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HomeMy WebLinkAbout35184-ZFORM NO. 4 TOWN OF SOUTHOLD BUILDING DEPA~qTMENT Office of the Building Inspector Town Hall Southold, N.Y. CERTIFICATE OF OCCUPANCY No: Z-34427 Rte: 07/02/10 THIS c~TIFIES that the building NEW DWELLING Location of Property: 545 KOKE DR (HOUSE NO.) (STREET) County Tax Map No. 473889 Section 87 Block 5 Subdivision Filed Map NO. -- Lot No. __ SOUTHOLD Lot 14 (~kMLET) conforms substantially to the Application for Building Permit heretofore filed in this office dated NOVEMBER 10, 2009 purs,,m-t to which Building ~r~t No. 35184-Z dated DECEMBER 1, 2009 was issued, and conforms to all of the requirements of the applicable provisions of the law. The Occupancy for which this certificate is issued is ONE FAMILY DWELLING WITH COVERED FRONT PORCH AND TWO CAN GARAGE UNDER AS APPLIED FOR. ~ne certificate is issued to BELLMART PROPERTIES LLC (OWNER) of the aforesaid building. SUFFOLK CO~I~YDEPAR]~T OF }~%LTHAPPRO¥~J~ R10-09-0013 ELE~TRICAL C~KTIFICATE NO. 35184 PL~ U~aTIFIC~%TION DA'i'~43 06/24/10 JOHN MCGRADY 05/20/10 Rev. 1/81 TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCUPANC This application must be filled in by typewriter or ink and submitted to the Building Depar dUN 4 2010 BLDG. D/PI. nent withltl~ f~l ~4][tJl~t~ A. For new building or new use: 1. Final survey of property with accurate location of all buildings, property lines, streets, and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal (S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system eontaius less than 2/10 of 1% lead. 5. Commercial building, industrial building, multiple residences and similar buildings and installations, a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. B. For existing buildings (prior to April 9, 1957) non-conforming uses, or buildings and "pre-existing" land uses: 1. Accurate survey of property showing all property lines, streets, building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant. Ifa Certificate of Occupancy is denied, the Building Inspector shall state thc reasons therefor in writing to thc applicant. C. Fees 1. Certificate of Occupancy - New dwelling $25.00, Additions to dwelling $25.00, Alterations to dwelling $25.00, Swimming pool $25.00, Accessory building $25.00, Additions to accessory building $25.00, Businesses $50.00. 2. Certificate of Occupancy on Pre-existing Building - $100.00 3. Copy of Certificate of Occupancy - $.25 4. Updated Certificate of Occupancy - $50.00 5. Temporary Certificate of Oecupancy- Residential $15.00, Commercial $15.00 New Construction: Location of Property: Date. J Old or Pre-existing Building: (check one) House No. Street Hamlet Owner or Owners of Property: ~H~x-6qff ~7'7~nJ~ Suffolk County Tax Map No 1000, Section fi-'/ Subdivision Permit No. 3,W/~ Date of Permit. Health Dept. Approval: ~~~ - ~?--/O-Oq-OO t-e Block O ,5"- Lot I~ Filed Map. Lot: Applicant: ~x~c.r~ '~$t~&~ _ e..~,~ Unde~fiters Approval: Planning Board Approval: Request for: Temporary Certificate Fee Submitted: $ Final Certificate: (check one) ~5~licant S~gna(ure Tm~ n I hdl Annex 3~375 Maill Road 1LO. Box 1179 Soulho]d, Nh' 11971-0959 Tclcllhone (631) 765-1802 Fax (631 ) 765-95tl2 ro.qer, richert~,town.southold.ny.us ssued To: Tony Bellismo B! IILI)ING 1)EPARTMI';NT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Address: 545 Koke Drive St: NY Zip: 11971 3uilding Permit #:"~,"~[~ 4f 35184 Section: 87 Block: 5 Lot: 14 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: DBA: B&R Mechanical License No: 41124 SITE DETAILS City: Southold Office Use Only Residential ~ Indoor ~ Basement ~ Service Only [~ Commericel Outdoor 1st Floor Pool New Renovation 2nd Floor Hot Tub Addition Survey Attic Garage INVENTORY Servicelph ~ Heat ~ OuplecRecpt ~ Service 3 ph Hot Water GFCI Recpt Main Panel NC Condenser Single Recpt Sub Panel NC Blower Range Recpt Transformer Appliances Dryer Recpt Disconnect Switches Twist Lock Other Equipment: Ceiling Fixtures [~ HID Fixtures Wall Fixtures ~ Smoke Detectors Recessed Fixtures [~ CO Detectors Fluorescent Fixture ~.~ Pumps Emergency Fixtures[~ Time Clocks Exit Fixtures [~ TVSS Modular house, NY State approval #19-50425, mfg-Apex Homes Notes: Inspector Signature: Date: May 20 2010 81-Cert Electrical Compliance Form Town Hall, 53095 Main Road P.O. Box 1179 Southold, New York 11971-0959 Fax (631) 765-9502 Telephone (631) 765-1802 BUILDING DEPARTMENT TOWN OF 8OUTltOLD CERTIFICATI°N- Building Permit No. 3 ~-t t~ Owner: ~IJ~,-'~__/M ~ x-r-i tO ~_ (Please print) /(Please print} lead. I certify that the solder used in the water supply system contains less than 2/10 of 1% Sworn to before me this --j (Plumbem/~gIgnature) EILEEN M CALAMUSA NOTARY PUBLIC, State of New Yerk No, 01CA5039577 Nassau_Cou~n~x Term Expires February 21~ ,! Notary Public,_ ~ 0~5 ~_ft.~ _County Towl/Hall Annex 5F375 Main Road P.O. Box 117!} Southold, NY 11971-0959 Telephone (631) 763-1802 Fax (631) 7ti5-9502 ro.qer, dchert~town.southold.n¥.us ssued To: Tony Bellismo P, 1 IILI)ING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Address: 545 Koke Drive ~uilding Permit#: City: Southold St: NY Zip: 11971 35184 Section: 87 Block: 5 Lot: ',,14 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE 3,ontractor: DBA: B&R Mechanical License No: 41 1 24 SITE DETAILS Office Use Only Residential ~ Indoor ~ Basement ~ Service Only ~ Com medcal Outdoor 1st Floor Pool New Renovation 2nd Floor Hot Tub Addition Survey Attic Garage INVENTORY Service 3 ph Hot Water GFCI Recpt Main Panel A/C Condenser Single Recpt Sub Panel A/C Blower Range Recpt Transformer Appliances Dryer Recpt Disconnect Switches Twist Lock Other Equipment: Ceiling Fixtures [~IR[~ HID Fixtures Wall Fixtures I I Smoke Detectors Recessed Fixtures CO Detectors Fluorescent FixturE~l Pumps Emergency Fixture Time Clocks Exit Fixtures I I TVSS Modular house, NY State approval #19-50425, mf[I-Apex Homes Notes: Inspector Signature: Date: May 20 2010 81-Cert Electrical Compliance Form FORM NO. 3 TOWN OF SOUTHOLD BUILDING DEPARTMENT Town Hall Southold, N.Y. BUII~)ING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) PERMIT NO. 35184 Z Date DECEMBER 1, 2009 Permission is hereby granted to: CHARLES MATTINA (BELLMART) 545 KOKE DR SOUTHOLD,NY 11971 for : CONSTRUCTION OF A NEW SINGLE FAMILY DWELLING (MODULAR) WITH TWO CAR GARAGE UNDER AS APPLIED FOR at premises located at County Tax Map No. 473889 Section 087 pursuant to application dated NOVEMBER Building Inspector to expire on JUNE 545 KOKE DR SOUTHOLD Block 0005 Lot NO. 014 10, 2009 and approved by the 1, 2011. Fee $ 2,353.20 Authorized Signature ORIGINAL Rev. 5/8/02 TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 ~I~OUNDATION 1ST FOUNDATION 2ND FRAMING / STRAPPING FIREPLACE & CHIMNEY FIRE RES.TAm C0mTmJCTI~ NSPECTION [ ] ROUGH PLBG. [ ] INSULATION [ ] FINAL [ ] FIRE SAFETY INSPECTION [ ] REMARKS: DATE TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 I/NSPECTION ]~/OUNDATION 1ST [ ] ROUGH PLBG. FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ [ ] FIREPLACE & CHIMNEY [ [ ] FmmRmsT, m'~ [ ] FINAL ] FIRE SAr.' ~ 1~ INSPECTION REMARKS: DATE ~ INSPECTOR TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ]FOUNDATION 2ND [ ]INSULATION [~,~RAMING ~ [ ]FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION DATE TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST ~/~ ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] RRB RESISTANT CONSTRUCTION [ ] RRE RESISTANT PENETRATION REMARKS: ~/~~-~-- ~ ~ DATE 3 "'/~5--/0 INSPECTOR 765-1802 INSPECTION ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] RRER~mT~TC~STn~~ [ ] ELEO'THICAL(ROUGHI ~~_~AL(F~~,.~ FIEMARKS: DATE INSPECTOR~ ~?~ TOWN OF SOUTHOLD BUILDING D'E~.~"~~~, 765-1802 I N S P ECT I ON~~-~2 FOUNDATION 1ST [ ] ROUGH PLBG.~__~ [ ] FOUNDATION 2ND [ ] [ ] I N~.~U~ATION [ ] FRAMING / STRAPPING ~/~NAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRERESlSTANTCONSTR ~UC~ [ ] RRERESlSTANTPENETRATION REMARKS~ q~0 TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ]~ [ ] FRAMING / STRAPPING [,~' "'~ 'NAI~,I,~~- /~'~-' .~ [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] RRE RESISTANT CONS'I~UCTION [ ] RRE RESISTANI' PENETRATION REMARKS. /~/// ~/~.k-~..¢./~r>'d,~ ,~ , DATE INSPECTOR TOWN OF $OUTHOLD BUILDING DEPT. 765-1802 INSPECTION ] FOUNDATION 1ST [ ]ROUGH PLBG. ]FOUNDATION2ND [ ]IN~UL ~1~ ~ ] FRAMING / STRAPPING [~/J ] FIREPLACE & CHIMNEY [ ] FIRE S]~'ETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ REMARKS: ] FIRE RESISTANT FENETRATION DATE INSPECTOR~~ TOWN OF SOUTt BUILDING DEPA] TOWN HALL SOUTHOLD, NY l TEL: (631) 765-18~ t, 0V 10 2009 FAX: (631) 765-950 www. northfork.ne~ BLDG. DEPT. w~ 0~.~T Examined /,,Z// ,20 ~ Approved /~/~ , 20 ~ Disapproved a/c Expiration ~.~/(" ,20. // Building Inspector BUILDING PERMIT APPLICATION CHECKLIST Do you have or need thc following, before applying? Board of Health 4 sets of Building Plans Planning Board approval Survey_ Chock Septic Form N.Y.S.D.E.C. Trustees Contact: Mail to: APPLICATION FOR BUILDING PERMIT Date ~JOV'. / 0 ,20 O~ INSTRUCTIONS a. This application MUST be completely filled in by typewriter or in ink and submitted to the Building Inspector with 4 sets of i~lans, accurate plot plan to scale. Fee according to schedule. b. Plot plan showing location of lot and of buildings on premises, relationship to adjoining premises or public at.ets or areas~'~d waterways. c. The work covered by this application may not be commeixced 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 p~mit shall expire if the work authorized has not commenced within 12 mouths after the date of issuance or has not been completed within 18 months from such date. If no zoning amendments or other regulations affecting the property have been enacted in the interim, the Building Inspector may authorize, in writing, the extension of the permit for an addition six months. Thereafter, a new permit shall be required. APPLICATION IS HEREBY MADE to the Building Depar~ent 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, ~0~ions, or alterations or for removal or demolition as herein described. The applicant agrees to comply with all applicable laws, Olxiinances, buildillg code, housing code, and regulations, and to admit authorized inspectors on premises and in building for necessary inspections. ~ ~ignature of applicant or name, if a corporation) I~-~ //.~"~ g~'~',oJ~u,) Oz.,. ',-~Ov~'~Y-~ 1197/ (Mailing address of applicant) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder Name of owner of premises (As on the tax roll or latest deed) If applicant is a corporation, signature of duly authorized officer (Name and title of corporate officer) Builders License No. Plumbers License No. Electricians License No. Other Trade's License No. 1. Locatio .r~]arjd on wl~,ch proposed work will be done: House Number Street County Tax Map No. 1000 Section Subdivision Block ~ Filed Map No. Lot State existing use and occupancy of premises and intended use and occupancy of proposed construction: a. Existing use and occupancy VAc-a,.~-r- ~F- ~,~ ~ b. Intended use and occupancy O~0 g,oocc~ ~}q~,~c~ /I4~Oot.~tas_ ~10r~-'-- Nature of work (check which applicable): New Building ~l Addition Alteration Repair Removal Demolition .... Other Work Estimated Cost If dwelling, number of dwelling units If garage, number of cars Fei5 {Description) (To be paid on filing this application) Number of dwelling units on each floor If business, commercial or mixed occupancy, specify nature and extent of each type of use. Dimensions of existing structures, if any: Front Height Number of Stodes Rear Depth Dimensions of same structure with alterations or additions: Front Depth Height Dimensions of entire new construction: Front ,_C.~ t Height o~)~Tz~?'- 70 O.~oe'- Number of Stories / Size of lot: Front /30' Rear Il'? ~ O. Date of Purchase Name of Former Owner Rear Number of Stodes Rear ~'-.C- / .Depth Depth II3'/~ t 1. Zone or use district in which premises are situated 2. Does proposed constxuction violate any zoning law, ordinance or regulation? YES NO ~ 3. Will lot be re-graded? YES ~-, NO Will excess fill be removed from premises? YES__ NO~ 4. Names of Owner of premises Name of Architect Name of Contractor Address Phone No ~o -7 zO Address Phone No. /,.. 5 a. Is this property within 100 feet of a tidal wetland or a freshwater wetland? *YES NO _ * IF YES, SOUTHOLD TOWN TRUSTEES & D.E.C. PERMITS MAY BE REQUIRED. b. Is this property within 300 feet of a tidal wetland? * YES.__ NO__ * IF YES, D.E.C. PERMITS MAY BE REQUIRED. 6. Provide survey, to scale, with accurate foundation plan and distances to property lines. 7. If elevation at any point on property is at 10 feet or below, must provide topographical data on survey. TATE OF NEW YORK) SS: ?OUNTY OF ) .~r~..4 ~'~t.c,'q~~ being duly sworn, deposes and says that (s)he is the applicant (Name of individdal signing contract) above named, S)He is the fl~f~i-v~ (Contractor, Agent, Corporate Officer, etc.) ,f said owner or owners, and is duly authorized to perform or have performed the said work and to make and file this application; hat all statements contained in this application are txue to the best of his knowledge and belief; and that the work will be erformed in the manner set forth in the application filed therewith. ;worn to before me this f ~_. ~.-. /[~day of ~£1I/~ ~ 20(J~ '%L/X'l~o-tary Pub~q // Si~a~ of Applicant BLDG DEPT. TOWN OF SOUTHOLD ...~~ David E. Billingsley, PE 21 7 East_ Main Street_ Middleburg, pa 17842 Phone: 570 - 837 - 0577 January 28, 2010 Apex Homes 7172 Route 522 Middleburg, PA 17842 Re: Apex Homes File No. A14687 This house was designed using engineering methods for 120mph Exposure C. It is not designed prescriptively. The only holdowns required are those on the PE sealed plans. Dead load is sufficient to resisting overturning for the rear wall. Therefore, no holdowns are required for the rear wall. Refer to the PE sealed calculations for justification. Please contact me with any questions. Sincerely, David E Billingsley, PE david~glencoinc.com 01/28/10 ,Town of So thold ~Erosion, s'~'T~fL/ Sedimentation & Storm-water, Run-off A$$~-$$MENT FOR[.- Item Numbec 1 WRI tid~ Project Retain AIl 8tonn4V~ler Run-Oft (3enemWd 1oy a ywo (2-1 inch Ralninll On 81(e? / ~ (This Item wllHndude all nm-<)ff~reated by dte demtng ancot cons'm~lon actlv~las as welt ascii Site ~ ~efld, h~e Pefmefl. cma ,~m.. ~ su~oad.) 3 ~ this PrO{e~ Require any Land-Fl~ng, ~radlr~ or Ex.x~avaE<~n v/nero them Is a cheege to the Na~u~ Ex{$~lng Qmde Involving mom tha~ 200 (k~bleYa~j of Ivlaterhtl within any Parcel? Wi# this APl~oatinn Require Land iY, Zslurblng A~v{tlas Encompassing an A~ea in EKCasS of Five Thousand (5,000.3 8cluam Fee~ ~ Omund .9urraoe? 5 Is there a Natural Water Ceume Running threegh the Site? Is this Pmksct within ~e Trustees ju~fsdlotlen or wtihln Oee Hundred (100'1 feel of a Wetland or Beach? 6 Will there he':Site prep~reUon On Exie#ng Grade Slopes which Exceed Fifteen (15) feet Of Vertical Rise to One Hundred It00') ef Hodz~ Distance? Vgill Driveways. Perkin~ Ames or o~er Impen,inus Surfaces be Sloped to Direct St~.'~n-Water Run-Off Into endlor in the direction of e Town right*of-way? 8 Wi(I this Project Requlre~e Pla~fnent of Materiel; Removal Of Vege~atlah and/or ~he Gons~ru~oa of any Item V~ititin the Town Right-oE~Wey or Road Shoulder Area? (This Item will NOT Include ~he Installation of Driveway Aprons.) 9 Wi(I ~S Project Require Site Prap~ratled within the One Hundred (100)'Year Fleedpis~ of any Watercourse? NOTE: If Any Answer ta Questions One t~mugh Nl~e Is AnSwered with a Check Mark In the Bdx, e Storm-Water, Gmdtng, Drainage ..... & Erosion Control_Plan ...... la Requlrad end Must be Submitted for Review Prior to Issuance of Any Building Permtil D°es this project meet the minimum standards for dassifloatlon as an Agrlc~lluml Project? Note: ~fY~uAnsweredYe~t~tMsQuoaU~n'~$t~m14/vater'~reding'Dra~n~tge&Er~s~nC~ntr~IP~anisN~)TRequired~` STATE OF NEW YORK, <::. ~ ~, ~ ~. ........ ss No 'rbat ][, ................................................................................ be. lag duly sw~m, depo~_.s ~nd sa~ rha~ he/zhe is lite appllc~m.['or Pcm~lt, O~me of ~u~ ~gt~g ooeumen~ ~NNI£ D BUNCH .'amd that he/sh~ is:~e ............................................................... · ......... ' ' ' ' .......... ;"'"~ ..................... ,,,~ in ~k ~un ~e ~d file ~s ~pli~on ~t ~ s~ ~a~ in ~ app~on ~ ~e to ~e ~t of~ ~o~ ~d ~ ~d ~ ~e ~ ~1 ~ ~o~ in ~e ~ set fo~ in &e appff~on filed he~; $~m to ~fo~ me ~s; 06~07 FORM NO. 3 NOTICE OF DISAPPROVAL DATE: March 1, 2010 TO: Stacey Bishop Charles Mattina 150 Waterview Drive Southold, NY 11971 Please take notice that your application dated February 26,2010 For a deck additions to an existing single family dwelling at Location of property 545 Koke Dr., Southold, NY County Tax Map No. 1000- Section 87 Block 5 Lot 14 Is returned herewith and disapproved on the following grounds: The proposed deck additions on this non-conforming 15,371 sq. fi. lot, is not permitted pursuant to Article XXIII Section 280-124 which states; "This section is intended to provide minimum standards for granting of a building permit for the principal buildings of lots which are recognized by the town under 280-9, are nonconforming & have not merged pursuant to 280-10." For lots less than 20,000 sq. fi., the required front yard setback is 35'. The proposed deck additions indicate a front yard setback of 25'. Authorized Signature REScheck Software Version 4.3.0 Compliance Certificate Project Title: Qn-14687 Energy Code: 2007 New York Er~ergy Conservation Construction Code Location: Suffolk County, New York Construction Type: Detached 1 or 2 Family Heating Type: Non-Electric Glazing Area Percentage: 17% Heating Degree Days: 5750 Construction Site; Koke Road Southold, NY 11971 Owner/Agent: East End Construc0on Services 150 Waterview Ddve Southold, NY 11971 Designer/Contractor: Derek Portzline Apex Homes, Inc. 7172 Route 522 . Middleburg, PA 17842 Compliance: Maximum UA: 413 Your UA: 390 Ceiling 1: Flat Ceiling or Scissor Truss Wall 1: Wood Frame, 16" D.C. Window 1: Vinyl Frame:Double Pane with Low-E Door 1: Glass Door 2: Glass Floor 1: Ali-Wood Joist/Truss:Over Unconditioned Space 2370 30.0 0.0 83 1784 19.0 0.0 89 189 0.350 66 44 0.390 17 73 0.330 24 2370 19.0 0.0 111 The proposed building represented in this document is consistent wfth the building plans, spedfications, and other calculations submitted with this penmit application. The proposed systems have been designed to meet the 2007 New York Energy Conservation Construction Code requirements. When a Registered Design Professional has stamped and signed this page, they are attesting that to the best of his/her knowledge, belief, and professional judgment, such plans or specifications are in compliance with this Code. Derek Portzline ~ ~-~,~;~ 9/3/2009 Name - Title Signature Date Project Title: Qn-14687 Report date: 09/03/09 Data fllename: \\Engineering~y\REScheck\A14687.rok Page 1 of 1 DIVISION State of New York Department of State Division of Code Enforcement & Administration 41 State Street, Albany, New York 12231 (518) 474-4073 fax: (518) 486-4487 www.dos.state.ny.us NOTICE OF APPROVAL This notice serves to inform the local Code Enforcement Official that the New York Department of State (DOS) has reviewed and approved plans, as authorized pursuant to 19 NYCRR Part 1209, Regulation and Fees for Factory Manufactured Homes, to allow the construction of single family homes, two family homes, and/or other modular buildings or components in compliance with the State Uniform Fire Prevention and Building Code, as described herein: Manufacturer's Name: Building Description: Approval Number: Applicable Code: Expiration Date: Maximum Ground Snow Zone: Seismic Design Category: Basic Wind Speed: Exposure Category: DOS Contact Person: Additional Conditions: Approval Date: Apex Homes, Inc. 7172 Route 522 Middleburg, PA 17842 Detached One- and Two-Family Dwellings and Multiple Single- Family Dwellings (Townhouses) M 1168-02-074 Residential Code of New York State 2007 (RCNYS) February 25, 2011 85 PSF A, B, C for Detached One- and Two-Family Dwellings A, B for Townhouses Not more than 120 mph A, B, orC Lucjan J. Mitas, PE None February 25, 2009 Ronald Piester, AIA Director A copy of this