB into Sill Plate 4 Ncap := '~.Zosb Ncap = 449.14 PLF MASB := 9301b MASB SP := SP = 23.00in VmaxlNS - Ncap MASB Straps @ 20" o.c. PLUS O. 13'I X 3" ~ 3" o.c. Nails Through OSB into Sill Plate and Floor Perimeter 1st STORY SIDEWALL a. 2nd Story to 1st Story VmaxtEW = 602.53 PLF Zosb SPnails · SPnails = 2.24 in VmaxlEW (2) - 0.131 X 3" Nails @ 4" o.c., OSB into Each Perimeter Floor Perimeter to Sill Plate 3 Ncap := ~.Zosb Space 0.131 X 3" Nails @ 4" o.c., OSB into Sill Plate Ncap = 336.86 PLF MASB MASB := 9301b SP := SP = 42.01 in Vmaxl EW - Ncap MASB Straps @ 42" o.c. PLUS O. 131 X 3" @ 4" o.c. Nails Through OSB into Sill Plate and Floor Perimeter C52006 JOBS\I 117 - MUNCY - 39081 1117 - MUNCY- 39081 TURNKEY / HASSILDINE MWFRS NOV 0 6 2006 11/6/2006 I OF 16 Units lb lb pli:= 7- PLF:= -- Geometry Hl := 8~ H2 := 89, HR:= 6.Sft SHEARWALL and DIAPHRAGM DESIGN lb lb psi:=-- PSF:=-- .2 ~2 FF:= 2.11.5in CF:= 11.25n ORIGIN:= 1 MRH:= H1 + H2+ ~HR+ W := 26fl. L:= 36ff minal:= rain(0.40 MRH, 0.10 min(W, L)) a2 ~= ma~0.04, min(W, L), 3.0fi) a := ma>(al, a2) Loading - Reference TABLE 1609.6.2.1(1) PwallE:= 31.~'SF-CHE Wall Load - End Zones (A) Pwalli:= 21.1PSF.CHE ProofE := 0PSF'CHE Proofl := 0PSF' CHE FF+CF MRH=22.25ff ...- .............. . ,.? ,.,--~. w4/. November C~:= 1.33 al := if(minal < 3.0fl,3.0ft,minal) a2 = 3.00ff Total End Zone Width Wall Load - Interior Zones (C) Horizontal Roof Load - End Zones (B) Horizontal Roof Load - Interior Zones (D) % 2006 al = 3.00ff 2a = 6.0Oft PwallEEW:= 22.1~'SF. CHE PwalllEW:= 15.1PSF-CHE 2nd Floor - Shearwalls - Wind from North or South; Shearwall Lines A2, C2 Load to N/S Shearwalls - Assume Flexible Diaphragm (load to Shearwalls proportional to Tributary Width) - Rigid Diaphragm Condition is checked later in calculations H2 VT:= EPwanE2-a + PwanffL- 2.a)].~- + EProom. 2a + Proofi.(L - 2a)].HR VT = 4376.231b VT vNS2:= ~ vNS2 = 121.56PLF v L Shearwall Line A2 - OSB Sheathing - Use Perforated Shearwall Method bA2 := W - 30in - 42in Full Height Sheathing Length LA2:= W hA2 FH := FH = 0.77 Percent of Full Height Sheathing LA2 Shear Capacity Adjustment Factor; Table 2305.3.7.2 VA2 VA2 := VA2 = 142.09PLF Co'bA2 Required Shearwall Capacity VA2' H2 TA2 := -- TA2 = 1136.68 lb Co'bA2 Required Hold-down at Each End of Each Wall C:\2006 JOBS\I 117 - MUNCY - 39081 1117 - MUNCY - 39081 MWFRS 11/6/2006 TURNKEY/HASSILDINE 2 OF 16 Shearwall Line B2 - OSB Sheathing bB2 := W - 30in - 72in - 72in - 30in bB2 FH := FH = 0.35 LB2 VD2 VD2:- -- VB2=476.7]PLF Co'bB2 . . ..*% .............. k ,., Height Sheathing Length .~ ~,.~.~.,,,'9. W4~-..O~ ~ Full Percent of Full Height Sheathing = ~ ~> ~ ~i ~ = Shear Capaci~ Adjustment Facto~ ~¢~ ,,,~'¢0~° .... ~ Required Shea~all Capacity ~ ~ - ~ ~ November 2006 VB2'H2 TB2 := TB2 = 3813.71 lb Required Hold-down at Each End of Each Wall Co-bB2 Check for Rigid Diaphragm SHEARWALL DEFLECTION Use 7/16" OSB (24/16 Span Rating) - 0.131 X 2" @ 3" Edges / 12" Field, 2 X 6 Studs, Double Top Plate and Single Bottom Plate; Use HDQ8~SDS3 for Tie-Down t := 0.437in Gtv := 27000 lb E := 1400000psi b := W A := 2-(1.5in)-(5.5in) in da := 0.125in Slip at Hold-down (2000 lBS Structural / Seismic Desiqn Manual, Volume 2; page 67 and Desiqn of Wood Structures -ASD; Breyer, Donald E., et.al.; 5th Edition; page 10.38.) Vmax := max(vA2,VB2) Vmax Vn := ft Load per nail per foot of shearwa[I with 3" c.c. spacing = 4 per foot Vn = 119.18 lb 4 [ V -~3.018 en := 1.2'(61~6nlbJ en = 0.0084 '8'VA2'H231 + (VA2'H2) DIAPHRAGM DEFLECTION 0.75-H2'en H2 VA2 + + .da AA2 = 0.16in kA2 := kA2 = 166356.41 lb 12 bA2 AA2 fi 0'75'H2'en H2 VB2 kB2 = 63166.21 lb + da AB2 = 0.42in kB2:= -- bB2 AB2 i lb X:= 7fi+ llft+ 7ft+ llft Ac:= --in Gt:= 77500':': E:= 1400000psi 32 in vNS2 Vn := ft Load per nail per foot of diaphragm with 6" c.c. spacing = 2 per foot 2 Vn ~3.018 en = 0.00Il 5.vNs2.L3 vNs2-L 2Ac. X + + (0'I88'L'en) + 2 b fiDIA = 0.22 in ADIA:= 8.E.A.b 4.Gt Vn = 60.78 lb C:\2006 JOBS\I 117 - MUNCY - 39081 1117 - MUNCY - 39081 MWFRS 11/6/2006 TURNKEY / HASSILDINE 3 OF 16 CHECK SHEAR DISTRIBUTION WITH RIGID DIAPHRAGM ACTION - LOAD TO EACH SI PORPORTIONAL TO THE SHEARWALL STIFFNESS lb kT := kA2 + kB2 kT = 229522.62 -- VT := VA2 + VB2 VT = 4376.23 lb kA2 RA2 := RA2 = 0.7248 VA2R := RA2.VT kr kB2 RB2 := kT RB2 = 0.2752 VB2R := RB2-VT Find Center of Force and Center of Rigidity - North / South Wind L XTF := -- XTF = 18.00 ft 2 lb kA2 = 166356.41 -- kXA2 := kA2.0ft f~ lb kB2 = 63166.21 -- fi kXB2 := kB2.36fl lb kT := kA2 + kB2 kT = 229522.62 -- ff kXT := kXA2 + kXB2 kXT XTR := kT XTR = 9.9ft VB2R = 1204.37 lb Center of Lateral Force for North / South Wind Center of Rigidit7 for North / South Wind 2nd Floor - Shearwalls - Wind from East or West; Shearwall Lines a2, b2 Load to a2 & b2 - Assume Flexible Diaphragm (load to Shearwalls proportional to Tributary Width) - Rigid Diaphragm Condition is checked later in calculations P (4.4ft + P /~7.4ft + 10.Tft'~ ff [ Va2:: waI1EEW'(' 2 7'4ft)'6'0ft+ walllEW'(- ~ 6¸0 7¸4 107 Vb2 := Va2 ¥a2 = 2345.73 lb Va2 YEW2 := W 2 Vb2 = 2345.73 tb vEW2 -- 180.44 PLF C:\2006 JOBS\I 117 - MUNCY - 39081 1117 - MUNCY - 39081 MWFRS 11/6/2006 TURNKEY / HASSILDINE 4 OF 16 Shearwall Line a2 - OSB Sheathing - Use Perforated Shearwall Method ba22 := L - 42in - 30in ha2 FH := -- La2 Va2 Va2 := -- Va2 = 94.21PLF Co'ha2 .,,,; ¢ .E, ~,'-?-' ~'. 44: .~_.. Full Height Sheathing Length ~ ~o .,.~O., -~ ,;O.~...." - r- :>_ ~ FH = 0.83 Percent of Full Height Sheathing ~ ~. ~,.. -'"~ ~ · . · '%. ,COS.U...``` Shear Capac,tyAdjustment Factol ~, Required Shearwall Capacity November 06,. 2006 Va2' H2 Ta2 := Ta2 = 753.65 lb Co'ba2 Required Hold-down at Each End of Each Wall Shear~tall Line b2 - OSB Sheathing - Use Perforated Shearwall Method bb2 := L - 42in - 30in Full Height Sheathing Length bb2 FH := FH = 0.83 Lb2 Vb2 Vb2 := -- Vb2 = 94.21PLF Co.bb2 Lb2 := L Percent of Full Height Sheathing Shear Capacity Adjustment Factor; Table 2305.3.7.2 Required Shearwall Capacity Vb2'H2 Th2 := -- Tb2 = 753.65 lb Required Hold-down at Each End of Each Wall Co'bb2 Check for Rigid Diaphragm SHEARWALL DEFLECTION Use 7116" OSB (24116 Span Rating) - 0.131 X 2" @ 3" Edges / 12" Field, 2 X 6 Studs, Double Top Plate and Single Bottom Plate; Use HDQS-SDS3 for Tie-Down lb t := 0.437in Gtv := 27000 -- E := lT00000psi b := W A := 2.(1.5in).(5.5in) in da := 0.125in Slip at Hold-down (2000 lBS Structural / Seismic Desiqn Manual. Volume 2; page 67 and Desiqn of Wood Structures- ASD; Breyer, Donald E., et.aL; 5th Edition; page 10.38.) Vmax := maX(Va2,Vb2) 5/maX Vn := ft Load per nail per foot of shearwall with 3" o.c. spacing = 4 per foot Vn = 23.55 lb 4 ( V %3.018 eh:= 1.2'(6~Ibl en = 0.000l Aa2:= 8'Va2'H23 + Va2'H2+ 0'75'H2'en EA.ba2 ) ( Gtv ) 12 H2 + --.da Aa2 = 0.07 in ka2 := Va2 = 419328.00 lb ba2 Aa2 ka2 C:\2006 JOBS\I 117 - MUNCY - 39081 1117 - MUNCY - 39081 MWFRS 11/6/2006 TURNKEY / HASSILDINE 5 OF 16 Ab2 := ~ E'A'bb2 L Otv DIAPHRAGM DEFLECTION X:= Oft Vn := YEW2 ft 2 [ V ~3.018 5.vEw2.b3 ADiA . 4 -- 0.75'H2'en H2 + A b2 = 0.07 in 12 bb2 da 1 Ac := --in Gt := 775002-: E := ,400000psi 32 in Load per nail per foot of diaphragm with 6" o.c. spacing = 2 per foot en = 0,0036 vEw2.b 2.Ac.X t- (0.188.b~en) + ADiA = 0.26in 4.Gt 2~L kT := ka2 + kb2 kT = 838655.99~ VT := Va2 + Vb2 VT = 4691.46 lb Ra2 := -- Ra2 = 0.5000 Va2R := Ra2.VT kT kb2 Rb2 := Rb2 = 0.50000 Vb2R := Rb2.VT kT Find Center of Force and Center of Rigidity - East / West Wind W YTF := ~- YTF = 13.00ft lb ka2 = 419328.00 -- kYa2 := ka2.0ft ft lb kb2 = 419328.00 -- kYb2 := kb2.26ft lb kT := ka2 + kb2 kT = 838655.99 -- fl kYT := kYa2 + kYb2 kYT YTR := YTR = 13.0 fi kT November 2000 DIA = "FLEXIBLE" Va2R = 2345.73 lb Vb2R = 2345.73 lb Center of Lateral Force for East / West Wind Center of Rigidity for North / South Wind 2nd Floor North / South Wind Direct Torsional Total Shearwall Ty R d Rd Rd2 Force Force Force A2 4376.2 166356.4 9.9 1646928.4 16304590.8 3171.9 35.8 3207.7 B2 4376.2 63166.2 26,1 1648637.8 43029447.1 1204.4 35~9 1240.3 a2 4376.2 419328,0 13.0 5451264.0 70866432.0 2345.7 118.6 2464.3 b2 4376.2 419328.0 13.0 5451264.0 70866432.0 2345.7 118.6 2464.3 ?Rd' 201066901.9 c:\20o6 JOBS\I 117 - MUNCY - 39081 1117 - MUNCY - 39081 MWFRS 11/6/2006 TURNKEY/HASSILDINE 6 OF 16 Va-m := 3207.71b V^gk- := V^,~ V^-~ := m~ VB2R := 1240.31b VB2F := VB2 VB2 ~:= 246 .3lb V ~'=V ~ V Vb2R := 2464.