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HomeMy WebLinkAbout35388-Z2/10/2011 Town of Southold Annex 54375 Main Road Southold, New York 11971 CERTIFICATE OF OCCUPANCY No: 34835 Date: 2/10/2011 THIS CERTIFIES that the building Location of Property: SCTM #: 473889 Subdivision: RESDENTIAL NEW CONSTRUCTION 1120 SIGSBEE RD LAUREL, Sec/Block/Lot: 144.-1-3 Filed Map No. Lot No. filed in this ofilced dated 35388 dated 3/12/2010 conforms substantially to the Application for Building Permit heretofore 2/17/2010 pursuant to which Building Permit No. 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 ATTACHED TWO CAR GARAGE (2ND FLOOR ABOVE GARAGE AND 2ND FLOOR ABOVE LIViNG ROOM ARE UNFINISHED), COVERED FRONT PORCH AND UNFINISHED BASEMENT WITH FULL BATH AS APPLIED FOR. The certificate is issued to Fetzko, John (OWNER) of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. PLUMBERS CERTIFICATION DATED 2/7/11 R10-09-0078 12/16/10 35388 8/20/10 · ~ LI SUNRISE PLUMBING FORM NO. 3 TOWN OF SOUTHOLD BUILDING DEPARTMENT Town Hall Southold, N.Y. (THIS BUII/)ING PERMIT PERMIT MUST BE KEPT ON THE PREMISES UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) PERMIT NO. 35388 Z Date MARCH 12, 2010 Permission is hereby granted to: CAROLINE FETZKO PO BOX 499 MATTITUCK,NY 11952 for : DEMO & CONSTRUCTION OF A SINGLE FAMILY DWELLING WITH ATTACHED TWO CAR GAR3~GE & FRONT PORCH; 2ND FL. ABOVE GARAGE & L.RM.- UNFINISHED(725 SQ.FT) at premises located at 1120 SIGSBEE RD LAUREL County Tax Map No. 473889 Section 144 Block 0001 Lot No. 003 pursuant to application dated FEBRUARY 17, 2010 a_nd approved by the Building Inspector to expire on SEPTEMBER 12, 2011. Fee $ 2,425.20 Authorized Signature Rev. 5/8/02 ORIGINAL TOWN OF $OUTHOLD BI01LDI~G DEPARTM~N~ TOWN HALL 765-1802 ~PLICATION FOR CERTIFICATE OF OCcuPANCY This application must be filled in by typewriter or ink and submitted to ~he Building Department with the following: A. For new' building or new use: t. Fit,al survey of prop~x~ with aconra~ location of all buildings, property liuas, struts, and unusual natural or topographio features. ~: Approval of electrical installation from Board of F,re Undo .r .w.n. tots. w' ~ ~:E. e ~ et ~ ,.,, lead '5. Commercial building, industrial lmilding, multiple residanees and similar buildings and installations, a certifiuate of Code Comptiaaee from architect or e~'~ear ~pomibte fo~ the building. 6. Submit Planning Board Approval of completed site plan requirement& B. For existing buildings (prior to April 9, 1957) non-conforming uses, or bulldinga and ~Pre'exIsting' innd uses: t. Accm'at~ ~urvey of property showing att property lln~, slr~, building a~t tmuauat nalural or topographic features. 2, A lXOpesly completed application ~al oo~mt to i~pect si~aed by ~ a~ If a ~c~e of Oc~p~ is denied, the Building Inspector shall state the reazons therefor in writing to tho applioaut. C. Fees 1. C~tificate of Occupa~y. New dv~ll~ng_ $25.00, Additions to dv~lling $25.00, Altera6oas to dv~lling ~ 5.00, Swimming poot $25.00, Accessory building $25.00, Additioas to accessory buildiu~ $25.00, Busln~sses $50.00. New Co~lx~om Location of Property: // 2-0 House No. Owner or Ovmcrs of Property: Suffolk County Tax Map No 1000, Section Old or Preexisting Building: (chock one) ~ Street Hamlet t / c/f Block 0 ] ~t Filed M~. Lot: Un~ A~v~: Fiml C~fimte:~ sm ' Subdivision H th De t. Approval: Planning Board Approval: Request for: Temporary Certifieme. Fe~ Submitted: $ ~t.? 7 2. Ce, rtifical~ of Oozupancy on lh,v-e~ng Building- $100.00 3. Copy of Cen'ificate of Occupancy - $.25 4. UpdatedC¢ffific, a~ofOccupancy- $50,00 5. Temporary Certificate of Occupancy - R~sidential $1 5.00, Commereial $1 5.00 Town 1 Iai] Annex 54375 Main Rilad P.O. Box 1179 Sottlhold, NY 11971-0959 Telephone (631 ) 71i,5-18(}2 Fax (631) 765-9502 rofler, dchert~town.southold.n¥.us BI ILl)lNG DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To: Felzko Address: 1120 Sigsbee City: Mattituck St: NY Zip: 11952 Building Permit #: 35388 Section: Block: Lot: WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: DBA: Anything Electric LicenseNo: 5220-e SITE DETAILS Office Use Only Residential Indoor ~ Basement ~ Service Only ~] Commerical Outdoor 1st Floor Pool New Renovation 2nd Floor Hot Tub Addition Survey Attic Garage Service 1 ph Service 3 ph Main Panel Sub Panel Transformer Disconnect Other Equipment: INVENTORY Hot Water GFCl Recpt NC Condenser Single Recpt NC Blower Range Recpt Appliances Dryer Recpt Switches Twist Lock Ceiling Fixtures ~~[~ HID Fixtures Wall Fixtures I I Smoke Detectors Recessed Fixtures CO Detectors Fluorescent Fixture Pumps Emergency Fixture Time Clocks Exit Fixtures I I TVSS Notes: Modular home-NY State approcal # 19-50527, Muncy Homes, serial # 416390 Inspector Signature: Date: Aug 20 2010 81-Cert Electrical Compliance Form To~n i-lnll Annex New Yo~ I I~71-0959 i]UILI)H'iO D~PARTlvII~I,~ Tel~hone (630.765~1 Fax (~3 l) 7~$.9~02 ' CERTIFICAtTION ! c~ttil~, that thc sold~' uaed in thc water aupply system contains l~s ti-am 2/10 of 1% Not,~/Public, ~'~; ..~-~ i/~ County DONAL~ E. McKAY Notary Public, State Of New York No, 45'i7282, Suffolk County Term Expirea 3Jl 8/20{11t TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION ~ FOUNDATION 1ST [ ] ROUGH PLBG. [ ] INSULATION [ ] FINAL [ ] FIRE SAFETY INSPECTION [ ] RRE RESISTANT PENETRATION [ ]FOUNDATION 2ND [ ]FRAMING / STRAPPING [ ]FIREPLACE & CHIMNEY ] RRE RESISTANT CONSTRUCTION R~EMAR~K~S:~ ~/~'~ ~ TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST ~ FOUNDATION 2ND [ ]FRAMING / STRAPPING [ ]FIREPLACE & CHIMNEY [ ]FIRE RESISTANT CONSTRUCTION [ ] ROUGH PLBG. [ ] INSULATION [ ] FINAL [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT PENETRATION REMARKS: DATE INSPECTOR TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. FOUNDATION 2ND [ ]INSULATION FRAMING ~ [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION REMARKS: -.-~'-- 2-~ -/o DATE TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 [ ]FOUNDATION 1ST [ ]FOUNDATION 2ND [ ]FRAMING / STRAPPING [ ]FIREPLACE & CHIMNEY [ ]FIRE RESISTANT CONSTRUCTION REMARKS: INSPECTION ~ROUGH PLBG. [ ] INSULATION [ ] FINAL [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT PENETRATION DATE TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FO~ATION 2ND [ ] INSULATION [~i/]~FRAMING / STRAPPING [ ] FINAL ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION ] RRB RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION REMARKS: DATE INSPECTOR TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ]FOUNDATION 1ST [ ]FOUNDATION 2ND [ ]FRAMING / STRAPPING [ ]FIREPLACE & CHIMNEY [ ]FIRE RES~TANT CONSTRUCllON [ ]ELECTRICAL (ROUGH) REMARKS: [ ] ROUGH PLBG. [ ]INSULATION [ ] FINAL ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT IT:NETRATION ~ ELE~ ~ HICAL (FINAL) DATE ___~~ I NSPECTO..<~~~ TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ]FOUNDATION 1ST [ ]ROUG~ [ ] IN/SULATION [ ~]"~1 NAL [ ] FOUNDATION 2ND [ ] FRAMING / STRAPPING [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] laeEeESlS'tam'~ [ ] F~RERESm'Am'~d~IE'mA'n0N DATE --~~ INSPECTOR ~ ~l~J~ INSPECTION REPORT DATE COMMENTS ..... "' FO~A~ON (~) ....................... ~]~]0 ~8~ON PER N. Y, STA~ E~R~ CODE , ~D~ON~ COUNTS :h,l/°- ~,~ ~, ' I TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL SOUTHOLD, NY .11971 TEL: (631) 7654502 FAX: (6~1) $outholdTown. NorthFork.net ¢ Z z-,20 / o -/ Disapproved a/¢ Expiration /~/~z.~. , 20/.f PERMIT NO. ~ Y -'? ~' FEB 17 2¢10 a. This application I BUILDING PERMIT APPLICATION CHECKLIST Do you have or need tbe following, before applying? Board of Health 4 sets of Building Plans Planning Board approval Survey Check Septic Form Flood Permit Storm-Water Assessment Form Contact: Mail to: Phone: ector APPLICATION FOIl BUILDING PERMIT I)ate /7 ,20. 0 INSTRUCTIONS r in ink and submitted to the Building Inspector with 4 to schedule. n of lot and of buildings on promises, relationship to adjoining premises or public m'ects or 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 mnendmems or other regulations affecting the property have been enacted In the Interim, the Building Inspector may authorize, in writing, the extension of the permit for an addition six months. Thereafter, a new permit shall be required. APPLICATION IS HEREBY MADE to the Building Department for the issuance of a Building Permit pursuant to the Building Zone Ordinance of the Town of Southold, Suffolk County, New York, and other applicable Laws, Ordinances or Regulations, for the construction of buildings, additions, or alterations or for removal or deraolition as herein described. ]he 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 Inepectin~~ /ff ~ff/,~,~..., ~ of al~lica~ flame; if a corporation) 7 (Mailing address of appli~mt) ' State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder Name of owner of premises -.~'7,, ~'x," ~ /~/'- Z.~C) (As on the tax roll or latest d~d) 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 1. Location of land. on which proposod work will be do, nej/ House Number Street Hamlet County Tax Map No. 1000 Section f~// Block ~ / Subdivision Filed Map No. Lot Lot 2. State existing use and occupancy of premises and intended use and occupancy of proposed construction: a. Existing use and occupancy b. lntended use and occupancy 3. Nature of work (check which applicable): New Building/'/° Addition Alteration Repair Removal Demolition v/ Other Work (Description) 4. Estimated Cost Fee (To be paid on filing this application) 5. I f dwelling, number of dwelling units Number of dwelling units on each floor If garage, number of cars q:~_ 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. iq 7. Dimensions of existing structares, if any: Front Rear _Depth Height Number of Stories Dimensions of same structure with alteratio,~s,~r additions: Front /? ~ Rea, II Depth ,~ ~- Height /I ~" Number of Stories 8. Dimensions of entire new constmetion: Front Rear .Depth. Height Number of Stories ~_ 9. Size of lot: Froot Rear. .Depth 10. Date of Purchase ~'~ tt~ Name of Fenner Owner ~ ~ 1 I. Zone or use district in which premises are situated 12. Does proposed construction violate any zoning law, ordinance or regulation? YES__ NO / 13. Will lot be re-graded? YES NO Will excess fill be removed from premises? YES NO__ / ( -/ 14. Names of Owner of premises ~ ¢:~ J~.,~ Address Phon. e No./~~9~: ~'~/ Nameof~hitect ~ ~3~t' ~ "- -' Address~ ~ ~/~ P~ d ~,No ~ ~ ~, ~ $~e ofCon~tor ~ /<~ Ad,ess ~Phone No. ~ ~/~ 15 m Is this pmpe~ within 100 fern of a tidal wetl~d or a freshwater wetl~d? *YES NO ~ * IF YES, SOU~OLD TO~ TRUSSES & D.E.C. PE~ITS MAY BE ~QUI~D. b. Is ~is prope~ wi~in 3~ f~t of a fidfl wetl~d? * YES ~ NO * IF ~S, D.E.C. PE~ITS ~Y BE ~Q~D. 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. 18. Are there any covenants and restrictions with respect to this property? * YES NO / · IF YES, PROVIDE A COPY. STATE OF NEW YORK) COUNTY being duly sworn, depots and says that (s)be is the applicant (Neane of individual 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 wo~ mad to make and file this application; that ail statements contained in this application are tree to the best of his Imowledge and belief; and that the work will be performed in the manner set forth in the application filed therewith. Sworn to before me this~ , Notary Public , /~,,_ /~/~/_/..~ TOWN OF SOUTHOLD · ,Ow. ER ~RE. tl ZO ,? FO RME'R OWNER PROPERTY RECORD CARD F(RM IMP. TOTAL NORMAL AGE Tillable 1 Tillable 2 Tillable 3 FAI~d DATE BUILD) NG CONDITION BELOW ABOVE VIUAGE SUB. LOT .,~ ~ _ ~q.z(/' E ACR. W TYPE OF BUILDING Value Per Value Acre COMM. CB, MISC. Mkt. Value REMARKS DEPTH BULKHEAD DOCK 'oral ~ouse Plot Woodland Swampland FRONTAGE ON WATER 3rushlond FRONTAGE ON ROAD Extension Extension Extension Porch Porch Breezeway Garage Patio Total COLOR Foundation Fire Place i Type Roof q ~ I Recreation Roorr I I'1 it II I'n I I l/ III l/ lllllll IIIII Floors interior Finish Heot ~o~ms 1st Floor Rooms 2nd Floo~ inelte LR. DR, BR. ;FIN. 8. Dormer Driveway LIPA 117 Doctors Path Riverhead, NY 11901 March 4, 2010 John & Mary Fetzko 7 Rockhill Road Rocky Point, NY 11778 Re: Demolition for: 1120 Sigsbee Road, Mattituck Reference T#101100624 & T101100625 Electric Meter #079695594 Gas Meter #1359746 Dear John & Mary Fetzko: This letter is to advise you that the electric facilities to the above location were removed on March 1, 2010 and the gas facilities have been removed on March 3, 2010. If you have any further questions, kindly contact Mr. Fred Perez at 631-548-7037. Very truly yours, Lead Design Supervisor Distribution Design Department SA/am . Town of Southold Eros;on, Sedimentation & Storm-Water Run-off ASSESSMENT FORM PROPERTY LOCATION: S.C.T.M.~ THE FOLLOWING ACTIONS MAY REQUIRE THE SUBMI8810N OF A ~ ~.~ L~ ~ ~ S~O~M-WATER/GRADING! DRAINAGE AND EROSION CONTROL PLAN ~ ~ect~on Block Lot C~'I~, ,r,,=u BY A DESIGN PROFESSIONAL IN THE STATE OF NEW yORK. Item Number:. (NOTE: A Check Mark (,~) for each Quest(m1 is Required for a Complete Application) Yes No Will this Project Retain All Storm-Watar Run-Off Generated by a Two (2") Inch Rainfall on Site? (This item will include all run-off created by site cleedng and/or construction ac(tv(ties as well as all Site Improvements and the permanent oreaflo~ of impervious sud'acas.) Doas the Sita Plan and/or Survey Show All Proposed Dminage Structaras Indicating Size & Location? This Item shall include all Proposed Grade Changes and Slopes Contretling Surface WaterFIowi Will this Project Require any Land Filling, Grading or Excavation where them is a change to the Natural r~ Existing Grade involving more than 200 Cubic Yards of Matedal within any Parcel? Will this Application Require Land Disturbing AcSvitles Encompassing an Area In Excess of r'~ Five Theusand (5,000) Square Feet of Ground Surface? Is there a Natural Waler Course Running through the Site? Is this Project within the Trustees Jurisdiction or within One Hundred (1IX)') feet of a Wetland or Beach? oneWitl there be Sita pmparagon on Existing Grade Slopes which Exceed Fifteen (15) feet of Vertical ~se tOHundred (100') of Horizontal Distance? intoWill Driveways, Parking Areas or other Imper'~io~s Sudaces be Sloped to Direct Storm-Water Run.Olfand/or in the direction of a Town right-of--y? Will this Project Require the Placement of Material Removal of Vegetation and/or the Constrocfion of r~ any Item Within the Town Right-of-Way or Road Shoulder Area? (This itero will NOT Include the Instaitattan of Driveway Aprons.) Will this Project Requira Site Preparation within the One Hundred (100) Year Floodplain of any Watercourse? r~ 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 Submiffed for Review Prior to Issuance of Any Building Perm(ti EXEMPTION: ' ~ Y,es N._.