Notice of Approval shall accompany all plans and specifications submitted as par[ of a permit application. Plans should not require a DOS seal provided the registered ~design professional references the approval number and certifies that the plans and specifications sonform to the plans and specifications approved by and on file with the DOS. The approval identified above is limited to all construction that takes place in the factory. Site related work including installation and connection of the building and/or components, foundations, mechanical connections, stairs, decks, etc, is the responsibility of the Code Enforcement Official. The presence of the insignia of approval shall be presumptive evidence that the factory manufactured home or component complies with the provisions of the RCNYS. If the code enforcement official believes that any factory manufactured component is in violation of one or more provisions of the RCNYS, he/she should contact the DOS for fur[her review and/or determination. May27 10 11:33a Billy Phone 718 728-1188 7187281858 Fax 718 728-1858 Astoria Mechanical Corp. 20-36 Steinway Street, Astoria, New York Air conditioning, Heating and Ventilation Re: Mattina Residence 545 Koke Drive Southold, N.Y. 11971 The following is a description of the heat'mg and air conditioning system installed by our company. *Trane 42 mbh, 16 Seer ,heatpump condensing unit,, with a matching 48 mbh, indoor evaporator. *Accessory electric heat package. *Accessory hydronic heat coil in return plenum, serving main house. *Electronic air cleaner and power humidifier. *Slantfin, Bobcat, high efficiency modulating hot wate~ boiler, propane fired, rated at 30-120 mbh, with outdoor reset. *Three (3) Dayton, hydronic unit heaters, servicing the garage, basement and second floor storage area OPERATION The heat pump system provides both cooling and heat for the main house determined by the thermostat set points. The accessory electric heat supports the heat mode during defrost and emergency heat commands. The accessory hydronic heat is activated when the outdoor temperature goes below 35F, and locks out heatpump operation. (Note 1). lhe electronic air cleaner operates with indoor fan operation. The power humidifier operates in winter mode on demand. Each of the hydronie unit heaters operates on a signal from there thermostats set at 45F to the boiler zone valve. (Note 2) The boiler operates on a signal from the zone valves and modulates on outdoor reset tempemtura. Note 1: The heatpump is more energy efficient than the propane fuel above 35E Note 2: Unit heaters are not sized for comfort heating of there spaces only to temper. Total energo' consumption for each 9 watts/16watts. Dan Murphy ~oject Mgr. May 27 10 11:33a Billy 7187281858 p.1 Phone 718 728-1188 Fax T18 728-1858 Astoria Mechanical Corp. 20-36 Steinway Street, Astoria, New York Air conditioning, Heating and Ventilation Re: Mattina Residence 545 Koke Drive Southold, N.Y. 11971 The following is a description of the heat'mg and air conditioning system installed by our company. *Trane 42 mbh, 16 Seer ,heatpump condensing unit, with a matching 48 mbh, indoor evaporator. *Accessory electric heat package. *Accessory hydronic heat coil in return plenum, serving main house. *Electronic air cleaner and power humidifier. *Slantfin, Bobcat, high efficiency modulating hot water boiler, propane fired- rated at 30,-120 mbh, with outdoor reset. *Three (3) Dayton, hydronic unit heaters, servicing the garage, basement and second floor storage area OPERATION The heat pump system provides both cooling and heat for the main house determined by the thermostat set points. Thc accessory eleclric heat supports the heat mode during defrost and emergency heat commands. The accessory hydronic heat is activated when the outdoor temperature goes below 35F, and locks out heatpump operation. (Note 1). The eiectrordc air cleaner operates with indoor fan operation. The power humidifier operates in winter mode on demand. Each of the hydronie unit heaters opomtes on a signal from there thermostats set at 45F to the boiler zone valve. (Note 2) The boiler operates on a signal from the zone valves and modulates on outdoor msct temperature. Note 1: The heatpump is more energy efficient than the propane fuel above 35E Note 2: Unit heaters are not sized for comfort heating of there spaces only to temper. Total energy consumption for each 9 watts/16watts. Dan Murphy Project Mgr. 01/27/2018 16:35 FAX ~.O. B~ 1179 APPLI( BUII.DINO DE, PA~TUENT TOWN OF $OUTHOLD ~TION FOR ELECTRIC^LtNSPECTION JOB$1TE INFORMATION *Name: *Address: *Cross Street: *Phone No.: Penmit No.: ~ Tax Map District: 100,0 *BRIEF DESCRIPTION OF W [~bh~ ,, ~_~1 0J (Pleem~ Circle All That AppI~ (*Indicates required information) Section: ~"~ 'Block: _ ~ Lot: (Please Print Clearly) *Is Job ready for inspection; ~NO Rough In ~ 'Do you need a Tamp Certtfic~ .~: YES / NO ~ Temp Information (If_.l~edJl I *Service Size:.. Phese too 180 (~ 300 350 400 Olhor ~ Re-eonnect /Undercjmund Number of Metem Change of aervl~e Overhead Additional Information: | PAYMENT DUE WITH APPLICATION ~, ~ ~-c. rOO~.e._. ~ tOC_JC~d. T The coined dimples below the embedment line allow for increased concrete bonding. These holdowns retain high upliff capacity even when installed at corners of foundation stemwalls. Ideal for use with built up 2x end posts. LSTAD - 14 gauge one-piece design allows labor effective installation without holdowns. STAD - 12 gauge design. RJ after the model indicates LSTAD or STAD for rim joist applications as in STAD8RJ. Rim joist models provide for a 17" clear span without the ~oss of strap nailing. Materials: LSTAD - 14 gauge; STAD - 12 gauge Finish: G90 galvanizing Codes: NER 608, FL821 installation: · Use all specified fasteners. See Product Notes, page 16. The bottom (2) nails are for form board attachment only and do not contribute to fastener schedule requirements. · Embed holdown in concrete to the embedment line (bend line). · See illustrations for requirements on rebar, edge distances, and clear spans. · Bending the strap horizontally 90° to facilitate wall placement may cause concrete behind the embedded strap to break away at the top edge (spilling). If the spill is 1" or less from the top edge of the concrete, no load reduction is necessary. If the spill is between 1- and 4" the allowable load is 0.90 of the published chart load. · When installing on lumber less than 31/2" wide, wood splitting may occur. To reduce splitting, use 10d x 11/2" nails or fill every other hole with 16d common nails. Reduce allowable loads per code requirements accordingly. · These straps do not secure concrete sections together at cold joints; take other measures to transfer the toad. If there is a cold joint between slab and foundation, the minimum embedment must be made into the foundation. Fastening opportunities may be reduced because the stab pour level may be higher than some nail holes. Using fewer fasteners will reduce allowable loads. Reduce allowable load by the code capacity for each fastener not installed. · To achieve full table loads the minimum center-to-center spacing is twice the embedment depth (IE) when resisting tension loads at the same time. · Where fewer fasteners are used in the structural wood member, reduce loads according to the code. · There may be an increase in the amount of deflection if the strap is installed on the outside of the sheathing, versus directly to the framing members. · Strap may be bent one complete cycle to aid installation. LSTAD8 i STAD ~ WI~ STAD_RJ 8)Fort~)p0ur~th4"slaborless, i~{allSTAD14anduseSTAD101oads, continued on next page -- 1-B00-328-5934 · www, USPconnectors.com Typical STADIO edge installation rnstall (1) ~4 rebar in 2x embedment length, + 12'Min. rebar length Typical STADIO corner installation / Foundation Straps offer an economical, one-piece method of achieving a continuous load path from a 2 x 8, 2 x 10, 2 x 12, or 2 x 14 dm joist through concrete block to foundation. All models require a 6" embedment into concrete footings. Materials: 12 gauge Finish: 690 galvanizing Options: TA51 & TA71 are available in Triple Zinc. To order, add TZto stock number, ag Codes: NER 505, FL816 Installation: · Use all specified fasteners. See Product Notes. page 16. · Allowable loads are based on either nail fastening or bolt fastening; nail and bolt values cannot be combined. · Install by inserting product into footing's wet concrete. All models require a 6" embedment into concrete foundations. Courses of concrete block must be laid over connector. Notch mudsill at connector locations. Wrap strap over rim joist and fasten. · Do not rely on these straps to secure concrete sections together between cold joints; take other measures to transfer the load. If there is a cold joint between block and foundation, the minimum embedment must be made into the foundation, · Based on product embedment the exposed number of fastener holes may be reduced. Using fewer fasteners will reduce allowable loads. Reduce allowable roads by the code prescribed allowable load per fastener, for each fastener not installed. Edge distance 1/2 ' Min. from corner Typical STAD14RJ corner rim joist installation 2X10 dm joist Typical TA installation · Allowable loads are based on a minimum concrete compressive strength of 2,000 psi at 28 days. stud to foundation installation Dimensions Allowable Loads (Lbs.) 2x8 2x10 2x12 2x14 .?_61~__..PA51 2-1116 56-11448'114 22.118 (2) 112 1115 1340 (3)1/2 1625 1950 (4)112 2065 2475 (6)112 127203230 1-800-328-5934 · www, USPconnectors.com TOWN OF SOUTHOLD PROPERTY RE¢:ORD CARD OWNER STRE~ ~- V,L~G~ D,ST.SUB. LOT FO~ OWN~ I N E ~ ACR. ~Ol~ ~c~ S ~PE OF BUILDING ~ FARM COMM. CB. MISC. Mkt. Value ~s. s~s. v~ ~// ~ND IMP, TOTAL DATE REMARKS ~ ' AGE BUILDING CONDITION N~ NOR~L BELOW ABOVE FA~ Acre M~lue Per Volue Acre ., :illable 1 tillable 2 'illable 3 V~dland ;wampland FRONTAGE ON WATER ~rushland FRONTAGE ON ROAD louse Plot DEPTH BUL~H~D 'oral D~K Extension Extension COLOR TRIM Foundation Basement Ext. Walls Both :loors Interior Finish Extension Fire Place Heat Type Roof Rooms 1st Floor Porch Recreation Roorr Rooms 2nd Flora Dormer Porch Breezeway Driveway Garage Patio Total Dinette LR. FIRST AMERICAN TITLE INSURANCE COMPANY OF NEW YORK UNIONDALE NEW YORK 11553 Title No.: 3001-242132 VARIANCE SEARCH STATE OF NEW YORK) COUNTY OF NASSAU) SS: ANNMARIE UCINSKI being duly sworn, deposes and says: That she has a place of business at 333 Earle Ovington Blvd., Uniondale, New York and is over the age of 21 years and that she is a Counsel of FIRST AMERICAN TITLE INSURANCE COMPANY OF NEW YORK. That under her direction, title was examined to the parcels of land described on the annexed Schedule and labeled Parcels A, B, C, D, E and F That said examination, dated 6/8/2008 disclosed a Chain of Title to determine if any contiguous property was owned by an owner of the property involved since the date of any previously applicable Zoning Ordinance as of 4/23/1957. And, that this affidavit is made to assist the Board of Zoning Appeals to the TOWN OF SOUTHOLD to reach any determination which requires as a basis therefore the information set forth herein and knowing full well that said Board will rely upon the truth thereof. FIRST AMERICAN TITLE INSURANCE COMPANY OF NEW YORK Sworn to before me this 4th day of August, 2008 Annmarie Ucinski, Esq. Counsel NOTARY PUBLIC, State of New York No. 4864407 Qualified in Nassau County Commission Explree July 7, Tire No.: 3001-242132 DESCRIPTIONS PARCEL A (SUBJECT PREMISES) ALL THAT CERTAIN PLOT, PIECE OR PARCEL OF LAND, SITUATE, LYING AND BEING AT BAYVIEW IN THE TOWN OF SOUTHOLD, COUNTY OF SUFFOLK AND STATE OF NEW YORK, BOUNDED AND DESCRIBED AS FOLLOWS: BEGINNING AT AN IRON PIPE AT THE SOUTHEASTERLY CORNER OF LAND OF DORCUS REYNOLDS AT THE NORTHEASTERLY CORNER OF THE PREMISES HEREIN DESCRIBED (SAID POINT OF BEGINNING BEING SOUTH 25° 16' 10" WEST 222.61 FEET ALONG THE WESTERLY BOUNDARY LINE OF LAND OF DORCUS REYNOLDS FROM THE SOUTHERLY LINE OF MAIN BAYVIEW ROAD); RUNNING THENCE SOUTH 64° 03' 10" EAST 116.86 FEET TO LAND NOW OR FORMERLY OF MCPARTLAND; THENCE SOUTH 26° 52' 50" WEST 150.28 FEET TO THE NORTHERLY SIDE OF A 50 FOOT RIGHT OF WAY KNOWN AS KOKE DRIVE; THENCE NORTH 38° 23' WEST 56.92 FEET; THENCE NORTH 53° 49' WEST, 73.77 FEET TO LAND NOW OR FORMERLY OF ASAPH; THENCE NORTH 30° 46' 10" EAST 112.90 FEET TO THE POINT OR PLACE OF BEGINNING. ALSO, known and designated on the Real Property Tax Map as: DISTRICT: 1000 SECTION: 087.00 BLOCK: 05.00 LOT: 014.000 PARCEL B (PREMISES ADJACENT WEST) DISTRICT: 1000 SECTION: 087.00 BLOCK: 05.00 LOT: 013.000 PARCEL C (PREMISES ADJACENT EAST) DISTRICT: 1000 SECTION: 087.00 BLOCK: 05.00 LOT: 015.000 STATE OF NEW YORK) SS: COUNTY OF NASSAU) Annmarie Ucinski, being duly sworn, deposes and says that she has a place of business at 333 Earle Ovington Blvd., Uniondale, New York and is over the age of 21 years and that she is a Counsel of FIRST AMERICAN TITLE INSURANCE COMPANY OF NEW YORK, that the above is the true description of the subject premises and of the adjoining premises as shown on the record in the Variance Search under the above ~ Annmarie Ucinski Counsel Sworn to before me this 4th ~, day of August, 2008 \ DIANA $O~HIblK NOTARY PUBLIC, State of New York No, 4864407 C Qualified in Na~au County. ommlm~lon Explre~ July 7, 20.p:~ PARCEL D (PREMISES ADJACENT SOUTH) DISTRICT: 1000 SECTION: 087.00 BLOCK: 05.00 Koke Drive Title No.: 3001-242132 LOT: 012.003 PARCEL E (PREMISES ADJACENT NORTHWEST) DISTRICT: 1000 SECTION: 078.00 BLOCK: 07.00 LOT: 052.000 PARCEL F (PREMISES ADJACENT NORTHEAST) DISTRICT: 1000 SECTION: 078.00 BLOCK: 07.00 LOT: 048.000 STATE OF NEW YORK) SS: COUNTY OF NASSAU) Annmarie Ucinski, being duly sworn, deposes and says that she has a place of business at 333 Earle Ovington Blvd., Uniondale, New York and is over the age of 21 years and that she is a Counsel of FIRST AMERICAN TITLE INSURANCE COMPANY OF NEW YORK, that the above is the true description of the subject premises and of the adjoining premises as shown on the record in the Variance Search under the above captioned title number. Sworn to before me this 4th day of August, 2008 NOTARY PUBLIC, State of New York No. 4864407 QiJallflad in Nassau County Commisek~ Explras July 7, 20..~2... Title No.: 3001-242132 (A) SUBJECT PREMISES: CHAIN OF TITLE Alexander W. Koke, as Substituted Trustee of Sarah Ann Harms To Alexander W. Koke, Frederick C. Koke, Gertrude K. Bunce and Helen K. Goldin Dated: 11/5/1949 Recorded: 11 / 10/1949 Liber: 3015 Cp 413 Gertrude K. Bunce, f/k/a Gertrude A. Koke and I I Helen K. Goldin, f/k/a Helen A. Koke ~d°exander W. Koke and Frederick C. Koke Dated: 1/29/1958 Recorded: 1/30/1958 Liber: 4423 Cp 219 Frederick C. Koke and Alexander W. Koke ~V°illiam Reynolds and Dorcas Reynolds, his wife Dated: 5/2/1964 Recorded: 5/5/1964 Liber: 5537 Cp 589 William Reynolds and Dorcas Reynolds, his wife To William Reynolds Dated: 12/16/1971 Recorded: 12/16/1971 Liber: 7069 Cp 108 William Reynolds and Dorcas Reynolds, his wife To William Reynolds *Correction deed (description in Liber 7069 Cp 108) William Reynolds To John J. Tobin and Fern M. Tobin, his wife Dated: 1/19/1973 Recorded: 1/23/1973 Liber: 7329 Cp 454 Dated: 7/31/1972 ] Recorded: 1/23/1973 Liber: 7329 Cp 432 John J. Tobin and Fern M. Tobin, his wife To Eileen M. McPartland Dated: 10/25/1974 Recorded: 10/31/1974 Liber: 7742 Cp 371 Last owner of record STATE OF NEW YORK) SS: COUNTY OF NASSAU) Annmarie Ucinski, being duly sworn, deposes and says that she has a place of business at 333 Earle Ovington Blvd., Uniondale, New York and is over the age of 21 years and that she is a Counsel of FIRST AMERICAN TITLE INSURANCE COMPANY OF NEW YORK, that the above is the true description of the subject premises and of the adjoining premises as shown on the record in the Variance Search under the above captioned title number. ~S. nnmarie Ucinski, E~. - Counsel Sworn to before me this 4th day of August, 2008 DIANA SOHIMKUS i',~OTARY PUBLIC, State of New York No. 4884407 Qualified in Nassau County. Curnmi~ion Expire~ July 7, 20 [O CHAIN OF TITLE lB) PREMISES ADJACENT WEST: Title No.: 3001-242132 John Thornton, Jr. and Florence E. Thornton, his wife To Christian Harms and Sara Ann Harms Dated: 12/22/1909 Recorded: 1/7/1910 Liber: 712 Cp 77 Christian Harms and Sara Harms To Adelheid Anna Koke Dated: 4/24/1912 Recorded: 6/11/1912 Liber: 814 Cp 563 Christian Harms To Sara Harms * Sam Harms died on 5/28/1931 (205P 1931) Dated: 4/24/1912 Recorded: 1/22/1921 Liber: 1020 Cp 314 Alexander W. Koke and Frederick C. Koke To Joan C. Asaph Dated: 11/11/1967 Recorded: 11/13/1967 Liber: 6254 Cp 425 Joan C. Asaph jT~net Dunker Dated: 7/16/1971 Recorded: 7/19/1971 Liber: 6968 Cp 40 Janet (Dunker) Gold To Gertrude C. Johnson Dated: 12/31/1976 Recorded: 1/5/1977 Liber: 8170 Cp 251 Gertrude C. Johnson To David M. Johnson and Gertrude C. Johnson, his wife Dated: 6/19/1990 Recorded: 6/20/1990 Liber: 11089 Cp 100 Last owners of record STATE OF NEW YORK) SS: COUNTY OF NASSAU) Annmarie Ucinski, being duly sworn, deposes and says that she has a place of business at 333 Earle Ovington Blvd., Urdondale, New York and is over the age of 21 years and that she is a Counsel of FIRST AMERICAN TITLE INSURANCE COMPANY OF NEW YORK, that the above is the tree description of the subject premises and of the adjoining premises as shown on the record in the Variance Search under the above number. capfionedtitle BY'An ,x0L~D ~ Sworn to before me this 4th day of August, 2008 DIANA BCHIMKU$ NOTARY PUBLIC, State of New York No. 4864407 Qua Iflod in NasSau Coun~ Commission ExpirSa Ju y 7, 20 lC> CHAIN OF TITLE (C) PREMISES ADJACENT EAST: Title No.: 3001-242132 John Thornton, Jr. and Florence E. Thornton, his wife To Christian Harms and Sara Ann Harms Dated: 12/22/1909 Recorded: 1/7/1910 Liber: 712 Cp 77 Christian Harms and Sara Harms To Adelheid Anna Koke Dated: 4/24/1912 Recorded: 6/11/1912 Liber: 814 Cp 563 Christian Harms To Sara Harms *Sara Harms died on 5/28/1931 (205P1931) Dated: 4/24/1912 Recorded: 1/22/1921 Liber: 1020 Cp 314 Frederick.C. Koke and Alexander W. Koke To Daniel T. Smith and Margaret E. Smith, his wife Dated: 6/20/1963 Recorded: 8/26/1963 Liber: 5403 Cp 298 Daniel T. Smith and Margaret E. Smith, his wife ~V°illiam P. Riley and Jane N. Riley, his wife Dated: 3/21/1964 Recorded: 4/28/1964 Liber: 5534 Cp 369 William P. Riley and Jane N. Riley, his wife To Eugene J. McPartland and Helen A. McPartland, his wife Dated: 7/6/1966 Recorded: 7/11/1966 Liber: 5989 Cp 591 STATE OF NEW YORK) SS: COUNTY OF NASSAU) Annmarie Ucinski, being duly sworn, deposes and says that she has a place of business at 333 Earle Ovington Blvd., Uniondale, New York and is over the age of 21 years and that she is a Counsel of FIRST AMERICAN TITLE INSURANCE COMPANY OF NEW YORK, that the above is the tree description of the subject premises and of the adjoining premises as shown on the record in the Variance Search under the above captioned title number. '1~ Annmane Uclnski, Esq. ~l Counsel Sworn to before me this 4th day of August, 2008 NOTARY PUBLIC, State of New York No. 4884407 Qualified in Nassau County, Commission Explree July 7, Eugene J. McPartland and Helen A. McPartland, his I [ wife (1/2 interest) re°anne McPartland Silver (1/8 interest), Kathryn Mara Silver (1/16 imerest), Michael McPartland Silver ( 1/16 interest), Kevin McPartland ( 1/8 interest), Jenifer McPartland (1/8 interest), Richard Petrillo (1/8 interest), Eileen McPartland Petrillo (1/8 interest) and Christine McPartland Kunihiro (1/4 interest) Title No.: 3001-242132 Dated: 12/30/1995 Recorded: 2/29/1996 Liber: 11764 Cp 286 Eugene J. McPartland and Helen A. McPartland, his I I wife (1/2 interest) To Jeanne McPartland Silver (1/8 interest), Kathryn Mara Silver (1/16 interest), Michael McPartland Silver (1/16 interest), Kevin McPartland (1/8 interest), Jenifer McPartland (1/8 interest), Richard Petrillo (1/8 interest), Eileen McPartland Petrillo (1/8 interest) and Christine McPartland Kunihiro (1/4 interest) Dated: 4/18/1996 Recorded: 1/16/1997 Liber: 11811 Cp 570 Last owners of record Kathryn Mara Silver (I/16 interest) and Michael McParfland Silver ( 1 / 16 interest) To Jeanne McPartland Silver Last owner of record Dated: 6/9/1998 Recorded: 6/30/1998 Liber: 