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Home My WebLink About34806-ZTown of Southold Annex 54375 Main Road Southold, New York 11971 4/1/2011 CERTIFICATE OF OCCUPANCY No: 34885 Date: 4/1/2011 THIS CERTIFIES that the building Location of Property: SCTM #: 473889 Subdivision: RESIDENTIAL NEW CONSTRUCTION 225 Goose Creek Lane, Southold, NY 11971, Sec/Block/Lot: 79.-2-3.9 Filed Map No. conforms substantially to the Application for Building Permit heretofore 6/10/2009 pursuant to which Building Permit No. was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is: One family dwelling (modular) with covered porch, rear deck and attached one car garage as applied for. Lot No. filed in this officed dated 34806 dated 6/19/2009 The certificate is issued to Keenan, John & Keenan, Ellen (OWNER) of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. PLUMBERS CERTIFICATION DATED 6/9/10 R10-09-0031 3/3/11 09-5341 6/22/10 Master Mechanical Corp FORM NO. 3 TOWN OF SOUTHOLD BUILDING DEPARTMENT Town Hall Southold, N.Y. BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) PERMIT NO. 34806 Z Date JUNE 19, 2009 Permission is hereby granted to: JOHN H & ELLEN M KEENAN 185 PLYMOUTH BLVD SMITHTOWN,NY 11787 for : CONSTRUCT NEW SFD (MODULAR) WITH ONE CAR ATTACHED GARAGE AND FRONT WRAP AROUND PORCH PER APPROVED PLJ~NS AS APPLIED FOR at premises located at County Tax Map No. 473889 Section 079 pursuant to application dated JUNE Building Inspector to expire on DECEMBER 225 GOOSE CREEK LA SOUTHOLD Block 0002 Lot NO. 003.009 10, 2009 and approved by the 19, 2010. Fee $ 1,594.00 Authorized Signature ORIGINAL Rev. 5/8/02 MAff 1G 2011 BLDg. DEPT, TOWN OF SOUI'HOLD Ah Form No. 6 TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 LICATION FOR CERTIFICATE OF OCCUPANCY This application must be filled in by typewriter or ink and submitted to the Building Department with the following: A. For new building or new use: Final of with accurate location of all buildings, lines, unusual natural or property property topographic features. Final Approval from Health Dept. of water supply and sewerage-disposal (S-9 form). Approval of electrical installation from Board of Fire Underwriters. Sworn statement from plumber certifying that thc solder used in system contains less than 2/10 of 1% Icad. 5. Commercial building, industrial building, multiple residences and similar buildings and installations, a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. B. For existing buildings (prior to April 9, 1957) non-conforming uses, or buildings and "pre-existing" land uses: · 1. Accurate survey of property showing all property lines, streets, building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant. If a Certificate of Occupancy is denied, the Building Inspector shall state the reasons therefor in writing to the applicant. C. Fees 1. Certificate of Occupancy - New dwelling $25.00, Additions to dwelling $25.00, Alterations to dwelling $25.00, Swimming pool $25.00, Accessory building $25.00, Additions to accessory building $25.00, Businesses $50.00. 2. Certificate of Occupancy on Pre-existing Building - $100.00 3. Copy of Certificate of Occupancy- $.25 4. Updated Certificate of Occupancy- $50.00 5. Temporary Certificate of Occupancy - Residential $15.00, Commemial $15.00 New Construction: Location of Property: Date. Old or Pre-existing Building: (check one) House No. Street Hamlet Owner or Owners of Property: Suffolk County Tax Map No 1000, Section Subdivision Permit No. ~'/'] ~ OG Health Dept. Approval: Date of Permit. 