~o Does this project meet the minimum standards for classification as an Agflcuitural Project? Note: If You Answered Yes to this Question, a Storm-Water, Grading, Drainage & Erosion Control Plan is NOT Refluiredl __ CONNIE D. BUNCH STATE OF NEW YORK, .,~'ix 40-~/ Notary Public, State of New York COUNI'~ OF ...................... ~..~....: ............. SS No. 01BU6185050 ~, - , , Qualified in Suffolk County ThatI, *,~...G~t.h, P~,,~E.~r,',...,, ' be ..... Commission Expires April 14,20 ..................................................................... mg au~y sworn, aeposes aha. says that he/she is the applicant for Permit, (Name of individual signing Document) And that he/she is the .~_~...G.~..~...~..: ............................................................................................................................ (Owner, Contractor, Agent. Co~o~ate Officer, e~.) Owner and/or representative of the Owner of Owner's, and is duly authorized to perforn~ or have perforn~ed the said work and to make and file this application; that all statements contained in this application aze 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 herewith. Sworn to before me this; ............................................... ......... Notary Public: ......................................... ........................... r...~ ........... ~$ign of Applicant) FORM - 06107 TEST HOLE DATA SURVEY OF LOTS 23 & 24 MAP OF PROPERTY AT MATTITUCK PARK PROPERTIES, FILE No. 61 FILED JANUARY 12, 1926 $ITUATE MATTITUCK TOWN OF SOUTHOLO SUFFOLK COUNTY, NEW YORK S.C. TAX No. 1000-144-01-03 SCALE 1'=$0' OCTOBER 10, 2009 DECEMBER 1, 2009 ADDED PROPOSED HOUSE AREA = 14,272 sq. ff. 0.328 INC. ,} LOT (~ ~10 / ,0~, D~NAGE SYSTE~ C~CU~TIONS: DRIV~AY AR~: f,O02 sq. ff. 1,002 ~. ff. X 0.~7 = 170 cu. ft. 170 cu. fl. / 42.Z = 4 ve~lcal ft. of 8' dia. ~chlng pOD} ~uired PROVIDE (1) 8' dia. X 4' high ~ORM D~IN ROOF AR~: 2.556 sq. ff. 2,556 ~. ff. X 0.17 = ~I cu. ff. ~1 cu. ff. / 42.2 = 10 veHlcal ft. of 8' dla. t~chrng pool required PROVIDE (2) 8' dia. X 5' high STORM DRAIN PQO~ PROPOSED 8' DIA. X 5' DEEP DR~E~ FOR ROOF RUN-OFF ARE SHOWN THUS: PROPOSED 8' DIA. X 4' DEEP D~E~ FOR DRIVEWAY RUN-O~ ARE SHOWN ~US: NOTES: 1. ELrVATIONS ARE REFERENCED TO AN ASSUMED DATUM EXrSTING ELEVATIONS ARE SHOWN THUS: ~ 2. MINIMUM SEPTIC TANK CAPACITIES FOR A 4 BEDROOM HOUSE IS 1,000 GALLONS. 1 TANK; 8' LONG, 4'-5" WIDE, 6'-7# DEEP 5. IdlN~MUM LEACHING SYSTEM FOR A 4 BEDROOM HOUSE IS 500 sq ff SIDEWALL AREA. 2 POOLS; 6' DEEP, 8' diD. e PROPOSED EXPANSION POOL PROPOSED LEACHING POOL PROPOSED SEPTIC TANK 4. THE LOCATION OF- WELLS AND CESSPOOLS SHOWN HEREON ARE FROM FIELD OBSERVATIONS AND/OR DATA OBTAINED FROM OTHERS. 5.EXISTING SEPTIC SYSTEM ~rRUCTURES SHALL BE PUMPED CLEAN AND REMOVED IN ACCORDANCE WITH S.C.D.H.S. STANDARDS. Nathan Taft Corwin III Land Surveyor PHONE (631)727-2090 F'~x (651)727-1727 'o JTHO[~ SURVEY OF LOTS 23 & 24 MATTITUCK PARK PROPERTIES, FI~ No. 81 ~1~ JANUARY 12, 1~26 SITUATE TOWN OF SOUTHOLD S.C. TAX No. 1000-144-01-03 SCA~ 1 "=30' OCTOBER 10, 2009 ~c. ~. ~o,o ~*~ ~.o~os~ .o~s~ ~.,~ 20. 2olo ~ouN~*no. ~o~no. JOHN e. FE~CO ~ARY E. FID[U~ NATIONAL TIT~ INSURANCE COMPANY INC. Nathan Taft Corwin III Land Surveyor, PNONE (6~t)727-20~0 F= (631)727-1727 ,, g ~OT (~) HIi\=JH 'OO '-t:lrl~~ ,930 G SURVEY OF LOTS 23 & 24 ]lAP OF PROPEt~TY AT MATTITUCK PARK PROPERTIES, FILE No. 81 FILED JANUARY 12. 1926 SZTUA TE MATTITUCK TOWN OF SOUTHOLD SUFFOLK COUNTY, NEW YORK S.C. TAX No. 1000-144-01-05, SCALE 1"=30' OCTOBER 10, 2009 DECEMBER 1. 2009 ADDED PROPOSEZ) HOUSE FEBRUARY 1, 2010 REVISED PROPOSED HOUSE MARCH 25, 2010 STAKE PROPOSED HOUSE APRIL 20, 2010 FOUNDATION LOCATION SEPTEMBER 21, 2010 FINAL SURVEY DECEMBER 8, 2010 LOCAT~ DRIVEWAY AREA = 14,272 sq. ft. 0.528 ac. INC. CERTIFIED TO: JOHN P. FETZCO MARY E. FE'TZCO FIDELITY NATIONAL TITLE INSURANCE COMPANY ULSTER SAVINGS 9ANK, ISAOA N,Y,S, Uc, No. 50~57 Nathan Taft Corwin III Land Surveyor PHONE (631)727-2090 Fox (631)727--1727 '['l}Wll I Iai[ Annex 1375 Main R~ad I'.O. Box 1179 Souihold, Nh.' 11!)7 Telephone (631) 765-180'2 l:ax (631) 76,3-9502 BUIII)ING 1)EPARTMI:,NT TOWN OF SOUTHOLD February 7, 2011 John Fetzko PO Box 499 Mattituck, NY 11952 RE: 1120 Sigsbee Road, Mattituck TWO WHOM IT MAY CONCERN: The Following Items Are Needed To Complete Your Certificate of Occupancy: Application for Certificate of Occupancy. (Enclosed) Electrical Underwriters Certificate. A fee of $50.00. Final Health Department Approval. Plumbers Solder Certificate. (All permits involving plumbing after 4/1/84) Trustees Certificate of Compliance. (Town Trustees #765-1892) Final Planning Board Approval. Final Fire Inspection from Fire Marshall. Final Landmark Preservation approval. Building Permit: 35398-Z new dwelling WATER MILL ABSTRACT CORP. P.O. Box 1079 Water Mill, New York 11976 (631) 726-4304 VARIANCE SEARCH Title No. CTSY/V/FETZKO Record Owner: John Fetzko Premises described in Schedule Pd Description Address: 1120 Sigsbee Road, Mattituck County: Suffolk Town: Southold District 1000 Section: 144.00 Block: 01.00 Lot: 003.000 STATE OF NEW YORK, COUNTY OF SUFFOLK ss.: Marcia W. McMahon being duly sworn, deposes and says: That she resides at 297 Seven Ponds Towd Road, Water Mill, New York; that she is over the age of 21 years; that she is Vice President/Secretary of Water Mill Abstract Corp.; That under her direction, title was examined to the parcels of land described on the annexed schedule and labeled as parcels: A, B, C, D and E That said examination, made to include 12/9/09 discloses the Chains of Title as annexed hereto commencing on 9/2/64 for the subject premises, and as indicated for the adjoining owners; and wherein the subject premises has been in single and separate ownership since 9/2/64 That this affidavit is made to assist the Zonin~Boar<l of Appeals of the Town of Southold to reach any determination which requires ~ffbasis the~fore the information set forth herein and knowing full well that said Board will, cry upon the ~th thereof~. % WATE [ L~~CT CORP. M~cih W. McMahon Vice PresidenffSecretary Sworn to before me this o~ December, 29~9 STePhEN ~ McMAHON NOTARY Ptj~, !C, .3~, .',W Of NEW YORK · ', C,: ,:.~''8790 COMMi$.SiON EXP:fl~S ~ SCHEDULE A - Description PARCEL A All that certain plot, piece or parcel of land, situate, lying and being at Mattituck, Town o£ Southold, County o£ Suffolk and State of New York known and designated as Lots 23 and 24 on, "Amended Map of Mattituck Park," filed 1/12/26 as Map No. 801: SCTM # 1000-144.00-01.00-003.000 PARCEL B Adjoining on the North SCTM # 1000-144.00-1.00-002.000 PARCEL C Adjoining on the South SCTM # 1000-144.00-01.00-004.000 PARCEL D Adjoining on the West SCTM # 1000-122.00-07.00-009.000 PARCEL E Adjoining on the East - Sigsbee Road STATE OF NEW YORK, COUNTY OF SUFFOLK ss.: Marcia W. McMahon, being duly sworn, deposes and says: That she resides at 297 Seven Ponds Towd Road, Water Mill, New York; that she is o~.,r-~age of 21 years; that she is Vice President/Secretary of Water Mill Abstract Co~.; and that tile above is the true description of the subject premises and oftbe adjoining premises as s~own on the Van]ante Se~,h under the above-captioned title number. / ]/~ t~ ) M"--...~. W. McMahon Vice President/Secretary Sworn to before me this 9th day of December, 2009 %T(PHEN g McMAMO~ NOTARy PLI~ !;-. ST,'~T£ OF NEW YORK M ~SION EXPIRES ~ CHAIN OF TITLE - CTSYfV/FETZKO PARCEL A William E. Miller Anna M. Miller, ux to Caroline Fetzko Dated 9/2/64 Recorded 9/9/64 Liber 5610 Page 362 Caroline Fetzko aka Lilian Caroline Fetzko died 2/3/03, SCSC file #2064P2005, Letters Test: 12/14/05 Melanie Maher Patti Fetzko Jr., as Co-Exec. U/L/W/T of Caroline Fetzko, aka Lilian Caroline Fetzko to John Fetzko Dated 8/21/09 Recorded 11/18/09 Liber 12606 Page 676 LOR CHAIN OF TITLE - CTSYN/FETZKO PARCEL B Bernhardt B. Guth Martha Guth to James C. Ban'y Cornelius E. Barry Mabel L. Barry, ux to James C. Barry Mary Ann Barry,ux James C. Barry Mary Ann Barry to Stephen J. Moeck Sandra King-Moeck Stephen J. Moeck Sandra King-Moeck, h & w John P. Toner Margaret K. Toner, h & w LOR Dated 7/31/57 Recorded 8/13/57 Liber 4344 Page 253 Dated 5/13/61 Recorded 5/22/61 Liber 4989 Page 394 Dated 11/7/01 Recorded 11/9/01 Liber 12152 Page 190 Dated 10/5/06 Recorded 10/11/06 Liber 12473 Page 393 CHAIN OF TITLE - CTSYN/FETZKO PARCEL C County of Suffolk to Mary A. Coyne ********************* Mary A. Coyne to Maureen C. Coyne Maureen C. Coyne to Felix Mule, Linda Mule, Nina Mule and Joseph DiSalvo, joint tenants Joseph DiSalvo, Felix Mule, Linda Mule, Nina Mule to Felix Mule, Linda Mule, Nina Mule, joint tenants Dated Recorded Liber Page Dated Recorded Liber Page Dated Recorded Liber Page Dated Recorded Liber Page 9/9/77 10/13/77 8324 174 6/3/88 6/21/88 10628 575 10/10/07 10/19/07 12527 87 11/8/08 12/2/08 12573 534 LOR PARCEL D Martha C. Husing to George J. W. Husing George J.W. Husing Marcia D. Husing CHAIN OF TITLE - CTSYN/FETZKO Dated Recorded Liber Page Dated Recorded Liber Page George J. W. Husing died 4/6/89, SCSC file #1991P89 Marcia D. Husing died 9/28/91, SCSC file #95P9Z George J.W. Husing, aka George J.W. Husing, Jr. as Exec. Dated U/L/W/T of Marcia D. Husing Recorded to Liber A. Carleton Wigren, as Exec. Page U/L/W/T of George J. W. Husing ********************* A. Carleton Wigren, as Exec. U/L/W/T of George J.W. Husing to Dated Recorded Liber Page Dated Recorded Liber Page Dated Recorded Liber Page Margery A. Connelly, Martin E. Connelly, Joseph E. Perino, Patricia Perino and Letitia Nastasi, As joint tenants Martin E. Connelly, Margery A. Connelly, ux, Joseph E. Perino, Patricia Perino, ux, Letitia Nastasi to Joseph Perino, Letitia Nastasi, Joseph E. Perino, Patricia Perino, As tenants in common Joseph Perino, Letitia Nastasi, Joseph E. Perino, Patricia Perino to Joseph Perino Letitia Nastasi *************************** 5/1/73 5/10/73 7395 253 10/15/83 2/26/90 11022 400 10/30/92 12/3/92 11583 123 8/10/95 8/21/95 11738 216 5/24/00 10/3/00 12075 407 4/30/07 6/19/07 12510 74 LOR CHAIN OF TITLE - CTSYN/FETZKO PARCEL E - Sigsbee Road STATE OF NEW YORK, COUNTY OF SUFFOLK ss: Marcia W. McMahon, being duly sworn, de~t~se~.~nd says: That she resides at 297 Seven Ponds Towd Road, Water Mill, New York; ~t she is ~er the age of 21 years; that she is Vice President/Secretary of Water Mill Abs, ffact Corp.; anc~ that the above are the true Chains of Title as shown on the records of the Suffq~k Coun¢ Cler~ a/ffd~ Variance Search under the above captioned title number. ~ g~__~ ~ Marcia W.-McMahon Vice President/Secretary Sworn to before me this 9th day of December, 2009 lt~tary lltublic STEPHEN F, McMAHON NOTARY PUBLIC, STA'.-E OF NEW YORK ~'~0, O1 L 34778790 COMMISSION EXPIRES ~ NEW YORK STATE INSURANCE FUND 8 CORPORATE CENTER DR, 3~D FLR, MELVILLE, NEW YORK 11747-3129 (631) 756-4300 CERTIFICATE OF WORKERS' COMPENSATION INSURANCE TURN-KEY MODULAR HOMES INC 24 HARRISON AVENUE SOUTHAMPTON NY 11968 POLICY NUMBER I 1346 626-3 DATE 2/18/2009 CERTIFICATE NUMBER 520-216 POLICYHOLDER CERTIFICATE HOLDER TURN-KEY MODULAR HOMES INC TOWN OF SOUTHOLD 24 HARRISON AVENUE P.O. BOX 1179 SOUTHAMPTON NY 11968 SOUTHOLD NY 11971 THIS IS TO CERTIFY THAT THE POLICYHOLDER NAMED ABOVE IS INSURED WITH THE STATE INSURANCE FUND UNDER POLICY NO. 1346 626-3 UNTIL 2/20/2010 , COVERING THE ENTIRE OBLIGATION OF THIS POLICYHOLDER FOR WORKERS' COMPENSATION UNDER THE NEW YORK WORK- ERS' COMPENSATION LAW WITH RESPECT TO ALL OPERATIONS IN THE STATE OF NEW YORK, EXCEPT AS INDICATED BELOW. IF SAID POLICY IS CANCELLED, OR CHANGED PRIOR TO 2/20/2010 IN SUCH MANNER AS TO AFFECT THIS CERTIFICATE, 30 DAYS WRITTEN NOTICE OF SUCH CANCELLATION WILL BE GIVEN TO THE CERTIFICATE HOLDER ABOVE. NOTICE BY REGULAR MAIL SO ADDRESSED SHALL BE SUFFICIENT COMPLIANCE WITH THIS PROVISION. THIS CERTIFICATE DOES NOT APPLY TO BUILDING DEMOLITION. THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS NOR INSURANCE COVERAGE UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICY. U-26.3 7 THE STATE INSURANCE FUND (~R, INSURANCE FUND UNDERWRITING CERT02-2/2001 Wind Speed 120 3SG NYS Permit Submittal for 120 3s.q Hi.qh-Wind Job #30783 1/12/10 jk Builder:.. Customer: Turn Key Modular Homes, Inc. Fetzko Name: Name: Site Address: XXXX Southold, NY 11971 Premier Builders, Div of Muncy Homes, Inc. 1567 PA Route 442 East PO Box 325 Muncy, PA 17756 Contact: Darryl Mincemoyer Premier Engineering Manager dmincemoyer('~.pmmier-builders.com NY ApproVal Number: M 1387-02-070 Expiration Date: Dec 10, 2010 NYS Hi(Ih-Wind Submittal Index Index: NY Design Specifications - Attachment - 1 Design Specifications- Attachment ~ 2 (1sty 5/12 sw & mw opening hdrs) - 3 (2sty 5/12 sw & mw opening hdrs) - 4 (1sty 12/12 sw & mw opening hdm) NYS "Notice of Approval" letter for system approval NYS 120 3sg Factory Shearwall and Connection Supplement NY PE calculation summary NY PE calculations Fastener Cut Sheets REScheck Compliance Certificate & Checklist System Drawings Cover Sheet - la Floor plans High-wind plans Electrical plans Foundation layout Elevations Bldg Cross Section - 7_ Truss Manuf. Details Balance of system sheets that apply to this actual house - 2_ thru 10_ NY Desiqn Specifications - Attachment-1 Home Ident. (Job No.): Site Location: 30783 Southold, NY 11971 Suffolk Co. 1/12/2010 Design Loads: Ground Snow Load: See floor plan Seismic Category: B Wind Speed: (3 Sec. gust) 120 Floor LL: (Liv'g / Sip'g) 40 / 30# Floor DL: Applicable Bldg Codes: 2007 Residential Code of NYS NYS Energy Compliance Thru Rescheck 2002 NEC Occupancy Classification: COnstruction Type Classification: I Family Detached Wood Framed Unprotected Index of Addtl. Specific Dwgs: 1st Sty Floor Plan 2nd Sty Floor Plan 1st Sty Electrical Plan 2nd Sty Electrical Plan Foundation (4)Elevations Truss Detail(s) References: Window/Door Schedules - ~ystem DwBs. Sht 3c Calc. Manual - 35145 GSL Design Sidewall Studs - Pg 86 (35145 psf Manual) Mart, Wall Studs - PO 203 (35145 psf Manual) Floor Joist - Pg 2 (35145 psf Manual) The plans and specifications of this permit set are derived from and consistent with the plans and specifications associated with the approval on file with the Dept. of State, which were approved on Feb 12th, 2009 under system #M1387-02-070 Attachment- 1 35 Ground Snow - 28 Wide - Ranch/R.Ranch - 5-71'12 Exterior Header Schedule Symbol Header Max. Span Calc Ref 3-2x6 SPF 2/1 6'-7 124 3-2x8 SPF 2/1 8'-5" 124 3-2x10 SPF 2/1 10'-3" 124 3-2x12 SPF 2/1 11'-11" 124 3-1.5"x5.5" LVL 8'-9" 128 3-1.5"x7.25" LVL 11'-7" 128 3-1.5"x9.25" LVL 14'-9" 128 3-1.5"x11.25" LVL 18'q7' 128 Marr Wall Header/Beam Schedule Symbol Header Max. Span Calc Ref 1 1-2x4 SPF 2/1 2'-6" 216 2 1-2x6 SPF 2/1 3'-9" 216 3 1-2x8 SPF 2/1 4'-9" 216 4 1-2x10 SPF 2/1 5'-9" 216 5 1-2x12 SPF 2/1 8'-8" 216 6 1-1.5"x9.25" LVL 9'-11" 220 7 1-1.5"x11.25" LVL 11'-11" 220 8 1-1.5"x16" LVL 16'-'7" 220 9 1-1.5"xl 8" LVL 18'-6" 220 10 2-1.5"x16" LVL 23'-1" 228 11 2-1.5"xl 8" LVL 26'-0" 228 Col Studs 