11902 Cp 137 STATE OF NEW YORK) SS: COUNTY OF NASSAU) Annmarie Ucinski, being duly sworn, deposes and says that she has a place of business at 333 Earle Ovington Blvd., Uniondale, New York and is over the age of 21 years and that she is a Counsel of FIRST AMERICAN TITLE INSURANCE COMPANY OF NEW YORK, that the above is the true description of the subject premises and of the adjoining premises as shown on the record in the Variance Search under the above ~ Annmarie Ueinski, Esq. Counsel Sworn to before me this 4th day of August, 2008 NOTARY PUBLIC, State of Now York No. 4884407 Qualified in Nassau County 13~mmiselon Explree July 7, 20 tO CHAIN OF TITLE (D) PREMISES ADJACENT SOUTH: Title No.: 3001-242132 John Thomton, Jr. and Florence E. Thornton, his Christian Harms and Sara Ann Harms Dated: Recorded: Liber: 12/22/1909 1/7/1910 712 Cp 77 Christian Harms and Sara Harms Dated: Recorded: Liber: 4/24/1912 6/11/1912 814 Cp 563 Christian Harms sT;a Harms *Sara Harms died on 5/28/1931 (205P1931) Dated: Recorded: Liber: 4/24/1912 1/22/1921 1020 Cp 314 Alexander Koke Dated: Recorded: Liber: 4/9/1979 4/17/1979 8612 Cp 52 Dorothy Boily To John T. Kunst and Mary Ann Kunst, his wife Dated: Recorded: Liber: 1/11/1983 2/8/1983 9312 Cp 109 General L. Rains, as the Deputy County Treasurer of Dated: the County of Suffolk Recorded: To Liber: County of Suffolk 5/18/1990 5/25/1990 11074 Cp 159 Last owner of record STATE OF NEW YORK) SS: COUNTY OF NASSAU) Annmarie Ucinski, being duly sworn, deposes and says that she has a place of business at 333 Earle Ovington Blvd., Uniondale, New York and is over the age of 21 years and that she is a Counsel of FIRST AMERICAN TITLE INSURANCE COMPANY OF NEW YORK, that the above is the Ixue description of the subject premises and of the adjoining premises as shown on the record in the Variance Search under the above captioned title number. '~ Annmarie Ucinski Esq. [ Counsel Sworn to before me this 4th day of August, 2008 NOTARY PUBLIC, State of New York No. 4864407 Qualified in Nassau County. Comrnlselo~ F-.xplr~ July 7, 20¢0 CHAIN OF TITLE (E) PREMISES ADJACENT NORTHWEST: Title No.: 3001-242132 John Thornton, Jr. and Florence E. Thornton, his Dated: 12/22/1909 Recorded: 1/7/1910 Liber: 712 Cp 77 Christian Harms and Sara Harms TA~elheid Anna Koke Dated: 4/24/1912 Recorded: 6/11/1912 Liber: 814 Cp 563 Christian Harms sT;a Harms *Sara Harms died on 5/28/1931 (205P1931) Dated: 4/24/1912 Recorded: 1/22/1921 Liber: 1020 Cp 314 Arthur W. Meyer and Eleanor D. Meyer ~[~dolph Caggiano and Dorothy Caggiano *No deed into the grantors listed above Dated: 5/1/1974 Recorded: 5/6/1974 Liber: 7632 Cp 129 Rudolph Caggiano and Dorothy Caggiano ~d'°chard L. Caggiano and Susan Caggiano Dated: 6/19/2000 Recorded: 7/24/2000 Liber: 12057 Cp 902 Last owners of record STATE OF NEW YORK) SS: COUNTY OF NASSAU) Annmarie Ucinski, being duly sworn, deposes and says that she has a place of business at 333 Earle Ovington Blvd., Uniondale, New York and is over the age of 21 years and that she is a Counsel of FIRST AMERICAN TITLE INSURANCE COMPANY OF NEW YORK, that the above is the true description of the subject premises and of the adjoining premises as shown on the record in the Variance Search under the above captioned title number. ski Esq. Sworn to before me this 4th day of August, 2008 NOTARY PUBLIC, State of Now York No. 4864407 Qualified in Nassau County Commt~lon Explre~ July 7, 20 Ic> CHAIN OF TITLE (F) PREMISES ADJACENT NORTHEAST: Title No.: 3001-242132 John Thornton, Jr. and Florence E. Thornton, his Tc~fi'stian Harms and Sara Ann Harms Dated: 12/22/1909 Recorded: 1/7/1910 Liber: 712 Cp 77 Christian Harms and Sara Harms ~elheid Anna Koke Dated: 4/24/1912 Recorded: 6/11/1912 Liber: 814 Cp 563 Christian Harms To Sara Harms *Sara Harms died on 5/28/1931 (205P1931) Dated: 4/24/1912 Recorded: 1/22/1921 Liber: 1020 Cp 314 Alexander Koke and Frederick Koke ~V°illiam J. Reynolds and Dorcas Reynolds, his wife Dated: 10/29/1960 Recorded: 11/2/1960 Liber: 4900 Cp 365 William J. Reynolds and Dorcas Reynolds To Thomas P. Hawkes and Mary Ruth Hawkes Dated: 7/24/1972 Recorded: 8/10/1972 Liber: 7216 Cp 568 Thomas P. Hawkes and Mary Ruth Hawkes ~rma J. Spencer Dated: 10/26/1995 Recorded: 11/20/1995 Liber: 11750 Cp 846 Norma J. Spencer To John V. Fischetti and Deborah L. Deaver, his wife Dated: 6/20/2000 Recorded: 6/30/2000 Liber: 12052 Cp 830 STATE OF NEW YORK) SS: COUNTY OF NASSAU) Annmarie Ucinski, being duly swom, deposes and says that she has a place of business at 333 Earle Ovington Blvd., Uniondale, New York and is over the age of 21 years and that she is a Counsel of FIRST AMERICAN TITLE INSURANCE COMPANY OF NEW YORK, that the above is the true description of the subject premises and of the adjoining premises as shown on the record in the Variance Search under the above captioned title number. ~~~~, . BI Annmarie Ucinski Esq. -- Counsel Sworn to before me this 4th day of August, 2008 r~ ~~..~ ~ XXDIANA SGHIMKUS NOTARY PUBLIC, State of New York No. 4864407 Qualified in Nassau County. Oommla~o~ Explree July 7, 20 I~ CHAIN OF TITLE Title No.: 3001-242132 John V. Fischetti and Deborah L. Deaver To Gary Zakarin and Eileen Zakarin, husband and wife Dated: 5/21/2007 Recorded: 8/29/2007 Liber: 12520 Cp 147 Last owners of record STATE OF NEW YORK) SS: COUNTY OF NASSAU) Annmarie Ucinski, being duly swom, deposes and says that she has a place of business at 333 Earle Ovington Blvd., Uniondale, New York and is over the age of 21 years and that she is a Counsel of FIRST AMERICAN TITLE INSURANCE COMPANY OF NEW YORK, that the above is the true description of the subject premises and of the adjoining premises as shown on the record in the Variance Search under the above captioned title number. BY~..~ ~ ~~{ ~ Annmarie Ucinski Esq. Counsel Sworn to before me this 4th day of August, 2008 DIANA $CHIMKUS NOTARY PUBLIC, State of New York No. 4864407 Com~a~lffied in Nassau County Expire6 Ju¥ 7, JOB AP~A14687 SHEET NO. CALCULATED BY CHECKED BY DB OF DATE DATE 44 9/11/2009 DesiRn Criteria Location: NY 120mph Exp C Buildinq Description: Residential Codes: One Story Modular Wood Frame Construction 2007 New York Residential code National Design Specification for Wood Construction ^SCE 7 Seismic Criteria Seismic Design Category (SDC) Short period design spectral response acceleration (SDs) B 0.33 Basic Wind Speed V = 120 Exposure = C Wind Exposure Adjustment Factor = 1.35 Snow Load Ground Snow Load = 25 mph (3 second gust) psf JOB SHEET NO CALCULATED BY CHECKED BY AP-A14687 2 DB Of DATE DATE 44 9/11/2009 Desi,qn Criteria Cont. Floor Diaphragm Aspect Ratio Length of side (LO(house width) = 45 fl, Length of side (Lz)(house length) = 55.1 ft. L2 / L1 = 1.22:1 < 4:1 Max Mean Roof Height = 25 ft. O__GK Roof Framing Span (Horizontal Projection) = 22.5 ft. Roof Framing Spacing = 16 in. o.c. Roof Overhang Length = I ft. RoofSIope= 7:12 < 12:12 O._.~K Roof Diaphragm Aspect Ratio Length of side (L~)(house width) = 45 ft. Length of side (L2)(house length) = 55.1 ft. L2 / L~ = 1.22:1 < 4:1 O._~K Roof / Ceiling Assembly Dead Load = 15 psf Roof Framing Type = Rafter 9/18/09 2 JOB SHEET NO CALCULATED BY CHECKED BY AP-A14687 3 DB OF DATE DATE 44 9/11/2009 Desiqn Criteria Cont. 1st Story Loadbeadng Wall Height = 8 ft. Wall Stud Specifications = 2x6 Wall Stud Spacing = 16 in. o.c. Shearwall Segment Aspect Ratio 1st Story Shearwall Height = 8 ft. SPF #3 OSB - PLY 1st Story Minimum Shearwall Length -- H / 3.5 = 2.29 ff. GYP H/1.5 = 5.33 ft. 1st Story Wall Length Available for Full Height Sheathing B~e. = 38.67 ff. L~ont = 7.67 ff. B~ght = 42.00 ft. Lre.f = 34.50 ff. 1st Story Max~m um Unrestrained Opening Height H~. = 58 in. Hfro.~ = 80 in. Hdght = 38 Jrt. Hrear = 58 in, 9/18/09 3 Jo8 AP-A14687 SHEET NO. 4 OF CALCULATED 8Y DB DATE CHECKED BY DATE 44 9/11/2009 UPlift Connections Building Width = 45 ff. ASCE 7 Roof Framing Spacing = 16 in. o.c. Roof / Ceiling Assembly Dead Load = 15 psf Roof Span = 45 ft. Amount of load to be subtracted per Story = = {[(Unit Width / 2) x Floor/Roof Dead Load] + Wall Dead Load} x 0.6 = {[(45.00ft / 2) x 10 psf'J + 60 pit} x 0.6 = 171 plf Vertical Design Wind Pressures End Zone Wind Uplift Pressure = 15.6 psf Int. Zone Wind Uplift Pressure = 13.4 psf Overhat~g Wind Uplift Pressure = 10,3 psf Wind E~oosure Category: C Wind Exposure Adjustment Factor = 1.35 3 Sec Gust Wind Speed = 120 mph MWFRS Figure 6-2 Max of Zones E & F MWFRS Figure 6-2 Max of Zones G & H MWFRS Figure 6-2 Max of Zones Eoh, Goh, E,F,G&H Adjusted Uplift Pressures Adjusted End Zone Wind Uplift Pressure = 21.06 psf Adjusted Int. Zone Wind Uplift Pressure = 18.09 psf Adjusted Overhang Wind Uplift Pressure = 13.91 psf Roof to lst Story Wall Connection Load : 119 plf 9/18/0. 1st Story Wall to Foundation Connection Load = 119 plf - 171 plf = ~52 plf 4 JOB AP-A14687 SHEETNO. 5 OF CALCULATED BY DS DATE CHECKED BY DATE 44 9/1112009 UPlift Connections (cont'd) Note: All uplift load on roof resisted at sidewalls Main House Connection Design Connections to transfer uplift loads from the roof assembly to foundation must maintain a continuous load path. Use structural connectors to provide the required connection. Alternate connection methods may be used, if they are satisfactorily proven to resist the calculated loads. Rafter to Ceiling Joist Connection w/gussets Connector: (2) 7/16" WSP Gusset Plates (1) ea side of rafter Fastener: 7/16" x 1 1/2" x 16 ga staples Staple Value - Lateral value 7/16in x 1 1/2in x 16 ga staple w/lin penetration = Allowable Load = 40.4 lb cap x 2 Staples = 81 40.4 lbs per staple Reference page 9 for staple capacity calc. lb for HForSPF Note: The number of required staples above is the amount of staples required to fasten EACH gusset to the rafter and EACH gusset to the ceiling joist. Req'd Uplift Rafter in. to ft. Per Required Provided Load Spacing conversion Gusset Capacity Capacity 119 plf x 16 ino.c, x 1ft/12in / 2 = 79 lb < 81 pergusset Ceiling Joist to Wall Stud Connection Connector: USP RT16A Fastener: (9) 10d nails in truss and (8) 10d nails in plates Allowable Load = 1030 lb 9/18/0~ Connector Req'd Uplift in. to ft. Req'd Capacity Load conversion Spacing 1030 lbs / 119 plf x 1ff/12in = 48 in. Provided Spacing 48 in. JOB AP-A14687 SHEET NO. 6 OF CALCULATED BY DB DATE CHECKED BY DATE 44 9/11/2009 Uplift Connections (cont'd) 1st Story Wall Stud to Floor Band Connection Connector: 7/16" OSB/PLY overlap floor rim joist 6" Fastener: 0.113in x 2-3/8in nails Nail Value - Lateral Value 0.113in x 2-3/8in nail = 83 Ibsper nail Must Use Nails in Higher than Seismic Zone C Use 2 rows of nails along bottom edge of panel Req'd Uplift Load Front 758 plf Rear 168 plf Left 285 plf Right 262 plf - stagger spacing between rows Required Spacing 2 in. o.c. 6 in. o.c. 6 in. o.c. 6 in. o.c. C JOS AP-A14687 SHEET NO, CALCULATED BY CHECKED BY 7 DB OF DATE DATE 44 9/11/2009 Uolift Connections ;cont'd) Design 1st Story Module to Sill Plate Connection Assume Typical 1 st Story Module to Sill Plate Connection made with Connector: 7/16" OSB/PLY overlap sill plate 1.5" Fastener: 0.131"x2.5" Nails Nail Value - Lateral value 0.131in~.5in Nails = 96 Ibspernail Must Use Nails in Higher than Seismic Zone C Use 1 row of nails along bottom edge of panel Floor Band to Sill Plate Connection Req'd Uplift Load Front 758 plf Rear 168 plf Left 285 pif Right 262 Req'd Spacing 1.5 in.o.c. 6 in. o.c. 4 in. o.c. 4 in. o.c. 9/18/09 7 JOB AP-A14687 SHEET NO. 8 OF CALCULATED BY DB DATE CHECKED BY DATE Sinole Shear Stanle CaDacit~ wi min. 1" ~enetrafion D = 0.063 in Fyb = 1E+05 psi Rd = 2.2 Re = 0.779 = R~ = 2.286 = Im = 1 in Is -- 0.438 in Fern = 3350 psi Fes = 4300 psi Per Section 11.1.7 of 2005 NDS "Other Dowel-Type Fasteners" Diameter ts 0.438 in Dowel bending yield strength tm = 1 in Reduction Term - See Table 11.3.1B Ss = OSB/PLY Fern / Fes Ms = SPF Irn / I, SG = 16 main member dowel bearing length CB = 1.6 side member dowel bearing length main member dowel bearing strength side member dowel bearing strength Table 11.3.1A Yield Limit Equations: Mode Shear Irn Zlrn = D x Irn X Fern Rd x CD 153.5 tb Is Z~s = Dx Is X Fes X CD Rd Z~ = k~ X DX Is x Fes x CD Rd IIIrn ZlHm= k2 x D xlrn x Fern x CD (1+2Re) x Rd ills Z, ls= k3 X D X I$ x'Fem x CD (2+Re) x Rd 86.2 lb 54.5 lb 56.3 lb 33.6 lb IV Z~v= D2 x I 2xFem_xFyb ](~/2) = 20.2 Rd [__3x(1 +Re) / lb [Re + (2Re2 x (l+Rt+Rt2)) + (Rt2 X Re3)](1/2) - [Re x (1+Ri)] Notes: K1 = (1+Re) 44 9/11/2009 K= = -1 + E(1+Re))+ 2Fybx(1+2Re) xD23Fern X Im2 '~(1/2) K3 = -1 + (2 x (1+Re)) +~.e 2Fyb X (2+Re) X D23Fem x Is2 Side member thickness Main member penetration Side member species Main member species Staple Gage Load Duration Factor Staple Capacity: Zstaple = 2 Legs x Zmin Zstaple = 40.4 lbs Minimum Shear, Zmin = = 0.6 20.2 lb 0.9 = 1.4 JOe AP-A14687 SHEETNO, 8A OF 4,4 CALCULATED BY DB DATE 9/11/2009 CHECKEDBY DATE Per Section 11.1.7 of 2005 NDS Sinole Shear Star, le Capacity wi Metal Side Member wi min. 1" penetration "Other Dowel-Type Fasteners" D = 0.063 in Fyb -- 1E+05 psi Rd = 2.2 Re = 0,054 = Rt = 27.78 = Irn = 1 in Is = 0.036 in Fem = 3350 psi Fes =---~1850 psi Diameter ts = 0.036 in Dowel bending yield strength tm = 1 in Reduction Term - See Table 11.3.1B Ss = 20GA Steel Fern / Fes Ms = SPF Irn/Is SG = 16 main member dowel bearing length CD = 1.6 side member dowel bearing length main member dowel bearing strength side member dowel beadng strength Table 11.3.1A Yield Limit Equations: Mode Shear Irn Zlm = D X Im X Fern Re X CD = 153.5 lb Side member thickness Main member penetration Side member species Main member species Staple Gage Load Duration Factor Staple Capacity: Zstaple = 2 Legs xZmin Zstaple = 52.5 lbs Is Zis= D Xls x Fes x CD 102.0 lb Rd II ZH = kl x D x Is x Fes x CD 62.8 lb Rd Illin Zlllm= k2 X D X}m X Fern X CD = 66.7 lb (1+2Re) x Rd Ills Z.~s= k3 x D xls x Fern X CD 31.8 lb (2+Re) X R~ 9/18/09 IV Z~v = D2 x I 2xFemxFyb (1/2) = 26.3 Rd I 3 x (1 + Re) Notes: K1 = [Re + (2Re2 x (1 +RI+Rt2)) + (Rt2 x Re3)](~/2) - [Re x (l+Rt)] ( 1 + Re) lb Minimum Shear, Zmin = = 0.6 26.3 lb K2 = -1 + (2x(l+Re))+ 2Fy~x(1+2Re) xD23FemXIn~z ¢/2) K3 = -1 + (2 x (1Re+Re)) + 2Fyb X (2+Re)3Fem xXls2D2 (1/2) 0.5 11.8 AP-A14687 9 DB JOB SHEETNO. CALCULA~D BY CHECKED BY OF DATE DATE 44 9/11/2009 16GA Str~p Capacity Thickness of Strap = 0.0598 in Strength of Steel = 36 ksi Strength Reduction Factor = 0.6 Width of Steel Strap = 1.5 in Thickness of fastener = 0.1310 in Capacity of Strap = Thicknes x (Width of Strap - Width of fastener) x Strength of Steel x Strength Reduction Factor = Capacity of Strap = 1768.3 lb 0.131"x2.5" Nail Capacity Shear Z= 83 lb NDSTable11P Load Duration Factor = 1.6 for wind Adjusted Fastener Capacity = 132.8 lb Required Quantity of Fasteners to achieve max capacity of strap = QTY = 14 nails each end of each strap 9/18/09 10 AP-A14687 44 9/11/2009 JOB SHEET NO. CALCULA3~D BY CHECKED BY 9A DB OF DATE 20GA Strap Capacity Thickness of Strap = 0.0359 in Strength of Steel = 36 ksi Strength Reduction Factor = 0.6 Width of Steel Strap = 1.25 in Thickness of fastener = 0.1310 in Capacity of Strap = Thicknes x (Width of Strap - Width of fastener) x Strength of Steel x Strength Reduction Factor = Capacity of Strap = 867.72 lb 0.131 "x2.5" Nail Capacity Shear Z= 81 lb- NDS Table 11P Load Duration Factor = 1.6 for wind Adjusted Fastener Capacity = 129.6 lb Required Quantity of Fasteners to achieve max capacity of strap = QTY = 7 nails each end of each strap 9/18/09 11 JOB AP-A14687 10 44 9/11/2009 SHEET NO. CALCULATED BY CHECKED BY DB OF DATE DATE No Matewall Uplift Connections Required - All Uplift Resisted at Sidewalls 9/18/0g 1>' AP-A14687 11 DB JOB SHEET NO. CALCULATED BY CHECKED BY OF DATE DATE 44 9/11/2009 No Matewall UPlift Connections Reouired - All Uolift Resisted at Sidewalls 9/18/0.c JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14687 12 DB OF DATE DATE 44 9/11/2009 Uplift Connections Icont'd} Check Tensile Strength of Studs to Transfer Uplift Loads 2x6 SPF #3 Nominal Tensile Stress Ft = 250 psi Load Duration Factor CD = 1.6 Size Factor CF = 1.3 Allowable Tensile Stress Ft' = Ft CD CF = Net Area of Stud A = 8.25 in2 Allowable Tensile Load Pt' = Ft' A = 520 psi 4290 lb > 159 lb O._~K ANSI /AF&PA NDS Table 4A ANSI /AF&PA NDS Table 2,3.2 ANSI /AF&PA NDS Table 4A ANSI / AF&PA NDS Table 4,3.1 Shear Connections. 9/18/0c. JOE AP-A14687 SHEET NO. 13 OF 44 CALCULATED BY DB DATE 9/11/2009 CHECKED BY DATE Roof Pitch = 7:12 3 Sec Gust Wind Speed = Wind Exposure = C Max Wall Height = 8 ft End Zone Length = 6.40 ft Floor/Ceiling Depth = 2 Roof Height = 14.13 ft RoofSpan= 22.~ ft. 120 mph Wind Exposure Adjustment Factor = 1.35 Building Length = 55.1 ft Horizontal Design Wind Pressures End Zone Wall Horizontal Pressure = End Zone Roof Horizontal Pressure = Int. Zone Wall Horizontal Pressure = Int. Zone Roof Horizontal Pressure = (Enter 10psf as minimum value or if value is less than zero) 25,7 psf MWFRS Figure 6-2 Zone A 17.6 psf MWFRS Figure 6-2 Zone B 20.4 psf MWFRS Figure 6-2 Zone C 14 psf MWFRS Figure 6-2 Zone D Average Wall Horizontal Pressure = 21.63 psf = (Wall End Zone Press x 2 x End Zone Length ) + [VVall Int. Zone Press x (Building Length - (2 x End Zone Length) ] Building Length Average Roof Horizontal Pressure = 14.84 psf = (Roof End Zone Press x 2 x End Zone [~ngth ) + [Roof Int Zone Press x (Building Length - (2 x End Zone Length) ] Building Length Perpendicular to Ridge Roof Diaphragm Load = 296.1 plf (Ave. Roof Hor. Press. x Roof Height) Adjusted Roof Diaphragm Load = 400 plf + (Ave. Wall Hor. Press. xWall Height/2) Multiplied by Wind Exp. Factor Floor Diaphragm Load = 216.3 plf [Ave. Wall Hor. Press. x (Wall Height+FloodCeiling Depth)] Adjusted Floor Diaphragm Load = 292 plf Multiplied by Wind Exp. Factor Parallel to Ridge Roof Diaphragm Load = 191.3 plf = (Ave. Roof Hor. Press. x Roof Height/2) Adjusted Roof Diaphragm Load = 258 plf + (Ave. Wall Hor, Press. xWall Height/2) Multiplied by Wind Exp. Factor Floor Diaphragm Load = 216.3 plf = Same as Perp to Ridge Floor Diaphragm Load Adjusted Floor Diaphragm Load = 292 plf Multiplied by Wind Exp. Factor JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14687 14 DB OF DATE DATE 44 9/11/2009 Shear Connections - Wind (cont'd) Total Shear Capacity Requirements Wind Perpendicular to Ridge w.~f = 400 plf w, oor = 292 plf L = 55.1 ft. Vroo~ = Wroof x L = 22024 lb V~oor=W, oo~XL= 16090 lb Wind Parallel to Ridge Wroof = 258 plf W, oor = 292 plf B = 45 ff. Vroof:WroofXB= 11622 lb Vftcor=WfloorXB= 13141 lb Shear Tranfer Connection Capacity Requirements vroof=Vroof/2/B= 245 plf vfloorl = Vroof + Vfloorl / 2 / B = 423 plf vroof--Vroof/2/L= 105 plf vfloorl=Vroof+Vfloor/2/L= 225 plf 9/18/0~c ~C JOE AP-A14687 SHEET NO. 15 OF 44 CALCULATED EY DB DATE 9/11/2009 CHECKED BY DATE Shear Connections. Seismic (cont'd) Total Shear Capacity Requirements ~ Seismic Seismic Design Category = B ASCE7 Weights: Factors: Wroof = 37193 lb R= 6.5 Wswall = 3306 lb Fa = 1.4 Wewall = 2700 lb F = 1 Wgable = 1350 lb SDS = 0.33 Wfloor = 24795 lb Table 12.14-1 Section 12.14.8.1 Section 12.14.8.1 Secction 11.4.1 Wtotal= 69344 lb Seismic Base Shear, V: Section 12.14.8.1 V= FXSDs x Wtotal = 3521 R Ve~tcal Distribution, Fx: Section 12.14.8.2 Fx = Wx x V Wtotal Fxrcof = 2330 lb f~oo, = 3894 lb lb 9/18/09 Floor Diaphragm Load = 3894 lb Diaphragm Unit Shear Capacity Requirements B= 45 ft. L= 55.1 ft. Perpendicular to Ridge vroof = Fx. roof/ 2 / B = 26 plf 1 st floor down from roof vfloorl = Fx.floorl / 2 / B = 43 plf Wind Parallel to Ridge vroof = Fx. roof/ 2 / L = 21 plf vfloorl = Fx.floorl/2 / L = 35 plf 17 JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14687 16 DB OF 44 DATE 9/11/2009 DATE Shear Connections (cont'd) Shearwall Unit Shear Capacity Requirements 9/18/09 Shear Perpendicular to Ridge 1 st Story Wall (Shearwall Supports Roof & Ceiling) Wall Length Available for Full Height Sheathing B~ = 38.67 ft. %~ = Bright = 42.00 ft, %dght = Shearwatl Unit Shear Capacity Vwall left = Vroof / 2 Bleft = Vwall right = Vroof / 2 Bright = Shear Parallel to Ridge 1st Story Wall (Shearwall Supports Roof & Ceiling) Wall Length Available for Full Height Sheathing I.~.