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Home My WebLink About34090-ZFORM NO. 4 TOWN OF SOUTHOLD BUILDING DEPD~RTMENT Office of the Building Inspector Town Hall Southold, N.Y. CERTIFICATE OF OCCUPANCY No: Z-34015 Date: 10/16/09 q~{IS C~'rIFIES that the ~uildlng NEW DWELLING (MODULkR) Location of Property: 2625 MILL RD (HOUSE NO.) County Tax Map No. 473889 Section 67 subdivision PECONIC (STREET) (~J~MLET) Block 6 Lot 11.1 Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated JULY 14, 2008 pursuant to which Building Permit No. 34090-Z dated AUGUST 6, 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 COVERED FRONT PORCH AS APPLIED FOR PER ZBA#5596 DATED 11/4/04. The certificate is issued to EDWARD H & EILEEN MAGUIRE ( OWNER ) of the aforesaid building. SUFFOL]~ CO~ DEPAR~T OF }{]~AL~{ APPRO%r~J~ R10-08-0009 08/31/09 EL~-rMIC2%L u~4('rIFICA~ NO. 4016035 06/08/09 PL~ CERTIFICATION I~rF~3 06/14/09 CUTCHOGUE EAST PLL~4BING Rev. 1/81 Form No. 6 TOWN OF SOUTHOLD BUILDInG, DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCUPAI~ This application must be filled in by typewriter or ink and submitted to the Building For new building or 'new use: 1. Final sUrVey of property with accurate location of all buildings, pr0pe~ lines, 2. 3. 4. 5. topographic fcatmes. Final Approval from Health Dept. of wate~ supply and seaverage-dispusal (S-9 Approval of electrical inztailation from Board of Firo Underwriters. BLDG. DEPI TOWN OF SOUfHOLD Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of 1% lead. Commeroial building, industrial buildin~.mulliple residences and similar buildings and installations, a ccrtificat~ of Code Compliance froin architect or engineer responsible for the building. Submit Planning Board Approval of completed site plan requiremants; For existing buildings (prior to April 9, 1957) non'COnforming us~, or buildings and "pre-existing" land Uses: 1 Ac, curate survey of pwperty showing ali property lines, street~, 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 deuiec~ 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, 3. 4. Swimming pool $25.00, Accessory building $25.00, Additions to accessory building $25.00, Businesses $50.00. Certificate of Occupancy on Pre-eEisting Building - $100.00 Copy of Certificate of Occupancy - $.25 Updated Certificate of Occupancy - $50.00 Temporary Certificate of Occupancy - Residantial $15.00, Commercial $15.00 Date. v/ Old or Pre-existing Building: House No. Street New Construction: Location of Property: OwnerorOwneraofProperty: C~4!G./~?~..~. -~' i(leel~l ~ ~.c~i(4~rp_.. Suffolk County Tax Map No 1000, Section (a t[ Block Subdivision Filed Map. ve tNo. 3q0 DateofPermit. Applicant: Health Dept. Approval: (cheek one) Hamlet Underwriters Approval: Planning Board Approval: Request for: Temporary Certificate Fee Submitted: $ / Find Certifica~ 'v/ (check one) A. pplicant Signature Town Hall Annex 54375 Main Road P.O. Box I I79 SouthoId, New York I 1971-0959 Telephone (631 ) 765-1802 Fax (631) 765-9502 BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATION Building Permit No. ~ ~) (Please print) Plumber: ia£~ ~'/lq,~{ I (Please print)-- 1 certify that the solder used in the water supply system contains less than 2/10 of 1% lead. Sworn to hel%l'e llle this /(_.dt7~/'~' dayof~_J(A/'3~-- , 20 ~? fi(Plumbers Signature) Notary Public, ~..,(-~}[C--- County DEBORAH H. VANDId~R N~ 01VA6185177 Commission E~i~ ~ 28,2012 BY THIS CERTIFICATE OF COMPLIANCE THE NEW YORK BOARD OF FIRE UNDERWRITERS BUREAU OF ELECTRICITY ~''7'''~'~ 40 FULTON STREET ~ NEW YORK, NY 10038 CERTIFIES THAT Upon the application of upon premises owned by BRIAN BROOKS ELEC. INC. EILEEN & EDWARD MAGUIRE BOX 1001, 455 SEEBE DR 2625 MILL LANE CUTCHOGUE, NY 11935, PECONIC, NY 11958 Located at 2625 MILL LANE PECONIC, NY 11958 Application Number: 4016036 Certificate Number: 4016036 Section: Block: Lot: Building Permit: · BDC: ns11 Described as a Resideutiul occupancy, wherein the premises electrical system consisting of electrical devices and wiring, described below, located in/on the premises at: Basement, First Floor, Outside, A visual inspection of the premises electrical system, limited to electrical devices and wiring to the extent detailed herein, was conducted in accordance with the requirements of the applicable code and/or standard promulgated the State of New of State Code Enforcement and other by York, Department Administration, or authority having jurisdiction, and found to be in compliance therewith on the8th Day of June, 2009. N;~m~; QTY Rate Ratine Circuits Tv~ Appliances and Accessories Furnace 1 0 Oil Pump Motor 1 0 1 H.P Miscellaneous modular house-mfg Apex Homes-serial# 9935 NY State approval # 19~18810 Service Service Disconnect: 1 200 cb ServicelPhase3w Service Rating200Amperes Wiring And Devices Fixture 6 0 Incandescent Outlet 4 0 C-;-en, Puq~ose Outlet 6 0 Fixture Receptacl~ 3 0 GFCI seal Continued on Next Page I of 2 This certificate may not be altered in any way and is validated only by the presence of a raised seal at the location indicated. BY THIS CERTIFICATE OF COMPLIANCE THE NEW YORK BOARD OF FIRE UNDERWRITERS BUREAU OF ELECTRICITY 40 FULTON STREET ~ NEW YORK, NY 10038 CERTIFIES THAT Upon the application of upon premises owned by BRIAN BROOKS ELEC. INC. BOX 1001, 455 BEEBE DR CUTCHOGUE, NY 11935, EILEEN & EDWARD MAGUIRE 2625 MILL LANE PECONIC, NY 11958 Located at 2625 MILL LANE PECONIC, NY 11958 Application Number: 4016035 Certificate Number: 4016035 Section: Block: Lot: Building Permit:. BDC: ns11 Described as a Residential occupancy, wherein the premises electrical system consisting of electrical devices and wiring, described below, located in/on the premises at: Basement, First Floor, Outside, A visual inspection of the premises electrical system, limited to electrical devices and wiring to the extent detailed herein, was conducted in accordance with the requirements of the applicable code and/or standard promulgated by the State of New York, Department of State Code Enforcement and Administration, or other authority having jurisdiction, and found to be in compliance therewith on theSth Day of Name QTY Rathe Rating Circuits TyI~ 2 of 2 seal This certificate may not be altered in any way and is validated only by the presence of a raised seal at the location indicated. 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) PEI~MIT NO. 34090 Z Date AUGUST 6, 2008 Permission is hereby granted to: EDWARD H MAGUIRE 338 74TH ST BROOKLYN,NY 11209 for : CONSTRUCTION OF A NEW SINGLE FAMILY DWELLING (MODULAR) WITH UNFINISHED 2ND STORY & COVERED FRONT PORCH D,g APPLIED FOR at premises located at 2625 MILL RD -~M~PEC County Tax Map No. 473889 Section 067 Block 0006 Lot No. 011.001 pursuant to application dated JULY 14, 2008 and approved by the Building Inspector to expire on FEBRUARY 6, 2010. Fee $ 1,371.60 ~horized ~ignature ORIGINAL Rev. 5/8/02 TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION FOUNDATION 1ST [ ]FOUNDATION 2ND [ ]FRAMING / STRAPPING [ ]FIREPLACE & CHIMNEY [ ]FIRE RESISTANT CONSTRUCTION REMARKS: [ ] ROUGH PLBG. [ ]INSULATION [ ] FINAL [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT PENETRATION TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ]F~JNDATION 1ST [ ]ROUGHPLBG. [~'"] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION INSPECTOR TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [~ROUGH PLBG. [ ]/~NDATION 2ND [ ] INSULATION [~"]~ FRAMING/STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION REMARKS: DATE INSPECTOR~~ TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ]FOUNDATION 1ST [ ]FOUNDATION 2ND [ ]FRAMING / STRAPPING [ ] ROUGH PLBG. [ ] IN/SUCTION [ ~INAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION REMARKS: DATE INSPECTOR~~ TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] I~LATION [ ] FRAMING/STRAPPING [,/~FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTAI~I' PENETRATION REMARKS: ~4~7'-~-~- ~ ~-~ ~-'~ ~ DATE COlVl/~NTS FOUNDATION (1ST) FOUNDATION (2ND) ROUG~t FRAIVI~G & I2NSIfLATI(_)IN PER N. Y STATE ENERGY CODE ADDITIONAL COMIV:B~NTS TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL SOUTHOLD, NY 11971 TEL: (631) 765-1802 FAX: (631) 765-9502 www. northfork.net/Southold/ Examined Approved Disapproved a/c ,20 Ol Expiration PERMIT NO. ~aSO ~-> ! Building Inspector BUILDING PERMIT APPLICATION CHECKLIST Do you hav.,e~or need the fo/l~/.w~a._g, b~fo_re~applying? ~ard of Health t~bClt2ht4~--'~ 4 sets of Building Plans Fng Board approval N.Y.S.D.E.C. A-)/,~ Trustees Contact: Mail to: Phone: 7~ J--- APPLICATION FOR BUILDING PERMIT Date 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. b. Plot plan showing location of lot and of buildings on premises, relationship to adjdining 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 throughout 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 pea'mit 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. e of applicant or name, if a corporation) (Mailing address of applicant) State w.heth, er applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder ..' - Name of owhe? of premises ~.--/~- ~-c-n.) /~ ,,~_c_ o a, .~ ,~~- (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 No. 1. Location of land on which proposed work will be done: House Number Street County Tax Map No. 1000 Section Subdivision (Name) Hamlet ~ Block (:>G ' Lot \ /i- Filed Map No ....... Lot ', State existing use and occupancy of premises and intended use and occupancy of proposed construction;. a. Existing use and occupancy /J~e.~rc &,a~Jo~ (z)c,r~oc. t~cr~o'o ,J~c-,n.- ~rc',o,t b. Intended use and occupancy ,.~toz., d f-q~,(-~ ~o~-~t~ ,_ ~o,~c~.~ )<~ Addition Alteration Demolition Other Work 3. Nature of work (check which applicable): New Building Repair Removal 4. Estimated Cost Fee 5. If dwelling, number of dwelling units / If garage, number of cars i~ (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 Heigh~ Number of Stories Rear Depth Dimensions of same structure with alterations or additions: Front Depth, Height Number of Stories Rear 8. Dimensions ofentire new constmction: Front qo-' ?' Rear Height 093 ~ Number of Stories ! //'2-- 9. Size of lot: Front Rear ZOO r Depth Depth 10. Date of Purchase Name of Former 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 14. Names of Owner of premises Name of Architect Name of Contractor ~ c~awo~,, ~ao~,.,~ t_ Address $ ¢ z.x' Address Phone No Address /au ~,~ 15 a. Is this property within 100 feet ufa 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 ufa tidal wetland? * YES NO ~ * IF YES, D.E.C. PERMITS MAY BE REQUIRED. NO 16. 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 OF ) ~ '7~.a~ ~'~t,t'~qd~,~ being duly sworn, deposes and says that (s)he is the applicant (Name of individdal signing contract) above named, (S)He is the (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 true 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 thi& ,~ ,,~ -I- q- ~ day of -1~1.~ 20 0~) NOTARY PUBLIC, State of New York NO. 01 BO6020932, Suffolk C-p~unt¥ Term Expires March 8, 20.[,.~.. /~ure o~ Applicant / / 07/08/2014 21:25 FA~ 1~]0002/0006 STATE OF NEW YORK PFB WORKERS' COMPENSATION BOARD P4DH CERTIFICATE OF NY$ WORKERS' COMPENSAllON INSURANCE COVERAGE lin. I.e~d Name ~nd m~dre~ of Intoned {Ule street addre~ only) CONSTRUCTION 5 D&~N DR ~IR/~"/ ~P/ 11967 Wo~ Lecad(m of In~ured (Only n~/ui~d if covem~ l; speci6ca~ ~ ~ cettaln lo~a~ns ln New Yo~k S~te, Le. a wmp. upPo~ To~I of Southhold 11'79 ER 25 8(TdTRO T .D o ~ , 119'71 lb. B~lin~l Telephone Number of Inlured (631) 514-1856 lc. NYS Unemployment Insurance Emi~oyer Regi~-etJon Number of Insured ld. Fedwal Empk~w Identification Number of Inlu~d ~r Soekd SeeuHW Number 06'772119"/ 3a. N~ne of Imumme Carfl~ Haxtfo~d ~cc[dent & I~mi~y Co 76 ~ ~7550 01/31/2008 ~ 01/31/2009 ) This cmrt~ that the insurance cardin' Indlc~ above In box '3" kmums the Ixmir~s~ referenced above In box 'la" for wodmm' coml~en under the New Yo*k State Win'kern' Compm~ation Law. (To trna this ~oml, New York (NY) must be listed under Item 3A on the INFORMATION PAGE of the wot'k~l~' ~M~satJon kmurmnm~ Ix~cy). ~ Insurance C, emer o~ its Itcemmd agent will send this Ceft~ of Irmurm~ca to the enlity listed above as the cert~cate holder in box "2". The ~ Cwriw w//I slso not/[y ~e ebove cer~ ~ ~/n fO d~ye lF a po~y ls canneled due to nor, tmyment Of tnsured from the oovemge indiceted on ~hls Cerdflcete. ('rhese no~Gas nmy be asnt by regular m&f.) (YdmnviM. this Kathi Golowskf 08-07-2008 ~) ~: O~eratio~s Manager Telephone Number of authorized repreeeq~ or ieensed agent of PM~ N~M: ~n~y ~nsur~nce ca~fe~ ~nd U~eir ~censed ~nts ~m ~ufJ~ized t~ .~M~-`~ the C*.~5.2 f~rm. Insurance C-105~ (9-07) 08-0B-~8 89:P4 SOUTHOLD BUILOIN~ DEPT 1631765950~ PflGEP 07/08/2014 21:25 FAX i~0003/0006 Workers' Compensation Law 1. The head of a ~te or mun~pal depar'=nent, bowd, c~mmlssion or office authorized or requtred by ~w to i~ue any permit for or in conneclk~ with any wo~c Involving the employment of employ~m in a h--,,rdous employm~mt defined by this chaplsr, and notwi~standing any general or special statute reclulrlng or aub'~xtz~g the issue of such pe~'mits, shall not Issue such permit unless proof duly sub~ by an InmJmnoe cartier Is ~L~ ~ a ~ 2. The Imad of a slate or municipal depmtrmmt, board, commimsion or office authorized or required by law to e~er into any contracl for or in connec~on ~ any wcxk Involving the em;4oyment of employees in a hazmdous m~ch (xxtUact, shall not ~ into any such contract unlees proof duly sulxicr~bed by an insurance canteg' Is produced In a form saUafactory to the chair, thet oompemmtkm f~r ~1 eml~ymm has been ~ecumd ~ ~ by ~ls chal~er. C~105.2 (9-07) Revised 08-08-L3008 (~:2~ SOUTHOLD BUILDING DEPT 16317659502 P~E3 07/08/2014 21:26 FAX i~0004/0000 08/07/2008 15:34 FAX 8312810160 BRAZIER ATENC¥ l~1001/001 BRAZIER AGENCY 1412 MONTAUK HIGn'~d,/AY ~IC. NY 11950 CA__C_O_R~. CERTIFICATt~ OF LIABILITY INSURANCE 9TEPHN41E ~ D/T~A M.. ~ NOFN~I.I~ COI~TRUC~T1ON 6& DAWN DR ~-IIRLEY, NY 11967 I I~ImONN. &,N~V ll&lo&'v I my INJ4JIIY 88-88-8888 0g:85 SOUTHOLD 8UILOING DEPT 1631765D508 PAGE4 07/08/2014 21:26 FAX · AUG. 7. 2008 4:12PM ~0005/0006 ZURICH NO. 258 P.1 CERT~ICATE OF INSURANCE COVERAG~ UNDER THE NY8 DISABILITY BENEFITS lAW 5 DAWN DRIVE SHIRLEY, NY 11~67 3b. Po]~ ~ ~ ~ h box -1~,,,: $363869 01/31/08 m 01/31/09 Tol S',~, Of New York Wod~m' Compensation Board 0B-08-200B 09:25 SOUTHOLD BUILDING DEPT 16317659502 PRGE5 07/08/2014 21:26 FAX · AUG. 7.2008 4:12PM ZURICH Add~onal Instmctic~s f~ Form DB-120.1 1~0006/0006 NO. 2~8~P. ~ DISABILITY BENEFIT8 LAW §220. Subd. 8 n~ Om'let wb f~N~vYo~ ~ 08-08-2008 89:86 SOUTHOLD BUILDING DEPT 1631765950a PAGE6 APPEALS BOARD MEMBERS Ruth D. Oliva, Chairwoman Gerard P. Goehringer Lydia A. Tortora Vincent Orlando James Dinizio, Jr. hnp://southoldtown,northfork.net Southold Town Hall 53095 Main Road P.O. Box 1179 Southold, NY 11971-0959 Tel. (631) 765.1809 Fax (631) 765-9064 BOARD OF APPEALS TOWN OF SOUTHOLD FINDINGS, DELIBERATIONS AND DETERMINATION NOVEMBER 4, 2004 ZBA Ref. 5596 - JAMES and MAURA O'MALLEY; EDWARD MCGUIRE, EILEEN MAGUIRE. Street & Location: Mill Road and Miami Avenue, Pecenic County Parcel Ref. 1000-67-6-11 and 67-6-10 as the first lot; 67-6-13.1 (12 and 13 as the remaining lot). Date of Public Hearing: October 21, 2004 PROPERTY FACTS: The property which is the subject of this request to unmerge is SCTM 1000-67-6-11 (Lot 23.2), unimproved land on .... . BASIS OF REQUEST: Building Department's Notice of Disapproval dated August 12, 2004, amended August 23, 2004, stating that the subject property, 67-6-13.1, has merged with the adjacent property (67-6-11 and 10), pursuant to Soction 100-25, by reason of common ownership with the first lot at any time after July 1, 1983. An adjacent lot is one which abuts with the parcel for a common course of fifty (50) feat or more in distance, Nonconfon'ning lots shall me,ge until the total lot size conforms to the bulk schedule requirements. The property is located in the R-40 Low-Density Residential Zone District. RELIEF ~: Applicants request, under Section 100-26, a waiver of the merger of the land area consisting of 16,198.61 sq. ff., shown as 13.1 on the Suffolk County Tax Maps, Section 67. Block 6. The remaining merged land area is noted as .46+- of an acre, identified as County Parcel Ref. 10 and 11~ ADDITIONAL INFORMATION: The applicants have obtained sanitary system and private well approvals for a single-family dwelling on 8/2/04 from the Suffolk County Department of Health Services under HS Ref. No. R-10.-04-0019 for the 16,198.6t sq. ft. portion of the property. REASONS FOR BOARD ACTION, DESCRIBED BELOW; On the basis of testimony presented, materials submitted and personal inspection, the Board makes the following findings: 1. Lot 13.1 is vacant, unimproved property and comprises lands referred to as 12 and 13 shown on prior County Tax Maps, consisting of a total area of 16,198 square feet and having direct frontage along Inlet Road to the east and Miami Avenue, an unimproved road, to the south. This property is also shown as Lot 6 on the 1926 Map of Property of Blanche T. Dickinson filed in the Office of the County Clerk. CTM Parcel 13.1, owned by O'Malley, is equal to, or greater than, the size of the typical lot originally laid out Jn that subdivision. 2. The remainder is owned by Edward and Eileen Maguire, since acquiring Ihe property in 1955. This land area consists of combined CTM Lot Ref. 10 and 11, with an area of .46.~- of Page 2 - November 4, 200~=~ Appl. No. 5596 - J. and M. O'Malley CTM 67-6-13.1 an acre. This remaining area is improved with a cottage built many years ago, and this area is equal to, or greater than the size of typical lots immediately adjacent, along Mill Road and Miami Avenue. 3. Waiver of merger will allow for construction of one single-family dwelling on Lot 13ol which will not result in a significant increase in the density of the neighborhood. There wal be no need for significant change in the contours or slopes of Lot I'~.~ nor for substantial filling affecting nearby environmental or flood areas. 4. Testimony was offered thai the owners believed the lots were not joined. Waiver of merger will avoid economic hardship for applicant, who has owned, and paid taxes on, Lot 13.1 for 48 years in the belief that it was and is a buildable lot. 5, Waiver of merger will allow for construction of one single-family dwelling on the original lot line dividing this property from the remainder of the property, which will not result in a significant increase in the density of the neighborhood, There will be no need for significant change in the contours or slopes of Lot 13.1, nor a need for substantial filling. RESOLUTION/ACTION: On motion by Member Orlando, seconded by Member Dinizio, it was RESOLVED, to GRANT a Waiver to unmerge CTM 13,1 from the remainder of applicant's properly. This action does not authorize or condone any current or future use, setback or other feature of the subject property that violates the Zoning Code, other than such uses, setbacks and other features as are expressly addressed in this action. Vote of the Board: Ayes: Members Oliva (Chairwoman), Goehdnger, Todora, Orlando, and RUTH D. OLIVA, CHAIRWOMAN 12/2/04 Approved for Filing CODES DIVISlI3N DEPARTMENT DP STATE State of New York Department of State Division of Code Enforcement & Administration 41 State Street, Albany, New York 1223 (518) 474-4073 fax: (518) 486-4487 www. dos.state.ny.us NOTICE OF APPROVAL This notice serves to inform the local Code Enforcement Official that the New York Department of State (DOS) has reviewed and approved plans, as authorized pursuant to 19 NYCRR Part 1209, Regulation and Fees for Factory Manufactured Homes, to allow the construction of single family homes, two family homes, and/or other modular buildings or components in compliance with the State Uniform Fire Prevention and Building Code, as described herein: Manufacturer's Name: Building Description: Approval Number: Applicable Code: Expiration Date: Maximum Ground Snow Zone: Seismic Design Category: Basic Wind Speed: Exposure Category: DOS Contact Person: Additional Conditions: Approval Date: 7A~7ex Homes, Inc. 2 Route 522 Middleburg, PA 17842 Detached One- and Two-Family Dwellings and Multiple Single- Family Dwellings (Townhouses) M 1168-02-074 Residential Code of New York State 2007 (RCNYS) February 25, 2009 85 PSF A, B, C for Detached One- and Two-Family Dwellings A, B for Townhouses Not more than 120 mph A, B, or C Lucian J. Mitas None April 16, 2008 Ronald Piester, AIA Director A copy of this Notice of Approval shall accompany all plans and specifications submitted as part of a permit application. Plans should not require a DOS seal provided the registered design professional references the approval number and certifies that the plans and specifications conform to the plans and specifications approved by and on file with the DOS, The approval identified above is limited to all construction that takes place in the factory. Site related work including installation and connection of the building and/or components, foundations, mechanical connections, stairs, decks, etc. is the responsibility of the Code Enfqrcement Official. The presence of the insignia of approval shall be presumptive evidence that the factory manufactured home or component complies with the provisions of the RCNYS. If the code enforcement official believes that any factory manufactured component is in violation of one or moro provisions of the RCNYS, he/she should contact the DOS for further review and/or determination. Town of Southold Erosion, Sedimentation & Storm-Water Run-off ASSESSMENT FORM PROPERTY LOCATION: S,C.T.M, #: District Section Block Lot THE FOLLOWING ACTIONS MAY REQUIRE THE SUBMISSION OF A STORM-WATER, GRADING, DRAINAGE AND EROSION CONTROL PLAN CERTIFIED BY A DESIGN PROFESSIONAL IN THE STATE OF NEW YORK. Item Number: (NOTE: A Check Mark (~) for each Question is Required for a Complete Application) Yes No 1 2 3 4 5 6 7 8 9 Will this Project Retain All Storm-Water Run-Off Generated by a 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 Indicating Size & Location? This Item shall include all Proposed Grade Changes and Slopes Controlling Surface WaterFIow! Will this Project Require any Land Filling, Grading or Excavation where there is a change to the Natural Existing Grade Involving more than 200 Cubic Yards of Material 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? 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 Beach? Will there be Site preparation on Existing Grade Slopes which Exceed Fifteen (15) feet of Vertical Rise to One Hundred (100') of Horizon[al Distance? Will Driveways, Parking Areas or other Impervious Surfaces be Sloped to Direct Storm-Water Run-Off into and/or in the direction of a Town right-of-way? Will this Project Require the Placement of Material, Removal of Vegetation and/or the Construction of any Item Within the Town Right-of-Way or Road Shoulder Area? (This item will NOT Include the Installation of Driveway Aprons.) Will this Project Require Site Preparation within the One Hundred (100) Year Floodplain of any Watercourse? I lZ NOTE: If Any Answer to Questions One through Nine is Answered with a Check Mark in the Box, a Storm-Water, Grading, Drainage & Erosion Control Plan is Required and Must be Submitted for Review Prior to Issuance of Any Building Permltl EXEMPTION: Ye__~s N__~o 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, Drainage & Erosion Control Plan Is NOT Requiredl __ __ STATE OF NEW YORK, COUNqW O1 ........................................... SS That I ............ ,~.T~...~....~./../'.(.4..?...~... ............................. being duly sworn, deposes m~d says that he/she is fl~e applicator for Pemfit, (Name of individual signing Document) Ami that be/she is tim ........................................................ /:~..~. .................................................................................................... {Owner, Contractor, Agent, Corporate Officer, etc.) O~mer and/or representative of tim Owner of Owner's, and is doly authorized to perform or bare performed fl~e said work and to make m~d file this application; that 'all statelnents contained io fids application are true to tbe best of his kd~owtedge and belief; m~d tbat the work will be performed in the ~nanner set forfl~ in fl~e application filed herewith. Sworn to before me fids; h, Q Notary mu bli~.~~_~:; .............. - ................. .(.~ .................... NO. 01006020932, ~SUTtOIK Uounty ~ FORM- 06/07 Term Expires March 8, 20~( TOWN OWNER~ __ FORMER OWNE~J N E ACR. ,~ 0 1 ~,4-t~ ~¢~I,~&~,.,X. £ .! ,9,'~'~ S W ~PE Of BUILDING ~ES.