1 1 1 2 2 3 3 4 4 3 3 Attachment - 2 Desiqn Specifications - Attachment 3 35 Ground Snow - 28 Wide - Two Story - 5-7/12 Exterior Header Schedule Symbol Header Max. Span A-I 3-2x6 SPF 2/1 4'-9" B-I 3-2x8 SPF 2/1 6'-1" C-t 3-2x10 SPF 2/1 7'-5" D~t , 3-2x12 SPF 2/1 8'-7" E-I 3-1.5"x5.5" LVL 7'-3" F-I 3-1.5"x7.25" LVL 9'-6" G-1 3-1.5"x9.25" LVL 11 '-11" H-t 2-1.5"xl 1.25" LVL 11'-8" I-1 3-1.5"xll .25"LVL 14'-3" Calc Ref 157 157 157 I57 161 161 161 153 161 Mart Wall Header/Beam Schedule Symbol Header 1-1 2-1 3-1 4-t 5-1 6-1 7-t 8-1 9-1 Max. Span 1-2x12 SPF 2/1 4'-9" 1-1.5"xl 1.25" LVL 5'-6" 2-2x6 SPF 2/1 3'-9" 2-2x8 SPF 2/1 4'-9" 2-2x10 SPF 2/1 5'-10" 2-2x12 SPF 2/1 6'-9" 2-1.5"x9.25" LVL 10'-0" 2-1.5"xl 1.25" LVL 12'-0" 2-1.5"x9.25"&11.25 LVL 15'-0" Calc Ref 253 257 265 265 265 265 269 269 273 Col Studs 1 2 1 1 2 2 3 3 4 Attachment - 3 Desiqn Specifications - Attachment 2 45 GrOund Snow - 24126128 Wide -Cape - 12/t2 Exterior Header Schedule Symbol Header Max. Span Calc Ref 3-2x4 SPF 2/1 4'-1" 651 3-2x6 SPF 2/1 6'-0" 651 3-2x8 SPF 2/1 7'-7" 651 3-2x10 SPF 2/1 9'-3" 651 3-2x12 SPF 2/1 10'-9" 651 3-1.5"x5.5" LVL 7'-5" 652 3-1.5"x7.25" LVL 9'-9" 652 3-1.5"x9.25" LVL 12'-6" 652 3-1.5"xl 1.25" LVL 15'-3" 652 3-1.5"x16" LVL 16'-2" (3 col limited) 652 Marr Wall Header/Beam Schedule Symbol Header Max. Span Calc Ref I 2-2x4 SPF 2/1 5'-7" 668 2 2-2)(6 SPF 2/1 8'-3" 668 3 2-2)(8 SPF 2/1 10'~" 668 4 2-2x10 SPF 2/1 12'-10" 668 5 1-2xl 0 SPF 2/1 9'-1" 666 6 1-1.5"x9.25" LVL 12'-11" 667 7 2-1.5"x9.25" LVL 16'-5" 669 Col Studs Attachment FEB State of New York Departmen~ of State Division of Code Enforcement & Administration One Commerce Plaza 99 Washington Avenuo Albany, New York 12231-0001 (518) 474-4073 FAX: (518) 486-4487 www.dos.state.n¥.us NOTICE OF APPROVAL, This notice serves to inform the local Code Enforcement Officlal that the New York Department of State (DOS) has reviewed and approved plans, as authorized pumuant 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 er components in compliance with the State Uniform Fire Prevention and Building Code, as described herein: Manufacturers Name: Building Description: Approval Number., Applicable Code: Expiration Date: Maximum Ground Snow Load: Seismic Design Category: Basic Wind Speed: Exposure Category: DOS Contact Person: Additional Conditions: Appmval Date:. MuncyHomes, Inc. 1567 PA Route 442 East P.O, Box 325 Muncy, PA 177,58 Detached One and Two Family Dwellings M 1387-02-070 Residential Code of New York State 2007 (RCNYS) December 15, 2010 90 PSF A, B, C or D1 120 MPH Maximum A, B, or C Gerard A. Hathaway, R.A. None February 12, 2009 Modifications to Previously Approved System Ronald Piaster, AIA Director A copy of this Notice of Approval shall accompany all plans and specifications submitted al part of a permit appllcatl{~n. Plans ~hould no[ require a DOS seal provided the registered design professional references the approval number and certifies that the Nans and specifications conform to the plans and specifications approved by and on file with the DOS. The approval identified above is limited to all construddon that takes place in the factory. Site related work including installation and connection of the building and/or components, ~eundatlons, 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 ef 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. NY 120 3sq Shearwall and In-Plant Connection Supplement Job# 30783 000 Walls Walls Sheathing C,D & F 7/16" osb-blocked all others 7/16" osb-blocked 1/2" gypsum wall board Roof Diaphram 7/16" osb Floor Diaphram 19/32" osb Tress to Stud Connector Uplift MTS18 Truss to Top Plate Lateral Longitudinal Mating Wall Studs to Cig Beam & Floor Uplift LSTA18 Top Plate to Plate Uplift (1st story) Lateral Plate to Stud Lateral Stud to Ceiling Perimeter Uplift Stud to Floor Perimeter Uplift Bottom Plate to Floor Lateral Longitudinal Fastening Orientation 8d Nails 2"oc(edge) 6"oc(fieid) Vertical 8d Nails 4"oc(edge) 6"oc(field) Vertical 5d nails 7"oc(edge) 10"oc(field) 8d nails 4" diaphragm edges 4"oc(edge) 8"oc(field) 10d nails 4"oc(edge) 8"oc(field) Fastening Quantity 12-10dxl 1/2" nails 142 4-.131"x3" (toe nail) see lateral 5-.131x3" nails ea end 32"oc 208 1.5"x16ga Staple 12stpl/bay/stud (thru shtg) · 131"x3" 7"oc (face nail) 4-.131"x3" (end nail) 1.5"x16ga Staple 11stpl/bay/stud (thru shtg) 1.5"x16ga Staple 10stpl/bay/stud (thru shtg) Ceiling Perimeter to Top Plate Longitudinal Comer Stud Connection Lateral (1st story) Lateral (2nd story) Top Plate Splices .131"x3" 7"oc (face hail) (see high-wind plan) Collectors & Anchors (see high-wind plan) 63-.131"x3" (face nail) 3 rows 4"oc 42-.131"x3" (face nail) 3 rows 5 1/2"oc 26-.131x3" nails ea side of splice HDQ8-SDS3 17 7/8"x12" anchor bolt 8 LSTA36 7 CS16 30"L 6 5/8"x6" dia bolt 26 Note: Fasteners & connectors with equivalen[ rated values may be substituted Attachment ~ 3 01/12/10 jak REScheck Software Version 4.3.0 Compliance Certificate Project Title: Job#_Ser.# 30783_000 Energy Code: 2007 New York Energy Conservation Construction Code Location: Suffolk County, New York ConsthJction Type: Detached 1 or 2 Family Heating Type: Non-Electric Glazing Area percentsge: 13% Heagng Degree Days: 5750 Construction Site: Owner/Agent: Cuatomec Falzko Buildec Turn Key Southald, NY 11971 permit # Permit Date: Southampton, NY 11966 Compliance: Maximum UA: 533 Your UA: 440 Designer/Contractor: John Koehler, Engineer Designer PremJer Builders, A Div of Muncy 1567 Rt 442 E Muncy, PA 17756 570-546-8915 jkoehler~premier-hagders.com Ceiling 1: Rat Ceiling or Sc{ssor Truss 120t 38.0 0.0 36 Ceiling 2: Flat Ceiling or Scissor Truss 224 32:0 0.0 8 Ceiling 3: Flat Ceiling or Scissor Tress 161 51.0 0.0 4 Wall 1: Wood Frame, 16' o.c. 2674 18.0 0.0 135 Window: 34 x 65 SS: Viny~ Frame, Double Pane with Low-;: 292 0.330 96 Window 34 x 49 SS: Vinyl Frame, Double Pane with Low-E 46 0.330 15 Window: DH6857RT SS: Vinyt Frame, Double Pane with Low-E 35 0.330 12 Door. 32 x 80 Blank: Solid 39 0.160 6 Door. 64 x 60 2 Sidelites: Solid 38 0.230 9 Door:. 72 x 80 Vinyl SGD: Glass 40 0.300 12 Wall 2: Wood Frame, 16' o.c. 240 18,0 0.O 15 Wail 3: Wood Frame, 16' o.c. 28fi 18.0 g.0 17 Door:. 30 x 80 Blank: Sctid 18 0.160 3 Floor 1: Ail-Wood Joist/Truss, Over Unconditioned Space 1150 19,0 0.0 54 Floor 2: Ali-Wood Joist/Truss, Over Unconditioned Space 385 19.0 0.g 18 The proposed building represented in this document is c~nsistent with the building plans1 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. ,~ ~,~,~ y',.~'/,, ~ Digitally signed by John Koehler John Koehler,Engineer Designer · Name-Title Signature Date Project Notes: 1- Caculations retiect only that portion of the unit assembled in the factory. Should further living space be added or finished that is not covered in the tscto~7 REScheck (i.e. conditioned basement, cape habitabta area, bonus teems, atc), a new REScheck shall be completed by others, and would be required to show total building compliance. 2- Builders or contractors may supply and install the required floor and/or foundation wall insulation. Project Title: Job~_Ser.# 30783_000 Report date: 01/12/10 Data filename: O:\REScheck 30000-30999~30783.rck Page I of 5 3- For basements and Cape roofs remaining uncondi§oned spaces, the builder shall enclose basement and attic stairs. The walls surrounding the basement and amc stairs shall be insulated and protected with a vapor barrier. The builder is responsible for supplying all materials. 4- Houses that have factory ins'~lled ductwork in the web floor joist, the builder shall be responsible to install ~he same insulation under the duct as is required in the floor to meet the REScheck requirements. project TiUe: Job~_Ser.# 30783_000 Report date: 01/12/10 Data filename: O:~REScheck 30000-30999~30783.rok Page 2 of 5 REScheck Software Version 4.3.0 Inspection Checklist Ceilings: [] Ceiling 1: Flat Ceiling or Scissor Tress, R-38.0 cavity insulatiort Above-Grade Wells: Floors: No No ND PTOject Title: Job~Ser.# 30783_000 Repor~ date: 01/12/10 Data filename: O:\REScheck 30000-3099B\3(]783.rck Page 3 of 5 Comments: single stow Air Leakage: [] Jainta, penetrations, and ail other such openings in the building envelope that are sources of air leakage am sealed. [] Recessed I~jhts are 1 ) Type lC rated, or 2) installed inside an appropriate air-tight assembly with a 0.5" clearance from combustible materials. If non-lC rated, fixtures are installed with a 3" clearance Eom insulation. Vapor Retarder: [] installed on the warrr~m-winter side of all non-vented framed ceilings, walls, and floors. Materials Identification and Installation: [] Matadals and equipment am installed in accordance with the manufacturer's installation Ins~uctions. [] thsulatio~ Is installed in substantial contact with the surface being insulated and in a manner that achieves the rated R-value. [] Materials and equipment are identified so that compliance can be determined. Duct Insulation: Duct Const~'uctlon: Temperature Controls: Electric Systems: Fireplaces: Service Water Heating: Circulating Hot Water Systems: Heating and Cooling Piping Insulation: Swimming Pools: Project Title: Job#~Ser.# 30783_000 Report date: 01/12/10 Data filename: O:\REScheck 30000-30999~30783.rck Page 4 of 5 Table l: Minimum Insulation Thickness for Circulating Hot Water Pipes insulation Thickness in inches by Pipe Sizes Non-Circulating Runouts CirculaUng Mains end Runouts Heated Water Temperature ('F) Up to 1" Up to 1.25" 1.5' to 2.0" Over 2" 170-180 0.5 1.0 1,5 2.0 140-t6g 0.5 0.5 1.0 1.5 100-139 0.5 0.5 0.5 1.0 Table 2: Minimum Insulation Thickness for HVAC Pipes Fluid Tamp, Piping System Types Range(OF) Insulation Thickness in Inches by Pipe Sizes Z' Runouts 1" and Less 1.25' to 2.0" 2.5' to 4" Heating Systems Low Pressure/Temperature 201-250 1.0 1.5 1.5 2.0 Low Temperature 120-200 0.5 1,0 1.0 1,5 Steam Condensate (for feed water) Any 1.0 1.0 1.5 2.0 Cooling Systems Chilled Water, Refrigerant and 40~5 0.5 0.5 0.75 1.0 Brine Below 40 1.0 1.0 1.5 1.5 NOTES TO FIELD: (Building Department Use Only) Project TiMe: Job~_Ser.# 30783_000 Report date: 01/12/10 Data filename: O:\REScheck 30000-30999\30783.rck Page 5 of 5 The Simpson Strangle® Strong-Drive%crew (SDS) is a ~' diameter structural wood screw ideal for various connector installations as wsfl as wood-to-wood appgcations. It installs with no preddliing and has buen extensively tested in various applications. The new SDS is improved with a patented new easy driving 4CUT" tip and a corrosion resistent double- barrier coating. The SD8 #8x1,~' wafer head screw is ideal for miscellaneous fastening applicatior~. The needle point ensures fast studs and deep #2 Philgps ddve reduces cam-out and stripping. SDS ~:EATURES: · The patented 4CUT itp has a square core and serrated threads to reduce instel[stion torque and make ddving easier ~V~h no praddlling and minimal woad spilffing. · A new double-barrier coating finish provides corrosion resistance equivalent to hot-dip galvanization. Now one screw can handle interior, exterior and certain pressure-treated wood applications (see COlTOsJon Information on page 10-11 for more informa§on). · ~' hex washer head is stamped ~V~th the Na-£qua[ sign and fastener length for easy identification after installation. MATERIAL: Heat-treated carbon steel FINISH: SOS--New double-barrier coating. SDS screws may also be available yellow zinc dichromate or HCG (Not al~ sizes a[~ available in all coatings - Contact Simpson Strong-TJa for product availability and ordering information); SDax1.25--Electro Galvanized. COl)ES: See page 12 for Code Reference Key Chart. WARNING: Industry studies show that hardened fasteners c~q experience pedormance problems in wet or corrosive environments. Accordingly, the SD8 should be used in dry, interior, and noncorrosive environmen~ only. SDS %=X3" U.S. Patent 6,109,850 5,897,280 5,044,853 SD8x1.25 identification (/V~t f~r off all SDS s~ctu,~l screw heads applications- (SDS ~/,'x3' se~ note 6) The 4CUT lip reduces Inetaltetlba torque end makes driving SDS and SD Wood Screws 20 The HHDQ series of hcldowns combines Iow deftest]an and high loads with ease of installation. The unique seat design of the HDC8 greatly minimizes deflection under load. Both styles of hoidown employ the Simpson Strong-Tiee Strsng-Drivee screws (SDS)which instal[ easily, reduce fastener slip and provide a greater net section area of · the post when compared to bolts. They may be installed either flush or raised off the mudsifl without a reduetion in load value. gPECIAL FEATURES: ce · Uses SDS screws which install easily, reduce faeteaor slip, and provide a greater net section area of the post compared to bob. · SDS screws are supplied with the holdowns to enscm proper ~ fasteners are used. ~ · NO stud bolts to countersink et openings. MATERIAL: HDQe---7 gauge; HHDQ--Body: 7 gauge, washer: ~' piafu FINISH: HOCIe~Galvanlzed; HHDQ-- Simpson Strong-fiee gray paint INSTALLATION: · Use all specified fasteners. See General Notes. · For use in veJlical and horizontal agplicaUons. · No additional washer is required. · To tie mulUple 2x members together, the Desigear must d~ermine the fasteners required to join members to act as one un'd withoct spl~ng the wood. See page 20 for SDS values. · See SB and SSTB Anchor Belts on pages 27-29 for anchorage options. · SDS screws install best with a Iow speed high torque dull ~ a %' hex head ddver. · Refer to tanhnlcal bulleUn T-ANCHORSPEC for postqnsta!led anchorage solutions (see page 191 for de,ils). HDQe: · -%' of edjuetabiiity perpendicular ~o the wall. · See SSTB Anchor Bolts, page 28-29. for anchorage options. For 2-2x and 3x sill plates use SSTI~L models. Toe Designer may specify any altemete anchorage c~lcuiated to msiet the tension Ioed for a specltic job. Anchorage length should take the beadng plateNrasher height into account, to ensure adequate length of threads to engage the nut. HHOQ11/14: · No addiUonal washer is required. · HHDQ14 requires a heavy hex anchor nut (supplied wilh holdown) · See SB Anchor BO~, page 27, for anchorage options. CODES: See page 12 for Code Reference Key Chart. HDQ8 U.s. Patents 6,006,487 and 6,327.831 HXDQ11 (HHDQ14 similar) Hodzsctet HDQ8 Installation Minimum HDQ8 Vedical InetallaUon Vertical HHOQ11 Inetalletlan (HHDQ14 similar) For hDIdowns, per ASTM test steudards, anchor bolt nut should be finger-hght plus ~A to ~ tam w~ a hand wrench, 38 1. AJIowable loads have been incmasud for earthquake o~ wind load durchons with no further increase allowed; reduce where other load durations govern. 2. The Designer must specify anchor bolt t~pe, length and emhodmenL See SB and SST8 ~lchor Bolts (pages 27-29)..Refer to technical bulletin T-ANCHORSPEC for retrofit anchor solutions (see page 191 for details). 3. StmcturaJ compesde lumber columns have sides that show either the wide 5. Tension vaJues are valid fur hatltowns hush Dr raised off st sill plate. 