~1b Vb2F := Vb2 Vb2 := ma Shea~al, Line A2-OSB Sheathing-Use Pe,orated Shea~al, Method Full Hei ht Sheathin Len th g g g November ~ 2006 Maximum Shearwall Loads Shearwall Total Force A2 3207.7 B2 1240.3 a2 2464.3 b2 2464.3 bA2 = 20.00 fl hA2 FH := LA2 VA2 := -- Co'bA2 FH = 0.77 VA2 = 208'.29 PLF Percent of Full Height Sheathing Shear Capacity Adjustment Factor; Table 2305.3.7.2 Required Shearwall Capacity VA2'H2 TA2 :- TA2 = 1666,34 lb Co'bA2 Shearwall Line B2 - OSB Sheathing bB2 = 9.00 ft bB2 FH := FH = 0.35 LB2 Required Hold-down at Each End of Each Wall Full Height Sheathing Length LB2 := W Percent of Full Height Sheathing Shear Capacity Adjustment Factor; Table 2305.3.7.2 VB2 VB2 := VB2 = 476.71PLF Co'bB2 VB2'H2 TB2 := -- TB2 = 3813.71 lb Co'bB2 Required Shearwall Capacity Required Hold-down at Each End of Each Wail Shearwall Line a2 - OSB Sheathing - Use Perforated Shear~vall Method ba2 = 30.00 fl ba2 FH := -- FH = 0.83 La2 Full Height Sheathing Length La2' := L Percent of Full Height Sheathing Shear Capacity Adjustment Factor; Table 2305,3.7.2 Va2 Va2 := -- Va2 = 98.97 PLF Co'ba2 Required Shearwall Capacity Va2'H2 Ta2 := Ta2 = 791.74 lb Co'ha2 Required Hold-down at Each End of Each Wall C:\2008 JOBS\I 117 - MUNCY - 39081 1117 - MUNCY - 39081 MWFRS 11/6/2006 TURNKEY/HASSILDINE 7 OF 16 Shearwall Line b2 - OSB Sheathing - Use Perforated Shearwall Method O bb2 = 30.00ff Full Height Sheathing Length FH := bb2 FH = 0.83 Percent of Full Height Sheathing -- --~ -'>- ~ ~i ,,m, _ Lb2 ~.: ~,, .~ Shear Capacity Adjustment Factol Vb2 98.97PLF Required Shearwall Capacity Vb2 := Co'bb2 Vb2 = November 2006 Vb2' H2 Tb2 := Tb2 = 791.741b Required Hold-down at Each End of Each Wall Co'bb2 1st Floor - Shearwalls - Wind from North or South; Shearwall Lines Al, Load to N/S Shearwalls - Assume Flexible Diaphragm (load to Shearwalls proportional to Tributary Width) - Rigid Diaphragm Condition is checked later in calculations VT := EVwanE. 2.a+Pw~ilr(L 2.~)~.H1 H2 VT - vNS1 := --L VA1 := NSi' "~ VBi:= NSF ~- VBI=4376.231b Shearwall Line A1 - OSB Sheathing - Use Perforated Shearwall Method bAt := W - 30in - 42in - 36in - 42in Full Height Sheathing Length bA1 FH := FH = 0.52 LAi Percent of Full Height Sheathing VA1 = 4376.23 lb LAi:= W Shear Capacity Adjustment Factor; Table 2305.3.7.2 VAi+ VA2 VA1:= VA1 = 838.47PLF Co-bA1 Required Shearwall Capacity VAi'H1 TAi:= + TA2 TAl=5536.971b Co'bA1 Shearwall Line BI - Perforated Shearwall bB1 := W - 96in - 60in bB1 FH :=- FH = 0.50 LB1 VBi+ VB2 VBi:= VB1 = 885.88PLF Co'bBi Required Hold-down at Each End of Each Wall Full Height Sheathing Length LB1 :- W Percent of Full Height Sheathing Shear Capacity Adjustment Factor; Table 2305.3.7.2 Required Shear'wall Capacity VBIHI TB1:= + TB2 TB1 = 8538.391b Co'bBI Required Hold-down at Each End of Each Wall C:\2006 JOBS\I 117 - MUNCY - 39081 1117 - MUNCY - 39081 MWFRS 111612006 TURNKEY / HASSILDINE 8 OF Check for Rigid Diaphragm SHEARWALL DEFLECTION ........ Use7/16 OSB(24/16SpanRafing)-0,131X2 ~3 Edges/12 Field, 2X6Studs, Do~ Single Bo.om Plate; Use .DQ8-SDS3 for Tie-Down da :~ 0.]25in Slip at Hold-down (2000 lBS Structural / Seismic Desiqn Manual, Volume 2; Wood Structures - ASD; Breyer, Donald E., et. aL; 5th Edition; page 10.38.) Vms:= max(vA1 ,VB 1) November 2006 Vn := Vmaxfl Load per nail per foot of shearwall with 3" D.C. spacing = 4 per foot 4 Vn = 221.47 lb en = 0.0547 0'75'Hl'en H1 VA1 kAl = 69112.91 lb + + .da hA1 = 0.76 in kAl := -- 12 bA1 hA1 0'75'Hl'en H1 VB1 kB1 = 66701.26 lb + -da AB1 = 0.79in kBl := 12 bBl hB1 fl DIAPHRAGM DEFLECTION 1 Ih X:= 7ft+ llft+ 7ft+ llft Ac:= --in Gt:= 77500 '- E:= 1400000psi 32 in vNS1 Vn := ft Load per nail per foot of diaphragm with 6" D.C. spacing = 2 per foot 2 / v ~3.o~8 eh:= 1.2'(6~1b~ en =0.0090 5'vNsi'L3 vNsi. L ADIA := 8.E.A.b 4.Gt kT:=kA1 +kB1 VT:= VA1 +VBi kal RA1 :- kT RB1 :- kT 2.hc-X + (0A88'L'en) + 2.b ., "FLEXIBLE" ) RA1 = 0.5089 hDiA = 0.94 in kT= 135814.17Ib fl VT = 8752.46 lb VA1R:= RAi'VT RB 1 = 0.4911 VBiR := RB1-VT Vn = 121.561b DIA = "RIGID" VA1R = 4453.94 lb VB1R = 4298.52 lb C:\2006 JOBS\I 117 - MUNCY - 39081 1117 - MUNCY - 39081 MWFRS 11/6/2006 TURNKEY / HASSILDINE 9 OF 16 Find Center of Force and Center of Rigidity - North / South Wind L XTF := ~- XrF = 18.ooe lb kAl = 69112.91- kXA1 := kA1.0ft ft kB1 = 66701.26 ~ kXB1 := kB1.36ff lb kT:= kal + kB1 kT= 135814.17-- ft kXT:= kXA1 + kXB1 kXT XTp` := kT .." O. ...... .. ,,? ..,"~'. w4~',..-,-._ .. Center of Lateral Force for ~ ro :'~' '~ ~0.~...'~- ~ ww ~,,, ........ 2006 November 05, XTR= 17.7 ft Center of Rigidity for North / South Wind 1st Floor - Shearwalls - Wind from East or West; Shearwall Lines al, bl Load to al & bl - Assume Flexible Diaphragm (load to Shearwalls proportional to Tributary Width) - Rigid Diaphragm Condition is checked later in calculations Vbl = 3588.871b Lal := L -- 2a + PwallI .... 2 Vbl := Val Val := PwallE' 2 2 Vbl vEW1 := W 2 Shearwall Line al - OSB Sheathing - Use Perforated Shearwall Method bal := L - 42in - 42in - 42in - 32in - 62.5in bal FH := FH = 0.49 Lal Val = 3588.87 lb Full Height Sheathing Length Percent of Full Height Sheathing Shear Capacity Adjustment Factor; Table 2305.3.7.2 Val + Va2 Val := Vai = 602.53 PLF Co'bM Val'H1 Required Shearwall Capacity Tal := -- + Ta2 Tal = 3649.62 lb Co'bal Shearwall Line bl - OSB Sheathing - Use Perforated Shearwall Method bbl := L - 42in - 36in - 30in - 30in bbl FH := FH = 0.68 Lbl Required Hold-down at Each End of Each Wall Full Height Sheathing Length Lbl := L Percent of Full Height Sheathing Shear Capacity Adjustment Factor; Table 2305.3.7.2 Vbl + Vb2 Vbl, Vbl = 368.76PLF Co'bbl Required Shearwall Capacity C:\2006 JOBS\I 117 - MUNCY - 39081 1117 - MUNCY - 39081 MWFRS 11/6/2006 TURNKEY / HASSILDINE 10 OF 16 VbrH .."'.' Tbl := -- + Tb2 Tbl = 2540.81 lb Required Hold-down at Each End .?-, ~*.,....,,~.,~..,..,j. O4' Check for Rigid Diaphragm '~--: ~: LU- SHEARWALL DEFLECTION ¢ ~__~ "~ - Use 7116" OSB (24/a6 Span Rating}- 0.131 X 2"@ ~" Edges / 12" Field, 2 X 6 Studs, Do Si,gto0.437inBOttom Plate; 27000lbUse HDQ,.-SDS, for Tie-Down in ' t - *'~ ~"'""'November OB. 20015 da := 0.125in Slip at Hold-down (2000 lBS Structural / Seismic Desiqn Manual, Volume 2; page ~/ano ueslqn or Wood Structures- ASD; Breyer, Donald E., et.al.; 5th Edition; page 10.38.) ~m~ := m~×{v~2,~b2) Vn := -- ff Load per nail per foot of shearwal[ with 3" o.c. spacing = 4 per foot Vn = 24.74 lb 4 [ V ~3.018 en := 1.2'[6~1b/ en = 0.0001 (8'vbI'H13 +/Vbl'H,) + DIAPHRAGM DEFLECTION X:= Oft vEW1 Vn := ft 2 H1 Val = 145686.87 lb + --.da /kal = 0.30 in kal := kal ft hal Aal 0.75'Hl'en H1 Vbl Ih + .da ,Sbl = 0.18in kbl:= kbl = 243460.60'- bbI Abl 1 lb Ac := --in Gt := 775002 E := 1400000psi 32 in Load per nail per foot of diaphragm with 6" o.c. spacing = 2 per foot Vn = 138.03 lb £ V ~3.018 eh:= 1.2-(~) en = 0.0131 5.VEwl-b3 VEwl.b 2-~c-X 4 --~ (0.188.b.en)+ -- ADIA := 8.E.A-L 4.Ct 2.L kT:=kal+ kbl VT:=Val+Vbl kal Ral := -- Ral = 0.3744 kT kbl Rbl := Rbl = 0.62563 kT ADiA = 0.84 in kT = 389147.47lb VT = 7177.74 lb ValR:= Ral. VT VblR := RblVT DIA = "FLEXIBLE" ValR = 2687.16 lb VblR = 4490.58 lb C:\2006 JOBS\I 117 - MUNCY - 39081 1117 - MUNCY - 39081 MWFRS 11/6/2006 TURNKEY / HASSILDINE 11 OF 16 Find Center of Force and Center of Rigidity - East / West Wind W YTF := ~- YTF = 13.00fl. lb = 145686.87 -- kYal := k..,.0ft lb kbl = 243460.60-- kYbl := kbl-26ft ft ~ lb kT := kal + kbl kT = 089147.47 -- kYT := kYal + kYbl ,, ....... ;;;......rol ,, Center of Lateral Force for ~ ~/~ ~ ~-~ 2006 November kYT YTR '- YTR = 16.3 ft kT Center of Rigidity for North I South Wind 'lst Floor North / South Wind Direct Torsional Total Shearwall Ty R d Rd Rd2 Force Force Force A1 8752.5 74006.7 19.0 1406127.3 26716418.7 4127.1 109.6 4236.7 B1 8752.5 82940.9 17.0 1409995.3 23969920.1 4625.4 109.9 4735.3 al 8752.5 145686.9 16.3 2374696.0 38707544.5 2687.2 185.1 2872.2 b2 8752.5 243460.6 9.7 2361567.8 22907207.9 4490.6 184.1 4674.6 ?Rd: 112301091.1 Maximum Shearwall Loads Shearwall Total Force A1 4236.7 B1 4735.3 al 2872.2 b2 4674.6 YA1R := 4236.71b VB1R := 4735.6Ib Va21 := 2872.21b Vb21 := 4674.61b VA1F := VA1 VB1F := VBi VaiF := Val VblF := Vbl VAi:=max(VA1R,VA1F) VBi:=max(VB1R,VBIF) Val:= max(ValR,ValF) Vbl:=max(VblR,VblF) Shearwall Line A1 - OSB Sheathing - Use Perforated Shearwall Method bAl = 13.50ft Full Height Sheathing Length LA1 := W FH := bA1 LA1 FH = 0.52 Percent of Full Height Sheathing Shear Capacity Adjustment Factor; Table 2305.3.7.2 VA1:= VA I + VA2 Co'bA1 VA1 = 838.47PLF