~ S~S. VL FA~ COMM. CB. MISC. Mkt. Value ~ND IMP. TOTAL DATE REMARKS ~ / AGE BUILDING CONDITION N~ NO~L BELOW ABOVE FA~ Acre Value Per Value Tillable 1 Tillable 2 [illable 3 ~o~land Swampl~d FRONTAGE ON WATER Brushland FRONTAGE ON ROAD House Plot DEPTH BULKH~D Total D~K COLOR TRIM V~. Bldg. Foundation Bath Dinette · :xtension Basement Floors K. ':xtension Ext. Walls Interior Finish LR. -Zxtension Fire Place Heat DR. Type Roof Rooms 1st Floor BR. ~orch Recreation Room Rooms 2nd Floor FIN. B. )arch Dormer Breezeway Driveway ~aroge Patio Total TOWN OF SOUTHOLD PROPERTY RECORD CARD OWNER STREET ~:~ VILLAGE DIST. SUB. LOT ~O~ER OWNER N E *~ , ~ ~ ~0~ ~: ? ~'~ S W ~PEO~BUILDING ~ES~ S~S. ~ VL FA~ COMM. CB. MISC. Mkt. Wlue -/~ ~N~ ,~. TOTAL ~AT~ REMARKS ~. ~ AGE BU I LDI NG CONDITION N~ NOeL BELOW ABOVE FA~ Acre Value Per Value Acr~ Tillable 1 Tillable 2 ~illable 3 ~dland ~wampland FRONTAGE ON WATER Bru~land FRONTAGE ON ROAD ~ "' 7. ~ o ~- ~CO - House Plot DEPTH ~ ~ / BULKH~D D~K total ~ ~ ~ ~ L COLOR M. Bldg. Extension Extension Extension Porch Porch Breezeway Garage Patio I [ F~ndation Basement Ext. Walls Fire Place Type Roof ~creation Room Dormer Driveway Bath Floors Interior Finish Heat Rooms 1st Floor Rooms 2nd Floor Dinette DR. BR. FIN. B. COLOR TRIM M. Bldg· Extension Extension Basement Ext. Wails Fire Place Bath Fioors Interior Finish Heat Dinette K. LR. DR. I I I I I I I I I I I I I I I I I I I WIND ANALYSIS AND SHEARWALL DESIGN East End Construction Services, Inc. / O'Malley QN-14297/NY Peconic, NY Prepared for APEX HOMES, INC. 7172 Route 552 Middleburg, PA 17842 Prepared by LARSON DESIGN GROUP P.O. Box 487 1000 Commerce Park Drive, Suite 201 WiJliamsport, PA 177030487 Project No. 6314--0 t 9 Phase 100 June 2008 Calculations Reviewed By: Gregory J. Moser, P.E. JUN 1 ~ 20o~ Plans, maps, specifications, studies, and reports not containing a red ink seal imprint accompanied by an original signature by the licensed professional may have been fraudulently allered and shall not be considered an odginal copy. All information should be disregarded unless vedtled by the professional whose signature appears above. Copyright Protected 2008. Larson Design Group. It is a violation of Article 145, Section 7209 of the New York "~ducation Law for any person, un,ss he is acting under the direction of a licensed professional engineer or land surveyor, to after an item herein in any way. If an item beadng the seal of an engineer of land surveyor is altered, the altering engineer or land surveyor shall affix to the item his seal and the notation "altered by" followed by his signature and the date of such alteration, and a specific desc~ption cf the alteration. l_arson Design Group I I Your V~sion. Made Real. I JOB Apex Homes1 inc. QN-14297/NY Architects Engineers Surveyors SHEET NO. OF An employee owned company CALCULATED BY S BJ DATE 6/12/2008 I RO. BOX 487 Will,amspor~, PA 17701 CHECKED BY ~'0 (--~ DATE ~)/( ~- 10 ~ 'tEL570.323.6603 TOLL FREE 877.323.6603 FAX 570.323.9902 Larson Design Group JOB r40. 6314-019 ! Table of Contents i~1'~,1, ,1!~' IPi II I !General Notes i ' iii ~ . ' ' ~' ' ~ i ; ' llDesignCdteriai'i!i!l'i, ! il ~ I' "Sheet2iil, iiMaZnH°useASumma~l illi~l~ii!~'li,, , ,,,,~'1~, liEn¢.ee.edDesign-Ma,nHo.seACa,eu,ationslll'lt_ll Sheet6thru331!__i__- MainHouseCSumma~, i , ilI iii'Sheet34thru36ili !i~, iilili II,'-Ii ii ' ~ ,, , I,i'll I' ~; iEngineered Design - Main H°use C Calculati°ns ~ ' : il ' I I ilil,,I,!,,ill i Roof System Connections i I i, I I I I i I i i S"eet~t"~u~O~l I : , ' - _ ~llll ' I' i~,I ,i I Ii~ ,i ~ ,!Il II 'iii , il! , ! ! Larson Deeign Group General Notes: J Your Vision. Made Real ] Architects Engineers Surveyors An employee owned company RO. Box 487 Williamsport, PA 17701 TEL570.323,6603 TOLL FREE 877.323.8603 FAX 570,323.9902 JOB Apex Homes, Inc. QN-14297/NY ,~ .~l:: SHEET NO. General Notes 1 OF 1 CALCULATED BY SBJ DATE 6/12/2¢08 O.ECKED BY BOm DATE !04 JOE~ NO. 6314-019 I ~ [ i ~ The attached calculations have been prepared to satisfy State of New York Department of State requirements approval for manufacture of modular construction within 110 to 120 mph wind zones, in accordance with the Residential Code of New York State. The calculations are prepared to specifically comply with the i nine (9) items of information required by the Department of State memo issued on January 7, 2004. The attached calculations have been developed under the direction of and reviewed by an engineer registered to practice in the State of New York. Appropriate calculations and drawings have been sealed by the registered engineer. ! ! Larson Design Group Your Vision. Made Rea[. ] Architects Engineers Surveyors A~ employee owned company Box 487 Witliamspo~, PA 17701 TEL570.323 6603 TOLL FREE 877.323.6603 FAX 570323.9902 JOB Apex Homes, inc. ON-14297/NY ~) ~F~ '~ 0¢o SHEET NO 1 OF 1 CALCULATED BY SBJ DATE 6/;12/2008 CHECKED BY I'-~'~ ~-- DATE , ¢C (J JOB NO. 6314-019 De~iRni ~i i . Criteria ! Codes: Residential Code of New York State (2007) ASCE Standard 7 (2002) ! Buildinq Description: ~ I Location: Peconic, Suffolk County, NY Desk Loads: ' Dead Loads Stow Modular, wood frame construction Detached Single-Family Dwelling I Roof: 15,0 RCNYS (2007) R301.3 Live Loads Minimum Roof: Floor (Non-sleeping Rooms): (Sleeping Rooms): 30.0 Ipsf Roof Snow Loads RCNYS (2007) Table R301.5 RCNYS (2007) Table R301.5 RCNYS (2007) Table R301.5 Ground Snow Load: Building Elevation: Calculated Ground Snow Load: Snow Importance Factor: Thermal Factor: Flat Roof Snow Load: Figure R301.2(5) ASCE 7 (2002) Table 7-4 ASCE 7 (2002) Table 7-3 ASCE 7 (2002) 7.3 Load mph (3 second gust) mph (fastest mile wind speed) Wind Importance Factor: Wind Exposure Factor: ,RCNYS (2007) Figure R301.2(4) RCNYS (2007) Table R301.2.1.3 ASCE 7 (2002) Table 6-1 RCNYS (2007) R301.2.1.4 Seismic Data Per RCNYS (2007) R301.2.2 for Seismic Provisions - Detached one-and two-family dwellings and attached single-family townhouses are exempt from the seimic requirements of this code. JoB Apex Homes, Inc. QN-14297/NY ~ O~: JO(~ I I J Your Vision. Made Real. ] Architects Engineers Surveyors An employee owned company Larson Design Group RO. Box 487 W~lliamsport, PA 17701 TEL570.323.6603 TOLL FREE 877.323.6603 FAX 570,323.g902 SHEET NO Summaw Sheet 1 OF 3 CALCULATED BY SBJ DATE 6/11/2p08 CHECKED BY ~'~ Cl~ DATE ~ I t t~ [0 I~'t JOB NO. 6314-019 j Main House A ~Jl ;' J iJ :' J --i Summary j J j J--~ ' j ' J ' J I jThe following information is provided as a summaw of the calculations. The summaw is J j j~ntended to address the minimum requirements listed in the Januaw 7, 2004 letter to the Factow I ____i J _l_!Manufactured Home Producers. [ i, , ,i I' I J' J I , : j _: , = 'Methodoogy i ! ! I' I, I I , I I , - i I ........ fl This home ~s designed using engineered demgn methods accepted by the Remdentlal Code o ¥ , I, , New York State (2007) and the Wood Frame Construction Manual High Wind Edition (2001). ; . , First Floor Forces, Connections, and Fasteners ; i J I , [ i ! I J ! Location Force; Connection Fasteners Required Ref Quantity USP Structural Connector Main House: Roof to 1st RS200 (Clear Span + 18") (22) 10d nails Sheet Stow Wall, Within 6 it of 352 plf @ 48" o.c. (11 in each stud) 7 -- Corner - Rafter to Stud (even/third stud) ~ USP Structural Connector c Main House: Roof to 1st -- o RS200 (Clear Span + 18") (22) 10d nails Sheet = StoW Wall, Not within 6 ft of 264 plf ~ @ 48" o.c. (11 in each stud) 7 · Corner- Rafter to Stud = (even/third stud) o Main House: 1st Stow Simpson Strong-Tie (13) 10d nails into stud, ~ Module to Foundation, 292 plf Connector MSTAM36 and (8) 1/4 x 2 1/4 Titen Sheet, ~ Within 6 ft of Corner - Stud @ 48" o.c. masonW screws in 14 :~ to Masonn//Concrete (every third stud) foundation wall -- Main House: 1st StoW Simpson Strong-Tie (13) 10d nails into stud, -- Module to Foundation, Not 204 plf Connector MSTAM36 and (8) 1/4 x 2 1/4 Titen Sheet within 6 ft of Corner - Stud @ 48" o.c. masonry screws in 14 to Masonn//Concrete revery third stud) foundation wall I Location Force Exterior Panel Interior Panel Reference 1/2" GWB wi 1 1/4" Type S MainHouse: lst Stow Wall 437plf 7/16" OSB w/ 8d nails @ 3" orW#6dwwallscrews@ Sheet8.1 - Front o.c. panel edge nailing 4, o.c. panel edge 1/2" GWB w/1 1/4" Type S Main House: 1st Stow Wall 457 plf 7/16" OSB wi 8d nails @ 6" or W #8 drywall screws @ Sheet 8.2 = - Rear o.c. panel edge nailing ~ 4" o.c. panel edge u~ Main House: 1st Stow Wall 100 plf 7/16" OSB w/8d nails @ 6" - Left o.c. panel edge nailing N/A Sheet 10.1 1/2" GWB w/1 1/4" Type S VlainHouse: lst Stow Wall 675plf 7/16" OSB w/ 8d nails @ 3" or W #6 drywall screws @ Sheet10.2 · Right o.c. panel edge nailing 4" o.c. panel edge An lequ!/J I I I I i j I i i i j I [ ! I I } I I i , or better connection device may be substituted for any connection device listed. JoB Apex Homes, Inc. QN-14297/NY ~ OF ~) ~ ! ! I Your Vision. Mode Real. I Architects Engineers Surveyors An employee owned company Larson Design Group Box 487 Williamspod, PA 17701 TEL570.323.660~3 TOLL FREE 877.323.6603 FAX 570.323.9902 SHEET NO, Summary Sheet 2 OF 3 CALCULATED BY SBJ DATE 6/11/2008 c,Ec. EoBY ~C~_ DATE C~[~-I~_~ JOB NO. 6314-019 ', i i i_~]~ i I [ ! i ! i ! !_i_~ i ! i %1 I ' i First Fl°°r F°rces' C°nnecti°ns' and Fasteners r I ; [ i I %1 ~ i i ! ~ I Location Force Sheathing Connection Reference 228 plf 8d nails at 6 in o.c. panel Main House: Roof (Shear) 7/16" OSB (Blocked) edge nailing and 6 in o.c. at Sheet 6 107 plf intermediate supports (Suction~ 8d nails at 6 in o.c. panel Main House: Wall (Non- 57 plf 7/16" OSB edge nailing and 12 in o.c. Sheet 12 Shearwall) (Suction) at intermediate supports Vlain House: Floor N/A N/A Location Force Connection Fasteners Required Ref Quantity Main House: 1 st Story (3) 7/8" dia. Bolts in 2"x 6" Double Stud Shearwall to Foundation 5563 I1: USP Holddown TDX8 and (1) 7/8" dia. Anchor Bolt wi 7" min.Sheet embed. In Concrete OR 15" min. 13.1 Wall - Front embed. In Masonw Main House: 1st Story (2) 3/4" dia. Boltsin2"x6"DoubleStud Shearwall to Foundation ~211 lb USP Holddown TDX5 and(1)3/4"dia'A~ch°rB°ltw/7"min' Sheet embed, In Concrete OR 15" min. 13.1 Wall - Rear embed. In Masonry Main House: 1st Story Simpson Strong-Tie (13) 10d nails into stud Sheet and (8) 1/4 x 2 1/4 Titan masonry Shearwali to Foundation 600 lb Connector MSTAM36 screws in foundation wall 13.2 Wall - Left Main House: 1 st Story (3) 7/8*' dia. Bolts in 2"x 6" Double Stud Shearwall to Foundation 5878 lb USP Holddown TDX8 and (1) 7/8" dia, Anchor Bolt w/ 7" min.Sheet embed. ~n Concrete OR 15" min. 13.2 Wall - Right embed. In Masonry Main House: (2) 3/4" dia, Bolts in 2"x 6" Double Stud 1st Story and (1) 3/4" dia. Anchor BOA wi 7" rnin,Sheet Shearwall to Foundation 3677 lb USP Holddown TDX5 embed. In Concrete OR 15" min 13.3 Wall - Typical Front Corner embed, In Masonry Main House: 1st Story Simpson Strong-Tie (13) 10d nails into stud Sheet and (8) 1/4 x 2 1/4 Titan masonry Shearwall to Foundation 1205 lb Connector MSTAM36 screws in foundation wall 13.3 Wall - Typical Rear Comer Main House: 1st Story Fasten Studs atthe Corner Shearwall to Foundation 4072 lb N/A w/(2) 16d nails @ 5 in o.c. Sheet Wall - Typical Front Corner from the ceiling to 1.5' 13.4 above floor Main House: 1st Story Fasten Studs at the Corner Shearwall to Foundation 3952 lb N/A wi (2) 16d nails @ 5 in o.c. Sheet from the ceiling to 1.5' 13.5 Wall - Typical Rear Comer ~b~ve floor I I I Your Vision. Made Real. I Architects Engineers Surveyors An employee owned cof~pa~y Larson Design Group Re. Box 487 Williamspod, PA 17701 TEL570,323.6603 TOLL FREE 877,323.6603 FAX 570.323,9902 JOS Apex Homes, Inc. QN-14297/NY ~- el= ~ O(¢ SHEET NO. Summary Sheet 3 OF CALCULATEDBY SBJ DATE CHECKEDBY ~"~[~,~ DATE JOBNO. 6314-019 3 6/11/2008 :First Floor Forces, Connections, and FastenersI ; I i ! ; i i J Location Force Connection Fasteners Required Ref Quantity Sheet Main House: 1st Story 228 plf 16d toenails @ 6" o.c. N/A Module to Sill Plate - Front 15.1 1/2" dia. Anchor Bolts @ 4 ff o.c. wi 12" min. embed. In N/A Sheet Main House: Sill Plate to 228 plf Concrete OR 15" min. embed. 15.1 Foundation - Front In Masonry Sheet Main House: 1st Story 228 plf 16d toenails @ 6" o.c. N/A Module to Sill Plate - Rear 15.2 1/2" dia. Anchor Bolts @ 4 ft o.c. w/12" min. embed. In N/A Sheet Vlain House: Sill Plate to 228 plf Concrete OR 15" min. embed. 15.2 --oundation - Rear In Masonry Vlain House: 1st Story 85 plf 16d toenails @ 6" o.c. N/A Sheet Vlodule to Sill Plate - Left 15.3 1/2" dia. Anchor Bolts @ 4 ff Sheet o.c. w/12" min, embed. In N/A VlainHouse: SilI Plate to 85plf Concrete OR15" min. embed. 15.3 Foundation - Left In Masonry USP Lateral Plate Tie (6) 8d nails in perimeter Sheet Main House: 1st Story 675 plf MP4F Type I Installation band and (6) 8d nails in sill 15.4 Module to Sill Plate - Right at 12 in o.c. plate 1/2" dia. Anchor Bolts @ 1.5 ft Sheet o.c. w/12" min. embed. In N/A Main House: Sill Plate to 675 plf Concrete OR 15" min. embed. 15.4 Foundation - Right In Masonry ~An equ'al or better connection device may be substituted for any connection device listed. I I Your Visiom Made Real. Lanson Design Group RO. Box 487 Williamsport, PA 17701 TEL 570.323.6603 TOLL FREE 877,323.6603 FAX 570.323.9902 3OB SHEET NO. CALCULATED BY CHECKED BY JOB NO. Apex Homes, Inc. QN-14297/NY ~ ~' 10~ I OF 15.4 SBJ DATE 6/11/2008 DATE ¢/ 6314-019 Wind Analysis and Shearwall Desi.qn ~' · Main House A Des qn Criteria : , ' Cod~;: I i2007 Building Code and Residential Code of New York State Wood Frame Construct on Manual High Wind Edition (2001) i I Buildin.q Description: 1 Story Modular, wood frame construction ' Occupancy Classification: 1Detached Single-Family Dwelling Use Group: Detached Single-Family Dwelling I i w~th the AF&PA Wood Frame Construction Manual High Wind Edition (2001) I I Your Vision. Made Real. Architects Engineers An employee owned company Surveyors Re. Box 487 Williarnspod, PA 17701 ?EL570.323.6603 ~LL FREE 877.323.6603 FAX 570.323,9902 JOB Apex Homes, Inc. QN-14297/NY 70 F ~'0(¢ SHEET NO, 2 OF 1 5.4 CALCULATED BY SBJ DATE 6/11/:~008 CHECKED BY 6 ~ ~f~._ DATE (,~ fl } t(~l ~ r,· La/son Design Group JOB NO. 6314-019 Main HouseA i-OneStow / i I I 2 · [ i ~_~ ' l i!l //, I, I I~Z'i- ~,' APPL (;ABILITY: _jThe fo owing table is to determine whether the building geometry s w th n the applicability ! ~t -~i 'h:_:,_, ^~ Limitations i i I II i s ofthe WFCM 2001 High Wind Edition, Engineered Design, Section 2.1-3 i ' seetion! IAttribute [ i ! iii I I [, ~ iDesiqnValuesl I I i ! I I 13.75 ft., OKi . l Rafter/Truss Span (Horizontal Projection) i26 maximum _ I '. I ~- . L ~ in, OK! I i j !RafterSpacing! ! i 124"m_axlmum __l i i 16 I ~ i- 'Eave Overhang Length i I Max of 2 or rafter length/_3 ! i . 'i-- [ i I i % ' ! / rafterlength :1 13.75 irt. I 0.83 lft- OK ' Rake Overhang Length , ! jMaxof2'orpurlinspan/2 I I i I i i ~ , ~ I ! i purin span = N/A ft. 0.83 ift. I ' Roofs,ope [ I 42 =12 max,m,,m I ! 12]=121. I iOKI --4--I I IRoof Diaphragm Aspect Rati° i 41:1 maximum I [ ! I ! [i ' ! . I i ; ' ! ~ I I I I I I I IWa Length Parae toR,dge(L)= 35 ft. ! I I [ I Wa LengthPerpendculartoRidge(B):, 27.5 ,ft.-,I i I i ~! i i i [ I ! I I I I I i I-! iL/a--i 1.27 I ?OK I WALL SYSTEMS 2.1.i3.3! UaxLoadbearingWallHeight I' I ll0'maximum [ i .... I I 8 ',ft. I O~KK I Max Non-Loadbaar, n9 Wa,, Hei9ht 120' maximum I ! i 8 I ! Wa,, Stud Spaci,g i ! ! 24" c.c. maximum i 46 !'n. !' i Shea~a,L,neOffset -- ~'maximum II 2 ift' I!OK~ il ~Joist depth maximum = md !iShearwall Stow Offset ~ i ! ;. ' ~ I !il iI I id:l 9.25 Il I 0 i,n. iCE !I ! Shearwall Segment Aspect Ratio ~ Shearwall height/3.5 minimum ~1, I [ i I-- I I I I I ! I I I I IH--I 8.00 Ift-l i! 2.29 I '1 I ,LOORSYS~EMS I !2.1.3.21 ! ;Jo,stSpani 26'maximum I ! i43.75¢. i -I 'i i IJ°istSpacing24"o.c. maximum 46 'in.I I ! ~ Cantilevers/Setback. Supporting II lJoist depth, d =I 9.25 'lin. il i I iloadbearingwalls°rshearwalls I !ext,aload, 4d=l I 37 in.] N/A ,n. ! I Cantilevers- Supporting i I I max length = Joist span/4 = fL/4 I ' ] !non_~oadbearingwa, ornonshea~all I I IL= 13.75 ft. N/A ift' OK i ~e,ica, P~oorOffset I I Idmax= 9.25 ,n. lin. i N/A iF=ocr D~aphragm Aspect Ratio I 41=1maximum Iii II I ', , i ' I [ ! I ! I Wa, Length Para,el to Ridge (L) = 35 ]rt. I [ Wall Length Perpendicular to Ridge (B): 27.5 iff' I i ! ~ i FIoor Diaphragm Openings Min of 12' or 0.5*(L) = 12 ft. max opening = 4 ift. I I ' ! ! Min of12' or 0.5*(B) =10 ft. max opening = 9.625 ft. O__~K This home does meet the applicability requirements 1 I I t Your Visiom Made Real. Architects Engineers Surveyors An emp[oyee owned company Box 487 Williamspor~, PA 17701 TEL570.323.6603 TOLL FREE 877.323.6603 FAX 570.323,9902 Larson Design Group Main House A- One Story lc onstants ~ ;Constants for Wood Type Spruce-Pine-Fir Stud Specific Gravity I I , = ~ 0.42 Load Duration Factor i I ~ : I I iCD = 1.6 Size Factor ( 2x6 stud in tension ) ! 1 Size Factor ( 2x4 stud in tension ) i Nominal Tensile Stress Typical Thickness of Wood Members Fastener Constants for Sliding 1.1 JOB SHEET NO CALCULATED BY CHECKEDBY JOB NO. I i Apex Homes, Inc. QN-14297/NY ~' OF i0~ 3 OF 15.4 SBJ DATE 6/rl 1/~008 DATE !0% 6314-019 ANSI / AF&PA NDS (2001) Table 2.3,2 ANSI / AF&PA NDS (2001) 4.3.6 ANSI / AF&PA NDS (2001) 4.3.6 ANSI / AF&PA NDS (2001) Table 4A Nominal Lateral Capacity for 3/4" dia. Bolt in Single Shear Parallel to the Grain Nominal Lateral Capacity for 5/8" dia. Bolt in Single Shear Parallel to the Grain iNominal Lateral Capacity for 1/2" dia. iZ/! = Bolt in Single Shear Parallel to the Grain Nominal Lateral Capacity of 16d Nails in Single Shear IToe-Nail FactorI [ Nail Penetration Depth Factor Nail Fastening Module to Module Toe-Nail Penetration Depth Factor Nail Fastening Module to Sill Plate 1270 lb 66O 'lCd = 1.00 Pmi~ = 6D ANSI / AF&PA NDS (2001) Table 11E i ; ANSI / AF&PA NDS (2001) Table 11E ANSI / AF&PA NDS (2001) Table 11E ANSI / AF&PA NDS (2001) Table 11N ANSI / AF&PA NDS (2001) 11.5.4 ANSI/AF&PA NDS (2001) 11.1.5.5 ~ANSl / AF&PA NDS (2001) 11.1.5.5 Sheathing Constants Roof Sheathing is 7/16 in. OSB with 8d nails Diameter of Nails Length of Nails Thickness of 7/16 in. OSB Sheathing Nominal Nail Withdrawal Design Value Wall Sheathing is 7/16" OSB with 8d nails Diameter of Nails Length of Nails Thickness of 7/16 in. OSB Sheathing Nominal Nail Withdrawal Design Value jW= 21 ANSI / AF&PA NDS (2001) Table 11.2C / AF&PA NDS (2001) Table 11.2C I I Your Vision. Made Real, Architects Engineers Surveyors An employee owned company RO, Box 487 Wiliiamsport, PA 17701 TEL570.323 6603 q~JLL FREE 877.323.6603 FAX 570.323.9902 Main House A ~ - Roof Roof Shear Desiqn I, I ' !Roof Diaphragm Lateral Load JOB SHEET NO. CALCULATED BY CHECKED BY JOB NO, WFCM (2001) Table 2.5A I Table 2.5B Perpendicular Roof Span (ft.) 24 27.50 36 I I iWa Height = Parallel to Ridge Wroof (plo Wroof (plf) 273 299 361 166 180 213 10 ift- 'Increased Perpendicular Roof Diaphragm Load = Increased Parallel Roof Diaphragm Load = Wind Exposure Factor: C 'Increased Perpendicular Roof Diaphragm Load = ApexHomes, Inc. QN-14297/NY ? * ~ .~0C~ 4 OF 15.4 S BJ DATE 6/11/2008 6314-019 I iWFCM (2001) 2.2.2 ]Interpolation Permitted by 2.1.4 i Table 2.5NB Footnote 2 N / A N/A I N/A See Table 2.5NB Footnote 3 (Load) ]358.2 Increased Parallel Roof Diaphragm Load: ~ Requirement lWind Perpendicular to Ridge (Load) = jVroof = Wroof X L = Wind Parallel to Ridge Vroof = Wroof X B: I I Larson Design Group Your Vision. Made Real. JOB Apex Homes, Inc. QN-14297/NY Architects Engineers Surveyors SHEET NO. 5 An employee owned company CALCULATED BY SBJ Ro, Box 487 Williamsport, PA 17701 CHECKED BY TEL570.323,6603 TOLL FREE 877.323.6603 FAX 570.323.9902 JOB NO. OF DATE DATE 6314-019 A ' RoofI = I ; i I I , I WFCM Sheathin.q Connections I i I I :Design Roof Sheathing Connection to Resist Suction Loads and Transfer Shear Loads 15.4 6/11/2008 Suction Pressure from Wind l WFCM (2001) Table 2.41 I Perimeter Edge Zone = ~ ~ i !_! i !i' l lnterior Zone = 51!: .4 psf I !Wind Exposure Factor = See Table 2.4 Footnote 2 i !Increased Perimeter Sucbon Pressure: 1.199 * (Load) = ; ncreased Interior Suction Pressure = * (Load) I 62 i Penmeter Edge Zone Width Minimum Building Dimension = I; 27.5 I Iz = 10% Minimum Building Dimension ! I But not less than i Unit Suction Load from Wind with i Penmeter Edge Zone = in. o.c Rafter Spacing 80.59 1.33 iff. Table 2.4 Footnote 1 107 !plf Unit Shear Capacity Requirement, 12536ilb ~, Ref. Sheet 4 V = Vroof ! 2 B = ! I Your Vision, Made Re~=l. I Architects Engineers Surveyors An employee owned company RO. Box 487 Williamspor[, PA 17701 TEL 570.323.6603 TOLL FREE 877.3236603 FA,~ 570.323,9902 t-arson Design Group Main House A I - Roof I i JOB Apex Homes, Inc. QN-14297/NY ~ .~ SHEET NO. 6 OF 15.4 CALCULATED BY SBJ DATE 6/11/7008 JOB NO. 6314-019 'Sheathinq Connections (cont'd) I I iWFCM (2001) 2.2.5 Design Roof Sheathing Connection to Resist Suction Loads and Transfer Shear Loads !Allowable Nail Withdrawal Design Value J ! I j I W'=WCD= 34 lb/in. LANSI / AF&PA NDS (2001) Table 10.3~ ~ i Length of Nail Penetration ~ j i , j jLp-- 2.063 !in. ! Withdrawal Capacity per Nail = W' LP iRequired Suction Load Capaci¥~ ' J i Per meter Edge Zone: Ref. Sheet 5 interior Zone = 82 Ref. Sheet 5 Nail Spacing (in.) Withdrawal Capacity (plf) 12j 69 J 139 <== Use 8d nails at 6 in. o.c, at intermediate supports Shear Capacity for Diaphrag~ Assume Typical Roof Sheathing is 7/16 in. OSB with 8d nails at 6 in c.c. panel edge nailing and in c.c. at intermediate supports (Blocked) Tabulated Value = 235 !plf = 1.40' See Supplement Table 2C Footnote 1 I i I I Your Vision. Made Real. I JOB Architects Engineers Surveyors SHEETNO. An employee owned company CALCULATED BY CHECKED BY RO. Box 487 Wil[iamspor[, PA 17701 TEL570.323,6603 TOLL FREE 877.323.6603 F~ 570.323.9902 Apex Homes, Inc. QN-14297/NY J ~ O~ J 0~ 7 OF 15.4 S BJ DATE 6/11/2008 Design Group JOB NO. 6314-01 9 ,Main HouseA '-Roofl' : il! ' l ii · J~~ ~ ' i I' ~ ' i ' i Uphft Connecflonsl I I ]WFCM (2001) 2.2.31 -- , i ; i I i 1 Story Building, ,I 121:12 Roof, .i 8 ,fi. Wa I = = , I ! ~ ~ i .R°°f/CeilingAssembly Dead Load = ~ 15 I psf I i' ' i 'Un~tUp,ftLoad I i~ ' [ !' i WFCU<2001)mab=e2.2A I i ; I i ! ~Span (ft.) iLoad (plf) i nterpolation Perm,tted by 2.1.4 i '-' i ' i ' ,, !!' ~ 36 ! 364 i i I i Wind Exposure Factor = I C i ! See Table 2.2A Footnote 2 I [; 1.199 I' (Load): ~ . i ~ i increased Unit Uplift Load = I i ' = I i ! ,Roof to 1st Story Wall Connection Load , I ] ~, ~ I I I I ' ' , ,, ' , , ' .... ;- I i' ~ IWithin 6 'iff. of Corners: 352 !plf ! " I Ii I ! I iN°twithin j 6 Ift. of Comers = 0.75 [ 352 i= 264 plf i Roof to 1st Story Wall Connection (Truss / Rafter to Stud) [ J ! I J, j I !Connector: USP Structural Connector RS200 ( Clear Span + 18.,) iRef'Appen~'# 1' i I , [w, (22 10d nas (11 at each end ). I! , i i Aowab~eLoad= 143011b ! I ! I, I I i i i J (Note: Raffers and studs at161n' °'c' per Plans) I , ! ! ! I il I ' ' ' IMaximum ~ acing [ii I I Load I Spacing !S~ - ': iWithin I 6ft. ofCorners [ ! 352 49 I! , Notwithin 6 [ff. of Corners 264 i 65 in. 48 I I I Your Vi$iom Made Rea[. Architects Engineers S~Jrveyors An employee owned company Larson Design Group RO. Box 487 Williamsport, PA 17701 TEL570,323 6603 TOLL F~EE 877.323.6803 FAX 570.323,9902 JOB Apex Homes, Inc. QN-J4297/NY SHEET NO 8.1 OF 15.4 CALCULATED BY SBJ DATE 6/11/2008 C.ECKEDE~ l~C~'L DATE r~hl (o~ JO8 NO. 6314-019 , I ;WFCM (2001) 2-4.4-2I I i Shearwall Unit Shear Capacity Requirements : ; I ' i , I i i ,Wall Length Available f°r Full Height Sheathing_l i I I I !Shea~all Unit Shear Capacity , I I i I I i i Vl~llfro*t =Vroof/2B!front = 437 plf ~ I Shear Capacity of Shearwall Assembly I i Ii 'WFCM (2001) Supplement Table 36 _~_ ' I ;vs = 1.40' j 450 'nter'°r:, I I i I I ! I ~ , I ~ I i I ! ~ = i I 1~/2" GWB w/11/4" Type S or W ~ d~" sc'ews ~ 4" o.c. pane~ edge ~(C°mparable to 5d Cooler Nails in a~ordance with BCNYS (2007) Tbl. 2306.4.5) Total Shear Capacity jMinimum Length to Resist Shear Force for Type I Wall Design ~ I ~ ~ I]j ~ jLmin=Vroof/2Vs= 813 ,~. I I JOB Apex Homes, Inc. QN-14297/NY .~ ~'l Or JO(~ ! ! Your Vis~on. MocJe Real. 1 Architects Engineers Surveyors An employee owned company Re, Box 487 Willi~sport, PA 17701 TEL570.323.6603 TOLL FREE 877.323.6603 FAX 570.323.9902 Larson Design Group Main House A i- First StowI I 1 iShearwa Des qn i SHEET NO. CALCULATED BY CHECKED BY JOB NO. 8.2 OF 15.4 SBJ DATE 6/11/2008 [~/~[- ~ CATE ~, 6314-019 IWFCM (20 1)2.2.2 I WFCM (2001) 2.4.4.2 I i ! i i Shearwall Unit Shear Capacity Requirements ! Ref. Sheet 4 iWFCM (2001) Table 2.5-1 I' 1 Stow Building, I 12:12,Roof, i! 8 ,:ft-Wa,, , I i Wind Perpendicular to Ridge - 1st Story Wall tI - Front and Rear iWall Length Available for Full Height Sheathing i i 13.7 I i ~ ;hearwall Unit Shear Capacity v!,~ll~r =Vroof / 2B 457 !plf 13.7 Shear Capacity of Shearwall Assembly WFCM (2001) Supplement i Exterior: 7/16" OSB w! 8d nails @ 6" o.c. panel edge nailing iTabulated Value = 240 plf vs = 1.40 * ,See Supplement Table 3C Footnote 1 Interior: 1/2" GWB w/1 1/4" Type S or W #6 drywall screws @ 4" o.c. panel edge Total Shear Capacity to 5d Cooler Nails in accordance with BCNYS (2007) Tbl. 2306.4.5) vs = 125 plf [OK Minimum Length to Resist Shear Force for Type I Wall Design I Lmin = Vroof ! 