6. Defle:Uon at Highest Allowable Tension Load includes fastener slip, hatdDWn elongation, and anchor holt elongatlen (L = 6'). Additlonat atongaUofl of anchor bolls shall be accounted for by the Designer when holdowns me raised higher than 6'. 7. Tabulated loads may be doublho when the HDOB is installed on opposite sides of the wood member p mvidsd either the post is large enough to prevent opposing hstdown screw istederence or the udlhowns are offset th eliminate screw Interthmnces. a. Netod HHDQ14 allowable loads are based on a 5',~' wide pos~ (6X6 mi,'[). All other loads are based on 3~.~' wide post minimum. 9. Requires heavy hex anchor nut to achieve tabulated loads (supplied ~th ho/dow,). 10. HHDQ holdowns installed hoffzontsily can achieve compression loads with the addihon of a standmd nut on the underside of the load tr~nstor plate. Refer to ESR 2330 fur design values. Design of anchorage rods for tho compression tome shall be per the Resigner. 42 .... ' me ~T~-ID ia en embedded strap fie peldewn with high load capacity and a staggered nail pattem to help minimize aplitUng. The STHD sh~p fie holciown incorporates many features that improve inatallaUon and rune'den. When used in conjunction with the StrapMath! yeu have a system that holpa prevent both paratiel and perpendicular mmmmeut during instatlofion retaUve to the form. Allows for accurate ]oosUen of the STHD% and reduces the poss~il'~ of spalliflg. FEATURES · The strap nailing pattern allows for nalllng to the edges of bauble 2x's. · A slot below the embedment firm allows for increased fTOof to back concrete bond and reduced spetlifig, · Strap nsil slots are countersunk to provide a lower nail head profile. · Rim joist models ecuommndata up to a 17' clear span without any loss of strap nailing. MATERIAL: LSTHDS, LSTHD8RJ--14 gauge, all ethereal2 gauds FINISH: Galvanized INSTALLATION: - Use all specified fasteners. See General Notes. · Sea Post Tension intermeden on page 43. · thstall before cuncrete poor with a SttapMste, or other holdtag device. · Nail strap from the bottom up. · St. rap may be bent one talJ cycle (bent herons/go° ~en bent ve~ca/) to aid urall plesemeut, but may cause spelling behind the atmp. If the spell is 1' or less, measured from the embedment line to the bottom of the Spall, thl[ loads apply. For larger spells see table foofitotes for load reduction. Any per'den of the strap taft exposed should be prothcted against COTTOSiOn. · Per two pour inataltatiens spatlino is measured fram the first pour. · Unless otber~se nsted, do NOT install where: (a) a hor~ontol cold joint exists within iris embedment depth be~.veen the slap end fouadeden wLdl er footing beneath, untess provisions are made to transfer the loud1 or the slab is designed te resist the lead imposed by the anchor;, or (b) stabs are poured over concrete block fenndaUen walls. · TO Ue malUpLd 2x members together, the Designer must determine the teofeners required to join members to act es one unit without sp]itUng the wood. · Addi'denaJ studs attached to the shearwall studs or post may be required by the Desi0nsr for wall sheathing nailing. · Wood shrinkage after strap ientatLdtlan across horizontal members may cause strap to buclde out~rard. CODES: See page 12 for Code Rofemnea Key Chart. Tension Loads for STHD Installations Natla are oooofeeaellk for a iow profile strap surface. STHD u.s. Pa/ant l~plcal ~'I'HD14~ Rim Joist Application T~pi~al STUD Applications (fer two pour,, see ~ootente S.) Straps are designed to transfer ter~sion loads in a wide variety of applications. HRS--A 12 gauge strap with a nailing pattern designed for installation on the edge of 2x members. NEW! The HRS41SZ installs with Simpaou Strong-Tie~ Strong Drive" screws (SDS). LSTA and MSTA--Desioned for use on the edge of 2x members, with a nailing pattern that reduces the potential for splitting. LSTI--Light straps that are an~tabla where pneumatic-halting is neoessary through diaphragm decking and wood chord open weh trusses. MST--Splitting may be a problem with installaDcos on lumbar smaller than 3~'; either till every nail hole with lOdxl~' nails orflll evar~sther hole with 16d common nails. Reduce the allowable Iced based upon the size and quantity of fasteners used. MSTC--~gh Capacity strap which utilices a staggered naJ~ pattern to help minimiz~ wood splitting. Hail slots have been countersunk to provide a lower nail head profile. FINISH: PS-HDG; HST3 and HST6-Simpson Strong-nee gray paint; all others-galvanized. Some products are available in stainless stael or ZMAX~ coaUng; see Corrosion I~formattan, page 10-11. INSTALLATIOit: Use a~[ specified fasteners. See General Notes. OPTIONS: Special sizes can be made to order. Contact Simpson Strcog-~e. CODES: See page 12 thr Code Reference Key C~art. MSTC and RPS meet cods requirements for reinforcing cut members (16 gauge) st top plate and RPS at sift ptate. Intemstianal Resider/rial Code~- 2000J200~ R602.6.1 International Building Codee- 2000/2006 2308.9.6 (For RPS, r~er to page 172.) 148 MSTI MST Typical MSTI Installation (MIT hanger shown) LSTI similar MSTC28 ST LSTI LSTA and MSTA (Pilot holes not shown) HTP37Z -'t½~- 3" 'HST3 and HSTe HST3 HST6 HST Typical LSTI tastallatlen ',-W ST2115 $T9, ST12, ST18, ST22 HRS HRS416Z HRS Installation L CODES: See page 12 for Code Reference Key Chad. 1. Loads include a 60% load dura~on Increase on the ~astaners for wind or eadhquabe loading. 2 1Gdxl~,~' nall~ may be substituted wher~ 1 ~ sinkers er 1 Od are specified at 100% of the table loads e~ept where straps are installed over sheathing. 3. 1Od commons may be substgutcd Whom led sincere are specified at 100% of table loads. 4.16d stnke~s (0.148' dl~ x 3~A' Io~) or 1Od commons may be substlhJtad where 160 commons Are specified at 0.84 of the table loads. 5. Use half of the nails in each member being connected to achieve the listed taags. 6. Tensl6n loads apply for uplift when tnstaged vertically. 7. ~AILS: 16d = 0.162' dia. x 3~' lDng, 16d Sinker = 0.148' d[~ x 3V,' long, I Od = 0.148' dia. x 3' long. 16dad ~,~ = 0.148' dia. x 1 ~' lang. See page 16-17 for other nail sizes and Jrdorm~ion. Typical LSTA ]ndnllatlon (Hanger not shown) Bend strap one time only 1. PS utmp design ]o~ds must be determined by the Designer for each installation. Bo~ am instaliad bD~ peq~ndic~iar and parallel- '1~pical PS72D Installation 149 CM~TC provides nail slots for easy installation and coined edges; it can be cut to length. CS are continuous utifity strops which can be cut to length on the job site. F~ckaged in lightweight (about 40 pounds) ca~ons. FINISH: Galvantzeit. Some products avallabte in 2~MAX~ coating; see CorTos!on Information, page 10-11. INSTALLATION: · Use all specified fastenem. See General Notes. · Wood shrinlaga after strap Installation across horizontal woad members may cause strop to bualde outward. · Refer to the apl~icable cede for minimum nail paneba'don and minimum wood edge and end distances. · The table shows the ma.,dmum allowzbla loads and the nails mquirad to obtain them. Fewer nails may be used; reduce the agowedle load aa shown in thofoste #3. · Tbs cut langth st the st~ shall be equal to twice the 'End Length' noted in the table plus the clear span dimension. · CMST only-Uae every other round hole if the wood tahde to spl~L Use round and triangle holes for comparable MST loads, preV~ing wood does not tend to split. · For lap sgns and alternate nailing informaUon, refer to technical bulletin T*CMST (see page 191 for details). · CS straps are avalledle in 25' lengths, order CS14-R, CS16-R, CS18-R, C$20-R or CS22-R. CODES: See page 12 for C~de Reference Key Chart. 1.Loads include ~ 60% load duraUon increase on the fasteners for wind or seismic loading. 2. Use half ol the required nails in each rnembeT being c~nr~cted to ~chleve the li~ted [DabS. 3. Calculstotheconnectorvalseforareduce~flurnberolnallsasfo8ows; NlewableLoad= No.o~NallsUsed xTableLeab No. of Nails in Table Example:CMSTC16 in DF/SP ~ 48 nails to~. - See page 16-17 for other nail sizes and Info~rnation. Twist straps provide a tension conne~on between two wood membem. An equal number of right and left hand units are supplied in each carton. MATERIAL: 16 gauge. FINISH: Galvanized. See Corrosion Information, page 10-11. INSTALLATION: · Use all specified fastenem, See General Notea. · TS should be installad in paim to reituea eccentric~y. CODES: See page 12 for Code Reference Key Chart. TS9 9 8-16d 530 TS12 11% 10-16d 665 170 TS18 t7~A 14-16d 930 TS22 21% 18-16d 1215 T~lcal CS Installation as a Root-to-Root Tis (CMST requires minimum 2-2~ studs) Nails n~ required in cJeer span T CS16 Hole Pattern (ali other CS straps siral/a~) CMST14 Hole Psttem (CMST12 a/mi/ar) CMSTC16 Hole Pattern Gauge stemped on psrt for easy identificalion Typical TS lestallotion 151 Twist straps provide a tension connection between two wood MTS Instdlstion members. Th~ resist uplift st the heel of a truss economically, as a Tress-to- The 3' bend seCion elimir~tes interference st the transition Top Plate points between wood members. MATERIAL: LTS--18 gauge; MTS---16 gauge; HTS--14 gauge FINISH: Galvanized. Some products available in stainless steel and ZMAX® coating; see Corrosion Information, L INSTALLATION: · Use all speelt'md fasteners. See Generel Notes. CODES: See page 12 for Code Reference Key Chart. LTS12 12 12-I0d 12-10dx1½ 775 720 665 620 LT$16 16 12-10d 12-10dxlY~ 775 720 665 620 LTS18 18 12-1Dd 12-10dx1½ 775 720 665 620 LTS20 I 20 19~10d 12-10dxI~ 775 720 665 620 117, MTS24C 24 14-10d 14-10dx1~ 1900 10~0 860 860 F26 MTS30C 30 14-10~ 14-10dx1½ 1000 1000 860 869 HTS30C 30 { 20-10d 24-10dx1½ 1450 1450 1245 1245 LT~12 15' (MTS and HTS similar) MTS30 ~" (HTS30 MTS3DC similar) (l.n's30c sim#ad · Typlml MTS3O Installation 1. LT912 thru LTS20, MTS16 [qrough MT530, HT$24 4. AIl sb-~s except ~e MTS30 and HTS30 For fast, a~curste installation of door and window headem and other cman members. HH header hangers can speed up the job, ~ ,_ I~ st~eagthen the frame, and eliminate the nem:i for trimmers. ~--~ ~ W'~'-I ~1 MATERIAL: 16 gauge ~l ~ FINISH: Galvanized ~ ~ · ANachmant to 2x studs will result in two round holes not F~ F4 being filled in the studs and load reductions as n~tad in table. CODES: See page 12 for Code Reference Key Cha~ 170 I 3x 946d 4-16d 1195 1195 1195 710 710 10~ I14, L21~F13 HH4 HH Load Directions For SPF/H[ lumber use 0.86 x DF/SP allowable loads. Installation See page 16-17 for other nail shes and informalion. 159 Premier Builders 30783 MWFR$ Calculation The Calculations Summary is on page 4 through 9 Building Description 2nd Story Lz 46 wz 27.5 Wall H[~ 8 D{aphram Aspect Ratio 1.7 Wind Design Speed 120 Exposure C Stories 2 Truss Spacing D.C. in. 24 Assurc~d Foundation Ht 2 Diaphragm Span W 27.5 Mean Rcof Height 24.5 Diaphrngml L ~'1.6 C~H Adjust. Factor 1,36 Building Aspect Ratio 2.6 Only worst case diaphragm, a~ roof pitch used Stud Spacing D.c. 16 IEngtheers cerkficaliol~/seal applies o~ly to factory manufactured por~ns of this buildi~g. Cedificatior~seal does not apply to site installed elements or portions built on site such as, but not limited to; foundation, exter~r steps, or other sile work. site work must be designed by others for site conditions, under, lqcel I~risdictton. Copyright © 2009 Ref. WFCM 01, ASCE 7-05 Page 1 of 15 W alton Engineering Solutions, Inc. Premier Builders 30783 12J2BI200g WFCM Applicability Limitations Mean Roof Height (MRH) ~; 33ft No stories ~; 3 Story height · 12ff. Length and Width ~; 00ft Bulkding Aspect Ratio L/W · 4:1 OK OK OK OK OK OK WFCM is used [or uplift only, See WoodWorks data attached for shear wall analysis and design OK Opening Exceeds Limits Diaphragm is automatically reinfomeg around opening by floor and adjacent madules. Opening Exceeds Limits OK Copyright © 2009 Ref. WFCM 01, ASCE 7-05 Page 2 of 15 Wallen Engir~ering Solutions, Inc. Premier Builders 30783 Sample Fastener Values Assume SPF Framing for modular G=0.36, and SYP or DF Sill Platas, For all Simpson and USP products, it is Ihe responsibility of the manufacturer to check with the latest manufacturers catalogue for the latest allowable values, Values given herin, are ~or sample rafarence only to show fastener type. Truss to top plate straps Z - Lbs, Sheer Pfath/Angfas Simpson H2.5 365 Simpson LTP5 Simpson HI0 850 Simpson A23 Steel Tension Straps USP Straps ( nailed per USP Instructions) Naifad Straps 1.5"x26 ga. Steel Strap w/(5) 0.131" x 1.5" Nails Each End 495 1,5"x22 ga, Steel Strap wi(6) 0.131" x 1.5" Nails Each End 833 1.5"x20 ga, Steel Strap wi(9) 0.131" x 1.5" Nails Each End 1013 1- Simpson LSTA21 Strap tie fastand Per Simpson Recommendalioa 1235 1- Simpson LSTA36 Strap tie fastend Per Simpson Recommendation 1640 1- Simpson MSTA35 Strap tie fastened per Simpson Recommendatio 2050 1- Simpson MSTC28 Strap tie fastened par Simpson Recemmendati~ 2980 1 -Simpson MSTC4S Strap tie fastened per Simpson Recemmendatla~ 4305 2~impsen MSTC40 Strap tie fasteae5 per Simpson Recommenda[io~ 8610 Stapled Straps 1,5"x26 ga. Stael Strap wi(g) 16 ga x 1.5~ leg Staples Each End 535 1,5"x22 ga. Steel Strap w1(15) 16 ga x 1.5" lag Staples Each End 591 1.5"x20 ga, Steel Strap w/(17) 16 ga x 1.5' leg Staples Each End 1069 (2)-1.5"x22 ga. Steel Strap wi(30) 16ga xl.5' lag Staples Each End 1782 (2)-1.5"x20 ga. Steel Strap w/(34) 16ga x1.5' leg Staples Each End 2138 (2)-1.5"xl 5 ga, Steel Strap w/(34) 15ga x1,5" leg Staples Each End 2852 (3)-1.SxS.0ga. Steel Strap w/(52) 15ga x 1.5" lng Staples Each End 3207 Foundation Hold down Straps Assume B" m[n concrete wall with 1.5" rain edge distance, mia. Fo = 2500psi, SFP#2 studs Simpson LSTHDgRJ 1825 Simpson STHD10RJ 3730 Simpson STHD14RJ 5025 Simpson (2)-STHDI4RJ 10950 Bolts and Nails all at 1.6 wind CO factor Based on G=0,42, single shear values 1/2" diameter bolt lf2" diameter Anchor Belt with SYP Sill 5~5" diameter Anchor Bolt with SYP Sill 114" diameter Lag Screw 0.131"x3" nail (Face Nail) Lateral Single Shear g,131"x3' nail (Toe NaiD Lateral Single Shear 0.131"x3" nail (End Nail) Lateral Single Shear 0.162"x3.5"(15d) nail (Face Nail) Lateral Singla Shear 0.162"x3.5"(16d) nail (Toe Nail) Lateral Single Shear 725 1088 1552 320 115 95 77 202 158 RS150 16g Straight Strap w/(18) 10d nthls RS250 20g Strfaghl Strap w/(10) 10d nails RS300 22g Straight Strap wi(10) 10d nails HTW20 14g Twfa[ Strap (20' long) W(24) 10d nails MTW12 16g Twisl Strap (12" tang) W(14) 10d nails LFTA8 16g Twist Strap (19" long) w(14) I Od nails MTVV 20 1 tig Twist Strap (24" long) w(14) 10d nails LSTA9 20g Straight Strap (9" long) w(8) 10d nails LSTA12 20g Straight SIrap (12' ig)w(10) 10d nails LSTA15 20g Slraight Slrap (15" Ig) w(12) ~0d nails LSTA18 20g Straight Strap (18" ig) w(14) 10d nails LSTA21 20g Stralghl Strap (21" ig) w(16) 10d nails LSTA24 20g St raighl Strap (24" ig) w{1 ti) 1 Od nails LSTA30 15g Straight Slrap (30" Ig) w(22) 10d nails MSTA18 18g Straight Strap (18' Ig} w(14) 10d nfals MSTA24 lgg S[rthghl Strap (24' Ig) w{18) 10d halts 7/16" OSB with 2'x16 ga staples 6-addi0onal per stud and 6-aa Z-Lbs. 510 565 1275 755 625 1325 1030 1030 1030 635 795 950 980 980 980 1305 1130 1455 36O Copyright © 2909 Ref. WFCM 01, ASCE 7~)5 Page 3 of 15 Wlalan E~gfaaering Solutions, Inc. Premier Builders 30763 Shearwall and Connection Summary See Below For Calculations Shearwal]s See Woodworks Design Wall Groups and Key Plans Connections (Fasteners with equivalent rated values may be subs[guted) UpPn (All connections are per stud or truss untess noted) Truss T~e Down Exterior 1.5'x2.0 ge. Steel Strap w/(9) 0.1 fl1' x 1.5' Nails Each End Truss ~nte~or tie down, and internal truss connections are to be made in accordance with ~fle codified truss manufacturers last r~cgons Top ptete to sluP q .5"x22 ga. Steel Strap w/(6) 0.131' x 1 .B" Nails Each End Top story stud te floor perimeter 1.5"x22 ga. Steel Strap w/(6) 0.13f" x 1.5' Nails Each End Top story floor to ceiling 1,5'x22 ga. Skeel Strap w/(§) 0.t3t' x f.5" Nails Each End Ceiling peBmeter 2x8 min.