0/lq/Oq Block 000 2- Filed Map. Applicant: f-~-O~q&~_ Underwriters Approval: Lot ~ Lot: a q - 5.3,l.ii Planning Board Approval: Request for: Temporary Certificate Fee Submitted: $ Final Certificate: (check one) Applicant Signature · Electrical Inspectors, Inc. 308 East Meadow Avenue East Meadow, NY I 1554 Office: (516) 79441400 (631)396-7474 Fax: (516) 794-5854 Website: www.electricalinspectors.com Email: info~electricalinspectors.com Mail To: Absolute Electric lnc Russell Castaldo 2938 Hempstead Turnpike Suite 208 Levittown, NY 11756 License#: 4440-E Certificate Number: 09-5341 Municipality: Southold, Town Of Inspector: 124 lssue Date: 6/22/2010 Property Address: 225 Goose Creek Lane Southold, NY 11971 ELECTRICAL APPROVAL CERTIFICATE AREAS LISTED BELOW ARE APPROVED BY INSPECTION AND FOUND TO BE IN COMPLIANCE W[i'I-I THE NATIONAL ELECTRIC CODE No visual defects were found for the electrical inspection provided. No obvious unsatisfactory conditions were found in the areas herein below only. Residential Inspection/Modular Home Basement~ Storage Room 1- GF1 Receptacle, 2- Switches, 7- Incandescent Fixtures, 4- Heat Fractional Motors. 200Amp Single Phase New Overhead Service/CB~1 Meter, 200Amp Single Phase Main Panel/4OCkts/40 Used. * Rough 8/18/09 Final 6/21/10 Entire Wiring of Residence Was Completed In Factory. Branch Circuits Left At Panel Location Connected Into Electrical Service Panel Installed By Electrician. NYS Inspection #7920. Richard M. Bivone President Not valid unless signed by an CORP. CERTIFICATION Building Permit No. ~>/~- ~> L0~ Owner: ~C'~h k'~e ~ (Please print) , lease print) I certify that the solder used in the water supply system contains less than 2/10 of 1% lead. Sworn to before me this q day of Notary Public,~.~I.[q~[L County 75 Verdi Street · Farmingdale, New York 11735-6601 · (631) 391-9292 · Fax (631) 391-9296 TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [//~UNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION ] FRAMING / STRAPPING [ ]FINAL ]FIRE SAFETY INSPECTION ]FIRE RESISTANT PENETRATION [ ] FIREPLACE & CHIMNEY [ ] FIRE RESISTANT CONSTRUCTION REMARKS: ~'~ ~ ~ TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] F~DATION 1ST [ ] ROUGH PLBG. / [ (,~ FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION REMARKS: ~x)fif~]~ !~ ~ .~r~ TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ]ROUGH PLBG. [ ]FO~UNDAT~ [ ]INSULATION [~'~FRAMING~STRAPPING _~..~ [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION REMARKS: DATE ~~~I INSPECTOR_~~ TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION2ND [ ] INSULATION [x/~ FRAMING ~~,, [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUC'nON [ ] FIRE RESISTANT PENETRATION REMARKS: DATE INSPECTOR TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION ~)<~'FOUNDATION 1ST [ ] ROUGH PLBG. [ ] INSULATION FINAL [ ] FIRE SAFETY INSPECTION [ ]FOUNDATION 2ND [ ]FRAMING / STRAPPING [ ]FIREPLACE & CHIMNEY [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION DATE ~o~ .~~~ ~u TOWN OF SO ILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [~)C~FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] RRE RESISTANT CONSTRUC'nON [ ] FIRE RESISTANT PENETRATION REMA.RKS: ~-- INSPECTOR FIELD INSPE~I'I~N R.~PORT ..... : ................................ PL~G ~S~ATION PER N. Y. STATE E~R~ CODE . TOWN OF SOUTHOLD 'BUILDING DEPARTMENT TOWN HALL SOIITHOLD, NY 11971 TEL: (631) 765-1802 FAX: (63 I) 765-9502 SoutholdTown. North Fork. n et BLDG. DEPT TOWN OF. SOl~Tl~Ol~l~'s apph. cau, o PERMIT NO. FI/JII,I)[NG PFRM[ F APPLICATION CHECKLISI Building Inspector APPLICATION FOR BUILDING PERMIT Date INSTRUCTIONS ,20 ex:} MUST be completely filled in by typewriter or in ink and submdted to the Building Inspector with 4 lan to scale Fee according to schedule. b Plot plan showing location of lot and of buildings on premises, relationship Io adjoining premises or public streets or areas, and waterways. c The work covered by this application may notbe commenced before issuance of Building Permit d. Upon approval of this application, the Building Inspector will issue a Building Permit to the applicant. Such a pemm shall be kept on the premises available for ~nspection throughout the work. e No building shall be occupied or used in whole or in part for any purpose whal so ever until the Building Inspector issues a Certificate of Occupancy £ Every building permit shall expire il'thc work authorized has not commenced within 12 months after the date of issuance or has not been completed within 18 months from