2 vs = ! i I Your Vision. Made Real RO. Box 487 Williamsport, PA 17701 TEL570.323.6603 TOLL FREE 877.323.6603 FAX 570.323.9902 La.on Design Group Main House A j- First Story IShearwall Desiqn (cont'd) I i Shearwall Unit Shear Capacity Requirements : ' ' 1 jStoryButldmg, JOB ApexHomes, Inc. QN-14297/NY ]-~ 0{2 SHEET NO. 9 OF 15.4 CALCULATED BY SBJ DATE 6/11/2008 CH~CKEDBY ~'}(' 1~ DATE 1('2~! ! ¢¢'%(~ JOe NO. 6314-019 12:12 Roof, Wind Perpend cu ar to Ridge - 1st Story Wall 'Percent Full Height Sheathing I i I O/Ofront'~ =( 14.3 : + !27.5 ,WFCM (2001) 2~4.4.2 6 ~.Wa,,! ! - Front and Rear I i , ' = + 13.71 !)'100= ; °/o I,..r 13.71 Maximum Unrestrained Opening Height 100 [ I I i i Hlre.r = 0 !in. 0.00 Ft. Type II Length Increase Factor I iWFCM (2001) Supplement Table 3B !,%\H ! 5.33 5.44 sol I o.67I 0.67 0.58 ,: lO/o\ H o.oo ,I o.oo 0.63 1.00 1.00 ! 1.00 i ~ 1.00 1.00 2nd Story Wall i i L = Lmm. + Type II Length Increase Factor Interpolation Permitted Permitted ' ft + 10.67 [ 12.4 = I 8.3 , 14.3 Iff. < I 13.7 ft. Type II (perforated) walls may be used at each shear wall line Apex Hemes, Inc. I I Your Vision. Made Real. ] Architects Engineers Surveyors An employee owned company RO. Box 487 Williamsport, PA 17701 TEL 570.323.6603 TOLL FREE 877.323.6603 FAX 570.323.9902 SHEET NO. 10.1 OF 15.4 CALCULATED BY SBJ DATE 6/,11/2008 tJ!~rson Design Group JOB NO. 6314-019 - First Story ! i ill [ J [ ', J J l Desi.qn (cant'd) J '; J I i ' iWFCM (2001) 2.4.4.2 [ j lit ! I Shearwall Unit Shear Capacity Requirements I ' WFCM (2001) Table 2.5-2 I ii 1 Story Building ~12 !, .12 ; Roof 8 ?t. Wa i , ii i ; i I ~ I!! ! ~ I :~ ._!_ ' i- W nd Parallel to Ridge - 1st Story Wall - Left and Right , ! I ! ! I ] I I I ', I-I I ! I ! i i :_ i- - I Wa Length Ava able for Full-Height Sheathing J ' i ! i , =- ' ; ' ! j I I I I I ! I ! ~ J ! I ! I J I I Llett = 35-(30 5/12)-(34 5/12) = 29.6 ft. ~ i I I I I i I I -- ~ J Shearwall Unit Shear Capacity !', I Vwa.,.. =Vroo. 2L~.l-- ~00 'p,f !Ii I J J ! I I j-J I i , ! j Ii j J J J i Shear Capacity of Shearwall Assembly J WFCM (2001) Supplement Table 3C j iE~*e~ior= I !1i I!1 I I I I i I I i _1 I 7/16" OSB w/8d nails @ 6" °'c' Panel edge nailing 24ol J ' I Tabu,area Va,ge= P=fl I I, I J I vs = 1.40 * 240 = 336 plf See Supplement Table 3C Footnote 1 J l"nteri°r=i I i J I i I illilii!!i~ ' ~ ~ I! I[ '~!1 ! !~1 I I , '', Cepacity J !Total Shear '' v. t I I = 336 iplf+ 0 !pill = 336 ,plf > 100 ~.plf I! ,11 ilil I ii J ' Minimum Length to Resist Shear Force for Type I Wall Design i i . iii I I I I , ! ! I Your Vision. Made Real I Architects Engineers Surveyors An employee owned company Box 4~7 Williamspor% PA 17701 TEL 570.323,6803 TOLL FREE 877.323.6603 FAX 570.323.9902 /~ain House A - First Stop [Shearwall Des ,qn (cont'd) Shearwall Unit Shear Capacity Requirements i JOB SHEET NO. CALCULATED E~Y CHECKED BY JOB NO. 1 Story Building, ! 121:12 Roof, Apex Homes, Inc. QN-14297/NY J "7 /~'~ ,-~ 0'~ 10.2 OF 15.4 SBJ DATE 6/11/2008 6314-019 WFCM (2001) 2,4.4.2 WFCM (2001) ]-able 2.5-2 8 ft. Wall Wind Parallel to Ridge - 1 st Story Wall - Left and Right Length Available for Full Height Sheathing Ref. Sheet 4 6.458+2.708 Shearwall Umt Shear Capacity pacity of Shearwall Assembly Exterior: i7/16" OSB w/8d nails @ 3" o.c. panel edge nailing 323 = 9.2 ft. Main House C. Sheet 8.1] plf + 352 plf (2001) Supplement Table 3C Tabulated Value I vs = 1.40 See Supplement Table 3C FoOtnote 1 I [ ! 1/2" GWB w/1 1/4" Type S or W #6 drywall screws @ 4" o.c. panel edge Cooler Nails in accordance with BCNYS (2007) Tbl. 2306.4.5) Total Shear Capacity 675 plf Minimum Length to Resist Shear Force for Type I Wall Design Lmin = Vroof / 2 Vs = I I Your Vis;on. Made Real. Architects Engineers An employee owned company Surveyors RO. Box 487 Wil[iamsport, PA 17701 TEL570.323.6603 TOLL FREE 877,3236603 FAX 570.323.9902 JOB Apex Homes, Inc. QN-14297/NY .~ ~ 0 ~ ./0~ SHEET NO. 11 OF 15.4 CALCULATED BY SBJ DATE 6/11/2008 Larson Deslgr~ Group JOB NO. 6314-019 House A ,!- F rst Story , ~ ,I , i , , ! I ~ [ I , ~: , ! i iI i i i i i I I i .t,,~) : ' '~ I IShearwall DesLqn (co i _ j I I iWFCU (2001) 2.4.4.2 i ~1 nit .~h~ar ~an~r~it I I i Shea~all Unit Shear L,apacky Kequiremenm ' I I j ~ i j ! i ~ 7 r , ! i [ J 1 StowBudng 112':12:Roof :8 fi. Wall! 'i I '~ ', , I i I ] i i I LWindParalleltoRidge-lstStowWallj ~ - Left and Right I ~ I , i I i i ~ , , ~ ~ i i ! _ , ! ~Percent Full Height Sheathing I, i i j -- J~~o,~ =( 29.6 + 35,iyl00=~ 85~!, ', ': I =1 ~ ! I i ~ :>.1~0=i I~ ' ~!1 I1~II I I i I I ' ~ I I ~ I , , , , , I I-' .... ' ' Maximum Unrestrained Opening Height ~ I I : ] , I ] I !I ' ~---- i= 65.25'n i i i5'44!Ft. I i ' ' , ' ' ' i ~ H right =1 82.5 ,n. ' I 6.sa iFt. j [ i ,, ; -I ' '-' ; ~ - ~' [ Type II Length Increase Factor j WFCM (2001) Supplement Table I I i ] , , ' ' I [ ] ' I II %~H I 5.33 5.44 ~ 6.67 , ~j~ ~o~ ~10.~ , ' '1 [ ~ I i ~ 85 0.87 j 0.87 0.82 ,InterpolationPermiEed - Ii i i 667 6.88 8.00 ' ~ i ~ ' ' i I .~.~ , , ,, It I' 0.48 0.47 0.41 ~ ;Inte~olation Permi~ed I , I,,0.42, = 0.47,, , ,' ~2nd ~W ; ~ [ ~ I s~o¢/ ~"i ~ ! ' I ~ ~ I , ~ ~ , '~ ~ ~ I I L = L~i. + Type II Length Increase Factor I I J j ~i ,~'~ :' ~'~1 I I~"+ 0.~7i I: 10.21 ~'<~ 2~,~ ~' ~1, I' I',l ~e Ty¢~ I (se¢~e~te¢) s~ear walls ¢or ~11 locaters ~arke¢ ~ 'i ] ~ II Ilil!lill~ll~llll J Jos Apex Homes, Inc. QN-14297/NY I~ 0~" '~¢4 I I Larson Design Group Main House A l Your Vision. Made Real. ] Architects Engineers Surveyors An employee owned company RO. Box 487 Williamsport, PA 17701 TEL570,323,6603 TOLL FREE 877.323.6603 FAX 570 323.9902 - First Stow Connections SHEET NO. CALCULATED BY CHECKED BY JOB NO. 12 OF 15.4 SBJ DATE 6~11/~008 D^TE ttIl0 6314-019 i iWFCM (2001) 2.2.5] Design Wall Sheathing Connection to Resist Suction Loads iSuction Pressure from Wind I ! Edge Zone = Interior Zone = Wind Exposure Factor = iWFCM (2001) Table 2.4! C iSee Table 2.5NB Footnote 3 Increased Perimeter Suction Pressure = i 1.199 I* (Load) = i 43 Increased Interior Suction Pressure = * (Load) = 35 Edge Zone Width I Minimum Building Dimension = ft. Z = 10% Minimum Building Dimension = But not less than I psfi i ' i psf Table 2.4 Footnote 1 Unit Sucbon Load from Wind with Edge Zone = Interior Zone = in. o.c Stud Spacing ft.= x I 1.33 Allowable Nail Withdrawal Design Value W' WC Length of Nail Penetration ANSI / AF&PA NDS (2001) Table 10.3.1 ~ Lp L-t: Nail Spacing (in.) Withdrawal Capacity per Nail = W' Lp = 69 Capacity (plf) <== Use 8d nails at 12 in. o.c. at intermediate supports 139 I I Your Vision. Made Real. Architects Engineers Surveyors An employee owned company RO. Box 487 Willismsport, PA 17701 TEL570.323.6603 TOLL FREE 877.323.6603 FAX 570,323.9902 Lerson Design Group Main House A - First StoryI J .q Connections Reft Append. # I 2 JOB Apex Homes, Inc. QN-14297/NY ~0 OF -f0¢¢ SHEET NO. 13.1 OF 15.4 CALCULATED BY SBJ DATE 6/11/2008 CHECKED BY ¢)~ ~ DATE ~ /!1 ('0~) JO8 NO. 6314-019 WFCM (2001) 2.2.4 Required Holddown Capacity: T = vs x h - 0.6(DL) i@ 1st Floor (1st Story Module to Foundation) iWFCM (2001) Figure 2.2d I ! - Front i i xi Dead Load = [(15'1.33+12'8)* (13.71/2)¢ 5563 lb ? Use USP Holddown TDX8 w/(3) 0.875" dia. Bolts in 2"x 6" Double Stud and (1) 0.875" dia. Anchor Bolt embedded 7" into Concrete Foundation OR 15" into Masonry in accordance with WFCM 3.2.1.7. I I i 7780 lb x 0.86 Species Factor = 6690.8 lb Allowable Load) I I J Your Vision. Made Real. J Architects Engineers Surveyors An employee owned company Box 487 Willismsport. PA 17701 TEL570.323 6603 TOLL FREE 877.323,6603 FAX 570323.9902 JOB Apex Homes, Inc. QN-14297/NY ~- oF' ~0~..' SHEET NO. 13.2 OF 1 5.4 CALCULATED BY SBJ DATE 6/11/2008 C.EC~EDB~ ~,Cr~ DATE ('/~,~ {0~ Jos NO. 6314-019 t, la,nHouseA i-FIrstStoryl I/ ~~ 1~ ~ I 'j , il ' Overturnin.q Connections ~ ~j iWFCM (2001) 2_'_2-4 : ~ I ~ ~ I ~1 ~ Requ red Holddown Capacity: T = vs x h - 0.6(DL) ~ I WFCM (2001) F~gure 2.2d i ~ ~ ~ 1st Fl°°r (1st St°w M°dule t° F°undati°~ - ~.~ ' ! i ~ ! '~ ~-]~ 8.o ~,. -0.6'(I 347e i)=~oo ~,b J - , ,'~'~~ ,~-~~--~1 I i I I!, Dead Load = (15'(13.71/2)+12'8) * (35/2)i /~ Ref. Append. ~ 2 ~ i Simpson Strong-Tie Connector MSTAM36 w/ (8) / I ~, ~' i~masonw screw~ in feundati°n, and (1~_10d na'l~ 'n stud'' J (1870 lb Allowable Load) i], II ~ 1st Floor (1st Story Module to Foundation) - Rightl/ - " I 'T= 755 plf x I 8.0 ff. -0.6'( 269.4 )= 5878 ~ De~d Lo~d = =,(15'¢3.7~/2)+~2'S)* (2.71/2) ~ ~I '~[ ! illlilllllllil~ii, Ref. Append. ¢ ~ 2 ~ i Use USP Holddown TDX8 w/(3) 0.875" dia. Bolts in 2"x 6,, Double Stud , [ i ~ I ,and (1) 0.875" dia. Anchor Belt embedded 7" into Concrete Foundation ~ OR 15" into Masonw in accordance with WFCM 3.2.1.7. I I ,,' ~ ' (7780 lb x 0.86 Species Factor = 6690.8 lb Allowable Load) ~ ' Check Tens le Strength of Studs to Transfer Ove~urning Loads ! *..ume ~ x 6 .n.S.~e-..ne-.,. ~o.~e S~.~s I I ~ Net Area of Stud Max Bolt Dia. = 7/8 ~ of studs = 2 ~ ~ J ~ A=studquantity*(Ws~d*H,tud-(fastener dia.+ ~/8[)*w,,.d)= J 13.50 inzJ ' i, lli!~ I ~1 J " , ,,,owab,ef '' nsi e Stlress ' ~ F~' = F~ C~ C~ = S~O psi ' A~SI / AF&~A ~S (200~ I ! Allowable Tensile Load ~ I I Your Vision. Made Real I JOB Apex Homes, Inc. QN-14297/NY I Architects Engineers Surveyors SHEETNO. 13.3 OF 15.4 An employee owned company CALCULATED BY SBJ DATE 6/11/2008 I Re. BO× 487 Wi,liamsport. PA 17701 CHECKED BY ~ ?,~ ~f~ DATE TEL570.323 6603 TOLL FREE 877.323.6603 FAX 570323.9902 JO6 NO. 6314-019 ~i I i I I ~ I I I i ,._ i Overturn n,cl C°nnecti°ns, i i I "~ ~ I 'WFCM (2001) 2.2.4 i I I 'RequiredHo,ddownCapacity:m:vsxh-0.6(DL)/ il [WFCU(2001)F~gure2.2d 1st Floor (1st Story Module to Foundation) I , , i I J !@ " i -Typical Front Corner ! : .T:' 755 iolfl x ! 80 ff !-06'(7 3939 j)=i 3677 lib jlr ; ~i[ il I.I. [ I -~L0ad = (15'(13.71/2)*(33/2)) + (12 8) ((13.71/2)+(33/2)) / Ref. Append.# 2i iUseUSPHolddownTDX5w/(2)0.75"dia. Boltsin2x6 DoubleStud i and (1) 0.75" dia. Anchor Bo t embedded 7" into Concrete Foundation I, , , ! ~ , iOR 15" nto Masonry in~~ith WFCM 3.2.1.7. ~ I ] i; I I , ~ I (4480 lb x 0.86 Species Factor = 3852.8 lb Allowable Load) ! I@ 1st Floor (1st Story Module to Foundation) - Typical_R_ear Corner I T= 461 plf x 8.0 ft. !-0.6'( 4138 I)= 1205 Ib~' ! ~i'[!1~Ilil 'ilii111 i Ii ' - I Dead Load = (15'(13.71/2)*(35/2)) + (12'8)*((13.71/2)+(35/2)) Append. # i 2 ! I ,Simpson Strong-Tie Connector MSTAM36 w/(8) 1/4 x 2 1/4 Titen I ii,li masonry screws n foundation,i !iand (13) 10d nails in stud.i i[ i i (1870 lb Allowable Load) i I Check Tens e Strength of Studs to Transfer Overturning Loads I I ! Assume 2 x 6 !in. Spruce-P ne-Fir Double Studs I i Net Area of Stud ! Max Bolt Dia. = 3/4 :# of studs = 2 I i A = stud quantity*(W,tud*H,~ud-(fastener dia.+ lis )*VV,tud) = 13.88 in2 i I Allowable Tensile Stress [ I ! Ft': Ft CD CF = 560 psi ANSI / AF&PA NDS (2001) Table 4.3. I A, owable Tensile Lead I I i [ ! Pt'=Ft'A=I 7770 lb > 3677 lb '~OKI ,1111 I [ I I I [ , I ill I i I i I JOB Apex Homes, Inc. QN-14297/NY ! I I Your Vision. Mode Real. I Architects Engineers Surveyors An employee owned company Box 487 Williamsport, PA 17701 TEL570,323 6603 TOLL FREE 877,323,6603 FAX 570.323.9902 SHEET NO. 13.4 OF 15.4 CALCULATED BY SBJ DATE 6/11/2008 C.ECKED BY DATE II f0% SCALE 6314-019 - First StoW' Overturn nq Connections Required Holddown Capacity: T = vs x h - 0.6(DL) I @ 1st Floor (1st Story Module to Foundation) i i 755 i lb x I 8.0 !ft. 0.6'( Max T = iWFCM (2001)2.2.4! I iWFCM (2001) Figure 2.2d - Typical Front Corner 3281 i) .Dead Load (15'(13.71/2)+12'8) * (33/2) [ ';Allowable Lateral Capacity of 16d Toenails in Single Shear Z' = Z CD = (2005)Table 10.3.1! Nails Required i = Max T / Z' = 29 Place nails 1.5 ft above floor to avoid straps w/nails, therefore reduce wall height by 1.5 ft ~ I ' Spacing of (2) 16d nails = 6.5 rt. wall height / half of quantity of nails Use (2) 16d nails @ 5 in o.c. along length of stud at end of shear wall I I Your Vision. Made Real. RO, Box 487 W~liiamsport, PA 17701 TEL570.323 6603 TOLL FREE 877.323.6603 FA~ 570,323.9902 Larson Design Group n House A - First Stor Overturnin.q Connections JOB SHEET NO CALCULATED BY CHECKED BY SCALE Required Holddown Capacity: T = vs x h - 0.6(DL) I 1st Floor (1st StoW Module to Foundation) Max T = Apex Homes, Inc. QN-14297/NY ~- ~'~ 13.5 OF 15.4 SBJ DATE 6/,1 I/2.008 6314-019 WFCM (20 1) 2.2.41 WFCM (2001) Figure 2.2d I - Typical Rear Corner x 8.0 irt. i-0.6'(I 3479 i): Dead Load = 15'(13.71/2)+12'8) * (35/2) i Allowable Lateral Capacity of 16d Toenails in Single Shear Z' = Z CD = I :Nails Required = Max T / Z' = 29 ~lSI / AF&PA NDS (2005) Table 10.3.1 Place nails 1.5 ft above floor to avoid straps w/nails, therefore reduce wall height by 1.5 ft Spacing of (2) 16d nails = ft. wall height / half of quantity of nails = Use (2) 16d nails @ 5 in o.c. along length of stud at end of shear wall I ' 5.38 I I J Your Vision. Made Real J Architects Engineers Surveyors An employee owned company RO. Box 487 Wdliamsport, PA 17701 TEL570.323.6S03 TOLL FREE 877.323.6603 FAX 570.323.9902 I-arson Design Group Main House A - First Story Uplift Connections Stow Building, Ref. Sheet 7 JOB Apex Homes, Inc. 12:121 Roof, SHEET NO. t 4 OF 15.4 CALCULATED BY SBJ DATE 6/11/~008 Jo8 NO. 6314-019 1st Story Wall to Foundation Connection Load Within 6 ft. of Corners = 352 plf- 60 plf = Notwithin 6 ft. of Comers= 264 ,plf- 60 plf = 1st Stow Wall to Foundation Connection (Stud to Masonry / Concrete) WF M (2001) 2.2.3 I ft. Wall I Ref. Append.# 3 [Connector: Simpson Strong-Tie Connector MSTAM36 w/(8) 1/4 x 2 1/4 Titen masonry screws in foundation, and (13) 10d nails in stud. Allowable Load = 1870 lb ! (Note: Rafters and studs at o.c. per Plans) Within 6 !ft. of Corners ! Req'd Uplift Load 292 Maximum Spacing Provided Spacing Not within 6 ft. of Corners ApexHomes, Inc. QN-14297/NY ~' oF; ~0~ I I [ Your Vision. Made Real. I Architects Engineers Surveyors An employee owned company RO. Box 487 Will~amsport. PA 17701 TEL570.323.6603 TOLL FREE 877.323.6603 FAX 570.323.9902 Main House A - First Stow' S idin.q Connections Front ' i Design 1st Story Module to Sill Plate Connection - Allowable Lateral Capacity of 16d Toenails in Single Shear I! Z' = Z CD Ctn = 117 lb i Required Lateral Capacity Voer~ = (Vroof) / (2* 27.50 (Vroof) / (2* 0 1st Story Wall to Foundabon Connection [Stud to Masonry ! Concrete) ~Nail Spacing (in.) Lateral Capacity (plf) SHEET NO. 15.1 OF 15.4 CALCULATED BY SBJ DATE 6/11/2008 CHEO.ED BY B cr~ 0ATE R/i/l0 % JOB NO. 6314-019 ANSi / AF&PA NDS (2001) Table 10.3.1 )= 228 ~elf ,Ref. Sheet5 )= 0 .I 6 4 234 <== Use 16d nails at 6 in. o.c. 351 467 ! I I Design Sill Plate to Foundation Connection Allowable Lateral Capacity for = 7_// CD = !Bolt Spacing (ft.) 4 I 1056 lb I 3 in. dia. Bolt in Single Shear Parallel to the Grain Lateral Capacity (plf) I<== Use 1/2 in. dia. Anchor Bolts at 4 ft. o.c. 302! 528 1.5 I I Your Vision. Made Real. Architects Engineers Surveyors An employee owned company RO. Box 487 Wi~iiamsport, PA 17701 TEL570.323 6603 TOLL FREE 877.323 6603 FAX 570.323.9902 Lar~on Design Group Main House A - First Story JOB Apex Homes, Inc. QN-14297/NY SHEET NO. 15.2 OF 15.4 CALCULATED BY SBJ DATE 6/11/2008 o.eC EOS¥ DATE JOB NO. 6314-019 Slidin.q Connections Design 1st Stow Module to Sill Plate Connection I i - Rear Allowable Lateral Capacity of 16d Toenails in Single Shear Z' ---- Z CD Ct~ -- 117 lb ANSI / AF&PA NDS (2001) Table 10.3.1 Ref. Sheet 5 -Required Lateral Capacity v.em ---- (Vroof)/(2* 27.50 ) = 228 plf V~arallel = (Vroof) / (2* 0 ) = 0 plf ~ 1st Stow Wall to Foundation Connection (Stud to Masonry / Concrete Nail Spacing (in.) 4 3 Lateral Capacity (pi0 234 <== Use 16d nails at 6 in. o.c. 351 467 I Design Sill Plate to Foundation Connection A Iowable Lateral Capacity for, in. dia. Bolt in Single Shear Parallel to the Grain i 'Z' = Z// CD= Bolt Spacing (ft.) 'Lateral Capacity (plf)i! !' 264 <== Use 1/2 in, dia. Anchor Bolts at 4 fi, o.c.I 3 2.5 2 1.5 7O4 JOS Apex Homes, inc. QN-14297/NY ~ ~ OF ~0~ I I J Your Vision. Made Real. ] Architects Engineers Surveyors An employee owned company RO. Box 487 Williamspod. PA 17701 TEL570.323 6603 TOLL FREE 877.323.6603 FAX 570.323.9902 karson Design Group Main House A - First 8tory Slidinq Connections SHEET NO. CALCULATED BY CHECKED BY JOB NO. 3 Design 1st Story Module to Sill Plate Connection ! - Left Allowable Lateral Capacity of 16d Toenails in Single Shear 15.3 OF 15.4 SBJ DATE 6/11/2008 DATE 6314-019 Z' ---- Z CD Ctn = 117 lb ANSI / AF&PA NDS (2001) Table 10.3.1 Required Lateral Capacity VDer, (Vroof) / (2* ) = 0 plf ' Ref. Sheet 5 VDaralle = (Vroof)/(2* 35.00 )= 85 :plf ' - 1st Story Wall to Foundation Connection (Stud to Masonry / Concrete Nail Soacing (in.) Lateral Capacity (plf) 234 <== Use 16d nails at 6 in. o.c 351 467 I I n Silt i Allowable Lateral Capacity for 1/2;in. dia. Bott in Single Shear Parallel to the Grain !Z' = Z// CD: 1056 ,lb Bolt Spacing (ft.) I 4 , Lateral Capacity (plf) <== Use 1/2 in. dia. Anchor Bolts at 4 ft. o.c. I 422 1.5 I JOB Apex Homes, Inc. QN-14297/NY 55] oF ~ 0~ I I I Your Vision. Made Real. I Architects Engineers Surveyors Ar~ employee owned company P.O, aox 487 WflliamsporL PA 17701 TEL570.323.6603 TOLL FREE 877.323.6603 FAX 570.323.9902 SHEET NO. 15.4 OF 15.4 CALCULATED BY SBJ DATE 6/~ 1/2008 CHECKED BY ~C~ DATE JOE NO. 6314-019 Vlaln House A - F~rst Story. ' ' , S din.q Connections , Demgn 1st Story Module to Sdl Plate Connecbon - R~ght , I I Allowable Lateral Capacity of 16d Toenmls ~n S~ngle Shear I Z' - Z C C - 117 b ANSI/AF&PANDS(2001)Table1031 Required Lateral Capacity vpe~p = (Vroof) / (2* I ) = 0 plf ! Ref. Sheet ' [ -Vparallel = (Vroof)/(2* 9.17 )= 675 plf MainHouseC - [ Sheet 8 1 ~ 1st Story Wall to Foundabon Connecbon (Stud to Masonry / Concrete) ~ 1 ' 4 35 ! J ~ 3 4.67 <=: Can not obta n requ red capa¢ily with 16d toenail! Use USP Lateral Plate Tie MP4F Type 1 Installation wi (6) 8d nails in Perimeter Band ~and (6) 8d nas n Sill Plate (725 lb Allowable Load) ' JTie Spacing (in.) I , J , ' ! , Lateral Capacity (pif) I [ Ref. Append. # 24 , 363 J I j ~ 12 J ' 725 Use USP, Lateral Plate Tie MP4Fi at 12 in. o.c 6 ' 11450 I , ' I Design Sill Plate to Foundation Connection i i I i Al owab e Lateral Capacity for 1/2,in. dia. Bolt in Single Shear Parallel to the Grain Z, = Z// CD = 1056 lb ! Bolt Spacing (ft.) Lateral Capacity (plf) ' , i ! 3.5 302 I I 3 [ 422 I [ t 2 528 J ] 1.5 i I , 704 <== Use 1/211in. dia. Anchor jB°lts at I1.5 ff. o.c. n Group J Your Vision. Made Real. J Architects Engineers Surveyors An employee owned company Box 487 Williamsport. PA 17701 TEL570.323.5603 TOLL FREE 877.323.6603 FAX 570.323.9902 COLLECTOR/DRAG STRUT DESIGN JOB Apex Homes QN-14297/NY ~O OF JOG SHEET NO CALCULATED BY CHECKED BY To adequately transfer shear from the roof or floor diaphram into the shearwalls, Room =a_r_al_lel Roof Diaphragm Load = !Wall Length Parallel to Ridge (L) = 35 Walt Length Perpendicular to Ridge (B) = I 27.5 1 OF 2 SBJ DATE 6/11/2008 6314-019 !a drag strut must be provided. ~1 '~C° ector #1 - Rearl =Wall, I Roof Level [at the Dinin ~ --'~ i ~r~n M'ain Flou!e Wind Sheets. ! r,u,,,,, _ 'J ~_ ~ _1 , ,I i i i Rear Wall is I Perpendicular [to the Ridge ~ ~-- i PerpendJcuiar Roof Diaphragm Load= ! 358 'plf ;hearwall Segment Aspect Ratio = [ 2.29 !ft Window and Door Manufacturer = i Anderson See Plans]! RefSheet4] ! Ref Sheet 4] Ref Sheet 2] Ref Sheet 2] Ref Sheet 2] 27.5 ft Distance to centerline of openings on plans (ft) Total Shearwall Distance = Shear Forces 227.9 Net Shear Collector Symbol Legend Window Number Door Letter Other Opening Wall Wall End Your Vision. Made Real. Architects Engineers Surveyors An employee owned company RO. Box 487 Williamsport, PA 17701 TEL570.323.6603 TOLL FREE 877.323.6603 FAX 570.323.9902 JOB Apex Homes QN-14297/NY 3 ! ~i~ .]0~ SHEET NO. 2 OF 2 CALCULATED BY SBJ DATE 6/11/2008 JOSNO. 6314-019 Collector#I-Net Shear Areas 11 [~i I : j iArea 1 = 3134.3,1bs , I i Area 2: '3134311bsl [ '-! ~ j i i r~ .... ~- I !IL_ ~ Collector Force Diagram ~j ~-~ 3s00 ~ ~nn0 ~ ' ~ 2500 J ' I == 2o00 ,,, II ~ ~° 1500 ~ ~ ~ooo- Wall Location (fi) Co ectoratthislevelwillbethe2x~OS~F~2Bo~omChord ~ I ~ ~ Tension controls: Ft': Ft(CD)(C~) = 4~0I* I 1.6I* 1.~ l = 792 psi ' Member Capacity: Ft'A= [ 792 * 1.5 9.25 = 10989 lbs [ i [Ma~im.mShearWa, ior~= [31~4.~l'bsl<]~09~'bs IOKI I ~ I [ I Connector: USP Multi-Purpose Framing Angle MP4F Type 1 with (6) 8dx1 1/2" sinkers I~ IC°nnect°r Capacity = 710 Jibs ~ ~I' i~ Use: 5 Connectorsw~thatotalcapac~= 3550 lbs > 3134.3 lbs OK !Apply Connectors from BoEom Chord to Top Plate II ' Location of the Mating Wall from the end = 13.75 ff ~Mating Wall For~ = 3134-3~1bsl I ~ I i I [Connector: USP Coiled Strap CMSTC16 with (48) 10d sinkers in the Perimeter Band ' ' ~ ConnectorCapaci~: I 3691 Ilbs ~ ~ ~ [ I ~ OK Use: I iConnectorswithatotalcapaci~= 3691 Ilbs > 3134.3 lbs ~Apply Connector across the Mat ng Wal at the specified level J Your Vision. Made Real. J Architects Engineers Surveyors An employee owned company PO. Box 487 Williamsport, PA 17701 TEL570.323.6603 TOLL FREE 877.323.6603 FAX 570,323.9902 JOB Apex Homes QN-14297/NY ~ oF' SHEET NO. 1 OF 2 CALCULATED BY SBJ DATE 6/11/2008 OATEfo/t~ ~o5 CHEO.EDS~ aCC,. t ~ JOe HO. 6314-019 iCOLLECTOR/DRAG STRUT DESIGN I ' I i , !To adequately transfer shear from the roof or floor diaphram into the shearwalls, a drag strut must be provided. I i [Collector #2- Right Wall, Roof _From Main House Wind Sheets: Right iWall is Parallel at the Livin ;to the Ridge /Dining Room !Perpendicular Roof Diaphragm Load = 358 plf i Parallel Roof Diaphragm Load iWall Length Parallel to Ridge (L) plfj iWall Length Perpendicular to Ridge (B) = ! 27.5 Shearwall Segment Aspect Ratio = 2.29 iff 'Window and Door Manufacturer = Anderson V i Right l[Ref Sheet 4] [Ref Sheet 4] ft ![Ref Sheet 2] Ref Sheet 2] See Plans]i 112 Distance to centerline of openings on plans (ft) 14.63 )1 Shearwall Distance = VlShearwal[ Net Shear 187.5 plf !lnc Main HouseC I :Left Wall Collector Symbol Legend Window Number Door Letter Other Opening Wall Wall End JOB Apex Homes QN-14297/NY I Your Vision. Made Real. I Architects Engineers Surveyors An employee owned company P.O. Box 487 Williamsport. PA 17701 TEL570.323.6603 TOLL FREE 877.323.6603 FAX 570.323.9902 SHEET NO. 2 OF 2 CALCULATED BY SBJ DATE 6/11/2008 CHECKED BY JoB NO. 6314-019 [i !COLLECTOPJDRAG STRUT DESIGN ! i , II, il:' i i Collector #2 - Net Shear Areas ,I II i' , I !;I- i Co~ ~ector F°rce Diag ram 3500 ~ : ill 2500 ! 2000 ;~ .' I ~ -- 1000 i -1000 ~ I! i Wa. Loca. on~ft) I ~ i ~ I I iCollector at this level will be ihe 2x10 SPF #2 Bottom Chord i ITensioncontrols:Ft'=F,(CD)(C,)= [45O I*1 1.~ 'i 1.1 I-- 792 ~psi i iMembe, Capacity=F,'A-- !792 1.5 I* 9.251-- 10989i,bs II .MaximumShearWa Force-- 3.8.3'.~bs'< 10989,~sI OK ~ ]Connector: I USP Multi-Purpose Framing Angle MP4F Type 1 with (6) 8dx1 1/2" sinkers | I i i : iConnect°rCapacity= I710 1,bs I I · ! Use: I 5 IConnectorswithatotalcapacity= 3550 lbs > 13148.3 lbs OK ~. !App,y Co.nec,o..,rom Per,meter sancta Top P,ate ! '~i I' ~ i I I I I J Your Vision. Made Real. J Architects Engineers Surveyors An employee owned company La~sor~ Design Group RO. Box 487 Wiiliamspod, PA 17701 TEL570.323.6603 TOLL FREE 877.323.6603 FAX 570.323.9902 JOB Apex Homes, Inc. QN-14297/NY SHEET NO. Summary Sheet 1 OF 3 CALCULATED BY SBJ DATE 6/11/2008 C.EO.ED.V ~ DATE ~/1~l¢,~ JOB NO, 6314-019 ~ , I Main HouseC ' i I i ~ i il I I i ii, , I i 'Summa~ ~ I I' I I ' ' ' ! ' 'Ii , The following ~nformat~on ~s prowded as a summaw of the calculations. The summaW ~s I ,,I I 4ntended to address the minimum requirements listed in the January 7, 2004 letter to the Factory ! Manufactured Home Producers. I '' i!l i i I ii ~'11 ill , ,, i i ! i I_~_,. i I ; I I , ~ ' I i I i iMeth°d°l°gyi i I i~_J_l ~ ,, , , , -'-~-~ ;This home is designed using engineered design methods accepted by the Residential Code of i New York State (2007) and the Wood Frame Construction Manual High Wind Edition (2001). ' ' ' I I I I ! ' ' I ~ i I ~ I~ Li I'' I I I ~,, , , ,, , I I First FIOOr FOrces' cOnnectiOns' and Fasteners [ I i' I i ~ i i I i : , I I ;iliillliillliil!il IIIIl~i ii Location Force Connection Fasteners Required Ref Quantity Main House: Roof to 1st USP Structural Connector Stow Wall, Within 6 ft of 352 plf RS200 (Clear Span + 18") (22) 10d nails Sheet Corner - Rafter to Stud @ 48" o.c. (11 in each stud) 7 revery third stud) USP Structural Connector Main House: Roof to 1st StoW Wall, Not within 6 ft of 264 plf RS200 (Clear Span + 18") (22) 10d nails Sheet Corner - Rafter to Stud @ 48" o.c. (11 in each stud) 7 revery third stud~ Main House: 1st Story Simpson Strong-Tie (13) 10d nails into stud, Module to Foundation, 292 plf Connector MSTAM36 and (8) 1/4 x 2 1/4 Titen Sheet Within 6 ft of Corner - Stud @ 48" o.c. masonw screws in 14 to Masonry/Concrete feverv third stud~ foundation wall Main House: 1st Story Simpson Strong-Tie (13) 10d nails into stud, Module to Foundation, Not 204 plf Connector MSTAM36 and (8) 1/4 x 2 1/4 Titen Sheet within 6 ft of Corner - Stud @ 48" o.c. masonw screws in 14 to Masonn//Ooncrete (even/third stud~ foundation wall I I i I ~= I I I ! I I ! I ! I I I I I i I ~ I I I I I i ~ Location Force Exterior Panel Interior Panel Reference 1/2" GWB w/1 1/4" Type S MainHouse: lst Stow Wall 675plf 7/16" OSB w/ 8d nails @ 3" or W #6 drywall screws @ Sheet8.1 - Left o.c. panel edge nailing 4" o.c. panel edge Main House: 1st Story Wall 133 plf 7/16" OSB w/8d nails @ 6" - Right o.c. panel edge nailing N/A Sheet 8.2 Main House: 1st StoW Wall 7/16" OSB w/8d nails @ 4" 1/2" GWB w/1 1/4" Type S - Front 353 plf o.c. panel edge nailing or W #6 drywall screws @ Sheet 10.1 4" o.c. panel edge Main House: 1st Stow Wall 186 plf 7/16" OSB w/8d nails @ 6" - Rear o.c. panel edge nailing N/A Sheet 10.2 !An equal or better connection device may be substituted for any connection device listed. ! i I I Your Vision. Made Real JOb Apex Homes, Inc. QN-14297/NY '~'~ 4> i~ .