~ = 7.67 ft. %~.t = 56 Lrear = 34.50 ft. %~ear = 63 Shearwall Unit Shear Capacity Vwall front = Vroof / 2 Lfront = Vwall rear = Vroof / 2 Lrear = lO 86 93 285 plf VVind Controls 262 plf Wind Controls 758 plf Wind Controls 168 plf Wind Controls JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14687 17 DB OF DATE DATE 44 9/11/2009 Shear Connections (cont'd) 9/18/0§ Shear Capacity of 1 st Story Perforated Shearwall Assembly Percent Full Height Sheathing Wind Perpendicular to Ridge %~: 86 %riQht = 93 Wind Parallel to Ridge %front = 56 %rear = 63 Maximum Unrestrained Opening Height 1st Story Wall Height - 8 ft. Wind Perpendicular to Ridge Wind Parallel to Ridge H~t = 58 in. Hfmnt = 80 Hright = 38 in. Hr.r = 58 Perforated Shearwall Capacity Adjustment Factor Wind Perpendicular to Ridge Wind Parallel to Ridge F~ = 0.90 Ffro.i = 0.61 Fright = 0.99 F.~r = 0.77 in. JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14687 18 DB OF DATE DATE 44 9/11/2009 Shearwall Desion Shear Capacity of Segmented Shearwall Assembly Framing Species Specific Gravity G = 0.42 1st Story Wall - Left PERFORATED 9tl 8/0§ 7/16" OSB wi 8d nails @ 6" o.c. panel edge & 12" o.c. field nailing (exterior) Tabulated Value = 240 plf vs = 1.40 (Tab. Value) = 336 plf vs = 0 plf Shear Capacity of Shearwall Assembly vs = 336 plf + 0 plf = 336 plf > 1 st Story Wall - Right PERFORATED 7/16" OSB w/8d nails @ 6" o.c. panel edge & 12" o,c. field nailing (exterior) Tabulated Value = 240 plf vs = 1.40 (Tab. Value) = 336 plf 285 plf vs = 0 plf Shear Capacity of Shearwall Assembly vs 336 plf + 0 plf = 336 plf > 262 plf 1 st Story Wall - Front PERFORATED 7/16" OSB w/8d nails @ 3~' o.c. panel edge & 12" o.c. field nailing (exterior) Tabulated Value = 450 plf vs: 1.40 (Tab. Value) = 630 plf 7/16" OSB w/8d nails @ 3" o.c. panel edge & 12" o.c. field nailing (exterior) v~ = 630 plf Shear Capacity of Shearwall Assembly v~ = 630 plf + 630 plf = 1260 plf > 758 plf 1 st Story Wall - Rear PERFORATED 7/16" OSB w/8d nails @ 6" o.c. panel edge & 12" o.c. field nailing (exterior) Tabulated Value = 240 plf vs = 1.40 (Tab. Value) = 336 plf plf = 336 plf > 168 plf vs = 0 plf Shear Capacity of Shearwall Assembly vs = 336 plf + 0 O__~K O_~K OK O..~K 20 JO8 AP-A14687 SHEET NO. 19 OF 44 CALCULATED BY DB DATE 9/11/2009 CHECKED BY DATE DiaDhraom Chords ~;,heck Tensile Strength of Top Plate to Transfer Chord Force - SPF #3 Nominal Tensile Stress Ft = 250 Load Duration Factor CD = 1.6 Size Factor CF = 1.5 Allowable Tensile Stress Ft' = Ft CD CF = 600 Net Area of Stud A = 8.25 in2 Allowable Tensile Load Double 2x4 - With Splices Pt' = Ft' A = 3150 lb Double 2x4 - No Splices Double 2x6 - With Splices Pt' = Ft' A = 4290 lb Double 2x6 - No Splices Double 2x10 - With Splices Pt' = Ft' A = 5550 lb Double 2x10 - No Splices Znail = 131 lb 0.131"x3" Nails see page 22 Minimum splice lap where splices are allowed = 6 ft Tensile strength controls vs. compressive Sample Calculation psi ANSI /AF&PA NDS Table 4A ANSI /AF&PA NDS Table 2.3.2 ANSI /AF&PA NDS Table 4A psi ANSI /AF&PA N DS Table 4.3.1 6300 lb 8580 lb 11100 lb I st Floor Left & Right T= 11012 lb Front&Rear T= 5811 lb Double 2x6 Top Plate - With Splices & Staggered Spacing of 2 rows of 0.131"x3" Nails Double 2x10 Perimeter Rail - With Splices & Staggered Spacing of 2 rows of 0.131"x3" Nails Double 2x6 Top Plate - No Splices 4 in o.c. 2 in o.c. 9/18/09 2q AP-A14687 SHEET NO. CALCULATED BY CHECKED BY 20 DB OF DATE DATE 44 9/11/2009 Shearwall Desiqn {cont'd) Shear Capacity of Perforated Shearwall Assembly v = vs x Perforated Shearwall Capacity Adjustment Factor 1st StoryWall 1st Story Wall Height- 8 ft. Shear Perpendicular to Ridge v~e,= 336 plf x 0.90 = 302 plf > 285 plf O..~K v~oht= 336 plf x 0.99 = 332 plf > 262 plf O._~K Shear Parallel to Ridge V~ont= 1260 plf x 0,61 = 764 plf > 758 plf Of( Vrear= 336 plf X 0,77 = 258 plf > 168 plf O.__~K 9/18/09 JoB AP-A14687 SHEET NO. CALCULATED BY CHECKED BY 21 DB Of DATE DATE 44 9/11/2009 Overturninq Connections Reference Page 22 for StL Check Capacity of Dead Loads to Resist Overturning Loads Length of side (L~)(house width)~= 45 f. Length of side (L2)(,bouse length) = 55.1 ft. 9/18/09 Dead Load Resistance to Overturning - Left & Right Dead Load at Foundation Left & Right = 70 plf Dead Load * (Length to Overturning @ Pivot Point/2 ) = i575 lbs * 0.60 = Return Wall Dead Load = 150 * 0.60 = 945 0 Dead Load Resistance to Overturning - Front & Rear Dead Load at Foundation Front & Rear = 150 plf Dead Load * (Length to Over/urning @ Pivot Point/2 ) = 4133 lbs * 060 = Return Wall Dead Load = 70 * 0.60 = 2480 0 Required Holddown Capacity T = v x h Segemented T = v x h/Co Perforated st Story Module to Foundation ~ Left PERFORATED Wind Controls T= 285 plf x 8.0 ff. / 0.898 2536 lb + lb 945 IbsDL= 1591 lb Connector: USP STAD14RJ Fastener: w/ 1/2 in min concrete cover and (38) 16d sinkers, locate 1.5in from corner Allowable Load 4960 lb 1st Story Module to Foundation - Right PERFORATED Wind Controls T= 262 plf x 8.0 ft. / 0.988 = 2124 lb + lb 945 IbsDL= 1179 lb Connector: USP STAD14RJ Fastener: w/ 1/2 in rain concrete cover and (38) 16d sinkers, locate 1.5in from corner Allowable Load 4960 lb 1st Story Module to Foundation - Front PERFORATED Wind Controls T= 758 plf x 8.0 ft. / 0.607 = 9991 lb + lb 615 IbsDL= 9376 lb Connector: (2) USP STAD14RJ - 1 each side of corner Fastener: w/ 1/2 in min concrete cover and (38) 16d sinkers, locate 1 .Sin from corner Allowable Load 9920 lb 1 st Story Module to Foundation - Rear PERFORATED Wind Controls T= 168 plf x 8.0 ff. / 0.769 = 1753 lb + lb < 2480 lbs OK Dead Load of Structure is Sufficient to Resist Overturning Load 23 JOS AP-A14687 SHEET NO. CALCULATED BY CHECKED BY 22 DB OF DATE DATE 44 9/11/2009 Overturninq Connections (cont'd) Check Tensile Strength of Studs to Transfer Overturning Loads - Sample Calculation (1) 2x6 SPF#3 Nominal Tensile Stress Ft = 250 psi Load Duration Factor CD = 1.6 S~ze Factor CF = 1.0 Allowable Tensile Stress Et' = F~ CD CF = 400 Net Area of Studs A = 8.25 in2 Allowable Tensile Load Pt' = Ft' A = 3300 lb psi 9/18/0§ Built up Column Fastening Requirement Assume Typical Connection made with 0.131" x 3.00" Nails. Specific Gravity of Member G = 0.42 Thickness of Member ts = 1.50 in. Lateral Capacity of Nails Z = 82 lbs Load Duration Factor CD = 1.6 Allowable Lateral Capacity of Nails Z' = Z CD = 131 lb Stud Height = 8 ff ANSI / AF&PA NDS Table 11N ANSI /AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS Table 10.3.1 Required Spacing for two rows of nails staggered = (Nail Capacity x # of rows) / (Stud Cap. / Stud Height) ( 131 lb x 2 ) / ( 3300 lb / 8 ft ) = 7 in o.c. x (ft to in conversion) x( 12in / lft)= JOB AP-A14687 SHEET NO. CALCULATED BY CHECKED BY 23 DB OF 44 DATE 9/11/2009 DATE Slidina Connections Roof Pitch = 7:12 3 Sec Gust Wind Speed = Wind E~posure = Load from wind on Wall Wall Height = 120 mph C 8 End Zone Wall Horizontal Pressure = 25.7 psf End Zone Wind Load = End Zone Wall Press x (Wall Height / 2) End Zone Wind Load = 102,8 plf Adjusted End Zone Wind Load = End Zone Wind Load x Wind E~p Factor = ft. Roof member spacing = 16 in o.c. Wind E~posure Adjustment Factor = 1.35 MWFRS Figure 6-2 Zone A 138,8 plf Load required to be transferred to sidewall diaphragm chord Load to in sidewall diaphragm chord = 5811 lb See pages 14 & 15 Length of Unit = 13.67 ft. Load along sidewall in diaphragm chord = sidewall diaphragm chord load / length of unit Load along sidewall in diaphragm chord = 425.1 plf Req. Roof to E.Z. Wall Load = Max(adj. end zone wind load, Idiaphragm chord load x roof mem. spacing = Req. Roof to E.Z. Wall Load = 566.8 lb Roof to Wall Plate Connection Assume Typical Connection made with Specific Gravity of Member G = 0.42 Thickness of Member t~ = 1.50 in. Lateral Capacity of Nails Z = 82 lbs Load Duration Factor CD = 1,6 Toe Nail Factor Ctn = 0.83 Allowable Lateral Capacity of Nails Z' = Z CD Ct. = 109 Required Roof to Wall Plate Connection 0.131" x3" toenails. 9/18/09 Req'd Nail Nails Load Capacity Req'd 567 lb 109 lb cap 6 per framing member Quantity of Nails too high. Use alternate connection on page 24 2C JOB AP-A14687 SHEET NO. 23A OF 44 CALCULATED BY DB DATE 9/11/2009 CHECKED BY DATE Slidina Connections Assume Typical Connection made with Specific Gravity of Member G = 0.42 ThicKness of Member ts = 1.50 in. Lateral Capacity of Nails Z = 82 lbs Load Duration Factor CD = 1.6 End-Grain Nail Factor Ctn = 0.67 Allowable Lateral Capacity of Nails Z' = Z CD Ceo = 88 lb Top Plate to Studs & Bottom Plate to Studs 0.131" x 3.00" Nails in End-Grain. Req'd Load 185 ANSI / AF&PA NDS Table 11N ANSI /AF&PA NDS Table 2.3.2 ANSI /AF&PA NDS 11.5.4.2 ANSI / AF&PA NDS Table 10.3.1 Nail Nails Capacity Req'd lb 88 Ibcap 3 per framing member Bottom Plate to Floor Assume Typical Connection made with Allowable Lateral Capacity of Nails Z' = Z CD = 131 0.131" x 3.00" nails. lb ANSI /AF&PA NDS Table 10.3.1 Req'd Stud Req'd Load Spacing = Load 185 lb / 16 inoc 139 plf Nail Req'd Req'd Capacity / Load = Spacing 131 lb cap 139 plf 11 ino.c. 9/18/0~ 2C JOB AP-A14687 24 44 DB 9/11/2009 SHEET NO. CALCULATED BY CHECKED BY OF DATE DATE Slidin= Connections (cont'd) Alternate Roof to Wall Plate Connection Connector: USP RT16A Fastener: (9) 10d nails in truss and (8) 10d nails in plates Allowable Load = 800 lb for SPF Req'd Lateral Req'd Provided Load Spacing Spacing 425 plf 23 in. i6 in. 9/18/09 27 JOB AP-A14687 25 44 9/11/2009 SHEET NO. CALCULATED BY CHECKED BY DB OF DATE DATE Slidine Connections ;cont'd) Design 1 st Story Module to Sill Plate Connection Assume Typical 1st Story Module to Sill Plate Connection made with 0.131" x 3" toenails. Specific Gravity of Member G = 0.42 Thickness of Member ts = 1.50 in. Nominal Lateral Capacity of Nails in Single Shear Z= 82 ' lb Load Duration Factor Co = 1.6 Toe-Nail Factor Ct. = 0.83 Allowable Lateral Capacity of Nails in Single Shear Z' = Z C[~ Ctn = 109 lb ANSI / AF&PA NDS Table 11 N ANSI /AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS 11.5.4 ANSI /AF&PA N DS Table 10.3.1 1st Story to Sill Plate Connection - Left & Right v = Vfloorl = 285 plf Connection: 0.131" x 3" toenails. Ref. Sheet 14 & 15 @ 4 "o.c. 1st Story to Sill Plate Connection - Front & Rear v = Vfloorl= 425 plf Connection: 0.131" x 3" toenails. Ref. Sheet 14 & 15 @ 3 "o.c. 9/18/09 20 JOB AP-A14687 SHEET NO. CALCULATED BY CHECKED BY 26 DB OF DATE DATE 44 9/11/2009 Slidina Connections Cont'd Design Alternate 1st Story to Sill Plate Connection 1 st Story to Sill Plate Connection - Left & Right Connector: USP MP4F Fastener: (12) 8d x 1-1/2" nails Allowable Load = 710 lb v = Vfloorl= 285 plf Req'd Sliding Req'd Load Spacing 285 plf 29 in. v = Vfloorl = 425 1 st Story to Sill Plate Connection - Front & Rear Connector: USP MP4F Fastener: (12) 8d x 1-1/2" nails Allowable Load = 710 lb Req'd Sliding Req'd Load Spacing 425 plf 20 in. plf JOB AP-A14687 SHEET NO, 27 OF 44 CALCULATED SY DB DATE 9/11/2009 Slidina Connections 9/18/0C~ Sill Plate to Foundation Connection - Left Design Sill Plate to Foundation Connection Anchor Bolt Spacing OK Connection: 1/2 "dia. Anchor Bolts @ 28 "c.c. Assume 1/2 "dia. A. nchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = Thickness of Sill Plate ts = Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11E Z//= Load Duration Factor ANSI /AF&PA NDS Table 2.3.2 CD = Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI/AF&PA NDS Table 10.3.1 Z' = Z// C[~ = 0.55 1.50 in. 680 lb 1.6 1088 lb CSI Shear => Vfloorl = 285 plf Ref. Sheet 14 & 15 Load at anchor bolt = Vfloorl x Anchor Bolt Spacing Load at anchor bolt= 285 plf x 28 "c.c. = CSI = Load at anchor bolt ! Z' CSI= 664 lb / 1088 lb = , 0.61 664 lb Check Compression Perpendicular to the Grain ~l/8in thick.min. Washer required Uniform Uplift Load = Max of uplift Icad at foundation from roof and uplift Icad from peri~orated shearwall if applicable, Uniform Uplift Load = Maxof -52 plf See page 4 and 285 plf Uniform Uplift Load = 285 plf Concentrated Uplift Load = Uniform Uplift Load xAnchor Bolt Spacing Concentrated Uplift Load = 285 plf x 28 "o.c, Concentrated Uplift Load = 664 lb CSI Uplift => Allowable Compression Stress Perpendicular to the Grain Fc.L = 565 psi ANSI / AF&PA NDS Table 4B Try 2 "square washer w/ 1/2 "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer A,,~r= 2 2 -((wi4) (0.5 + 1/16)) = 3.558 in2 Allowable Compression Load Perpendicular to the Grain P~ = F~. Awasher -- 565 psi X 3.558 in2 = 2010 lb CSI = Load at anchor bolt / Pcperp = 664 lb / 2010 lb = 0.33 Total CSI = CSl shear + CSI uplift = 0.61 + 0.33 = 0.94 30 See page 18 O._~K JOB AP-A14687 ~.> /:! SHEET NO. 27A OF 44 { CALCULATED BY DB DATE gl11/200g ~ · CHECKED BY DATE Connectior Design Sill Plate to Foundation Connection Anchor Bolt Spacing OK Connection: 1/2 "dia. Anchor Bolts @ 30 "o.c. Assume 1/2 "dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4". from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate t, = 1,58 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11E Z//= 680 lb Load Duration Factor ANSI / AF&PA NDS Table 2.3.2 CD = 1.6 Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI/AF&PANDSTablel0.3.1 Z' = Z// Co= 1088 lb CSi Shear => Vfloorl = 262 plf Ref. Sheet 14 & 15 Load at anchor bolt = Vfloorl x Anchor Bolt Spacing Load at anchor bolt = 262 plf x 30 "o.c. = CSI = Load at anchor bolt / Z' CSI= 655 lb / 1088 lb = 0.60 655 lb Check Compression Perpendicular to the Grain 1/8in thick min. washer required Uniform Uplift Load = Max of uplift load at foundation from roof and uplift load from peHorated shearwall if applicable. Uniform Uplift Load = Maxof -52 plf See page 4 and 262 plf See page 18 Uniform Uplift Load = 262 plf Concentrated Uplift Load = Uniform Uplift Load xAnchor Bolt Spacing Concentrated Uplift Load = 262 plf x 30 "o.c. Concentrated Uplift Load = 655 lb CSl Uplift => Allowable Compression Stress Perpendicular to the Grain F~. = 565 psi ANSI/AF&PA NDS Table 4B Try 2 "square washer w/ 1/2 "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer Awasher = 2 2 -(('ff / 4) (0.5 + 1/16)) = 3.558 in2 Allowable Compression Load Perpendicular to the Grain P~ = Fc.L Awasher -- 565 psi X 3,558 in2 = 2010 lb CSl=Loadatanchorbolt/Pcperp = 655 lb / 2010 lb = 0.33 Total CSI = CSI shear + CSI uplift = 0.60 + 0.33 = 0.93 O__~K 31 JOB AP-A14687 Slidino Connections '~ Sill Plate to Foundation Connection - Front Connection: Design Sill Plate to Foundation Connection 27B OF 44 DB DATE 9/1112009 DATE Anchor Bolt Spacing OK 1/2 "dia. Anchor Bolts @ 14 "o.c. Assume 1/2 "dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate {s = 1.50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11E Z, = 680 lb Load Duration Factor ANSI / AF&PA NDS Table 2.3.2 CD = 1.6 Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI/AF&PANDSTablel0.3.1 ~ Z' = Zii CD-- 1088 lb CSl Shear => Check CSl Uplift => Vfloorl = 425 plf Ref. Sheet 14 & 15 Load at anchor bolt = Vfloorl x Anchor Bolt Spacing Load at anchor bolt= 425 plf x 14 "o.c. = CSI = Load at anchor bolt / Z' CSI= 496 lb / 1088 lb = 0.46 496 lb Compression Perpendicular to the Grain 1/8in thick min. washer required Uniform Uplift Load = Max of uplift load at foundation from roof and uplift load from pedoratad shearwall if applicable. Uniform Uplift Load = Maxof -52 plf See page 4 and 758 plf See page 18 Uniform Uplift Load = 758 plf Concentrated Uplift Load = Uniform Uplift Load xAnchor Bolt Spacing Concentrated Uplift Load = 758 plf x 14 "o.c. Concentrated Uplift Load = 884 lb Allowable Compression Stress Perpendicular to the Grain FcJ. = 565 psi ANSI / AF&PA NDS Table 4B Try 2 "square washer w/ 1/2 "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer Awasher= 2 2 -(('n'/4) (0.5 + 1/16)~ = 3.558 inz Allowable Compression Load Perpendicular to the Grain P~. = F=_L ~.vasher---- 565 psi x 3.558 in2 = 2010 lb CSI = Load at anchor bolt / Pcperp = 884 lb / 2010 lb 0.44 Total CSI = CSI shear + CSl uplift = 0.46 + 0.44 = 0.90 32 Slidina Connections 9/18/0.c Sill Plate to Foundation Connection - Rear Design Sill Plate to Foundation Connection JOB SHEET NO, CALCULATED BY CHECKED BY Connection: AP-A14687 27C OF 44 DB 9^TE 9/11/2009 DATE Anchor Bolt Spacing OK 1/2 "dia. Anchor Bolts @ 38 "o.c. Assume 1/2 "dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate ts = 1.50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11E Z//= 680 lb Load Duration Factor ANSI / AF&PA NDS Table 2.3.2 CD = 1.6 Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain ~,NSl/AF&PANDSTable 10.3.1 Z' = Z// CD= 1088 lb CSl Shear => Vfloorl = 168 plf Ref. Sheet 14 & 15 Load at anchor bolt = Vfloorl x Anchor Bolt Spacing Load at anchor bolt= 168 plf x 38 ".'o.c. = CSI = Load at anchor bolt / Z' CSI= 533 lb / 1088 lb = 0.49 533 lb Check Compression Perpendicular to the Grain 1/8in thick min. washer required Uniform Uplift Load = Max of uplift toad at foundation frora roof and uplift load from pedorated sheam~all if applicable. Uniform Uplift Load = Maxof -52 plf See page 4 and 168 plf See page 18 Uniform Uplift Load = 168 plf Concentrated Uplift Load = Uniform Uplift Load xAnchor Bolt Spa(~ing Concentrated Uplift Load = 168 plf x 38 "o.c. Concentrated Uplift Load = 533 lb CSI Uplift => Allowable Compression Stress Perpendicular to the Grain F~L = 565 psi ANSI / AF&PA NDS Table 4B Try 2 "square washer w/ 1/2 "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer *~aslmr = 2 2 -(('n' / 4) (0.5 + 1/16)) = 3.558 in2 Allowable Compression Load Perpendicular to the Grain Pc-L = F~ ~asller ---- 565 psi x 3.558 in2 = 2010 lb CSI = Load atanchor bolt/Pcperp = 533 lb / 2010 lb = 0.27 Total CSI = CSI shear + CSI uplift = 0.49 + 0.27 = 0.76 DEE 33 AP-A1468? 44 9/11 ~2009 JOS SHEET NO. CALCULATED BY CHECKED BY 28 DB Of DATE DATE SheathinR Connections Roof Sheathing Design Roof Sheathing Connection to Resist Suction Loads 3 Sec Gust Wind Speed = 120 mph 9/18/0c. Suction Pressure from Wind - ASCE 7 Figure 6-3, Use 10psf minimum C&C Pressures Intedor Zone Zone 1 = 25.9 psf Perimeter Edge Zone Zone 2 = 30.3 psf Overhang Zone Zone 2 OH = 43.9 psf Overhang Zone Zone 3 OH = 43.9 psf Wind Exposure = C Wind Exposure Adjustment Factor = 1.35 C&C Pressures Adjusted Intedor Suction Pressure = 35.0 psf Zone 1 Adjusted Perimeter Suction Pressure = 40.9 psf Zone 2 Adjusted Overhang Suction Pressure ~- 59.3 psf Zone 2 OH Adjusted Overhang Suction Pressure = 59.3 psf Zone 3 OH Perimeter Edge Zone Width Minimum Building Dimension = 45 ft. Z = 10% Minimum Building Dimension = 4.5 ft, But not less than 3 ft. Roof Framing Spacing = 16 in, o.c. Roof Unit Suction Load from Wind Framing Spacing in ft. o.c. Intedor Zone = 35 psf x 1.33 ft. = 47 plf Perimeter Edge Zone = 41 psf x 1.33 ff. = 55 p~f Overhang Zone = 59 psf x 1.33 ff. = 79 pie 34 AP-A14687 44 9/11/2009 JOB SHEETNO. CALCULATED BY CHECKED BY 29 DB OF DATE DATE Sheathirm Connections {cont'd) Roof Sheathing Design Roof Sheathing COnnection to Resist SuCtion Loads Roof Sheathing: 7/16" OSB (Unblocked) Fastening: 8d nails at 6 "o.c. panel edge nailing and Specific Gravity of Roof Framing Diameter of Nails Length of Nails Thickness of Sheathing Nominal Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C Load Duration Factor ANSI / AF&PA NDS 2.3.2 Allowable Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C Length of Nail Penetration Withdrawal Capacity per Nail Required Suction Load Capacity Interior Zone = 47 plf Perimeter Edge Zone = 55 pff Overhang Zone = 79 plf Required Fastening Intedor Zone = 12 "o.c. Perimeter Edge Zone = 6 "o.c. Overhang Zone = 6 "o.c. 12 "o.c. field nailing G = 0.42 D = 0.131 in. L = 2.50 in. t = 0.4375 in. W = 21 lb / in. CD = 1,6 W'=WCD= 34 lb/in. Lp = L-t = 2.063 in. W' LP = 69 lb Ref. Sheet 28 Ref. Sheet 28 Ref. Sheet 28 9/18/09 35 AP-A14687 44 9/11 ~2009 JOB SHEET NO. CALCULATED BY CHECKED BY 3O DB OF DATE DATE Sheathinq Connections ¢cont'd) Roof Sheathing Design Roof Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max Vroof = 22024 lb B = 45 ff. vroof= 245 plf Shear Capacity for Diaphragm Assembly Framing Species Specific Gravity G = 0.42 Roof Sheathing: 7/16" OSB (Unblocked) Fastening: 8d nails at 6 "o.c. panel edge nailing and Tabulated Value = 211.6 plf vs = 1.4 (Tab. Value) 296.24 pff > 245 plf OK 9/18/0c~ 12 "o.c. field nailing See Supplement Table 2C Footnote 1 36 AP-A14687 44 9/11/2009 JOB SHEET NO, CALCULATED BY CHECKED BY 31 DB OF DATE DATE Sheathino Connections ¢cont'd) Floor Sheathing Design Floor Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max VM~or = 16090 lb B = 45 ff. vfloor= 179 plf Shear Capacity for Diaphragm Assembly Framing Species Specific Gravity G = 9/18/09 0.42 Floor Sheathing: 5/8in OSB (Unblocked) Fastening: 10d nailsat 6" o.c. panel edge nailing and 12" o.c. field nailing Tabulated Value = 197 plf vs = 1.4 (Tab. Value) See Supplement Table 2C Footnote 1 = 275,8 plf > 179 plf O__~K 37 JOE AP-A14687 SHEET NO. 32 OF CALCULATED BY DB DATE CHECKED BY DATE 44 911112009 Sheathina Connections Wall Sheathing Design Wall Sheathing Connection to Resist Suction Loads 3 Sec Gust Wind Speed = 120 mph Suction Pressure from Wind- ASCE 7 Figure 6-3 C&C Pressures Intedor Zone (Zone 4) = 28.1 psf Edge Zone (Zone 5) = 34.7 psf Wind Exposure = C Wind Exposure Adjustment Factor = 1.35 Adjusted Interior Suction Pressure = Adjusted Perimeter Suction Pressure = Perimeter Edge Zone Width Minimum Building Dimension = 45 ft. Z = 10% Minimum Building Dimension = Bu{ not less than 3 ft. Wall Framing Spacing = 16 in. o.c. Roof Unit Suction Load from Wind Framing Spacing in ff. o.c. Intedor Zone = 38 psf x 1.33 ft oc. = Edge Zone = 47 psf x 1.33 ft oc. = 4.5 ft. 9/18/0 c 51 plf 62 plf 37.9 pst 46.8 psf 38 AP-A14687 33 44 DB 9/11/2009 JOB SHEETNO. CALCULATED BY CHECKED EY OF DATE DATE Sheathinq Connections (cont'dt Wall Sheathing Design Wall Sheathing Connection to Resist Suction Loads Wall Sheathing: 7/16" OSB Fastening: 8d nails at 6 "o.c. panel edge nailing and Specific Gravity of Wall Framing Diameter of Nails Length of Nails Thickness of Sheathing Nominal Nail Withdrawal Design Value ANSI /AF&PA NDS Table 11.2C Lead Duration Factor ANSI / AF&PA NDS 2.3.2 Allowable Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C Length of Nail Penetration Withdrawal Capacity per Nail 12 "o.c. field nailing G = 0.42 D= 0.131 in. L = 2.50 in. t = 0.4375 in. W= 21 lb/in. CD = 1.6 W'=WCD= 34 lb/in. Lp=L-t= 2.063 in. W' LP = 69 lb Required Suction Load Capacity ~nterior Zone = Perimeter Edge Zone = 51 plf 62 plf Required Fastening Interior Zone = 12 "o.c. Perimeter Edge Zone = 6 "o.c. 9/18/09 39 JOB AP-A14687 SHEETNO 34 OF CALCULATED BY DB DATE CHECKED BY DATE 44 9/11 ~2009 Ridoe Connections Ridge Connection Roof Pitch = 7:12 Roof Span = 45 ft. 3 Sec Gust Wind Speed = Wind Exposure = 120 mph C 9/18/0~c Ridge Connection Ridge Connection Load = 382 plf Connector: USP Strap-Tie LST.