Required Shearwall Capacity VAi'H1 TAi:= + TA2 Co'bA1 TA1 = 5536.97 lb Required Hold-down at Each End of Each Wall C:\2006 JOBS~I 117 - MUNCY - 39081 1117 - MUNCY - 39081 MWFRS 11/6/2006 TURNKEY / HASSILDINE 12 OF 16 Shearwall Line B1 - OSB Sheathing - Use Perforated Shearwall bBl = 13.00 ft bBl FH := FH = 0,50 LB1 VB1 + VB2 VB1 := VB1 = 934.37PLF Co'bB1 Full Height Sheathing Length Shear Capaci~ Adjustment Facto~ I November 0B, 2006 VBi'H1 TB1 := + TB2 TBi = 8926.37 lb Co'bB1 Shearwall Line al - OSB Sheathing - Use Perforated Shearwall Method hal = 17.63 ft Full Height Sheathing Length bal FH := FH = 0.49 Percent of Full Height Sheathing Lal Required Hold-down at Each End of Each Wall Lal := L Shear Capacity Adjustment Factor; Table 2305.3.7.2 Val + Va2 Val := Val = 602.53 PLF Co'bai Val'H1 Required Shearwalt Capacity Tal := -- + Ta2 Tal = 3649.62 lb Co'bal Shearwall Line bl - OSB Sheathing - Use Perforated Shearwall Method bbl = 24.50ft bbl FH := FH = 0.68 Lbl Required Hold-down at Each End of Each Wall Full Height Sheathing Length Lbl := L Percent of Full Height Sheathing Shear Capacity Adjustment Factor; Table 2305.3.7.2 Vb 1 + Vb2 Vbl := Co'bbl Vbl = 423.69 PLF Required Shearwall Capacity Vbl'H1 Tbl := + Th2 Co'bbl Summary of Shearwalls and Tie-Downs VA2 = 208.29 PLF VB2 = 476.71PLF VA1 = 838.47PLF VB1 = 934.37PLF Tbl = 2980.27 lb Va2 = 98.97PLF Vb2 = 98.97PLF Val = 602.53 PLF Vbl - 423.69 PLF TA2 = 1666.34 lb TB2 = 3813.71 lb TA1 = 5536.97 lb TB1 = 8926.371b Required Hold-down at Each End of Each Wall Ta2 := I3581b Tb2 = 791.74 lb Tal := 13581b Tbl = 2980.27 ib C:\2006 JOBS\I 117 - MUNCY - 39081 1117 - MU NCY ~ 39081 MWFRS 11/6/2006 TURNKEY / HASSILDINE 13 OF 16 Diaphragms,Collectors and Chords Diaphragm Roof - North / South Wind w := vNS2 L := 36ft wL DIANsR:= 2.b STNsR := DIANsR'Omax DIANsR = 84.16PLF STNsR = 1178.22 lb b := 26.0ft w.L2 CNSR := 8.b CNSR = 757.42 lb Diaphragm Roof - East / West Wind w := vEW2 L := 26.0ff b := 36ft wL w.L2 DIAEwR:= 2.b STEwR:= DIAE~vR'Omax CEWR:= 8.b DIAEwR = 65.16PLF STEwR = 912.23 lb CEWR = 423.53 lb Diaphragm 2nd Floor - North / South Wind w:= vNS1 L := 36R b := 26ft wL w.L2 DIANsF := --2.b STNsF := DIANsF'Omax CNSF := 8.~- DIANsF = 168.32 PLF STNsF = 2356.43 lb CNSF = I514.85 lb Diaphragm 2nd Floor - East / West Wind w:= YEWI L := 261~ b := 36fi wL w.L2 DIAEwF := STEwF := DIAEwF. 0max -- 2.b CEWF := 8.b Omax := I4ft TNSR := CNSR Omax := 14f~ TEWR := CEWR Omax := 14ft TNSF := CNSF Omax := 14fl .............. ...--~. w4/' November DIAEwF = 99.69PLF STEwF = 1395.67 lb CEWF = 647.99 lb TEWF := CEWF Summary of Diaphra§m Design Values, Chord Forces and Strut Forces DIANsR = 84.16PLF DIAEwR = 65.16PLF DIANsF = 168.32 PLF DIAEwF = 99.69PLF STNsR= 1178.22 lb STEwR = 912.23 lb STNsF = 2356.43 lb STEwF = 1395.67 lb CNSR = 757.42 lb CEWR = 423.53 lb CNSF = 1514.85 lb CEWF = 647.99 lb TNSR = 757.42 lb TEWR = 423.53 lb TNSF = 1514.85 lb TEWF = 647.99 lb 2006 C:\2006 JOBS\I 117 - MUNCY - 39081 1117 - MUNCY - 39081 MWFRS 11/6/2006 TURNKEY / HASSILDINE 14 OF 16 Maximum Strut Capacity STmax := max(STNsR, STEwR, STNsF, STEWF) STmax = 2356.43 lb CHECK (1) - 2 X 6 FOR TENSION AND COMPRESSION - SPF #2 Fc := ll50psi Ft := 450psi E := 1400000psi Ie := 14fl Compression CD := 1.6 b := 1.5in CFc := 1.0 d := 5.5in CFr := 1.0 KcE := 0.3 Exterior Wall Stud Spacing c := 0.80 '-~ ~xr'' ........ (i;',"., 'O, % November 0B, 2006 KcE. E FcE := FcE= 450.15 psi FcE i + I + cE FcE Cp :=--Fca · - -Fcc~ Fca 2.c 2.c j c STmax fc := -- fc = 285.63 psi N.b.d Tension Ft~3 :-- Ft'CD' CFt Ft~, = 720.00 psi Fca := Fc'CFc'CD Fcc[ = 1840.00 psi Cp = 0.23 Fc~ := Fc&-CP Fc~ = 424.67psi C := if(Fc~3 >_ fc' "OK in Compression" G = "OK in Compression" STmax ft :- -- ft = 285.63 psi N.b.d T := if{Ft~ -> ft, "OK in Tension" T = "OK in Tension" , "NG - Fails in Compression" ) , "NG - Fails in Tension" ) Tension Connection at Splices STmax = 2356.43 lb Use(2)-MSTI36with(18)-O. 131X11/2" Nails Each Side of Splice Maximum Chord Capacity Cmax := max(CN SR, CEWR, CNSF, CEWF) Cmax = 1514.85 lb CHECK (1) - 2 X 6 FOR TENSION AND COMPRESSION - SPF #2 Fc := ll50ps[ CD := 1.6 b := 1.5in Ft := 450psi CFc := 1.1 d := 5.5in E := 1400000psi CFt := 1.3 KcE := 0.30 Ie := 1.33ft Exterior Wall Stud Spacing c := 0.80 C:\2006 JOBS\Ill7 - MUNCY - 29081 1117 - MUNCY - 39081 MWFRS 11/6/2006 TURNKEY / HASSILDINE 15 OF 16 Compression KcE- E FcE .- -- FcE = 49877.98 psi l[ /2 FcE FcE FcE 1+ 1+ Fctx Fcct Fca 2.c 2.c c Tension Fca := Fc. CFc-CD Cp = 0.99 Fca = 2024.00 psi Fc~ := Fcct. CP Ft[~ := Ft. CD.CFt Ft[~ = 936.00 psi C1 := min(b.d-Fc~3,b-d,Ft[3) C2 := min(2.b.d. Fc~3,2.b,d. Ft~) C1 = 7722.00 lb C2 = 15444.001b DESIGN TOP PLATE SPLICE TO RESIST CHORD FORCES C3 := min(3.b.d. Fc~,3-b-d. Ftj~) C3 = 23166.00 lb [] Reference:C:\CALCS 2005\MISC\FASTENING\ConneclJon Design Values - Wind.mcd TNSR TNSR = 757.42 lb NNSR := NNSR = 5.74 Zn TEWR TEWR = 423.53 lb NEWR := -- NEWR = 3.21 Zn TNSF TNSF: 1514,85 tb NNSF := -- Zn TEWF TEWF = 647.99 lb NEX,VF .- -- Zn FASTEN SPLICES AS FOLLOWS Diaphragm NSA: Diaphragm EWA: NNSF = 11.49 NEWF: 4.91 (I~2) - O. 131 X 3" Nails each Side of Splice (8) - 0.131 X 3" Nails Each Side of Splice DESIGN MEMBERS AT END OF SHEARWALLS Maximum Tie Down Force (3) -2 X 6 SPF #2 Fc := ll50psi b := 1.5in E := 1400000psi d := 5.5in KcE := 0.30 N := 3 Fcp := 425psi Ft := 425psi CF := 1.1 c:= 0.8 Tmax:= maX(TA1,TB1,Tal,Tbl) Hs:= 8ff A := N-b.d Trnax = 8926.37 lb C:\2006 JOBS\1117 - MUNCY - 39081 1117 - MUNCY - 39081 MWFRS 11/6/2006 TURNKEY / HASSILDINE 16 OF 16 COMPRESSION 1c := Hs 1e = 96.00 in KcE.E FcE := FeE = 922.85 psi Fc(z := Fc. CD. CF N. bJ Cp:= O. . - Fca Fcc~ Fca L 2-c - ~ 'j - ~- Cp=0.24 Fc[3 := Fctz. CP Truax fc := fc = 360.66 psi A StatusC := if(fc <_ Fc[3, "OK - Compression" StatusC = "OK - Compression" TENSION Ft~ := Ft, CD ~ ,..? ..,"~? · November 0~, 2000 , "NG - Compression" ) Zmax Ft[3 = 680.00 psi ft := ft = 360.66 psi A StatusT := if(ft _< Ft[3, "OK - Tension", "NG - Tension" StatusT = "OK - Tension" Use 0.131 X 3" Nails to Fasten Studs Together [] Reference:C:\DESIGN REFERENCE$\Connec'don Design Values - Wind.mcd Truax 96in NN := -- NN = 22.56 SPN := SPN = 4.26 in Zn'N NN C:\2006 JOE~S\I 117 - MUNCY - 39081 NOV 0 6 2006 DESIGN CAPACITY OF GALVANIZED STEEL STRApE 1 1/2" x 30 Gauge Strap Fy= 35000 psi Ft=- 35000 x 0.6= 21000 psi FY= 35000 x 0.4= 14000 psi T ,t~ = (Ft) (CD) (W - t') (t) Strap Capacity in Tension: 21000 x 1 x 1.3~9 x 0.0157 451.359 Lb NJB. 0 ? CONNECTION OF STRAp TO TRUSS - LATEP, AL LOADS Species of Wood (Main Member Holding Point)= SPF Specific Gravity (G)= 0.42 Species of Wood or Type of Side Member= 30 Gauge Steel Strap Specific Gravity (G)= DNA Fern= 3350 psi Fes= 45000 psi Re= 0.0744 Nail Diameter (D)= 0.162' (16d) Nail Length= 3.5" Nail Penetration (p) Into Main Member=- 2.0843' Thickness of Side Member (ts)= 0.0157' Fyb= 90000 psi kl = 0.4864 k2.= 62.124 KD= 2.2 Duration of Loaci= (CD)= 1 Cd= 1 Is Connection Into The End Grain?= No; CeD= 1 Is Connection Used In A Diaphragm Construction?= No; Cdi= I Is Connection Toe-Nailed?= No; Ctn= 1 YIELD MODES: MODE I= (Eq. 12.3-1 - Not Applicable for Wood-to-Metal Connections): DtsF~ Z= Ko 0.152 x 0.0t57 x 45000 2.2 52`0241 Lbs MODE II1.., (Eq. k~ D p Z= Ko (1 + 0.4864 x 0.162 x 2.9843 x 3350 2.2 x ('t + (2 x 8.0744)) 62.124 x 0.162 x 0.0157 x 3350 2.2 x (2 + 0.0744) 311.8942 Lbs MODE III, (Eq. 12.3-3}: Z~ k~D t~ F~ 115.9858 Lbs MODE IV (Eq. 12.8~4): D~ / 2 F~, Fy~ Z= K~ X/ 3 (1 + 0.162~ /- 2 x 3350 x 90000 2.2 X~ 3 x (1 + 0.0744) (~Min: 115.9855 ASow-abJe Nail Design Value= Z x CD x Cd x C=~ x Cai x C~= 115.9855 x 1 xl x 1 xl x 1= 116 Lbs Z'= 116 Lbs Number of 16d Nails Required: 451 116 3.89 Therefore, Use (4) 163.1633 Lbs NEVV YORK FACTORY CONNECTION SCHEDULE - 110/90 AND 120/100 MPH WIND ZONERS~P. '~ 0 ~ A- ROOF FINISH: 01- Strip shingfas shall have a minimum of six (6) fasteners per strip shingle. B - 5/12 AND 7/12 STANDARD ROOF TRUSSES: 01- 2.,(4 rail to truss top chord, the connection is (3) .131" x 3 1/2" nails for 110/90 mph wind zone. 02- 2x4 rail to truss top chord, the connection is (4) .131" x 3 1/2" nails for 120/100 rnph wind zone. C - FOLDING OVERHANGS: 01- 1x6 outrigger to be 2x6. 02- Roof sheathing flip overhang joint to have (4) 7/16" x 1 1/2" x 16 Ga. staples. 03- 2x4 overhang nailed to 2x6 outrigger with (2) .131" x 3" nails. 