~0~ Architects Engineers Surveyors An employee owned company 3 RO. Box 487 Williamsport, PA 17701 TEL570.323.6603 TOLL FREE 877.323.6603 FAX 570.323.9902 SHEET NO. Summary Sheet 2 OF CALCULATED BY SBJ DATE CHECKED BY ~O ~--~ DATE Joe NO. 6314-019 6/11/2008 ,iFirstFl°°rF°rces'C°nnecti°ns'andFasteners, I i I i , : ,i ' - ', , , ,'i i i '1 r I Location Force Sheathing Connection Reference 165 plf 8d nails at 6 in c.c. panel Main House: Roof (Shear) 7/16" OSB (Unblocked) edge nailing and 6 in c.c. at Sheet 6 -- 107 plf intermediate supports (Suction) .c: Main House: Wall (Non- 57 plf 8d nails at 6 in c.c. panel ~ 7/16" OSB edge nailing and 12 in o,c. Sheet 12 ShearwaH) (Suction) .= at intermediate supports Main House: Floor N/A N/A Location Force Connection Fasteners Required Ref Quantity Main House: 1 st Stow (3) 7/8- die Bolts in 2"x 6" Double Stud Shearwall to Foundation 5946 lb USP Horddown TDX8 and (1) 718'* dia. Anchor Bo~t w/ 7" min. Sheet embed, In Concrete OR 15" min. 13.1 Wall - Left embed, in Masonry Main House: 1st Story (2) 3/8" dia. Boltsin2"xe"DoubleStud Shearwall to Foundation 2324 lb USP Holddown TDX2 and(1)5/8"dia'Anch°rB°ltw/7"min' Sheet embed. In Concrete OR 15" min. 13.1 Wall - Right embed. In Masonry Main House: 1st Stow (2} 7/8- die, Bolts in 2"x 6" Double Stud Shearwall to Foundation 4076 lb USP Holddown TDX6 and (1} 7/8" dia. Anchor Bolt w/7" min. Sheet embed. In Concrete OR 15" min. 13.2 Wall - Front embed. In Masonry Main House: 1 st Stow (2) 3/4" die, Bolts in 2"x 6" Double Stud o~ Shearwall to Foundation 3846 lb USP Holddown TDX5 and (1} 3/4" dia. Anchor Bo~t w/ 7" min. Sheet I::: embed. In Concrete OR 15" min. 13.2 .c Wall - Rear embed. Irt Masons' ~ Main House: 1st Stow (3) 7/8" dia. Bolts in 2"x e" Double Stud > and (1) 7/8" dia. Anchor Bolt w/7" min. Sheet O Shearwall to Foundation 4888 lb USP Holddown TDX8 embed. ~n Concrete OR 15" min. 13.3 Wall - Typical Left Corner embed. In Masonry Main House: 1st Stow Simpson Strong-Tie (43) 10d nails into stud Sheet Shearwall to Foundation 1330 lb and(8) 114x2114TAenmasonry Connector MSTAM36 screws in foundaben wall 13.3 Wall - Typical Right Corner Main House: 1st Stow Fasten Studs at the Corner Shearwall to Foundation 4292 lb N/A wi (2) 16d nails @ 5 in c.c. Sheet Wall - Typical Left Corner from the ceiling to 1.5' 13.4 above floor Main House: 1st StoW Fasten Studs at the Comer Shearwall to Foundation 4076 lb N/A wi (2) 16d nails @ 5 in c.c. Sheet Wall - Typical Right Corner from the ceiling to 1.5' 13.5 above floor ~ An equa~ ~r better c~nnecti~n device may be substituted f~r any c~nnecti~n device ~isted~ I~ ~ ~ JOB Apex Homes, Inc. QN-14297/NY 3(, oF ~0~ I I Your Vision. Made Real. ] Architects Engineers Surveyors An employee owned company La~son Design Group BOX 487 Williamsport, PA 17701 TEL570.323.6603 TOLL FREE 877.323.6603 FAX 570.323.9902 SHEET NO. Summary Sheet 3 OF 3 CALCULATED BY SBJ DATE 6/71/2~008 OHEG.8 rc DATE f/ f0 ?) JOB NO. 6314-019 i F]rst Floor Forces, Connections, and Fasteners r ~i ii! , I ! __ Location Force Connection Fasteners Required Ref Quantity USP Lateral Plate Tie (6) 8d nails in perimeter Main House: 1st Story 675 plf MP4F Type I Installation band and (6) 8d nails in sill Sheet Module to Sill Plate - Left 15.1 at 12 in o.c. plate 1/2" dia. Anchor Bolts @ 1.5 ff Main House: Sill Plate to o.c. w/12" min. embed. In Sheet Foundation - Left 675 ptf Concrete OR 15" min. embed. N/A 15.1 In Masonry Main House: 1st StoW 117 plf 16d toenails @ 6" o.c. N/A Sheet Module to Sill Plate - Right 15.2 1/2" dia. Anchor Bolts @ 4 ff Main House: Sill Plate to o.c. w/12" min. embed. In Sheet -- Foundation - Right 117 plf Concrete OR 15" min. embed. N/A 15.2 In Masonry Main House: 1st Story 165 plf 16d toenails @ 6" o.c. N/A Sheet Module to Sill Plate - Front 15.3 1/2" dia. Anchor Bolts @ 4 ft Main House: Sill Plate to o.c. w/12" min. embed. In Sheet Foundation - Front 165 plf Concrete OR 15" min. embed. N/A 15.3 in Masonry Main House: 1st Story 165 plf 16d toenails @ 6" o.c. N/A Sheet -- Module to Sill Plate - Rear 15.4 1/2" dia. Anchor Bolts @ 4 ft Main House: Sill Plate to o,c. w/12" min. embed. In Sheet Foundation - Rear 165 plf Concrete OR 15" min. embed. N/A 15.4 In Masonry , , An equal or better connection device may be substituted for any connection device listed. I JOe Apex Homes, Inc. QN-14297/NY I I Your Vision. Made Rea]. I Architects Engineers Surveyors An employee owned company RO, Box 487 Williamsport, PA 17701 TEL570 323 6603 TOLL FREE 877.323.6603 FAX 570.323.9902 LEmSOn Design Group Wind Analysis and Shearwall Des .qn I i _ SHEET NO, 1 OF 15.4 CALCULATED BY SBJ DATE 6/! 1/5008 CHECKED BY ~[,-~'L_ DATE (~ ¢1 ~- b0L~ JOB NO 6314-019 Main House C i Desi.qn Criteria I ' i i ,Cod_es:l ~ i~_ ! 2007 Building Code and Residential Code of New York State I i i_Iw°°d Frame c°nstructi°n Mant~i H~l~hgh Wind ~ ~ I iBuildinp Description: il i Story Modular, wood frame construction ! :Location: Peconic, Suffolk County, Occupancy Classification: i Detached Single-Family Dweihng Use Group:iDetached Single-Family Dwelling _L '1 ! DesiRn Loads: : Basic Wind Speed ' ~ 120 iVFM = ' 100 !mph (3 second gust) Imph (fastest mile wind speed) I RCNYS 2007 Figure R301.2(4) RCNYS 2007 Table R301.2.1.3 iPer RCNYS (2007) R301.2.1.1 and R602.10.10, Engineered Design in accordance iwith the AF&PA Wood Frame Construction Manual High Wind Edition (2001) I I Your Vision. Made Real I JOB Apex Homes, Inc. QN-14297/NY 3<~ c~fi" ~0~ Architects Engineers Surveyors SHEET NO. 2 OF An employee owned company CALCULATED BY SBJ DATE CHECKED BY ~C ~'~ DATE JO8 NO. 6314-019 15.4 6/11/2008 PO. Box 487 Williamspod, PA 17701 TEL570.323.S603 TOLL FREE 877.323.8603 FAX 570.323.9902 I_arson Design Group MainHouseC I-OneStoryi ! I [ ! I ! i APPLICABILITY: i The following table is to determine whether the building geometry is within the applicability limitations of the WFCM 2001 High Wind Edition, Engineered Design, Section 2.1.3 i~'ttribut~e Limitati°ns I ! Pesiqn Values ROOF SYSTEMS j iMean Roof Height il 133' maximum i 16.38 ,ft/ Rafter/Truss Span Horizontal Projection) 26 maximum 13.75 ft.¢ Ra*erSpacing I I 124'' maximum 16 iin. Eave Overhang Length I Max of 2' or rafter length/3 J I ~ rafi:erlength= 13.75 !ft. 0.83 Rake Overhang Length Max of 2' or purlin span/2 I ' purlin span 0.83 [ft. Roof Slope ! :12 maximum , 12!:12[ Roof Diaphragm Aspect Ratio 41:1maximum ; i I [ I i I Wall Length Parallel to Ridge (L): 18 fi: , Wall Length Perpendicular to Ridge (B) = 27 5 ft I i I I ~ T ! j IB/L--i 1.53i Section! 2.1.3.41 iOKJ !OKi jOK WALL SYSTEMS 2.1.3.3 8 ]Max Loadbearing Wall Height i 110- maximum 20' maximum 8 24" c.c. maximum 16 in. maximum pth maximum = 4d Max Non-Loadbearing Wall Height Wall Stud Spacing Shearwall Line Offset !Shearwall Story Offset !2.1.3.2 'Shearwall Segment Aspect Ratio i Shearwa heightJ3 5 i [ j IH=[ 8.o0 iff:. minimum !Jo st Span Joist Spacing Cantilevers/Setback - Suppor[ing Ioadbearing wails or shearwalls 2.29i !OKI FLOOR SYSTEMS 26' maximum fi:. 24" o.c. maximum ioist depth, d = ~g wall or nonshearwall extra load, 4d max length = Joist s 'Vertical Floor Offset d max = Floor Diaphragm Aspect Ratio maximum Wall Length Parallel to Ridge (L) = Wall Length Perpendicular to Ridge (B) = jOK N/A ]in. in. IOK Floor Diaphragm Openings Min of 12' or 0.5*(L) = 12 ft., max opening = 0 ,fi:. Min of 12' or 0.5*(B) = 10 fi:., max opening = This home does meet the applicability requirements JOB Apex Homes, Inc. QN-14297/NY ~ oF= J ~)~ I I Your Vision. Made Real. I Architects Engineers Surveyors An employee owned company RO. Box 487 Williamsport, PA 17701 TEL570.323.6603 TOLL FREE 877.323.6603 FAX 570.323.9902 Larson Design Group Main House C One Storyj i i j Constants j I J i Constants for Wood Type Spruce-Pine-Fir Stud Specific Gravity J ; J Load Duration Factor Size Factor ( 2x6 stud in tension ) [ ± Size Factor ( 2x4 stud in tension ) [ , F - ,lie Stress !Typical Thickness of Wood Members SHEET NO. 3 OF 15.4 CALCULATED BY SBJ DATE 6/11/2008 CHEOKED. DATE JOB NO, 6314-019 Fastener Constants for Sliding 0.42 !ANSI / AF&PA NDS (2001) Table 2.3.2 ANSI / AF&PA NDS (2001) 4.3~ ANS /AF&PA NDS (2001) 4.3.6 IANSI / AF&PA NDS (2001) Table 4A 1.1 j 350 iPS~ -I J 1.5 in. i I I 'Nominal Lateral Capacity for 3/4" dia. Bolt in Single Shear Parallel to the Grain Lateral Capacity for 5/8" dia. Bolt in Single Shear Parallel to the Grain Nominal Lateral Capacity for 1/2" dia. Bolt in Single Shear Parallel to the Grain Nominal Lateral Capacity of 16d! Nails in Single Shear Toe-Nail Factor J !, Nail Penetration Depth Factor Nail Fastening Module to Module Toe-Nail Penetration Depth Factor Nail Fastening Module to Sill Plate 66O Z= 1.00 jPmin = 6D i ANSI / AF&PA NDS (2001) Table 11E ANSI / AF&PA NDS (2001) Table 11E ANSI / AF&PA NDS (2001) Table 11E ANSI / AF&PA NDS (2001) Table 11N ANSI / AF&PA NDS (2001) 11.5.4 ANSI / AF&PA NDS (2001) 11.1.5.5 ANSI / AF&PA NDS (2001) 11.1.5.5 Constants Roof Sheathing is 7/16 in. OSB with 8d nails Diameter of Nails Length of Nails iThickness of 7/16 in. OSB Sheathing Nominal Nail Withdrawal Design Value Wall Sheathing is 7/16" OSB with 8d nails Diameter of Nails I Lenflth of Nails i ~ I Thickness of 7/16 in. OSB Sheathing Nominal Nail Withdrawal Design Value I 0.131 ANSI / AF&PA NDS (2001) Table 11,2C ANSI / AF&PA NDS (2001) Table 11.2C I I I Your Vision. Mode RO. Box 487 Williamsport, PA 17701 TEL570.323.6603 3~OLL FREE 877.323.6603 FAX 570.323.9902 JOB Apex Homes, Inc. QN-14297/NY L"/0 OF ]0~ SHEET NO 4 OF 15.4 CALCULATED BY SBJ DATE 6/11/2008 JOB HO. 6314-019 I-Roofi j i ,, ' i i ! I__~__~, I , ! ! 'i '''d'!i' 'Roof Shear Desi.qn~' ,i ___~= ' i I I I , iWFCM (200i-)--2.2.21 .I .i I '' ' ' I r I I ' !' ~ I' ' I Roof Diaphragm Lateral Load ] ] I I i ~;'ii II¢11'1 l__l !r, : iI WFCM (2001) I r i i i i~ I J I I I , i Table 2.5A I i Table 2.59 j i i J i Perpendicular Parallel to Ridge ; , _._ ilnterpolabon Permffted by 2.1.4 i I i b ~Roofspan(~.) ~ Wroo¢?0 I --IWroof(P=0 i I I j I 24[ ~ , 273 ' 166 I ~ , %i , 27.50 j i 299 ~ 180 _ ,_, , ~ , , , , I I I ~ I ~ _ ! I IIi ' ~ f I Wall .~ig~: ' ! i I I ~J I ; ' 8 ff. < 1'0 ~.i I Table 2.5NB Footnote 2 N / A ii ~q'r i' [l!f f~ ~ i1~,!II¢ j : ~ ,.ore~.~.,er..n~io.,~r.oof ~ia.hr~m.o~.: I "/* . i I I,,!1' ~~ ' ~ I¢!,' ~ , i , ,no;e ' I I ~_I I / j I '[. ased Parallel Roof Diaphragm Load = '~ N lA I lililr f I I i I Wind Exposure Factor = C I ~ I iSee Table 2.5NB Footnote 3 I 1' ' (i I1-i I ¢,11¢ , , i ! ~ ] ' I ' ' i if I, Increased Pe~endicular Roof D aphragm Load = 1,199 * (Load) = ;, 358.2 ~ plf ~' ~ I ~ ! f I%i i I ¢l ~.1199 I ! ! ~ J ~lncreased Parallel Roof Diaphragm Load = * (Load) = 215.5 plf Total Shear Capaci~ Requirement ~ i ~ I Wind Perpendicular to Ridge i I i ;L= ~s.ooi,. W,o¢ = 358 ¢¢ I i iWind Parallel to Ridge ~ Iii , ~il i-II , I ~' I i I i ~ i ~ ! I I I ~ I I I ~ f , I -I I I I I J Your Vision. Made Rear. J Architects Engineers Surveyors An employee owned company Larson Deign Group RO. Box 487 Williamspor~, PA 17701 TEL570.323 6603 TOLL FREE 877,323,6603 FA)~ 570.323.9902 JOB Apex Homes, Inc. QN-14297/NY ~ OF' jO~ SHEET NO, 5 OF 15.4 CALCULATED BY SBJ DATE 6/11/2008 CHECKE~B~ i~¢r~ DATE JOB NO. 6314-019 ~ainH°useOj-R°°fJl JJ i,:i ,~il!fi[ i~lJii!JJ', 'ii!l~JJ'jllll,t,, I Sheathin. Connections ] ! ] , I ! J i lWFFM(2001)Z'Z'SJ i I , Design Roof Sheathing Connection to Resist Suction Loads and Trans~r Shear Loads i ! J J Ii!i, _ !SuctionPressurefromWmd'= ,'i WFCM(2001)Table2.4':~ = ,~' , ! Per meter Edge Zone = 67.2 ipsfJ I , , i I I]lnterJ°rZ°ne=i 51.4 psf] J J !iij[WindExposureractor= C J SeeTable2.4Footnote2jJjl Increased Per meter Suct on Pressure ! / Increased Interor Sucton Pressure = 1.1gg i (Load) = 52 psfI i-~--~-' iii!!i !PedmeterEdgeZoneWidth I ~ , I ' _ I Z= 10% Minimum Building Dimension= 1.8 ~. i i I ' i But aot less than 3 !~. ! I liable 2.4 Footnote II!unitSuctio,nLoadfromWindwith16jin. o.cRafferSpacing I i'! !Jl~ill I!'r !111 J I fPedmeterEdgeZone=J80.59 jpsfx1.33 j~. nter°r~°ne = 6t'~ Jpsf'x 1'33 *= I 82 pf J fUn t Shear Capac ~ Requ rement ~ J i I I i ! ' I V~f = iJ 5927 lb ,Ref' Sheet 4 iJ J i11¢ ~! ,_ I,, i B=fle~. I'1 ' ¢i i!I i l¢!r!,i! J J i Iv = Vr°~/2 B = 165 plf J r i!~ , , I i, I ¢ I I i i~ I I il ! I I I I Your Vision. Made Real. Architects Engineers Surveyors An employee owned company Box 487 Williamsport, PA 17701 TEL570.323 6603 TOLL FREE 877.323.6603 FAX 570.323.9902 Larson Design Group Main HouseC l-Roofl, , Sheathin,q Connections (cont'd) JOB SHEET NO. 6 OF CALCULATED BY SBJ DATE CHECKED BY ~ (~1~. DATE JOB NO. 6314-019 Apex Homes, Inc. QN-14297/NY ~ o-F' J~ I : ~ iWFCM (2001) 2.2.5 I I ! I i ' i I 15.4 'Design Roof Sheathing Connection to Resist Suction Loads and Transfer Shear Loads !Allowable Nail Withdrawal Design Value i ! W'=WCD= ! 34 ',lb/in. i ! Length of Nail Penetration [ I I Lp=L-t= 2.063 ;in. Withdrawal Capacity per Nail = W' LP &F&PA NDS (2001) Table 10.3.1 6/1,1/2,008 Required Suction Load Capacity Perimeter Edge Zone = I 107 ! plf Ref. Sheet5 ~lnterior Zone Ref. Sheet 5 i Nail Spacing (in.) 112 Withdrawal Capacity (plf) <== Use 8d nails at 6 in. c.c. at intermediate supports Shear Capacity for Diaphragm Assembl' I ypical Roof Sheathing is 7/16 in. OSB with 8d nails at 6 in c.c. panel edge nailing and 6 in c.c. at intermediate supports LJnblocked) Tabulated Value = = 1.40' See Supplement Table 2C Footnote 1 ! ! I Your Vision. Mode Real. I Architects Engineers Surveyors An employee owned company Box 487 Williamspor[, PA ~7701 TEL570.323.66033'OLL FREE 877.323.6603 FAX 570.323.9902 JOB Apex Homes Inc. QN-14297/NY L~3 OF .~0~ SHEET NO 7 OF 15,4 CALCULATED BY SBJ DATE 6/11/2008 C,ECKEDB~ i~ DATE ¢[1~(0~ L,~rson Design Group JOB No. 6314-01 9 Main House C i - Roof , i ! i ~ ___1 Uplift Connectionsl I i ' I I I j I I : 'WFCM (2001)2.2.31 i, I' i: , , , i I ! 1 iStoryBuilding, i 12:12,Roof, j 8 fi. Wall I i ; i ''' '' I ' ' '' I i I ii i ! ' , i ' ~ i ' ! i Roof / Ceiling Assembly Dead Load =15 psf; I !I' =1 ' I 'i i' , , I ~ ii i,;Unitup,fi Load,. I ,[ .i I i .[ ,i ,' WFCM (200n)TaUe 2.2A ' - I i -'IL°ad(";~ I I I ! I i iSpan (ft.) ilnterpolation Permitted by 2.1.4 I i i - ' i' T -- F- i , ! ,,,, , , ~ ~l, , 124, 117_64 I1~ 'Iii ,I I i ', I I i' ,~ 27.51 I I 293 I i, ! I!: : ,. ] Ii i i I I I i , i36 ~ ~364 [ i ~ I ! i ~ I i i i , i I _i , , ~ , I ! !Wind Exposure Factor =i C i ! !SeeTable2'2AF°°tn°te2! i I , ~ ~ il I I I l'noreasedUnitUCftbo~d--i 11.199i'(Load)--!3~1.ep~ft I I -'!'-il liliiiil=,,liilllIi ,~ I1 ' i I I [Building Width = i 27.5 fi.i< 3O ift' i [ 'SeeTable2'2AF°°tn°tel; I i I I I i I Roof to 1st Story Wall Connection Load I I i Within ' I ', i ! I I 16ift. of corners -- 352',eEl I ', ,I I I ~ , I i, . . I I I I !" __ ,I ~!~, i ii ! ' iNotw,th,n6 fi. of Comers = 0.75 * I 352 ' 264 , I i I i._% ililllll~ ~1 I --d- ! i Roofto 1st StoryWall Connection (Truss/Rafter to Stud) I i i ! i ' i! il' II Iiiiiiiiii , RefApen #i li i !lConnector: USPStructuralOonnectorRS200(ClearSpan+16") ' I , i Iw/(22) 10d nails (11 at each end )- rI iA,,owab,e Load :,1430 lb i i!1i, ~: !~,!1,1 III ~ I!1 I, I i(Note:, Rafters and studs at 16 in. c.c. per Plans) ' I i I ' I Req d Uplift Maximum Provided I I . , Load ! Spacing Spacing i l Wit~in 6 ff. of Corners I 352 plf 49 in. i 48 in. I~ Iil I! il I I Notwithin 6 !ft. of Corners 264 plf ! 65 in. ~ i i I I I I I I ! [ i I I i ! ! Your Vision. Made ReoL ] Architects Engineers Surveyors An employee owned company HO, Box 487 Williamsport, PA 17701 TEL570.323 SG03 TOLL FREE 877.323.6603 FAX 570.323,~902 JO8 Apex Homes, Inc. QN-14297/NY SHEET NO. 8.1 OF 15.4 CALCULATED BY SBJ DATE 6/11/~008 Lars~q Design Group JOB NO. 6314-019 ' I ' i ] ii I ] i' i !WFCM 2 I Des~.qn i I i I ',! ,I i ,i ii _1, ] ,] j iWFCM (2001) 2.4.4,2 , ' I i ~ i WFCM (2001) Table 2.5-1 !Shearwall Unit Shear Capacity Requirements I i [ ' I I'' i ~' '' , ' ' ; ;: ! ~ I i i ,! '2 , iStory Building, , 12:12,Roof,i , i ! i I ' i i I' 8ff'Walll ' i ' __i' '~ ] Wind Perpendicular to Ridge - 1st Story Wall ] ] - Left and Right I I , , ' IWal, Length Ava,ab,e for Fu, He'ight Sheathing ' I B!,e. -- i ' 6.458,2.706 i-- 9.2 ,,,,,,, , , hearwal, Unit Shea, r C~pac,ty i ! I I ! ' i i I i i~! '. i '- ! i i vi"""l I:Vr°°f/2B e. I I I ' i' ' ~ i I= 352 P'f ! + I p,fliii. , , , ,'oe ' I , I ~ I i I [Main H us A, Sheet 10.2] !~hear Capacity of Shearwall Assembly i WFCM (2001) Supplement Table SC ] ! !Exterior:I I I i I i i i ] '~i1111 ! II ! I i i ! 17/16" OSB w/ Sd nails @ 3" °'c' Panel edge nailing vs=140* -~5~ ~pf I See Supplement Table 30 Footnote 1 .'.', ,', I i , , I 1/2 GWBw/1 1/4 TypeSorWf, C6drywallscrews@4"o.c. paneledge ':(Comparable to 5d Cooler Nails in accordance with BCNYS (2007) Tbl. 2306.4.5) I vs:i 125 !p,f ! ' i ' I ! I ' , ',, ~' I ' Total Shear Capacity I I I I ' i % = 630 plf I + 125 !plf = 755 plf > 675 plf ~ Minimum Length to Resist Shear Force for Type I Wall Design i'll I iLm'n--V'°~/Zv'-- 6.2 ~. '' I I I i I I Your Vision. Made Real. Architects Engineers Surveyors An employee owned company RO. Box 487 Williamsport, PA 17701 TEL570 323.6603 TOLL FREE 877.3236603 FAX 570.323.9902 Larson Design Group Main House C I- First Story! Shearwall Desiqn !Shearwall Unit Shear Capacity Requirements JOB SHEET NO. CALCULATED BY CHECKED BY JOB NO. , : ! 1 iStoryBuilding, ;Wind Perpendicular to Ridge - 1st Story Wall Apex Homes, Inc. QN-14297/NY 8.2 OF 15.4 SBJ CATE 6/11/2,008 6314-019 iWFCM (2001)2.2.2i l IWFCM(2001)2442. · · i" WFCM (2001) Table 2.5-1 8' VVa"l ! i l il Left and Right Wall Length Available for Full Height Sheathing 27.5-2-(30.5/24) I ~ ; iShearwall Unit Shear Capacity i Ref. Sheet 4 =Vroof / 2B Shear Capacity of Shearwall Assembly WFCM (2001) Supplement Table 3C! Exterior: ' 7/16" OSB w/8d nails @ 6" o.c. panel edge nailing ITabulated Value 240 plf i Ivs = 1.40 See Supplement Table 3C Footnote 1 Tabulated Value Total Shear Capacity j , 336 IPlf + I 0 I, plf > 133 IPlf i Minimum Length to Resist Shear Force for Type I Wall Design I I Lr~i. = Vroof / 2 V~= 9.6 :~ff. I I I Your Vision. Made Rea[. I Architects Engineers Surveyors An employee owned company gO. Box 487 Williamspori, PA 17701 TEL570.323.6603 TOLL FREE 877.323.6603 FAX 570.323.9902 Larson Design Group Main House C i- First Ston IShearwa Design (cont'd) i JOB SHEET NO. CALCULATED BY CHECKED BY JOB NO. jShearwall Unit Shear Capacity Requirements II I 'i1!4 ' I I j 1 ~Story Building,' 12i:12~Roo, iWind Perpendicular to Ridge - 1st Story Wall I i I Percent Full Height Sheathing i i I Apex Homes, Inc. QN-14297/NY 9 OF 15.4 SBJ DATE 6/11/2008 6314-019 IWFCM 2.4.4.2 8 =ff. Wall i - Left and Right i ! %left !=( 9.2 i + ! 20.67 )'100=1 24.2 ! + i 24.2 ')'100=i i Maximum Unrestrained Opening Heig 44 H 82.5 [in/ 37.25 in/ !Type II Length increase Factor %\H I 6.67 100 3.10 'Ft. i WFCM (2001) Supplement Table 3BI 0.47 Interpolation Permitted 0.50 = i 0.53 2nd StoW Wall 1.00 1.00 1.00 1.00 L = Lmin + Type II Length Increase Factor{ Interpolation Permitted = I 1.00 1.00 Use Type I (segmented) shear walls for all locations marked NG I ! Your Vision. Made Real. Architects Engineers Surveyors Ar~ employee owned company RO. Box 487 Williarnsport, PA 17701 TEL570.323.6603 TOLL F~{EE 877.323,6603 FAX 570.323.9902 Larson Design Group Main House C - First Storyi Shearwa Desi.qn (cont'd) , i Shearwall Unit Shear Capacity Requirements JOB SHEET NO. 10.1 OF CALCULATED BY SBJ DATE C.ECKEg BY ~(~._ OATH JOb NO. 6314-019 Apex Homes, Inc. QN-14297/NY iWFCM(2001)2.4.4.2 iI I ]WFCM(2001)Table2.5-2 = 8.4 Wind Parallel to Ridge - 1st Story WallI ! - Front and Rear Wall Length Available for Full Height Sheathing 16-2.25-(36.5/24)-(2'(34.5/12)) i I Shearwall Unit Shear Capacity 15.4 6/11/2008 ft. Ref. Sheet 4 2L 353 !Shear Capacity of Shea~all Assembly ; i WFCM (2001) Supplement Table 7/16" OSB w/8d nails @ 4" o.c. panel edge nailing 3C Tabulated Value = vs = 1.40 * 490 !plf See Supplement Table 3C Footnote 1 Interior: 1/2" GWB w/1 1/4" Type S or W #6 drywall screws @ 4" o.c. panel edge Comparable to 5d Cooler Nails in accordance with BCNYS (2007) Tbl. 2306.4.5) Total Shear Capacity 125 ;plf 615 !plf 353 jplf Minimum Length to Resist Shear Force for Type I Wall Design Lmin = Vroof / 2 vs = ! ! J Your Vlsion, Made Real. J Architects Engineers Surveyors An employee owned company RO. Box 487 Williamsport, PA 17701 TEL570.323.6603 TOLL FREE 877.323.6603 FAX 570.323,9902 JOB SHEET NO. CALCULATED BY CHECKED BY Apex Homes, inc. QN-14297/NY 10.2 OF 15.4 SBJ DATE 6/1112008 Lamon Design Group JOB NO. 6314-01 9 I , Shearwall Desi.qn (cont'd) I ! ~ ~ ! WFCM (2001) 2-4.4.2 [ i I I I i Shearwall Unit Shear Capacity Requirements I WFCM (2001) Table 2.5-2I iI I 1 StoryBudng 12:12,Roof, 8 Wall ' iI ' I [ Wind Parallell _ to Rid§el [' asr story WallI~ ~ - Front and Rear I ~1 ~I i ~gth Available for Full Height Sheathing [ I I : ' ' = ' ~ ' 18-(24.75/12) ! =! 15.9~ , iShearwall Unit Shear Capacity ~ , I I I i , , i ! ' I ! ,! , , I! I Shear CapacitYExterior:Of Shearwalll I I I IAssembly i I I I I I i;WFCM (2001) Supplement Table 3C 7/16" OSB w/8d nails @ 6" o.c. panel edge nailing I ' iTabulatedValue= I 240 Iplf' I ! I! ,11111,~ ~ vs = 1.40 * 240 = 336 plf See Supplement Table 3C Footnote Interior: t i , Total Shear Capacity I II : [ Ii vs = 336j j[Plf + 0j iPlf = 336j i > 186 plf O__~K Minimum Length to Resist Shear Force for Type I Wall Design J !Lm,,=V,oof'2v,= 8.8 i*. JoB Apex Homes, Inc. QN-14297/NY L~ ~ o-~ -~0(~ ! ! Larso~ Design Group Your Vision. Made Real. ] Architects Engineers Surveyors An employee owned company RO. Box 487 Williamsport, PA 17701 TEL570.323.6603 TOLL FREE 877.323.6603 F~X 570.323.9902 IMain House C [- First Storyl I I Shearwall Oes,.qn {cont d) Shearwall Unit Shear Capacity Requirements T ~ i 1 Story Building, SHEET NO. CALCULATED BY CHECKED BY JOB NO. Parallel to Ridge - 1st Story WallI I Percent Full Height Sheathing 11 SBJ 6314-019 OF 15.4 DATE 6/11/2008 DATE ~ WFCM (2001) 2.4.4.2 8 'ft. Wall i Front and Rear I ; 8.4 I + 14.15 ,) 100= + i 18 i)'100= Maximum Unrestrained Opening Height 59 =1 82.5 ' I i I Type II Length Increase Factor 2.67 3.O4 WFCM (2001) Supplement Table 3B ~ , I )lation Permitted 0.61 I 4.00 2nd Story Wall L = Lmin + Type Il Length Increase Factor Interpolation Permitted 0.98 I : I ~ 8m8 I~' =i 9m0 walls may be used at each shear wall line I I Your Vision. Made Real. Architects Engineers Surveyors Box 487 wiliiamsport, PA 17701 TEL570.323.6603 TOLL. FREE 877.323.6603 FAX 570.323 9902 JOB Apex Homes, Inc. QN-14297/NY SHEET NO. 12 OF 15.4 CALCULATED BY SBJ DATE 6/11/2008 Larson Design Group JOB NO. 6314-019 Mum House C - Rrst Story I I ~~J~_~ ~ ,i ! ! !,~heath nq Connect OhS ' i ! I i [WFCM (2001) 21.2.5 i Design Wall Sheathing Connection to Reslst Suction Loads , I ! ! ] [ ._~/~_: , , ~1, , , ii-, i I i I ,. / i Suct, on Pressure from WindI I i I i WFCM (2001)Table 2.41 ~-, , +--~, ~ , , ,, , ii ' , , i , ' ' ~~ ] I ~ ' i I ~ '~ EdgeZone= 35.6 ,psf JJ , j.. J; I ?ntenor ~one = 28,.9 psf ~ I ~ ~ ! I~~~.1 ! ~ I, 111111 , _, ~ ' }~ i WindfixposumFactor= C ISeo*able2.S~Footnote3, I -~ i ! llncreased Perimeter Suction Pressure = ;=~: ;~ ::ff ' ' I ~lncreased Interior Suction Pressure = I ' ( ) = '. ~P I ~ ~, = I i' [ I II I I I~lll i~ i i ~1 ~ ~Edge zon~ W,dth I ~ I i I , J J j Minimum Building Dimension = ~ 18 iff. J :~ j i i j , i_~ J i ~ Z = 10°Yo Minimum Building' D~mens~on' ' = ~ 1.8 ~ ~ff. I J J , J j , ~ ,But not less than J 3 ff. J j Table 2.4 Footnote 1 , j ~ j J~ Unit Suction Load from Wind withi 16 in. o.c Stud Spacing ~. ~ ~ J ~ i .~nter, o, Zon~= 34.e6 lPsf x ~.33 J*.= 4~ p~f I ' kon~th of ~ail ~notration ~ } I I I ~ ~k~=k-t= ~ 2.0~3 in. I ~ [ [ I, I il I i I I I ~ , ~ lWithdmwal Gapacity pot ~ail = W, k~ = ~ lb ~ Nail Spacing (in.) Withdrawal Capacity (pl~ ~ ~ I i ~12 ~ ' ~ ~ ~ I ~ 69 ~<== Use ed nails at12 in. o,c. at intermediate suppods ,,16I ~39I ~! ~ I~1' I --3J ] , 277 ~ : I I ~ , ~ ~ I ~ J I i I Your Vision. Made Real I JOB Apex Homes, Inc. QN-14297/NY ~.~- CbC' ~ 0~, I Architects Engineers Surveyors SHEETNO. 13.1 OF 15.4 An employee owned company CALCULATED BY SBJ DATE 6/11/2008 I RO. Box 487 Williamspod. PA 17701 CHECKED BY (~)(~ ~_ DATE (C~ [ 1 ~.'h / 0~ '¢EL570,323 6603 TOLL FRFE 877,323.6603 FAX 570,3239902 I_arson Design Group JOB NO. 6314-019 Ma,nHouseC-F,rstSt~ I.'I._i I I I i : , I Ii ! ; ~ ! I-~! "' ! ! ! I I, ! i ii I I,;!l i_ [ Overturnin.q Connections I --¥--~ i ' ~NFCM (2001) 2.2.41 i , :t i i I-~~~, L I !