~,15 Fastener: (12) 10d nails Allowable Load = 950 lb (6 each end of strap). Req'd Req'd Provided Load Spacing Spacing 382 plf 30 in.o.c. 16 in.o.c. Flip Connection FLip Connection Load = 382 Connector: USP Strap-Tie LSTA15 Fastener: (12) 10d nails Allowable Load = 950 lb ptf (6 each end of strap). Req'd Req'd Provided Load Spacing Spacing 382 plf 30 in. o.c. 16 in. o.c. 40 JOE AP-A14687 SHEET NO. 35 OF CALCULATED BY DB DATE CHECKED BY DATE 44 9/11/2009 OverhanR Connection Outlooker to Endwall Roof Pitch = 7:12 - Roof Span = 22.5 ff. 3 Sec Gust Wind Speed = Overhang Uplift Load = Overhang Uplift Load = Outlooker Spacing = 120 43.9 psf 43.9 psf 16 in o.c. Roof Overhang Length = 1 ft. mph Zone 2 OH See page 28 Zone 3 OH See page 28 Tabulated Overhang Uplift Connection Load Zone 2oh = 58.533 lbs Tabulated Overhang Uplift Connection Load Zone 3oh = 58.533 lbs Wind Exposure = C Wind Exposure Adjustment Factor = 1.35 Adjusted Ridge Connection Load Zone 2 OH = 79 lbs Adjusted Ridge Connection Load Zone 3 OH = 79 lbs Connector: 0.131"x3" Nails w/1.5" pen. Allowable Load = 50.4 lb Connectors Per Outlooker Req'd Zone 2 OH = Connectors Per Outlooker Req'd Zone 3 OH = 2 per outrigger 2 per outrigger 9/18/09 Joe AP-A14687 SHEETNO. 36 OF 44 CALCULAq[~DBY DB DA'~ 9/11/2009 CHECKEDBY DA~I~ Collar Tie Connections Collar Tie Connection Roof Pitch = 7:12 Roof Span = 45 ff. 3 Sec Gust Wind Speed = 120 mph 9/1 Collar Tie Connection Requirement Load = 382 pE Rafter Spacing x 1~ in o.c. = 509.94 lb See page 34 Design Collar Tie to Rafter Connection Assume Typical Collar Tie to Rafter Connectio~ made with 0.128" x 2.5" face nails Specific Gravity of Member G = 0.42 Thickness of Member ts = 1.50 in. Lateral Capacity of Nails Z = 79 lbs Load Duration Factor CD = 1.6 Allowable Lateral Capacity of Nails Z' = Z CD = 126 Required Collar Tie to Rafter Connection lb Req'd Load 510 ANSI / AF&PA NDS Table 11N ANSI /AF&PA NDS Table 2.3.2 ANSI /AF&PA NDS Table 10.3.1 lb / Nail Nails Capacity Req'd 126 lb cap = 5 per rafter Minimum of 3 required per code 42 AP-A14687 44 911112009 JOB SHEET NO. CALCULATED BY CHECKED BY 37 DB OF DATE DATE Knee Wall Connections Knee Walt Connection Roof Pitch = 7:12 Roof Span = 45 ft. 3 Sec Gust Wind Speed = 120 mph 9/18/09 Kneewall Connection Requirement Unit Connection Load from Wind = 510 lb See page36 Design Knee Wall Connection Assume Typical Connection made with 0.131" x 3.25" toenails. Specific Gravity of Member G = 0.42 Thickness of Member ts = 1.50 in. Withdrawal Capacity of Nails W = 21 lbs per inch penetration Load Duration Factor CD = 1.6 Penetration Depth C~= 1.75 in Toe Nail Factor ANSI / AF&PA NDS 11.5.4.2 Allowable Withdrawal Capacity of Nails per inch W' -- W CD Cd Ctn= 39 lb ANSI / AF&PA NDS Table 11.2C ANSI / AF&PA NDS Table 2.3.2 Ct, = 0.67 ANSI/AF&PA NDS Table 10.3.1 Req'd Nail Nails Load Capacity Req'd 510 lb 39 lb cap 13 per stud NG - Too Many Nailsl Use Alternate COrm., See Page 37a 43 AP-A14687 37A DB JOB SHEET NO. CALCULATED BY CHECKED BY OF DATE DATE 44 9/11 ~2009 Knee Wall Alternate 'Connections Knee Wall Connection Roof Pitch = 7:12 Roof Span = 45 ft. 3 Sec Gust Wind Speed = Kneewall Connection Requirement 120 mpl~ 9/18/0c. Unit Connection Load from Wind = 510 lb See page 36 Design Knee Wall Connection Assume Alternate Connection made with #8x4" Screws Toed Specific Gravity of Member G = 0.42 Thickness of Member ts = 2.83 in. Withdrawal Capacity of Screws W = 82 lbs per inch penetration Load Duration Factor CD = 1.6 Penetration Depth Cd= 1~17 in Allowable Withdrawal Capacity of Screws W' = W CD CdCtn= 103 lb Toe Nail Factor Ct. = ANSI / AF&PA NDS 11.5.4.2 ANSI / AF&PA NDS Table 11.2C ANSI / AF&PA NDS Table 2.3.2 ANSI /AF&PA NDS Table 10.3.1 0.67 Option 1 #8x4" Screws Toed Option 2 USP RTl0 Strap Req'd Screw Screws Load Capacity Req'd 510 lb 103 lb 5 per stud Req'd Strap Quantity Load Capacity Req'd 510 lb 585 lb 1 per stud Note: Strap capacity reduced for only 10 total nails installed and installed at an angle JOB AP-A14687 SHEET NO 38 OF 44 CALCULATED BY D B DATE 9/11/2009 CHECKED BY DATE Design Summary Location Force Connection Fastenem Required Reference 7/16" x 1 1/~" x 16 ga staE~les Rafter to Ceiling Joist 1 19 plf (2) 7/16" WSP Gusset Plates per gusset to rafter & Sheet 5 Connection w/gussets (1 ) ea side of rafter 2 per gusset to ceiling USP RT16A ' (9) 10d nails in truss and (8) Ceiling Joist to Wall Stud 119 plf Sheet 5 Connection 10d nails in plates @ 48 in o.c. Note: 8d nails = O. 13f" x 2.5", rOd nails = O. f48" x 3" & f6d nails = 0.13f" x 3.25" unless otherwise noted An equal or be~ter connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. JOB APoA14687 SHEET NO. 38A OF 44 CALCULATED BY DB DATE 9/1112009 CHECKED BY DATE Desian Summary Location Connection Wall Force Spacin~l Reference 7/16" 0SB/PLY overlap floor FRONT 758 plf 2 in o.c. rim joist 6" 1st Story Wall REAR 168 plf 6 in o.c. Stud to Floor 0.113in x 2-3/8in nails Sheet 6 Band Connection Use 2 rows of nails along LEFT 285 plf 6 in o.c. bottom edge of panel RIGHT 262 plf 6 in o.c. 7/16" OSB/PLY overlap sill FRONT 758 plf 1'.5 in o,c. plate 1.5" REAR 168 plf 6 in o.c. Floor Band to Sill 0.131"x2.5" Nails Sheet 7 3late Connection LEFT 285 plf 4 in O.C. Use 1 row of nails along bottom edge of panel RIGHT 262 plf 4 in o.c. Note: 8d nails = 0.131"x 2.5; 10d nails = 0.148"x 3" & t 6d nails = 0,131'x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. 9/18/09 4C JOB AP-A14687 SHEETNO. 39 OF 44 CALCULATED BY DB DATE 9/11/2009 CHECKED BY DATE Deskin Summan/{con'd) Location Force EXterior Panel Interior Panel Reference .gl ~ 1st Story Wall - ko~ 7/~ g" OSB w/8d nail~ ~ O" ~ nailing (e~er~r) · Pedorat~ 1st Sto~ Wall - Rght 7/16" OSB w/8d naib ~ 6" 262 pE o.c. panel ~ge & 12" o.c. r~ld Sh~t 18 PeEomted nailing (e~or) 1~ Sto~ Wall - Front 7/16" OSB w/8d nails ~ 3" 7/16" OSB w/8d nails ~ 3" 758 pE o.c. panel edge & 12" o.c. ~M o.c. panel edge & 12" o,c. field Sh~t 18 Pedbrated nailing (e~e~or) nailing (e~efior) 1st Sto~ Wall - Rear 7/16" OSB w/8d nails ~ 6" 168pE o,c. panel edge & 12" o.c. f~ Sh~t 18 Pedo~ted nailing (e~edor) Note: 8d nails = O. 13f" x 2.5", rOd nails = O. f48" x 3" & 15d nails = O. f3f" x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. ~7 JOB AP-A14687 SHEET NO, 40 OF 44 CALCULATED BY DB DATE 9/11/2009 CHECKED BY DATE Desien Summary (con'd} Location Force Connection Fasteners Recluired Reference 9/18/09 ~ 1st Stow Modu~ to Foundation - Left 1/2 in min concrete cover and 1591 lb USP STAD14RJ (38) 16d sinkem, Io~te 1.5in Sh~t 21 from comer 1st StoW Modu~ to Foundation - R~ht 1/2 in min concrete cover and 1179 lb USP STAD14RJ (38) 16d sinkem, locate 1.5in Sh~t 21 1st Stow Modu~ to Foundation - Front (2) USP STAD14RJ - 1 each 9376 lb side of comer (38) 16d sinkem, lo~te 1.Sin Sh~t 21 1st StoW Modu~ to Foundation - Rear Dead Load of St~cture is OK iSuffdent to Resist O~uming 0 Sh~t 21 Load Note: 8d nails = O. 131" x 2.5", l Od nails = O. t48" x 3" & t 6d nails = O. 131" x 3.25" unless utherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. AP-A14687 SHEET NO. 41 OF 44 CALCULATED BY DB DATE 9/11/2009 CHECKED BY CATE Desian Summary ¢con'd} Location Force Connection Fastenem Required Reference USP RT16A (9) 10d nails in truss and (8) Roof to Wall Plate Connection 567 lb 24 tOd nails in plates @ 16.00 in OC 0.131" x 3.00" Nails in End- Top Plate to Studs & Bottom 185 lb Grain. NA 23A Plate to Studs 3 per stud Bottom Plate to Floor 139 plf NA 23A O .- 1st Sto~ to Sill Plate Connection - Left & R~ht 285 pE ~ 4 in OC N/A 25 0.131" x 3" toenails. 1st Sto~ to Sill Plate Connection - Front & Rear 425 plf ~ 3 in OC N/A 25 Note: 8d nails = 0.~3~" x 2.5", 10d nails = O. 148" x 3' & 16d nails = 0.13~" x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. All fasteners into sill plate must be corrosion resistant. 40 JOB AP-A14687 SHEET NO. 42 OF 44 CALCULATED BY DB DATE 9/11/2009 CHECKED BY DATE Desian Summary icon'd} Location Force Connection Fastenem Required Reference st FhaorRear Mateline - Top Plate to Top Plate / Ceiling 3487 lb 2 USP MSTA30 Straps (22) 10d nails each strap NA Rim to Ceiling Rim across Mateline st Floor Rear Mateline - Floor Rim to Floor Rim across 3487 lb 2 USP MSTA30 Straps (22) 10d nails each strap NA Mateline Note: 8dnails=O. f31"x2.5", tOdnails=O, f48"x3"&16dnails=O. 131"x3.25" unlessotherwisenoted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. 5O JOE AP-A14687 SHEETNO. 43 OF 44 CALCULA3ED BY DB DATE 9/11/2009 CHECKED BY DA3E Desian Summarv (Ce'~T~~' ~/"T~:,,~ ~ ~, Location ~ ~:{ t-(1.J'"S,~athing Connection Reference Roof Sheathing 7/16" OSB (Unblocked) 8d naib at 6" o,c. pane~edge naili~ and 12" o.c. r~ nailing Sh~t 29 S~ar Wall Sheathing 62 pff 8d nails at 6" o.c. panel edge 7/16" OSB S~et 33 nailing and 12" o.c. ~ nailing Non Shear Wall Suct~n Floor Sheathing 179 pff 5/8in OSB (Unblock~) 1 ~ nails at 6" o.c, pa~l edge nailing and 12" o.c. f~ ~iling Sheet 31 S~ar Location Force Connection Fastenem Required Reference USP Strap-T~ LSTA15 (12) 10d nai~ (6 Ridge Connection 382 pff S~et 34 ea~ e~ of strap). ~ 16OC USP Strap-Tm LSTA15 (12) 10d nai~ (6 Flip ConneXion 382 plf each end of strap), Sheet 34 ~ 16 OC Collar T~ Conne~n 510 lb 0.128" x 2,5" face nails 5 Sheet 36 per rafter ~x4" Scm~ Toed 5 per stud Knee Wall Connection 510 lb or Sheet 37a (1) USP RTl0 Strap w/(14) 8d nails Ra~r con~fio~ lis~d above are minimum mqui~ for wind d~ign and are not mea~ to replace con~cfions required by calc's manual or by gravi~ I~ds. Location Force Connection Fastenem Required Reference Sill Plate to Foundation ~ 28 in OC ConneXion - Left and B~t (~sume 1/16" ov~si~ h~e) 27 285 pff upl~ 1/8in thi~ min. wash~ r~uJr~ 262 pff slidi~ 2" ~uare washer w/1/2" ~or Sill P~te to Foundat~n ~ 30 in OC ConneXion - R~ht and 27A 262 pff upl~ 1/8in ~ick min. wash~ ~uir~ 425 pff sl~ing 2" ~uare w~her w/1~' ~or Sil~ Plate to Foundation ~ 14 in OC ConneXion - Front a~ B~t (~sume 1/16" o~siz~ h~e) 27B 758 pff upl~ 1/8in thick min wash~ r~uir~ 168 pff sl~ing 2" square washer w/1~" ~ Sill Plate to Foundation ~ 38 in OC ConneXion - Rear and B~t (~sume 1/16" o~rsiz~ h~eI 27C 168 pff upl~ J 1/8in thi~ min. wash~ r~uir~ 8d nails = O. 13~" x 2.5". 1Od nails = 0.148" x 3" & ?6d nails = O. 131" x 3.25" units o~e~ise no~ An equal or ~er conn~n device may ~ subs~ for any conn~on ~v~e I~ted. S~p~ and To~Nails may not be used in Seismic Zon~ wo~e ~an C. Location Force Connection Fasteners Required Reference 285 plf sliding 2" square washer w/1/2" Anchor Sill Plate to Foundation @ 28 in OC Connection - Left and Bolt (Assume 1/16" ov~l-sJz~ hole) 27 285 plf uplift 1/8in thick min. washer required 262 pff sliding 2" square washer w/112" Anchor Sill Plate to Foundation @ 30 in OC Connection - Right and Bolt (Assume 1/16" oversized hole) 27A 262 plf uplift 1/8in thick min. washer required 425 pff sliding 2" square washer w/1/2" Anchor Sill Plate to Foundation @ 14 in OC Connection - Front and Bolt (Assume 1/16" oversized hole) 27B 758 plf uplift 1/8in thick min washer required 168 plf sliding 2" square washer w/1/2" Anchor Sill Plate to Foundation @ 38 in OC Connection - Rear and Bolt (Assume 1/16" oversized hole 27C 168 plf uplift 1/8in thick min. washer required 51 JOB AP-A14687 SHEET NO. 44 OF 44 CALCULATED BY DB DATE 9/11/2009 CHECKED BY DATE Desien Summary (con'd) Location Force Connection Fasteners Re({uired Reference Outlooker to Endwall 79 plf ~),131"x3" Nails w/1,5" pen. Sheet 35 Within 3,00 ff of Comer 2 per outrigger Outlooker to Endwall 79 plf 0.131 "x3" Nails w/1.5" pen. Sheet 35 Not 3.00 ft of Comer 2 per outrigger Location Force Member Sizes Splice Conn. If Re({. Reference 1st Floor Double 2x6 Top Plate - With Staggered Spacing of 2 rows Splices & of 0.131"x3" Nails @ 4 in oc 11012 lb Sheet 19 Left & Right Double 2x10 Perimeter Rail - Staggered Spacing of 2 rows of With Splices & 0.131"x3" Nails ~ 2 in oc 1st F!oor Double 2x6 Top Plate - No Splices 5811 lb Sheet 19 Front & Rear Minimum Lumber Grade and Species is SPF #3 Minimum Splice Length is 6 ft 8d nails = 0.13f" x 2.5", rOd nails = 0.148"x 3" & 16d nails = O. 131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. 52 Project: AP-A14687 Structural Calcs 09-10-09 Location: Rafter - Upper flip Multi-Loaded Multi-Span Beam [2006 international Building Code(2005 NDS)] 1.5 IN x 5.5 IN x 7.9 FI' (Actual 9.2 FT) #2 - Spruce-Pine-Fir- Dry Use Section Adequate B)~ 180.5% Controlling Factor: Moment DEFLECTIONS Center LiveLoad 0,12 IN U782 Dead Load 0.05 in Total Load 0.18 IN L/541 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: !_/180 REACTIONS A_ ~_ LiveLoad 119 lb 119 lb Dead Load 53 lb 53 lb Total Load 171 lb 171 lb Bearing Length 0.27 in 0.27 in BEAM DATA Center Span Length 7.9 ff Unbraced Length-Top 0 fi Unbraced Length-Bcttom 7.9 ft Beam End Elevation Difference Li~ Load Duration Factor Notch Depth MATERIAL PROPERTIES #2 - Spruce-Pine-Fir 4.63 ff 1.15 0.00 Base Values Adiusted Bending Stress: Fb = 875 psi Fb' = 1504 psi Shear Stress: Fv= 135 psi Fv'= 155 psi Modulus of Elasticity: E = 1400 ksi E' = 1400 ksi Min. Mod. of Elasticity: E_min = 510 ksi E_min' = 510 ksi Comp. J-toGrain: Fc-J-= 425 psi Fc-J-'= 425 psi Controlling Moment: 338 fi-lb 3.951 Ft from left support of span 2 (Center Span) Created by combining all dead loads and ~ive loads on span(s) 2 Controlling Shear: 133 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Ree'd Provided Section Modulus: 2.7 in3 7.56 in3 Area (Shear): 1.28 in2 8.25 in2 Moment of inertia (deflection): 5.97 in4 20.5 in4 Moment: 338 fi-lb 948 fi-lb Shear: 133 lb 854 lb John Glenny Gienco Inc. 217 E Main St Middlebu~g, PA 17842 StruCalc Version 8.0.100.0 ILOADING DIAGRAM 9/18/2009 9:00:49 AM UNIFORM LOADS Center Uniform Live Load 30 plf Uniform Dead Load 10 plf Beam Self Weight 2 plf Total Uniform Load 42 p~ NOTES I of 30 Project: AP-A14687 Structural Calcs 09-10-09 Location: Rafter - Lower top chord Multi-Loaded Multi-Span Beam [2006 International Building Cede(2005 NDS)] 1.5 IN x 9.25 IN x 15.44 FT (0.8 + 10.1 + 4.5) (Actual 17.9 FT) #1 - Southern Pine - DP/Use Section Adequate By: 3.3% Controlling Factor: Moment DEFLECTIONS Left Center Rioht Liw Load 0.03 IN L/373 -0,12 IN I./978 0.40 IN L/134 Dead Load 0.00 in -0.03 in 0.14 in Total Load 0.03 IN 1_/318 -0.15 IN L/793 0.54 IN L/98 Liw Load Deflection Criteria: L/240 Total Load Deflection Criteria: I./180 REACTIONS A B LiveLoad 178 lb 658 lb Dead Load 30 lb 314 lb Total Load 208 lb 972 lb Upllft(l,SF,S) -114 lb 0 lb Beadn~ Length 0.25 in 1.15 in BEAM DATA Left Center Riol~ Span Length 0.83 fi 10.15 fi 4.46 fi Unbraced Length-Top 0 fi 5,08 fi 0 ft Unbraced Length-Bottom 0.83 ff 5.08 ft 2 ff Beam End Elevation Difference 9 fi Live Load Duration Factor 1.15 Notch Depth 2.31 RI I #1 - Southern Pine Base Values Adiusted Bending Stress: Fb= 1250 psi Fb'= 1151 psi Cd=1.15 C1=0.67 CF=1.04 Cr=115 ShearStress: Fv= 175 psi Fy'= 201 psi Cd=l 15 Modulus of Elasticity: E = 1700 ksi E' = 1700 ksi Min. Mod. of Elasticity: E_min = 620 ksi E_min' = 620 ksi Comp. J-toGrain: Fc-J-= 565 psi Fc-J-'= 565 psi Controlling Moment: -1986 fi-lb 10.151 Ft from left support of span 2 (Center Span) Created by combining all dead leads and live loads on span(s) 3 Controlling Shear: 453 lb At a distance d from left suppod of span 3 (Right Span) Created by combining all dead loads and live loads on span(s) 1, 2, 3 Comparisons with required sections: Rea'd Provided Section Modulus: 20.7 in3 21.39 in3 Area (Shear): 3.38 in2 5,86 in2 Moment of Ine~ia (deflection): 78,17 in4 98.93 ir~4 Moment -1986 fi-lb 2052 fi-lb Shear: 453 lb 786 lb John Glenny Glence Inc. 217 E Main St Middleburg, PA 17842 StruCalc Version 8.0,100.0 9/18/2009 9:00:50 AM UNIFORM LOADS ~ Center Rjqht Uniform Live Load 30 plf 30 plf 30 plf Uniform Dead Load 10 plf 10 plf 10 plf Beam SelfWeight 3 plf 3 plf 3 plf Total Uniform Load 43 pfi 43 p~f 43 pIf POINT LOADS - RIGHT SPAN Load Number One Live Load 238 lb Deed Load 106 lb Location 4.46 ft NOTES 2of30 Project: AP-A14687 Structural Calcs 09-10-09 Location: Knee wall stud Column [2006 International Building Code(2005 NDS)] 1.5 IN x 3.5 IN x 5.542 FT #2 - Spruce-Pine-Fir - DPJ Use Section Adequate By: 10.0% VERTICAL REACTIONS Live Load: Vert-LL-R.xn = 658 lb Dead Load: Ver~-DL-Rxn = 319 lb Total Load: Ver~-TL-Rxn = 977 lb COLUMN DATA Total Column Length: 5.54 ft Unbraced Length (X-A.,ds) Ly; 5.54 ft Unbraced Length (Y-Ax~s) Ly: 5.54 ft Column End Condtion-K (e): 1 A~dal Load Duration Factor 1.15 COLUMN PROPERTIES #2 - Spruce-Pine-Fir Compressive Stress: Fc = 1150 psi Fc' = 207 psi Cd=l. 15 Cf=l. 15 Cp=O, 14 Bending Stress (X-X Axis): Fbx = 875 psi Fbx' = 1509 psi Bending Stress (Y-Y Axis): Fby = 875 psi Fby' = 1509 psi Modulus of Elasticity: E = 1400 ksi E' = 1400 ksi Min, Mod. of Elasticity: E_min = 510 ksi E_min' = 510 ksi Column Section (X-X Axis): dx= 3.5 in Column Section (Y-Y Axis): dy = 1.5 in Area: A = 5.25 in2 Section Modulus (X-X Axis): Sx = 3.06 in3 Section Modulus (Y-YAxis): Sy = 1.31 in3 Slenderness Ratio: Lex/dx = 19 Ley/dy = 44.33 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 186 psi Allowable Compressive Stress: Fc' = 207 psi Eccentricity Moment (X-X A~s): Mx-ex = 0 fi-lb Eccentricity Moment (Y-Y A~s): My-ey = 0 ft-lb Moment Due to Lsteral Leads (X-X Axis): Mx= 0 fi-lb Moment Due to Lsteral Loads (Y-Y A~s): My= 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fb~ = 1509 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fb¢ = 1509 psi Combined Stress Factor: CSF = 0.9 John Gienny GJenco Inc. 217 E Main St Middleburg, PA 17842 StruCalc Version 8.0,100.0 9/18/2009 9:00:50 AM LOADING DIAGRAM A AXIAL LOADING Live Load: PL = 658 lb Dead Load: PD = 314 lb Column Self Weight: CSW = 5 lb Total Load: PT = 977 lb 9/18/09 3of30 · Project: AP-A14687 Structural Calcs 09-10-09 Location: Collar tie Multi-Loaded Multi-Span Beam [2006 international Building Code(2005 NDS)] 1.5 IN x 7.25 IN x 18.5 FT #2 - Spruce-Pine-Fir - Dry Use Section Adequate By: 3.4°/, Controlling Factor: Moment IDEFLECTIONS Center Live Load 0.55 iN 12401 Dead Load 0.47 in Total Load 1.03 IN L/216 Live Load Deflection