=:, First rdory ceiling to stud 1.5'x22 ga. Steal Strap w/(6) 0,131' x 1.5' Nails Each End First story stud th floor perlrm~ter 1.5"x22 ga. Steel Strap w/(6) 0.131" x 1.5' Nails Each End First stery floor to sil[ plate 1- Simpson LSTA36 Strap tie fostend Per Simpson Recommendation Wrap under sill at each Anchor Bolt Location Anchor bolt spacing for Uplift See "Sill to Foundation Analysis and Design for Longitudinal Shear" befow for bolts required in addition to uplift. Anchor Bolt spacing for Uplift: 48 in. o.c. max Lateral Perpendicular To Wall (For Reel to Plate, Plate to Plate, Plate to Stud, and Pltee th Ffoor) Truss to top plate 4 - 0.131"x3" nail (Toe Nail) Lateral Single Shear Top ptete to plate 0.131"X3' nail (Face Nail) Lateral Single Shear F ' o.c. Plate to stud 4 - 0.131"x3' nail {End Nail) Lateral Single Shear Bogota plate to goer 0.131'x.3" nail (Face Nail) Lateral Single Shear ? "o.c. Corner Stud Connection (Required where Single hold down of max value is uaed) Top Story 42 - 0.131"x3" nail (Face Nail) Lateral Single Shear, 4.41in o.c. or 15 - 1/4" diameter LOg Screws equally spaced First Story 63 - 0.131"x3" nail (Face Nail) Lateral Single Shear. 4.41in o.c. or 23 - 1/4" diameter Lag Screws equally spaced For sheathing In place of straps ~Co=1.6 Fasteners required in addition to shear wall fasteners Sheathing to overlap mia, 4" onto perimeters with 7116" osb or plywood Lat value/1Sgax2"xTI16"cnvn staple 58 tbs each truss Let value/0.113~.5#nail 82 lbs 1,5"x16 ga 7/1 fl cram rdple ea bay/std 0.113"x2.5'nails ea Pay/stud 12 StpPbay/Stud 0 NaiFbaylStud 11 Stpl/bay/Stud B Nail/hey/Sted 11StpFbaylSted fl Nail/bay/Stud 11Stp~bay/Stud B Nail/hey/Stud 10 Stpl/bay/Stud 7 Nail/bay/Stud Copyright © 2009 Ref. WFCM 01, ASCE 7-05 Page 4 of 15 Wallen Engineering Solutions, Inc. Premier Builders 30703 Shearwall Fastening Design for Longitudinal Shear (See Woodworks Data for W ail Line Identification and Lesd Analysis) Shearwag Plate to Floor Perimeter, Floor to Ceiling Perimeter, and Ceiling to Top Plate or Floor to Foundation Sill 0.131"x3" nail (Toe Nail) Lateral Single Shear Z = 95 Lbs 6.131"x3" nail (Face Nail) Lateral Single Shear ~ = 115 Lbs Sample calc, (procedure for other lir~es is similar): Required = V(Ibs)/ZJL bet plate = 4467.6/95125 = 1,661 per foot 6.3 inches o.c. max spacing Wall Line ID, Stow = 1, 1 v (lbs) = 4468 Ltet~ (fl} = 25 Toe Nallcc Face Nail ec max Spacing (in) = 5.8 7 Wall Line ID, Story = 2, 1 V (lbs) = 4325 L~ ~,~, (fi) = 22 nmx Spacing (in) = 5.7 7 Wall Line ID, Story = 3, 2 V (lbs) = 3769 Wall Line iD, Story = 3, 1 V (lbs) = 7674 L~t ~te (fi) = 41 max Spacing (in) = 5.6 7 V Lat. Cont. Wall Line ID, Story = 4, 2 V (lbs) = 439 L~ p~,~ (fi) = 4 max Spacing (in) = 5.8 7 V Lat. Cont. Wall Line ID, Story = 4, 1 V (lbs) = 1153 L~,,, (tt} = 38 max Spacing (in) = 5.6 7 V LahCant. Wall Line ID, Story = 5, 2 V Jibs) = 2336 L~ ~,a (fi) = 36 max Spacing (ia): 5.8 7 v Lat. ConL Copyright © 2009 Ref. WFCM 01, ASCE 7-05 Page 5 el 15 W allen Engineering Solutions, Inc. Premier Builders 30763 V (lbs) = 7456 V {lbs) = 4406 V (lbs) = 5080 v (lbs) = 6008 V (lbs) = 2295 V (tbs) = 4916 V (ihs) = 1979 V {lbs) = 1O328 V (lbs) = 2989 V (lbs) = 2030 Copyr~ht © 2009 Re[. WFCM 01, ASCE 7-05 Page 8 of 15 W allen E/3gi~eerlng Solutions, Inc. Premier Builders 30783 Collector Design for Shear Connection to Top of Shear Wall (See Woodworks Data for Wall Coilectar (Drag Strut) Identification and Load Analysis) in Floor Rated for VI ~r V(Ibs) Module to Module Connection i Ceiling Rated for V(18s) Collector - Shear Wall Sample calc, (procedure for other lines Is similar): For Collecfor Fastening: Wall to Ceilina or Wall to Roof Diaohraom, and/or Ceiling to Floor DiaDhraam See Longdudinal Fastening in previous section. For Fastening of Collecfor Between Modules Provide Fastener for Value of V (lbs) Below Modulo to module collector conneclions, use Simpson HTT22, or HHDQ lype used horizontally and conaectad with threaded rod or bolts. Substitutions of diEeren[ brands or equal type and capacity may be made, Tension Member f ~ (psi) = PlAnet = 10508.4375 / 21.75 496,8 psi OK < 550 F ~' = F~CDC~ = 350 psi (1.8)(1 .g) = 560 Collector Line ID, Story = Col V lbs) = 10805 2-2x8 spfs A net (rtL)= 21.75 F ~' (psi) = 560 t t (psi) = 406,8 OK < 550 Collectar Line ID, Story = Co2 V (Itis,) = 1097 1-2x10 spls A net (in)= 13.575 F ~' (psi) = 560 f ~ (psi) = 79.1 OK < 560 Collector Line ID, Story = Co3 V (lbs) = 1755 I-2xl 0 spfs A ns[ (in')= 13.875 F ~' (psi) = 580 I ~ (psi) = 126,5 OK < 560 Collector Line ID, Story = Co4 V (Itis) = 2587 1-2x6 spfa A net (in2)= 8.25 F ~' (psi) = 560 f ~ (psi) = 313.6 OK < 550 for Copyright © 2009 Ref. WFCM 01, ASCE 7-05 Page 7 of 15 W allen Engineering Solutions, Inc. Premier Builders 30783 Sill to Foundation Analysis and Design for Longitudinal Shear Sample caic, (procegure for other lines is similar): 1/2' dLameter Anchor Bolt Z = 725 Lbs Required = VIZ = 6701.4/725 = 10 Bolts Spacing = (Lsill-2)l(Requimd - 1 ) = (26 - 2) I (10 - 1) = OR 5/8" diameter Anchor Bolt Z = 1058 Lbs Required = WZ = 6701.4/1088 = 7 Bolts Spacing = (Lsill-2)/(Reguired - 1 ) = (28 - 2} / (7 - 1 ) = Wall Line ID Above Sill = 1, I Sill Length (fi) = 26 Vline = 8701 Wall Line ID Above Sill = 2, 1 Sill Length (fl) = 26 2.6 g o.c. max spacing 4 ff o.c. max spacing 1/2' max Spacing (fl) = 5/8' max Spacing (fi) = 1/2' max Spacing (fl) = 5/8' m~x Spaging (fi) = 1/2' max Spacing (fi) = 5/5' max Spacing (fi) = IlZ max Spacing (It) = 5/8' max Spacing (fl) -- 1/2' max Spacing (fl) -- 5/8' max Spacing (fi) = 112' max Spacing (fl) = 51g' max Spacing (fi) = 1/2' max Spacing (fi} = 5/8' max Spacing (fl) = IlZ max Spacing (fi) = 5/8' max Spacing (fl) = 1/2' max Spacing (fl) = 5/8' max Spacing {fi) = 1/2' max Spacing (fl) = 5/8' max Spacing (E) = 1/2' max Spacing (f0 = 5/8' max Spacing (R) = 3 ft o.c. max spacing 4.B fl o.c. max spacing 3,7 ff o.c. max spacing 5.8 1l o.c. max spacing Copyright © 2009 Ref. WFCM 01, ASCE 7-05 Page 8 of 15 W allen Engineering Solutions, [nc. Premier Builders 30783 Floor Diaphragm Continuity Special Requirements Uplift analysis for open porch roof Provide ]o~st connection in overhang area for 1161 lbs/truss-raft uplift Provide beam at both ends of Truss/Rafter for 581 plf uplift Provide column to foundation and connection to beam for 4044 lbs uplift Copyright © 2009 Ref, WFCM 01, ASCE 7-05 Page 9 o[ 15 W allen Engineering Solutions, Inc, Premier Builders 30783 1~26/200g Uplift Load Analysis and Connection Design Design Data Roof &Ceiling Dead Load (DLR) 15 psf Wall Dead Load (DLW) 4 psf Floor Dead Load (DLF) 10 psf Ceiling only DL (DLC) 5 pal Roof Span 27.5 ff Truss Spacing {TOC) 24 in Wall Stud Spacing (sac) 16 in Uplift Connection Load fTOm WFCM 2001, Table 2.ZA (see note 2,) Table Span Table Load ~ 9-psf DL L 24 390 PLF 36 544 PLF Interpolated Span/Load 27.6 = [ 434.9 PLF (W.,) = (Table Value @ 0psf)(CMRH)-0.6(~2 +"~'spanJ4)) = 434.9(1,36)~0,6)(16)(2 + (27,5/4)) = 495.614 PLF Truss Tie Down Load and Design P..= (Wup)(TOC) P..= 495.614'24 (ltt/12io) Pu, = 991.2 1.5")(20 ga. Steel St~p wi(g) 0,131" x 1.5" Nails Each End each truss Or Connection to provide 991.2 Lbs. tension Sidewmg Stud Tledown Load and Design Top Story Top Plate to Stud Top Story Stud to Floor Perimeter Top StoP/Floor to Ceiling Perimeter Below First Floor Ceiling to Stud top First Floor Stud to Floor Perimeter 1.5"x22 ga, Steel Strap wi(6) 0.131" x 1,5" Nails Each End Or Connection to provide 660.8 Lbs, tension P=~ = (Wup)(SOC); 495.614' 16/n(1~121n) = 660.8 Lbs P~,b = Ptst - O.6(WDL)N2(SOC) = 660.8 - (0.6)(4)(8)(24/12) = Pr = P[sb - 0.6(DLF) = 622.4- (0.6)(10) = 616.4 Lbs P~.~ = Ptfc - 0.6(DLC) = 616.4 - (0.6)(5) = 585.9 Lbs P~ = Plst - 0,5(WDL)HI(SOC) = 588.9-(0.6)(4)(8)(16/12) = 622.4 Lbs 563.3 Lbs Copyright © 2009 Ref. WFCM 01, ASCE 7-05 Page 10 of 15 W allen Engineering Solutions, Inc, Premier Builders 30783 Sida Wall First Floor Perimeter to Sill T]edown Load and Design Sidewall Uplift at Sill W~m = (P1 sb/SOC) - 0.6'(DLF)*(W 1/4) = 563.3 (12/16) -0,6(10)(27.514) = Anchor Bolt Strap TIe Down LOad 1/2" Anchor Bolt Spacing (BEC)= 48 in. max P.a = Wsill(SOC) = 381,2(48/12) -- 1524.8 Lbs 1 - Simpson LSTA36 Strap tie fastend Per Simpson RecommendaUon Or Connection to provide 1524.8 Lbs. tension Wrap under sill at each Anchor Bolt Location Perimeter Beam Bending Check M=~ = W~(SOC)' = 381.2((48112)^2}/8 762.4 ft4b SPF # 2 F,' = FbCDCF= 875(1.6)(1.2) = 1680 psi 2 - 2X10 42,8 5992 ft4b 2 - 2x8 26.3 3682 fi-lb · 762.4ft lb OK · 762,4ft lb OK Ceiling Diaphragm Lateral Load From W FCM 2001 Table 2,5A Roof Pitch Table Span 5/12 l36 24 Interpolated Span/Load (W~) = 27.5 (W~)' = W rOOfJ~CMRH)(CW HI = (95)(1.36)(1) = Table Lead Perpendicularto Ridge B6 PLF 95 PLF 95.0 PLF J 129.2 PLF Wind to ridge From WFCM 2001 Table 2.5B Table Span 35 interpolated Span/Load (wr~.) = 27.5 (W~,,)' = Wroof (CMRH)(CWH) = (113.5)(1,36)(1)= Table Load Pe~endicular to Ridge 108 PLF 1 127 PLF 113.5 PLF J 154.4 PLF 381.2 plf Copyright © 2009 Ref. W FCM 0% ASCE 7-05 Page 11 of 15 W allen E~'~ineering Solutions, Inc. Premier Builders 30783 12/28/2009 Floor Diaphragm Lateral Load Wind .L to ridge From WFCM 2001 Table 2.5A Wind load J-ridge =L 258 (w~') = WfloorJ-(CMRH)(CWH) = (258)(1.36)(1) = PLF J 35g.g PLF Truss to Top Plate P~ = (WwalI')(TOC) = 17g.5(24/12) = 359 Lbs Z = 95 Lbs 0,131"x3" nail (Toe Nail) Lateral Single Shaar Reguired = Ptruss/Z = 359~95 Top Plate to Plata S~ = Z(12/~NwaJl') = 115(12/179.5)= Z = 115 Lbs 0.131"x3" nail (Face Nail) Lateral Single Shear 7 "o.c. Plate to Stud P,i = WwalI'(SOC) = 17g.5(16/12) = 239.3 Z = 77 Lbs g.131"x3" nail (End Nail) Lateral Single Shear Min. Reqd. = Ps~Z = 23g~3/77 Plats to Floor Perimeter S,~ = Z(12~Vwall') = 115(12/179.5) = 7 0.131"x3" nail (Face Nail) Lateral Single Shear 7" 4 - 0.131 "x3" nail (Toe Nail) Lateral Single Shear Per Truss 4 - 0.131'x3' nail (End Nail) Lateral Single Shear Per Stud Copyright © 2009 Ref. WFCM 01, ASCE 7-05 Page 12 of 15 W allen Engineering Solutions. Inc. PramierBuilders 30783 Diaphragm Fastening Design Top Stow Horizontal Diaphragm Requlremen~ and Design for Continuity Mate Line Through Bolt Requirements at Floor Perimeter (Based on Deep Beam Shear) Vn~ = WfloorJ-'(L/2) = 350.9(46/2) = Z bolt = 112" bog quantity requirements = VfloorlZ = 5071/725 = 5071 Lbs 725 Lbs/bolt 12 bolts required Module to Module al Floor and Roof/Ceiling Perimeter Ends of Module, and at wall top plate splices when plates are used as chord members. (Based on Chord Continuity) Chord Tension (To) = Wfloor"L'(L*2/8)/W = 350,9(45^2/8y27.5 TM l-Simpson MSTC40 Simp tie faslened per Simpson Recommendation Or Connection to provide 3375 Lbs. tension Flret Story Horizontal Diaphragm Requirements and Design for Continuity Mete Line Through Bog Reguirements at Floor Perimeter (Based on Deep Beam Shear) V~ = (3/4)(Wfloor~-')(L/2) = (3/4)(350.9)(71.6/2) = 9422 Lbs Z bolt = 725 Lbs/bog 1/2" bott quantity requirements -- VfloorlZ -- g422/725 -- 13 bolts required 3375 Lbs Module to Module at Floor and Roof/Cs/ling Perimeter Along Mate Line. and at wall top plate splices when plafaa are used as chord members. (Based on Chord Co~tinuSy} Chord Tension (To) = (3/4)(Wfloor'b)(L^Z/8)/TM = (3/4)(35g.9)(71.6^2/8)/27,5 -- 6132.6 Lbs 2-Simpson MSTC40 Strap tie fastened per Simpson Recommendation Or Connection to provide 6133 Lbs. tension Copydght © 2009 Ref. WFCM 01, ASCE 7-05 Page 13 of 15 Walton Engineering Solutions. Inc. Premier Builders 30783 1Z/2612009 Corner Stud Connection for Worst Case Hold Down Top Story Corner Stud ConnecflDn for Worst Case Hold Down Max Uplift ftom Overturning = 40(]0 Lbs 12 ff 0.131'x3" nail (Face Nail) Lateral Single Shear Z = 115 Lbs Required = UI/Z = 4800/115 = 42 - 0.131"x3" nail (Face Nail) Lateral Single Sheer Spacing for (2) rows Nails = 2(12)(Ht-.375)Z/UI = 2(12)(7.625)(115)14800 = 4 3/8 in o.c. OR 114" diameter Lag Screw Z = 320 Lbs Required = U~/Z = 4800/320 = 15 - 1/4" diameter Leg Screws equally spaced First Story Corner Stud Connection for Wont Case Hold Down Max Up[irt f~om Overturning = 7200 Lbs 0.131"~3' nail (Face Nail) Lateral Single Shear Z = 115 Lbs Required -- Ut/Z = T2001115 ~ 63 - 0.131"x3" nail (Face Nail) Lateral Single Shear Spacing for (3) rows Nails = 3(12)(Ht-.375)Z/Ut = 3(12)(7.625)(115)/7200 = 4 318 in o.c* OR 1/4" diameter Lag Screw Required = Ut/Z = 72001320 320 Lbs 23 - 1/4" diameter Lag Screws equally spaced Copyright ~ 2009 Ref. WFCM 01, ASCE 7-05 Page 14 of 15 W allen Engineering Solutions, Inc. Premier Builders $0T83 1Z/2812009 Uplift analysis for open porch roof Lead from ASCE-7 97 psf Trip 6 ft Truss/Rafter Sgacing 2 ft Truss/Rafter Load on beam 1161 Ibs/lruss Provide joist connection in overhang area for 116t IPs/~russ-raft uplift Beam Load 561 pg uplift Provide beam at both ends of Truss/Rafter for 581 plf uplift Column Trip from beam 8 I~ Column uplift load 4644 lbs uplift Provide column to foundation and connection to beam for 4644 lbs uplift Copyright © 2009 Ref. WFCM 01, ASCE 7-05 Page 15 of 15 W allen Engineering Solutions, Inc. WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WooclWorks~ Shearwalls Dec. 27, 2009 13:52:27 30783-W.wsw Levellof2 G-1 Co~lector per MWFRS Collector ConneCtic~ per MWFRS ~ Hold Down Beam MATERIALS WALL GROUP Wall Sheathing [in] Fasteners SI:rog [~n] Framing Members [in] Apply Grp Surf Material Thick Orient Size Type Edg Fid Blkg Species G Spc Notes 2 EEt Struct Shth~ 7/16 Vert Sd Nail 2 6 yas S-P F O. 42 16 2, 3 Gq) - Wall Design Group; Sur~- Exlerior or integer surface o~ exterior wa#; Spcg - Edge or field hal! spac~ngj BIKD ~ Specific gravit~S' Spc- Wa~l ~tud spacing Notes: 2. Framing at adjoining pane/edges must be 3' nominal er ~¢der t¢;~th staggered nailing. 