~ i I I I I ~ i, i iRequredHolddownCapacity: T:vsxh-0.6(DL) i i ;WFCM(2001)Figure2.2d ' ~ i ~1 i, :1 i ! i i~- il ~ ! ~, ! il ~i il: , ,,, i~ i,, t ~ i Left [ I ~ ! @ 1st Floor (1st Story Module to Foundation) ~ ! I ' ' J :i i ,T--755 p~f x, 8.0 Ift.-0.6'1 , , I.%_ II I! ' I'- 187.1--'5946,bi ' ~'~ i I I ~ i i ,i I J I~ ill _. i I , i , , , I'1 I I iPead Load- i(15 1.33+12 8) (2.71/2) ~ ! ' i ! i ',,-'i , r- j Ref. Append. # i 2 II ,I Use USP Holddown TDX8 w/(3) 0.875" dia.,Bolts in 2"x 6' Double Stud ! ! I ! [ ! iand (1) 0'875" dia' Anch°r B°lt embedded 7' iht° C°ncre~e F°undati°n I i ' I .'OR 15" into Masonry in accordance with WFCM 3.2.1.7. I I il .i I i I i(7780 lb x 0.86 Species Factor: 6690.8 lb Allowable Load) , ] I i I[ I' i i ii~ !1 j I , ! .@ 1st Floor (1st Story Module to Foundation)-Right ii~!l ! I j ' i. 1i] i-~ ,T--13361 i ! i I:Pf!x18.0 ft.-0.6'111!605.8!): Ii12324 !,b I' i l, ' i :!~ II Ij RefIAppend. # 2 I Use USP Holddown TDX2 w/(2) 0.625" dia. Bolts in 2"x 6" Double Stud i J I land (1)0'625" dia' Anch°r B°lt embedded 7" int° C°ncrete F°undati°n ! IOR 15" int° Mas°nry in acc°rdance with WFCM 3'2'1'7' I ! ! I 3016 ~b x 0.86 SpEcies F~ctor = 2892.9 ~b A,owab~e Load) ' i i i111 I!1 il Ii!!1 I'I, 'Check Tensile Strength of Studs to Transfer Overturning Loads i, , !li! I I III i, [ I i Assume 2 x! 6 in. Spnjc, e-Pine-Fir Double Studs I [ II i '~ I I .et Area o~ Stud iMaxBo~tDia.=i7/8 stus= 2 i I il ~,[1i I[il il I I I l/8,)*W~t.d) = ' ~ il I I I I j iA = stud quantity*(Wstud*H~tud- (fastener dia.* I[ ! 13.50 m I I AllOlWable ¥insi e Slress i I ~ i 560 psi ~SI /AF&PA NDS (200'}) lable 4.3.1 Iii I [ Pt' = Ft' A =l 7560 IJb , > 5946l lb OK, ii J I ~ Ii , I II ~ I , JOB Apex Homes, Inc. QN-14297/NY ~ O~ .-~0(~ ! ! I Your Vision, Made Real. Architects Engineers Surveyors An employee owned company Box 487 Wiliiamspor t, PA 17701 TEL570.323 6603 TOLL FREE 877.323.6603 FAX 570.3239902 SHEET NO. 13.2 OF 15.4 CALCULATED BY SBJ DATE 6/11/2008 C,ECKEDEY ¢~E DATE ¢ [t~/,~' I-arson Design Group JOB NO. 6314-019 Ma,nHouseC ~FFirstStorYl I/ I i /' [ ~ ! i i I ! I I I I IOverturning Connections !_ ; _ ~ ~ j: __/I I i iwrca (2001) 2.2.4 !,l:l; I i Required_Holddown Capacity: T = vsx h- 0.6(DL) i i i IWFCM (2001) Figure ~ ~ II I i ! i ! I i ~ I I ' i I I ' ' i ' ' ;!@ 1st Fl°°r(lstSt°ryM°dulet°F°undati°n) i ' i ~____1 I i ! ',. I -ii°nt, i 'i i I ! , p,flx "' i , I I i T= 615 8.0'_0.6-( ' ' , , I I ~--- il %-I¥ I il, ' iii! iaeadboad= (15'(13.71/2)+12'8)'(14-15/2)I I , ~, ,~1111~ II!I-TIll iRef. Append. #I 2i i Use USP Holddown TDX6 w/(2) 0.875" dia. Bolts in 2"x 6" Double Stud I--I I !and (1)0.875" dia. Anchor Bolt embedded 7" into Concrete Foundation I I i I OR 15" into Masonry in accordance with WFCM 3.2.1.7. i, I '' I(5310 lb x 0'86 species Fact°r: 4566'6 lb AIl°wable LOad) I I ] @ 1st Floor (1st Story Module to Foundation) ! i __ -Rear " T ! ~ I i I I ! I II I I',~, !I , = 336 plf x , 810 'ft. -0.6'( 1789 )= 1614 .!lb i = i ! ~i III~ ' I I I Dead Load = i(15'(13.71/2)+12'8)* (18/2) ' ' i~1 ill ~ I Ref. Append. # 2 I I Simpson Strong-Tie Connector MSTAM36 w/(8) 1/4 x 2 1/4 TitenI r l I ,masonry screws in foundation, and (13) 10d nails in stud. ' i i 1870 lb Allowable Load) , I ! iChee~Tensi'e Stringth °f Studs t° Transfer °''er~urning L°ads i IIII in!!ll!ill , ~Assume 2 x 6 . Spruce-Pine-Fir Double Studs ! i ! IIl~lill! I / i Net Area of Stud I I Max Bolt Dia. = 7/8 # ofstuds = 2 I' I ~1 f III I I I I I~ I li'l I A = stud quantity*(Wstud*Hstud-(fastener dia'+ 1/8 )*Wstud)= i 13'50 !in2 I ,! I', IIIIII I Allowable Tensile Stress I IIIIIlii !1i i i Ft'=FtCDCF=I 560 ]ps, i ANSI / AF&PA NDS (2001) Table 4.3.1 : Allowable Tensile Load I I ; I I II I I I~ I "i i i Pt' = Ft'A = 7560 lb > 4076 lb 'OK t Your Vision. Made Real. I JOB Apex Homes, Inc. QN-14297/NY ~ I Architects Engineers Surveyors SHEETNO. 13.3 OF 15.4 An employee owned company CALCULATED BY SBJ DATE 6/11/2008 I RO. Box 487 Williamsport, PA 17701 CHECKED BY ~.~C ~ DATE TEL570.323.6603 TOLL FREE 877.323 6603 FAX 570323.9902 Larson Design Group JOB NO. 6314-019 Vlain House C i- First Storyi i ' i ! ! I I i ! i , overtuminqconnecuo,,, j - i : / i [WFCU (2001) 2.2.41 ' ~ f' : ;Required Holddown Capacity: T = vs x h- 0.6(DL) i I iWFCM (2001) Figure 2.2d , ~', ~::'~1i'11~~i 1111' I !8 1st Floor (1st Story Module to Foundabon) i I- Typical Left Corner I I ! , ,~:_ , , ! I ' ' I iT=~ 755 plf~ x 8.0 ;ff. -0.6~ 1920 !)= 4888 lb ~ -- [ i Dead Load = (15'(13.71/2)*(18/2)) + (12'8)*((2.71/2)+(18/2)) J Ref. Append. ¢ [ 2 ! Use USP Ho ddown TDX8 w/(3) 0 875 d~a. Bolts ~n 2 x 6 Double Stud ~ : I ; ~I ~OR ~ 5" into Mason~ in accordance with WFCM 3.2.~.7. I I ' ~ j ~ (7780 lb x 0.86 Species Factor = 6690.8 lb Allowable Load) I [ ~ ! ~ I i~-I I I I { [~' ' I t _ ~ i ~ ~stFloor(lstStowUoduletoFounda[ion) i ~-Typi~lRightCorner i ! I I ~ , I I 'i i I ! ~ ~ i I ~ [ ! ~ I i I ~ T~ 3~e Icf x~.0 ~. -0.6'( ~6~ )=1 13~0 ';,~ ~_~_. [ ~ ~ t ~ I I I I ~ Iii i~i.__ ~ ~ ~ ~ i ~Dead L~ad = (15'(13,71/2)*(18/2)) + (i2'8)*((13.7~/2)+(14.15/2)) I I ~I~ I I I i 111111 ~Ref. Append. ~ 2 ~ ~Simpson Strong-Tie Connector MSTAM36 w/(8) 1/4 x 2 1/4 Titen -,~ ~I ~ I] ~mas°nW screws in f°undati°n' and (13) 10d nails in stud'' '<~[0,/ I I ~ I'7b i__ i ' I J ) Allowable Load) ~ ~,Check Tensile Strength of Studs to Transfer Ovedurning Loads ~ i ~ [ Net Area of Stud Max Bolt Dia. = 7/8 !¢ of studs~ 2 ] I I [ A = stud quantity*(Wstud*H~tud- (fastener dia.+ 1/8 )* ~tud) 13 50 lin I i i I i I I ~ ' , I ~ ~ I! iAIIowable~ ~ ~ ~ ~Tensile Stress ~ ~ ; I I ~F,'= F,C~CF= 560 ~psi I ~ ~ANSI / AF&PA NBS (2001) Table 4.3.1 ~ I Allowable Tensile Load ~ I ~ ~ i I ',I ~ ~ ?" ="t'~= ,, z~6o ~>~.~. ~ ~ ox :l ~ I ', i I I : I I I I , ~ ~ ! ! J Your Vision. Made Real J Architects Engineers An employee owned company RO, Box 487 Williamsport, PA 17701 TEL570.323.6603 TOLL FREE 877.323.6603 FAX 570.323.9902 L~rson Design Group st Story Main HouseC - Fir JOB Apex Homes, Inc. QN-14297/NY ~; ti c~lP _/0¢ SHEET NO. 13.4 OF 15.4 CALCULATED BY S BJ DATE 6/1,1/2008 O.ECKEDBY U-¢~-DATE ~ l! ~/c,,~" SCALE 6314-019 ~ nails 1.5 ff above floor to avoid straps w/nails, therefore reduce wall height by 1.5 ft I Spacing of (2) 16d nails = 6.5 I ft. wail height / half of quantity of nails = Use (2) 16d nails @ 5 in o.c. along length of stud at end of shear wall I I I Your Vision. Made Real JOB Architects Engineers Surveyors SHEETNO, 13.5 OF 15.4 An employee owned company CALCULATED BY SBJ DATE 6/;I 1/2008 RO. Box 487 Williamsport, PA 17701 CHECKED BY ~r~.... DATE ~2 fl,J- (01~} TEL570.323.6603 TOLL FREE 877.323.6603 FAX 570.323.9902 Apex Homes, Inc. QN-14297/NY I-arson Design Group SCALE 6314-019 Main HouseC I-FirstStory~ i i I i : i i i I~ J L ~J I !' , ,iii', ' i I , 'Overturnin,q ConnectionsIi ~ i ~ ' i __~., ,i I i WFCM(2001)2.2.4i I t i I I I I Required Holddown Capac ty' T = vs x h - 0 6(DL) i WFCM (2001) F gure 2 2d · , !_1 , , , , , I ~ ~ I I, _~ , I i @ 1st Floor (1st Story Module to Foundation) I - Typical R~ght Corner ! i i : i MaxT=, 615 bi x 80 ft i-06 ( [ 1407 ,)= 4076 lb I ''' ' ' ' I I-'~--~-' '' i -~ I I i ] , _ I!l , ~ i [ !DeadLoad= =__ .](15'(1371/2)+12'8)*(1415/2)!. I~1 I, ' i! I! __ i I I IAIl~ateral Capacity of 16d Toenails m S~ngle Shear I ~ i ! i I z' =ZCD= !141 !lb i I ANSI/AF&PANDS(2005)Tablel0.3.1 I i i :Nails Required =MaxT/Z'= 29 Nails i__~ , ! I I !_i I I ! ,__ I ' .~. ~ i I i ' Place nails 1.5 ft above floor to avoid straps w/nails, therefore reduce wall height by 1.5 ft_.'i i',!i! Ii ', iillllllill'l!i i _ spacing of (2) 16d nails = I 6.5 ft. wall height / half of quantity of nails = 5.38 in. i I I i i Use (2) 16d nails @ 5 in c.c. along length of stud at end of shear wall , , I Iii iI ',,i i, ~ I I I i I, ! I , I I ' i I I I ' , , ! ! Ii i i [ il , I ,I i I ,, i I II,! ! I ,', i I ~ ! I~ ~ I, ! i ! i i ~ ' , ' ' ' i I Iii ' I I , , ! ~ I I I I Larson Design Group Your V[siom Mode Real. Architects Engineers Surveyors An employee owned compar~y Box 487 Williamspor~. PA 17701 TEL570.323.6603 TOLL FREE 877,323,6603 FAX 570.323.9902 C i-FirstStowi i I UpliffConnectionsli I I Stow Building, 12[ 12Roof, JOB SHEET NO. CALCULATED BY CHECKED BY JOB NO. Ref. Sheet 7 : , 11 1st Stow Wall to Foundation Connection Load i !1 i, iW~thlnI' ' '6 IJif' of Corners = j 352 'Ref. Append.# 3 Apex Homes, inc. QN-14297/NY ~'~ C~ F' ~ O¢¢ 14 OF 15.4 S BJ DATE 6/11/2008 6314-019 [ I ~ i . iWFCM (2001) 2.2.3' i ; !Se; Table 2.2A Footnote 5 1 )If- 60 plf = 292 !plf jNotwithin ] 6 ft. of Corners= 26, iplf- 60 plf = i 204 !plf 1st Stow Wall to Foundation Connection (Stud to Masonry iConnector: iSimpson Strong-Tie Connector MSTAM36 w/(8) 1/4 x 2 1/4 Titen ! masonry screws in )undation, and (13) 1Od nails in stud. !Allowable Load = 1870 lib I e: Rafters and studs at 16 o.c. per Plans) Maximum Spacing Req'd Uplift Load 292 77 lin. [Within , 6 ft. of Corners Provided Spacing Not within ft. of Corners 204 iplf 48 in. I I Larson Design Group Main House C ~ Your Vision. Made Real. Architects Engineers Surveyors An employee owned company Box 487 WilliamspodL, PA 17701 TEL570.323.6603 TOLL FREE 877.323.6603 FAX 570.323~9902 ,!Sliding Connections Design 1st Story Module to Sill Required Lateral Capacity JOB Apex Homes, Inc. QN-14297/NY SHEET NO. 15.1 OF 15.4 CALCULATED BY SBJ DATE 6/11/2008 C.EC.ED 5V 15cF._ DATE JO8 NO. 6314-019 ~ - Left Capacity of 16d Toenails in Single Shear 'Z' = Z CD Ctn -- 117 lib (Vroof) / (2* ANSI / AF&PA NDS (2001) Table 10.3.1 675 !plf ,Ref. Sheet 5 and J I (Vroof) / (2' 0 l) 1st Story Wall to Foundation Connection (Stud to Masonry / Concrete)! Nail Spacing (in.) Lateral Capacity (pi0 ~, i '1 Main House A I Sheet 10.2 , 351 <== Can not obtain required capacity with 16d toenail Use USP Lateral Plate Tie MP4F Type 1 Installation w/(6) 8d nails in Perimeter Band and (6) 8d nails in Sill Plate (725 lb Allowable Load) Tie Spacing (in.) Lateral Capacity (plf) Ref. Append. # <== Use USP Lateral Plata Tie MP4F at 12 in. o.c Design Sill Plate to Foundation Connection Allowable Lateral Capacity for in. dia. Bolt in Single Shear Parallel to the Grain Z' Z// CD = Bolt Spacing (ff.) Lateral Capacity (plf) <== Use 1/2 in. dia. Anchor Bolts at 1.5 ft. o.c. JOB Apex Homes, Inc. QN-14297/NY ~ OF ,~0(~ I I I Your Vision, MocJe Real I Architects Engineers Surveyors An emptoyee owned company RO. Box 487 Williamspod, PA 17701 TEL570.323 6603 TOLL FREE 877.323.6603 FAX 570.323.9902 SHEET NO. 15.2 OF 15.4 CALCUli, TED BY SBJ DATE 6/,11/2¢08 CHECKED BY ~) (-¢~,~. DATE La.on D~sign Group JOB NO. 6314-019 Main House C i_ First StoW i ! I I i I !S d n.q Connections ! i ' I , i , i J !',! : i ' I I I, , I :, !' ilRiighti '' i i :~ i I '" i , :Design 1st Stow Module to Sill Plate Connection i ' I I i I i i r I !" ii AIIowab,le Lateral Capacity of16d Toenails in Single Shear ii I RequiredLateralCapacitYl__;I VperPl= (Vr f)/(2* 27.50,)=! 117 iplfl i :Ref. Sheet5 ] ~_~_ , , , ,', , 0 0 p~f! i [ ! I ! I _1 ]' I ! "I Ti !' ~ i I i I I' i I I, ' ~ I ; ; . __. , ' , I i I ' ' I i ]1st StowWallto Foundation Connection (Stud to MasonW/concrete)! ' i ] ] I : I ] iNail Spacing (in.) ] Lateral Capacity (plf) ] , I I , I ] i 6 i i ], ] 234 ,<==Use16dnailsat6in. o.c. ], , , ! ] ] ] ] 467 I ill i I , , i I ]I i i I I i I iiii!, i, Ii i I ii! ii ''i I fiji ',1' , i~ I I i ! I I I i I , I I I i ' I ' , ii, i ' , I i ', I i I I ~I Ii,i! ' I ii , , , -~-i i I I I !' ~ I ii I' ' ! II I ,!ii ,, ii ;Des gn SiU Plate t° F°undati°n C°nnecU°n i l I i I I I I I I i I i I I , ' I I I,I I ' I i il I Allowable Lateral Capacity for 1/2.in. dia. Bolt in Single Shear Parallel to the Grain ~ i I II Iii- I I !! !! Ill , , , , , ,il il , [ ;Bolt Spacing (ff.) I lLateral Capacity (P 0 , i I I = ii II 4 J 1112~ I<== Use 1/2 in. dia. Anchor Bolts at 4 ft. c.c., I ' , ! , I I Your Vision. Made Real. Architects Engineers An employee owned company Surveyors RO. Box 487 Wil[iamsport, PA 17701 TEL570.323 6603 TOLl- FREE 877.323.6603 F~( 570.323.9902 JOB Apex Homes, Inc. QN-14297/NY ~-~' O ~' ,~ 0(,¢ SHEET NO. CALCULATED BY CHECKED BY JOBNO. 15.3 OF 15.4 SBJ DATE 6/11/2008 6314-019 Main HouseCi- FirstStory;I i I _~_ i i i I I i i i i i ' i ,iTl ' I ' I ' ! ' I ' ' i i i i i ' i Slidin.qConnections I I i r i' I ~ I i i, I ' I I i Design 1st Story Module to Sill Plate Connection ! i - Front: I I j i ': I J i IAllowable Lateral Capacity of 16d Toenails in Single Shear ! I j__~ ! z = z CD C~ -- I117 lb [ :ANS/AF&PANDS(2001~)Tabel03~Ij_ RequiredLateralCapacity~_ i Vpe~pj = i(Vro~f)/(2 i )= 0 !plf i ~ - ! j Vparallel[=!(Vroof)/(2* 18.00 )= 165 Ipf j ~' ~ ', _~rr " ............ __ Z__.~__ ! I 1st Story Wall to Foundation Connection (Stud to Masonw / Concrete)l [ i , i ~ .Na,,Spao, n~<,n.>. La,e,a~Capao,y<,~0 II i I ~ ' IIi 6 ! I ~ 2~ <==Use16dnasat6 n cc ~ 3 467 , ,~__, I ,~, I ~ . I , , I I I I I ~ ! ! i ~ , ~ ! i [ [ ! ~ ! ~ ~'-'/- I I I Design Sill Plate to Foundation ConneXion : . ' I ! I i I !~11i1~il I: ' ! ~ Allowable Lateral Capaci~ for11/2 in. dia. Bolt in Single Shear Parallel to the Grain I I rz' = ~/CD= ~056 [~b i i I ! ~ B°lt Spacing (ff-~ ! Lateral Capacity (¢~ ~ I II I I~ I : ~ 4 ~ I I 264 <== Use1/2 n da An~horBotsat4ff cc - '13'5 i I i!3°2' f I '1' '~" I I 3 ~ j 352 i ~ ¢1 2 ~j !528 !~ _, i ; 1 5 I 704 ] ~ I ~ I I I ! i , ! i I I ~ I ! I I ! I ~ I ¢ I I Your Vision. Made Real L~rson D~sign Group Re. Box 487 Williamspod, PA 17701 'tEL570 323.6603 TOLL FREE 877.323.6603 FAX 570.323.9902 JOB Apex Homes, Inc. SHEET NO. 15.4 OF 15.4 CALCULATED BY SBJ DATE 6/J 1/2008 CHEOKEDBY , DATE "¢! !,¢- 0~L'/ JoB NO. 6314-019 I ! I ;Design 1st Story Module to Sill Plate Connection', !i-Rear, , I' I 'Al owab e Latera Capacity of16d Toenails in Single Shear ! f ! i, I , , ~ z'--, z CD Ctn = ~17 ,"b ,i ! !ANSl/AF&PANDS(2001)Tablel0.3.11_ -!"-I Required Lateral Capacity I I Vp~Pl = l(Vr°°f) / (2' I i)= 0 !plf 1st Story Wall to Foundation Connection (Stud to MasonW / Concrete) I i '-'- :NaitSpacing (in')~ 'LateralCapaci~ (PI0 I ~ i I ii 35~ I I ! ' ' ' ~',4~7 ,~1 ,, i I I i I ~ ' ~ I I i ~ I ~ I I I I ~ I I ~ I I I i I ' : I I Bolt Spacing (ff.) ~ Lateral Capaci~ (pio ~ I ~ 4 [! j 264 ~<== Use 1/2 in. dia. Anchor Bolts at 4ff. o.c.,, r 12 ! 528 I ~ I , , I ~1.5 j r 704 ~ ~ , ~ [ I I I ' I ~ I i I I Your Vision. Made Real. JOB Design Group Apex Homes QN-14297/NY Architects Engineers Surveyors ..~ 0 (~ An employee owned company RO, Box 487 Williamsport, PA 17701 TEL570.323.6603 TOLL FREE B77.323.6603 FAX 570.323.9902 CALCULATEDBY SBJ DATE CHECKEDBY '~J~. DATE JOBNO. 6314-019 6/11/2008 ROOF SYSTEM I CONNECTIONS J ! I ~ i I , J ! ~RafterSpacingJ J 16 lin j I ' i " : , J j J ilil i i' '' ' ~ 'i I i L I i i' iSn°wL°ad(p¢- ' I' i' ~ i ' I ' I ' ''= 2oi ipsfii I I;(BCNYS Figure1608'2)1 i i i i i' i' ', ' = ~ , ~,,, , I I I !"'I iRoofPitch j i=_ i12:12! I I i I j I i : ! i !ii l i, ] IDead, Load l = ! lj0 J , I 13.33 plf j ,! , ; iLiveLo~d i != 130 jpsfI Jl.333 - 4o :plf J(A~icw/bivingSpace) I J ' ! i i Is.owLo~d~ c~ o.63L ! ~ASCEZ-0ZF~gure7-2)i ~ I i ' , , , ~ , Ill I , , ~ ' __ _cfi I 1.1i ~ [(ASCE~-0Z'Table7-3) I '' I ' : , , . i i ~ ,~.,o2 :* 1.333 = 1,2.9 p'fl ~ I i ! ~ i.~ ! : 1.5 *l9'702 ~ i I -. ~, r' ' , .~:0 i I ; I i ( , ~ ~ i , il ! I. ~ ,¢ I ]= 14.55 !psf ]*~ ~ 1.333, ,=' I 19.4 ~"~fi I I" j ' i I i ; il! ' ~ I . ! , r i i~r, ~ I i , ~ i ! ii ~lConved Snow Load from Horizontal Projection to Sloping Load ' ~ I ] ~Balanced Snow l= 12.9 I . I , ~ I ~ __ ~ ~UnbalancedSnow _ I= i 19.4 plf * 0.707 = I 13.7 )If' ~ STRUCTURA~ DESIGN TABLE 1609.6.2.1(3) ROOF OVERHANG NET DESIGN WIND PRESSURE (COMPONENT AND CLADDING), P,~o (Exposure B at h = 30 feet with I~, = 1.0) (psf) (sq. 9O lO -21.0 20 50 -20.1 -19.8 100 -25.5 -24.9 -24.4 BASIC WIND SPEED V (mph---3-seconcl gust) 110 -35.8 140 4.9.9 -83.7 mo -34.6 4.2.7 -51.6 -27,1 -33.5 -40.5 -65.7 -17.3 -21.4 -25.9 4.1.9 -12.2 -33.5 -33.5 -33.5 -33.5 -56.4 -50.9 -43.6 -27.2 -27.2 -27.2 -30.9 -24.7 -23.0 -22.2 -24.7 -24.0 -22.2 -30.5 -29.6 -14.8 -40.6 -40.6 -40.6 -61.6 -52.8 -46.1 -36.9 -343 -33.2 -36.9 -35.8 -34.3 -33.2 120 130 -43.8 -43.0 -42.0 -30.8 -36.1 -17.6 -20.6 -48.3 -56.7 -48.3 -56.7 -48.3 -56.7 4.8.3 -56,7 -81.2 -95.3 -73.3 -86.0 -62.8 -73.7 -54.9 -64.4 -43.9 -51.5 -42.6 -50.0 -40.8 .47.9 -39.5 .46.4 4.2.6 -50.0 -40.8 47.9 -39.5 46.4 -28.4 -30.5 -29.6 -27.4 -23.9 -65.7 -65.7 -65.7 -110.6 -99.8 -74.7 -59.8 -59.8 150 170 -58.3 -74.9 -57.3 -73.6 -55.9 -71.8 -96,0 -123.4 -75.4 -96.8 -27.4 r35.2 -75.5 -96.9 -75.5 -96.9 -75.5 -96.9 -75.5 -96.9 -126.9 -163.0 -68.6 -88.1 -61.7 -79.3 -68.6 -88.1 46.5 -85.5 -63.8 -82.2 -61.7 -79.3 Oor SI: lfoot=304.8mm, ldegree=O.O174rad,lmileperh°ur=O'45m/s'lp°undpersquaref°°t=47'9Nln2' r effective areas between those given above, the load is permitted to be interpolated, otherwise use the load msociated with the l~ver effective ~rea. TABLE 1609.6.2.1 (4) ADJUSTMENT FACTOR FOR BUILDING HEIGHT AND EXPOSURE, (L) M~AN ROOF HEIGHT (feet) 30 35 1.00 EXPOSURE 1.21 1.35 O 1 35 1.61 1.00 1.40 1.66 1.05 1.45 1.70 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.22 1.62 1.87 For SI: 1 foot = 304.8 mm. i:a. All table values shall be adjusted for other exposures and heighm by multiplying by the above c~efficients. CODE OF NEW YORK STATE 283 I I I I I I I I I I I I I. I I I I TABLE 1609.6.2.1(2) NET DESIGN WIND PRESSURE (COMPONENT AND CLADDING), P.m (Exposure B at h = 30 feet with I. = 1.0) (psf) EFFECTIVE BASIC WIND SPEED V (mph~-second gost) '1 ZONE AREA 85 90 100 110 130 140 150 170 ~ ~o 5.3 -13.0 5.9 -14.6 7.3 -18.0 8.9 -21.8 10.5 -25.9 12.4 -30.4 14.3 -35.3 16.~ -40.5 21.1 -52.0 I 20 5.0 -12.7 5.6 -14.2 6.9 -17.5 8.3 -21.2 9.9 -25.2 11.6 -29.6 13.4 -34.4 15.4 -39.4 19.8 -50.7~ ~ o0 4.5 -12.2 5.1 -13.7 6.3 -16.9 7.6 -20.5 9.0 -24.4 10.6 -28.6 12.3 -33.2 14.1 -38.1 18 1 ~ ~ ~o0 4.2 -11.9' 4.7 -13.3 5.8 -16.5 7.0 -19.9 8.3 1-23.7 9.8 -27.8 11.4 -32.3 13.0 -37.0 16.7 ~7.6~ 2 1o 5.3 -21.8 5.9 -24.4 7.3 -30.2 8.9 -36.5 10.5 ~3.5 12.4 -51.0 14.3 -59.2 16.5 -67.9 21.1 -87.2 2 20 5.0 -19.5 5.6 -21.8 6.9 -27.0 8.3 -32.6 9.9. -38.8 11.6 -45.6 13.4 -52.9 15.4 -60.7 19.8 -78.0 2 so 4.5 i -16.4 5.1 -18.4 6.3 -22.7 7.6 -27.5 9.0 -32.7 10.6 -38.4 12.3 -44.5 14.1 -51.1 18.1 -65.7 z ~oo 4.2 -14.1 4.7 -15.8 5.8 -19.5 7.0 -23.6 8.3 -28.1 9.8 -33.0 11.4 -38.2 13.0 -43.9 16.7 -56.4 ~ lO 5.3 -32.8 5.9 -36.8 7.3 -45.4 8.9 -55.0 10.5 -65.4 12.4 -76.8 14.3 -89.0 16.5 -102.2 21.1 -131.3 3 o0 5.0 -27.2 5.6 -30.5 6.9 -37.6 g.3 -45.5 9.9 -54.2 11.6 -63.6 13.4 -73.8 15.4 -$4.7 19.8 -108.7 ~ so 4.5 -19.7 5.1 -22.1 6.3 -27.3 7.6 -33.1 9.0 -39.3 10.6 -46.2 12.3 -53.5 14.1 -61.5 18.1 -78.9 a ~o0 4.2 -14.1 4.7 -15.8 5.8 -19.5 7.0 -23.6 8.3 -28.1 9.8 i-33.0! 11.4 -38.2 13.0 -43,9 16.7 -56.4 ~ Io 7.5 -11.9 8.4 -13.3 10.4 -16.5 12.5 -19.9 14.9 -23.7 17.5 -27.8 20.3 -32.3 23.3 -37.0 30.0 -47.6 i 20 6.8 -11.6 7.7 -13.0 9.4 -16.0 11.4 -19.4 13.6 -23.0 16.0 -27.0 18.5 -31.4 21.3 1-36.0 27.3 -46.3 I so 6.0 -iL1 6.7 -12.5 8.2 -15.4 10.0 -18.6 11.9 -22.2 13.9 -26.0 16.1 -30.2 18.5 -34.6 23.8 ~{4.5 ~ ~oo 5.3 -10.8 5.9 -12.1 7.3 -14.9 8.9 -18.1 10.5 -21.5 12.4 -25.2 14.3 -29.3 16.5 -33.6 21.1 -43.2. 2 lO 7.5 -20.7 8.4 -23.2 10.4 -28.7 12.5 -34.7 14.9 -41.3 17.5 20.3 23.3 30.0 2 2O 6.8 -19.0 7.7 -21.4 9.4 -26.4 11.4 -31.9 13.6 -38.0 16.0 -44.6 18.5 -51.7 21.3 -59.3 27.3 -76.2 2 so 6.0 -16.9 6.7 -18.9 8.2 -23.3 10.0 -28.2 11.9 -33.6 13.9 -39.4 16.1 -45.7 18.5 -52.5 23.8 -67.4 2 100 5.3 -15.2 5.9 -17.0 7.3 -21.0 8.9 -25.5 10.5 -30.3 12.4 -35.6 143 -41.2: 16.5 -47.3 21.1 -60.8 ~ ~o 7.5 -30.6 8.4 -34.3 10.4 -42.4 12.5 -51.3 14.9 -61.0 17.5 -71.6 20.3 -83.1 23.3 -95.4 30.0 .1223 $ 2{) 6.8 -28.6 7.7 -32.1 9.4 -39.6 11.4 -47.9 13.6 -57.1 16.0 -67.0 18.5 -77.7 21.3 -89.2 27.3 d14.5 ~ so 6.0 -26.0 6.7 -29.1 8.2 -36.0 10.0 -43.5 11.9 -51.8 13.9 -60.8 16.1 -70.5 18.5 -81.0 23.8 .104.~ $ lOO 5.3 -24.0 5.9 -26.9 7.3 -33.2 8.9 -40.2 10.5 -47.9 12.4 -56.2 14.3 -65.1 16.5 -74.8 2LI -96.0' { ~o 11.9 -13.0 I 13.3 -14.6 16.5 -18.0 19.9 -21.8 23.7 -25.9 27.8 -30.4 32.3 -35.3 37.0 ~0.5 47.6 -52.0 I 20 11.6 -12.3 13.0 -13.8 16.0 -17.1 19.4 -20.7 23.0 -24.6 27.0 -28.9 31.4 -33.5 36.0 -38.4 46.3 -49.3 ~ so ll.1 -11.5 12.5 -12.8 15.4 -15.9 18.6 -19.2 22.2 , _22.8 26.0 -26.8 30.2 -31.1 34.6 -35.7 44.5 -45.8 I lo0 10,8 -10,8 12.1 -12.1 14.9 -14.9 18,1 -18.1 21.5 -21.5 25,2 -25.2 29.3 -29,3 33,6 -33.6 43.2 -43.2 2 mO 11.9 -15.2 13.3 -17.0 16.5 -21.0 19.9 -25.5 23.7 -30.3 27.8 -35.6 32.3 -41.2 37.0 -47.3 47.6 -60.8 2 ~0 11.6 -14.5 13.0 -16.3 16.0 -20.1 19.4 -24.3 23.0 -29.0 27.0 -34.0 31.4 -39.4 36.0 -45.3 46.3 -58.1 2 1CO 10.8 -13.0 12.1 -14.6 14.9 -18.0 18.1 -21.8 21.5 -25.9 25.2 -30.4 29.3 -35.3 33.6 -40.5 43.2 -52.0 a ~o 11.9 -15.2 13.3 -17.0 ]6.5 -21.0 19.9 -25.5 23~.7 -30~.3 27.8 -35.6 32.3 -41.2 37.0 -47.3 47.6 -60.8 ~ ~o 1].6 -14.5 13.0 -16.3 16.0 -20.1 19.4 -24.3 23.0 -29.0 27.0 -34.0 31.4 -39.4 36.0 -45.3 46.3 -58.1 ~ 5o ll.l -13.7 12.5 -15.3 15.4 -18.9 18.6 -22.9 22,~2 -27.2 26~0 -32.0 30..._~2-37.1 34.6 -42.5 44.5 -54,6 ~ ~o0 10.8 -13.0 12.1 -14.6 14.9 -18.0 18.1 -21.8 21.5 -25.9 25.2 -30.4' 29.3 -35.3 33.6 -40.5 43.2 -52.O 4 lO 13.0 -14.1 14.6 -15.8 18.0 -19.5 21.8 -23.6 25.9 -28.1 30.4 -33.0 35.3 -38.2 40.5 -43.9 52.0 -56.4 4 20 12.4 -13.5 13.9 -15.1 17.2 -18.7 20.8 -2~.6 24.7 -26.9 29.0 -31.6 33.7 -36.7 38.7 -42.1 49.6 -54.~1 4 so 11.6 -12.7 13.0 -14.3 16.1 -17.6 19.5 -21.3 23.2 -25.4 27.2 -29.8 31.6 -34.6 36.2 ,-39.7 46.6 -5L..~ 4 ~o0 11.1 -12.2 12.4 -13.6 15.3 -16.8 18.5 -20.4 22.0 -24.2 25.9 -28.4 30.0 -33.0 34.4 -37.8 44.2 -48.6 4 5o0 9.7 -10.8 10.9 -12.1' 13.4 -14.9 16.2 -18.1 19.3 -21.5 22.7 -25.2 26.3 -29.3 30.2 -33.6 38.8 -43..._~ s ~o 13.0 -17.4 14.6 -19.5 18.0 -24.I 21.8 -29.1 25.9 -34.7 30.4 ~0.7 35.3 -47.2 40.5 -54.2 52.0 -69...~ 5 20 12.4 -16.2 13.9 -18.2 17.2 -22.5 20.8 -27.2 24.7 -32.4 29.0 -38.0 33.7 ~4.0 38.7 ]-50.5 49.6 -64..~ s so 11.6 -14.7 13.0 -16.5 16.1 -20,3 19.5 -24.6 23,2 -29.3 27.2 -34.3 31.6 -39,8 36.2 -45.7 46.6 -58.._2 s lOO 11.1 -13.5 12.4 -15.] 15.3 -18.7 18.5 -22.6 22.0 -26.9 25.9 -31.6 30.0 -36.7 34.4 -42.1 44.2 -54.._~ s o0o 9.7 -I0.8 10.9 -12.1 13.4 -14.9 16.2 -1SA 19.3 -21.5 22.7 -25.2 26.3 -29.3 30.2 -33.6 38.8 -~3..~ For SI: i foot = 304.8 mm, 1 degree = 0.0174 rad, I mile per hour = 0.44 m/s, 1 pound per square foot = 47.9 N/m2. NOTE: For effec~ve areas between those gNen above, the load is permitted to be interpolated, othenvise use the load associated with the lover effective 282 BUILDING CODE OF NEW Y I I I I I I I I I I I I I I I I I I I Job Title QN-14297/NY Job No 6314-019 Part Ref Sheet No Rev By SBJ Dat~12.Jun.08 Chd ~C~ (~0~3 Client APEX HOMES, INC. File 121228.std IDate/Time 12-Jun-2008 08:08 /~6 7 15 1-1. J5 13 11 12 2 2 ~ 3 4 4 ?:5 Load 1 Whole Structure Print Time/Date: 12/C6/200808:09 STAAD.Pro for Windows 20.07.02.15 Pdnt Run 1 of 1 Thursday, June 12, 2008, 08:09 AM I I I I I I I I I I I I ! I I I I PAGE NO. 1 * Version 2007 Build 02 * * Research Engineers, Intl. * * Date= ~ 12, 2008 * * Time= 8: 8:51 * * USER ID: Larson Design Group, Inc. * 1. STAAD PLANE INPUT FILE: 121228.STD 2. START JOB INFORMATION 3. JOB NA14E QN-14297/NY 4. JOB CLIENT APEX HOMES, INC. 5. JOB NO 6314-019 6. ENGINEER NA=ME SBJ 7. ENGINEER DATE 12-JUN-08 8. END JOB INFOP~MATION 9. INPUT WIDTH 79 10. UNIT INCHES POUND 11. JOINT COORDINATES 12. 1 0 0 0; 2 69 0 0; 3 165 0 0; 4 261 0 0; 5 330 0 0; 6 69 69 0; 7 100.5 100.5 0 13. 8 117.5 117.5 0; 9 165 I65 0; 10 212.5 117.5 0; 11 229.5 100.5 0; 12 261 69 0 14. MEMBER INCIDENCES 15. 1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 1 6; 6 6 7; 7 7 8; 8 8 9; 9 9 10; 10 10 11 17. DEFINE MATERIAL START 18. ISOTROPIC SPFR N2 2X4 19. E 1.4E+006 20. POISSON 0.15 21. DENSITY 0.0144676 23. ISOTROPIC SPFR N2 2X6 24. E 1.4E+006 25. POISSON 0.15 26. DENSITY 0.0144676 27. A2LPPLA 5.5E-006 28. ISOTROPIC SPFR N2 2X8 29. E 1.4E+006 30. POISSON 0.15 31. DENSITY 0.0144676 32. ALPHA 5.5E-006 33. ISOTROPIC S?FR N2 2X10 34. E 1.4E+006 35. POISSON 0.15 36. DENSITY 0.0144676 37. ALPHA 5.5E-006 38. END DEFINE MATERIAL 39. MEMBER PROPERTY AITC 40. 13 14 T~LE ST SPFR N2 2X4 L:\Struct Eng Group\Projects\6314 Apex Homes\14297-O18-O19\STAAD\121228.anl Page 1 of 32 Thursday, June 12, 2008, 08:09 AM STAAD PLANE -- PAGE NO. 41. 8 9 TABLE ST SPFR N2 2X6 v 42. 15 TABLE ST SPFR =X8 43. 1 TO 7 10 TO 12 TkBLE ST SPFR N2 2X10 / 44. CONSTA~NTS 45. MATERI/LL SPFR N2 2X4 MEMB 13 14z 46. 5LATERIAL SPFR N2 2X6 MEMB 8 ~ 47. MATERI;LL SPFR N2 2X8 MEMB 15 48. MATERIAL SPFR N2_2X10 MEMB 1 TO 7 10 TO 12 ~ 49. MEMBER TRUSS 50. 13 TO 15 51. MEMBER RELEASE 52. 2 7 8 12 END MW 53. 5 10 START MZ/ 54. SUPPORTS 55. 3 PINNED 56. 1 5 FIXED BUT FX MZ 57. UNIT FEET POUND 58. LOAD 1 DEAD 59. MEMBER LOAD 60. 1 TO 15 UNI GY -13.33/ 61. LOAD 2 LIVE - ATTIC LIVING SPACE 62. MEMBER LOAD 63. 1 TO 4 UNI GY -40 64. LOAD 3 LIVE - ROOF 65. MEMBER LOAD 66. 5 TO 12 UNI GY -26.67 / 67. LOAD 4 BALANCED SNOW (PG=20) 68. MEMBER LOAD 69. 5 TO 12 UNI GY -9.1( 70. LOAD 5 UNBA/~ANCED SNOW (PG=20) 71. MEMBER LOAD 72. 5 TO 8 UNI GY -13.7 73. LOAD 6 120 MPH WIND (SUCTION) 74. MEMBER LOAD 75. 5 TO 12 UNI Y 49.69 j 76. LOAD 7 120 MPH WIND (POS PRESSURE) 77. MEMBER LOAD 78. 5 TO 12 UNI Y -38.87/ 79. LOAD COMB 101 D+L (DEAD AND LIVE ONLY) 83. LOAD COMB 103 D+S (UNBAJ~ANCED) 85. LOAD COMB 104 D+L+S (BA~J~NCED) 86. 