04- OSB header to 2x6 outrigger connected with (2) .131" x 3 1/2" nails- direct each end. 05- OSB header to be flush with top and bottom of 2x6 outrigger and wrapped with a 1 1/2" steel strap at 48" o/c max. Strap is connected to 2x6 outrigger with (6) 7/16" x 1 1/2" x 16 Ga. staples on top and bottom of 2x6 outrigger. 06- Soffit and fascia are shipped loose because of the field nailing requirements for the overhang to the side wall D - TRUSS TO STUD WHEN TRUSS HEEL IS CUT EVEN WITH THE BUILDING AND TRUSSES ALIGN WITH STUDS: 01~ SIMPSON LSTA24 STEEL STRAP. The strap extends from the truss top chord and comes down the narrow face of the stud and is fastened with (5) .148" x 1 1/2" nails at each joint or (10) nails total used in conjunction with (1) SIMPSON HGA10 ANCHOR or Equal each truss with (4) SDS 1/4" x 1 1/2" screws, anchor to truss and (4) SDS 1/4" x 3" screws, anchor to wall plate. E -TRUSS TO TOP PLATES AND STUD TO 'lOP P~J~..'rES WHEN TRUSS HEEL IS CUT EVEN WITH THE BUILDING AND TRUSSES DO NOT ALIGN WITH STUDS: Truss'to Top Plates 01- (2) SIMPSON HGA10 ANCHORS or Equal each truss offset on each side with (4) SDS 1/4" x 1 1/2" screws, anchor to truss and (4) SDS 1/4" x 3" screws, anchor to wall plate each connector. Increment Stud to Top Plate 01- SIM PSON LSTA18 STEEL STRAP. The strap is wrapped onto the wide edge of the plate and comes down the narrow face of the stud and is fastened with (5) .148" x 1 1/2" nails at each joint or (10) nails total. F- TRUSS TO TOP PLATES - WHEN TRUSS HEEL iS NOT CUT: 01- (1) SIMPSON H10 ANCHOR or equal each truss with (8) .131" x 1 1/2" nails, anchor to truss and (8) .131" x 1 1/2" min. nails, anchor to wall plate or (1) SIMPSON H9 ANCHOR or equal each truss with (4) SDS 1/4" x 1 1/2" screws, anchor to truss and (5) SDS 1/4" x 1 1/2" screws, anchor to wal~ plate or (1) SIMPSON H2,5 ANCHOR or equal each truss with (5) .131" x 1 1/2" nails, anchor to truss and (5) .131" x 1 1/2" min. nails, anchor to wall plate used in conjunction with (1) SIMPSON HGA10 ANCHOR or Equal each truss with (4) SDS 1/4" x 1 1/2" screws, anchor to truss and (4) SDS 1/4" x 3" screws, anchor to wall plate or (2) SIMPSON HGA10 ANCHORS or Equal each truss offset on each side with (4) SDS 1/4" x 1 1!2" scret, zs, anchor to truss and (4) SDS 1/4" x 3" screws, anchor to wall plate each connector. G - WALL TO TOP PLATES - WHEN TRUSS HEEL IS NOT CUT: Increment Stud to Top Plate - 1 Story Ranch or 2nd Story of a 2 Story Unit 01- SIMPSON LSTA18 STEEL STRAP. The strap is wrapped onto the wide edge of the plate and comes down the narrow face of the stud and is fastened with (5) .148" x 1 1/2' nails at each joint or (10) nails total. Increment Stud to Floor or Ceiling Rim Band - Standard Unit 0'1-"SIMPSON LSTA18 STEEL STRAP. The strap is fa~t~ened ~.~tb,.,(~ x I 1/2" nails at each joint or (10) nails total. I - WALL STUDS: 01- When building for a 120/100 reph wind zone, side, end and marriage wall increment stud spacing is to be 16" o/c. J - EXTERIOR CORNER STUD CONSTRUCTION: 01- Side wall - (3) 2x6 studs with OSB fillem to obtain a 5 1/2" dimension. 02- End wall with no comer boiddown - (1) 2x6 stud connected to side wall comer studs with (2) rows .162" x 3 1/2" (16d} staggered at 3" o/c. 03- End wall with corner holddown - (3) 2x6 studs with the flint corner stud connected to side wall comer studs with (2) rows .162" x 3 1/2" (16d) staggered at 3" o/c. K - EXTERIOR WALLS: 01- Very Top Plate to Top Plate Connection - .131" x 3 1/2" nails at 6" o/c. 02- Top Plate to Stud Connection - (4) .131" x 3 1/2" nails. 03~ Bottom Plate to Floor Connection - .131" x 3 1/2" naiIs at 6" o/c. L - EXTERIOR WALL SHEATHING: 01- Sheathing shall have all edges blocked. 02- For thickness and fastener type, size and spacing, see as built floor plan. 01- Floor Joists shall be doubled under exterior end wa[is. Notes: 01~ See Drawings 7a I and 7a 2 for connection details. 03- For applications ~t addressed, see standard nailing schedule. IRC High Wind Connections_NY Revised.doc - 9/10104 'The SDS Strong-Driver~ has a deep socket and magnetic tip to help provide a positive inst2,1~,tion for IdentiffcaOoe The Sirspson Strong-Driv~ wood screw base hex ~../ W~h~r head for ea~ dd~ng w~h a %' hex he~d socket and a Iow s~e~d'driil: The built-in reamer and'~pe 17 SDS%x3 U~s. Patent 6~1B9,~50 tip ~ a hole to agow ins~l[a~on without pmddding, Predrilling may be neces~ depending on the ~pe and mcs~u~¢ co~t~t 9~ ~ood~.~sc ~= d~i~] biL CODES: See page i2 for Code Listing Key Cha~ SD8~1.25 Strong-Drive~ Tiien Sci'aw Anchors for Cenctele 125 I 160 255 I 1.These loads also apply t~ rnaso r~,. 'riten Drill Bit / Driver Special hez adaptor on the bit allDV,,S the Titan Installation TOOl to slide over the bit and lock in, ready to drive screws. 2O SDex1.25' ~x1%' (4.2 x 318) --j EG -- -- ~ 50 55 / -- I -- 45 ~ 60 . I -- 170 SD,/. x lY, j 'A ,1'~'(6.1x38) ' ZINC I 1500 --¢ 295 3901170,230 --J 245 [ 325 120 I 160 ~ SDSV'x1V2HDGLY'zlW(6'lx38) I I I HOG I 150D -- 295 390 170 I 230 -- ' 245 J 325 120 160 SDS%xl¥. 'Ax1~;(6.1x44.5) I'A ZINC ~ 1400 ~ ~ 295 390 215 ~ 285 -- 245 325 ] 150 ] 200 126 ~ ~SY.;'3HDG tY. x3;(61 x76.2) 2 J HDG' 950 240 / 470 I 625 ~ 345 ~ 460 200 ¢ 395 J 5z5 [ 24o I 32o I SDSy. x3~ I v. x3w(61x889) I2Y~[ ZINC i 900 240 ~ ~70 I 625 I 385 I 515 200 ! 395 { 525 I 270 I 355 [SBSY. x4% [ ~/.x4'~"(6.~ x~4.3)[2=~ J ZINC ~ 80o 260 ~ 470 I 625 I 475 ~ 630 220 ~ 395 i 525 I 330 ~ 445 ~. 6, ..... 2.4, . ZiNC 250 I 625 220 395 525 ~ 345 ~ See page 25 for additional product illustrations. The LMA offers a higher lateral load capacity in a lighter gauge. Two sizes provide an economical repJacemset for ~/2" diameter sill plate bolts. The MASB is · designed for installation on concrete masonry units. · MAS-~For slab or concrete stemwall construction. Fas/for'the finished--install before pouring concrete by nailing into form, or insert into cohcrete after pour. Finish up to the edge of slab· No anchor bolts tb hand trowel around, no nuts or washers to lose. Fast for the framer-- eliminates plate driging and mislocafed anchor boits. MAB--Anchors mudsNI td 6dfibrete block, poured walls or slab fonadation. ' MATERIAL: MASB, MAS, MA--16 gauge; LMA, MABel 8 gauge FINISH: Galvanized. Some products available in Z-MAX. · S~e Corrosion Information. pag~ 6-7. I~STALLATt§N: o Use all specified fasteners. See General Notes. · Not for use where (a) a horizontal cold joint exists between the slob and/oundatJon wall or footing beneath, un Jess provisions are made to transfer the load, or (b) anchom are instaged in sl~bs ~ LMA4 poured over foundation .walls formed of concrete block. Afl grout i ' (LMA6 ~imilar) and concrete must have a minimum f'c 2000 psi. · M.~_$~r~]j~ IILC~U cell with ¢ondr~tLofp_u_t: P ace M_A_Sg~ntg ..! .... the grouted cell, and adjust into position. Attach mudsill to anchor after the concrate cures. · MAg--When used in monolithic slab or concrete stemwall construction, prior to installation, spreed the MAg legs to accommodate mudsilL Immediatety after pouring and screeding, insert into the concrcte or grout_ Attach the mudsgl to the anchor with 10dx11,~' nags after the concrete cores· When installed in grouted concrete block or solid pour for a center hole instadation, drill a ~' hole through the mudsil~ and install straps through the hole, Wrap IglAB straps around ~e mudsill and instil 10dxl~,~' nails, · MASB and MAg tested in standard 8' CMU. · T?tin~ has shown that the MAS anchor can be used in high MA4 (~fA6 si~nilar} 4%, LMA4 Typical LMA4 and I_MA6 Installation 24 ~MA~ .2x46,8 2-10dxl,/~ 6-10dxl,/~ 130 I 9~ 410 130 ~ 930 410 ~,62,122 I ¢ 2x6 I 2-10dxiy~ I 4-10dxl,~ 915 j 680 430 915 r 680 r 430 MA6 3x6 [4-10dx1,~ 4-10dx1,~ 915I 688 J 430 i g15 ~ 680 ~ ~30 I I' ~'5]'.24;6 '~2~i0d~},~ 4-!0~X~g; :.563 I 500 I': 500 i 56g ..,5¢~ I bending. 3.MAS installed with r leg attached to stu0 has loads of 435 lbs (uplift), 700 lbs (pa~ll~l to pl~t~) and 240 Jbs. (perl~gdicu]a[ lo ~te), ~i'/ Sill I F~s~eBerA .I ~ll,~l~ Leads (~33) AllotYabie Luads 16g) ;C~¢e ! j MAS I 2x4,6 6-OdxIWz ~ 75~ i 72~ i 280 ~55 785 2~; l ' Typical BiAS instaltation Typical i¥iAS installation in Concrete over Ma=.Y¢_Sheathing lot Brick Ledges ALTERNKrE INSTALLATION · , S~: ~TEP 1: STEP ~,~'.: / ) ..... :;::.