3. Shear capacity For curT~nt design has been increased to tt~e value ~or 15/32" ,sheathing w~th same nailing because stud spacing is f 6' max. or panel ofien~at~bn la horizontal. WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 30783-W.wsw Level 2 of 2 WoodWorks~ Shearwalls G-I Dec. 27, 2009 13:52:27 W oodW o rks® S hearw alls SOFTWARE FOR WOOD DESIGN I 30783-W.wsr WoodWorks® Shearwalls Dec. 27, 2009 14:05:25 Projectlnformation COMPANY AND PROJECT INFORMATION Company Project Pre~er Builders MJncy, PA 20783 SETTINGS Design Code Wind Standard Seismic Standard AF&PA A~C 2005 ~ ASCE 7- 02 Al I height s ASCE 7- 02 Wind Capacity Increase Load Combinations Building Code Capacity Reduction Shear C&C Panels Wind Seismic 1.40 1.00 Wnd 1.00 1.00 Nail Withdrawal Modification Max Shearwail Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 4.00 0.50 Maximum Height-to-width Ratio Plywood Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 Shearwali Relative Rigidity: [:)esi gned capaci t y using f I exl bi e dl st r i but i on Hold-down Forces: Based on appl i ed shearl I ne force Seismic Materials: - Case 1 rigid diaphragm load distribution: 100% Ioads, no t or si on SITE INFORMATION IBC Occupancy ASCE 7 Equivalent C~tegory II - All others Seismic Wind ASCE 7-02 General analytic n~thod for all bldgs Design Wind Speed 120nph Exposure Exposure Enclosure Enclosed C Topographic Information [fl] Shape Height Site Location: - Length Hurri cane prone region Use Group Design Category Site Profile Class Spectral Response Acceleration S1: - Ss: - Fundamental Period E-W N-S T Used Approximate Ta Maximum T Response Factor R WoodWorks® Shearwalls 30783-W. wsr Dec. 27, 2009 14:05:25 Structural Data STORY INFORMATION Stor~J Floor/Ceiling Wall Elev [ft] Depth [in] Height [ft] Ceiling 20.50 10.0 Level 2 11.50 ~0.0 8.00 Level 1 3.00 10.0 8.00 Foundation 2.00 LOCK and ROOF INFORMATION Block Dimensions Ifil Block 1 Location X,Y = Extent X,Y = Ridge X Location, Offset Ridge Elevation, Height Block 2 Location X,Y = Extent X,Y = Ridge Y Location, Offset Ridge Elevation, Height Block 3 Location X,Y = Extent X,Y = Ridge X Location, Offset Ridge Elevation, Height Block 4 Location X,Y = Extent X,Y = Ridge Y Location, Offset Ridge Elevation, Height Block 5 Location X,Y = Extent X,Y = Ridge X Location, Offset Ridge E evation, Height 2 Story 0.00 27.50 14.00 26.00 1 Story -29.00 29.00 24.50 N-S Ridge 0.00 39.50 0.00 5.50 E-W Ridge 26.00 0.00 13.00 Roof Panels Face Type Slope Overhang [ft] NoAh Gable 90.0 1.00 South Gable 90.0 1.00 East Side 22.6 1.00 West Side 22.6 1.00 North Side 45.0 1.00 South Side 45.0 1.00 East Joined 90.0 1.00 West Gable 90.0 1.00 2 Story N-S Ridge 0.00 39.50 Nor~ Gable 90.0 1.00 14.00 7.50 South Joined 90.0 1.00 7.0O 0.00 East Side 22.6 1.Q0 23.50 3.00 West Side 22.6 1.00 1 Story E-W Ridge 27.50 0.00 North Side 45.0 1.00 14.00 26.50 South Side 45.0 1.00 13.50 0.00 East Gable 90.0 1.00 25.00 13.50 West Joined 90,0 1.00 2 Story N-S Ridge 14.00 -1.00 NoAh Joined 90.0 1.00 14.00 1.00 South Gable 90.0 1.00 20.50 0.00 East Side 22.6 1.00 23.50 3.00 West Side 22.6 1.00 WoodWorks® Shearwalls 30703-W.wsr Dec. 27, 2009 14:05:25 WALL GROUP Wall Sheathing [in] Fasteners Spcg [in] Framing Me,,~bera [in] Apply Grp Surf M~erial Thick Orient Size Type Edg Fid Blkg Species G Spc Notes i Ext Struct Shthg 7/16 Vert 8d Nail 4 6 yes S-P-F 0.42 16 2 Ext Struct Shthg 7/16 Vert 8d Nail 2 6 yes S-P-F 0.42 16 2,3 Grp - Wail Design Group; Surf - Exterfor or intedor surface of extedor wall; Spccj - Edge or field nail spacing; Blkg Specific gravfly; Spc - Wall stud spacing Nates: 2. Framing at adjoining panel edges must be 3' nominal or wider with staggered nailing. 3. Shear capacity for current design has been increased to the value for 15/32' sheathing with same nailing because stud spacing is 16 ~ max. or panel orientation is horizontal. 3 WoodWorks® Shearwalls 30783-W.wsr Dec. 27, 2009 14:05:25 WALL and OPENING DIMENSIONS NoAh-South Type Wall Location Extent ifil L=,,~th FHS Height SheaHines Group(s) X ifil Sta~ End iff] iff] ifil Line 1 Level1 Line 1, Level 1 P=f 1 -29.00 -2.00 24.00 26.00 20.33 8.00 Wall 1-1 Prf 1 -29.00 -2.00 24.00 26.00 20.33 Opening 1 3.17 6.00 2.83 4.67 Opening 2 15.92 18.75 2.83 4.67 Line 2 Level1 Line 2, Level 1 Prf 1 -0.50 -2.00 24.00 26.00 20.67 8.00 Wall 2-1 Prf 1 -0.50 0.00 24.00 24.00 20.67 Opening 1 16.75 20.08 3.33 6.92 Line 3 Level2 Line 3, Level 2 Prf 1 0.00 0.00 46.75 46.75 41.08 8.00 Wall 3-1 Prf 1 0.00 0.00 43.92 43.92 41.08 Opening 1 28.58 31.42 2.83 4.67 Wall 3-2 NSW 0.00 43.92 46.75 2.83 2.83 Level 1 Line 3, Level 1 Prf 1 0.00 -5.83 46.75 52.58 34.92 8.00 Wall 3-3 Prf 1 0.00 0.00 24.00 24.00 20.67 Opening 1 16.75 20.08 3.33 6.92 Wall 3-2 Prf 1 0.00 -2.00 0.00 2.00 0.00 Wall 3-1 NSW 0.00 -5.83 -2.00 3.83 3.83 Wall 3-5 NSW 0.00 43.92 46.75 2.83 2.83 Wall 3-4 Prf 1 0.00 24.00 43.92 19.92 14.25 Opening 1 26.17 27.17 1.00 1.00 Opening 2 37.92 40.42 2.50 4.67 Line 4 Level2 Line 4, Level 2 Prf 1 14.00 0.00 46.75 46.75 4.50 8.00 Wall 4-2 Prf 1 14.00 39.42 43.92 4.50 4.50 Wall 4-3 NSW 14.00 43.92 46.75 2.83 2.83 Wall 4-1 NSW 14.00 -1.00 0.00 1.00 0.00 Level1 Line 4, Level 1 Prf 1 14.00 -5.83 46.75 52.58 4.50 8.00 Wall 4-1 Prf 1 14.00 39.42 43.92 4.50 4.50 Wall 4-2 NSW 14.00 43.92 46.75 2.83 2.83 Line 5 Level2 Line 5, Level 2 Prf 1 27.50 -1.00 39.42 40.42 30.33 8.00 Wall 5-1 Prf 1 27.50 -1.00 39.42 40.42 30.33 Opening 1 12.58 15.42 2.83 6.92 Opening 2 27.00 29.83 2.83 4.67 Opening 3 35.00 37.83 2.83 4.67 Level1 Line 5, Level 1 Prf 1 27.50 -5.83 39.42 45.25 29.17 8.00 Wall 5-3 Prf 1 27.50 26.50 39.42 12.92 12.92 Wall 5-2 Prf 1 27.50 8.67 20.42 11.75 11.75 Wall 5-1 Prf 1 27.50 -1.00 3.50 4.50 4.50 Line 6 Level 1 Line 6, Level 1 Prf 1 28.00 -2.00 26.50 28.50 17.25 8.00 Wall 6-2 Prf 1 28.00 -2.00 3.50 5.50 5.50 Wall 6-3 Prf 1 28.00 8.67 20.42 11.75 11.75 Wall 6-1 NSW 28.00 -5.83 -2.00 3.83 3.83 Line 7 Level1 Line 7, Level 1 Prf 1 41.50 -2.00 26.50 28.50 22.83 8.00 Wall 7-1 Prf 1 41.50 2.00 26.50 28.50 22.83 Opening i 3.58 6.42 2.83 4.67 Opening 2 17.08 19.92 2.83 4.67 East-West Type Wail Location Extent ifil Length FHS Height 4 I 30783-W.wsr Dec. 27, 2009 14:05:25 WoodWorks® Shearwalls SHEARLINE, WALL and OPENING DIMENSIONS (continued) Shearlines Group(s) Y Ifil Sta~ End Ifil Ifil [~] Line A Level 1 Line A, Level 1 NSW -6.00 0.00 28.08 28.00 0.00 8.00 Wall A-1 NSW -6.00 0.00 28.00 28.00 28.00 Line B Level1 Line B, Level 1 Seg 1 -2.00 -29.00 41.42 70.42 18.75 8.00 Wall B-2 Seg 1 -2.00 28.00 41.42 13.42 7.75 Opening 1 32.00 37.67 5.67 4.67 Wall B-1 Seg 1 -2.00 -29.00 0.00 29.00 11.00 Opening 1 -26.00 -17.00 9.00 7.00 Opening 2 -14.58 -5.58 9.00 7.00 Line C Level2 Line C, Level 2 Prf 2 -1.00 13.75 27.50 13.75 8.08 8.00 Wall C-1 Prf 2 -1.00 13.75 27.50 13.75 8.08 Opening 1 17.75 23.42 5.67 4.67 Level1 Line C, Level 1 Prf 1 -1.00 -29.00 41.42 70.42 7.17 8.00 Wall C-2 Prf 1 -1.00 23.83 27.50 3.67 3.67 Wall C-1 Prf 1 -1.00 13.75 17.25 3.50 3.50 LineD Level2 Line D, Level 2 Seg 2 0.00 0.00 27.50 27.50 8.08 8.00 Wall D-1 Seg 2 0.00 0.00 13.75 13.75 8.08 Opening 1 4.00 9.67 5.67 4.67 Level1 Line D, Level 1 Prf 1 0.00 -29.00 41.42 70.42 8.08 8.00 Wall D-1 Prf 1 0.00 0.00 13.75 13.75 8.08 Opening 1 4.00 9.67 5.67 4.67 Line E Level1 Line E, Level 1 Prf 1 25.00 -29.00 41.42 70.42 37.25 8.00 Wall E-1 Prf 1 24.00 -29.00 0.00 29.00 26.17 Opening 1 -6.75 -3.92 2.83 6.92 Wall E-2 Prf 1 26.50 27.50 41.42 13.92 11.08 Opening 1 34.17 37.00 2.83 4.67 Line F Level2 Line F, Level 2 Seg 2 39.50 0.00 27.50 27.50 4.92 8.00 Wall F-1 Seg 2 39.50 13.75 27.50 13.75 4.92 Opening 1 15.25 18.08 2.83 4.67 Opening 2 23.00 25.83 2.83 4.67 Level1 Line F, Level 1 Prf 1 39.50 0.00 27.50 27.50 6.33 8.00 Wall F-1 Prf 1 39.50 13.75 27.50 13.75 6.33 Opening 1 15.17 21.17 6.00 6.92 Line G Level2 Line G, Level 2 NSW 47.00 0.00 13.75 13.75 0.00 8.00 Wall G-1 NSW 47.00 0.00 13.75 13.75 13.75 Level 1 Line G, Level 1 NSW 47.00 0.00 13.75 13.75 0.00 8.00 Wall G-1 NSW 47.00 0.00 13.75 13.75 13.75 Type - Seg = segmented, prf = perforated, NSW = non-shearwall; Location - dimension perp. to wall; FHS - length of full-height sheathing; Wall Group(s) - refer to Materials by Wall Group table, refer to Shear Results tables for each design case if more than one group WoodWorks® Shearwalls 30783-W.wsr Dec. 27, 2009 14:05:25 Loads WIND SHEAR LOADS (overlapping loads combined) Level 2 Magnitude Trib Block F Element Load Wnd Su~ Prof Location [~] [Ibs,pl~ps~ Ht Case Dir Dir Sta~ End Sta~ End [~] Accum. W 1 W->E Wind Line -1.00 0.00 86.1 Accum. W 1 W->E Wind Line -1.00 0.00 86.1 Accum. W 1 W->E Wind Line 0.00 6.50 86.9 Accum. W 1 W->E Wind Line 0.00 6.50 86.9 Accum. W 1 W->E Wind Line 39.50 40.50 82.1 Accura, W 1 W->E Wind Line 39.50 40.50 82.1 Accum. W 1 W->E Wind Line 44.00 47.00 84.4 Accum. W 1 W->E Wind Line 44.00 47,00 84.4 Accum. E 1 W->E Lee Line 0.00 8.50 151.5 Accum. E 1 W->E Lee Line 0.00 '8.50 151.5 Accum. E 1 W->E Lee Line 39.50 40.50 136.1 Accum. E 1 W->E Lee Line 39.50 40.50 136.1 Accum. E 1 W->E Lee Line 40.50 47.00 86.7 Accum. E 1 W->E Lee Line 40.50 47.00 86.7 Accum. W 1 E->W Lee Line -1.00 0,00 121.3 Accum. W 1 E->W Lee Line -1.00 0.00 121.3 Accum. W 1 E->W Lee Line 0.00 6.50 151.5 Accum. W 1 E->W Lee Line 0.00 6.50 151.5 Accum. W 1 E->W Lee Line 39.50 40.50 157.0 Accum; W 1 E->W Lee Line 39.50 40.50 157.0 Accum. W 1 E->W Lee Line 44.00 47.00 86.7 Accum. W 1 E->W Lee Line 44.00 47,00 86.7 ~Acc~m. E 1 E->W Wind Line 0.00 8.50 86.9 Accum. E 1 E->W Wind Line 0.00 8.50 86.9 Accum. E 1 E->W Wind Line 39.50 40.50 86,1 Accum. E 1 E->W Wind Line 39.50 40.50 86.1 Accum. E 1 E->W Wind Line 40.50 47.00 84.4 Accum. E 1 E->W Wind Line 40.50 47.00 84.4 Accum. S 1 S->N Wind Line 14.00 20.50 204.0 147.7 Accum. S 1 S->N Wind Line 14.00 20.50 204,0 147.7 Accum. S 1 S->N Wind Line 20.50 27.50 147.7 91.3 Accum. S 1 S->N Wind Line 20.50 27.50 147.7 91.3 Accum. N 1 S->N Lee Line 7.00 14.00 94.3 117.9 Accum. N 1 S->N Lee Line 7,00 14.00 94.3 117.9 Accum. N 1 S->N Lee Line 14.00 27.50 108.3 49.6 Accum. N 1 S->N Lee Line 14.00 27.50 108.3 49.6 Accum. S 1 N->S Lee Line 14.00 20.50 82,9 38.5 Accum. S 1 N->S Lee Line 14.00 20.50 82.9 38.5 Accum. S 1 N->S Lee Line 20,50 27.50 38.5 24.2 Accum. S 1 N->S Lee Line 20.50 27.50 38.5 24.2 Accum. N 1 N->S Wind Line 0.00 7.00 91.3 147.7 Accum. N 1 N->S Wind Line 0.00 7.00 91.3 147.7 Accum. N 1 N->S Wind Line 7.00 14,00 147.7 204.0 Accum, N 1 N->S Wind Line 7.00 14.00 147.7 204.0 Accum. N 1 N->S Wind Line 14.00 27.50 204.0 91.3 Accum. N 1 N->S Wind Line 14.00 27.50 204.0 91.3 Block 1 W 1 W->E Wind Line 6.50 11.00 86.9 90.2 Block 1 W 1 W->E Wind Line 6.50 11.00 86.9 90.2 Block 1 W i W->E Wind Line 11.00 15.50 90.2 86.9 Block 1 W 1 W->E Wind Line 11.00 15.50 90.2 86.9 Block 1 W 1 W->E Wind Line 15.50 39.50 86.9 Block 1 W 1 W->E Wind Line 15.50 39.50 86.9 Block 1 W 1 W->E Wind Line 40.50 44.00 84.4 Block 1 W 1 W->E Wind Line 40.50 44,00 84.4 Block 1 E 1 W->E Lee Line -1.00 0.00 157.0 Block 1 E 1 W->E Lee Line 1.00 0.00 157.0 Block 1 E 1 W->E Lee Line 8.50 13.50 151.5 79.5 Block 1 E 1 W >E Lee Line 8.50 13.50 151.5 79.5 Block 1 E 1 W->E Lee Line 13.50 18.00 79.5 151.5 Block 1 E 1 W->E Lee Line 13.50 18.00 79.5 151.5 I 30783-W.wsr Oec. 27, 2009 14:05:25 WoodWorks® Shearwalls WIND SHEAR LOADS (overlapping loads combined) Block 1 E 1 W->E Lee Line 18.00 39.50 151.5 Block 1 E 1 W->E Lee Line 18.00 39.50 151.5 Block 1 W 1 E->W Lee Line 6.50 11.00 151.5 83.2 Block 1 W 1 E->W Lee Line 6.50 11.00 151.5 83.2 Block 1 W 1 E->W Lee Line 11.00 15.50 83.2 151.5 Block 1 W 1 E->W Lee Line 11.00 15,50 83.2 151.5 Block 1 W 1 E->W Lee Line 15.50 39.50 151.5 Block 1 W 1 E->W Lee Line 15.50 39.50 151.5 Block 1 W 1 E->W Lee Line 40.50 44.00 108.2 Block 1 W 1 E->W Lee Line 40.50 44.00 108.2 Block 1 E 1 E->W Wind Line -1,00 0.00 82.1 Block 1 E 1 E->W Wind Line -1.00 0.00 82.1 Block 1 E 1 E->W Wind Line 8.50 13.50 86.9 90.4 Block 1 E 1 E->W Wind Line 8.50 13.50 86.9 90.4 Block 1 E 1 E->W Wind Line 13.50 18.00 90.4 86.9 Block 1 E 1 E->W Wind Line 13.50 18.00 90.4 86.9 Block 1 E 1 E->W Wind Line 18,00 39.50 86.9 Block 1 E 1 E->W Wind Line 18.00 39.50 86,9 Block 1 S 1 S->N Wind Line 0.00 14,00 91.3 204.0 Block 1 S 1 S->N Wind Line 0.00 14.00 91.3 204.0 Block 1 S 1 N->S Lee Line 0.00 14.00 49.6 108.3 Block 1 S 1 N->S Lee Line 0.00 14.00 49.6 108.3 Block 3 W 1 W->E Wind Line 47.00 48.00 -6.9 Block 3 W 1 W->E Wind Line 47.00 48.00 -6.9 Block 3 E 1 W->E Lee Line 47.00 48,00 48.2 Block 3 E 1 W->E Lee Line 47.00 48.00 48,2 Block 3 W 1 E->W Lee Line 47.00 48.00 48.2 Block 3 W 1 E->W Lee Line 47.00 48.00 48.2 Block 3 E 1 E->W Wind Line 47.00 48.00 -6.9 Block 3 E 1 E->W Wind Line 47,00 48.00 -6.9 Block 3 N 1 S->N Lee Line 0.00 7.00 59.2 94.3 Block 3 N 1 S->N Lee Line 0.00 7.00 59.2 94.3 Block 5 W 1 W->E Wind Line -2.00 -1.00 -6.9 Block 5 W 1 W->E Wind Line -2.00 -1.00 -6.9 Block 5 E 1 W->E Lee Line -2.00 -1.00 48.2 Block 5 E 1 W->E Lee Line -2.00 -1.00 48.2 Block 5 W 1 E->W Lee Line -2.00 -1.00 48.2 Block 5 W 1 E->W Lee Line -2.00 -1.00 48.2 Block 5 E 1 E->W Wind Line -2.00 -1.00 -6.9 Block 5 E 1 E->W Wind Line -2,00 -1.00 -6.9 Level 1 Magnitude Trib Block F Element Load Wnd Su~ Prof Location [ff] [Ibs,pff,ps~ Ht Case Dir Dir Sta~ End Sta~ End Ifil Accum. W 1 W->E Wind Line -2.00 0.00 87.4 124.4 Accum. W 1 W->E Wind Line -2.00 0.00 87.4 124.4 Accum. W 1 W->E Wind Line 24.00 44.00 159.9 Accum. W 1 W->E Wind Line 24.00 44.00 159.9 Accum. W 1 W->E Wind Line 44.00 47.00 159.9 Accum. W 1 W->E Wind Line 44.00 47,00 159.9 Accum. E 1 W->E Lee Line -2.00 8.00 57.0 Accum. E 1 W->E Lee Line -2.00 8.00 57.0 Accum. E 1 W->E Lee Line 26.50 39.50 109.6 Accum. E 1 W->E Lee Line 26.50 39.50 109,6 Accum. E 1 W->E Lee Line 39.50 47.00 70.3 Accum. E 1 W->E Lee Line 39.50 47.00 70.3 Accum. W 1 E->W Lee Line -2.00 0.00 54.3 76.7 Accum. W 1 E->W Lee Line 2.00 0.00 54.3 76.7 Accum. W 1 E->W Lee Line 24.00 44.00 109.6 Accum. W 1 E->W Lee Line 24.00 44.00 109.6 Accum. W 1 E->W Lee Line 44.00 47.00 70.3 Accum. W 1 E->W Lee Line 44.00 47.00 70.3 Accum. E 1 E->W Wind Line -2.00 0.00 87.4 Accum. E 1 E->W Wind Line -2.00 0.00 87.4 WoodWorks® Shearwalls 30793-W.wsr Dec. 27, 2009 14:05:25 WIND SHEAR LOADS (overlapping loads combined) continued) Accum. E Accum. E Accum. E Accum. E Accum. S Accum. S Accum. S Accum. S Accum. N Accum. N Accum. N Accum. N Accum. N Accum. N Accum. S Accum. S Accum. S Accum. S Accum. N Accum. N Accum. N Accum. N Accum. N Accum. N Block 1 W Block I W Block 1 W Block 1 W Block 2 W Block 2 W Block 2 W Block 2 W Block 2 W Block 2 W Block 2 W Block 2 W Block 2 W Block 2 W Block 2 W Block 2 W Block 2 W Block 2 W Block 2 W Block 2 W Block 2 W Block 2 W Block 2 S Block 2 S Block 2 S Block 2 S Block 2 N Block 2 N Block 2 N Block 2 N Block 2 S Block 2 S Block 2 S Block 2 S Block 2 N Block 2 N Block 2 N Block 2 N Block 4 E Block 4 E Block 4 E Wind Wind Wind Wind Wind Wind Wind Wind Lee Lee Lee Lee Lee Line Line Line Line Line Line Line Line Line Line