1 1.0 2 0.75 4 0.75 87. LOAD COMB 105 D+L+S (UNBAJ~ANCED) 88. 1 1.0 2 0.75 5 0.75 89. LOAD COMB 106 D+LR (DEAD ARD ROOF LIVE ONLY) 91. LOAD COMB 107 D+L+LR (LIVE, ROOF LIVE) 92. 1 1.0 2 0.75 3 0.75 93. LOAD COMB 108 D+W (POS PRESSURE) 95. LOAD COMB 109 D+L+S+W {BAL~CED, POS PRESSURE) 96. 1 1.0 2 0.75 4 0.75 7 0.75 2 IL:\Struct Eng Group\Projects\6314 Apex Homes\14297-O18-O19\STAAD\121228.anl Page 2 of 32 I Thursday, June 12, 2008, 08:09 AM I I I I I I I I I I I I I I I I I ST/LAD PLANE 97. LOAD COMB 110 D+L+S+W (UNBALANCED, POS PRESSURE) 98. 1 1.0 2 0.75 5 0.75 7 0.75 99. LOAD COMB 111 D+L+LR+W (ROOF LIVE, POS PRESSURE) 100. 1 1.0 2 0.75 3 0.75 7 0.75 101. LOAD COMB 112 0.6D+W (SUCTION) 102. 1 0.6 6 1.0 103. UNIT INCHES POUND 104. PERFORM ANALYSIS -- PAGE NO. PROBLEM STATISTICS ~ER OF JOINTS/~24BER+ELEMENTS/SUPPORTS = 12/ SOLVER USED IS THE OUT-OF-COPE BJ%SIC SOL~ER SIZE OF STIF~SS MATRIX = PEQP. D/AVAIL. DISK SPACE = 15/ 3 12.0/ 460865.6 MB 32 105. LOAD LIST 1 101 TO 112 106. PRINT MEMBER INFORMATION ALL IL:\Struct Eng Group\Projects\6314 Apex Homes\14297 O18-O19\STAAD\I21228.anl Page 3 of 32 I Z~sday~ ~ ~2~ 2008~ 08;0~ ~ I I I I I I I I I I I I I I I I I I STAAD PLANE -- PAGE NO. 4 ~ER START END LENGTH BETA JOINT JOINT {INCH) (DEG) P~LEASES 1 1 2 69.000 0.00 2 2 3 96.000 0.00 000000000001 3 3 4 96.000 0.00 4 4 5 69.000 0.00 5 1 6 97.581 0.00 000001000000 6 6 7 44.548 0.00 7 7 8 24.042 0.00 000000000001 8 8 9 67.175 0.00 000000000001 9 9 10 67.175 0.00 10 10 11 24.042 0.00 000001008000 11 11 12 44.548 0.00 12 12 5 97.581 0.00 000000000001 13 2 6 69.000 TRUSS 14 4 12 69.000 TRUSS 15 7 11 129.000 TRUSS ************ END OF DATA FROM INTERNAL STORAGE ************ 107. PRINT MAXFORCE ENVELOPE ALL L: \Struct Eng Group\Projects\6314 Apex Homes\14297-O18-O19\STAAD\121228.anl Page 4 of 32 Thursday, June 12, 2008, 08:09 AM I I I I I I I I I I I I I I I I I I STAAD PIJ~NE -- PAGE NO. 5 MEMBER FORCE ENVELOPE ALL UNITS ARE POUN INCH MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS MEMB FY/ DIST LD MZ/ DIST LD FZ DIST LD MY DIST LD ~X DIST LD 1 MAX 232.90 0.00 110 2731.06 69.00 112 0.00 0.00 1 0.00 0.00 1 39.94 C 0.00 112 MIN -129.57 69.00 101 -7508.28 63.25 110 0.00 69.00 112 0.00 69.00 112 899.95 T 69.00 111 2 MAX 196.25 0.00 101 2731.06 0.00 112 0.00 0.00 1 0.00 0.00 1 39.94 C 0.00 112 MIN -251.18 96.00 110 -8725.67 24.00 110 0.00 96.00 112 0.09 96.00 112 899.95 T 96.90 111 3 MAX 230.39 0.00 101 2731.05 96.00 112 0.00 0.00 1 0.00 0.00 1 39.94 C 0.00 112 MIN -196.25 96.00 101 -6981.64 64.00 111 0.00 96.00 112 0.00 96.00 112 899.95 T 96.00 111 4 MAX 146.32 0.00 105 2731.05 0.80 112 0.00 0.00 1 0.00 0.00 1 39.94 C 0.00 112 MIN -195.97 69.00 111 -5306.34 17.25 111 8.00 69.00 112 0.00 69.00 112 899.95 T 69.00 111 5 MAX 334.14 0.00 111 5155.32 56.92 112 0.00 0.00 1 0.00 0.00 1 1606.86 C 0.00 111 MIN -195.01 0.00 112 -12688.11 73.19 111 0.00 97.58 112 0.00 97.58 112 297.48 T 97.58 112 6 MAX 207.04 44.55 112 4817.48 44.55 111 0.00 0.00 1 0.00 0.00 i 1237.12 C 0.90 111 MIN -468.38 44.55 111 -11688.10 0.00 111 0.00 44.55 112 0.00 44.55 112 437.98 T 44.55 112 7 MA=X 253.19 0.00 111 4817.48 0.00 111 0.00 0.00 1 0.00 0.00 1 326.73 C 0.0O 111 MIN -211.47 0.00 112 -4023.66 0.00 112 0.00 24.04 112 0.80 24.04 112 91.59 T 24.04 112 8 MAX 147.57 0.00 111 2069.85 33.59 112 0.00 0.00 1 0.00 0.00 1 279.51 C 0.00 111 MIN -147.57 67.18 111 -2478.22 33.59 111 0.00 67.18 112 0.00 67.18 112 123.25 T 67.18 112 9 MAX 147.57 0.98 111 2069.85 33.59 112 0.00 0.08 1 0.00 0.00 1 279.51 C 67.18 111 L:\Struct Eng Group\Projects\6314 Apex Homes\i4297 018 O19\STAAD\121228.anl Page 5 of 32 Thursday, June 12, 2008, 08:09 AM I I I I I I I I I I I I I I I I I I STAAD PLANE -- PAGE NO. MIN -147.57 67.18 111 -2478.22 33.59 111 0.00 67.18 112 0.00 67.18 112 123.25 T 0.00 10 MAX 211.47 24.04 112 4817.48 24.04 111 0.00 0.00 1 0.00 0.00 1 326.73 C 24.04 MIN -253.19 24.04 111 -4023.66 24.04 112 0.00 24.04 112 0.00 24.04 112 91.59 T 0.00 11 MAX 468.38 0.00 111 4817.48 0.00 111 0.00 0.00 1 0.00 0.00 1 1237.12 C 44.55 MIN -207.04 0.00 112 -12319.98 44.55 110 0.00 44.55 112 0.00 44.55 112 437.98 T 0.00 12 MA~X 195.01 97.58 112 5155.32 40.66 112 0.00 0.00 1 0.00 0.00 1 1606.86 C 97.58 MIN -334.14 97.58 111 -12688.11 24.40 111 0.00 97.58 112 0.00 97.58 112 297.48 T 0.00 13 MAX 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 70.14 C 0.00 MIN 0.00 69.00 112 0.00 69.00 112 0.00 69.00 112 0.00 69.00 112 402.46 T 69.00 14 MAX 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 18.03 C 0.00 MIN 0.00 69.00 112 0.00 69.00 112 0.00 69.00 112 0.00 69.00 112 411.91 T 69.00 15 MAX 71.65 0.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 1092.10 C 0.00 MIN -71.65 129.00 111 0.00 129.00 112 0.00 129.00 112 0.00 129.00 112 548.87 T 129.00 6 103 108 105 ********** END OF FORCE ENVELOPE FROM INTERNAL STORAGE ********** 108. PRINT MEMBER FORCES ALL L:%Struct Eng Group\Projects\6314 Apex Homes\14297-O18-O19\STAAD\121228.anl Page 6 of 32 Thursday, June 12, 2008, 08:09 AM I I I I I I I I I I I I I I I I I STAAD PLkNE -- PAGE NO. MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ~ -- POUN INCH (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 1 1 -349.65 60.68 0.00 0.00 0.00 0.00 2 349.65 15.97 0.00 0.80 0.00 1542.57 101 1 -536.80 177.08 0.00 0.00 0.00 0.00 2 536.80 129.57 0.00 0.00 0.00 1639.17 102 1 -469.49 68.37 0.00 0.00 0.00 0.00 2 469.49 8.28 0.00 0.00 0.00 2073.00 103 1 -439.86 132.45 0.00 O.00 0.00 0.00 2 439.86 -55.81 0.00 0.00 0.00 6494.91 104 1 -579.90 153.75 0.00 0.00 0.00 0.00 2 579.90 95.40 0.00 0.00 0.00 2012.84 105 1 -557.67 201.81 0.00 0.00 0.00 0.00 2 557.67 47.34 0.00 0.00 0.00 5329.27 106 1 -700.88 83.21 0.00 0.00 0.00 0.00 2 700.88 -6.56 0.00 0.00 0.00 3097.14 107 1 -753.44 164.88 0.00 0.00 0.00 0.00 2 753.44 84.27 0.00 0.00 0.00 2780.95 108 1 -545.00 102.13 0.00 0.00 0.00 0.00 2 545.00 -25.49 0.00 0.00 0.00 4402.94 109 1 -726.41 184.84 0.00 0.00 0.00 0.00 2 726.41 64.31 0.00 0.00 0.00 4158.12 110 1 -704.18 232.90 0.00 0.00 0.00 0.00 2 704.18 16.25 0.00 0.00 0.00 7474.55 111 1 -899.95 195.97 0.00 0.00 0.00 0.08 2 899.95 53.18 0.00 0.00 0.00 4926.23 112 1 39.94 -16.59 0.00 0.00 0.00 0.00 2 -39.94 62.57 0.00 0.00 0.00 -2731.06 1 2 -349.65 37.25 0.00 0.00 0.00 -1542.57 3 349.65 69.39 0.00 0.00 0.00 0.00 101 2 -536.80 196.25 0.00 0.00 0.00 -1639.17 3 536.80 230.39 0.00 0.00 0.00 0.00 182 2 -469.49 31.73 0.00 0.00 0.00 -2073.00 3 469.49 74.91 0.00 0.00 8.00 0.00 103 2 -439.86 -14.34 0.00 0.00 0.00 -6494.91 3 439.86 120.98 0.00 0.00 0.00 0.00 104 2 -579.90 152.35 0.00 0.0O 0.00 -2012.84 3 579.90 194.29 0.00 0.00 0.00 0.00 105 2 -557.67 117.81 0.00 0.00 0.00 -5329.27 3 557.67 228.83 0.08 0.00 0.00 0.00 106 2 -700.88 21.06 0.00 0.00 0.00 -3097.14 3 700.88 85.58 0.00 0.00 0.00 0.00 107 2 -753.44 144.35 0.00 0.00 0.00 -2780.95 3 753,44 202,29 0,00 0.00 8.00 0.00 108 2 -545.00 7.46 0.00 0.00 0.00 -4402.94 3 545.00 99.18 0.00 0.00 0.00 0.00 I L:\Struct Eng Group\Projects\6314 Apex Homes\14297-O18-O19\STAAD\121228.ani Page 7 of 32 I Thursday, June 12, 2008, 08:09 AM I I I I I I I I I I I I I I I I I STAAD PLANE MEMBER END FORCES STRUCTURE TYPE = pLANE ALL UNITS ABE -- POUN INCH (LOCAL) -- PAGE NO. TORSION MOM-Y M~4-Z 109 2 -726.41 130.01 0.00 0.00 0.00 -4158.12 3 726.41 216.63 0.00 0.00 0.00 0.00 110 2 -704.18 95.46 0.00 0.00 0.00 -7474.55 3 704.18 251.18 0.00 0.00 0.00 0.00 111 2 -899.95 122.01 0.80 0.00 0.00 -4926.23 3 899.95 224.63 0.00 0.00 0.00 0.00 112 2 39.94 60.44 0.00 0.00 0.00 2731.06 3 -39.94 3.54 0.00 0.00 0.00 0.00 3 1 3 -349.65 69.39 0.00 0.00 0.00 0.00 4 349.65 37.25 0.00 0.00 0.00 1542.57 101 3 -536.80 230.39 0.00 0.00 0.00 0.00 4 536.80 196.25 0.00 0.00 0.00 1639.17 102 3 -469.49 74.91 0.00 0.00 0.00 0.00 4 469.49 31.73 0.00 0.00 0.00 2073.00 103 3 -439.86 26.12 0.00 0.00 0.00 0.00 4 439.86 80.52 0.00 0.00 0.00 -2611.21 104 3 -579.90 194.29 0.00 0.00 0.00 0.00 4 579.90 152.35 0.00 0.00 0.00 2012.84 105 3 -557.67 157.69 0.00 0.00 0.00 0.00 4 557.67 188.95 0.00 0.00 0.00 -1500.31 106 3 -700.88 85.58 0.00 0.00 0.00 0.00 4 700.88 21.06 0.00 0.00 0.00 3097.14 107 3 -753.44 202.29 0.00 0.00 0.00 0.00 4 753.44 144.35 0.00 0.00 0.00 2780.95 108 3 -545.00 99.18 0.00 0.00 0.00 0.00 4 545.00 7.46 0.00 0.00 0.00 4402.94 109 3 -726.41 216.63 0.00 0.00 0.00 0.00 4 726.41 130.01 0.00 0.00 0.00 4158.12 110 3 -704.18 180.04 0.00 0.00 0.00 0.00 4 704.18 166.60 0.00 0.00 0.00 644.96 111 3 -899.95 224.63 0.00 0.00 0.00 0.00 4 899,95 122.01 0.00 0.00 0.00 4926.23 112 3 39.94 3.54 0.00 0.00 0.00 0.00 4 -39.94 60.44 0,00 0.00 0.00 -2731.05 4 1 4 -349.65 15.97 0.00 0.00 0.00 -1542.57 5 349.65 60.68 0.00 0.00 0.00 0.00 101 4 -536.80 129.57 0.00 0.00 0.00 -1639.17 5 536.80 177.08 0.00 0.00 0.00 0.00 102 4 -469.49 8.28 0.00 0.00 0.00 -2073.00 5 469.49 68.37 0.00 0.00 0.00 0.00 103 4 -439.86 76.17 0.00 0.00 0.00 2611.21 5 439.86 0.48 0,00 0.00 0.00 0.00 104 4 -579.90 95.40 0.00 0.00 0.00 -2012.84 5 579.90 153.75 0.00 0.00 0.00 0.00 105 4 -557.67 146.32 0.00 0.00 0.00 1500.31 5 557.67 102.83 0.00 0.00 0.00 0.00 I L:\Struct Eng Group\Projects%6314 Apex Homes\14297-O18-O19\STAAD\121228.anl Page $ of 32 I Thursday, June 12, 2008, 08:09 AM I I I I I I I I I I I I I I I I I STAAD PLANE -- PAGE NO. MEMBER END FORCES STRUCTURE TYPE = pLANE ALL UNITS AR~ -- POUN INCH (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 106 4 -700.88 -6.56 0.00 0.00 0.00 -3097.14 5 700.88 83.21 0.00 0.00 0.00 0.00 107 4 -753.44 84.27 0.00 0.00 0.00 -2780.95 5 753.44 164.88 0.00 0.00 0.00 0.00 108 4 -545.00 -25.49 0.00 0.00 0.00 -4402.94 5 545.00 102.13 0.00 0.00 0.00 0.00 109 4 -726.41 64.31 0.00 0.00 0.00 -4158.12 5 726.41 184.84 0.00 0.00 0.00 0.00 110 4 -704.18 115.23 0.00 0.00 0.00 -644.96 5 704.18 133.92 0.00 0.00 0.00 0.00 111 4 -899.95 53.18 0.00 0.00 0.00 -4926.23 5 899.95 195.97 0.00 0.00 0.00 0.00 112 4 39.94 62.57 0.00 0.00 0.00 2731.05 5 -39.94 -16.59 0.00 0.00 0.00 0.00 1 1 573.02 78.54 0.00 0.00 0.00 0.00 6 -496.37 -1.89 0.00 0.00 0.00 3924.52 101 1 898.11 138.96 0.00 0.00 0.00 0.00 6 -821.46 -62.31 0.00 0.00 0.00 9819.87 102 1 773.54 109.58 0.00 0.00 0.00 0.00 6 -644.57 19.39 0.00 0.00 0.00 4400.57 103 I 724.40 102.34 0.00 0.00 0.00 0.00 6 -568.97 53.08 0.00 0.00 0,00 2403.52 104 1 967.23 147.13 0.00 0.00 0,00 0.00 6 -851.34 -31.24 0.00 0.00 0.00 8703.07 105 1 930.37 141.70 0.00 0.00 0.00 0.00 6 -794.64 -5.97 0.00 0.00 0.00 7205.28 106 1 1160.71 169.52 0.00 0.00 0.00 0.00 6 -930.71 60.48 0.00 0.00 0.00 5319.72 107 1 1257.60 192.08 0.00 0.00 0.00 0.00 6 -1065.94 -0.42 0.00 0.00 0.00 9392.43 108 i 1038.69 267.95 0.00 0.00 0.00 0.00 6 -962.04 124.78 0.00 0.00 0.00 6985.42 109 1 1316.48 289,19 0.00 0.00 0.00 0.00 6 -1200.59 63.76 0.00 0.00 0.00 10998.74 110 1 1279.63 283.76 0.00 0.00 0,00 0.00 6 -1143.90 89.03 0.00 0.00 0.00 9500.95 111 I 1606.86 334.14 0.00 0.00 0.00 0.00 6 -1415.20 94.58 0.00 0.00 0.00 11688.10 112 1 -251.49 -195.01 0.00 0.00 0.00 0.00 6 297.48 -163.07 0.00 0.00 0.00 -1558.23 1 6 404.54 -89.94 0.00 0.00 0.00 -3924.52 7 -369.55 124.93 0.00 0.00 0.00 -861.28 101 6 536.88 -222.27 0.00 0.00 0.00 -9819.87 7 -501.89 257.26 0.00 0.00 0.00 -861.28 102 6 562.08 -101.88 0.00 0.00 0.00 -4400.57 7 -503.20 160.76 0.00 0.00 0.00 -1449.24 IL:\Struct Eng Group\Projects\6314 Apex Homes\I4297-O18-O19\STAAD\i21228.anl Page 9 of 32 I Thursday, June 12, 2008, 08:09 AM I I I I I I I I I I I I I I I I STAAD pLANE -- PAGE NO. MEMBER LOAD JT AXIAL S~ZAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 103 6 564.37 -57.68 0.00 0.00 0.00 -2403.52 7 -493,42 128.63 0.00 0.00 0.00 -1746.46 104 6 621.95 198.14 0.00 0.00 0.00 -8703.07 7 -569.04 251.05 0.00 0.00 0.00 -1302.25 105 6 623.67 -165.00 0.00 0.00 0.00 -7205.28 7 -561.71 226.96 0.0O 0.00 0.00 -1525.16 106 6 866.26 -124.93 0.08 0.00 0.00 -5319.72 7 -761.26 229.93 0.00 0.00 0.00 -2584.47 107 6 850.08 -215.44 0.00 0.00 0.00 -9392.43 7 -762.58 302.93 0.00 0.00 0.00 -2153.68 108 6 920.60 -166.23 0.00 0.00 0.00 -6985.42 7 -885.61 345.51 0.00 0.00 0.00 -4413.02 109 6 1008.99 -255.36 0.00 0.00 0.00 -10998.74 7 -956.09 416.49 0.00 0.00 0.00 -3966.06 110 6 1010.71 -222.22 0.00 0.00 0.00 -9500.95 7 -948.75 392.40 0.00 0.00 0.00 -4188.97 111 6 1237.12 -272.65 0.0O 0.00 0.00 -11688.10 7 -1149.63 468.38 0.00 0.00 0.00 -4817.48 112 6 -416.98 43.57 0.00 0.00 0.00 1558.23 7 437.98 -207.04 0.00 0.00 0.00 4023.66 1 7 98.03 45.27 0.00 0.00 0.00 861.28 8 -79.15 -26.38 0.00 0.00 0.00 0.00 101 7 98.03 45.27 0.00 0.00 0.00 861.28 8 -79.15 -26.38 0.00 0.00 0.00 0.00 102 7 164.95 76.17 0.0O 0.00 0.00 1449.24 8 -133.18 -44.39 O.00 0.00 0.00 0.00 103 7 171.67 91.79 0.00 0.00 0.00 1746.46 8 -133.38 -53.50 O.00 0.00 0.00 0.00 104 7 148.22 68.44 0.00 0.00 0.00 1302.25 8 -119.67 -39.89 0.00 0.00 0.00 0.00 105 7 153.26 80.16 0.00 0.00 0.00 1525.16 8 -119.82 -46.72 0.00 0.00 0.00 0.00 106 7 294.17 135.83 0.00 0.00 0.00 2584.47 8 -237.50 -79.17 0.00 0.00 0.00 0.00 107 7 245.13 113.19 0.00 0.00 0.00 2153.68 8 -197.91 -65.97 0.00 0.00 0.00 0.00 108 7 206.83 231.94 0.00 0.00 0.00 4413.02 8 -187.94 -135.18 0.00 0.00 0.00 0.00 109 7 229.82 208.45 0.00 0.00 0.00 3966.06 8 -201.27 -121.49 0.00 0.00 0.00 0.00 110 7 234.86 220.16 0.00 0.00 0.00 4188.97 8 -201.42 -128.32 0.00 0.80 0.00 0.00 111 7 326.73 253.19 0.00 0.00 0.00 4817.48 8 -279.51 -147.57 0.00 0.00 0.00 0.00 112 7 -80.26 -211.47 0.00 0.00 0.00 -4023.66 8 91.59 123.25 0.00 0.00 0.00 0.00 IL:\Struct Eng Group\Projects\6314 Apex Home$\14297-O18-O19\STAAD\121228.anl Page 10 of 32 June 22, 2008, OB:O9 AH I I I I I I I I I I I I I I I I I STAAD PLANE - PAGE NO. 2iLL UNITS ARE -- POUN INCH (LOCAL ) ~MBER LOAD JT AXIAL SHEAR-Y S~EAR-Z TORSION MOM-Y MOM-Z 8 79.15 26.38 0.00 0.00 0.00 9 -26.38~ 0'~' ~'x,/~.~- 0.00/ 0.00 0.00 8 (~t o.oo o.oo o.oo 9 -26.38 26.38 0.00 0.00 0.00 8 133.18 44.39 0.00 0.00 0.00 -44.39 ,~ 44.39 ' 0.00 0.00 8 0.00/ 0.00 0,00 9 -26.38 53.50 0.00 0.00 0.00 8 119.67 39.89 0.00 0.00 0.00 9 -39.89 39.89 0,00 0,00 0.00 8 119.82 46.72 0.00 0.00 0.00 ~ ~o.oo 0.00 0.00 8 ~ ~}.~ 8 0.00 0.00 0.00 9 -79.17 79.17 0.00 0.00 0.00 8 197.91 65.97 0.00 0.00 0.00 9 -65.97 65.97 0.00 0.00 0.00 8 187.94 135.18 0.00 0.00 0.00 9 -135.18 135.18 0.00 0.00 0.00 8 201.27 121.49 0.00 0.00 0.00 9 -121.49 121.49 0.00 0.00 0.00 8 201.42 128.32 0.00 0.00 0.00 9 -107.98/~¢~?,1,28.32~%~ 0.00 0.00 0.00 9 -.~.~ 14~.57 0.00 0.00 0.00 8 ~ ~-123.25 0.00 0.00 9 123.25 -123.25 0.00 0.00 0.00 102 103 104 105 106 107 108 109 1 9 26.38 26.38 0.00 0.00 0.00 10 -79.15~.~ ~ 26.38 0.00 0.00 0.00 101 9 ~-~ 26.38 0.0o 0.08 0.00 10 -79.15 26.38 0.00 0.0O 0.00 102 9 44.39 44.39 0.00 0.00 0.00 10 -133.18 ~. 44.39 0.00 0.00 0.00 103 9 ~'~-- 26.38 0.00 0.00 0.00 10 -106.26 26.38 0.00 0.00 0.00 104 9 39.89 39.89 0.00 0.00 0.00 10 -119.67 39.89 0.00 0.00 0.00 105 9 46.72 26.38 0.00 0.00 0.00 10 -99.48.~ ~n26.38 0.00 0.00 0.00 106 9 f7~_7~.1~'-~'79.17 0.00 0.00 0.00 10 -237.50 79.17 0.00 0.00 0.00 107 9 65.97 65.97 0.00 0.00 0.00 10 -197.91 65.97 0.00 0.00 0.00 108 9 135.18 135.18 0.00 0.00 0.00 10 -187.94 135.18 0.00 0.00 0.00 109 9 121.49 121.49 0.00 0.00 0.08 10 -201.27 121.49 0.00 0.00 0.00 0.00 0.00 0.00 o. oo o.oo ~,,~ 0.00 0.00 0.00 0.00 0.00 0.00 o.oo 0.00 0.00 0.00 o. oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.O0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 o.oo R,o F' 0.00 0.00 o.oo 0,00 0,00 0.00 IL:\Struct Eng Group\Projects\6314 Apex Homes\14297-OIS-Oi9\STAAD\121228.anl Page 1i of 32 I Thursday, June 12, 2008, 08:09 AM I I I I I I I I I I I I I I I I I STAAD PLANE MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- POUN INCH (LOC2tL) -- PAGE NO. 12 TORSION MOM-Y MO~-Z 110 9 128.32 107.98 0.00 0.00 0.00 0.00 10 -181.08~107.98 0.00 0.00 0.00 0.00 111 9 ~ 147.57 0.00 0.00 0.00 0.00 -279.51~ ~147.57 0.00 0.00 0.00 0.00 10 \~ 112 9 , ~:~ 123.25 o.oo o.oo o.oo o.oo 10 91.59 -123.25 0.00 0.00 0.00 0.00 10 1 10 79.15 -26.38 0.00 0.00 0.00 0.00 11 -98.03 45.27 0.00 0.00 0.00 -861.28 101 10 79.15 -26.38 0.00 0.00 0.00 0.00 11 -98.03 45.27 0.00 0.00 0.00 -861.28 102 10 133.18 -44.39 0.00 0.00 0.00 0.00 11 -164.95 76.17 0.80 0.00 0.00 -1449.24 103 10 106.26 -26.38 0.00 0.00 0.00 0.00 11 -125.15 45.27 0.00 0.00 0.00 -861.28 104 10 119.67 -39.89 0.00 0.00 0.00 O.OO 11 -148.22 68.44 0.00 0.00 0.00 -1302.25 105 10 99.48 -26.38 0.00 0.00 0.00 0.00 11 -118.37 45.27 0.00 0.00 0.80 -861.28 106 10 237.50 -79.17 0.00 0.00 0.00 0.00 11 -294.17 135.83 0.00 0.00 0.00 -2584.47 107 10 197.91 -65.97 0.00 0.00 0.00 0.00 11 -245.13 113.19 0.00 0.00 0.00 -2153.68 108 10 187.94 -135.18 0.00 0.00 0.00 0.00 11 -206.83 231.94 0.00 0.00 0.00 -4413.02 109 10 201.27 -121.49 0.00 0.08 0.00 0.00 11 -229.82 208.45 0.00 0.00 0.00 -3966.06 110 10 181.08 -107.98 0.80 0.00 0.00 0.00 11 -199.96 185.27 0.00 0.00 0.00 -3525.09 111 10 279.51 -147.57 0.00 0.00 0.00 0.00 11 -326.73 253.19 0.00 0.00 0.00 -4817.48 112 10 -91.59 123.25 0.00 0.00 0.00 0.00 11 80.26 -211.47 0.00 0.00 0,00 4023,66 11 1 11 369.55 124.93 0.08 0.00 0.00 861.28 12 -404.54 -89.94 0.00 0.00 0.00 3924.52 101 11 501.89 257.26 0.00 0.00 0.00 861.28 12 -536.88 -222.27 0.00 0.00 0.00 9819.87 102 11 503.20 160.76 0.00 0.00 0.00 1449.24 12 -562.08 -101.88 0.00 0.00 0.00 4400.57 103 11 446.90 175.16 0.00 0.00 0.00 861.28 12 -481.89 -140.17 0.00 0.00 0.00 6162.22 104 11 569.04 251.05 0.00 0.00 0.00 1302.25 12 -621.95 -198.14 0.00 0.00 0.00 8703.07 105 11 526.81 261.85 0.00 0.00 0.00 861.28 12 -561.80 -226.86 0.00 0.00 0.00 10024.30 106 11 761.26 229.93 0.00 0.00 0.00 2584.47 12 -866.26 -124.93 0.00 0.00 0.00 5319.72 IL:\Struct Eng Group\Projects\6314 Apex Homes\I4297-O18 O19\STAAD\121228.anl Page 12 of 32 I Thursday, June 12, 2008, 08:09 AM I I I I I I I I I I I I I I I I I STAAD PLA~NE MEMBER END FORCES STRUCTUBE TYPE = PLANE ALL UNITS APE -- POUN INCH (LOCAL ) - PAGE NO. 13 TORSION MOM-Y MOM-Z 107 11 762.58 302.93 0.00 0.00 0.00 2153.68 12 -850.08 -215.44 0.00 0.00 0.00 9392.43 108 11 885.61 345.51 0.00 0.00 0.00 4413.02 12 -920.60 -166.23 0.00 0.00 0.00 6985.42 109 11 956.09 416.49 0.00 0.00 0.00 3966.06 12 -1008.99 -255.36 0.00 0.00 0.00 10998.74 110 11 913.85 427.29 0.00 0.00 0.00 3525.09 12 -948.85 -284.08 0.00 0.00 0.00 12319.98 111 11 1149.63 468.38 0.00 0.00 0.00 4817.48 12 -1237.12 -272.65 0.00 0.00 0.00 11688.10 112 11 -437.98 -207.04 0,00 0.00 0.00 -4023.66 12 416.98 43.57 0.00 0.00 0.00 -1558.23 12 1 12 496.37 -1.89 0.00 0.00 0.00 -3924.52 5 -573.02 78.54 0.00 0.00 0.00 0.00 101 12 821.46 -62.31 0.00 0.00 0.00 -9819.87 5 -898.11 138.96 0.00 0.00 0.00 0.00 102 12 644.57 19.39 0.08 0.00 0.00 -4400.57 5 -773.54 109.58 0.00 0.00 0.00 0.00 103 12 646.88 -24.83 0.00 0.00 0.00 -6162.22 5 -723.53 101.47 0.00 0.00 0.00 0.00 104 12 851.34 -31.24 0.00 0.00 0.00 -8703.07 5 -967.23 147.13 0.00 0,00 0.00 0.00 105 12 853.07 -64.40 0,00 0.00 0.00 -10024.30 5 -929.72 141.05 0.00 0.00 0.00 0.00 106 12 930.71 60.48 0.00 0.00 0.00 -5319.72 5 -1160.71 169.52 0.00 0.00 0.00 0.00 107 12 1065.94 -0.42 0.00 0.00 0.00 -9392.43 5 -1257.60 192.08 0.00 0.00 0.00 0.00 108 12 962.04 124.78 0.00 0.00 0.00 -6985.42 5 -1038.69 267.95 0.00 0.00 0.00 0.00 109 12 1200.59 63.76 0.00 0.00 0.00 -10998.74 5 -1316.48 289.19 0.00 0.00 0.00 0.00 110 12 1202.33 30.60 0.00 0.00 0.00 -12319.98 5 -1278.97 283.11 0.00 0.00 0.00 0.00 111 12 1415.20 94.58 0.00 0.00 0.00 -11688.10 5 -1606.86 334.14 0.00 0.00 0.00 0.00 112 12 -297.48 -163.07 0.00 0.00 0.00 1558.23 5 251.49 -195.01 0.00 0.00 0.00 0.00 13 1 2 -53.22 0.00 0.00 0.00 0,00 0.00 6 129.87 0.00 0.00 0.00 0.00 0.00 181 2 -325.81 0.00 0.80 0.00 0.00 0.00 6 402,48 0.00 0.000.000.00o.oo,~C~', 102 2 -40.01 0,00 0.000.800.000.0o 6 1~C 8.08 0.880.000.000.00 103 2 0.00 0.00 0.00 0.00 0.00 6 6.51 0.00 0.00 0.00 0.00 0.00 I L:\Struct Eng Group\Projects\6314 Apex Homes\14297-O18 O19\STAAD\121228.anl Page 13 of 32 I Thursday, June 12, 2008, 08:09 AM I I I I I I I I I i I I I I I I I STAAD PLA~E ~MBER END FORCES STRUCTUP. E TYPE = PLA~E ALL UNITS APE -- POUN INCH (LOCAL) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR- Z -- PAGE NO. TORSION MOM-Y MOM-Z 104 2 -247.75 0.00 0.00 0.00 0.00 6 324.40 0.00 0.00 0.00 0.00 105 2 -165.14 0.00 0.00 0.00 0.00 6 241.79 0.00 0.00 0.00 0.00 106 2 -14.50 0.00 0.00 0.00 0.00 6 91.14 0.00 0.00 0.00 0.00 107 2 -228.62 0.00 0.00 0.00 0.00 6 305.27 0.00 0.00 0.00 0.00 108 2 18.03 ~ 0.00 0.00 0.00 0.00 6 ~ 0.00 0.00 0.00 0.00 109 2 -194.32 0.00 0.00 0.00 0.00 6 270.96 0.00 0.00 0.00 0.00 110 2 -111.71 0.00 0.00 0.00 0.00 6 188.35 0.00 0.00 0.00 0.00 111 2 -175.18 0.00 0.00 0.00 0.00 6 251.83 0.00 0.00 0.00 0.00 112 2 -123.02 0.00 0.00 0.00 0.00 6 169.00 0.00 0.00 0.00 0.00 14 1 4 -53.22 0.00 0.00 0.00 0.00 12 129.87 0.00 0.00 0.00 0.00 101 4 -325.81 0.00 0.00 0.00 0.00 12 o.oo o.oo o.oo o.oo 102 4 -40.01 0.00 8.00 0.00 0.00 12 116.65 0.00 0.00 0.00 0.00 103 4 -156.69 0.00 0.00 0.00 0.00 12 233.34 0.00 0.00 0.00 0.00 104 4 -247.75 0.00 0.00 0.00 0.00 12 324.40 0.00 0.00 0.00 0.00 105 4 -335.27 0.00 0.00 0.00 0.00 106 4 -14.50 0.00 0.00 0.00 0.00 12 91.14 0.00 0.00 O,O0 0.00 107 4 -228.62 ~ 0.00 0.00 0.00 0.00 108 4 18.03 0.00 0.00 0.00 0.00 12 58.62 0.00 0.00 0.00 0.00 109 4 -194.32 0.00 0.00 0.00 0.00 12 270.96 0.00 0.00 0.00 0.00 110 4 -281.83~_~ ,,~ 0.00 0.00 0.00 0.00 ~"B58-~ o. oo o. 0o o. oo o. oo 111 4 -175.18 0.00 0.00 0.00 0.00 12 251.83 0.00 0.00 0.00 112 4 -123.02 0.00 0.00 0.00 0.00 12 169.00 0.00 0.00 0.00 0.00 15 1 7 312.34 71.65 0.00 0.00 0.80 11 -312.34 71.65 0.00 0.00 8.00 0.00 0.00 0.00 0.00 %~,_~~ 0.00 0.00 0.00 o.oo o.oo '~3, ~, 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 I L:\Struct Eng Group\Projects\6314 Apex Homes\14297-O18-O19\STAAD\121228.anl Page 14 of 32 I Thursday, June 12, 2008, 08:09 AM I I I I I I I I I i I I I I I I I STAAD PIJ%NE -- PAGE NO. 15 MEMBER END FORCES STRUCTUP. E TYPE = pLANE ALL UNITS ARE -- POUN INCH (LOCAL) MEMBER LOAD JT ~DCTAL SHEA~-Y SHEAR- Z TORSION MOM-Y MOM-Z 101 7 ~99.4__~(' 71.65 0.00 0.00 0.00 11 -499,49 71,65 o.oo 0.00 o.oo 102 7 406.71 71.65 0.00 0.00 0.00 11 -406.71 71.65 0.00 0.00 0.00 103 7 383.38 71.65 0.00 0.00 0.00 11 -383.38 ~ 71.65 0.00 0.00 0.00 104 7 ~ 71.65 0.00 0.00 0.00 11 -523.48 71.65 0.00 0.00 0.00 105 7 505.98 71.65 0.00 0.00 0.00 11 -505.98 71.65 0.00 0.00 0.00 106 7 588.92 71.65 0.00 0.00 0.00 11 -588,92 71.65 0.00 0.00 0,00 107 7 ~ 71.65 0.00 0.00 0.00 11 -660.14 71.65 0.00 0.00 0.00 108 7 888.29 71.65 0.00 0.00 0.00 11 -888.29 71.65 0.00 0.00 0.00 109 7 955.45 71.65 0.00 0.00 0.00 11 -955.45 71.65 0.00 0.00 0.00 110 7 937.94 71.65 0.00 0.00 0.00 11 -937.94 71.65 0.00 0.00 0.00 111 7 --~C 71.65 0.00 0.00 0.00 11 -1092 10 . 