Criteria: I./240 Total Load Deflection Criteria: L/180 REACTIONS A_ B_ LiveLoad 129 lb 129 lb DeadLoad 111 lb 111 lb Total Load 240 lb 240 lb Beadng Length 0.38 in 0.38 in BEAM DATA Center Span Length 18.5 fi Unbraced Length-Top 0 fi Unbraced Length-Bottom 18.5 ff Live Load Duration Factor 1.00 Notch Depth 0.00 #2 - Spruce-Pin,-Fir Base Values Adjusted Bending Stress: Fb = 875 psi Fb' = 1050 psi Cd=f. O0 CF='i.20 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd='i. O0 Modulus of Elasticity: E = 1400 ksi E' = 1400 ksi Min Mod. of Elasticity: E_min = 510 ksi E_min' = 510 ksi Comp. J-toGrain: Fc-J-= 425 psi Fc-J-'= 425 psi Controlling Moment: 1111 fi-lb 9.25 Ft from left suppo~ of span 2 (Center Span) Created by combining ail dead loads and live loads on span(s) 2 Controlling Shear: 226 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Re~'d Prodded ~-,ction Modulus: 12.7 in3 13.14 in3 Area (Shear): 2.51 in2 10.88 in2 Moment of Inertia (deflection): 39.65 in4 47.63 in4 Moment: 1111 fi-lb 1150 fi-lb Shear: 226 lb 979 lb John Glenny Gienco Inc. 217 E Main St Middleburg, PA 17842 StruCalc Version 8.0.100.0 9/18/2009 9:00:50 AM LOADING DIAGRAM UNIFORM LOADS Center Uniform Live Load 14 plf Uniform Dead Load 10 plf Beam Self Weight 2 plf Total Uniform Load 26 pg NOTES 4of30 Project: AP-A14687 Structural Calcs 09-10-09 Location: Ceiling beam - Transverse 13'-9" span Multi-Loaded Multi-Span Beam [2006 International Building Cede(2005 NDS)] ( 3 ) 1.5 IN x 11.25 IN x 13,75 FT 3100FB-2.0E LVL - lefemati~nal Paper Section Adequate By: 21.9% Controllir~ Factor: Deflection John Glenny Glenco inc. 217 E Main St Middleburg, PA 17842 StruCalc Version 8.0.100.0 9/18/2009 9:00:50 AM CAUTIONS * Lam nat ohs are to be full~/connected to provide uniform transfer of loads to all members DEFLECTIONS Center Live Load 0.37 IN L/444 Dead Load 0.19 in Total Load 0.56 IN L/293 LNe Load Deflection Criteria: L/360 Total Load Deflection Criteria: [./240 REACTIONS A B Lh~ Load 3396 lb 3396 lb DeadLoad 1752 lb 1752 lb Total Load 5148 lb 5148 lb Bearing Length 1.53 in 1.53 in Center Span Length 13.75 Unbraced Length-Top 0 fi Unbraced Length-Bottom 13.75 ff Live Load Duration Factor 1.15 MATERIAL PROPERTIES 3100FB-2.0E LVL - Intemaltonal Paper Base Values Adiusted Bending Stress: Fb = 3100 psi Fb' = 3601 psi Cd=l 15CF=~ 01 Shear Stress: Fv = 300 psi Fy' = 345 psi Cd=~15 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp. J-toGrain: Fc-J-= 750 psi Fc-J-'= 750 psi Controlling Moment: 17695 fi-lb 6.88 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 4530 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Re~'d PrQ~]C0 Section Modulus: 58.98 in3 94.92 in3 Area(Shear): 19.7 in2 50.63 in2 Moment of Inertia (deflection): 437.89 in4 533.94 iM Moment: 17695 fi-lb 28481 fi-lb Shear: 4530 lb 11644 lb LOADING DIAGRAM UNIFORM LOADS Center Uniform Live Load 494 plf Uniform Dead Load 240 plf Beam Self Weight 15 plf Total Uniform Load 749 plf NOTES 5 of 30 Project: AP-A14687 Structural Calcs 09-10-09 Location: Suppor[ column - Transverse beam Column [2006 International Building Code(2005 NDS)] (3) 1.5 IN x3.5 IN x8.0 FT #2 - Spruce-Pine-Fir - Dry Use Section Adequate By: 35.4% John Glenny Glenco Inc. 217 E Main St Middleburg, PA 17842 StruColc Version 8.0.100.0 9/18/2009 9:00:50 AM CAUTIONS * Laminatims to be nailed to(,leth~- per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS Lh~ Load: Ved-LL-P, xn = 3396 lb Dead Load: Vert-DL-Rxn = 1765 lb Total Load: Vert-TL-Rm3 = 5161 lb COLUMN DATA Total Column Length: 8 fi Unbraced Length (X-Axis) Ly: 8 fi Unbraced Length (Y-Axis) Ly: 4 fi Column End Condtio~-K (e): 1 A.,dal Load Duration Factor 1.15 COLUMN PROPERTIES #2 - Spruce-Pine-Fir Base Values Adju~ted Compressive Stress: Fc = 1150 psi Fc' = 507 psi Cd=1.15 Cf=1.15 Cp=033 Bending Stress (X-X Axis): Fbx = 875 psi Fbx' = 1736 psi Cd=l. 15 CF= 1.50 Cr=l 15 Bending Slress (Y-Y Axis): Fby = 875 psi Fby' = 1736 psi Modulus of Elasticity: E = 1400 ksi E' = 1400 ksi Min. Mod. of Elasticity: E_min = 510 ksi E_min' = 510 ksi Column Section (X-X Ax[s): dx = 3.5 in Column Section (Y-Y Ax~s): dy = 4.5 in Area: A = 15.75 in2 Section Modulus (X-XAx[s): Sx= 9.19 in3 Section Modulus (Y-Y A)ds): Sy = 3.94 in3 Slenderness Ratio: Lex/dx= 27.43 Ley/dy = 10.67 Column Calculations (Controlling Case Only): Controlling Lead Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 328 psi Allowable Compressive Stress: Fc' = 507 psi Eccentricity Moment (X-X Axis): Mx-ex= 0 fi-lb Eccentriolty Moment (Y-Y A.,ds): My-ey = 0 fi-lb Moment Due to Lateral Loads (X-X Axis): Mx= 0 fi-lb Moment Due to Lateral Loads (Y-Y AX[s): My= 0 fi-lb Bending Stress Lateral Leads Only (X-X Axis): Fbx= 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 1736 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1736 psi Combined Stress Factor: CSF = 0.65 NOTES LOADING DIAGRAM A AXIAL LOADING Live Load: PL = 3396 lb Dead Load: PD = 1742 lb Column Self Weight: CSW = 23 lb Total Load: PT = 5161 lb 9/18/0S 6 of 30 Project: AP-A14687 Structural Calcs 09-10-09 Lccation: Ceiling joist - Habitable areas Multi-Loaded Multi-Span Beam [2006 International Building Code(2005 NDS)] 1.5 IN x 9.25 IN x 13.75 FT #2 - Spruce-Pine-Fir - Dry Use Section Adequate By: 58.9% Controlling Factor: Moment I~ Center Live Load 0.23 IN L/710 Dead Load 0.07 in Total Lead 0.30 IN [./541 Live Load Deflection Criteria: [/360 Total Lead Deflection Criteria: [/240 REACTIONS A _B Liv~ Load 275 lb 275 lb Dead Load 86 lb 86 lb Total Load 361 lb 361 lb Bearing Length 0.57 in 0.57 in BEAM DATA Center Span Length 13.75 Unbraced Length-Top 0 ff Unbraced Length-Bottom 13.75 ff Live Lead Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Spruce-Pine-Fir Base Values Adiusted Bending Stress: Fb = 875 psi Fb' = 1107 psi Cd=l.00 CF=f. 10 C~=f. 15 Shear Stress: Fv= 135 psi Fy'= 135 psi Cd=f. O0 ModulusofElasticity: E= 1400 ksi E'= 1400 ksi Min. Mod. of Elasticity: E_min = 510 ksi E_min'= 510 ksi Comp. J-to Grain: Fc- J- = 425 psi Fc- J-'= 425 psi Controlling Moment: 1241 fi-lb 6.88 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 325 lb At a distance d from left suppc~ of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: l~'q'd provided Section Modulus: 13.46 in3 21.39 in3 Area(Shear): 3.61 in2 13.88 in2 Moment of Inertia (deflection): 50.13 in4 98.93 in4 Moment: 1241 fi-lb 1973 fi-lb Shear: 325 lb 1249 lb NOTES John Glenny Glenco inc. 217 E Main St Middleburg, PA 17842 page StruCalc Version 8.0.100.0 9/18/2009 9:00:51 AM ILOADING DIAGRAM UNIFORM LOADS Center Uniform Live Load 40 p8 Uniform Dead Load 10 plf Beam Self Weight 3 plf Total Uniform Load 53 pff 9/18/09 7 of 30 Project: AP~A14687 Structural Calcs 09-10-09 Location: Ceiling joist - No~ storage areas Multi-Loaded Multi-Span Beam [2006 Intema6enal Building Cede(2005 NDS)] 1.5 IN x 5.5 IN x 13.75 FT #2 - Spruce-Pine-Fir- Dry Use Section Adequate By: 34.5% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.28 IN 12597 Dead Load 0.23 in Total Load 0.51 IN 1/323 Live Load Deflection Criteria: 1/360 Total Load Deflection Criteria: 12240 REACTIONS A_ B Live Load 69 lb 69 lb Dead Load 58 lb 58 lb Total Load 127 lb 127 lb Bearing Length 0.20 in 0.20 in BEAM DATA Center Span Length 13.75 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 13.75 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Spruce-Pine-Fir Base Values Adiusted Bending Stress: Fb = 875 psi Fb' = 1308 psi Cd=l.00 CF=f.30 Cr='~ 'i 5 Shear Stress: Fy= 135 psi Fy'= 135 psi Cd='i O0 Modulus of Elasticity: E = 1400 ksi E* = 1400 ksi Min Mod. of Elasticity: E_min = 510 ksi E_min'= 510 ksi Comp. J-toGrain: Fc-J-= 425 psi Fc-J-'= 425 psi Controlling Moment: 437 fi-lb 6.88 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 120 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: R~I'~ Provided Section Modulus: 4.01 in3 7.56 in3 Area (Shear): 1.33 in2 8.25 in2 Moment of Inertia (deflection): 15.46 in4 20.8 in4 Moment: 437 fi-lb 824 fi-lb Shear: 120 lb 743 lb NOTES John Glenny Glencelnc. 217 E M~nSt M~dleburg, PA 17842 StruCalc Version 8.0.100.0 9/18/2009 9:00:51 AM LOADING DIAGRAM 13.75 ft UNIFORM LOADS Center Uniform Live Load 10 plf Uniform Dead Load 7 pff Beam Self Weight 2 pff Total Uniform Load 19 p~f 8of30 Project: AP-A14687 Structural Calcs 09-10-09 Location: Ceiling Girder - Fam Rm Multi-Loaded Multi-Span Beam [2006 International Building Cade(2005 NDS)] (2) 1.5 IN x 9.25 IN x 12.0 FT 3100FB-2.0E LVL - lntemaltonal Paper Section Adequate By: 63,9% Controlling Factor: DeT'lestion John Glenny Glenco Inc. 217 E Main St Middleburg, PA 17842 StruCalc Version 8.0.100.0 9/18/2009 9:00:51AM CAUTIONS * Laminations are to be full~/connected to provide uniform transfer of loads to all members DEFLECTIONS Center Live Loa~ 0.24 iN L/590 Dead Load 0.09 in Total Load 0.33 IN L/436 Live Load Deflection Criteria: L J360 Total Load Deflection Criteria: L/240 REACTIONS A B LiveLoad 1242 lb 1242 lb Dead Load 439 lb 439 lb Total Load 1681 lb 1681 lb Bearing Length. 0.75 in 0.75 in BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 Notch Depth 0.00 M TRIA P I 3100FB-2.0E LVL - international Paper Base Values Adiuated Bending Stress: Fb= 3100 psi Fb'= 3227 psi Cd=f00 CF=104 Shear Stress: Fv= 300 psi Fy'= 300 psi Cd=l O0 Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi Comp. J-toGrain: Fc-J-= 750 psi Fc-J-'= 750 psi LOADING DIAGRAM 12fl UNIFORM LOADS Center Uniform Live Load 207 plf Uniform Dead Load 65 plf Beam Self Weight 8 plf Total Uniform Load 280 plf Controlling Moment: 5042 fi-lb 6.0 Ft from left suppor[ of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1479 lb At a distance d from left suppo¢[ of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reo'd Pro~0v~'d Section Modulus: 18.75 in3 42.78 in3 Area (Shear): 7.39 in2 27.75 in2 Moment of Inertia (deflection): 120.7 in4 197.86 ira Moment: 5042 ft-lb 11503 fi-lb Shear: 1479 lb 5550 lb NOTES 9 of 30 Project: AP-A14687 Structural Calc~ 09-10-09 Location: Ceiling Girder - Hall Multi-Loaded Multi-Span Beam [2006 International Building Code(2005 NDS)] (2) 1.5 IN x 9.25 IN x 5.5 FT #2 - Spruce-Pine-Fir - Dry Use Section Adequate By: 227.5% Controlltng Factor: Momont John Glenny Glenco Inc. 217 E Main St Middlebung, PA 17842 StruCalc Version 8.0.100.0 9/18/2009 9:00:51 AM CAUTIONS * Laminations are to be full:/connected to provide uniform transfer of loads to all members DEFLECTIONS Center Live Load 0.02 IN lJ4290 Dead Load 0.01 in Total Load 0.02 IN L/3206 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B_ Live Load 569 lb 569 lb Dead Load 193 lb 193 lb Total Load 762 lb 762 lb Bearing Length 0.60 in 0.60 in BEAM DATA Center Span Length 5.5 fi Unbraced Length-Top 0 fi Unbraced Length*Bottom 5.5 Li~ Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Spruce-Pine-Fir Base Values Adiusted Bending Stress: Fb = 875 psi Fb' = 963 psi Cd=f . O0 CF= I 'I0 ShearStress: Fy= 135 psi Fy'= 135 psi Cd= 1. O0 Modulus of Elasticity: E = 1400 ksi E' = 1400 ksi Min. Mod. of Elasticity: E_min = 510 ksi E_min' = 510 ksi Comp. J-toGrain: Fc*J-= 425 psi Fc-J-'= 425 psi Controlling Moment: 1048 fi-lb 2.75 Ft from loft supped of span 2 (Center Span) Created by combining all deed loads and live loads on span(s) 2 Controlling Shear: -549 lb At a distance d from dght supped of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 13.06 in3 42.78 in3 Area (Shear): 6.1 in2 27.75 in2 Moment of Inertia (deflection): 16.6 in4 197.86 in4 LOADING DIAGRAM UNIFORM LOADS Center Uniform Live Load 207 plf Uniform Dead Load 65 plf Beam Self Weight 5 plf Tatai Uniform Load 277 plf Moment: 1048 fi-lb 3431 fi-lb Shear: -549 lb 2498 lb NOTES 9/18/0[ 10 of 30 Project: AP-A14687 Structural Calcs 09-10-09 Location: Header - Mateline Multi-Loadad Multi-Span Beam [2006 International Building Code(2005 NDS)] (2) 1.5 IN x 5.5 IN x6.0 FT #2 - Spruce-Pine-Fir- Dry Use Section Adequate By: 15.9% John Glenny Glenco Inc. 217 E Main St Middleburg, PA 17842 StruCalc Version 8.0.100.0 9/18/2009 9:00:51 AM LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.10 IN L/695 Dead Load 0.03 in Total Load 0.14 IN L/523 Live Load Deflection Criteria: 1_/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 621 lb 621 ib Dead Load 204 lb 204 lb Total Load 825 lb 825 lb Bearing Length 0.65 in 0.65 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 ff Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Spruce-Pine-Fir Base Values Adiustad Bending Stress: Fb = 875 psi Fb* = 1138 psi Cd=f. O0 CF='i.30 Shear Stress: Fv= 135 psi FV= 135 psi Cd='~ O0 Modulus of Elasticity: E = 1400 ksi E' = 1400 ksi Min. Med. of Elasticity: E_min = 510 ksi E_min'= 510 ksi Comp. J-toGrain: Fc-J-= 425 psi Fc-J-'= 425 psi Controlling Moment: 1238 fi-lb 3.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 710 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Re~'d Provided Section Modulus: 13.06 in3 15.13 in3 Area (Shear): 7.88 in2 16.5 in2 Moment of Inertia (deflection): 21.55 in4 41.59 in4 Moment: 1238 fi-lb 1434 fi-lb Shear: 710 lb 1485 lb NOTES tUNIFORM LOADS Center Uniform Live Lead 207 pff J~niform Dead Load 65 plf Beam Self Weight 3 plf Total Uniform Load 275 pIf 11 of 30 Project: AP-A14687 Structural Caics 09-10-09 Location: Jack studs ~ Mateline header w/point load Column [2006 International Building Code(2005 NDS)] (2) 1.5 IN x3.5 IN x8.0 FT #2 - Spruce-Pine-Fir- Dry Use Section Adequate By: 41.2% John Glenny G[enco Inc. 217 E Main St Middleburg, PA 17842 StruCaic Version 8.0.100.0 9/18/2009 9:00:52 AM CAUTIONS * Laminations to be nailed to~ether per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 2060 lb Dead Load: Vert-DL-Rxn = 1016 lb Total Load: Vert-TL-Rxn = 3076 lb COLUMN DATA Total Column Length: 8 It Unbraced Length (X-Axis) Ly: 8 fi Unbraced Length (Y-Axis) Ly: 4 fi Column End Condtion-K (e): 1 A~al Load Duration Factor 1 COLUMN PROPERTIES #2 - Spruce-Pine-Fir Base Values Adjusted Compressive Stress: Fc= 1150 psi Fc'= 498 psi Cd=lO0 Cf=l 15 Cp=0.38 Bending Stress (X-X Axis): Fbx = 875 psi Fbx' = 1313 psi Cd=l.00 CF=1.50 Bending Stress (Y-Y Aais): Fby = 875 psi Fby' = 1313 psi Cd=l,00 CF=I.50 Modulus of Elasticity: E = 1400 ksi E' = 1400 ksi Min. Med. of Elastioity: E_min= 510 ksi E_min'= 510 ksi Column Section (X-X Axis): dx = 3.5 in Column Section (Y-Y Axis): dy = 3 in Area: A = 10.5 in2 Section Modulus (X-X Axis): Sx = 6.13 in3 Section Modulus (Y-Y A.,ds): Sy = 2.63 in3 Slenderness Ratio: Lex/dx= 27.43 Ley/dy = 16 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 293 psi Allowable Compressive Stress: Fc'= 498 psi Eccentricity Moment (X-X Aais): Mx-ex= 0 fi-lb Eccentricity Moment (Y-Y A.,ds): My*ey = 0 fi-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 fi-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 fi-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 1313 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fb¢ = 1313 psi Combined Stress Factor: CSF = 0.59 NOTES LOADING DIAGRAM 9/18/0 8ft A AXIAL LOADING Live Load: PL = 2060 lb Dead Load: PD = 1001 lb Column Self Weight: CSW = 15 lb Total Load: PT = 3076 lb 12 of 30 Project: AP-A14687 Structural Calcs 09-10-09 Location: Support Column - Cig Girder Fam Rm Column [2006 international Building Code(2g05 NDS)] (2) 1.5 IN x3.5 IN x 8.0 FT #2 - Spruce-Pine-Fir- Dry Use Section Adequate By: 67.6% John Glenny Glenco Inc. 217 E Main St Middleburg, PA 17842 StruCalc Version 8.0.100.0 9/18/2009 9:00:52 AM CAUTIONS * Laminations to be nailed to~ether per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 1242 lb Dead Load: Vert-DL-R)e3 = 454 lb Total Load: Ve~t-TL-Rxn = 1696 lb COLUMN DATA Total Column Length: 8 fi Unbraced Length (X-AXIS) Ly: 8 ff Unbraced Length (Y-Axis) Ly: 4 ff Column End Condtion-K (e): 1 Axia~ Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Spruce-Pine-Fir Base Values A~jgsted Compressive Stress: Fc= 1150 psi Fc'= 498 psi Cd=l.00 Cf=-1 15 Cp=0.30 Bending Stress (X-X Axis): Fbx= 875 psi Fbx~= 1313 psi Cd='~ O0 CF='L50 Bending Stress (Y-Y Axis): Fby= 875 psi Fby'= 1313 psi Cd=l.00 CF=I.50 Modulus of Elasticity: E = 1400 ksi E' = 1400 ksi Min. Mod. of Elasticity: E_min = 510 ksi E_min' = 510 ksi Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X A~s): Section Modulus (Y-Y A~s): Slenderness Ratio: dx = 3.5 in dy = 3 in A= 10.5 in2 Sx = 6.13 in3 Sy = 2.63 in3 Lex/dx = 27.43 Leyldy = 16 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = Allowable Compressive Stress: Fc' = 162 psi 498 psi Eccentricity Moment (X-X A~s): Mx-ex= 0 fi-lb Eccentricity Moment (Y-Y A~s): My-ey = 0 fi-lb Moment Due to Lateral Loads (X-X Axis): Mx= 0 fi-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 fiqb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fb~ = 1313 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby~ = 1313 psi Combined Stress Factor: CSF = 0.32 NOTES LOADING DIAGRAM A AXIAL LOADING Live Load: PL= 1242 lb Dead Load: PD = 439 lb Column Self Weight: CSW = 15 lb Total Load: PT = 1696 lb 13of30 Project: AP-A14687 Structural Calcs 09-10-09 Location: Jack studs - Mateline header Column [2006 International Building Code(2005 NDS)) #2 - Spruce-Pine-Fir- Dry Use Section Adequate By: 58.0% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = Dead Load: Vert-DL-R~ = Total Load: Vert-TL~Rxn = 624 lb 212 lb 836 lb COLUMN DATA Total Column Length: 8 ff Unbraced Length (X-AXIs) Ly: 8 ft Unbraced Length (Y-Axis) Ly: 4 fl Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Spruce-Pine-Fir Compressive Stress: Base Values Adiusted Fc= 1150 psi Fc'= 379 psi John Glenny Glenco Inc. 217 E Main St Middleburg, PA 17842 StruCalc Version 8.0.100.0 9/18/2009 9:00:52 AM LO DING DIAGRAM Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Min. Mod. of Elasticity: Column Section (X-X A~s): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Fbx= 875 psi Fbx'= 1313 psi Cd=l.00 CF=1.50 Fby= 875 psi Fb¢= 1313 psi E= 1400 ksi E'= 1400 ksi E_min= 510 ksi E_min'= 510 ksi Column Calculations [Controlling Case Only): dx= 3.5 in dy= 1.5 in A = 5 25 in2 Sx= 3.06 in3 Sy= 1.31 in3 Lex/dx = 27.43 Ley/dy = 32 AXIAL LOADING Live Load: PL = 624 lb Dead Load: PD = 204 lb Column Self Weight: CSW = 8 ~b Total Load: PT = 836 lb Controlling Load Case: A.xJal Total Load Only (L + D) Actual Compressive Stress: Fc = 159 psi Allowable Compressive Stress: Fc' = 379 psi Eccentricity Moment (X-X Axis): Mx-ex= 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 fi-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fb~ = 1313 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1313 psi Combined Stress Factor: CSF = 0.42 NOTES page 9/18/09 14 of 30 Project: AP-A14687 Structural Calcs 09-10-09 Location: Floor beam - Under transverse bearing walls (full live load) Multi-Loaded Multi-Span Beam [2006 International Building Code(2005 NDS)] (4) 1.5 IN x 9.25 IN x 13.75 FT 3100FS-2.0E LVL- International Paper Section Inadequate By: 16.8% Controtiin~ Factor: Deflection / Depth Re({uired 9.74 In. CAUTIONS * Laminations are to be full;/connected to pro~,ide uniform transfer of loads to all members John Glenny Glenco Inc. 217 E Main St Middleburg, PA 17842 StruCalc Version 8.0.100.0 9/18/2009 9:00:52 AM page DEFLECTIONS Center Live Load 0.50 IN 1_/329 Dead Load 0.30 in Total Load 0.80 IN L/206 Live Lead Deflection Criteria: L/360 Total Load Deflection Criteria: L J240 REACTIONS A _B Live Load 3396 lb 3396 lb Dead Load 2036 lb 2036 lb Total Load 5433 lb 5433 lb Bearing Length 1.21 in 1.21 in BEAM DATA Center Span Length 13.75 Unbraced Length-Top 0 ff Unbraced Length-Sodom 13.75 ft Li~ Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES 3100FB-2.0E LVL - International Paper Base Values Adiusted Bending Stress: Fb = 3100 psi Fb'= 3711 psi Cd=1.15 CF=104 Shear Stress: Fv = 300 psi Fy' = 345 psi Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi Comp. J- to Grain: Fc- J- = 750 psi Fc--L' = 750 psi Controlling Moment: 18674 fi-lb 6.88 Ft from left suppo~l of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 4889 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reo'd Provided Section Modulus: 60.39 in3 85.56 in3 Area (Shear): 21.26 in2 55.5 in2 Moment of Inertia (deflection): 462.12 in4 395.73 in4 Moment: 18674 ft-lb 26458 fi-lb Shear: -4889 lb 12765 lb LOADING DIAGRAM I IJNIFORM LOADS Center Uniform Live Load 494 plf Uniform Dead Load 280 plf Seam Self Weight 16 plf Total Uniform Load 790 NOTE~ 15 of 30 Project: AP-A14687 Structural Calcs 09-10-09 Location: Floor beam - Under transverse bearing walls (75% live Icad) Multi-Loaded Multi-Span Beam . [2006 International Building Code(2005 NDS)] ( 4 ) 1.5 IN x 9.25 IN x 13.75 FT 3100FB-2.0E LVL - International Paper Section Adequate By: 1 Controltin(~l Factor: Deflection John Glenny Glenco Inc. 217 E Main St Middieburg, PA 17842 StruCalc Version 8.0.100.0 9/18/2009 9:00:53 AM CAUTIONS * Laminations are to be full;/connected to provide uniform transfer of loads to all members DEFLECTIONS Center Live Load 0.38 IN L/438 Dead Load 0.30 in Total Load 0.68 IN L/243 Live Load Deflection Cdteda: L/360 Total Load Deflection Cdteda: L/240 REACTIONS A B_ Live Load 2551 lb 2551 lb Dead Load 2036 lb 2036 lb Total Load 4587 lb 4587 lb Bearing Length 1.02 in 1.02 in BEAM DATA C~ntff Span Length 13.75 fi Unbraced Length-Top 0 ft Unbraced Length-Bottom 13.75 ft Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES 3100FB-2.0E LVL - International Paper Base Values Adiusted Bending Stress: Fb = 3100 psi Fb'= 3711 psi Shear Stress: Fy-- 300 psi Fy~ = 345 psi Modulus of Elasticity: E = 2000 kal E' = 2000 ksi Comp.