Line Line Line Lee Line Lee Line Lee Line Lee Line Lee Line Wind Line Wind Line Wind Line Wind Line Wind Line Wind Line Wind Line Wind Line Lee Line Lee Line Wind Line Wind Line Wind Line Wind Line Wind Line Wind Line Wind Line Wind Line Wind Line Wind Line Lee Line Lee Line Lee Line Lee Line Lee Line Lee Line Lee Line Lee Line Wind Line Wind Line Wind Line Wind Line Lee Line Lee Line Lee Line Lee Line Lee Line Lee Line Lee Line Lee Line Wind Line Wind Line Wind Line Wind Line Lee Line Lee Line Lee Line 26.50 39.50 159.9 26.50 39.50 159.9 39.50 47.00 159.9 39.50 47.00 159.9 0.00 27.50 159.9 0.00 27.50 159.9 28.00 41.50 209.0 28.00 41.50 209.0 0.00 14.00 108,2 0.00 14.00 108.2 14.00 27.50 90.6 14.00 27.50 90,6 27,50 41.50 237.9 27.50 41.50 237.9 0.00 27.50 90.6 0.00 27.50 90.6 28.00 41.50 237.9 28.00 41,50 237.9 0.00 14.00 159.9 0.00 14.00 159.9 14.00 27.50 159.9 14.00 27.50 159.9 27.50 41.50 209.0 27.50 41.50 209.0 -6.00 -2.00 159.9 -6.00 -2,00 159.9 -6.00 -2.00 109.6 -6.00 -2.00 109.6 0.00 6.00 88.2 0.00 6.00 88.2 6.00 11.00 89.8 6.00 11.00 89.8 11.00 16.00 182.3 11.00 16,00 182.3 16,00 22.00 90.4 16.00 22.00 90.4 22.00 24.00 88.2 22.00 24.00 88.2 0.00 6,00 54.3 0.00 6,00 54.3 6.00 11.00 54.3 6.00 11.00 54.3 11.00 16.00 110.4 11.00 16.00 110.4 16.00 24.00 54.3 16.00 24.00 54.3 -30.00 -29.00 118.7 -30.00 -29.00 118.7 -29.00 0.00 206.1 -29.00 0.00 206.1 -30.00 -29.00 197.7 -30,00 -29.00 197.7 -29.00 0.00 254.6 -29.00 0.00 254,6 -30,00 -29.00 197.7 -30.00 -29.00 197.7 -29,00 0.00 254.6 -29.00 0.00 254.6 -30.00 -29.00 118.7 -30.00 -29.00 118.7 -29.00 0.00 206.1 -29.00 0.00 206.1 90.4 90.4 182.3 182.3 89.8 89.8 88.2 88.2 87.4 87.4 110.4 110.4 54.3 54.3 8.00 13.50 57.0 118.9 8.00 13.50 57.0 118.9 13.50 18.50 118.9 57.0 8 WoodWorks® Shearwalls 30753-W.wsr Dec. 27, 2009 14:05:25 WIND SHEAR LOADS (overlapping loads combined) · continued) Block 4 E Block 4 E Block 4 E Block 4 E Block 4 E Block 4 E Block 4 E Block 4 E Block 4 E Block 4 E Block 4 E Block 4 S Block 4 S Block 4 S Block 4 S Block 4 N Block 4 N Block 4 S Block 4 S Block 4 S Block 4 S Block 4 N Block 4 N Block 5 E Block 5 E Block 5 E Block 5 E 1 W->E Lee 1 W->E Lee 1 W->E Lee 1 E->W Wind 1 E->W Wind 1 E->W Wind 1 E->W Wind 1 E->W Wind 1 E->W Wind 1 E->W Wind 1 E->W Wind 1 S->N Wind 1 S->N Wind 1 S->N Wind 1 S->N Wind 1 S->N Lee 1 S->N Lee 1 N->S Lee 1 N->S Lee 1 N->S Lee 1 N->S Lee 1 N->S Wind 1 N->S Wind 1 W->E Lee 1 W->E Lee 1 E->W Wind 1 E->W Wind Line 13.50 18.50 118.9 Line 18.50 26.50 57.0 Line 18.50 26.50 57.0 Line 0.00 8.00 87.4 Line 0.00 8.00 87.4 Line 8.00 13.50 88.2 Line 8.00 13.50 88.2 Line 13.50 18.50 185.4 Line 13.50 18.50 185.4 Line 18.50 26,50 89.8 Line 18.50 26.50 89.8 Line 27.50 28.00 281.5 Line 27.50 28.00 281.5 Line 41.50 42.50 121.6 Line 41.50 42.50 121.6 Line 41.50 42.50 201.6 Line 41.50 42.50 201.6 Line 27.50 28.00 292.2 Line 27.50 28.00 292.2 Line 41.50 42.50 201.6 Line 41.50 42.50 201.6 Line 41.50 42,50 121.6 Line 41.50 42.50 121.6 Line -6.00 -2.00 43.3 Line -6.00 -2.00 43.3 Line -6.00 -2.00 159.9 Line -6.00 -2.00 159.9 Block - Block used in load generation, Accom. 57.0 89.8 89.8 185.4 185.4 88.2 88.2 87.4 87,4 = Dads from one block combined with another, Manual = user-entered loads (so no block); F- Building face (north, south, east or west); Element- building surface on which loads generated or entered; Load Case - A SCE 7 All heights Case 1 or 2, ASCE 7 Iow rise T = Transverse, L = Longitudinal; Surf Dir- Windward or leeward side of the building; Pref - Profile (distn'bMion); Location - star~ and end points on building element; Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, end = rght intensity of trap load; Trb HI - Trbutary height of user-applied area loads only Loads on the North, South face(s) based on 10 psf minimum wind pressure as per ASC£ 7-02 Section 6.1.4.1. 9 I WoodWorks® Shearwalls 30783-W.wsr Dec. 27, 2009 14:05:25 Rigid Diaphragm Wind Design Rigid analysis performed using Case 1 loading in ASCE 7-02 Fig 6-9 and no torsional momenL For analysis using Case 2 (torsional) loading, change the Rigid Diaphragm Analysis Design Setting, regenerate loads, and redesign. SHEAR RESULTS North-South W For Shear Force [pill Allowable Shear [plf] Crit. Shearlines Gp Dir Ld. Case V Jibs] V/L VIFHS Int Ext Co C Total V [Ibs] Rasp. Line 1 Level 1 Lnl, Levl 1 S->N i 4377 168.4 215.3 490 0.86 S 421 8564 0.51 i N->S 1 4264 164.0 209.7 490 0.86 S 421 8564 0.50 Line 2 Ln2, Levl 1 S->N 1 4238 163.0 205.1 490 0.82 S 401 8291 0.51 1 N->S 1 4128 158.8 199.8 490 0.82 S 401 8291 0.50 Line 3 Level 2 Ln3, Lev2 i S->N 1 3694 79.0 89.9 490 0.95 S 467 19202 0.19 1 N->S 1 3333 71.3 81.1 490 0.95 S 467 19202 0.17 Level 1 Ln3, Levl i S->N 1 7448 141.6 225.2 490 0.82 S 401 14571 0.56 1 N->S 1 7255 138.0 219.4 490 0.82 S 401 14571 0.55 Wall 3-3 1 S->N 1 4408 - 205.1 490 0.82 401 8291 0.51 1 N->S 1 4294 - 199.8 490 0.82 401 8291 0.50 Wall 3-2 1 Both 1 - 490 1.00 490 0.0 Wall 3-4 1 S->N 1 3040 - 225.2 490 0.90 441 6280 0.51 1 N->S 1 2961 - 219.4 490 0.90 441 6280~ 0.50 Line 4 Level 2 Ln4, Lev2 1 S->N I 424 9.1 94.3 490 1.00 S 490 2205 0.19 1 N->S 1 383 8.2 85.1 490 1.00 S 490 2205 0.17 Level 1 Ln4, Levl 1 S->N 1 1127 21.4 250.5 490 1.00 S 490 2205 0.51 1 N->S I 1098 20.9 244.0 490 t.00 S 490 2205 0.50 Line 5 Level 2 LnS, Lev2 1 S->N 1 2286 56.6 75.4 490 0.80 S 392 11882 0.19 1 N->S 1 2063 51.0 68.0 490 0.80 S 392 11882 0.17 Level 1 Ln5, Levl 1 S->N 1 7305 161.4 250.5 490 1.00 S 490 14292 0.51 1 N->S 1 7116 157.3 244.0 490 1.00 S 490 14292 0.50 Wall 5-3 1 S->N 1 3235 250.5 490 1.00 490 6329 0.51 1 N->S 1 3151 244.0 490 1.00 490 6329 0.50 Wall 5-2 1 S->N 1 2943 250.5 490 1.00 490 5758 0.51 1 N->S 1 2867 244.0 490 1.00 490 5758 0.50 Wall 5-1 i S->N 1 1127 250.5 490 1.00 490 2205 0.51 1 N->S 1 1098 244.0 490 1.00 490 2205 0.50 Line 6 Ln6, Levl 1 S->N 1 4320 151.6 250.5 490 1.00 S 490 8453 0.51 1 N->S 1 4209 147.7 244.0 490 1.00 S 490 8453 0.50 Wall 6-2 1 S->N 1 1378 250.5 490 1.00 490 2695 0.51 1 N->S 1 1342 244.0 490 1.00 490 2695 0.50 Wall 6-3 1 S->N 1 2943 250.5 490 1.00 490 5758 0.51 i N->S 1 2867 244.0 490 1.00 490 5758 0.50 Line 7 Ln7, Levl i S->N 1 4977 174.6 218.0 490 0.87 S 426 9736 0.51 1 N->S 1 4848 170.1 212.3 490 0.87 S 426 9736 0.50 East-West W For Shear Force [plf] Allowable Shear [plf] Crit. Shearlines .Gp Dir Ld. Case V Jibs] VlL VIFHS Int Ext Co C Total V Jibs] Resp. Line B Level 1 LnB, Levl 1 W->E 1 5785 82.2 308.5 490 1.00 S 490 9188 0.63 1 E->W 1 5885 83.6 313.9 490 1.00 S 490 9188' 0.64 Wall B-2 1 W->E 1 2391 - 308.5 490 1.00 490 3797 0.63 1 E >W 1 2433 - 313.9 490 1.00 490 3797 0.64 Wall B-1 1 W->E 1 3394 - 308.5 490 1.00 490 5390 0.63 10 I Shearwalls 30783-W.wsr Dec. 27, 2009 14:05:25 WoodWorks® SHEAR RESULTS (rigid wind design, continued) 1 E->W 1 3453 313.9 490 1.00 490 Line C Level 2 LnC, Lev2 2 2 Level 1 LnC, Levi 1 Wall C-2 1 1 Line D Level 2 LnD, Lev2 2 2 Level 1 LnD, Levl 1 Line E LnE, Levl 1 Wall E-2 1 Line F Level 2 LnF, Lev2 2 2 Level 1 LnF, Levl 1 3021 219.7 373.8 3049 221.7 377.2 2211 31.4 308.5 2249 31.9 313.9 1131 308.5 1151 313.9 1080 308.5 1099 313.9 4769 173.4 590.0 4813 175.0 595.4 1905 27.1 235.7 1938 27.5 239.8 9953 141.3 267.7 10125 143.8 272.3 6991 - 267.0 7112 - 271.6 2961 - 267.7 3013 272.3 2901 105.5 590.0 2927 106.4 595.4 1954 71.1 308.5 1988 72.3 313.9 685 0.76 S !523 4230 685 0.76 S !523 4230 490 1.00 S 490 3512 490 1.00 S 490 3512 490 1.00 490 1797 490 1.00 490 1797 490 1.00 490 1715 490 1.00 490 1715 826 1.00 S 826 6677 826 1.00 S 826 6677 490 0.76 S 374 3026 490 0.76 S 374 3026 490 0.87 S 424 15806 490 0.87 S 424 15806 490 0.87 424 11094 490 0.87 424 11094 490 0.87 425 4711 490 0.87 425 4711 826 1.00 S 826 4061 826 1.00 S 826 4061 490 1.00 S 490 3103 490 1.00 S 490 3103 W Grp - Wall group as listed in Materials fable; For Dir- force direction, always "both"; H/W factor- Factor due to shearwall hei width ratio for interior and exterior wall sheathing; V- Factored shear force applied to entire line and amount taken by each wall Diaphragm shear force = factored sheadine force divided by length of sheadine; 5390 0.64 0.71 0.72 0.63 0.64 0.63 0.64 0.63 0.64 0.71 0.72 0.63 0.64 0.63 0.64 0.63 0.64 0.63 0.64 0.71 0.72 0.63 0.64 h~fo- V/L- Following values marked with * means that value for sheadine is the one for wall with critical design response on line; V/FHS* - Design shear force = factored shear force per unit full height sheathing, for* - Unit shear capacity of interior sheathing; Ex't* - Unit shear capacity of exterior sheathing Co* - Perforation factoc C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strengest side ortwice weakest; Tetal*- Combined unit shear capacity inc. perforation factor and H/W factoC V- Combined shear capacity of wall or total capacity of sheadine ; Crit Rasp* - Critical response = Vapp/FHS/Vcap = design shear force/unit shear capacity ! Shear capacEy of each side of'perforated shearwall limited to 685 p/f, and combined capacity to 1000 pifand as per A WC SDPWS 4.3.5.3-2 page 22. 11 WoodWorks® Shearwalls 30783-W.wsr Dec. 27, 2009 14:05:25 DRAGSTRUT AND HOLDDOWN FORCES Level 1 Tensile Line- Position on Wall Location [ff] Holddown Force [lbs] Drags~ut Wall or Opening X ¥ Ld. Case Shear Dead Uplift Cmb'd Force Jibs] Line 1 1-1 Left Wall End -29.00 -1.50 1 2004 2004 1-1 Right Wall End -29.00 24.00 1 1952 1952 1-1 Left Opening 1 -29.00 3.00 1 242 1-1 Right Opening 1 -29.00 6.00 1 235 1-1 Left Opening 2 ~29,00 16.00 1 231 1-1 Right Opening 2 -29.00 19.00 1 246 Line 2 2-1 Left Wall End -0.50 0.50 1 2004 2004 2-1 Right Wall End -0.50 24.00 1 1952 1952 2-1 Left Wall End -0.50 0.00 1 326 2-1 Left Opening 1 -0.58 17.00 1 379 2-1 Right Opening 1 -0,50 20.00 1 165 Line 3 3-3 Left Wall End 0.00 0.50 1 2758 2758 3-3 Right Wall End 0.00 24.00 1 1952 1952 3-4 Left Wall End 0.00 27.50 1 2004 2004 3-4 Right Wall End 0,00 43.50 1 2632 2632 3-3 Left Opening 1 0.00 17.00 1 236 3-3 Right Opening 1 0.00 20.00 1 236 3-4 Right Wall End 0.00 44.00 1 889 3-4 Left Opening 1 0.00 26.00 1 194 3-4 Right Opening 1 0.00 27.00 1 52 3-4 Left Opening 2 0.00 38.00 1 951 3-4 Right Opening 2 0,00 40.50 1 597 Line 4 4-1 Left Wall End 14.00 39.50 1 2758 2758 4-1 Right Wall End 14.00 43.50 1 2632 2632 4-1 Left Wall End 14.00 39.50 1 970 4-1 Right Wall End 14.00 44.00 1 61 Line 5 5-1 Left Wall End 27.50 -0.50 1 2758 2758 5-1 Right Wall End 27.50 3.50 1 1952 1952 5-2 Left Wall End 27.50 9.00 1 2004 2004 5-2 Right Wall End 27.50 20.00 1 1952 1952 5-3 Left Wall End 27.50 27.00 1 2004 2004 Line 5 Vert. Element 27.50 35.00 1 681 681 5-3 Right Wall End 27.50 39.00 1 1952 1952 5-3 Left Wall End 27.50 26.50 1 1150 5-2 Left Wall End 27.50 8.50 1 1214 5-2 Right Wall End 27.50 20.50 1 168 5-1 Left Wall End 27.50 -1.00 1 780 5-1 Right Wall End 27.50 3.50 1 380 Line 6 6-2 Left Wall End 28.00 -1.50 1 2004 2004 6-2 Right Wall End 28.00 3.50 1 1952 1952 6-3 Left Wall End 28.00 9.00 1 2004 2004 6-3 Right Wall End 28.00 20.00 1 1952 1952 6-2 Left Wall End 28.00 -2.00 1 581 6-2 Right Wall End 28.00 3,50 1 37 6-3 Left Wall End 28,00 8.50 1 821 6-3 Right Wall End 28.00 20.50 1 341 Line 7 7-1 Left Wall End 41.50 -1.50 1~ 2004 2004 7-1 Right Wall End 41.50 26.50 1 1952 1952 7-1 Left Opening 1 41.50 3.50 1 242 7-1 Right Opening 1 41.50 6.50 1 253 7-1 Left Opening 2 41.50 17.00 1 209 7-1 Right Opening 2 41.50 20.00 1 285 Line B B-1 Left Wall End 28.50 -2.00 1 2468 2468 B-1 Left Opening 1 -26.00 -2.00 1 2511 2511 B-1 Right Opening 1 -16.50 -2.00 1 2468 2468 B-1 Left Opening 2 -15.00 -2.00 1 2511 2511 12 WoodWorks® Shearwalls 30783-W.wsr Dec. 27, 2009 14:05:25 DRAGSTRUTAND HOLDDOWNFORCES (Hgid wind design, continued) B-1 Right Opening 2 ~5.50 -2.00 1 2468 2468: B-1 Right Wall End -0.00 -2.00 1 2511 2511! B-2 Left Wall End 28.50 -2.00 1 2468 2468 B-2 Left Opening 1 32.00 -2.00 1 2511 2511 B-2 Right Opening 1 38,00 -2.00 1 2468 2468 B-2 Right Wall End 41.00 -2.00 1 2511 2511 B-2 Left Wall End 28.00 -2.00 1 1311 B-2 Left Opening 1 32.00 -2.00 1 390 B-2 Right Opening 1 37,50 -2.00 1 864 B-1 Right Wall End 0.00 -2.00 1 1029 B-1 Left Opening 1 -26.00 -2.00 1 691 B-1 Right Opening 1 -17.00 -2,00 1 61 B-1 Left Opening 2 -14.50 -2.00 1 495 B-1 Right Opening 2 -5.50 -2.00 1 257 Line C C-1 Left Wall End 14.00 -1.00 1 6383 6383 C-1 Right Wall End 17,00 -1.00 1 2511 2511 C-2 Left Wall End 24.00 -1.00 1 2468 2468 C-2 Right Wall End 27.50 -1.00 1 6461 6461 C-2 Left Wall End 24.00 -1,00 t 589 C-2 Right Wall End 27.50 -1.00 1 445 C-1 Left Wall End 14.00 -1.00 1 1366 C-1 Right Wall End 17.00 -1.00 1 379 LineD D-1 Left Wall End 0.50 0.00 1 7189 7189 Line D Vert. Element 4.00 0.00 1 4763 4763 Line D Vert. Element 10.00 0.00 1 4720 4720 D-1 Right Wall End 13.50 0.00 1 7274' 7274 D-1 Left Wall End 0.00 0.00 1 798 D-1 Right Wall End 14.00 0.00 1 762 D-1 Left Opening 1 4,00 0.00 1 51 D-1 Right Opening 1 9.50 0.00 1 105 Line E E-2 Left Wall End 28.00 26.50 1 2468 2468 E-1 Left Wall End -28.50 24.00 1 2468 2468 E-1 Right Wall End -0.00 24.00 1 2511 2511 E-2 Right Wall End 41.00 26.50 1 2511 2511 E-1 Right Wall End 0.00 24.00 1 2937 E-1 Left Opening 1 -6.50 24.00 1 2844 E-1 Right Opening 1 -4.00 24.00 1 2436 E-2 Left Wall End 27.50 26.50 1 1017 E-2 Left Opening 1 34.00 26.50 1 160 E-2 Right Opening 1 37.00 26,50 1 568 Line F Line F Vert. Element 15.00 39.50 1 2229 2229 F-1 Left Wall End 21.50 39.50 1 4960 4960 Line F Vert. Element 23.00 39.50 1 4763 4763 F-1 Right Wall End 27.50 39.50 1 2511 251] F-1 Right Opening 1 21.00 39.50 1 1530 Level 2 Tensile Line- Position on Wall Location [ff] Holddown Force [lbs] Drags~ut Wall or Openin9 X Y Ld. Case Shear Dead Uplift Cmb'd Force Jibs] Line 3 3-1 Left Wall End 0.00 0.50 1 754 754 3-1 Right Wall End 0.00 43.50 1 681 681 3-1 Right Wall End 0.00 44.00 1 224 3-1 Left Opening 1 0.00 28.50 1 311 3-1 Right Opening 1 0.00 31.50 1 88 Line 4 4-2 Left Wall End 14.00 39.50 1 754 754 4-2 Right Wall End 14.00 43.50 1 681 681 4-2 Left Wall End 14.00 39.50 1 367 4-2 Right Wall End 14.00 44.00 1 17 Line 5 5-1 Left Wall End 27.50 -0.50 1 754 754 5-1 Right Wall End 27.50 35.00 1 681 681 5-1 Left Opening 1 27.50 12.50 1 255 13 WoodWorks® Shearwalls 30783-W.wsr Dec. 27, 2009 14:05:25 DRAGSTRUT AND HOLDDOWN FORCES (Hgid wind design, continued) 5-1 Right Opening 1 27.50 15.50 5-1 Left Opening 2 27.50 27.00 5-1 Right Opening 2 27.50 30.00 5-1 Left Opening 3 27,50 35.00 Line C C-1 Left Wall End 14.00 -1.00 C-1 Right Wall End 27.50 -1.00 C-1 Left Opening 1 18.00 -1.00 C-1 Right Opening 1 23.50 -1.00 Line D D-1 Left Wall End 0.50 0.00 D-1 Left Opening 1 4.00 0.00 D-1 Right Opening 1 10.00 0.00 D-1 Right Wall End 13.50 0.00 D-1 Right Wall End 14.00 0.00 D-1 Left Opening 1 4.00 0.00 D-1 Right Opening 1 9.50 0,00 Line F F-1 Right Opening 1 18.50 39.50 F-1 Left Opening 2 23.00 39.50 F-1 Right Opening 1 18.00 39.50 F-1 Left Opening 2 23.00 39.50 3914 3914 3950 3950 4720 4720 4763 4763 4720 4720 4763 4763 4720 4720 4763 4763 95 313 153 250 622 635 2406 1682 690 1925 479 Line-Wall - Sheadine for fomes carded by vertical elements, wall for forces at wall or opening ends; Position...