71.65 0.00 0.00 0.00 · ~ 42.99 0.00 0.00 0.00 11 548.87 42.99 0.00 0.00 0.00 ************** END OF IATEST kNALYSIS RESULT 109. PRINT MEMBER STRESSES ALL 0.00 o. oo ~ f~ 0.00 0.00 0.00 0.00 0.00 0.00 0. O0 % q 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.O0 0.00 0.00 I L:\Struct Eng Group\Projects\6314 Apex Homes\14297-OIS-O19\STAAD\121228.anl Page 15 of 32 Thursday, June 12, 2008, 08:09 AM STAAD PLANE -- PAGE NO. MEMBER STRESSES ALL UNITS APE POUN/SQ INCH MEMB LD SECT AXIAL BEND-Y BEND-Z COMBINED SHEAR-Y SHEAR-Z 1 1 .0 25.2 T 0.0 0.0 25.2 4.4 0.0 1.00 25.2 T 0.0 72.1 97.3 1.2 0.0 101 .0 38.7 T 0.0 0.0 38.7 12.8 0.0 1.00 38.7 T 0.0 76.6 115.3 9.3 0.0 102 .0 33.8 T 0.0 0.0 33.8 4.9 0.0 1.00 33.8 T 0.0 96.9 130.7 0.6 0.0 103 .0 31.7 T 0.0 0.0 31.7 9.5 0.0 1.00 31.7 T 0.0 303.6 335.3 4.0 0.0 104 .0 41.8 T 0.0 0.0 41.8 11.1 0.0 1.00 41.8 T 0.0 94.1 135.9 6.9 0,0 105 .0 40.2 T 0.0 0.0 40.2 14.5 0.0 1.00 40.2 T 0.0 249.1 289.3 3.4 0.0 106 .0 50.5 T 0.0 0.0 50.5 6.0 0.0 1.00 50.5 T 0.0 144.8 195.3 0.5 0.0 107 .0 54.3 T 0.0 0.0 54.3 11.9 0.0 1.00 54.3 T 0.0 130.0 184.3 6.1 0.0 108 .0 39.3 T 0.0 0.0 39.3 7.4 0.0 1.00 39.3 T 0.0 205.8 245.1 1.8 0.0 109 .0 52.3 T 0.0 0.0 52.3 13.3 0.0 1.00 52.3 T 0.0 194.4 246.7 4.6 0.0 110 .0 50.7 T 0.0 0.0 50.7 16.8 0.0 1.00 50.7 T 0.0 349.4 400.2 1.2 0.0 111 .0 64.8 T 0.0 0.0 64.8 14.1 0.0 1.00 64.8 T 0.0 230.3 295.1 3.8 0.0 112 .0 2.9 C 0.0 0.0 2.9 1.2 0.0 1.00 2.9 C 0.0 127.7 130.6 4.5 0.0 2 1 .0 25.2 T 0.0 72.1 97.3 2.7 0.0 1.00 25.2 T 0.0 0.0 25.2 5.0 0.0 101 .0 38.7 T 0.0 76.6 115.3 14.1 0.0 1.00 38.7 T 0.0 0.0 38.7 16.6 0.0 102 .0 33.8 T 0.0 96.9 130.7 2.3 0.0 1,00 33.8 T 0.0 0.0 33.8 5.4 0.0 103 .0 31.7 T 0.0 303.6 335.3 1.0 0.0 1.08 31.7 T 8.0 0.0 31.7 8.7 0.0 104 .0 41.8 T 0.0 94.1 135.9 11.0 0.0 1.00 41.8 T 0.0 0.0 41.8 14.0 0.0 105 .0 40.2 T 0.0 249.1 289.3 8.5 0.0 1.00 40.2 T 0.0 0.0 40.2 16.5 0.0 106 .0 50.5 T 0.0 144.8 195.3 1.5 0.0 1.00 50.5 T 0.0 0.0 50.5 6.2 0.0 107 .0 54.3 T 0.0 130,0 184.3 10.4 0.0 1.00 54.3 T 0.0 0.0 54.3 14.6 0.0 108 .0 39.3 T 0.0 205.8 245.1 0.5 0.0 1.00 39.3 T 0.0 0.0 39.3 7.1 0.0 109 .0 52.3 T 0.0 194.4 246.7 9.4 0.0 1.00 52.3 T 0.0 0.0 52.3 15.6 0.0 110 .0 50.7 T 0.0 349.4 400.2 6.9 0.0 1.00 50,7 T 0.0 0.0 50.7 18.1 0.0 I L:\Struct Eng Group\Projects\6314 Apex Homes\14297 O18-O19\STAAD\121228.ani Page 16 of 32 Thursday, June 12, 2008, 08:09 AM i I I I I I I I I I I I I I I I I STAAD PLANE -- PAGE NO. MEMBER STRESSES ALL UNITS ARE POUN/SQ INCH MEMB LD SECT AXIAL BEND-Y BEND-Z COMB1/~ED SHEAR-Y SNEAR-Z 111 .0 64.8 T 0.0 230.3 295.1 8.8 0.0 1.00 64.8 T 0.0 0.0 64.8 16.2 0.0 112 .0 2.9 C 0.0 127.7 130.6 4.4 0.0 1.00 2.9 C 0.0 0.0 2.9 0.3 0.0 3 1 .0 25.2 T 0.0 0.0 25.2 5.0 0.0 1.00 25.2 T 0.0 72.1 97.3 2.7 0.0 101 .0 38.7 T 0.0 0.0 38.7 16.6 0.0 1.00 38.7 T 0.0 76.6 115.3 14.1 0.0 102 .0 33.8 T 0.0 0.0 33.8 5.4 0.0 1.00 33.8 T 0.0 96.9 130.7 2.3 0.0 103 .0 31.7 T 0.0 0.0 31.7 1.9 0.0 1.00 31.7 T 0.0 122.1 153.8 5.8 0.0 104 .0 41.8 T 0.0 0.0 41.8 14.0 0.0 1.00 41.8 T 0.0 94.1 135.9 11.0 0.0 105 .0 40.2 T 0.0 0.0 40.2 11.4 0.0 1.00 40.2 T 0.0 70.1 110.3 13.6 0.0 106 .0 50.5 T 0.0 0.0 50.5 6.2 0.0 1.00 50.5 T 0.0 144.8 195.3 1.5 0.0 107 .0 54.3 T 0.0 0.0 54.3 14.6 0.0 1.00 54.3 T 0.0 130.0 184.3 10.4 0.0 108 .0 39.3 T 0.0 0.0 39.3 7.1 0.0 1.00 39.3 T 0.0 205.8 245.1 0.5 0.0 109 .0 52.3 T 0.0 0.0 52.3 15.6 0.0 1.00 52.3 T 0.0 194.4 246.7 9.4 0.0 110 .0 50.7 T 0.0 0.0 50.7 13.0 0.0 1.00 50.7 T 0.0 30.2 80.9 12.0 0.0 111 .0 64.8 T 0.0 0.0 64.8 16.2 0.0 1.00 64.8 T 0.0 230.3 295.1 8.8 0.0 112 .0 2.9 C 0.0 0.0 2.9 0.3 0.0 1.00 2.9 C 0.0 127.7 130.6 4.4 0.0 4 1 .0 25.2 T 0.0 72.1 97.3 1.2 0.0 1.00 25.2 T 0.0 0.0 25.2 4.4 0.0 101 .0 38.7 T 0.0 76.6 115.3 9.3 0.0 1.00 38.7 T 0.0 0.0 38.7 12.8 0.0 102 .0 33.8 T 0.0 96.9 130.7 0.6 0.0 1.00 33.8 T 0.0 0.0 33.8 4.9 0.0 103 .0 31.7 T 0.0 122.1 153.8 5.5 0.0 1.00 31.7 T 0.0 0.0 31.7 0.0 0.0 104 .0 41.8 T 0.0 94.1 135.9 6.9 0.0 1.00 41.8 T 0.0 0.0 41.8 11.1 0.0 105 .0 40.2 T 0.0 70.1 110.3 10.5 0.0 1.00 40.2 T 0.0 0.0 40.2 7.4 0.0 106 .0 50.5 T 0.0 144.8 195.3 0.5 0.0 1.00 50.5 T 0.0 0.0 50.5 6.0 0.0 107 .0 54.3 T 0.0 130.0 184.3 6.1 0.0 1.00 54.3 T 0.0 0.0 54.3 11.9 0.0 108 .0 39.3 T 0.0 205.8 245.1 1.8 0.0 1.00 39.3 T 0.0 0.0 39.3 7.4 0.0 IL:\Struct Eng Group\Projects\6314 Apex Homes\14297-O18-O19\STAAD\121228.anl Page 17 of 32 Thursday, June 12, 2008, 08:09 AM STAAD PLANE -- PAGE NO. 18 109 .0 52.3 T 0.0 194.4 246.7 4.6 0.0 1.00 52.3 T 0.0 0.0 52.3 13.3 0.0 110 .0 50.7 T 0.0 30.2 80.9 8.3 0.0 1.00 50.7 T 0.0 0.0 50.7 9.6 0.0 111 .0 64.8 T 0.0 230.3 295.1 3.8 0.0 1.00 64.8 T 0.0 0.0 64.8 14.1 0.0 112 .0 2.9 C 0.0 127.7 130.6 4.5 0.0 1.00 2.9 C 0.0 0.0 2.9 1.2 0.0 1 .0 41.3 C 8.0 0.0 41.3 5.7 0.0 1.00 35.8 C 0.0 183.5 219.2 0.1 0.0 101 .0 64.7 C 0.0 0.0 64.7 10.0 0.0 1.00 59.2 C 0.0 459.1 518.3 4.5 0.0 102 .0 55.7 C 0.0 0.0 55.7 7.9 0.0 1.00 46.4 C 0.0 205.7 252.2 1.4 0.0 103 .0 52.2 C 0.0 0.0 52.2 7.4 0.0 1.00 41.0 C 0.0 112.4 153.4 3.8 0.0 104 .0 69.7 C 0.0 0.0 69.7 10.6 0.0 1.00 61.3 C 0.0 406.9 468.2 2.3 0.0 105 .0 67.0 C 0.0 0.0 67.0 10.2 0.0 1.00 57.3 C 0.0 336.9 394.1 0.4 0.0 106 .0 83.6 C 0.0 0.0 83.6 12.2 0.0 1.00 67.1 C 0.0 248.7 315.8 4.4 0.0 107 .0 90.6 C 0.0 8.8 90.6 13.8 0.0 1.00 76.8 C 0.0 439.1 515.9 0.0 0.0 108 .0 74.8 C 0.0 0.0 74.8 19.3 0.0 1.00 69.3 C 0.0 326.6 395.9 9.0 0.0 109 .0 94.8 C 0.8 0.0 94.8 28.8 0.0 1.00 86.5 C 0.0 514.2 600.7 4.6 0.0 110 .0 92.2 C 0.0 0.0 92.2 20.4 0.0 1.00 82.4 C 0.0 444.2 526.6 6.4 0.0 111 .0 115.8 C 0.0 0.0 115.8 24.1 0.0 1.00 102.0 C 0.0 546.4 648.4 6.8 0.0 1.00 21.4 T 0.0 72.8 94.3 11.7 0.0 1 .0 29.1 C 0.0 183.5 212.6 6.5 1.00 26.6 C 0.0 40.3 66.9 9.0 0.0 101 .0 38.7 C 0.0 459.1 497.8 16.0 0.0 1.00 36.2 C 0.0 40.3 76.4 18.5 0.0 .0 40.5 C 0.0 205.7 246.2 7.3 0.0 102 1.00 36.3 C 0.0 67.8 104.0 11.6 0.0 103 .0 40.7 C 0.0 112.4 153.0 4.2 1.00 35.5 C 0.0 81.6 117.2 9.3 0.0 104 .0 44.8 C 0.0 406.9 451.7 14.3 0.0 1.00 41.0 C 0.0 60.9 101.9 18.1 0.0 185 .0 44.9 C 0.0 336.9 381.8 11.9 0.0 1.00 40.5 C 0.0 71.3 111.8 16.4 0.0 106 .0 62.4 C 0.0 248.7 311.1 9.0 1.00 54.8 C 0.0 120.8 175.7 16.6 0.0 I L:\Struct Eng Group\Projects\6314 Apex Homes\14297-O18-O19\STAAD\121228.anl Page 18 of 32 Thursday, June 12, 2008, 08:09 AM STAAD PLANE -- PAGE NO. 19 107 .0 61.2 C 0.0 439.1 500.3 15.5 0.0 1.00 54.9 C 0.0 100.7 155.6 21.8 0.0 108 .0 66.3 C 0.0 326.6 392.9 12.0 0.0 1.00 63.8 C 0.0 206.3 270.1 24.9 0.0 109 .0 72.7 C 0.0 514.2 586.9 18.4 0.0 1.00 68.9 C 0.0 185.4 254.3 30.0 0.0 110 .0 72.8 C 0.0 444.2 517.0 16.0 0.0 1.00 68.4 C 0.0 195.8 264.2 28.3 0.0 111 .0 89.1 C 0.0 546.4 635.6 19.6 0.0 1.00 82.8 C 0.0 225.2 308.0 33.7 0.0 112 .0 30.0 T 0.0 72.8 102.9 3.1 0.0 1.00 31.6 T 0.0 188.1 219.7 14.9 0.0 1 .0 7.1 C 0.0 40.3 47.3 3.3 0.0 1.00 5.7 C 0.0 0.0 5.7 1.9 0.0 101 .0 7.1 C 0.0 40.3 47.3 3.3 0.0 1.00 5.7 C 0.0 0.0 5.7 1.9 0.0 102 .0 11.9 C 0.0 67.8 79.6 5.5 0.0 1.00 9.6 C 0.0 0.0 9.6 3.2 0.0 103 .0 12.4 C 0.0 81.6 94.0 6.6 0.0 1.00 9.6 C 0.0 0.0 9.6 3.9 0.0 104 .0 10.7 C 0.0 60.9 71.6 4.9 0.0 1.00 8.6 C 0.0 0.0 8.6 2.9 0.0 105 .0 11.0 C 0.0 71.3 82.3 5.8 0.0 1.00 8.6 C 0.0 0.0 8.6 3.4 0.0 106 .0 21.2 C 0.0 120.8 142.0 9.8 0.0 1.00 17.1 C 0.0 0.0 17.1 5.7 0.0 107 .0 17.7 C 0.0 100.7 118.3 8.2 1.00 14.3 C 0.0 0.0 14.3 4.8 108 .0 14.9 C 0.0 206.3 221.2 16.7 0.0 1.00 13.5 C 0.0 0.0 13.5 9.7 0.0 109 .0 16.6 C 0.0 185.4 202.0 15.0 0.0 1.00 14.5 C 0.0 0.0 14.5 8.8 0.0 1.00 14.5 C 0.0 0.0 14.5 9.2 0.0 111 .0 23.5 C 0.0 225.2 248.8 18.2 0.0 1.00 20.1 C 0.0 0.0 20.1 10.6 0.0 112 .0 5.8 T 0.0 188.1 193.9 15.2 0.0 1.00 6.6 T 0.0 0.0 6.6 8.9 0.0 9.6 0.0 0.0 9.6 3.2 0.0 C 1.00 3.2 C 0.0 0.0 3.2 3.2 0.0 101 .0 9.6 C 0.0 0.0 9.6 3.2 0.0 1.00 3.2 C 0.0 0.0 3.2 3.2 0.0 102 .0 16.1 C 0.0 0.0 16.1 5.4 0.0 1.00 5.4 C 0.0 0.0 5.4 5.4 0.0 103 .0 16.2 C 0.0 0.0 16.2 6.5 0.0 1.00 3.2 C 0.0 0.0 3.2 6.5 0.0 104 .0 14.5 C 0.0 0.0 14.5 4.8 0.0 1.00 4.8 C 0.0 8.0 4.8 4.8 0.0 L:\Struct Eng Group\Projects\6314 Apex Homes\14297-O18-O19\STAAD\I21228.anl Page 19 Of 32 Thursday, June 12, 2008, 08:09 AM I I I I I I I I I I I I I I I I I STAAD PLANE -- PAGE NO. MEMBER STRESSES ALL UNITS ~RE POUN/SQ INCH MEMB LD SECT AXIkL BEND-Y BEND- Z COMBINED SHEAR-Y SHEAR- Z 105 .0 14.5 C 0.0 0.0 14.5 5.7 0.0 1.00 3.2 C 0.0 0.0 3.2 5.7 0.0 106 .0 28.8 C 0.0 0.0 28.8 9.6 0.0 1.00 9.6 C 0.0 0.0 9.6 9.6 0.0 107 .0 24.0 C 0.0 0.0 24.0 8.0 0.0 1.00 8.0 C 0.0 0.0 8.0 8.0 0.0 108 .0 22.8 C 0.0 0.O 22.8 16.4 0.0 1.00 16.4 C 0.0 0.0 16.4 16.4 0.0 109 .0 24.4 C 0.0 0.0 24.4 14.7 0.0 1.00 14.7 C 0.0 0.0 14.7 14.7 0.0 110 .0 24.4 C 0.0 0.0 24.4 15.6 0.0 1.00 13.1 C 0.0 0.0 13.1 15.6 0.0 111 .0 33.9 C 0.0 0.0 33.9 17.9 0.0 1.00 17.9 C 0.0 0.0 17.9 17.9 0.0 112 .0 11.1 T 0.0 0.0 11.1 14.9 0.0 1.00 14.9 T 0.0 0.0 14.9 14.9 0.0 9 1 .0 3.2 C 0.0 0.0 3.2 3.2 0.0 1.00 9.6 C 0.0 0.0 9.6 3.2 0.0 101 .0 3.2 C 0.0 0.0 3.2 3.2 0.0 1.00 9.6 C 0.0 0.0 9.6 3.2 0.0 102 .0 5.4 C 0.0 0.0 5.4 5.4 0.0 1.00 16.1 C 0.0 0.0 16.1 5.4 0.0 103 .0 6.5 C 0.0 0.0 6.5 3.2 0.0 1.00 12.9 C 0.0 0.0 12.9 3.2 0.0 104 .0 4.8 C 0.0 0.0 4.8 4.8 0.0 1.00 14.5 C 0.0 0.0 14.5 4.8 0.0 105 .0 5.7 C 0.0 0.0 5.7 3.2 0.0 1.00 12.1 C 0.0 0.0 12.1 3.2 0.0 106 .0 9.6 C 0.0 0.0 9.6 9.6 0.0 1.00 28.8 C 0.0 0.0 28.8 9.6 0.0 107 .0 8.0 C 0.0 8.0 8.0 8.0 0.0 1.00 24.0 C 0.0 0.0 24.0 8.0 0.0 108 .0 16.4 C 0.0 0.0 16.4 16.4 0.0 1.00 22.8 C 0.0 0.0 22.8 16.4 0.0 109 .0 14.7 C 0.0 0.0 14.7 14.7 0.0 1.00 24.4 C 0.0 0.0 24.4 14.7 0.0 110 .0 15.6 C 0.0 0.0 15.6 13.1 0.0 1.00 21.9 C 0.0 0.0 21.9 13.1 0.0 111 .0 17.9 C 0.0 0.0 17.9 17.9 0.0 1.00 33.9 C 0.0 0.0 33.9 17.9 0.0 112 .0 14.9 T 0.0 0.0 14.9 14.9 0.0 1.00 11.1 T 0.0 0.0 11.1 14.9 0.0 10 1 .0 5.7 C 0.0 0.0 5.7 1.9 0.0 1.00 7.1 C 0.0 40.3 47.3 3.3 0.0 101 .0 5.7 C 0.0 0.0 5.7 1.9 0.0 1.00 7.1 C 0.0 40.3 47.3 3.3 0.0 102 .0 9.6 C 0.0 0.0 9.6 3.2 0.0 1.00 11.9 C 0.0 67.8 79.6 5.5 0.0 20 IL:\Struct Eng Group\Projects\6314 Apex Homes\i4297-O18-OI9\STAAD\121228.anl Page 20 of 32 Thursday, June 12, 2008, 08:09 AM STAAD PLANE -- PAGE NO. 21 103 .0 7.7 C 0.0 0.0 7.7 1.9 0.0 1.00 9.0 C 0.0 40.3 49.3 3.3 0.0 104 .0 8.6 C 0.0 0.0 8.6 2.9 0.0 1.00 10.7 C 0.0 60.9 71.6 4.9 0.0 105 .0 7.2 C 0.0 0.0 7.2 1.9 0.0 1.00 8.5 C 0.0 40.3 48.8 3.3 0.0 106 .0 17.1 C 0.0 0.0 17.1 5.7 0.0 1.00 21.2 C 0.0 120.8 142.0 9.8 0.0 107 .0 14.3 C 0.0 0.0 14.3 4.8 0.0 1.00 17.7 C 0.0 100.7 118.3 8.2 0.0 108 .0 13.5 C 0.0 0.0 13.5 9.7 0.0 1.00 14.9 C 0.0 206.3 221.2 16.7 0.0 109 .0 14.5 C 0.0 0.0 14.5 8.8 0.0 1.00 16.6 C 0.0 185.4 202.0 15.0 0.0 110 .0 13.0 C 0.0 0.0 13.0 7.8 0.0 1.00 14.4 C 0.0 164.8 179.2 13.3 0.0 111 .0 20.1 C 0.0 0.0 20.1 10.6 0.0 1.00 23.5 C 0.0 225.2 248.8 18.2 0.0 112 .0 6.6 T 0.0 0.0 6.6 8.9 0.0 1.00 5.8 T 0.0 188.1 193.9 15.2 0.0 1 .0 26.6 C 0.0 40.3 66.9 9.0 0.0 1.00 29.1 C 0.0 183.5 212.6 6.5 0.0 101 .0 36.2 C 0.0 40.3 76.4 18.5 0.0 1.00 38.7 C 0.0 459.1 497.8 16.0 0.0 102 .0 36.3 C 0.0 67.8 104.0 11.6 0.8 1.00 40.5 C 0.0 205.7 246.2 7.3 0.0 103 .0 32.2 C 0.0 40.3 72.5 12.6 0.0 1.00 34.7 C 0.0 288.1 322.8 10.1 0.0 104 .0 41.0 C 0.0 60.9 101.9 18.1 0.0 1.00 44.8 C 0.0 406.9 451.7 14.3 0.0 105 .0 38.0 C 0.0 40.3 78.2 18.9 0.0 1.00 40.5 C 0.0 468.6 509.1 16.3 0.0 1.00 62.4 C 0.0 248.7 311.1 9.0 0.0 107 .0 54.9 C 0.0 100.7 155.6 21.8 0.0 1.00 61.2 C 0.0 439.1 500.3 15.5 0.0 108 .0 63.8 C 0.0 206.3 270.1 24.9 0.0 1.00 66.3 C 0.0 326.6 392.9 12.0 0.0 109 .0 68.9 C 0.0 185.4 254.3 30.0 0.0 1.00 72.7 C 0.0 514.2 586.9 18.4 0.0 110 .0 65.8 C 0.0 164.8 230.6 30.8 0.0 1.00 68.4 C 0.0 576.0 644.3 20.5 0.0 111 .0 82.8 C 0.0 225.2 308.0 33.7 0.0 1.00 89.1 C 0.0 546.4 635.6 19.6 0.0 112 .0 31.6 T 0.0 188.1 219.7 14.9 0.8 1.00 30.0 T 0.0 72.8 102.9 3.1 0.0 1 .0 35.8 C 0.0 183.5 219.2 0.1 0.0 1.00 41.3 C 8.0 0.0 41.3 5.7 0.0 IL:\Struct Eng Group \Projects\ 6314 Apex Homes\14297-O18-019\STAAD\121228.anl Page 21 of 32 Thursday. June 12, 2008. 08:09 AM I I I I I I I I I I I I I I I I I STAAD PLANE -- PAGE NO. 22 MEMBER STP. 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106 -0.02208 0.00560 0.00000 0.00000 0.00000 -0.00150 107 -0.04143 0.02378 0.00000 0.00000 0.00000 -0.00174 108 -0.02931 0.01430 0.00000 0.00000 0.00000 -0.00238 109 -0.04814 0.02947 0.00000 0.00000 0.00000 -0.00260 110 0.06903 -0.08717 0.00000 0.00000 0.00000 -0.00022 111 -0.05064 0.02787 0.00000 0.00000 0.00000 -0.00299 112 0.00549 -0.00166 0.00000 0.00000 0.00000 0.00172 9 1 0.00000 -0.00861 0.00000 0.00000 0.00000 0.00002 i01 0.00000 -0.01294 0.00000 0.00000 0.00000 0.00060 102 0.00000 -0.01174 0.00000 0.00000 0.00000 -0.00017 103 0.00000 -0.01097 0.00000 0.00000 0.00000 0.00333 104 0.00000 -0.01420 0.00000 0.00000 0.00000 0.00031 105 0.00000 -0.01362 0.00000 0.00000 0.00000 0.00294 0.00000 -0.01778 0.00000 0.00000 0.00000 -0.00054 106 107 0.00000 -0.01874 0.00000 0.00000 0.00000 0.00003 108 0.00000 -0.01633 0.00000 0.00000 0.00000 -0.00111 109 0.00000 -0.02000 0.00000 0.00000 0.00000 -0.00054 110 0.00000 -0.01942 0.00000 0.00000 0.00000 0.00209 111 0.00000 -0.02453 0.00000 0.00000 0.00000 -0.00082 112 0.00000 0.00471 0.00000 0.00000 0.00000 0.00147 10 1 0.01702 0.00885 0.00000 0.00000 0.00000 0.00070 101 0.04451 0.03200 0.00000 0.00000 0.00000 0.00128 102 0.01875 0.00774 0.00000 0.00000 0.00000 0.00098 103 0.17412 0.16381 0.00000 0.00000 0.00000 0.00401 104 0.03893 0.02538 0.00000 0.00000 0.00000 0.00134 105 0.15546 0.14244 0.00000 0.00000 0.00000 0.00362 106 0.02208 0.00560 0.00000 0.00000 0.00000 0.00150 107 0.04143 0.02378 0.00000 0.00000 0.00000 0.00174 108 0.02931 0.01430 0.00000 0.00000 0.00000 0.00238 109 0.04814 0.02947 0.00000 0.00000 0.00000 0.00260 110 0.16467 0.14653 0.00000 0.00000 0.00000 0.00487 111 0.05064 0.02787 0.00000 0.00000 0.00000 0.00299 112 -0.00549 -0.00166 0.00000 0.00000 0.00000 -0.00172 11 1 -0.00132 -0.00934 0.00000 0.00000 0.00000 -0.00113 101 -0.00212 -0.01446 0.00000 0.00000 0.00000 -0.00279 102 -0.00172 -0.01247 0.00000 0.00000 0.00000 -0.00128 103 0.12385 0.11374 0.00000 0.00000 0.00000 -0.00300 104 -0.00222 -0.01553 0.00000 0.00000 0.00000 -0.00249 105 0.09196 0.07913 0.00000 0.00000 0.00000 -0.00378 106 -0.00249 -0.01851 0.00000 0.00000 0.00000 -0.00158 107 -0.00280 -0.02006 0.00000 0.00000 0.00000 -0.00272 108 -0.00376 -0.01842 0.00000 0.00000 0.00000 -0.00220 109 -0.00405 -0.02234 0.00000 0.00000 0.00000 -0.00329 110 0.09013 0.07232 0.00000 0.00000 0.00000 -0.00458 111 -0,00462 -0.02687 0.00000 0.00000 0.00000 -0.00352 112 0.00232 0.00600 0.00000 0.00000 0.00000 0.00069 12 1 -0.03343 -0.04019 0.00000 0.00000 0.00000 -0.00059 I L:\Struct Eng Group\Projects\6314 Apex Homes\14297 O18-O19\STAAD\121228.anl Page 27 of 32 Thursday, June 12, 2008, 08:09 AM I I I I I I I ! I I I I I I I I I STAAD PLANE -- PAGE NO. JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = PLANE JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 101 -0.07736 -0.08803 0.00000 0.00000 0.00000 -0.00131 102 -0.03981 -0.84883 0.00000 0.00000 0.08000 -0.00074 103 0.03609 0.02749 0.00000 0.00000 0.00000 -0.00211 104 -8.07117 -0.08255 0.00080 0.00000 0.00000 -0.00124 105 -0.01424 -0.02531 0.00000 0.00000 0.00080 -0.00227 106 -0.05214 -0.06552 0.00000 0.00000 0.00000 -0.00102 107 -0.08042 -0.09507 0.00000 0.00000 0.00000 -0.00145 108 -0.07507 -0.08680 0.08000 0.00000 0.00000 -0.00157 109 -0.10240 -0.11751 0.00000 0.00000 0.00000 -0.00197 110 -0.04547 -0.06026 0.00000 0.00000 0.00000 -0.00300 111 -0.11165 -0.13002 0.00080 0.00000 0.00000 -0.00218 112 0.03318 0.03547 0.00000 0.00000 0.00000 0.00089 ************** END OF L~TEST ANALYSIS RESULT ************** 111. PRINT SECTION MAX DISPL ALL 28 I L:\Struct Eng Group\Projects\6314 Apex Homes\14297-O18-O19\STAAD\i21228.anl Page 28 of 32 I Thursday, June 12, 2008, 08:09 AM I I I I I I I I I I I I I I I I I ST/tAD PLANE -- PAGE NO. MAX MEMBER SECTION DISPLACEMENTS UNIT= INCH FOR FPS kND CM FOR METRIC/SI MEMBER MAX DISP LOCATION 1 0.02388 40.25 2 0.05976 48.00 3 0.04916 48.00 4 0.01826 28.75 5 0.08754 56.92 6 0.00860 18.56 7 0.00116 10.02 8 0.03978 33.59 9 0.03978 33.59 10 0.00116 14.02 11 0.00957 25.99 12 0.08754 40.66 13 0.00000 0.00 14 0.00000 0.00 15 O,O000O 0.00 SYSTEM LOAD L/DISPL 110 2889 110 1606 111 1952 111 3778 111 1114 101 5182 111 20782 111 1688 111 1688 111 20782 110 4655 111 1114 1 0 1 0 1 0 OF SECT DISPL RESULTS 112. PRINT SUPPORT REACTION ALL 29 I L:\Struct Eng Group\Projects%6314 Apex Homes\14297-O18-O19\STAAD\I21228.anI Page 29 of 32 I Thursday, June 12, 2008, 08:09 AM I I I I I I I I I I I I I I I I I STA~D PLANE SUPPORT REACTIONS -UNIT -- PAGE NO. STRUCTUBE TYPE = PLANE JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X ~-Y MC~ Z 1 0.00 138.78 0.00 0.00 0.00 0.00 101 0.00 460.79 0.00 0.00 0.00 0.00 102 0.00 149.83 0.00 0.00 0.00 0.00 103 0.00 147.10 0.00 0.00 0.00 0.00 104 0.00 388.57 0.00 0.00 0.00 0.00 105 0.00 386.53 0.00 0.00 0.00 0.00 106 0.00 171.16 0.00 0.00 0.00 0.00 107 0.00 404.58 0.00 0.00 0.00 0.00 108 0.00 198.37 0.00 0.00 0.00 0.00 109 0.00 433.27 0.00 0.00 0.00 0.00 110 0.00 431.22 0.00 0.00 0.00 0.00 111 0.00 449.27 0.00 0.00 0.00 0.00 112 0.00 7.09 0.00 0.00 0.00 0.00 1 0.00 521.40 0.00 0.00 0.00 0.00 101 0.00 910.40 0.00 0.00 0.00 0.00 102 0.00 692.83 0.00 0.00 0.00 0.00 103 0.00 717.05 0.00 0.00 0.00 0.00 104 0.00 941.72 0.00 0.00 8.00 0.00 105 0.00 959.88 0.00 0.00 0.00 0.00 106 0.00 1023.82 0.00 0.00 0.00 0.00 107 0.00 1189.96 0.00 0.00 0.00 0.00 108 0.00 1026.07 0.00 0.00 0.00 0.00 109 0.00 1320.22 0.00 0.00 0.00 0.00 110 0.00 1338.38 0.00 0.00 0.00 0.00 111 0.00 1568.46 0.00 0.00 0.00 0.00 112 0.00 -332.31 0.00 0.00 0.00 0.0O 1 0.00 521.40 0.00 0.00 0.00 0.00 101 0.00 910.40 0.00 0.00 0.00 0.00 102 0.00 692.83 0.00 0.00 0.00 0.00 103 0.00 583.84 0.00 0.00 0.00 0.00 104 0.00 941.72 0.00 0.00 0.00 0.08 105 0.00 859.98 0.80 0.00 0.00 0.00 106 0.00 1023.82 0.00 0.00 0.00 0.00 107 0.00 1189.96 0.00 0.00 0.00 0.00 108 0.00 1026.07 0.00 0.00 0.00 0.00 109 0.00 1320.22 0.00 0.00 0.00 0.00 110 0.00 1238.48 0.00 0.00 0.00 0.00 111 0.00 1568.46 0.00 0.00 0.00 0.00 112 0.00 -332.31 0.00 0.00 0.00 0.00 ************** END OF LATEST ANALYSIS P~ESULT ************** 113. FINISH 30 I L:\Struct Eng Group\Projects\6314 Apex Homes\I4297-O18-O19\STAAD\121228.ani Page 30 of 32 I Thursday, June 12, 2008, 08:09 AM I I I I I I I I I I I I I I I I I STAAD PLANE PAGE NO. *********** END OF THE STAAD.Pro RUN *********** **** DATE= JUN 12,2008 TIME= 8: 8:51 * For questions on STAAD.Pro, please contact * * Research Engineers Offices at the following locations Telephone Email * USA: +1 (714)974-2500 support@bentley.com * CANADA +1 (905)632-4771 detech@odandetech.com UK +44(1454)207-000 support@reel.co.uk * FRANCE +33(0)1 64551084 support@reel.co.uk GERPLANY +49/931/40468-71 info@reig.de NORWAY +47 67 57 21 30 staad@edr.no * SINGAPORE +65 6225-6158 support@bentley.com * INDIA +91(033)4006-2021 support@bentley.com JAPAN +81(03)5952-6500 eng-eye@crc.co.jp * CHINA +86(411)363-1983 support@bentley.com THAILAND +66(0) 2645-1018/19 support@bentley.com * North America support@bentley.com * · Europe supportSbentley.com · Asia support@bentley.com I L:\Struct Eng Group\Projects\6314 Apex Homes\14297-O18-O19\STAAD\121228.anl Page 31 of 32 I Thursday, June 12, 2008, 08:09 AM I I I I I I I I I I I I I I I I I STAAD PLANE -- PAGE NO. 32 I L:\Struct Eng Group\Projects\6314 Apex Homes\14297-OiS-O19\STAAD\121228.anl Page 32 of 3z I I I I I l I I I I I I I i I I I I I 27,5' Home 12:12 Pitch Flip Rafter Input: STAAD #: ~'f Length: ft j Member: SPF #2 '~ Client: Apex Homes Job Number: 6314-019 Date: 6/12/2008 Designer: SBJ 20 psf Ground Snow, 120 mph Wind STAAD Loads Member Design Values: Max. Compressive Stress Max. Bending Stress lb: Max, Tensile Stress ft: Live Snow Roof Wind psi Connection Design Values: Rafter to Outer Module Truss: Compressive Tensile Shear Ridge to Ridge: Compressive Tensile Shear Live Snow Roof Wind 79.15 / 133.38 237:50 27~9'5191.59 Ilbs 26.38' 53.50 79.1'7 '~147.57 bs 26.:~8 53~50 79.17 147.57 lbs 1;)3.25 lbs 18.65 37.83 55.98 104.35 bs 14297 REVconnections,xls Flip Rafter STAAD Loads I I I I I I I I I i I I I I I I I I I 27.5' Home 12:12 Pitch Architects Engineers Surveyors An employee owned compE~ny Client: Apex Homes Job Number: 6314-019 Date: 6/12/2008 Designer: SBJ Checker: ' 20 psf Ground Snow. 120 mph Wind Flip Rafter Design: Rafter Length: 67.175 in Max. Compressive Stress f¢: 0.00 psi Max. Bending Stress fb: 0.00 psi Max. Tensile Stress ft: 0,00 psi STAAD Member 8&9 Connection Forces Rafter to Outer Module Truss: Compressive 279.51 lb Tensile 91.59 lb Shear 147.57 lb Ridge to Ridge: Compressive 147.57 lb Tensile 123.25 lb Shear 104.35 lb Check: 2x6 SPF #2 Rafters Compression Check: Fc 1150 psi Co 1 Cv 1 CF 1.1 c~ 0.88 C,=~+(r~/F,.) .[[~+~/F,.]~ r~/~* where FcE 2815.5 Fc* 1265.0 F,E = ~ (~,/,~) c 0.8 KcE 0.3 E 1400000 psi le 67.175 in d 5.5 in 1117.8 psi fc < F'c: OK Bendinq Check: Fb 875 CF 1.3 Cr 1 Ft,' 1137.5 psi fb < F'b: OK Combined Bendinq and Compression Check: Eq'n = 0.00 Tensile Check: (fo)~ f~ (Fo')2 Fb'(1 -fo/F~) Combined Bending and Compression OK Live Load Controls Ft 450 psi CF 1.3 Ft' 585.0 psi ft < F't: OK Combined Bendinq and Tension Check: Fb' Ft' Combined Bending and Tension OK Live Load Controls Eq'n = 0.00 14297 REVconnections.xls Flip Rafter Calculations I I I I I I I I I I I I I I I I I I I Flip Rafter Connections: Ciient: Apex Homes Job Number: 6314-019 Date: 6/12/2008 Designer: SBJ Flip Rafter to Outer Module Top Chord Rafter/Top Chord to Plate Shear Check: Fastener: 0.131 x2 tl2" Nails Design Value: 53 pounds Duration Factor: 1.6 End Nail Factor: 0.67 Fastener Allowable: 56.816 Fasteners Reauired: Chord to Plate: 3 nails Plate to Plate Shear Check: Design Value: 53 pounds Duration Factor: 1.6 End Nail Factor: 0.67 Fastener Allowable: 56.816 Fasteners Required: Plate to Plate: 3 nails I truss bay Note: Axial Tensile forces will be resisted by the attachment ora steel strap to the top chord and rafter. Tensile Check: 26ga. Strap Capacity: 645 pounds 22ga. Strap Capacity: 970 pounds Use 26 ga. Strap or better Fastener: 0.131x2 112" Nails Design Value: 48 pounds Duration Factor: 1.6 Fastener Allowable: 76.8 Fasteners Required: Strap to Chord: 2 nails Note: Nails required each side of the top chord/rafter joint. Min. Spacing = 1OD = 1.25" Ridqe Connection Rafter I Top Chord to Plate Shear Check: Fastener: 0,131 x2 '112" Nails Design Value: 53 pounds Duration Factor: 1.6 End Nail Factor 0.67 Fastener Allowable: 56.816 Fasteners Reouired: Chord to P~ate: 2 nails Plate to Plate Shear Check: Fastener: 0.131x2 1/2" Nails Design Value: 53 pounds Duration Factor: 1.6 End Nail Factor: 0.67 Fastener Allowable: 56.816 Fasteners Re(3uired: Plate to Plate: 2 nails I truss bay Note: Axial Tensile forces will be resisted by the attachment of a steel strap from rafter to rafter. Tensile Check: 26ga. Strap Capacity: 645 pounds 22ga. Strap Capacity: 970 pounds Use 26 ga. Strap or better Fastener: 0.131x2 112" Nails Design Value: 48 pounds Duration Factor: 1.6 Fastener Atlowable: 76.8 Fasteners Required: Strap to Chord: 2 nails Note: Nails required each end of the strap 4297 REVconnections.xls Flip Rafter Calculations I I I I I I I I I I I I I I I I I I I Flip Rafter to Outer Module Top Chord Alternate Connection #1: Model Number Fasteners To Flip Rafter To Top Chord USP LSTA9 (4) 10dx1 1/2 (4) 10dx1 1/2 USP LSTA12 (5) 10dx1 1/2 (5) 10dx1 1/2 USP LSTA15 (6) 10dx1 1/2 (6) 10dx1 1/2 USP LSTA18 (7) 10dx1 1/2 (7) 10dx1 1/2 USP LSTA24 (8) 10dx1 1/2 (8) 10dx1 1/2 Use USP LSTA9. Ridge Connection Alternate Connection #1: Model Number Fasteners to Rafter/Truss To Studs USP LSTA9 (4) 10dx1 1/2 (4) 10dx1 1/2 USP LSTA12 (5) 10dx1 1/2 (5) 10dx1 1/2 USP LSTA15 (6) 10dx1 1/2 (6) 10dx1 1/2 USP LSTA18 (7) 10dx1 1/2 (7) 10dx1 1/2 USP LSTA24 (8) 10dx1 1/2 (8) 10dx1 1/2 Use USP LSTAg, 14297 REVconnections.xls Client: Apex Homes Job Number: 6314-019 Date: 6/12/2008 Designer: SBJ Oheo~er: r~re Allowable Uplift Load (pounds) 635 790 950 1110 1235 Allowable Uplift Load (pounds) 635 790 95O 1110 1235 Flip Rafter Calculations I I I I I I I I I I I I I I I I I I I Architects Engineers Surveyors 27.5' Home 12:12 Pitch Kneewall Input: STAAD #: ~// Length: 69 ff~ Member: 2x4 [ SPF#2 I/ Client: Apex Homes Job Number: 6314-019 Date: 6/12/2008 Designer: SBJ Checker: ~{ i~- ~ (I ~L 20 psf Ground Snow, 120 mph Wind STAAD Loads Member & Connection Design Values: Live Snow / Roof Wind / Max. Compression: I 70.14 58.621psi Max. Tension: L 402.46 411.91 305.27 358.481ps 14297 REVconnections.xls Kneewall STAAD Loads I I I I I I I I I I I I I I 27,5' Home 12:12 Pitch Kneewall Design: Kneewall Height: Max Compression: Max Tension: Client: Apex Homes Job Number: 6314-019 Date: 6/12/2008 Designer: SBJ Checker: 20 psf Ground Snow, 120 mph Wind 69 inches 58,62 lb 358.48 lb STAAD Member 13&t4 Max. Compressive Stress lc: Max. Tensile Stress ft: 11.17 psi 68.28 psi Connection Forces Chord to Kneewall (Comp.) Chord to Kneewall (Ten,) 58.62 lb 358.48 lb Check: 2x4 Comoression Check: d Fc CD CM CF Cp where Fc~ SPF #2 Kneewalls 3.50 1150 psi 1.6 1 1.15 0.09 FcE 198.5 Fc* 2116.0 c 0.8 KcE 0.3 E 1400000 psi lei or ie2 69.00 in (K~=I) d~ or d2 1.5 in 194.5 psi fc < F'c: OK Wind Load Controls Tensile Check: F~ 450 psi Ct 1.5 Ft' 1080.0 psi KneewallConnecfions: c,: 2~ YL' ~ J No Additional Lateral Bracing Required fi[ < F't: OK Wind Load Controls Note: Any connection provided by the tt~s$ manufacturer takes precedence over the connections described below. Eg. If the kneewall is fastened to the truss top chord with a hinge plate designed or specified by the truss manufacturer no further strapping is required, Top or Bottom Chord to Kneewall Kneewall to Plate Note: Axial Tensile forces will be resisted by the attachment of a steel strap to the kneewall stud and plate. I I I I I Tensile Check: 26ga. Strap Capacity: 22ga. Strap Capacity: 20ga. Strap Capacity: 18ga. Strap Capacity: 637 pounds 958 pounds 1171 pounds 1524 pounds Use 28ga. Strap or be~er Fastener: 0.148" x 1 112" Nails (10d x I 112") Design Value: 54.2 pounds Duration Factor: 1.6 Penetration: 1.48 inches Penetration Factor: 0.83 Fastener Allowable: 72.37 Fasteners Required: Strap to Chord: 8 nails Note: Nails required each end of steel strap 14297 REVconnections.xls Kneewalls Calculations I I I ! I I I I I I I I I I I I I I I Client: Apex Homes Architects. Engineers Surveyors Job Number: 6314-019 An employee owned company Date: 6/12/2008 RO. Box .87 Wil~iamsport, PA1770] Checker: ~300 fL ~ Alternate Kueewall Connections: Alternate Connection #1: Nots: Do no__Jt use the Plate to Chord or Kneewall to Plate connections described above in conjuction with the Simpson strap connections listed here. Model Number Fastenem to Rafter/Truss To Studs Allowable Uplift Load (pounds) USP RT4 (4) 8dx1 1/2 (4) 8dx1 1/2 410 USP LTW12 (6) 10dx1 1/2 (6) 10dx1 1/2 670 USP MTW12 (7) 10dx1 1/2 (7) 10dx1 1/2 1030 USP HTW16 (8) 10dx1 1/2 (8) 10dx1 1/3 1090 Use USP RT4. Altemate Connection #2: 2x Blocking to Rafter Shear Check: Fastener: 16dx3 1/2" Nails Design Value; 120 pounds Duration Factor: 1.6 Penetration Factor: 0.77 Fastener Allowable: 148.15 Fasteners Required: Blocking to Rafter: 3 nails Note: Axial Tensile forces will be resisted by the a~tachment of a steel strap to the blocking and kneewall. Tensile Check: 26ga. Strap Capacity: 637 pounds 22ga. Strap Capacity: 958 pounds 20ga. Strap Capacity: 1171 pounds 18ga, Strap Capacity: 1524 pounds Use 26 ga. Strap or better Nail: 0,148" x 1 112" (10d x I 112") Design Value: 54.2 pounds Duration Factor: 1.6 Penetration: 1.48 inches Penetration Factor: 0.83 Fastener Allowable: 72.37 Fasteners Required: Strap to Chord: 5 nails Note: Nails required each end of steel strap 14297 REVconnections.xls Kneewalls Calculations I I I I ! I I I I I I I I I I I I I I 27.5' Home 12:12 Pitch Collar Tie Input: STAAD #: 15{ Length: 1291ft Member: 2x8 I SPF#2 Client: Apex Homes Job Number: 6314-019 Date: 6/12/2008 Designer: SBJ 20 psf'Ground Snow, 120 mph Wind STAAD Loads Member & Connection Design Values: Live r Snow / Roof , Wind ~ Max. Compression: I 499.49 523.48 660.14 1092.10 psi Max. Tension: 548.87 'psi 14297 REVconnections.xls Collar Tie STAAD Loads I I I I I I I I I I I I I I I I I I I 27.5' Home 12:12 Pitch Collar Tie Design: Collar Tie Length: Max Compression: Max Tension: Client: Apex Homes Job Number: 6314-019 Date: 6/12/2008 Designer:SBJ /I ( 20 psf Ground Snow, 120 mph Wind 129.00 inches 1092.1 lb 548.87 lb STAAD Member 15 Max. Compressive Stress lc: Max. Tensile Stress ft: 100.42 psi 50.47 psi Connection Forces Top Chord to Collar Tie: Knee Wall To Collar Tie: 1092.1 lb 1092.1 lb Check: 2x8 SPF #2 Collar Tie Compression Check: d 7.25 F~ 1150 psi CD 1.6 Ca 1 CF 1.05 Cp 0.11 where FcE 227.1 Fc* 1932.0 c 0.8 KcE 0.3 E 1400000 psi lei or le2 64.50 in (Ko=l) d~ or d2 1.5 in Provide continuous sheathing or 2x Lateral bracing at Mid Point of Collar Tie Span, F=' 221.4 psi fc < F'c: OK Wind Load Controls Tensile Check: Ft 450 psi CF 1.2 Ft' 864.0 psi Collar Tie Connection: ft < F't: OK Wind Load Controls Fastener: 0,131x2 1/2" Nails Fastener Allowable: 53 pounds (single shear connection) Duration Factor: 1.6 Fasteners Reouired: Top Chord to Collar Tie: 13 nails Knee Wall To Collar Tie*: 13 nails (each side) *if applicable Reduce Truss Spacing or Use Alternate Fastener 14297 REVconnections.xls Collar Tie Calculations I I I I I I I I I I I i I I I I I I I Alternate Fastener: 16d x 3 "112" Common Nails Fastener Allowable: 122 pounds (single shear connection) Duration Factor: 1.6 Fasteners ReQuired: Top Chord to Collar Tie: 6 nails Knee Wail To Collar Tie*: 6 nails (each side) *if applicable Alternate Fastener: 30d x 4 1/2" Common Nails Fastener Allowable: 322 pounds (double shear connection) Duration Factor; 1.6 Fasteners Reouired: Knee Wall To Collar Tie ONLY*: 3 nails *if applicable Client: Apex Homes Job Number: 6314-019 Date: 6/12/2008 Designer: SBJ 14297 REVconnections.xls Collar Tie Calculations I I I I I I I I I I I I I I I I I I Coiled s~'appbg envies ~t-~-~ength cenvenlen~ for a ~y o[ Jmme~ete job s~ ~sds. CMST - 3' ~de ~g ~m dim~ond ~il ~S~ 1o p~ nNli~ o~ns md red~e w~d ~ll~n~ CMSTC - ~ w~e stmppi~ RS - 11/4" w~e str~g p~d in ~ons ~n~ning ~lals: See ~flo~: RS150 is s~ble In T~pl~ ~d~: NER ~, N~ 5~, & FL~I, RR 253S7 U~ si ~l~ed ~ensm, ~e P~ ~, page 16. For s~, al~s we~ Typical RS rim Joist installation CMST slmllar RS CMSTCI~ I I I I Do,hip Embedde(~ ,~cl~or I~t~Lliali~ ' I ~ I I I ~e ~0~ ~f~lo~ page 1~11, I ~ ~ (~) ~) (1~) (' I (';~) {i6o) (1~) (tea} I I I AVAILABLE IN I I I I I I I I I I I I I I I PLUMBING VENT THRU ROOK ON-i4297/NY YR SILL PLATE Acc~w. ,8,,.