~:~ on conc~te and ~~~ from inside of form. bend sffaps up MAB Typical MAB23 installation in Concrete Block (~AB15 similar) MAB23 provides a ~ blocN embedment, if required by the local c~de jurisdiction. Typical MAB15 Installation in Concrete (MA~23 similar, with MAB Misinstallation (I~AB straps must 25 The heavy-duly HHDQ holdowns combine Iow deflection and high loads with ease of installation by using Simpson's patented H HDQ11 SDS screws. FINISH: Gray paint. INSTALLATION: · Use all specdfed ?asteners. See General Notes. · ¥~" centcdine d mension for reduced eccentricity P6ot Holes (Bolts not · Use in vertical or horizontal applications, required) · Install Simpson SOS1/4x2y~- woofl screws, which are supplied· (Lag screws will nat achieve the same load.) · The Icad transfer plate is an integral pad of the HHDO: ne additional wssher is required Load CODES: See page 12 for Code Listing Key Chart. T~nster . Plate Vedical Chock factory for availability. HHDQ11 Installation H,oo t-sos2.9 7 I a I ts,/. / t,/, I t [ 24 I tt4 s f g ts J ' '0. 76 I' 1. ^dowa61e 4cads have been increased for e~r~houake or wind lead durations 4 SDS screws inslall ~est With a Iow spee~ ½' drill with a ~' hex hud with ne fu~er increase a6owed; ~educe w~ere olher Icad duratioDs govern. 5. The Oesi9nef must specify anchor bee h, pe. length and emPedment. 2. Loads ~e based on static tests on wood pests, ~imhed by the lowest of 6. When usi~ Strucl~?~l compes6e lumber cutumfls, scre,~ must ~e applied to 1be wide lace of the 0.126' deflection, test ullimate divided by 3. or the SDS weed sc~'ew value, 7. Post design shall be by Desi§.er. 3. HHDQ'S c~n be r~ised off the sill with no reducffoA in lead or increase i~ dsPestioa. 8. SDS%Z2¥~ screws are required lor HHD O*s. See T-HDLA for ItHDQ loads usth~ siegler screws. HDC product line eliminates eccentricity. Installs with SDS screws (included) to reduce sIip and provides ~ greater net section area of the post compared to bolts. MATERIAL: 10 gauge strap. FINISH: Galvanized strap, aluminum base. INSTALLATION: · Use ail specified fasteners. See General Notes, · Install on concrete. · Sized for 2-2x, 4x and 2-2x6 members. Center 2-2xE posts on heldowo. · Concentric to eliminate bending o~ the stud, - Install Simpson's SDS¼z2~,~ wood screws, which are provided with HDC10 BP Typical HDC Installation with 2-2~4 studs (Sim#ar with 2-2x6 studs) [.:~ :F::?:N-~q,~"i:.~, ',% ~;:J::.;w: :.: R:;. ~B ~t~:~'¢:6~ :':pt~DS ! ::~n~hn~oa¢~:': ~-¢Ten~md¢~ads; j :: '~8ea~g; ~:;.:;::at~ig~t AlJB~b'J~: ~17 ~._ :~' HDC5~2-SDS2.5 I 2-2x4 I' 3% i9% 3 1';1' % I' 12' 4870 ¢ / ' 42~ ' [ 7460 i :o '2 :'/ HDC5/4-SDS2.5 4x4 3%s~ 9'/. ~ 3/1% % 12 4870 4215 9060 [ 046 45, 06 / 37 .NEW! The X2.ST's truncated design was developed to accommodate [TUSSeS with 2~4 bottom chords. The easy to iflstaN. MATERIAL: See tabJe. FINISH: Galvanized. H?Z and Hll Z-Z-MAX. Some mode s available in stainless sUe[or Z-MAX: see Corrosion-Resistance, page 6-7. .~Ns~rRLTJATJ~IJ~ '.~Jse:2g. specJt~ed fas~enem. See General Notes. - H2.5. H3 H4 HS. HSA and H6 ties are only shipped in equal quantities o1 rights'and lefts (Rigbtsshown.) · murncane Ties do not remace solid blocking. CODES: See ~3ge 12 for Code Listing Key Chart 152 H1 H2 U.S. Patent 4,714,372 H7Z H~IZ H2.5 4,714,372 H~4 H2.SA H5A HIO similar) H2.ST H6 H~ 20 4-8d · 4:8d ~ 360 ~ 360 165 160 360 235 235 40 ~35 ~ 235 2 40 2 40 H7Z 16 4-8d 2~d ~8-8d ~O 985 ~0 ~ 8~ 845 345 ~21,1A0 H14 18 ~12_8~1,~ 15~d ~ ~ 1350 1350 ~ 515 ~ 2~ -- 10~ 1050 480 , 245 H1 Installation ~ ..... T .,.sia.t= ..... H4 Installation H2 installation R3 Installation [Nails into upper lop p/ale] H5 installation X2.5 )nstaBation H2.5A Installation Fi2.ST installation (H2.5 similar) H5 Stud to Top Plale ~ H6 S~ud to Band 163 The HRS, a heavy 12 gauge strap tie, provides grea~r support in construction and repair of home projects. Straight lines and chamiered edges for better appearsnca. Easy nailing pattern for connecting the sides o~ 2x members. The MSTC cedes bas countersunk nail slots for a lower nailing profile. Install Strap Ties where plates or solas are cut, at wall intersections, and as ridge ties. LSTA and MSTA stra~s am engineered for use on 1W membem. The 3" center-to-center nail spacing reduces the posslbili~/of splitting. For the MST, this may be a problem on lumber oarcewer than SW; either fill every nail hole with 10dx1 '..~" nags or fill every other nad hole with 16d commons. Reduce the allowable Icad based on the size and quantity of fasteners used. Tt~e LSTI light strap ties ~rs suitable where gun-naging is necessary through diaphragm decking and wood chord open web trussns, FINISH: PS-HDG; NST~r~y paint; ali others-galvanized. Some prodacts are avagabla in stainless steel er Z-MAX; see Corrosion-Resistance. page 6-7. INSTALLATION: Use all specified fasteners. See General Notes. OPTIONS: Special sizes can be made to order. Contact lector'/. CODES: See page I2 for Code Listing Key Chart. MSTC and RPS meet code requirements for reinforcing cut members (16 gauge) at top plate and RPS at sill plate. tatemattanal Residential Codee- 2006/2003 R602.6.1 International Building CoPee- 2000/2003 2308.9.8 [For RPS, refer to page 174.) MST LSTI ,,= LSTA and MSTA FHA (Pilot bo/es n~t MSTC28 ' I ' ;--J--i .......................... -; ..... i , ~1Y~I, 2V~[ HST2 arid HST5 HST2 HST5 HST HRS ~ h-w L ST2115 ST (llflr i~g~r shown) LSTI similar Typical LSTi installation STg, ST12, STI~, ST22 150 i CODES: See pa0e 12 for Code Listing Key Chari. LSTA15 I~A 15 12-10d 970 1160 830 1~ LSTA18 I~A ] 18 14-10d 1130 1235 970 1165 7,~,~.128 LST~4 20 lY~ 24 18-10d 1235 1235 1235 1235 ST292 2xAs m ~1~ 12-16d 1120 1265 970 1160 ST2115 ~ 1~,s 8-16d 665 665 I 665 665 1~,121, I28 ~MST~6 I~A 36 26-10d 2050 2850 1870 2050 ST6215 ~ ~ 2%. ~ 16~. 2~16d 1895 2~5 ~0 3,28,39,88, ST6~4 r ~ 2Y,~ ~ 23~ ~ 28-16d 2~0 2540 2315 2540 1~,121,128 S~ ~ 1%[ 9 ~ 8-16d 755 910 655 ~ 785 3, 39, 88,1~,121,128 ST12 1~ 11/.~ 11% ~ 10q6d 945 1135 820 ~ 985 3,39,~, 121,128 ST~ I'A] 121% 18-16d 1420 I 1420 1420 I 1420 M~628 3 J 28~ ~3616d sinkers! 3000 3600 2590¢ 3110 9,23,121,128 MS~52I 3 52Y~ 62-16d sinkers 4585 4585 ~65 4~5 9,23,128 HRS121% 12 14-10d 1225 1485 1065 [ 1275 ~B 1¥~¢ 6% ] 8-16d 810 975 705 i 845 ~A18 12 1%6 17% 8q6d 810 r 975 705 845 ~ 1%~ 30 8-16d 810 975 705 845 121,128 ~ 2045 2455 2'/,6 I 26 26-10dx1,~ 2355 2830 ~ 2'~ 36 36-10dx1~ 3265 3915 { 2830 I 3400 ~ [2., 48 ] 48-1~x1. 4350 ~5080~ 3775 ¢4530 ~~ 2'Z~ 60 ~ 50-lOdxW~ 5080 ~ 5080~720 ~ 5080 MS~72 ~ ~ 2V,~ ~ 72 r 64-1~x1~ 5080 ~ 5080 ~ 5080 ~ 5080 3,39,121,128 Typical LSTA Inslallation ~haeger not shown) Bend sa-ap one time only (hanger not $/~ewn) ~' ~' ~ ~it ~ !80 Typical PS720 Insiallafion DESIGN TOADS 0 lg.2]N C/C (EFFECTIVE TRIB, W~DTH FROM ROOF) THE STRUCTURAL ADEQUACY OF THIS SUILDINOICOMPONENT WAS EVALUATED USINg THE FOLLOWINO' METHOD: ~ ROOF TRUSS OR RAFTER o TO -J ' ' ' CANTILEVER/ 50~/ WALL . J J ~-- 7/16 OSB GUSSET(ONE FACE FASTEN OVERHANG J J DEAD WEIGHT / W/ 7/~n" y ," ,~ ) , ED 50~[ WALL ~ INTO THE CHORDS . / D~D WEIGHT 0 TO 16(MAX) ~ L J ALONG BOSOM CHORD. ~ (3X2 NO. 2 SPF IN UPRIGHT POSITION)' CANT. (SEE J ~ CONC, LOAD DISTRIBUTED 1322~ NOTE ~ ~ 52 GUSSET BE~EEN ~O TRUSSES ~' L 1981~ REACTION REACTION 1B8 MAX. DO NOT SCALE THIS DRAWING FOR DIMENSIONS THIS TRUSS WAS D£SIONED IN ACCORDANCE WITH; t) IBC 2000 SEC. 1713 IN-SITU LOAD TESTS 2) USE OF THIS STRUdTURAL COMPONENT IN A COMPLETE STRUCTURE MUST BE AT THE SPEC- IFICATION OF THE DESIGNER OF SAID COMPLET~ SiRUCTURE. ALL LATERAL BRACING SPECIFEO HEREON IS FOR BRACING INDIVIDUAL TRUSS NOTES: 1) UANUFACTURING TOLERANCES I/4 IN. OVERALL HEIGHT I/4 IN. OVERALL LENGTH I IN. VERTICAL POST PLACEMENT 2) GEARINg /~ROW INDICATE 5) FOR LOAD CONDITIONS OTHER THAN SPECIFIED HERE W~TUIN. SEE NER 502 6) TOP AN0 BOTTOM CHORDS BRACED CONTINUOUSLY BY RIGID SHEATHINg .ALTERNATE CANTILEVER DETAIl NO GUSSET REQD. ASSUMING CANT. AND BEARING CONDITIONS APPLY. END BLOCX CANT. NOT TO ~2" MJNIMUM EXCEED BLOCK L.- LENGTH MINUS ALL DINENSIDNS IN INCHES UNLESS OTHERWISE ~PECIFIED DAT~REV. 2/19/02 RR UNIVERSAL FOREST PRODUCTS, INC. CORPORATE OFFICES - GRAND RAPIDS, ~1. DRAWN FOR OPEN JOIST 2000 FLOOR JOIST F02g8 1 0 274 , 0V 0 6 2006 REScheck Software Version 3.7.3 Compliance Certificate . ,,.,~' Project Title: Job ~ 39081 Tumkey/Hassildine Da. filename: OAREScheck 390-,39081 .