- Ve~. element = column or strengthened studs req'dotherwise indicates stud location at wall end or opening;. Location - Co-ordinates in Plan View; Ld. Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2, ASCE 7 Iow dse T = Transverse, L = Longitudinal; Shear- Factored wind shear overturning component; Dead - Unfactored dead load resisting component; Uplift - Uplift wind load component; Cmb'd - Sum of factored overturning, dead and uplift forces; Dragsb'ut Force - Factored drag strut force at opening headers and gaps in walls along sheadine Note: This table includes tension holddown forces only. Dead load contrfbution to combined fome is faclored by 0.60 load combination factor 14 ~ TURNMOD-01 MUTA CERTIFICATE OF LIABILITY INSURANCE 5 2s/2oo9 PRODUCER (631) 472-8400 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION Edwards and Company ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR 140 Greene Avenue ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. P, O. Box 428 Sayville, NY' 11782-0428 INSURERS AFFORDING COVERAGE NAIC # INSURED Turn-key Modular Homes Inc. INSURER ^: Peerless Insurance Company 24198 24 Harrison Avenue INSURER B: Southampton, NY 11968 INSURER C: INSURER D: I ~NSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN iSSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD iNDICATED. NOTWITHSTANDING ANY REQUIREMENT. TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT W~TH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN. THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS. EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR~.DD'L POLICY EFFECTIVE POLICY EXPIRATION LTR NSR£ TYPEOFINSURANCE POLICY NUMBER DATEfMM/DD~'yYYt DATEIMM/DD/YYYY) LIMITS GENERAL MADlU'rY EACH OCCURRENCE $ 1,000,00( A ~- COMMERCIALOSNERALLIABILITY ;L8280663 6/9/2009 6/912010 PREMIsEsDAMAGETORENTED(Ea occurenceI $ 100,00[ I CLAIMS MADE []OCCUR MED EXP (Any one person)$ 5,00( PERSONAL & ADV INJURY $ 1,000,00( GENERAL AGGREGATE $ 2,000,00[ GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMPK3P AGG $ 2~000~00( A U~TOMOBI LE UA BILITY COMBINED SINGLE LIMIT $ EXCESS I UMBRELLA LIABILITY EACH OCCURRENCE $ ~ OCCUR ~ CLAIMS MADE AGGREGATE $ WORKERS COMPENSATION I TORY LIMITS I I ER 10 Day Notice Applies in the event of non pay cancellation CERTIFICATE HOLDER CANCELLATION Town of $outhold P.O. E~ox 1179 Southold, NY 11971- SHOULD ANY OF THE ABOVE DESCRIBED PO LICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL 30 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER~ ITS AGENTS OR REPRESENTATIVES. AUTHORIZED REPRESENTATIVE ACORD 25 (2009/01) © 1988-2009 ACORD CORPORATION, All rights reserved. The ACORD name and logo are registered marks of ACORD Fetzko Residence Steohen Rossetti ~ Architect Southam ton N Y. I I NCY INi , ERCH 2o Wind Speed! 120 3SG FRMIL¥ MRSTER SERIES INDEX P~UNCT HOhlE$. INC. NC~K ~72V~L 9'-3" FRM~ ¥ EM DININ8 RM y, 6'-1[] 12=-11" 12'-11' 13'-9" 15~_9,, SEE HIGH-kqND F'LRIq FOR I-~GH-WT_ND COLUMNS, STUDS, STRRPPING RND FRSTE:bENG PER WRLLE'N ENGINE:EP-~NG CRLCS. RLSO, SEE CRLC SUMt'%qRT PGS ! THRU XX. Wind Speed 120 3SG 5'-9 L!.'-0 L/2'' Digitally signed by John A. Wallen, P. John A Wallen, P.E.,..=,, 12'-ly~ PREMIERBUILDERS .... llJRN KEY / FETZKO I STY FLOOR PLRN 550~ 30783e_000 BATH 1/2" SEE HIGH-WIND PLAN FOE HIGH-t,/]~D COLUt~NS. STUDS. STRAPPING AND FF:LS'WJ/IN6 PiER t/ALLEN ENG]]qEERZNG CRLOS. ALSO. SEE CALC SUt~'IRRY PGS i THRU X)C Wind Speed 120 3 SG PREMIER ~UILDERS TUrN ~ / ~ETZ~O 2 STY FLOOR PLAN SEE HIGH-W]]qD PLRN FOR HIGH-WIND COLUt4N$, STUDS, STRRPP.TJqG RND FRSTENZNG PER WRLLEN ENGZNEER]]qG CRLCS. RLSO, SEE CRLC SUP~/'~RRy PGS ! THRU XX. Wind Speed 120 3SG IER~UILDERS TURN K~y / FETZKO FLOOR PLRN JRK ~qLI- G TOTRL [] - S~MPSON 2-STHD~RJ ~-l~d SI~RS ............. ~[ I:~"mm-. t~iT ~ ......... =-~=~-~=- ~ . ~ _. ~ D ~ _. .... ............................... :)REM/ER ~UILDERS ~"~'" TUrN KEy / ~'~-I,~0 1st STORy HZGH WINO DESIGN 550a 41/2' BOX C BOX D $~t~R~ W~_L FRSTENING UL~IL~N FOE LONGITUDI~L 550e ~0783a._00~0 ~'~R/~ t4ALL F/:~TE]~ENG DE:5~GN FOR LONGi-i~DTLt~:~J_ 5PIF_RR BOX G BOX H BOX R 1St STO~T HIGH tg~D DEIGN ~ ~ 30783b_~30 PREMIERBUILDERS ~.~- TUP. N KEy / FE~Z. KO 2 ~TY ELECT PLRN 'DREMIER BUiLDERS '~..,~,~' ~ KEY / F'ETZKO ELECT. PLRN 13'-10 IY2" s t~. 3'-6" MOOULE TO FOLINDRTiON FRSTENI~ [] - SZ/~PSON 1-STI-IDI~I~J W/~16d SIN~ [] - 5D'IPS~N 1-HDQS-SD~ W/~1/45(~' SOS SCREWS & 7/1~ 8~T (SIZED BY LOCRL 1. THIS FOUNDATION DRR~ RND NOTES RRE F~ ~ ~y. RCTURL FOIJNDR~ON DESIGN TO EE RPPROVED BY R ENS1NEE~ OR REGISTtS~]3 RRC~CT. Z THZ$ [~ TO BE L~ED FOE DItlENStON5 ONLy. ~ FLO~ PkJ~N F~ DI~t~IO~ ~ L~ & ~T~ LOCRTIO~L SEE ~ ~S ~ ~. ~. 4a & ~, F~ ~TES ~ D~5. ~ ~U~N ~I~= E-O" PREMIER BUILDERS TUP. N K~ / F~O TS. F~R~ON LRYOUT 55~ 07'83a_000 s.~o/~ODO? TO FOUN~qTION FR~TENI~G Wind Speed 120 3 SG 1. THIS FOUNORTIO~ OP~q~/INO RND NOTES R~ FOR ~ O~T. RCT~L FO~ON DESIGN TO ~ ~ ~5TE~ RE~CT. Z ~S D~W~ TO ~ ~ED FOR OI~ ~T. R S~ ~R ~ F~ DI~I~S 0F ~TS ~ ST~ L~RTION. · . SEE ~ S~ES D~GS~ S~. NO. ~e & 3c, FOR NOTES ~ D~S. 5. NRX. ~LU~ ~RClN~ PREMIERI~UILDERS ~--' TUEN KET / FETZKO C,P, PE FOUNDRTION LRTOUT ~0783b_OOO ~ D~'II LII D II ~~F~ FRONT FI FVRTION 550a ~0788a_000 .PREMIER BUILDER$ TUtRN KEY / F ~.~ LKO IR~R EL~VA'I~ON -? 550~ 30'783~_00~0 4~ i°REMIERBUILDERS ~ TUrN KIlT / FE. iZ, KO LIGHT ELEVRTION -1 ~IGHT FLEVRTION ,11 TL~N KIFy / ?L-TZKO 5~0~ 307~3~_000 DETCZL '~ I - YIl~ CRoss SECTION )'¥P. C~:]WL ~ 200 /- Wind Speed 120 3SG DETRIL "B" DETRIL 'D" ~,~ IYP- £~055 SEOTION ~_CE_.C~OSS 5~CTIO,_N ~ ~ FIELD O~T~TL _ "B" DJ~ TRTI "C" NOTF~_ MRSTER SERIES TL4O STO~Y h~Oi~L$ ]567 piq ~O¢STE 4¢2 DET~ "E" t'~UNCy. F~ 17756 r~cTo~y CON~EC~ON SCk[~ O1. - W~L TO FLC~ - SEE IT~ ~ dVVVVVV~ /i /~ASTER SERIES MONO MP 21:2 Date: November 7, 2005 To: Whom It May Con_cern From: Universal CorPorate Engineering Department RE': Alternate Loadings, Uniform Gravity Loads Only When a design is produced in our faclhty using a 24" c.c. spacing and an alternate 16 c.c. spacing is desired, to gain a higher roof load, use the following formula. 24 to 16 = 1.5 times the 24" o,c. loads = 16" c.c. loads Ex. Live Load at 24" c.c. is 30 psf. Dead load is I0 psf. L2L. 1.5 x 30 psf-- 45 psfL.L. ~ 16" o.¢. D.L. 1.5 x 10 psf= 15 psfD.L. ~ I6" c.c. When a design is produced in our facility.using a 16" c.c. spacing and an alternate 12" c.c. spacing is desired, to. gain a higher roof load, use tho following formula.. 16 to 12 = 1.33 times ~e 16" c.c. = 1 c.c. loads 2~9 Ex. Live load at 16" c.c. is 90 psf. Dead load is 15 psf. L~L. 1.33. x 90 ps'f= 119.7 psfL.L. ~ 12" c.c. D.L. 1.33 x 15 psf-- 19.95 psfD.L. ~ I2" c.c. When a design is produced in our facility using a 16" o.o. spacing and'au alternate 24" c.c. spacing is desired, to gain a lower roof load, use the following formula. 16 to 24 = .667 times the 16" c.c. loads = 24" c.c. loads Ex. Live load at 16" c.c. is 45 ps'f. Dead load is 15'psf. ML..667 x 45 psf-- 30 psf L~L. ~ 24" c.c. D.L..667 x 15 psf--10 psfD. L. (~ 24" 0.c. Doubling up a single tress (1 ply to 2 ply) will double the loads for the single truss. Noles; 1. Roof sheathing Coy others).' 2. Load durations are assumed constant. 3. Trusses are not to be spaced greater than 24" c.c. ' Corporate Headquarters 2801 E. Beltllne Avenne NE Grand Rapids, MI 49525 Phone (616)364-6161 Fax (616) 361-7534 www.ufpi.eom JOb Tills TnJss Type Qb/ P~Y SMP 212 39123 CC000109 HINGED ATTIC 1 HM4.4B-429 PA8566 2127692 I 13-10-12 J 27-9-8 13-10-12 /~ 13-10-12 T3 T3 Double Rig[ri Collar T~e (One each face) ~"" 1gl// ~.~ 20 Jolnt~ B & 9 - See nuDe[tn 05-02 for / 6 // ~ 8 col,ar[teuonnec~iondetai[8. 12.00 1~'~" ~ 5/~x~>7~~9 'OPTIONAL CANTILEVER : ENDS EHtBD PROVIDE FOR: 3xs II 3/4' x 3-3/8" Dados 1-1/2" x 2-1/2" Dados 3x9 fi 3/4" x 3-5/8' Dadoa PlateOffsets Y: ~ :043.11 0-0-0 14:0-8.8 0-1.8 t0:0-8-8 0-%8 8PACING; 2-0-$ BPACING; t-4~ ~ ~ LOADING (ps/} LO~DING (pst) SPACING 2-0-8 CS] DEFL Jrt (~OC) [/daft L/ri PLATES GRIP TCLL 26,7 TCR.L 40.0 Plates Increase 1.t5 TC 0.67 VarI(LL) 0,33 10-17 >502 240 MT20 197/144 Gt'oundSnow=45.0) (Ground.~ilow=$7.5) Lumberlnarease 1.15 BC 0.73 Veri(TL} -0.3815-1S >433 180 M[tl8 141/138 TCDL 7,0 TCDL 10.5 Rep $ffees Ina' YES WB 0.62 Horz4TL) 0.01 13 n/a n/e ; BCLL 0,0 ° BCLL 0.0 · Code IEC20{IB/TPI2002 {Malrtx) j Weight: 198 lb BCD[. 10.0 BCD{. 15.0 LUMBER BRACING TOPCHORD 2XBSPFNo.2'.ExcepI* T32X4C=PFNo.2, T32X4BPFNe.2 TOPCHORD Bb'uctura]wondsheethlngdkecliyappiieriorB.7.1OoopurDns, Except: BUT CHORD 2 X 10 SPF No.2 6-0-0 SO brac]eg: 7-g WEBS 2 X 4 $PF Stud *ExcepF W3 2 X S $PF No.2, W3 2 X S SpF No.2 SOT CHORD Rigid ceiling direly applied Or 7-0-1 SC bracing. REACT'iONS (lb/sEe) 1=1115/0-3-o, 13=1111/0-3-8, 13=887/0-3-0 WEBS 1 Rowe! midpl 5-9 Max Rorz 1=-793(LC ?) Max Upllflrl =-82.1(LC 10), 13~823(LC $), 18--98{1.C 8) Max Gray t=1~85(LC 18), 13=1260(LC 17), 15=762(LC 13) FORCES (lb) - Maximum Compresslon/Max~rnum Tension TOPCHORD t-2=-1t22/580,2-3.'~.1181/73S, 3-4=..1t44/722,4-5~'-952/785,5-3=.4061173, 0-19;-323/177,7-19=-192/189, 7-3=-19§/192,8-0=..411/174, 9-10=-962/785, 19-11=-1144/723, WEBS ' 1 0-I E=-289/447, 2~I ~-.230/542, 12-14=-232/543, 4-I 7~-293/450, 5-g=.61 I REQUIRED FIELD JOINT CONNECTIONS . Maximum Compreseioh (lb)/Ma3dmum Tension (Iby Maxlmum'Sbear (lb)/Maximum MomenI (lb-tn) 3=811.'005/141/7050, 6=338/178/196/0, 7=157/194/196/0, 8~481t80119410, 9~611,~g0~/141/7567 15---2B9/44710/0,18=374/'/291429/0, 17=2a31450/0/0 NOTES 1) Wlod: A~CE 7-05; 120mph ~324]n P.c.; h=30ft; TCDL=2,Bpsf; BCDL=4.0p~ Category II; Exp C; endoseri; MW?RS geeie end and C-C Extmior(2) zone; canl[tever left and fight exp~ed; LU~PSr DOL=I.S0 plate grig DOL-1.33. 'll~la t'ues I~ designed tor C-C fo~ members end forces, and for MWFR~ for reasons specified. 2) W~nd; ASCE 7-05; 147mph O181n o c.; h=30fl; TCDL--.4.2pSf, SCDL,,8.0psf; Cate0ory I1; Ex0 C; enclosed MW?RS gable end emi C-C Exterior(2) zone; canfltever 3) TCLI..: ASCE 7-05; Pge45.0 psi (ground snow); PS=28,7 psi (r(x3' saowl. Catennn, fl, ;~., r,. ,-.~ ~, ........... ' MWFP-~ for reac$one spedfisd. left and right exposed; Lumber D{~.=1.60 plate grip DOL=1,33. Thla truss s des gee~ for C,.C for mernham and fumes and f~ S) Unbalanced snow Ioaris have been oeneidered ~or this deaCOn. . ; $) This tn~a has been designed ee per IBC $e~ 1605.0.1.1 Load mductlan, for multiple Jive loads. 7) Thrs Iruss hoe been designed for a 1 o.o psi bo[tom chord live load nonconcurrent wllh any 01her ye loads. 8) All plates ere MT20 p~tes unless olherwise indlca ted. I'- g) Bee BEHI 8 DETAII.~ for plate placement ! .0! .l~..ovlsl~ns must be marie to prevaet lalara movement of'hinged msmhar(s) during tmnsportalion, t O 3 ] J .~l aedlflorml member c(mne~Jo~ shall be pmvicled by ofhars for forces au Ind ce e 12) * This tress has been designed for a five load of 20,0psi on the bo[tom chord In afl ar~aa where a reclan le 3..8.0 iai/ botlom charri end any other members. 0 by 2.043 wide will tll be 13) Ceiling rieed load (5,0 mO on membel~s). 4-5, 9-10, 5-g 14) Bo[tom chord five load (30.0 pst) and addllional bndom chord dead'l~ad {0.0 Ps0 appfled only lo mom. 15-I 7, 15-I 5 18} Provide mechanical connes~lon (byothers) oftn~es toboarieg plate cepabla ofwlthslandln0 621 lb upltha ]slat 1,§231bu lifter 16)Thlstruselsrieslgnedlnaca3rdaneswllhlhe200BintemstlonalB, ,~,,.~^.~._~ ........ P Jo 13andg$ ~'3) Field ~nslalleri ronmber~ are en lnlegml ~r~ of this de~10~, TO ensure pro~er peff~'manee, ell fielri Ina~lled memhar~ mull be la~fied pdur [o apron0 any ~arila0 to the 2¢) ~eed on CC000~O4. R~n: O~ated code. ~HON~ (01~0151 ~AX (515}-~55-0060 ~RAND RAPIDS, ~1 for ~1~1~ melbode and ~tem beelOn. Bu~er resp~rml~litl~ ara de~oed under aenlion 2,3 ~f ~11-2002. ThIs deal0~ ID ~eri onl~ upon ~'ame~r~ e h o',,vn, en~ la for ao In~¥1deal ~ull°ln0 c°mbene~l lu be loatelied and I~ded vedlca~y, Ap~laablll~y of rie~gn ~.~malors and ~rohar in¢oq~om~en o~ compon~l ~ re~poneibiil~ o¢ bU~d~g desloner, not lrues deaig~,er. Brack~0 a~own ~ for ~ateral eupper~ ef ~riM~u~ ~ed mambem nrd¥. ^ri~enal tem~era~ bmdnO lc, loaum s~abli~¥ dura9 cens~rue~o~ ~ IS th~ responsl~l~y of the emc~r, A~dlflo~al permenenl bmcln0 of lha oYemfl almc~m I~ the magen~blil~ of tbe bull~0 designer. For gene~l geid~nc~ from WTCA, e3o~ Srd~d~e LN, Mndloan, WI 03710 ~;lau~r~MltakSup~lemplete~u~,tpe (~co~Yd0h! 2007 ~,. Unlveme~ 7oi,,.~ Producla, Inc. Pg. 61 TY~P FLOQR PLa~ _FRONT ~FVAT:ON C~PE MODELS FIRST FI.,OOR Pl. FR T~VRLT_ON ~OND ~OOR PL,q~N.N R-L-T~R NR T E'~.. T R i p~_ ~-/T ¥~ OPT~ OF FSF_~T_ ~R ~J-2qN NOTES CONT. DOOR SCHEDULE WINOOW SCHEDULE NEW YORK ENERGY NOTE5 PLUMSINGNOTES TO GENE~RL FIEI_D NOTES FEB 2 2009 ELECTRICFtL FIEU) NOTES AT ELECTRICRL SYMBOLS ~ _~RSTE~ SERIES MRSTE~ 5ER~E$ SUGGESTED STRII~S, STRAIGHT ~ SUGGESTED STAIRS, U-SHaPE IFIELD WORK] SUGGESTED STAIRS, STRAIGHT SUGGESTED STAIR5. L-SNRPE SUGGESTED 5TAI~S, WINDERS 4w D~ TYP. FOUNDATION PLAN FIELD WO~ CRAWL SPRCE DETAILS MASTER SERIES TYPI_CAL 5-L FCT~tCCq~OUT 'ii-' ,,, ~ I I ,~ ,,, I I _ ~ I ---;: I , I I "8" sox '-I , -% ...... %_ ~ ~ ~ ~ ,,~ ', ,, I TYPICRL EL ECTRIC~ER~ ~ ~,~.~ [ "R" BOX I I I ,, ', ' ,,; --; I "8" BOX " TT~ICRL H~D~ON!C HEPT L~YOUT. (~)~J~t4l. ,~)~J~CF ¢IPTTQbL NOTj~ ELE~IC°~ & HEAT i MRSTER SEBIES si ~ECT~ICRL & HERT LRYOUT PL~N2 CLOT ~ ~MRSTER SERIES ~ tSOOEL$ C t~RSTE,~ SERIES ~hRSTER SER~ES ~NEF~R[. I D~-TRTI ~ FfFI.,D_ 5.~D. LWRLL OFTRI/ ~ FXELD_ sc~ 1 NOTFS_ ~T f-I oo~ o~ 2~STn~T UNITS EIELD-CONNECTi~N - MOD._TOj~OD__- c~£Lq. CO_N_~NEC~]'ON - MODLJI F TO hOOn~ F' ~FLOo,~ O.E= z ~,Jo 2 ~ooul ~ C~!NNECTT. O_N ~2F EN~L OCT~ M~TO ~ONNF~ ~H-~N~ HOI~WN nFT~n R~[SED RRNCH NOZEE~' - ~I~RAGF NARROW WRI[ BRACING OV~ CONCRETE OR MBSON~T BLOCK FOUNdaTION OETRIL P~N VIEW riflE/SER OPENING - FACTOR% Dd~TAIL "~" - F.TFi D_ DETATI. "l~" ~ORT~ E~P~qCKFT DETAIL FIEI_D INSTAL LED DOR~TAiL~ NOTES BLT, QETFLIL "aL ~Z~2 oR ~2.Z12 T~USS ~_~CTLON ,~ ~u~a~ OE_TAT~ F!FL[LMORK ~'T' 'FT~ DETAIL. 2009 MaSTE~ SERIES ALL ~tODELS ~T. K~OOF C~055 5~CTION5 D_~TRIL ~ ]~FLD WOR[ TYPIC. A~ ON STT~ F~;T~'NfN~. OFT~!!~ ~I2-DJLTz~ FFZELD' NoRKJ F--~XE~RHRNG F~DING 0~ERHflNG FIEL~ WOE FIELD ~E×TFN~.~QN f~RSTER SERIES RLL /'/OOE'LS OPTIONRL ROOF DETRI[ ~3 7/12 F-I.F. LD~ [NS~LL FD DO__AiL ~ T R~fJ_~_.~ ~.~ -- h~ASTER SERIES T~/..~NRTF HO~,~.~NTRL~,~qI(ATiON _ 5EF ~309.22. t~RSTE~ SERIES ,~ 4;0" /3;o" la" -%, 6' ,L ......... '~ ................ ~'L O~NSTRUC,T[ON SHALL MEETTH~REQUL,,,,, ~,~OFTH ~'/'¢ / ¢.~ ~ [ GODES~OF NEW YO~ ,K STATE. BLUMBING ~ cERTIFiCATION OF _ &WATER LIN~S NEED ~ lNG & coNNECT ONS TESTIN~ BEFOR: COVERING NAIL ...... ~=D, / ~ ~ . HEMuin~ ~ . ~ r,E[~ARTMENT AT REMAIN STORM WATER RUNOFF PURSUANT TO CHAPTER 236 NOT,PROCEED REQUIRED /3 '..//" 2010 TlON TER LAD. "E .,AT ~L ,0"19, ~. . 't. FETZKO RESIDENCE 1120 SIGSBEE ROAD MATTITUCK, N.Y. STEPHEN ROSSETTI - ARCHITECT 28 TURTLE COVE DRIVE - SOUTHAMPTON~ N.Y. 1/25/10