±toGrain: Fc,J-= 750 psi Fc--U= 750 psi Controlling Moment: 15765 fi-lb 6.88 Ft from left suppod of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 4128 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: R~'q'd Pro~ded Section Modulus: 50.99 in3 85.56 in3 Area (Shear): 17.95 in2 55.5 in2 Momenl of Inertia (deflection): 390.18 in4 395.73 ir~ Moment: 15768 fi-lb 26458 fi-lb Shear: 4128 lb 12765 lb NOTES LOADING DIAGRAM UNIFORM LOADS ¢~nter Uniform Live Load 371 pff Uniform Dead Load 280 pff Beam Self Weight 16 pff Total Uniform Load 667 plf 9/18/09 16of 30 Pro)ect: AP*A14687 Structural Calcs 09-10-09 Location: Floor Girder - Floor load only (3) 2x10 SYP~I Multi-Loaded Multi-Span Beam [2006 International Building Code(2005 NDS)] (3) 1.5 IN x 9.25 IN x 12.0 FT #1 - Southern Pine - Dry Use Section Adequate By: 8.6% Controlling Factor: Moment John Gienny Glencolnc. 217 E Main St Middleburg, PA 17842 StruCalc Version 8,0A00.0 9/18/2009 9:00:53 AM CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads DEFLECTIONS Center Live Load 0.25 IN L/566 Dead Load 0.12 in Total Load 0.38 IN L/381 Liv~ Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A_ B LiveLoad 1650 lb 1650 lb Dead Load 804 lb 804 lb Total Load 2454 lb 2454 lb Beadng Length 0.97 in 0.97 in BEAM DATA Center Span Length 12 fi Unbraced Length-Top 0 fi Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #1 - Southern Pine Base Values Adiust~d Bending Stress: Fb = 1250 psi Fb' = 1495 psi Shear Stress: Fv= 175 psi FV= 175 psi Cd=l O0 Modulusof Elasticity: E= 1700 ksi E'= 1700 ksi Min. Mod. of Elasticity: E_min = 620 ksi E_min' = 620 ksi Comp. J-toGrain: Fc--L*= 565 psi Fc--L'= 565 psi Controlling Moment: 7361 fi-lb 6.0 Ft from left suppor~ of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 2159 lb At a distance d from lett suppo~l of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 all members LOADING DIAGRAM Comparisons with required sections: Req'd Provide~ Section Modulus: 59.08 in3 64.17 in3 Area (Shear): 18.51 in2 41.63 in2 Moment of Inertia (deflection): 188.65 in4 Z96.79 in4 Moment: 7361 fi-lb 7995 fi-lb Shear: 2159 lb 4856 lb UNIFORM LOADS ~nter Uniform Live Load 275 plf Uniform Dead Load 124 plf Beam Self Weight 10 plf Total Uniform Load 409 plf NOTES 9/18/0 c 17 of 30 Pro)ect: AP-A14687 Structural Calcs 09-10-09 Locaticn: Floor Girder - Full load (3) 2x10 SYP~I Multi-Loaded Multi-Span Beam [2006 International Building Code(2005 NDS)] (3) 1.5 IN x 9.25 IN x 8.0 FT #1 - Southern Pine - Dry Use Section Adequate By: 5.2% Controltin~] Factor: Moment John Glenny Glencolnc. 217 E M~n St M~dlebu~g, PA 17842 StruCalc Version 8.0.100.0 9/18/2009 9:00:53 AM CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center Live Load 0.13 IN LJ739 Dead Load 0.04 in Total Load 0.17 IN I-/553 Li~e Load Deflection Criteria: L/360 Total Load Deflection Cdteda: !_/240 REACTIONS A_ B Live Load 2844 lb 2844 lb Dead Load 956 lb 956 lb Total Load 3800 lb 3800 lb Bearing Length 1.49 in 1.49 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ff Unbraced Length-Bottom 8 ff Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #1 ~ Southern Pine Base Values Adiusted Bending Stress: Fb = 1250 psi Fb' = 1495 psi ShearStress: Fy= 175 psi Fy'= 175 psi Cd=l.00 Modulus of Elasticity: E= 1700 ksi E'= 1700 ksi Min. Med. of Elasticity: E_min = 620 ksi E_min' = 620 ksi Comp. J-toGrain: Fc-J-= 565 psi Fc--L'= 565 psi Controlling Moment: 7599 fi-lb 4.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -3116 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 61 in3 64.17 in3 Area (Shear): 26.71 in2 41,63 in2 Moment of Inertia (deflection): 144.52 in4 296.79 in4 Moment: 7599 fi-lb 7995 fi-lb Shear: -3116 lb 4856 lb NOTES LOADING DIAGRAM UNIFORM LOADS Center Uniform Live Load 711 plf Uniform Dead Load 229 plf Beam Self Weight 10 plf Total Uniform Load 950 plf 8ft 18ef30 Project: AP-A14687 Structural Calcs 09-10-09 Locatien: Header- Eat wall Multi-Loaded Multi-Span Beam [2006 International Building Cede(2005 NDS)] (3) 1.5 IN x5.5 IN x8.5 FT #2 - Spruce-Pine-Fir- Dry Use Section Adequate B~ 13.9% Controlting Factor: Moment DEFLECTIONS Center Live Load 0.28 IN 1_/367 Dead Load 0.09 in Total Load 0.37 IN L/274 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: LJ180 REACTIONS A_ B Live Load 880 lb 880 lb Dead Load 295 lb 295 lb TotalLoad 1175 lb 1175 lb Beadng Length 0.61 in 0.61 in BEAM DATA Center Span Length 8.5 fi Unbraced Length-Top 0 fi Unbraced Length-Bottom 8.5 fi Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Spruce-Pine-Fir John Glenny Glenco Inc. 217 E Main St Middleburg, PA 17842 page StruCalc Version 8.0.100.0 9/18/2009 9:00:53 AM UNIFORM LOADS Center Uniform Live Load 207 plf Uniform Dead Load 65 plf Beam Self Weight 5 plf Total Uniform Load 277 pif Base Values Adiv~ted Bending Stress: Fb = 875 psi Fb' = 1504 psi Shear Stress: Fy= 135 psi Fy'= 155 psi Cd=l 15 Modulus of Elasticity: E = 1400 ksi E' = 1400 ksi Min. Mod. of Elasticity: E_min- 510 ksi E_min' = 510 ksi Comp. J-to Grain: Fc- J-= 425 psi Fc- J-'= 425 psi Controlling Moment: 2497 fi-lb 4.25 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1058 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: RCq'd Provided Section Modulus: 19.92 in3 22.69 in3 Area (Shear): 10.22 in2 24.75 in2 Moment of inertia (deflection): 40.93 in4 62.39 in4 Moment: 2497 fi-lb 2844 fi-lb Shear: 1058 lb 2562 lb NOTES 19 of 30 Project: AP-A14687 Structural Calcs 09-10-09 Location: Header- Entry wall Multi-Loaded Multi-Span Beam [2006 International Building Code(2005 NDS)] (3) 1.5 IN x 5.5 IN x 9.75 FT (3 + 3.8 + 3) #2 - Spruce-Pine-Fir- Dry Use Section Adequate By: 124.0% Controlling Factor: Shear DEFLECTIONS Left Center Riqht Live Load 0.01 IN 1_/4409 0.01 IN L/3742 0.01 IN L/4409 Dead Load 0.00 in 0.00 in 0.00 in Total Load 0.01 iN L/3541 0.01 IN L/3072 0.01 IN L/3541 Liw Load Deflection Criteria: L/360 Total Load Deflection Cdteda: L/240 REACTIONS A_ B_ C_ [3 LiveLoad 677 lb 1974 ~b 1974 lb 677 lb Dead Load 273 lb 919 lb 919 lb 273 lb Total Load 949 lb 2893 lb 2893 lb 949 lb Bearing Length 0.50 in 1.51 in 1.51 in 0.50 in BEAM DATA Left Center Riaht Span Length 3 fi 3.75 fi 3 fl Unbraced Length-Top 0 ft 0 fi 0 ft Unbraced Length-Bottom 3 fi 3.75 ft 3 fi Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Spruce*Pine*Fir Base Values Adiusted Bending Sbess: Fb = 875 psi Fb' = 1500 psi Shear Stress: Fv= 135 psi Fy'= 155 psi Modulus of Elasticity: E = 1400 ksi E' = 1400 ksi Min Mod of Elasticity: E_min- 510 ksi E_min' = 510 ksi Comp. J-toGrain: Fc-J-= 425 psi Fc-J-'= 425 psi Controlling Moment: -928 fi-lb Over left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: 1144 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and liw loads on span(s) 1, 2 Comparisons with required sections: Re~'d Provided Section Modulus: 7,42 in3 22.69 in3 Area (Shear): 11.05 in2 24.75 in2 Moment of Inertia (deflection): 6 in4 62.39 in4 Moment: -928 fi-lb 2835 fi-lb Shear: 1144 lb 2562 lb NOTES John Glenny Glenco inc. 217 E Main St Middleburg, PA 17842 StruCalc Version 8.0.100.0 9/18/2009 9:00:53 AM LOADING DIAGRAM UNIFORM LOADS Left Center Riqht Uniform Live Load 494 plf 494 plf 494 plf Uniform Dead Load 240 plf 240 plf 240 plf Beam Self Weight 5 plf 5 plf 5 plf Total UniformLoad 739 pIf 739 pIf 739 pIf 20 of 30 Project: AP-A14687 Structural Calcs 09-10-09 Location: Ceiling Beam - Porch front Multi-Leaded Multi-Span Beam [2006 International Building Cede(2005 NDS)] ( 3 } 1.5 IN x 9.25 IN x 13.75 FT #2 - Spruce-Pine-Fir - Dry Use Section Adequate By: 35.7% Controlling Factor: Moment John Glenny Glenco Inc. 217 E Main St Middleburg, PA 17842 StruCalc Version 8.0.100.0 CALrrlONS Laminations are to be full;/connected to provide uniform transfer of loads to all members 9/18/2009 9:00:54 AM DEFLECTIONS Center Live Load 0.28 IN 12592 Dead Load 0.08 in Total Load 0.36 IN L/462 Live Load Deflection Criteria: I./240 Total Load Deflection Criteria: L/180 REACTIONS Live Load 990 lb 990 lb Dead Load 279 lb 279 lb TotalLoad 1269 lb 1269 lb Bearing Length 0.66 in 0.66 in BEAM DATA Center Span Length 13.75 ft Unbraced Length-Top 0 fl Unbraced Length-Bofiom ~13.75 fl Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Spruce-Pine-Fir Bending Stress: Fb = 875 psi Fb' = 1107 psi Shear Stress: Fy= 135 psi FV= 135 psi Cd-lO0 Modulus of Elasticity: E = 1400 ksi E' = 1400 ksi Min. Med. of Elasticity: E_min = 510 ksi E_min' = 510 ksi Comp. J-toGrain: Fc-J-= 425 psi Fc-J-'= 425 psi Controlling Moment: 4362 fi-lb 6.88 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s[ 2 Controlling Shear: 1142 lb At a distance d from lefl support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 47.29 in3 64.17 in3 Area (Shear): 12.69 in2 41.63 in2 Moment of Inertia(deflection): 120.31 in4 296.79 in4 Moment: 4362 ft-lb 5919 fi-lb Shear: 1142 lb 3746 lb NOTES LOADING DIAGRAM UNIFORM LOADS Center Uniform Live Load 144 p8 Uniform Dead Load 33 pff Beam Self Weight 8 plf Total Uniform Load 185 plf 21 of 30 Project: AP-A14687 Structural Calcs 09-10-09 Location: Ceiling Beam - Porch sides Multi-Loaded Multi-Span Beam [2006 International Building Code(2005 NDS)] (2) 1.5 IN x 9.25 IN x 10.0 FT #2 - Spruce-Pine-Fir- Dry Use Section Adequate By: 13.9% Controllin~ Factor: Mom~t John Glenny Glenco inc. 217 E Main St Middlebu~g, PA 17842 StruCalc Version 8.0.100.0 9/18/2009 9:00:54 AM CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center Live Load 0.17 IN L/714 Dead Load 0.06 in Total Load 0.23 IN IJ533 Lk~ Lead Deflection Criteria: L/240 Total Load Deflection Cdteda: L/180 REACTIONS A _B Li~,~Load 1035 lb 1035 lb Dead Load 350 lb 350 lb TatalLoad 1385 lb 1385 lb Beadng Length 1.09 in 1.09 in BEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 10 ff Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Spruce-Pine-Fir Base Values Adiustad Bending Stress: Fb= 875 psi Fb'= 1107 psi Shear Stress: Fv= 135 psi Fy'= 155 psi Modulus of Erasticity: E = 1400 ksi E' = 1400 ksi Min. Mod. of Elasticity: E_min = 510 ksi E_min*= 510 ksi Comp.-LtoGrain: Fc-J-= 425 psi Fc--L'= 425 psi Controlling Moment: 3463 fi-lb 5.0 Ft from left suppod of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1191 lb At a distance d from dght support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 37.55 in3 42.78 in3 Area (Shear): 11.51 in2 27.75 in2 Moment of Inertia (deflection}: 66.78 in4 197.86 in4 Moment: 3463 fi-lb 3946 fi-lb Shear: -1191 lb 2872 lb LOADING DIAGRAM UNIFORM LOADS Center Uniform Live Load 207 pff Uniform Dead Load 65 pff Beam Self Weight 5 pff Total Uniform Load 277 plf NOTES 22 of 30 Project: AP-A14687 Structural Calcs 09-10-09 Location: Ceiling Beam - Bumpout Multi-Loaded Multi-Span Beam · [2006 international Building Code(2005 NDS)] #2 - Spruce-Pine-Fir- Dry Use Section Adeduate By: 24.6% Controllin(~ Factor: Moment John Glenny Glenco Inc, 217 E Main St Middleburg, PA 17842 StruCalc Version 8.0.100.0 9/18/2009 9:00:54 AM CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center Live Load 0.17 IN L/771 Dead Load 0.05 in Total Load 0.22 IN L/610 Live Load Deflection Criteria: L/240 Total Load Deflection Cdteda: L/180 ~EACTIONS A_ B Live Load 792 lb 792 ~b Dead Load 209 lb 209 lb TctalLoad 1001 lb 1001 lb Bearing Length 0.79 in 0.79 in BEAM DATA Span Length 11 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 11 ft Live Load Duration Factor 1 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Spruce-Pine-Fir Bas~ Values Adjusted Bending Stress: Fb = 875 psi Fb'= 963 psi Cd=lO0 CF=110 Shear Stress: Fy= 135 psi F¢-- 135 psi Cd='i O0 Modulus of Elasticity: E = 1400 ksi E' = 1400 ksi Min. Med. of Elasticity: E_min = 510 ksi E_min'= 510 ksi Comp. J-toGrain: Fc-J-= 425 psi Fc-J-'= 425 psi Controlling Moment: 2754 fi-lb 5,5 Ft from lefi suppod of span 2 (Center Span) Created by combining all dead loads and live loads on span(a) 2 Controlling Shear: 861 lb At a distance d from left suppod of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Madulus: 34,33 in3 42,78 in3 Area (Shear): 9~57 in2 27.75 in2 Moment of Inertia (deSection): 61.6 in4 197.86 in4 Moment: 2754 fi*lb 3431 fi-lb Shear: 861 lb 2498 lb LOADING DIAGRAM UNIFORM LOADS Uniform Live Load 144 plf Uniform Dead Load 33 plf Beam Self Weight 5 plf Total Uniform Load 182 plf NOTES 23 of 30 Project: AP-A14687 Structural Calcs 09-10-09 Location: Ceiling beam - Transverse 13'-9" span - Upl~ Multi-Loeded Multi-Span Beam [2006 International Building Code(2005 NDS)] (3) 1.5 IN x 11.25 IN x 13.75 FT 3100FB-2.0E LVL - International Paper Section Adequate By: 58.9% Controltin~ Factor: Deflection John Glenny Glenco Inc. 217 E Main St Middleburg, PA 17842 StruCalc Version 8.0.100.0 9/18/2009 9:00:54 AM CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center Live Load -0.29 IN L/572 Dead Load 0,01 in Total Load -0.28 iN L/595 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: [_/240 REACTIONS A ~_ Live Load -2633 lb -2633 lb Dead Load 102 lb 102 lb Total Load 102 lb 102 lb Upliff(l.SF.S) -2565 lb -2565 lb Bearing Len~lth 0.03 in 0.03 in BEAM DATA Center Span Length 13.75 fi Unbraced Length-Top 0 [I Unbraced Length-Bottom 13.75 fi Live Load Duration Factor 1.60 Notch Depth 0.00 3100FB-2.0E LVL - International Paper Base Values Bending Stress: Modulus of Elasticity: Comp. J-to Grain: Adiusted Fb= 3100 psi Fb'= 4604 psi Fv= 300 psi F~/= 480 psi Cd=160 E = 2000 ksi E'= 2000 ksi Fc-aL= 750 psi Fc-J-'= 750 psi Controlling Moment: -8702 fi-lb 6.88 ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 2532 lb 14.0 Ft from lefi support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Rea'd provided Section Modulus: 22.68 in3 94.92 in3 Area (Shear): 7.91 in2 50.63 in2 Moment of Inertia (deflection): 335.98 in4 533,94 in4 Moment: -8702 fi-lb 36422 fi-lb Shear: 2532 lb 16200 lb NOTES ~r OADING DIAGRAM UNIFORM LOADS Center Uniform Live Load -383 pff Uniform Dead Load 0 p~f Seam Self Weight 15 Total Uniform Load -368 pi[ 9/18/0 ,--~' 24 of 30 Proiect: AP-A14687 Structural Calcs 09-10-09 Location: Ceiling beam - Transverse w/bearing wall - Uplift Multi-Loaded Multi-Span Beam [2006 international Building Cede(2005 NDS)] #2 - Spruce-Pine-Fir - Dry Use Section Adequate By: 39,0% Controllin~ Factor: Moment John Glenny Glenco Inc. 217 E Main St Middleburg. PA 17842 StruCalc Version 8.0.100.0 9/18/2009 9:00:54 AM CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members LOADING DIAGRAM DEFLECTIONS Center Live Load -0.41 IN L/400 Dead Load 0.01 in Total Load -0.40 IN !-/410 Li~e Load Deflection Criteria: L/240 Total Load Deflection Cdteda: [_/180 REACTIONS A_ _B Live Load -2633 lb -2633 lb Dead Load 63 lb 63 lb Total Load 63 lb 63 lb Uplift (1.5F.S) -2591 lb -2591 lb Bearin~ Len~h 0.03 in 0.03 in BEAM DATA Center Span Length 13.75 fi Unbraced Length-Top 0 fi Unbraced Length-Bofio~n 13,75 fi Li~ Load Duration Factor 1.60 Notch Depth 0.00 #2 - Spruce-Pine-Fir Base Values Adiusted Bending Stress: Fb = 875 psi Fb' = 1552 psi Cd:160 C1=096 CF = f . O0 Ct--1 15 Shoal Stress: Fv= 135 psi F¢= 216 psi Cd= 1.50 Modulus of Elasticity: E = 1400 ksi E' = 1400 ksi Min, Mod. of Elasticity: E_min = 510 ksi E_min' = 510 ksi Comp. J-toGrain: Fc-J-= 425 psi Fc-J-'= 425 psi UNIFORM LOADS Center Uniform Live Load -383 plf Uniform Dead Load 0 plf Beam Self Weight 9 plf Total Uniform Load -374 Controlling Moment: -8834 fi-lb 6,88 Ft from lefi support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 2570 lb 14.0 Ft from lefi suppod of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: ~'~ Provided Section Modulus: 68.3 in3 94.92 in3 Area (Shear): 17,65 in2 50,63 in2 Moment of Inertia (deflection): 319,98 in4 533.94 in4 Moment: -8834 fi-lb 12277 fi-lb Shear: 2570 lb 7290 lb NOTES 25 of 30 Project: AP-A14687 Structural Calcs 09-10-09 Location: Header - Mateline w/Point load Multi-Loaded Multi-Span Beam [2006 International Building Code(2005 NDS)] (2) 1.5 iN x 7.25 IN x 3.5 FT 3100FB-2.0E LVL - international Paper Section Adequate By: 48.8% Controlling Factor: Moment John Glenny Glenco Inc. 217 E Main St Middleburg, PA 17842 StruCalc Version 8.0.100.0 9/18/2009 9:00:55 AM CAUTIONS * Laminations are to be fully connected to pro~,ide uniform transfer of loads to all members DEFLECTIONS Center Live Load 0.03 IN L/1347 Dead Load 0.02 in Total Load 0.05 IN L/901 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: [./240 Live Load 2060 lb 2060 lb Dead Load 1001 lb 1001 lb Total Load 3061 lb 3061 lb Beadng Length 1.36 in 1.36 in lBEAM DATA Center Span Length 3.5 ft Unbraced Length-Top 0 ff Unbraced Length-Bottom 3.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 3100FB-2.0E LVL - International Paper Base Values Adiusted Bending Stress: Fb = 3100 psi Fb' = 3350 psi Shear Stress: Fv = 300 psi F~/= 300 psi Cd='/O0 Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi Comp. ltoGrain: Fc--L= 750 psi Fc-1'= 750 psi Controlling Moment: 4931 fi-lb 1.75 Ft from left support of span 2 (Center Span) Created by combining all deed loads and live loads on span(s) 2 Controlling Shear: 2895 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 LOADING DIAGRAM 3.5 ft UNIFORM LOADS Center Uniform Live Load 207 pff Uniform Dead Load 65 pff Beam Self Weight 6 pff Total Uniform Load 276 pff POINT LOADS - CENTER SPAN Load Number Once Live Load 3396 lb Dead Load 1752 lb Location 1.75 ft Comparisons with required sections: Re~'d Provid~d Section Modulus: 17.66 in3 26.28 in3 Area (Shear): 14.48 in2 21.75 in2 Moment of Inen~ia (deflection): 25.46 in4 95.27 in4 Moment: 4931 ft-lb 7337 ft-lb Shear: 2895 lb 4350 lb NOTES 26 of 30 Proiect: AP-A14687 Structural Calcs 09-10-09 Location: Header - Mateline w/Point load - Uplift Multi-Loaded Multi-Span Beam [2006 Intemaltonal Building Code(2005 NDS)] (2) 1.5 IN x7.25 IN x 3.5 FT 3100FB-2,0E LVL- International Paper Section Adequate By: 409.1% Controltin~ Factor: Moment John Glenny Glenco Inc. 217 E Main St Middleburg, PA 17842 StruCalc Version 8.0.100.0 9/18/2009 9:00:55 AM CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members ~ Center Live Load -0.02 IN L/2001 Dead Load 0.00 in Total Load -0.02 IN L/2012 , Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A_ B LiveLoad -1296 lb -1296 lb Uplift (1.5 F.S) -1288 lb -1288 lb Beadn~ Length 0.00 in 0.00 in BEAM DATA Center Span Length 3.5 fi Unbraced Length-Top 0 fi Unbraced Length-Botlom 3.5 fi Live Load Duration Factor 1.60 Notch Depth 0.00 MATERIAL PROPERTIES 3100FB-2.0E LVL - International Paper Base Values Adiusted Bending Stress: Fb = 3100 psi Fb' = 5247 psi Cd=160 C1=098 CF-108 LOADING DIAGRAM UNIFORM LOADS Center Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 6 plf Total Uniform Load 6 plf POINT LOADS - CENTER SPAN Load Number Once Live Load -2591 ib Dead Lead 0 lb Location 1.75 fi Shear Stress: Fv = 300 psi Fy~ = 480 psi Cd= 1.60 Medulus~of Elasticity: E = 2000 ksi E'= 2000 ksi Comp. J- to Grain: Fc- J- = 750 psi Fc-/-' = 750 psi Controlling Moment: -2257 fi-lb 1 ~75 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1296 lb 2.