~ ~ 1~ 2006 Ener~ ~e: New York StYe Energy Consolation November 03, Construction Code Loca0on: Suffolk County, New York Const~ction Type: Detached 1 or 2 Family Heating Type: Non-Electric Glazing Area Percentage: 17% Heating Degree Days: 6760 Construction Site: Owner/Agent: DesigneflContractor: Da~71 Mincemoyer Premier Builders, A Division of Muncy Homes, Inc. 1567 PA Route 442 East, P.O. Box 337 Muncy, PA 17756 570-546-8915 dmincemoyer@premier-builders.com Ce~ir~ 1: Flat Ceiling or Scissor Truss: 936 38.0 0.0 28 Wall 1: Wood Frame, 16' c.c.: 2201 18.0 O.0 111 W~ndow: 22 x 37 W: Vinyl Frame, Double Pane with Low-E: 6 0.350 2 Window: 30 x 37 W: Vinyl Frame, Double Pane with Low-E: 69 0.350 24 Window; 30 x 57 W: Vinyl Frame, Double Pane with Low-E: 24 0.350 8 Wind'w: 42 x 57 W: Viny~ Frame, Double Pane with Low-E: 133 0.350 47 Door: 50 x 80 1 SideIite: Solid: 30 0.270 8 Door; 32 x 80 9 Lite; Solid: 19 0.350 7 Door: 72 x 80 Vinyl SGD: Glass: 80 0.360 29 Door: 96 x 80 Vinyl SGD: Glass: 53 0.360 19 Floor 1: All-Wood JoisCTruss, Over Unconditioned Space: 936 19.0 8.0 44 Construction Cede requirements. When a Registered Design Professional has stamped and signed this page, they are attesting that to the best of his/her knowledge, belief, and professional judgment, such plans or specifications are in compliance with this Code. Darryl Mincemoyer Premier Builders 11-02-2006 Bu[IdedDesigner Company Name Date Project Notes: 1- Cacuiations reflect only that portion of the unit assembled in the factory. 2- Builders or contractors may supply and install the requked floor and/or foundation wall insulation. 3- For basements remaining unconditioned spaces, the builder shall enclose basement stairs. The walls surTou~diing the basement stairs shall be insulated and ~rgtect~¢ with a vapor barrier The builder is responsible fpr ~uB~_lyl ~ Job # 39081 Tumkey/Hassildine Page 1 of 5 all mate~als. Job # 39081 Tumkey/Hassildine Page 2 of 5 REScheck Software Version 3.7.3 Inspection Checklist Date: 11/02/06 Ceilings: r-i Ceiling 1: Flat Ceiling or Scissor Truss, R-38.0 cavity insulation Comments: Above-Grade Walls: [] Wail 1: Wood Frame, 16" o.c., R-18.0 cavity insulation Comments: [] Window: 22 x 37 W: Vinyl Frame. Double Pane with Low-E, U-factor: 0.350 For window~ without labeled U-factom, descdbe features: #Panes Frame Type Thermal B~eak? Yes__ No Comments: [] Window: 30 x 37 W: Vinyl Frame, Double Pane with Low-E, U-factor: 0.350 For windows without labeled U-factom, describe features: #Panes Frame Type Thermal Break? Yes __ No [] Window: 30 x 57 W: Vinyl Frame, Dcuble Pane with Low-E, U-factor: 0.350 For windows without labeled U-factors, describe features: ¢Panes Frame Type Thermal Break? Yes No [] Window: 42 x 57 W: Vinyl Frame, Double Pane with Low-E, U-factor: 0.350 For windows wil~out labeled U-factom, describe features: #Panes Frame Type Thermal Break? Yes No Comments: [] Door: 50 x 80 1 Sidelite: Sofid, U-factor: 0.270 r-i Door: 32 x 80 9 Lite: Solid, U-factor: 0.350 [] Door: 72 x 80 Vinyl SGD: Glass, U-factor: 0.360 [] Door: 96 x 80 Viny~ SGD: Glass, U-factor: 0.360 [] Ftcor 1: All-Wood Joist/Truss, Over Unconditioned Space, R-19.0 carl[7 insulaaon Comments: Air Leakage: D Joints, penetrations, and all other such openings in the building envelope that are sources of air leakage must be sealed. [] Recessed lights must be 1) Type lC rated, or 2) installed inside an appropriate air-fight assembly with a 0.5" clearance from combustible materials, if non-lC rated, the fixture must be installed with a 3" clearance from insulation. V;~por Retarder: Job # 39081 TumkeylHassildine Page 3 of 5 [] Required on the warrmin*winter side of all non-vented ~ramed callings, walls, and doom. Materials Identillcation: [] Materials and equipment must be installed in accordance with the mant~Pactureffs installation instructions. ~1 Materials and equipment must be [den~ed so that compliance can be determined, [] Manufacturer manuals for all installed heating and cooling equipment and se~ice water heating equipment must be provided. [] insulation R-values and glazing U-factocs must be cleady marked on tha building plans or spac~cations. Duct Insulation: [] Supply ducts in unconditioned attics or outside the building must be insulated to [] Return ducts in unconditioned stlics or outside the building must be insulated to R-4. [] Supply ducts Jn unconditioned spaces must be insu~,ted to [] Retem ducts ~n unconditioned spaces (except basements) n~ust be insulated to [] Return ducts in unconditioned spaces (except basements) must be insulated to · Insulation is not required on retain ducts in basements. Duct Construction: [] Ali joints, seams, and connections must be securely fastened with welds1 gaskets, mastics (adhesives), mastic-plus~embedded-fabfic, or tapes. Tapes and mastics must be rated UL 181A or UL litlB. Exception: Co~tinuously welded and Iocldng-tybe longitudinal joints and seams on ducts operating at less than 2 in. w.g. (500 Pa). [] The HVAC system must provide a means for balancing air and water systems. [] Each dwelling unit has at lesat one thermostat capable of automatically adjusting the space temperature set point of the largest Electric Systems: [] Separate electdc meters are required for each dwelling unit. Fireplaces; [] F~repJaces must be installed with tight fl~ng non-combustible fireplac~ dcors. [] Fireplaces must be provided with a source of combustion air, as required bythe Fireplace cons~uction provisions of the Building Code of New York State, the Residen~al Code of New York Stete or the New York City Buitdlng Code, as eppl[cable. Service Water Heating: [] Water heaters with vertical pipe dsers must have a heat fi.ap on both the infer and outlet unless the water heater has an integral heat trap or is part of a drculating system, [] Insulate circd]ating hot water pipes to the levels in Table 1. Circulating Hot Water Systems: [] Insulate circulating hot water pipes to the teve[s in Table 1. Swimming Pools: [] All heated swJmming pools must have an on/off heater switch and require a cover untess over 20% of the heating energy is fi.om non-depletabte sources· Pool pumps require a time clock. Heating and Cooling Piping Insulation: [] HVAC piping conveyfng fluids above 105 degrees F or chilled fluids below 55 degrees F must be insulated to the levels in Table Job # 39081 Tumkey/Hassildine Page 4 of 5 Table 1: Minimum Insulation Thickness for Circulating Hot Water Pipes insulation Thickness in Inches by Pipe Sizes Non-Circulating Runouts Cimulafing Mains and Runouts Heated Water Temperature ("F) Up to 1" Up to 1.25" 1.5" to 2.0" Over 2' 170-180 0.5 1.0 1.5 2.0 140-169 0.5 0.5 1.0 1,5 100-139 0.5 0.5 0.5 1.0 Table 2: Minimum Insulation Thickness for HYAC Pipe~ Fluid Temp. Pipin~ System Types Range(°F) insulation Thickness in Inches by Pipe Sizes 2" Ru~out~ 1" and Less 1.25" to 2.0" 2.5" to 4" Heating Systems Low pressure/Temperature 201-250 1.0 1.5 1.5 2.0 Low Temperature 120-200 0.5 1 .O 1.0 1.5 Steam Condensate (for feed water) Any 1.0 1.0 1.5 2.0 Cooling Systems Chilled Water, Ref~Jerant and 40-55 0.5 0.5 0.75 1.0 Brine Below 40 1.0 1.0 1.5 1.5 NOTES TO FIELD: (Building Department Use Only) Job # 39081 Turnkey/Hassildine Page 5 of 5 12729/200~ 15:51 NYSDOS CODES STATE 0~- NEW DEPARTMI~NT Ok¢ ~TAT~ 4 I ~TA"f'~ STREET' PAGE 82/83 Mr. Robert E, HofSm~n Director of Engineering Muncy Homes~ Inc. P, O. Box 246 - Ro~e 442 East Mu~ey, PA 17756 December 29, 2004 Dear Mr. Hoffman: RE: M 1387-02.4170 RE?4EWAL System approval - CONDITIONAL In reference to your written request dated December 9, 2004, your ori~nal approval deled December 18, 2002 to construct Factory Manufactured Detached One- and Two-Family Dwellings and Multiple Single- Family Dwellings (ToWnhouses) System of Models designated M 1387-02-070:is he~:eby renewed as authorized under 9 NYCRR 12139. This approval will remain in effeot until December 18, 2006 unless sooner revoked, and is ant/jeer to renewal ¢~creafter. Supplemental Conditions of Approval addition, the conditions under which system approval is granted are: 1.The manufacturer is to submit to the Diyision a duplicate of the permit set for each dwelling to be installed in New York State. Each permit set is to be sealed and sig~ed by an architec~ or engineer regbmred in New York State and is to bear that architect or engineer's certification that "the plans and specifications of the permit set are derived ~Yrom and consistent with the plans and specifications associated with this approval on file with the Division and thi~ condJtiorm[ approval letter.' The certi~ing architect or engineer :'nay not be affiliated or ~ssociated with the manufacturer's quality assurance agency. The following are specific requirements