~.ow. L~O = JtTOc~s PLUHBING VENT THRU ROOF 2×4 TOP PLATE STUD BOTTOM PLATE DP PLATES , TDX2 --,'Tox 2 ANDERSEN SILVERLINE WINI]BW SCHEI]ULE TD~ 5; NOTES: 1. BUILDER IS RESPnNSI]BLE FOR PRDVI]DING A PROPERLY SIZED HEATING SYSTEM TO COVER A 59,000 BTU LOSS ~, HEAT LOSS WAS CALCULATED W/ R-19 FLOOR INSULATION AN]] CLOSE OFF PACKAGE 3. ANDERSEN SILVERLINE 3000 SERIES WINDOWS - DP 50 RATED 4. ie/iB CAPE ROOF SYSTEM AT i6' [D.C. 6, 7 9. ON-14a97/NY Z Q~ O~ E] 12- r~ ~ L~ ~ >~ E3 Cd ~ QN-14297/NY FOUNDATION DRAWINGS ARE TO BE USED AS A GUIDE ONLY, APEX HOMES WILL NOT ACCEPT ANY LIABILITY OR RESPONSIBILITY FOR INCORRECT FOUNDATIONS, NDTES~ I, FOR ADD'L, INFORMATION SEE TYPICAL FOUNDATION DRAWING A15,15 DF THIS SET 2. PERIMETER RAIL ATTACHED TO SILL WITH 1Ad NAILS AT 6' DC. 3, PIER FOOTINGS BASED UPON 2000 PSF ALLOWABLE SOIL BEARING PRESSURE 4, CONCRETE COMPRESSIVE STRENGTH: 3000 PSI 5, M DR S TYPE MORTAR TO BE USED 6, MAX ANCHOR BOLT SPACING: 4'-0' D.C. 7. WINDOWS DR VENTS (INSTALLED BY OTHERS) ARE REQUIRED TO PROVIDE 1/150 OF FLOOR AREA AS FREE VENTILATION AND SHALL BE LOCATED AS CLOSE TO CORNERS AS POSSIBLE 8. NOTES ON THIS PAGE TAKE PRECEDENCE OVER NOTES ON TYPICAL FOUNDATION DWG, A15/A16 Al,8 Town Of Southold P.O Box 1179 Southold, NY 11971 Date: 07/14/08 * * * RECEIPT * * * Receipt~: 25278 Transaction(s): 1 1 Septic Permit - Construct - Resid. Reference 3816 Subtotal $10.00 Check#:697 Total Paid: $10.00 Name: East, End Construction 150 Waterview Drive Southold, NY 11971 Clerk ID: CAROLH Internal ID: 3816 h SEPTIC SYSTEM T~E MEASUREMENTS HOUSE PORCH CORNER [] DORNER~I SEPTIC TANK COVER LEACHING POOL 42' 81' COVER 1 LEACHING POOL COVER 2 $3' 67' LEACHING POOL 47' 78' COVER $ ~°~ '~ F qO A.~/OR EASE.E.TS OF ~ECO~D, ,~ ~bVV ANY, NOT SHOWN ARE NOT GUARANTEED. SURVEY OF PROPERTY ~eITUA T£ PECONIC TOWN OF SOUTHOLD SUFFOLK COUNTY, NEW YORK S.C. TAX No. 1000-67-06-11.1 SCALE 1":50' JANUARY 22, 2008 JULY 51, 2008 REMOVE PROP. GARAGE & ADD PROP. DRYWELLS AUGUST 29, 2008 FOUNDATION LOCATION JANUARY ~2, 2009 FINAL SURVEY AUGUST 3. 2009 ADDED DRYWELL LOCATIONS AREA = 19,998 sq. ff. 0.459 ac. NOTES: 1. LOT NUMBERS SHOWN THUS: £0T(~6) REFER TO MAP OF PROPERTY OF BLANCHE T, DICKINSON FILE IN THE OFFICE OF THE CLERK OF SUFFOLK COUNTY ON JUNE 6, 1926 AS FILE No. 860 2. FLOOD ZONE INFORMATION TAKEN FROM: FLOOD INSURANCE RATE MAP No. $610SC0161 G ZONE AR: BASE FLOOD ELEVATIONS DETERMINED ZONE X* : AREAS OF SOO-YEAR FLOOD; AREAS OF leO-YEAR FLOOD WITH AVERAGE DEPTH OF LESS THAN 1 FOOT OR WITH DRAINAGE AREAS LESS THAN ~ SQUARE MILE; AND AREAS PROTECTED BY LEVEES FROM 10e-YEAR FLOOD. ZONE X: AREAS DETERMINED TO BE OUTSIDE S00 YEAR FLOODPLAIN. 20O9 SUFF. CO. HEALTH SERVICES OFFICE OF WASTEWATER MGT. PREPARED IN ACCORDANCE WITH THE MINIMUM STANDARDS FOR IITLE SURVEYS AS ESTABLISHED BY THE LI.A.LS. AND APPROVED A~-~OOP~EO FOR SUCH USE BY THE NEW ?~)RX ,~TAT~ LAND TITLE ASSOCIATION. ./ : ' N.Y.S. Lic. No. 50467 Nathan Taft Corwin III Land Surveyor UNAUTHORIZED ALTERATION or ADDITION TO THiS SURVEY IS A VIOLATION 0f SEC]]ON 7209 OF THE NEW YORK STATE EDUCATION LAW. COPIES OF THIS SURVEY MAP NOT BEARING THE LAND SURVEYOR'S INKED SEAL OR EMBOSSED SEAL SHALL NOT BE CONSIDERED TO BE A VALID TRUE COPY CERTIFICATIONS INDICATED HEREON SHALL RUN ONLY TO THE PERSON FOR WHOM THE SURVEY IS PREPARED, AND ON HiS BEHALF TO THE TITLY COMPANY, GOVERNMENTAL AGENCY AND LENDING INSTITUTION LISTED HEREON, AND TO THE ASSIGNEES OF THE LENDING INSTI- TUTION CERTIFICATIONS ARE NOT TRANSPERABLE. title Su~eys -- Subdivisions Site Plans -- Construction Layout PHONE (631)727-2090 Fox (651)727-1727 OFFICES LOCATED AT MAILING ADDRESS 522 Roanoke Avenue P.O. Box 1931 Riverheod, New York 11901 Riverheod, New York 11901-0965 27-4~U ' REScheck Software Version 4.1.3 Compliance Certificate Project Title: Qn-14297 Report Date: 06~03~08 Data filename: \\Engineering\y\REScheck~A14297.rck Energy Code: 2007 New York Energy Conservation Construction Code Location: Suffolk County, New York Construction Type: Detached 1 or 2 Family Heating Type: Non-Electric Glazing Area Percentage: 17% Heating Degree Days: 5750 Construction Site: 2625 Mill Road Peconic, NY 11958 Owner/Agent: East End Construction Services, Inc. 150 Waterview Drive Southold, NY 11971 Designer/Contractor: Derek Portzline Apex Homes, Inc. 7172 Route 522 Middleburg, PA 17842 Compliance: 5.7% Better Than Code Maximum UA: 280 Your UA: 264 Ceiling 1: Flat Ceiling or Scissor Truss Wall 1: Wood Frame, 16" o.c. Window 1: Vinyl Frame:Double Pane with Low-E Door 1: Solid Door 2: Glass Floor 1: Ali-Wood Joist/Truss:Over Unconditioned Space 1440 30,0 0.0 50 1305 19,0 0.0 64 200 0.350 70 22 0,160 4 22 0.370 8 1440 19.0 0.0 68 The proposed building represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed systems have been designed to meet the 2007 New York Energy Conservation Construction Code 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. Derek Portzline Name - Title Signature ~ Date Project Title: Qn-14297 Report date; 06/03/08 Data filename: \\Engineedng\y\REScheckLA14297.rck Page 1 of 1 DI3DEB DlVlalnN State of 'New York Department of State Division of Code Enforcement & Administration: 41 State Street, Albany, New York 12231 (518) 474-4073 fax: (518) 486-4487 www. dos.state.ny.us NOTICE OF APPROVAL This notice serves to inform the local Code Enfomement Official that the New York Department of State (DOS) has reviewed and approved plans, as authorized pursuant to 19 NYCRR Part 1209, Regulation and Fees for Factory Manufactured Homes, to allow the construction of single family homes, two family homes, and/or other modular buildings or components in compliance with the State Uniform Fire Prevention and Building Code, as described herein: Manufacturer's Name: Building Description: Approval Number: Applicable Code: Expiration Date: Maximum Ground Snow Zone: Seismic Design Category: Basic Wind Speed: Exposure Category: DOS Contact Person: Additional Conditions: Approval Date: Apex Homes, Inc. 7~172 Route 522 Middleburg, PA 17842 Deta,che_d One- and Two-Family Dwellings and Multiple Single- Family uwel!ings (Townhouses) M 1168-02-074 Residential Code of New York State 2007 (RCNYS) February 25, 2009 85 PSF A, B, C for Detached One- and Two-Family Dwellings A, B for Townhouses Not more than 120 mph A, B, orC Lucjan J. Mitas None April 16, 2008 Ronald Piester, AIA Director A copy of this Notice of Approval shall accompany all plans and specifications submitted as part of a permit application. Plans should not require a DOS seal provided the registered design profassiona[ references the approval number and ced[ties that the plans and specifications conform to the plans and specifications approved by and on file with the DOS. The approval identified above is limited to all construction that takes place in the factory. Site related work including installation and connection of the building and/or components, foundations, mechanical connections, stairs, decks, etc. is the responsibility of the Code Enforcement Official. The presence of the insignia of approval shall be presumptive evidence that the factory manufactured home or component complies with the provisions of the RCNYS. If the code enforcement official believes that any factory manufactured component is in violation of one or more provisions of the RCNYS, he/she should contact the DOS for further review and/or determination. RANCH ~EL ORAWING iN3EX 'AB ! TYPICAL ELEVATIONS A3 I TYPICAL ELEVATIONS A4 I OPTIONAL ELEVATIONS T-RANG~ SYSTEMS DESIGN BASIS TRUSSES: 12" O,C - 90 PSF TOP CHORD LIVE LOAD 20 PSF TOP CHORD DEAD LOAD 20 PSF BOTTOM CHORD LrYE LOAD 20 PSF BOTTOM CHORD DEAD LOAD 16" O.C. 67.5 PSF TOP CHORD LiVE LOAD 15 RSF TOP CHORD DEAD LOAD 15 PSF BOTTOM CHORD LIVE LOAD 15 PSF BOTTOM CHORD DEAD LOAD 2~ O,C, - 45 PSF TOP CHORD LIVE LOAD 10 PSF TOP CHORD DEAD LOAD 10 PSF BOTTOM CHORD LIVE LOAD 10 PSF BOTTOM CHORD DEAD LOAD RAFTERS: 25, 4o. 60, 80, & lOO G.S.L (WORST CASE) 10 PSF : DEAR LOAD CEILING JOISTS (STORAOE): 20 PSF = LIVE LOAD 10 PSF OR ACTUAL WEIGHT = DEAD LOAD FLOORS (NON-SLEEPING AREA): 40, 50, & 100 PSF = LIVE LOAD 10 PSF OR ACTUAL WEIGHT ~ DEAD LOAD FLOORS (SLEEPING AREA): 30 PSF = LIVE LOAD 10 PSF OR ACTUAL WEIGHT : DEAD LOAD SEISMIC LOAD: SEISMIC IMPORTANCE FACTOR, ~£ = l.O0 WIND LOAD: WIND SPEED: UPLIFT: UNBALANCED SNOW FACTOR: DESIGN CRITERIA CONSTRUCTION ITPE: WOOD FRAMED UNPROTECTED (VD) USE GROUP; DETACHED SINGLE FAMILY DWELLING OCCUPANT CLASSIFICATION; DETACHED S{NGLE FAMILY DWELONO HOUSE TO BE ERECTED AT: PECONIC, NY - SUFFOLK COUNTY 20 LB 5NOW ZONE 120 MPH WIND ZONE (5 SEC GUST) WIND EXPOSURE CATEGORY - C SEISMIC DESIGN CATEGORY - 8 T SPL L~ L RANCH TWO STORY/TWO FAMILY TO THE BEST OF MY KNOWLEDGE, BELIEF, AND PROFESSIONAL JUDGEMENT, THESE PLANS (AND SPECIFICATIONS) ARE IN COMPLIANCE WITH THE ENERGY CONSERVATION CONSTRUCTION CODE OF NEW YORK STATE, 2007 EDITION AND CONFORMANCE TO GENERAL PROVISIONS OF CHAPTER 5, SECTIONS 502, 505, 504, AND 505. IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANOE THE STRUCTURAL DESIGN OR INTENT. IF A DRAWING BEARING THE SEAL OF AN ENGINEER iS ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE DRAWING WITH A NOTATION" ALTERED BY" FOLLOWED BY HIS SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. SPLIT~ TWO STORY/TWF_ FAMILY 3-BOX WIDE RANCH CAPE CAPE w/ SHED DORMER 3 BOX WIDE TWO STORY 7172 ROUT~ 522, MIDDLEBURC, PA I~42{~/ ~ (570) 837-2333 ? ' [~ /~' D M~nufocturers No. M 1168' ~/ ' "SPACE RESERVED FOR THE NEW YORK STATE STAMP OF APPROVA[' JUN 1 3 2008 I~ JUN 1 3 2008 FIELD iNSPECTION NOTE THE LOCAL BUILDING CODE ENFORCEMENT OFFICER SHALL APPROVE SITE REQUIRED FIELD BUILT WALLS BETWEEN DWELLINGS, COMPLETION OF FIRE RATED ASSEMBLIES ABOVE CEILINGS & UNDER FLOORS, FIELD INSTALLED HANDRAILS & ALL WORK DONE ON SITE GENERAL NOTES THE PLANS AND SPECIFICATIONS OF THiS PERMIT PLAN SET ARE DERIVED FROM AND CONSISTENT WITH THE SYSTEMS SET OF PLANS AND SPECIFICATIONS APPROVED AND ON FILE WITH THE DEPARTMENT OF STATE, WHICH WERE APPROVED ON APRIL 16, 2008 UNDER SYSTEMS NUMBER M1168-02-074, THIS MODEL IS TO BE BUILT UNDER THE NEW YORK APPROVED MODULAR BUILDING SYSTEM, CODES 2007 RESIDENTIAL CODE OF NEW YORK STATE 2007 ENERGY CONSERVATION CONSTRUCTION CODE OF NEW YORK STATE APPLICABLE BUILDING CODES SHALL BE LOCATED ON EACH INDIVIDUAL FLOOR PLAN COVER SHEET - IRC VALLEY SET BY APEX ON ]4297/NY FINISHED FLOOR FINISHED GRADE CRICKET / SADDLE ON SITE ~Y OTHERS PORCH SLAB, RAILING AND POSTS BN SITE SY OTHERS THE ENERGY PORTION DF FMH PLAN HAS BEEN PREPARED USING CHAPTER NOTE: ACTUAL HOUSE MAY VARY FR~]M ELEVATION 7_008 QN ~4897/NY NBTE: ACTUAL HBUSE NAY VARY FRITH ELEVATIBN QN }4~977NY JUN 1 2 200B LEFT SI3E ELEVATIBN B THE ENERGY PORTION BF FMH PLAN HAS BEEN PREPARED USING CHAPTER 5 DF NEW YDRK STATE ENERGY CDNSERVATIBN GDNSTRUCTIBN CDDE (ENERGY CBOE) AND IS IN FULL CDMPLIANCE WITH THE ENERGY CDDE NOTE: ACTUAL HOUSE MAY VARY FROM ELEVATION al,3 QN ~4~97/NY PORCH SLAB, RAILING AND POSTS RIGHT SIDE ELEVATION ON-SITE ~Y OTHERS JUN 1 3 2008 THE ENERGY PORTION OF FNH PLAN HAS BEEN PREPARED USING CHAPTER IT IS A VIOLATION OF ARTICLE 145 DF THE NEW YORK STATE NOTE: ACTUAL HDUSE HAY VARY FROM ELEVATION Al,4 CLO 3' R HALL VT RADON VENT BATH 5/8' > HALL GLO ON 14297/NY 18' 0' I lbo 167.38 SQ FT FOYER ANDERSEN SILVERLINE WINDOW SCHEDULE "k,, x;.'~ WINDOW LABEL ROUGH OPENING MODEL NUMBER BEgCRIPTI~N~ (~ 30 1/4'x 37 1/4' SaaSlOD 3000 SERIES DOUSLE~ 1 B NOTES: 1 BUILDER IS RESPONSIBLE FOR PROVIDING A PROPERLY SIZED HEATING SYSTEM TO COVER A 59,000 BTU LOSS 2 HEAT LOSS WAS CALCULATED W/ R 19 FLOOR INSULATION AND CLOSE OFF PACKAGE 3. ANDERSEN SILVERLINE 3000 SERIES WINDOWS DP 50 RATED 4. ia/12 CAPE ROOF SYSTEM AT 16~ OC 6 7 8 9. A1,5 ON 14~97/NY 1 KNEEWALL LINE TAPER LINE IN CEILING ~EYDND THIS PDIN] ANDERSEN SILVERLINE WINDOW SCHEDULE NOTES: I, ANDERSEN SILVERLINE 3000 SERIES WINDOWS - DP 50 RATED 6 2 7 3 8 4 9. 5 10 11 1~. 13 14 15 Al,6 qOTES: ALL BEDROOMS ARE ARC-FAULT PROTECTED wP 27' GFI ON }4297/NY ~" JUN 1 3 2008 QN ~4~97/NY 'TO THE BEST DF MY KNOWLEDGE, BELIEF AND PROFESSIONAL JUDGMENT r 13' 9 1/~' '-~503~LL960 TL //~9995 TL ~. MZM~NININ 30'x30' BONC UNEXCAVATEB SPACE FOUNDATION DRAWINGS ARE TO BE USED AS A GUIDE ONLY APEX HOMES WILL NOT ACCEPT ANY LIABILITY OR RESPONSIBILITY FOR INCORRECT FOUNDATIONS NOTES: i FOR ADD'L INFORMATION SEE TYPICAL FOUNDATION DRAWING AiSA6 OF THIS SET 2. PERIMETER RAIL ATTACHED TO SILL WITH 16d NAILS AT 6' DC 3 PIER FOOTINGS BASED UPON ~000 PSF ALLOWABLE SOIL BEARING PRESSURE 4 CONCRETE COMPRESSIVE STRENGTH: 3000 PSI 5 M OR S TYPE MORTAR TO BE USED 6 MAX ANCHOR BOLT SPACING: 4' O' DC 7 WINDOWS OR VENTS (INSTALLED 3Y OTHERS) ARE REQUIRED TO PROVIDE 1/150 OF FLOOR AREA AS FREE VENTILATION AND SHALL BE LOCATED AS CLOSE TO CORNERS AS POSSIBLE 8 NOTES ON THIS PAGE TAKE PRECEDENCE OVER NOTES ON TYPICAL FOUNDATION DWG A15/A16 Al,8 NBTES: ], 3. 4 5 7 8 9 10 11 l~. 13. 14. 15. ON ]4~97/NY JUN 1 3 2008 JUN 1 3 2008 2xB SPF #B COLLAR TIES lO'-B 3/4' 1Od NAILS WITH BOX ADHESSIVE COVERAGE -383# 2' DF SHEATHING BOTH SIDE WITH Bd NAILS ~ 4' O,C, 1Ggo STAPLES 4 ROWS / 4 COLUMNS -KNEE WALL LOCATIONS 2xl0 SPF #2 (2) 2x]0 SPP #B CEILING BEAM FLUOR PLAN FOR OTHER SIZES AND SPECIES 13'-8 1/2" LOA N l, WIND ASCE 7-02 140 MPH~ H=309 BRACING Dt G TCLL:3,GPSFj BCDL=2,4PSF CATEGORY ID EXP, Cj TOP CHORD: STRUCTURAL WOOD SHEATHING SPACING B4" o.c, MWFRS GABLE END ZONE AND C-C EXTERIOR (2) ZONE BOTTOM DHDRD: RIGID CEILING BOARD DIRECTLY APPLIED TC LL. 25 psF 2. TCLL: ASCE 7-02 = 25PSF (GROUND SNOW) COLLAR TIES: 2x4 LONGITUDINAL AT MID POINT WITH (2) TC DL G s? CATEGORY II EXP, C~ TCLL: IBC 1607,11.2 lsd NAILS DR RIGID CEILING BOARD DIRECTLY APPLIED ' ' P 3, ROOF DESIGN SNOW LOAD HAS BEEN REDUCED FOR SLOPE KNEE WALLS: 2x4 LONGITUDINAL AT MID POINT DF WALL VENT THRU RBBF JUN 1 2 200B ON ]4897/NY SHEATHIN0 7/16' OSB STUDS PLUMBIN6 VENT THRU RBBF UNITS JUN 1 ~ 7_008 DBL ~-= nn, =~-~= ~ ,~. ~u~_~ ~.1~~~ ', RANCH ~ ~ ,,, , .., ,,, ,,,,, ,., / BI-LEVEL do~ R:ANCH, DUF L[,, bl LEVEL ~ 1,~ ~ ~o~ / '-t-- REAR ELEV ..... , , ,~,c,,,,,. .................. ~ 'ri / /ir t / ~m~ ~ ~ TWB STBRY BR TWB STBRY DUPLEX (BRT. 3 BBX ~IDE UN]T~) _ --/? ......... ,,,,;~ ..... ~ ' ~ ~.~ .................. , v ~~ ~t~~: ~'=, ~ .~. ~ ~,,~,~, TYPICAL ELEVATIONS - IRC POPEH ROOF ,-0- ,,~ . ,...,~ ~ ' ,,~.~%~. ....... m r OPTIONAL CARPORT CAPE RBOF ELEVATION ~ , ~u.,.~.~ n.~ ~.~,,~,. L ..... ~Z~v2it .......... OF'T] ONAL ~ORMEF' I ~= [.~r, ~ ,? ~,,,~, ~ ','"',~];~,..*.,~,: ~ ,.,..~, · ,.,~ ~v,.,,:,.,, :~, OPTIONAL ELEVATIONS - IRC rO~ LOT LINES O~ TDVNHOUSES _~ :~,, ,' ,,~'~ ==:::=::=~ ~ i,'~ ~ ~, ~,~,~ ~'~ "~: : ,," ..... ~' '~ ~ H//~ v//~/~ , THiS DRAWING AND BE AVA]L~3LE UPON ~EOI.IEST ~EE Pt~GE A7 F~D ~DDIT]~NAL NDT[~ AN[) INFORHATTON ..... TYPICAL SECOND STDF,'Y FLOOR PLAN MASTER - IRC TYPICAL DUPLEX KLR. PLAN FIRST FLOOR OF SECOND FLOOR DF THREE BOX ~VIDE T~[] STORY THREE BOX WIDE T~D STORY TYPICAL NOTES, (PAGES AS, A6, WIND BORNE DEBRIS PROTECTION FLOOR PLAN MASTER - IRC DRP/DWp ll/16/07 4/10/08 LEGEND - TYPICAL KITCHENS - IRC CONT]NIIATION OF F'3 A8 CONTINUED Ot'l D~P/~ '~/~Wo~ A9 ........... F~'_5 ~ -- ~:, ~ ; >,"-- -- ~ ~ i -- - ~ ~ ~-~ ...... t, = ......... , ~_. ~' , ~ ~-~ ,.. ,, ~,, ,_ ...... , . : ........ ; ~.,/ ..' . ~ ~ . _...... _ , .____ .... ____ L_ __---. L ..... ~ , .4 ..... .~,. k.._4 TYPICAL KITCHENS - IRC ORP/DWP {%U,*/07r ..... I ..... AIO GENERAL ELECTRICAL NOTES ALL ELECTRICAL CONDUCTORS AND EQUIPMENT SHALL DE LISTED OR LABELED DY A NATIONALLY RECOGNIZED TESTING LABORATORY AND IN COMBINATION WITN LISTING AND LABELING, CONDUCTORS AND EQUIPMENT SHALL BE SUITABLE FOR BOTH LOCATION AND USE. TYPICAL WIRING TECHNIQUE FOR SUB-PANEL FEEDERS TYPICAL HYDRO-MASSAGE BATHTUB WIRING DIAGRAM TYPICAL GROUNDING METHODS OF NON-CURRENT CARRYING METAL BOXES ~ Oea~ HOMES, INC. MASTER ELECTRICAL PLAN - IRC -L ..... L'_, ~L'¢ .... , , ~ 4¢ .... ,, __ ~ ~,s - { a~ / , , F---~'--q ,~-~!- ? ~ '- ~ ~-- ~ ~~ ............................. ~- ,~ " / z--~ ~,rZ ..... _ .... j .-' ~1~ , ~---~b- ) .-' ?' ~ ....... ~*~ '"~' ',', ,, ~j. ~. ~ , ......... ~ , "'' ' ' ~ ,! ', .... / .... ~ ....... '. ~ .... ¢ ,,,, ~ .. ~ ~ ~ ,, , , ~, ~ ~ , ,, , MASTER ELECTRICAL PLAN - IRC ~'~F'D]AL CAPE ~ 1ST ST~PY DF &' STO~'v ELE[TP]/AL ~o~s~ rm~ m, SITE 80~IF'LEIIDN IN BSMI TYPICAL HEATING AND ELECTRICAL - IRC -" .. /' TF'U!',Ik El ID TO EllD .~;- . '% TO BOOTS ~ COLLAP~ L]IIE I k ..... ~- '- ~ ................. ~ .................... 4---m ................. ~ p~-ol~ & ~//;/o~ , ~ 4¢1o. *~]e, ~:4S rtoo~ ~EO]STEF:S ~ - ' ~W mm '~lS' OSD-]NSTALLE~I ~'-~ J, w :t ~'" L ................. ~ ........ ~ , ............. ~ ..... ~ ............... ............... ~-~ ................ ~ HVAC SHEET - IRC TYPICAL FOOTING DETAIL =[ .f_ _~DIA LAG SCREW ._-<2 FRBNT V]E~' TaP VIEW IYPES DF SILL ANCHORS: TWO FAMILY '~',, , ,ri .: . B. CODEsLBCATJBN¢o~NER/~UiL~E~OF WASHER. ~RYER.RESPONSiB,LiTy~ATER HEATE~. & FURNACE ], BASEMENT ~0 ~E ]NSTALLED P~R STATE S LOCAL ) ~ ~ r', ,i 1o sizes REFLECT WOOD TO WOOD D;NENS]OI,IS 0r UN]TS ALLOWING SHEATHING AND giBING TB OVERHANG II ON SITE INSULATIDN ]N FLBBRS 0~ DH FOUNEIATIBN WALLS AS REOUIRED TB BE BLllLDER RESPONSIBILIT" '1 TYPICAL FOUNDATIONS - IRC TYPICAL CROSS SECTIONS - IRC It,h_ CAPE ROBF J - JJ '/ c¥-~." E]PTiBNAL 4 ~EIX ,~T(~ , SE[ ~wm ST~ ATTIC .sTORA~F RAFT~Pt SYF;TEM I SHINGLES aVEE 15~ FELT--,,$ ~ i OPT. TRANSVERSE CLEAR SPAN 66:-0' TF'Ar'ISVERSE RBEF F'AFTER '}Yi, TEM - SIDE WALL SIETAIL ~,~o.s]~c~,.~c~o.s~ TAAI, LVEPiE FBBF - El",l:l x'~ ~_L PROJECTING SECTIONS DETAIL - IRC / ",ltl T~ SECT)ON "AA" ~EC ION 'BO' A DEIA]L SHOWING BAT AND FIREPLACE AREA SUPPORTE0 BY FOUNDATION BELOW DETAIl CHDWlNJ BA~ AND FIREPLACE AREA CANTILEVERING OIJT OVEP FOONDATION BELO'~ EXACT LOLSATION VARY PER FLOOR PLAN TYPICAL FRAMING DETAILS - IRC E/T '~AL~ 2TEL -F'U'i'i __/, [CTA]L *B' E/T ~,/ALL 6ATIIE[:~AL TFJ__ T,",IIFI/~F'FJ Bv/FPH/IIIR PFT,',fl ~"~ DETAIL '~' q~ TA~L ~ --~ ~ II [:I-LEVEL OR SPLIT DVERHANG T'*P BASEHENT WALL 3TD, ~ CATH. RBBF ~RG S HAT-IHG L]NE DETAZL; - ' ,,) ,, ¢~; .~ ~ '~ · ] ' '. '~11~ ' ' ' '- ' ' '" c *'/ w~_L ONE 3TBRY FLR m2I~DER B~'G. ~I-LEVEL ~R 3='LIT BVEPHA'~G _~ L %PAEE FBUNDAT]BN '"' TY:'. Cs'AWL ;PAEE FBUNDAT]OI'.~ PIEF' TYPICAL SECTIONS ~ DETAILS - IRC DETAIL '~' EETAIL *G' DETAIL 'H' DETAIL : =,=~= ~ ,... ~__j~ ~3~_.E~EL ENT~' ~ALL ~-LEVEL ENTRY ~ALL DE1AJL 'W' DETAIL 'L' SECOND FLOOR MATING LINE ~ =11~111: ~" ~~ ~{ ~ '~P SPL~T LEVEL OFFSET PODF/2ND FLOOR INTER3ECTION DETAIL ;ECONEt FLOOR OVERNANG ~fPICAL cELOH~ FL0O~' ~,, ~. 5~ .?~ ~ ... ,: ..,. . ,~,~ ~-~ .... ~,~. A:'E- ~E~]Ei AF'E~ iZPiES APE, iEF;Ei APE. iEFIEi i;L~E ,~ZALL FFAM]IqG EN2 ~ALL F~AM]NG ~APPIAGE WALL FFAHN,I~ [HTEF']OP ~,'ALL FPAHD'h3 I APEX SERIE2 NAP['IAGE NO'r. ~LL r~lt'G ~,~[~S mT AF'EX SER'iES SIDE WALL ~'~.~.. : APEX oEPlE~ ................ ., ~ ' APEX 3EP]E~ END WALL APEX ~ERIES ]NTEPIBP F~AME[m OF'EN]NG5 WALL FRAMED OPENINGS ,cuss ~o ~ ~ ~ ,..ss m APEX SERIES ]Nfl TO ]NT APFX ~FRIF3 APEX 3Ek'Jb3 o4~ ~iLL TaP PL~E UVE~LAPS w'ALL CBI'4NECTIBN DETAIL~ WAI cnf'INFC.-~PI',J CONNECTION DETAIL (~ ~e.c~ -- ----~ TYPICAL NPE× .'~ERJ£,S ~LE]EKJN~ DETAILS APEX ~ ~ ' ~T .sERiF,:, PROTECTIVE ,:~ EEL PI ATF,S 3X5 20G¢~ PROTECTIVE ~x. ~ ~ 4Xl4 I/~' 20GA PROTECTIVE ~.~ F'LUH3Ih, G P;F'ES PAI'ICL BB};ES Axed ELEO~P]E BPBP; WALL SYSTEMS - IRC IgSULAT]BN VALUES INSULATION VALUES ~ ---a,6 STU[,S e~6-oc FDF' PEBF / EEIL]NG - VALILTE[J FBP ]2T FLR TD BND FLR, EXT PER]METER' k r~. ~$P~ sumi~s ~ ~ ,:/mo' use s,,~s ~, OF THE EHERGY CDNSERVATION CONSTRIJC}IgN CDDE OF NEW YORK STATE INSULATION SCHEDULE J FLBOP WALLS I ANDERSEN W]NDBW SCHEDULE -U-,,ALUES Pi & W ~/]NDBW SEHEDULE -u'v^Luss ....................... - DOOR ~:SCHEBIJLE APEX HBME~ CALE, ULATIBI,IS P1AIqUAL If',I3EX ....... ""*' ................. * - ~ ~"~ ~5 ~X~ ...... SECTION 9 4o PSt ~L FLOOPS lOC PSt ALL rLm~S J ~/,I mTJ" ALL WIHDDWS SHALL HEET DR EXCEED [4IN]HUN ~]ND PRESSURES AS PRESCRI~E[~ ~3'-e', ~'7' 6'. ~ 3r 6' uNz: .,1[,].~ SECTION 19 ~s e', ~7 ,:,-, ~ 3]' o- U~IT W:~TUS ~ ~,¢[~.~, ~4~ ,,% TEST HOLE DATA SURVEY OF PROPERTY SITUA TED A T PECONIC TOWN OF $OUTHOLD SUFFOLK COUNTY, NEW YORK S.C. TAX No. 1000-67-06-11.1 $CAL~ 1"=,50' JANUARY 22, 2008 AREA = 19,998 sq. ff. 0.459 oc. N'OTE$' 1, LOT NUMBERS SHOWN THUS: LO](.6) REFER TO ~AP OF PROPERTY OF BLANC~E T. DICKINSON FILE IN THE OFFICE OF THE CLERK OF SUFFOLK COUNTY ON JUNE 6, 1926 AS FILE Ne. 860 2, ELEVATIONS ARE REFERENCED TO 1929 N.G.V.D. DATUM EXISTING ELEVATIONS ARE SHOWN THUS~ ~ 3. FLOOD ZONE INFORMATION TAKEN FROM: FLOOD INSURANCE RATE MAP No. 36105C0161 G HOUSE SEPTIC TANK (1~ PROPOSED SEPTIC SYSTEM DETAIL 79' LEACHING POOLS (5~ pRET3ARED IN ACCORDANCE WITH T~E MINIMUM STANDARDS FOR ]TILE $[JR~[YS AS ESTABLISHED BY THE LI~-LS, AND APPROVED AND FOR SUCH USE BY THE NEW YORK ~TATE LAND THE EXISTENCE OF RIGHTS OF WAY AND/OR EASEMENTS OF RECORD~IF ANY, NOT SHOWN ARE NOT GUARANTEED. Nathan Taft Corw n III Land Surveyor PHONE (631)727-2090 Fex (631)727-1727 27-43i :,W ,90 P .i ,r.,q t I I 4S C7" -f /,~f-. /' PLUMBING ' AEcr~_'O BB~G-W~TE & WATER LINES NEED ~"~-G PLUMBER CERT,'FICATION ON LEAD CONT~ENT BEFL,?E DO NOT PROCEED WITH FRAMING UNTIL SURVEy' OF FOUNDATION LOCATION HAS OEEN APPROVED DER~ITE~s CEItTiFIC~~ CERTIFICS ~E OF OCCUPANCY SOLDER USED IN WA TE~ ~"*~ SUPPLY SYSTEM CANNOT · 1%LEAD. EXCEED ' OCCUPANCY USE IS ' UNLA~,FUL WITHOUT CER'i-i~-:/CAT OF OCCUPANCY APPP, OVED AS NOTED 2. ROUGH - ~RAMiN~ & PLUMBING 3. INSU~TION 4. FINAL - CONSTRUCTION MUST BE COMPLETE FOR C.O, ALL CONSTRUCTION SHALL MEET REQUIREMENTS OF THE OOBES OF N~ YO~K STATE. NOT RESPONSIBLE FOR BESIGN OR 60NSTRUOTION ERRORS. RETAIN STORM WA~R RUNO~ PURS~A~TO CH~: ,' 'z~ Ttx/E7:: , ,:P..>. DB/ $1~P~N l~m,mdations' Mimli ~aipl. y v~h New ¥ork.St~,p*m~idm~al ,,% TEST HOLE DATA SURVEY OF PROPERTY SITUA TED A T PECONIC TOWN OF SOUTHOLD SUFFOLK COUNTY, NEW YORK S.C. TAX No. 1000-67-06-11,1 SCALE 1"=30' JANUARY 22, dUlY 51, 2008 REMOVE PROP GARAGE ~ ADD PROP. DRYWELLS AREA = 19,998 sq. ft. 0.459 ac. 1. LOT NUMBERS SHOWN THUS: L02(~6) REFER TO Y///A"R°"°S£D sE.nc 7. THE LOCATION OF WELLS AND CESSPOOLS SHOWN HEREON ARE FRO" OBSERVATIONS AND/OR DATA OBTAINED ?ROM OTHERS. 1,550 sq. fl. X 0.17 = 260 cu. fi. HOUSE SEPTIC TANK (1~ PROPOSED SEPTIC SYSTEM DETAIL 1 MINIMUM SEPTIC TANK CAPACFilES FOR A 1 TO ~ BEDROOM HOUSE IS 1,000 GALLONS, 1 T,'~NK; 8' LONG* 4'-5" WIDE, 6'-7" DEEP LEACHING POOLS N.Y.S. Lic. No, 50467 ~HE EXISTENCE OF RIGHTS OF WAY AND/OR EASEMENTS OF RECORD, IF ANY, NOT SHOWN ARE NOT GUARANTEED, Nathan Taft Corw n III Land Surveyor PHONE (831)727-2090 Fox (631)727-1727 27--430.