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 · Comparisons with required sections: Req'd Provided Section Modulus: 5.16 in3 26.28 in3 Area (Shear): 4.05 in2 21,75 in2 Moment of Inertia (deflection): 17.14 in4 95.27 in4 Moment: -2257 fi-lb 11492 fi-lb Shear: -1296 lb 6960 lb NOTES 27 of 30 Project: AP-A14687 Structurat Calcs 09-10-09 Location: Support column - Transverse beam - Uplift Column [2006 International Building Code(2005 NDS)] (3) 1.5 IN x 3.5 IN x 8.0 FT #2 - Spruce-Pir~-Fir - Dry Use Section Adequate By: 99.7% John Glenny Glenco Inc. 217 E Main St Middleburg, PA 17842 StruCalc Version 8.0.100.0 9/18/2009 9:00:55 AM CAUTIONS * Laminations to be nailed to0ether per National Design Specifications for Wood Construction Section 15.3.3.1 Live Load: Vert-LL-Rxn = -2591 lb Dead Load: Vert-DL-R~ = 23 lb Total Load: Vert-TL-R~ = -2568 lb COLUMN DATA Total Column Length: 8 ft Unbraced Length (X-A~s) Ly: 8 fi Unbraced Length (Y-A)ds) Ly: 4 fi Column End Condtion-K (e): 1 Axial Load Duration Factor 1.60 COLUMN PROPERTIES #2 ~ Spruce-Pin,-Fir Base Values Adiu~ted Compressive Stress: Fc = 1150 psi Fc' = 490 psi Cd=O. 90 Cf=-1.15 Cp=0.41 Bending Stress (X-X Axis): Fbx= 875 psi Fb)~= 1181 psi Cd=O. gO CF= 1.50 C~=1 15 Bending Stress (Y-Y A.,ds): Fby = 875 psi Fby' = 1181 psi Cd=O gO CF=150 Cr=1.15 Modulus of Elasticity: E = 1400 ksi E'= 1400 ksi Min. Mod. of Elasticity: E_min = 510 ksi E_min' = 510 ksi Column Section (XXA~is): dx = 3.5 in Column Section (Y Y A~s): dy= 4.5 in Area: A = 15.75 in2 Section Modulus (X-X A~s): Sx = 9.19 in3 Section Modulus (Y-Y A~s): Sy = 3.94 in3 Slenderness Ratio: Lex/dx = 27.43 Ley/dy = 10.67 Column Calculations (Controlling Case Only[: Controlling Load Case: Axial Dead Load Only (D) ActuaICompressive Stress: Fc = 1 psi Allowable Compressive Stress: Fc' = 490 psi Eccentricity Moment (X-X Axis): Mx-ex= 0 ft-lb Eccentricity Moment (Y-Y A.,ds): My-ey = 0 fi-lb Moment Due to Lateral Loads (X-X Axis): Mx= 0 fi-lb Moment Due to Lateral Loads (Y-Y A.~s): My = 0 fi-~b Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X A~s): Fbx' = 1181 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Aids): Fby' = 1181 psi Combined Stress Factor: CSF = 0 [,0ADING DIAGRAM B A AXIAL LOADING Live Load: PL = -2591 lb Dead Load: PD -- 0 lb Column Self Weight: CSW = 23 lb Total Load: PT = -2568 lb NOTES 28 of 30 Project: AP-A14687 Structural Calcs 09-10-09 Location: Ceiling Beam - Porch front - Uplift Multi-Loaded Multi-Span Beam [2006 International Building Code(2005 NDS)] (3) 1.5 IN x 9.25 IN x 13.75 FT #2 - Spruce-Pine-Fir- Dry Use Section Adequate By: 6.9% Controllin~ Factor: Moment John Glenny Glenco Inc. 217 E Main St Middleburg, PA 17842 StruCalc Version 8.0.100.0 9/18/2009 9:00:55 AM CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center Live Load -0.46 IN L/358 Dead Load 0.01 in Total Load -0.45 IN L J370 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L J180 REACTIONS A_ ~B LiveLoad -1636 lb -1636 lb Dead Load 52 lb 52 lb Total Load 52 lb 52 lb Uplift(1.SF.S} -1602 lb -1602 lb Bearing Length 0.03 in 0.03 in BEAM DATA Center Span Length 13.75 fi Unbraced Length-Top 0 fi Unbraced Length-Bottom 13.75 fi Live Load Duration Factor 1.00 Notch Depth 0.00 #2 - Spruce-Pine-Fir Base Values Adjusted Bending Stress: Fb = 875 psi Fb' = 1089 psi Cd=lO0 CI=O. g8 CF=1 10 Cr='t. 15 Shear Stress: Fv= 135 psi F~/- 135 psi Cd= 1. O0 Modulus of Elasticity: E = 1400 ksi E' = 1400 ksi Min. Mod. of Elasltcity: E_min = 510 ksi E_min'= 510 ksi Comp.-LtoGrain: Fc-J-= 425 psi Fc-J-'= 425 psi Controlling Moment: -5445 fi-lb 6.88 Ft from left suppofi of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1584 lb 14.0 Ft from lefi suppod of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Re~'d Provided Section Modulus: 60 in3 64.17 in3 Area (Shear): 17.6 in2 41.63 in2 Moment of Inedia (deflection): 198.84 ir~ 296.79 in4 Moment: -5445 fi-lb 5824 fi-lb Shear: 1584 lb 3746 lb NOTES LOADING DIAGRAM UNIFORM LOADS Center Uniform Live Load -238 plf Unifcrm Dead Load 0 plf Beam Self Weight 8 plf Total Uniform Load -230 plf B 29 of 30 Project: APCA14687 StnJctural Calcs 09-10-09 Location: Header - Dormer Opening Multi-Loaded Multi-Span Beam [2006 International Building Cede(2005 NDS)] (2) 1.5 IN x 7.25 IN x 12.0 FT 3100FB-2.0E LVL - International Paper Section Adequate By: 139.7% Contraliin(~l Factor: Deflection John Glenny Glenco Inc. 217 E Main St Middleburg, PA 17842 StruCalc Version 8.0.100.0 9/18/2009 9:00:55 AM CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members I~ Center Live Load 0.22 IN L/654 Dead Load 0.11 in Total Load 0,33 IN L/431 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B_ Live Load 540 lb 540 lb Dead Load 278 lb 278 lb Total Load 818 lb 818 lb Bearing Length 0.36 in 0.36 in BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES 3100FB-2,0E LVL - International Paper Base Values Adiusted Bending Stress: Fb = 3100 psi Fb' = 3852 psi Shear Stress: Fv = 300 psi Fy' = 345 psi Medu[us of Elasticity: E = 2000 ksi E' = 2000 ksi Comp. J-toGrain: Fc~J-= 750 psi Fc-J-'= 750 psi Controlling Moment: 2454 fi-lb 6.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -736 lb At a distance d from right suppo~l of span 2 (Center Span) Created by combining all dead loads and li~ loads on span(s) 2 Comparisons with required sections: Re~'d Provided Section Modulus: 7.64 in3 26.28 in3 Area [Shear): 3.2 in2 21.75 in2 Moment of Inertia (deflection): 39.75 in4 95.27 in4 Moment: 2454 fi-lb 8437 fi-lb Shear: -73§ lb 5003 lb LOADING DIAGRAM UNI~=ORM LOADS Center Uniform Live Load 90 plf Uniform Dead Load 40 plf Beam Self Weight 8 plf Total Uniform Load 136 plf NOTES 12ff 9/18/09 30 of 30 DRAWING INDEX DESIGN BASIS ~~ FLOOR PLAN MASTER 40, 5o. ~ 10o PSF = LiVE LOAO iLl]rjR PLAN MASTER 10 ~ O. *~U*. W~,~.~ = .~*o ~o*. P~FECT/ON TYPICAL 'ATHRUBHS FLOORS (SLEEPING AREA): ~ ,,,~,,,c, 7-o~ Manufacturers No. M 1168 TYPICAL SECTIBNS AND DETAILS GENERAL NUTES 12o WPH WINO ZONE (~ SEC OUST) AND ALL 28' ~[OE MODELS ACTUAL DIMENSION FROM THE OUTSIDE FACE OF ~ALL FRAMING IS 87'-6' SPEC[ES AND SIZES ONLY REFER TO INDIVIDUAL PLANS AND i FIRE RAT[NOS SHALL BE LOCATED DN EACH ALL BRACEO/SHEAR WALLS, TIE-D0~NS, AND OPENING RESTRICTIONS TO BE CALCULATED ON AN OFFICIALsHALL BE [NACCBNPANIEDCONNECT[0NByW~THA REScheckBUILDING REPORTPERM[T AsAPPLICAT~BNNEEDED f]OVEP SHEET QN-1_4687/NY 9/18/09 (~ Z Z ~ ~- > ID m u3 [25 NOTE: ACTUAL HOUSE MAY VARY FROM ELEVATION Al,1 ON-14687/NY 9/18/09 NOTE: ACTUAL HOUSE MAY VARY FROM ELEVAT[0N ON-L4687/NY LEFT SIDE ELEVATIDN U NBTE: ACTUAL HOUSE NAY VARY FRON ELEVATION II Al,3 ANDERSEN SILV£~L[NE ~000 ~£~IES WINDOW SCHEDULE HALL NOTES: 1. BUILDER ES RESPONSIBLE FBR PRBVIDING A PROPERLY SIZED HEATING SYSTEM TO COVER A 73,000 BTU L~SS 2. HEAT L~SS WAS CALCULATED USING R-19 FLOBR INSULATION 3. ANDERSEN SILVERLINE 3000 SERIES WINDOWS - DP 50 RATED 4. ENTIRE HOUSE ( RAFTER, HEADERS, BEAMS, FLOOR, ETC. TO BE CALC'ED. 5 7/12 TRANSVERSE STORAGE RAFTER RnOF SYSTEM AT i6' F1.C 7 9 QN-"_4687/NY 9/18/09 z ON-1.4687/NY ~BTES~ ALL BEDR00HS ARE ARC-FAULT PROTECTED HOT WATER BASEBBARD HEAT F~ 9/18/09 A1_,5 ON-~4687/NY FOUNDATION DRAWINGS ARE TO BE USED AS A GUIDE ONLY APEX HOMES WILL NOT ACCEPT ANY LIABILITY OR RESPONSIBILITY FOR INCORRECT FBUNDATIONS NOTES: [ FOR ADDITIONAL INFORNATION SEE TYPICAL FOUNDATION DRAWING A15~16 OF THIS SET B PERINETER RAIL ATTACHED TO SILL WITH 1Od NAILS AT 6' OC 3 PIER FOOT[NGS BASED UPON 2000 PSF ALLOWABLE SOIL BEARING PRESSURE 4 CONCRETE COMPRESSIVE STRENGTH: 2500 PSI 5 M OR S TYPE MORTAR TO BE USED FRONT 6 WINDOWS OR VENTS (INSTALLED BY OTHERS) ARE REQUIRED TO PROVIDE 1/150 OF FLOOR AREA AS FREE VENTILATION AND SHALL BE LOCATED AS CLOSE TO CORNERS AS POSSIBLE · NOTES ON THIS PAGE TAKE PRECEDENCE OVER NOTES ON TYPICAL FOUNDATION DWG. AlS/A16 ED Z Z <E <~ ~ ~/ EL Z Z Eli E~ Z LF) ~ LC; L,_ BRACING~ 1'-4 1/2' ON-14687/NY Al,7 lin ON-14687/NY [;% E~ 9/18/09 ON-146~7/NY REAR UJ FRONT 9/18~09 Al,9 ON-I4687/N',~ MOTES: 2. 3, 4, 5 7 8 9. 10 13 14 15 9/18/09 QN-L4687/NY 9/18/09 (D) 2xD [2) SIMPSON VDT (1) EA SIDE OF STRAPS W/ (16) SDS SIMPSON SSTBI6 ANCHOR BOLT MIN TRTD 9IL PRATE ~MPSON SSTBIS ANCHOR DOLT w/ 12 5/8" EMBEOMENT Simpson VCT Hold Down on Double Perimeter - SPF~2 STUDS AND PERIMETER - UP TB %17%0 SYP STUDS AND PERIMETER - UP TB 71850 - (2) SIMPSON VCT (I) EA SIDE OF STRAPS W/ (16} SDS PERIMETER SAND SIMPSON SSTRt6 ANCHOR BCLT NN/ 12 5/8' EMBEDMENT Simpson VGT Hold ? Down on INSTALLED SIMPSON SSTBI6 ANCHOR BOLT W/ 12 5/8" EMBEDMENT Triple Perimeter - SPF~8 STUDS AND PERIMETER -'UP T(] 6400~ SYP STUDS AND PERIMETER - UP TEl 8520~ Corner Installation..--'" FIELD INSTALLED Corner InstallaUon ON-i4687/NY Simpson PA51/68 Hold Down - Up to 5490# ON-~4687/NY LENGTH 8x STUDS TIE REBAR TO PA 51 TO HOLD IN PLACE UNTIL CONCRETE IS POURED EMBEI~DED IN FOOTER CONCRETE BOTTOM END OF REBAR [N FOOTER ON-14687/NY (6) 2x8 (8) SIMPSON VGT~ DOUBLE FLOOR PERIMETER Simpson VGT Hold Down on Double Perimeter SPFD2 STUDS AND PERIMETER - UP TB 5175~ SYP STUDS AND PERIMETER - UP TD 7185~ Edge Instollotio (8) (6) SimPSON STt8 STRAPS ON EXT ~OE~ W/(14) 0131'x~ 25' NAILS EACH STRAP ~ OF INSTALLED FOUNOADON VtALL - POUR CWU CORES FULL AE ANCHC~R BOLT L~X~AOGNS - REINFORCEMENT IN FOUNBAOON V~ALL MAY BE REQUIRED Simpson ELD INSTALLED - (2) SIUPS~ VGT (I) EA SIDE OF STRAPS W/ (16) SDS I/4'x3' SCREV,'S EA CONNECTOR TO PERIMETER BANO ELD INSTALLED SIMPSON SSTBI8 ANCHOR BOLT VGT Hold Down on Tri SPF~2 STUDS AND P~ SYP STUDS AND FIELD INSTALLED W/ 12 5/8' EWBEOMENT ~rimeter- Edge ~ETER - UP TO 6400~ - UP TD 8520~ Instollc~tion Al,14 QN-14687/NY §TADI4RJ CDRNER INSTALLATION 2X EMBEDM£NT LENGTH STAD14RJ EDGE INSTaLLATIBN TRTD SILL PLATE TRANSVERSE BEAM HOLD DOWN DETAIl. COLLECTOR CONNECTION DETAIL ,~'~!t'.E.. ;"rF7 :-, .'%. ~.:.%, .~/- ,,'-.r 7%\' .\', 9/18/09 9/18~09 1/2" LAGS @52" DC OR -- 1/2" ALL THREAD BOLT ~4" DC (2) 131 x FACE NAILED EACH RAFTER ATTIC FLOOR DECKING FIELD SUPPLIED AND INSTALLED --2x10 SPF #2 CLG JOIST DETAIL-B CHANNEL DETAIL C DETAIL-F · RAFTER TO COLLAR ~E - (5) 128" · 2 5" NAILS pER RAFTER - FACE NAItED GYP MINT A G FLOOR OECXlNG JOIST O 16" O C FIELD iNSTALLED DETAIL D RIDGE TO RIDGE CONNECTION' DETAIL-G '16" OS8 SHTG DETAIL F DETAIL E OVERHANG DETAIL ON-146S7/NY ~ Z t~ J ; i ~ -- ' ---~-- ~ , = :Zz= ~ n~r n-'_~ UUUo x ~___~__~ ~~ ........... ",' ' ',', .... -',", ,', ":', ' ":',', . ,' , ', I' ~ ~"~"'~ , ,* / ~, .~,~ i[9~,~,~ ¢,-,' ,:,:,:, ,;,,,,,:,:,:,,, :,:,', ,,', ,:;, ', ~ ............. :-%],- ~~ , ---r-, ::;;,,,,,,,, ~,,-", ,,,,, ,--,~, , , ,,, ,, ,,,,,,, ~ ............ ~ -- , , , , , , , , ,. ..... , ,.,., ,...,. ,, , ', d ~ I!~ ,.,...,,.. ,.~B , M= ~, : ,, ~ , ,,n · . , / ",, / j , inn ~ ', L .... *-B j ~.~.. ~. '~~ ~llO .... ' ' ': " , ~ "x F'EAR E_EV. BI-LEVEL L ........... RANCH/[LPLE~ ................... ,~ ® ~,., ................ ~ ,~ ./.x~x u "~'>- 7 '"%>. REA~ ELEV. / j / z ~ TWO S~DRY OR TWO STORY DUPLEX (OPT. 3 ~OZ WIDE UN]TS) ~ ~~ , SPLI'[ LEVEL r~ ~,~ ..,~ :~,,.~r. ~,.e-~' ' ~''~ , --~ ,, ,~ ~ ............. ~j ~l ~; r~ q] TYPICAL ELEVATIONS - IRC 3 BOX WIDE LIrCTS ~ ~- ~ ~z~,~,<' ~,~ / ORTIOHAL PORCW ROOF / ..................... ~:¢~ CAPE ROOF ELEVATION OPTIONAL WINGED GABLE ~'*'*~ C ..... ................ ~ ~ 0~TIONAL ,]ARAm2E //V~: OPTIONAL ELEVATIONS - IRC TYPICAL DUPLEX FLR. PLAN FIRST FLOOR nF SECOND FLnDR nF THREE BOx WIDE TWO STORY THREE B0X WIDE TWO STQRY TYPICAL N~]TES~ (PAGES A5, A6, & A7), IMPORTANT NOTE, UNLESS OTHERWISE SPECIFIED ON SPECIFIC FLOOR PLANS, WIND BORNE DEI~R1S PROTECTION / !, FLOOR PLAN MASTER - IRC DRP/DWp ~ 1/16/07 4/10/08 ] ~,. .......... TYPICAL KITCHENS - IRC AIO GENERAL ELECTRICAL NOTES TYPICAL WIRING TECHNIQUE FOR SUB-PANEL FEEDERS TYPICAL MYDRD-MASSAGE BATHTUD WIRING DIAGRAM TYPICAL GROUNDING METHODS MASTER ELECTRICAL PLAN - IRC DRP/DWP 1°~r~'1/16/07 I"V~/lO/O, Iuv~tO A1 1 .... , . ' , ,.,. ,¢~¢, , ~ :~::::::::::~:::: ~ /~, x, ~ ~, ~.~ .............. ::::::-: , ,~ ~ ~ ' '~. } ?~ c ......... ¢~_E~ ~ ~ : ..... . -I [ ' ~ , ~:::~:=~ .~:~ , ~ ......... :::::::::.:: .... , · // ~ · ~ . ~ , / .~.~- ,, , , ..~,~ .... ~ ........ ~,- ....... I~ .... ,- ) ~ ' ~,.~ ~ ~,~.,~. ',: ~ ~ /, ~ [;~"8 ,, : ~-- , ~ / ............................ ,, , E "'~ "~ " "' "" '~'~,u / ~- ~ ~ ,, -- ,, x / ., ........... ,, ~ /~- ~ ~_~ ,, // ~,: ~ ~ ~ / .. :~ " k~ ......... '~-~ ...... ~' ~ fl ~ ','r ,~ ~ .~ ~ f ,r '/'~ ~ ~.,'x,~ ~ '~-~ ~""'~ _ [ ~.~ ~.r ~'~'"'~ MASTER ELECTRICAL PLAN - IRC ": ~XJ ~ ..................... ~ / / ~'X ?~,~.,:~ ....................... ~ .... ,. ,~ e::-: Z.~ .... ~-, ~.~:~. x r / ,, , , .... ~ ( / .. ~..~4. ,, ~_ ~--~ ~ .... "~ZA~:~ ..... ~- '/' '~ ,~,i~ .... ' ~ a'°7~ ~ ~ ~f~ ,, ~ ..... 0..,--~T . ~ /~ _'~ , , .., .,. ,, , ~, ~ , ,',/I~:~.: ~s. T'm°]CAL DIJPLEX ELECTRICAL I'YPES OF SILL ANCHORS: TWO FAMILY ~ H I', ...... F,9 ton ,,', L~Fo~ [~ [ ,, 6. FIRE SEPA~AT]BN WALLS SHALL BE CONTINUOUS TO BASEHEN] FLBOR ON .... i;;.-,;;,----I ............................ ~,,!Il: 3 BOX UNIT ~1~, :: -V/D F/WILY ', ' ~ I I I I - 20] {q I I ,,, ~ I~ ~-. ~-. ~-, ~ ~ '' ~ i~ ;] ,~, [ , ! GIRDED F~ ~/AX]MIJM BASEMENT SjpPODT SPACING , ~ASLLI U~J bHUIJND :(HUW LUAU, PUUF PliLH, 21 ~ MOFmUI F WIDIHS AN~ TyF'F OF gTRUCTURF, ,'%FE CHART ~N ...... CBItIN?,~ FFTU'RFD TD ~tIPPB~T CnNCFNTR'ATFFi I RADR TYPICAL FOUNDATIONS - IRC / ~...~/'- I II II I '~'~-~ r-'~' ' · ..... ~ I I .~t ............ ~ ~ - ~-"' ---' ~ ............... x-' '.' ,,~ ,~z;~;~ ~ Id II~~ .... ~'I ~I '~, ''~,~ . ~ ~ J~ ~! ~ ~ ~1~. ~-~ -L,,,- ... o~c, ~, ~,,~ [~ . / ~,,~ ~ ,:~.c~,,,~.~..~,~c*,,~.~vc~i -~; TYPICAL CROSS SECTIONS - IRC ',:___~.~: ~.!~&o ._ ' .............. ~ .... ~::~ .... ATTIC ,~,TORAhE RAKTEF? $;Y'F;TEM / I TPAM;.,,EF~E P~OEF F'AFTEF' :-;~']TE"I 'iJDE WALL ?IETAIL - TFal : ,zEF_.E FOOF - END wa_L ..... HIP DETAIL ' F I I CdNNFCTIONS '¢IND COLLIHN COI'JI<. TO FLOOR_,~_ ~'~L~- F~,~[~,o VAIILTED CEILING SYRTEM 140 m~ ~ ___~---~ j__/__~=_ ........... ~ ,~ ..... / .......... APEX HB'tES. INC AkD APEX HONES, LLC WILL SU9M]T :on ] jj oo O0 . :: _-~ l~O PROJECTING SECTIONS DETAIL - IRC PROJECTING SECTIONS DETAIL - iRC ......... _ _~ :: :-.~:_:_:_;.:_-_- :_-_- :_;_:_:_:_:_;_:_:_:_:_~ ........ ~,: ~ :::::::: }~ :__: :_:_:_:_:_~ ..-~- - ....... ,. . :: (~) "',', ~' ,~ ...... I ~.:..~_=_ , ..... ~..,, ._ , P.,,. ; i ~ :',' / i // i;" '-' ~-: ~, ,,,,_._~_m~. ....... 7~:: ' ................ I I : .*',_.~,. - , ~ ~ , L.,' '~r-. ,-~ ............ I ::::::::::::::::::::::::::--~:t":- :::-:~:::-: o. r'" ~?~?~Z~.~,, j', ,-----"---, ! * * , ., .!. .....- ~ -.. '~ /,~ '.× .~ I ~ , ' ,,,.,, PROJECTING SECTIONS DETAIL - IRC ._L' ~ ~ ~1= ~ , . ,~.~ SECT]ON 'AA~ e.,o ~,~ I ,k . ~ ~ ~*].~ ,, I DEIAIL SHOW[NO BAY AND [}E~A]I SHOWIN0 BAY AND I FIREPLACE AREA SUPPORTED FIPEF'LACE AREA CANTILEVERiNG J ~1~ TYPICAL FRAMING DETAILS D---~IL 'B' EXT WALL CATI-ICII~4AL DETAIL '~' rJETAIL 'J' ~ // E:]-LEVEL OR 2PL]T OVERHANG -. II,liE: ~ - H!I~IIL ~...... ~7,~ ..................... " ~ ~). a~-o~ NI/g~ ~1~1~ T~P. ~ASEHENT ~SALL STD, ~ - __ ~ .~', ~ t?/ ~ ~ - ~ ~ -- -.. ~) ~ '-' ,~5)~ _ . w.. CF'AWL ;PACE FOIJNDAT]B'I ~'A_L Tr:'. ONE ]TOP'f FLF' 6I~DEF' B~'G. C:'A'4L SPACE FOUNDAT]ON F']EF' Iff-LEVEL DF: 3:LIT OVEF'HAH6 TYPICAL SECTIONS A DETAILS - IRC ~ ~ ------.-Z-" --.,.- : ~,® , -.~, ,~,,- ,_,% ~,_ '~ "°'~" ~ --4S'i .~Z,) ,.,_,~ - { ~k,'~ .=,2/ ~,' , TTP. GABLE ENT OVEPHAIIO BI-LEVEL ENTRY b'ALL BI-LEVEL [NTR',' ~ALL DEIAIL *K* DEIAIL 'L' SECOND FLOOR MATING LINE m ~111~ ~P~E~ OF ~A~ ['D]F/2ND FLBOP INTEP3EmTTION DETAIL SECBND FLDDR ~VEF'NANG T¢PICAL CEIZSN[I FLBB;' DETAIL ~P' DETAIL '0' DETAIL 'F" TYPICAL SECTIONS ~ DETAILS - IRC / A:'E/ SEF']ES APEX SSRi~S APEZ SEF'iE] APE: :]]DE ',/ALI FPAM]I46 END WALL FRAM]NO ~ARPIAGE WALL F~AIq]I'4G INTEF']OF' WALL FRAMING I APEX ~ERIE~ MARRIAGE .o~,~=~,,,~.~s~? APEX ~ ' WALL FRAMED DPENIN6S .O?S~.~sL~S~.O'¢~ FRAMED BPENiNG2 .m~.~ ~'~';m*= ',. i APEX SERIES ........ ~ ..... '~ APEX CsERIE~¢ END WALL APEX SERIES INTER]OP ........ FRAMED OPENINGS WALL FRAMED OPENINGS ,~s~o~A~:.~6~ u.? ,.uSS ?. ~ APEX %E.[E. ,MT TO ,MT ~PFX %FRIFC lNT TO BFAR'NG SYSTEMS IRC TYPICAL APEX ,SERIES BLOCKING DETAILS "~ '~ ' I- - ! i FLmJH3H,m3 F':FE~ PANEL BOXE~ AqD ELECTPIC DROPS WALL SYSTEMS - IRC C ~ "i (~,) ( 6 ) INSULATION VALUES INSULAT]DN VALUES FOP REDF / CEILING - VALILTED FDP JST FLP., TB 2ND FLP. EXT. PERIMETER i 1 4 ,; *, 1 _:/ ]NSIJLATIDN VALUES FlOR FI 00RS ALL DLIAILS SHrJWN ARE DESIGNED IU MLEI UP' LXCLED IHE RLOUIRLMLiqIg OF THE EMERGY CONSERVATION COMSIRIJCTIDN CDDE OF NEW YORK STATE NOTES: INSULATION VALUES -IRC INSULATIF1N SCHEDULE VINYL SIDING I~-~h,'2' D~/ALL INFILTRATION YIO, ltES. I/VC. INSULATION VALUES -IRC ANDERSEN ~/INDE]kV SCHEDULE -u-VALUES M ~ kV ~/INDO~/ SCHEDULE -u- VALUES L~DBR ';~CHED~LE APEX HDME; C:AL~3ULATI~I,I:3 NIANUAL ;Ii( PSi ALL FL~F3 WINDOW AND DOOR SCHEDULES N 1:7_000 ZONE FROM FIRM MAP NUMBER 56105C0166 G MA Y 4. ELEVATIONS REFERENCED TO N.G.V.D. SCDHS ReL # R10-09-0015 I- LF-,4ChlV6 POOL I ~m~,~ & B4CKFILL FILTH ~L 0 AppROVED IN ACCORDANCE WITH BOABD OF REVIEW DETERMINATION DATEO ~/d~/g~ _ OF PROPERTY A T BAY VIE ff TOffN OF SOUTfIOLD SUFFOLK COUNTY, N. Y. BY McOONALO G, EOSCIENCE I am form7ior with the STANDARDS FOR APPROVAL AND CONSTRUCITON OF SUBSURFACE SEWAGE DISPOSAL SYSTEMS FOR SINGLE FAMILY RESIDENCES and will abide by the conditions set forth therein and on the oeo'mit to construct. The location of wefts and cesspools shown hereon ore from field observoJio~s and or from data obtained from others. (6311 765 - 5020~ P. O. BOX 909 '",?CC £AN~ 5'; 1230 TRAVELER S1'~:~~' SOUTH. OLD~ fLY. 11971 NOV. ~ 8009 (WA r~ MA/N) 28' AREA=15,371 SO. FT. ANY ALTERATION OR ADOITION TO THIS S~t~"Y I$ A V/OI. A770N OF- SECTION 7209Qr 174E NEW YORK SrAI'E EDUCA170N LAW. EXCE_Pr AS PER SECI10N 7209-SUBDI~SlON 2. All CERT1FICAllON$ HEREON ARE VALID FO~ THIS MAP ANB COPIES 17.1EREOF ONLY II~ SAID ~AP OR COP/ES BEAR THE IMPRIc-SSED S~_AL OF THE SUR~ WfHOS~ SIGNA ~JRE APPEARS HL~ON. · = MONUMENT · =PIPE · =STAKE 07-190 SUFFOLK COUNTRY HEALTH DEPT. REFERENCE NUMBER R10-09-0013 SURVEY OF PROPERTY A T BA YVIEW TOI~N OF SOUTHOLD SUFFOLK COUNTY, N.Y. 1000-87-05-14 $CALN: 1"=$0' SFH"IEMBER 16, 2007 OCTOBER lo, 2ooa (B.O,N.) MARCH 30, 2009 (B~H INFO) APRIL 28. 2009 (REVISIONS) AUOUST 29, 2009 (REVISIONS) NOVEMBER 8, 2009 (WATER MAIN) JANUARY 20, 2010 (UNDER CONSTRUCTION.) APRIL 7, 2TRO (FINAL) TEST HOLE DATA BY McDONALD DEOgOIENCE FLOOD ZONE FROM FIRM MAP NUMBER 36103C0166 G MA Y 4, 1998 ELEVA DONS REFERENCEO TO N, G. ~O. I om fomilior with the STANDARDS FOR APPROVAL AND CONSTRUCTION QF SUBSURFACE SEWAGE DISPOSAL SYSTEMS FOR SINGLE FAMILY RESIDENCES ond will ob/de by the cond/Uons set forth therein ond on ~ermit to construct. the The IocoUon of wells, cesspools ond dr.w/efts shown hereon are from field observotions ~nd or from doto obtoined from others, AREA=15,371 SO. FT. ANY ALTERATION OR ADDITION TO THIS SURVEY IS A VIOLATION OF SECTION 72090F ~,~ NEW YOR,¥ STATE EDUCATION EXCEPT AS PER SECTION 7209-SUBDIVISION 2, ALL CERTIFICATIONS NO. 4961~ (6J1) 765-5020 FAX (631) 765-1797 ~ -/vIO,%'U,~t,_%~T P.O. BOX £D9r ~ · =PIPE 1230 TRAVELER STREETI ~ ~.gTA,~,F SOUTHOID,. N.)d 11971 I 07--190 N SURVEY OF PROPERTY A T BA YVIEW TOWN OF SOUTHOLD SUFFOLK COUNTY, N.Y. 1000-87-05-14 SCALE: 1'--80' SEPTEMBER 16, 2007 OCTOBER 16, 2008 (B.O,H.) NOVEMBER 6, 200a (TOPOGRAPINC SURVEY) MARCH 30, 2009 (BOH INFO) APRIL 28, 2009 (RE~SIDNS) AUGUST 29, 2009 {REZSIONS) NOVEMBER $, 2009 (WATER MAIN) JANUARY 20, 2010 (UNDER CONSTRUCTION) fi) TEST HOLE DA TA BY McDONALD OEOSCIENCE FLOOD ZONE FROM FiRM MAP NUMBER 3610JC0166 G MAY 4, ELEVATION$ REFERENCED TO N.C. I om fora#Tot with the STANDARDS FOR APPROVAL AND CONS Tf?UCT/ON OF SUBSURFACE SEWAGE DISPOSAL SYSTEMS FOR SINGLE FAM/LY RESIDENCES and wi// ob[de by the conditions set forth therein ond on the permit to construct. The IocoUcn of we/is and cesspools shown hereon ate from field obserw2tions ond or from dots obtsined from others. AREA=15,371 SO. FT. 49616 ANY ALTERATION OR ADDITION TO THIS SURVEY IS A HOLATION OF SECTION 7209GE ~E NEW YORK STA~ EDUCATION LAW. (6~t) EXCEPT AS PER ~'F¢. Tlf ~ Z209- SUBOItflSION 2, ALL CER TIFICA RONS SA,O MAP OR COPt£S ~EAR THE IMPRESSED SEAt OF THE SURVEYOR ® =PIPE 1250 rRA~ER 07--190 WHOSE SICNA~JRE APPEARS HEREON. · =~TAKE SOUTHOLD, N.Y. 11971 'i _Li J SL6' k PLUMBER CFR'T"'ch"~'A T!ON ON LEAD COI~'TEt']~ bE; URE CERTIFICATE Of: OC, CUPANO. Y SOLDER UEED N WATER SUPPLY ;:'~'S ~ t:~U CANNOT EXCE~ 2/Id OF ~ % LE~D. , _.. pE-UMB~Ne jt~DER~ C~IF~CAT~i ALL PLUMBING WASTE T~ST~ OCCUPANCY ~R L.J:S~ tS UN~WPdL ~fl~'~ 'JOUT CERTt O: OCCUPANCY OF THE TOWN CODE. OF FOLLQ~,t'~4C 2, 4. OF THE YORI~ DESIGN OR ERRORS.