regarding the contents of the permit set. 1.I.A. set of drawings comprising ath minimum: I. 1.1 Cover sheet which gontains {nforma~iOn on: - Project location - Design orfferia: listing of applicable design loads such as Ground Snow Load, Seismic Design Category, Wind Speed, Live Loads, Dead Loads, etc. ~ Applicable bu{lding codes and design specifications - Energy code information: statement by professional of tempi/anco with Energy Conxervatio~7 Cormtruc/:on Code of,New York State, 2002 Edition. Method of compliance and perinent documentation shall be provided. - Occupancy clmqsificafion - Constnaction type classification - General notes - Index ofdrawin~ 12/2972004 iS:Si 518-486-4487 NYSDOS CODES PAGE Robert E. IJoD.,~an December 29, 2004 Page 2 - Manufact~rer's title block - Certification, by deslgn professional, of derivation from approved system set drawings and this conditional approval letter l. 1.2 Elevations 1.1.3 Floor plane which convey the informatior~ on: - Required and provided light, ventilation, egress, window and door schedules - U~ambiguous identification ofetruetural members - Smoke detectors and GFCt Interrupt prolection 1.1.4 Foundation phm 1.1.5 Building cross section with information on: - Building integration (module connections) details - Location of required fire stopping - Roof truss bracing and structural connections 1.1.6 Roof system ~ Special requirements addreseed (such as sliding, dri;~dng ar unbalanced enow Icad condition.q) .~ 1.1.7 Non-t2oieal detaiie (such as prow re'of, cantilever beams, etc.) !.2 Summary, of m'Ferences to system for selection of structural members. 1.3 Each pa~ of drawings and oaleula~ions should be signed, sealed, and dated by New York State registered design professional. 2. The manufacturer will submit a wee!dy report summarizing O/sting) att permit sets with informS:ion about project location, production serial number, and NYS insignia number. 3.The manufacturer will promptly address the deficiencies of submittals. 4. The system cor~ditional approval is eubject to termination upon evaluatior~ of compliance with the provisions of the Uniform Code. 5. The Division will conduct quality control review of permit set submittals to evaluate compliance wit~ the ab<>ve conditions and with the provisi~ne of the ]~esidentlal Code ofNa~v 7orkState. Deficiencies w~ll be reported to Manufacturer name and are to be promptly *ddressad. The approval is indicated by the New York State Department of State "Stamp of Approval" ptaced on the trig/holly submitted set Of plans and by this qualifying otter dated December 29 2004. A copy office ftrst two pages of this letter shall accompany each se~ of plane submitted for a building permit and be deemed s duplicate original Division of Code Enforcement and Administration cc: PFS Corporation File 02-070.wpd D~SIGN =LOOR; ~0 ?SF LIVING - 30 ?SE SLE-~PING NOTES I I Wind Speed 120 $ SG 3~'-0" 31'-7" 27'-7" 2T-7" 20'-9 1/2" - FLUE COMPLETED ON-SITE BT BLDR , LT REQ~/I~ROV~: 26.3/65 VT t~EQ'O/PROV'D~ 13.1/31.7 CRNT FLOOR SUPPORT 2-§-25"x20'8" ML 18'-2" 032 I Wind Speed I20 3 SG ON-SITE i STORY RDOITION ~Y BLDR G RO=62.5"X83" I 14'-1 1/2" LT REQ'D/PROV'O: 13.8/30 VT P-J50'O/P~OV'D: 6.9/15 f,lOv 0 uuo COi~qER HOLD-DOWN SIMPSON ~HHOQll-SDS20S 24-~S~' ~S 1" O~ RNC~ ~O~ & I~TRLL~ BY ~DR RT RLL ~T C~ (~ E~RL) 14'-5" CEILING RCCESS CTTP) FOR FIELD INSTALLED CTR. GtROER BOLTS. S~ D~T. ~4- SHT ?o.~ EOG~S SUF~ORTED 11'-4 1/2" EGRESS 14'-2" ~,- BF35 BF.75 'A~ 13'-0 1/2" 3'-1" 0 0 B33 CONSTRUCTION NOTE~: SIDEWALL SHEATHING: 7/16" OSB-BLOCKEZ) 8d 6"oc(EDGE3 12"DC(FIELD) ~ GW~ 5d ?"OC~SDG5) iO"ocGC'IE]_D) ENDWRLL SHEATHING: 7/16~ OS8-BLOCKED 8d 4"oc~OGE) 12"OCa=IELD) 7/16" O~B 8d 4"DC(El]GE] ~2"oc(FIELD) FLOOR SHERTHIN6: 23/32" OSB 10d CO/~0N B'Oc(EDGE) ~"oc¢IELD) SiRE HIGH ~INO SUt'~RRY CRLCS FOR CO~N~R STUD FASTENING (FRCTORY) NY NDTF: APPLICABLE ~ILDING CO0~S: 2002 NYS RESIDENTIAL CODE; 2002 NYS ECCC; 1999 NEC TPE PLANS RND SPECIFICATIONS O~ THE PERMIT SET R~E DERIVE~ FROM RNO CONSISTENT WITH THE PLANS AND SPECIFICATIONS ASSOCIATED WITH THE APPROVAL ON FILE WITH RIfE DIVISION AND THE CONDITIONAL RPPF~OVRL LETTER. 4257(~ ~65U~ 0 ~OS?0 RANGE 80370 ~ 1. FOR MODULE TO MODULE RND MODULE TO FOUNORTION CONNECTIONS SEE SUBMITTAL DRAWINGS RND HIGH WIND SUMMARY CRLC 2. FOR WINDBORNE DEBRIS REQM'TS SEE SHY =?a_l NOTE,~? SIDEWALL= 2x6 16"oc MRRR WRLL= 2x4 16"oc CLG HGT= 8'-0" LABEL - - RDOTL BSMT COL - ~ DESIGN SNOW ZONE= 45 GSL ROOF= 5/12 24"oc DESIGN WIND ZONE= 120 3SG WINDOW & DOOR DP 1st STORY= 35/~5 WINDOW & DOOR.~DP 2nd STORY= 40/50 DEST.= SOUTHOLD, NY SUFFOLK CO. TURNKEY / HRSStLDINE 1 STY FLOOR PLAN '%~ 000 t1-2-06 DM PE 10-25-06 JK L~ 10-6-06 JK REV 9-18-O6 JK LPW 6-12-06 JK REV MINCE -27-06 1/4"=1'-0" 39081 CORN~ HOLD-DO~N(4-) MST172 W/S~-10C~I.5" NRILS PEOVIDE~) & INSTRLLt-D BT BLDR AT RLL EXT CORNE~S (OR EQURL) 1st STORT STUDS TO 2~d STORT STUDS SHTP CORNER S~F~G LOOSE. NY NOTE,' 2002 NYS EESIDENT~_ CODE; 2002 NYS ECCC; 1999 NEC THE PLRNS RND SPECIFICRTIONS 0F THE PERMIT SET RRE DERIVED FROM RNO CONSISTENT WITH THE PLRNS FiND SPECIFIQ~TIONS RSSOCIRTED WITH THE RPPROVRL ON FILE WITH THE DIVISION RND THE CONDITIONRL RPPROVPL LETTER. 26'-2" 42570 Ik-~---~-. 'Il 13'-0 1/2" BR 2 ~)3057 6'-5 1/2" 7'-11 1/2" 13'-0 1/2" · O PSF FLOOR 6'-6 1/2" 4-2" H. ~,~ WRLL 30DF 3'-11 1/2" LT REQ'D/PROV'O: 20/?0.6 VT REC~D/I~ROV'O~ 10/35.1 2-16"'x2S'-0" ~ 30PD o 30~7(~) 3037SG(~ 2237~) I 31'-11" I 20'-6 1/2" CONSTRUCTION NOTES: S/DEWRLL SF~ERTHZNG~ 7/16" O~-BLOCKED 8d 3"Dc(EDGE) 12"Dc(FIELD) 1/2" G~B 50 7"DC(EDGE) lO"oc[FIELD) ENDWRLJ.. SH~RTH~NG: 7/16" OSB-BLOC~ED 8d 4-"Dc(EDGE) 12"DC(FIELD) 7/i6" OSB 8d ,~'OC~EDGF_3 12"oc[F~ELD) FLOOR SHERTHIN6: 23/32" OSO tOd COMMON 6"ocd~Z)G~ t2"oc(~IELD) ROO¢ SHERTH]NG: 7/1B" OSB 15"x1.5" 16Da STRF~S 6" r~nmr~ i-~,, ~'~-, n~ SmF:- HIGH WINO SUMMRR¥ CRt_CS FOR C"ORNKR STUD ~%~G~Z¢~T~L~]' $IDEWRLL= 2x6 16"oc MRRR WRLL= 2x3 16"oc CLG HGT= 8'-0" ~t-2-06 DM RE ~ I~ ~10-25-06 JK ~W ~ i~ ~ rl0-~-~ DM REV ~~ I~ ~ ' 9-18-0B JK LPW STY FLOOR PLRN I~ m~O0 NOV 0 ~6 S'3 ~ I NY NOTF': RPPLICRBLE BUILDING COOFS: 2002 NTS RESIDENTIAL CODE; 2002 NTS ECCC; 1999 NEC T~E PLRNS RND SPECIFIf~qTIONS OF T~E P~MIT ,~T RRE DERIVED FROM RND CONSISTENT WITH THE PLRNS RND SPECIFICRTIONS RSSOCIRTEO WITH THE P~PROVRL' ON FIL~ WIT~ THE DIVISION RND TP~ CONDITIONRL RPPROVRL L~-I PI?EMIEt?BUILDERS TURNKEY / H~SSILDINE 1 STY ELECT PLRN oo0 /~INCE ?E 1/,P=i'-0" 39081 · ,> %~' ............'0 November ~, 2006 ~? 7 21 > 8 ~ J ~ 7 - -ss NOV 0 $ 2006 NY NOTF: RPPLICRBLE BUILDING CODES: 2002 NYS RESIDENTIAL CODE; 20D2 NYS ECCC; 1999 NEC THE PLANS AND ,~ECIFICRTiONS OF ME PERMIT SET RR~ DERIVED FRO/~ AND CONSISTENT WITH THE PLRNS RNB SPECIFICATIONS RSSOCIRTEB ~rlTH THE RPPROVRL ON FILE WITH THE DIVISION AND THE CONDITIONAL APPROVAL I FTTER. ARC FAULT PROTECTION RLL BEDROOMS TURNKEY / HASSILDINE 2 STY ELECT PLAN ~ Im~ pEI l~4"=l'-g" MINCE ll-2-0B 000 39081 Wind Speed !20 3 SG L'SIDEWRLL LATERAL LORD= 275~bs 5/8" O~J:t ANCHOR BOLTS [] 32"oc (~2" FROM CORNERS) SIMPSON MRS a 2O"oc .131x3" NR]]-S m 4"OC (FLOOR PE~ETER TO SIL.L PLATE) SIMPSON tTqS8 ~ 42"oc PLUS .t31x3" NAILS S 4"oc (THROUGH 0SB IN/O FLOOR PERIMETER AND BILL PI_RTE~ ENDWRLL LATERAL LORD=- 27bn, bS 5/8"' DIR ANCHOR BOLTB B 32"oc 0.2" FORM CORNERS) SIMPSON MRS [] 12"O¢ .1SIx3" NAILS [] 4-"oc (FLOOR PERIMf. lbK TO SILL PLATE) SIMPSON MRSB ~ 20o¢ PLUS .13tx3" NAILS [] 3"OC (FLOOR PEEIMETE;~ TO SILL PLRTE3 7'-2" ?'-2" £ -1( ~" S'-?" E '-9" 2'-¢" ~'-0" ?'-2" ; O I a 0 O- ] - ~ 0 0/~+ 0 i i 0 I I I I It~ I . /"-~ I I I I I ~ ENDWI~-L LATERAL LORD=- ~ 5/$" D.~ ANCHOR BOLTS ~ ~ ($2" FORM CORNERB) ~ ~J'IPSON MRS [] 12"oc / .tSIx3" NP~_S ~ 4"oc ~LOOR REI~EMLI~J~ TO SILL PLATE) ~ SIMPBON MRSB [] 20"oc PLUS __ J_31_x3" NRD_S [] 3"oc (FLOOR ~ER~J-~ET'ER TO BILL PLATE) ~/- S~3EWRLL LATERAL LORD= 275qbs / / 5/8" DIR ANCHOR BOLTS [] 32"oc / / (~2" FROM CORNERS) / / SIMPBON MRS [] 20"oc / / .~x3" NP,~LS [] 4"oc (FLOOR PEP~t't~r_~ TO SILL Pt. RT~3 / ,' ' . FLOOR PEP~/~ETE~ AND S~LL PL~qTD BIP1PBON ~I'~DOll-SDB2.5 (4) RT ALL CORNL~S RS SHOWN S~E DETAIL ~*I SHT 7~L2 (OR ECORU BRSEI] ON 3000pd CONCRETE 1. THIS FOUNDATION DRAWING AND NOTES ARE FOR REVIEW ONLY. ACTUAL FOUNDATION DESIGN TO BE APPROVED BY A PROFESSIONAL ENGINEER OR REGISTERED ARCHITECT. 2. THIS DRAWING TO BE USED FOR DIMENSIONS ONLY. 3. SEE FLOOR PLAN FOR DIMENSIONS OF UNITS & STAIR LOCATION. · . SEE MASTER SERIES DWGS.. SHT. NO. ~o. & 3c. FOR NOTES AND DETAILS. 5. t~RX. COLU/~N SP~CING= ?'-6" TURNKEY / HRSSILDINE TS. FOUNDATION LAYOUT ~'~"~000 11-2-06 DM PE 10-25-0S JK LP' JRK -18-06 LP 1/4"=1'-0" 39081 ........ ~'~'; %,,, '0^ © ',, U ~o~ ,," ~ c November ~, 2006 i CLG. -- FLR -- CLG. FLR FRONT ELEVATION NY NO TF', ~PPLICqBLE BUILDING CODE~ 2002 NYS RESIDENTIAL CODE; 2002 NYS ECCC; 1999 NEC THE PLRNS ANO SPECIFICRTIONS OF THE PER/%TT ~ET ARE DERIVEZ) FROM RND CONSISTENT kr[TH THE PLRNS RND SPECIFICRTIONS RSSOCIATEO WITH THE P~PROVAL ON FB-E WITH THE DIVISION AFl] TME CONDITIONAL RPPROVF~_ LETTER. TURNKEY / HASSILDINE lo-2s-os dX LP~ 10-12-~ D~ R~ FRONT ELEVATION -1 ~ ~ OOO JAK ~-18-06 LP 1/4"=1'-0" 39081 ,... W '..,. ~A November ~, 2006 NY NOTE: RPPLICRBLE BUILDING CODES: 2002 NYS RE$IDENTIRL CODE; 2002 NTS ECCC; 1999 NEC TI~ PLANS AND SPECIFICATIONS OF THE PERMIT SET Ri~E O~RIVED FROM RNO CONSISTENT WITH THE PLANS RNO S~ECIFICRTIONS RSSOCIRTED WITH THE RPelROVRL ON FILE WITH THE DIVISION RNO THE CONDETIONRL RPPROVPI_ LETTER. NOV 0 G 200~ ~ CLG. ~FLP~ -- CLG. FLE ON-SITE i 5TOIRY ADDITION BY BLDIR - I REAR ELEVATION PREMIER BU!LDERS TURNKEY / HRSSILDINE ll-2-0~ DM PE REAR ELEVATION -1 ~ ~ 000 MINCE -12-06 PE "--1'-0" 39081 November m 2006 NY NOTF: RPPLICABLE BUIIJ31?,IG CODES: 2002 NYS ~ESIDENTIRL CODE; 2002 NFS ECCC; i999 NEC THE PLRNS ~ND SPECIFICRTIONS OF TP~ PERMIT SET ARE DERIVED F~OM ~ND CONSISTENT WITH TH~ PLANS AND SPECIFICATIONS RSSOCIRTED W~TH THE P/=PROVAL ON FILE WITH THE DIVISION ANI} THE CONDITIONAL APPROVRL LETTER. LEFT 12 -- FLP~ FLR ELEVATION TURNKEY / HASS]'LDINE 11-2-0~; DM PE LEFT ELEVATION -1 ~u~ ~ 000 /'~INCE 0-12-06 PE 1/4-"--1'-0" 39081 [ Truss Type !HINGED MONO ]!IQtY Ply SMP 212 PA 1 PA4667 REF # 2123781 12-4-1 6.200 e Dec 15 2004 M~Tek industries, Inc. Thu Feb 03 10:42:14 2005 Page 1 ALT. KINGPOST DETAIL Opt. Cut-Off ALT. CANT. DETAIL Add gusset anytime cantilever 5.00 112 Novemb, er 2006 J Opt Cut Off i ~ 4x4 ~ 3 o 8 3-6~ ~I3-10-121 8-9-13 /-~6~nn. 161 (lb) / BEH18E 5 13-10-12 1-6-11 0-10-12 2-7-8 10-4-8 Plate Offsets (X.Y): [1:0-2-7,0~1-3], [1:0-3-8,Edge], [1:0-5-4,0-2-4], [3:0-0-5,0-0-0], [4:8-1-9,3-1 - 11], [7:0-2~12,0-2-12! W4 ~ 0-6-4 (.~ 7/16" plywaod/OSB gusset (both faces) H Attach with 100% of s~ructuraJ Conn. 778(Ib) .~,.- -.;u~:~ P.~c~o~s (ib/~.) -~ : FREEMAN ~ ~1 Cant. 383(taadcase 6) =~% E-6532'9 :.,0r~. I 6 -110(toad case 1) ~.~?.o~-'~-~. ~'~¢: .-~_"4~_~ ! Cant -587(I0ad case 6) 838(Ioad ~se 1) LOADING (pst) SPACING 2-0-0 TCLL 70.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 10.0 Rep StTess Incr YES BCDL 10.0 Code IBC2003/TPI2002 CSI DEFL in (Icc) I/deft L/d TC 0.69 Vert(LL) -0.27 7-8 >573 240 BC 0.67 Vert(TL) -0.65 7-8 >236 180 WB 0.98 Horz(TL) 0.04 7 n/a n/a (Matrix) , PLATES GRIP i Actual Appiled Top Chord Loads j MT20 197/144 ~S~ ~ 0~'bel~d MII18 141/138 24' o/c 46.6 (ps0 70.0 (ps-f) i16" cfc 70.0 fesf} 105.0 Weight: 61 lb LUMBER TOP CHORD 2 X 6 SPF NO.2 *Except* T3 2 X 6 SPF 2100F 1 .SE. T5 2 X 4 S PF No.2 BOT CHORD 2 X 4 SPF 2100F 1.8E WEBS 2 X 3 SPF Stud *Except* W2 2 X 4 SPF No.2, EV2 2 X 8 SPF No.2 WEDGE Left: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing diredJy applied or 3-10-7 cc purlins1 except end verticats. BOT CHORD Rigid ceiling direcUy applied or 7-5-0 es bracing. WEBS 1 Row at midpt 2-7 REACTIONS (lb/size) 7 1239/Mechanical 6 O/Mechanical Max Horz 1 = 277(Iced case 4} 6 -110(Iced case 1) Max Upli~ 1 = -173(Ioad case 4) 7 -290(Icad case 4) Max Gray 1 1301(Ioad case 1) 7 1239(Ioad case 1) FORCES (lb)- Maximum Compression/Maximum Tension TOP CHORD %2 = -27911565 2-3 = -687/14 3-4 = -638/40 4-5 = -200/59 BOT CHORD 1-8 = -936/2352 7-8 = -936/2352 WEBS 2-8 = 0/460 2-7 = ~2097/768 4-9 = -778/496 NOTES 1) Wind: ASCE 7-02; 120mph; h=30rt; TCDL--4.2psf; BCDL=6.0psf; Category Il; Exp C; enclosed; MWFRS gable end zone and C-C Exterior(2) zone; cantilever lee exposed; Lumber DOL=1.60 plate grip DQL=1.33. This buss is designed for C.-C for members and forces, and for MWFRS for reactions spedfied. 2) This truss has been designed for a 10.0 psi bottom chord live Icad nonconcurrent with any other live loads. 3} All plates are MT20 plates unless otherwise indicated. 4) See BEH18 DETAILS for plata placement. 5) Provisions must be made to prevent lateral movement of hinged member(s) dedng ~ransportatiee. 6) All additional member connections shall be provided by others for forces as indicated. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 173 lb uplift at joint 1 and 290 lb uplift at joint 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSIFFPI 1. 9) This truss has been designed to meet the 2003 IBC Section 2308.10.7.1; 2003 IRC R802.10.2 10) This trues has been designed to meet 2002 BCNYS sec 2303.4 (Building Code of New York State). 11 ) This buss has been designed to meet 2002 RCNYS R802.10.2 (Residential Code of New York State). 12) Provisions must be made to prevent lateral movement of the top chord during transportation. Extreme care must be utilized rotating the top chord into place. 13) Take precaution to keep the chords in plane, any bending or twisting of the hinge plate must be repaired before the building is put into service. 14) This print is a revision of HM336604. Move kingpost in from 0-5~.. Ir FRONT ~LCqTION ?~IN W~/Ty,% OPT O-~FSET _F-LO0~ PLAN NOTES~ONT I FLOOR PLANe ELEVCqTION$ & NOTES DOOR $CHEDUL~ i I 1 "-" I WRLL COVERZNG SCHEDULE GENERAL FIELD NOTES ELECTrICaL SYMBOLS ALL mODELS STRUCTURAL SCHEDULES & NOTES MUNC¥ HO~ES. INC. iFIELD WORKi SUGGESTED STaiRS, STRAIGHT r:;~{': SUGGESTED STRZRS, STR,qIG,HT SUGGESTED ST~[R$, U-SHC~PE SUGGESTED STaiRS, L-$HRPE SUGGESTED STR[R5. WINDERS ~RE 51JGGESTE~) /~EF~NS OF 5U?PO~T. FiNRL O~RWZNG$ ro~ SITE WOrK [ ~0U~ED ~ mNNEOTION WITH FIELD TYP. FOUNQF~TT_ON PLFIN CRAWL SPCqCE DETAILS "B" BOX SOX BOX "8" BOX Y "Fl" BOX "8" ~OX iii "C" ~OX ~4 "C" BOX "D" BOX "C" BOX 'i' "D" I 80X C ii .:: .? NF~STER SERIES ~ISCEi_LRN~OUS DETRILS :i V MASTER SERIES FLIP AND COLLAR TIF DFTRIL - FIEI lb ~ONOP/TCH TRUSS KNFF WAI. I DFTAIL - FIF[ P_ SIDFWAL[ DETAIL - TWO STORY - FIEL~ FLIP DFTAII - FIFt D SIDE WALL DETATI - FTFI D_ FOLDING OVFRHRNG[S] [OPT) ONE AND TWO STORY - FTF'I D ~ N.TS. DETAIL OF TNCRFMENT T~LJS$F,S g~- NE/,,/ SHFRR WALL AND RIM BAND TO RIM BAND TIEDOWN DETAIl 2 STORY UNTTS - FEEl D L DETAIL MODULE TO MODULE CONNECTION RT END WALL DETAIL 2 STORY UNITS - FTE[ D CORNER HOI DDOWN DFTRTI SHEAR WALL TTFT)OWN DETRI'L - Fl-FI 0 FI'RST FLOOR OF' 1 FiND 2 STORY UNTTS MODULE TO MODULE CONNECTTON RT FND WALL DETAIL F)'ELD CONNFCTION - MOOULF TO MODULE - 2 STORY FTEL O CONNECTTON - MODU{ E TO MQDUI F 5IRST F[ OOR OF 1 AND 2 S~RY UNITS~ FTRST FLOOR OF 1 AND 2 STORY UNITS - FTFLD ONE p. NO TWO STORY ~o~r~LS Wind Speed GROUND SNO'~ LOAD - Pg= 8'5 psf DETAIL "D" TYP CROSS SECTION TYP DETAIL "C" DETAIL "E" DETAIL "R" DUTRTL "0" qME~=,A ,] L "D'~ DETAIL. "C" [~ETqlL TWO STDRY ~ODELS CA055 SECTION ~UNC¥ HOMES. iNC. iS57 PR ROUTE +42 5RST, P.O. BOX 3SG Wind Speed ";20 3 SG NOTE5 Wind Speed i20 3 SG wo~1 H FTXFF] OVERHRNG TRUSS H]'NGE FTFLO WORK (TWO STORY / / PORCH ROOF FTELD =f OPTIONAL ROOF DORM RE-,_R~S_ DFTAZL '*3 ~D !NST,q .ED RIDGE VENT ~ ~n- .z~., O~.TA![ =S , ~ION THRU OFFSET ROOF FiCLD ~ ! TYPICAL FIRST FLOOR OPTIONAL FLOOR TRUSS DETAILS FiEI D [NSTALLFD DORMER DET~T~ TYP. ATTIC ACCESS AND SKYLIGHT FRAMIN~ SC~L~: 57~-~-1'~O~ ~7 ,~/ I,, SECTION THRU CARPORT MASTER SERIES ALL MODELS MUNC¥ HO~ES, INC. occUPANCYOR usEISUNLAWFUL WITHOUT CERTIFICATE OFOCCUPANCY REQUIRED NOTII~Y ~UILD!NG~ DE:,t~RTMENT AT" ~'~'~ ~'f'~" ~,/]~'~Z~ COMPLY wITH ALL Cub i NEW YORK STATE & TOWN AS R,EQU/IR~D AND CONDJTt,,~t,;S ~, ~TOWN ZBA 765-1802 8AM TO J i M FOR THE FOLLOWING INSPB" Ti©NS: 1. FOUN~q'QON _ TWO ~SQUIRED FOR POURE~ F;ONCb'ETE 2. ROUGH - FRAMiN,~ & PLUMBING 3, ~NSUL4T'ON 4, FINAL ~ '=qthgTION MUST GE C, ',,~ .~ OR C,O. ALL CODS: d ;ION SHALL MEET THE R~ , F~, ,'~ OF~ECODESOFNEW ~" '~, NOT RESPONSIBLE FOR ';/:ICA-IL ~,, , -'LDER USED IN WA TER ~A/NOT PLUMBING ALL PLUMBING WA,.~i'E & WATER LINES NEED J'ESTING BEFORE COVERING CERTIFICATION NAIMNG & · REQUIRED. I DA~jAi3E; , TO¢¢N uoOE. 'l lO: 0" L CONC, PILLED SONATUBE '" PORCH DETAIL FOUNDATIONS: Foundations shall comply with New York Stnte Residential Building Code Section · Conc~ i~e~ slmll be Ih~ wall ~,kn~ by 2 fim~s the wall th ,~,~e~s s~ m~x. 14'.~' q~ l~ckfiU s~nl! ~ot be pLn~-,+ ~ th~'w~l ti~ ~he ~ hn~ ~icnt ~a~n~th .nd Ires ~ ~. * Vearila~mforab~mn~or4:~wls~m~bel~fOreach~ootan~