such date. If no zoning amendments or other regulations affecting the property have been enacted in the interim, the Building Inspector may authorize, in writing, the extension of the permit for an addition six months Thereafter, a new permit shall be required. APPLICATION IS HEREBY MADE to the Building Department for the issuance ora 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 buddings, additions, or alterations or tbr removal or demolition as herein described The applicant agrees to comply with all applicable laws, ordinances, building code, housing code, and regulations, and to admit authorized inspectors on premises and in building for necessary inspections '~ ( S~um o~~if a ¢oFporation ) ~ ~(Mading address of applicant) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, ele6triciatn, plumber or builder Nameofownerofpremises ~'~O[l~q ~'~,'Y--ee,.t,a 4 ]ffee,v tv (As on the tax roll or Ifftest deed) If applicant is a corporation, signature of duly authorized officer (Name and title of corporate officer) Builders License No. 37506,-H Plumbers License No. ~O/~ ~ ~O Electricians License No. q 4 .q C) ~ Other Trade's I.icense No. I. Location of land on w¢ich proposed ~ork x~ill be done: I louse Number Street I lamlct Subdivision l:ilod Map No. Lol a. Exisling usc and oCCUl~anc.,, *.~,,t~I ~ ~ r.4T LA ~ Nmurc ol'~ork (check Milch applicablc): Nc~ Building ~ Addition .... Aherafion Rcpair Rcmox al l)emolition OIh~r Work 4. 5. 6. l,;stimatcd Cost "~'5"'...~ OOI2. If dwelling, number of dx;oiling units If garage, number of cars I tTo be paid on filing this application) Number ol oh'.oiling units on each floor If business, commercial or mixed occupancy, specit~, nature and extent of each type of use. 7. Dimensions of existing structures, ifaro: Front ,~_ Rear Height_ Number of Stories ~ Dimensions of same structure with alterations or additions: Front Depth. Height_ Number of Stories 8. I)imensionsofentirenewconstruction: Front 4g~'/~ 5 ,t Rear t'///'-// rt Height Number of Stories 2,_ Size of lot: Front /05' Rear ,9'7c), wr7 ' Date of Purchase ! 2.- {o~' ~ Name of Former Owner 10. 12. 13. Zone or use district in which premises are situated Depth Rear _Depth Does proposed construction violate any zoning law, ordinance or regulation? YES NO ~ Will lot be re-graded? YES NO X Will excess fill be removed Il-om premises'? YES?~ NO 14. N ames of Owner of nremiscs Address Phone Name of Architect ,~ /~ ~Or_ ~ddressi~5--/~,,. ~ . NamcofContractor¢'~,~r C~>r, Address~ ,~. PhoneNo. 15 a. Is this prope~y within 100 tket ora tidal wetl~d or a freshwater wetland'? *YES NO * IF YES, SOUTHOLD TOWN TRUSTEES & D.E.C. PERMITS MAY BE REQUI~D. b. Is this prope~y within 300 t~et of a tidal wetl~d? * YES NO ~ * IF YES, D.E.C. PERMITS MAY BE REQUIRED. 16. Provide survey', to scale, with accurate tbundation plan and distances to property lines. 17. If elevation al any point on propert5 is at 10 tbet or below, must pro,,ide topographical data on spry%.. 18. Are there any covenants and restrictions with respect to this property? * YES NO /< · IF YES, PROVIDE A COPY. STATE OF NEW YORK) SS COUNTY OF ) ~...~ e o~--..~> e /~:~ ~'~r' being duly sworn, deposes and says that (s)he is the applicant (Name of individual s~gning contract) above named, (S)He is the ~ 5'~"IO-'~ {Contractor. Agem, Corporate Officer. etc ) of said owner or owners, and is duly authorized to perform or have per fom~ed the said work and to make m~d file this application; that all statements contained in this application are tmc to the best of his kno'.,,Icdge and belief; and that the work will be pertbrmed in the manner set Ibrth in the application liled therewith S.C.T.M. NO. DISTRICT: 1000 SECllON: 79 BLOCK: 2 LOT(S): 3.19 ~ OM[LUNCS ~ ~.. ~ "'"" w/.u~.~c w^T~. · ~L~V ..... ~50 \ D. ~OWN 06' ~ ~ w~-~)' ~" , -- ~o~v ~o ~.,.... ~ ,,,o~,~ ~~:'::,.-~,~ .............. ~ ............. _~ / ~o .......... ~ / ,._ / ~ ,,., .~ / ~-- _.: _ ............ ~ ~ 22.~ / / I ~/ . / · / /// ~ -- _ -.o~o.~ ~ rile WATER SUPPLg ~LLS AND CES~O~ L~A~S ~0~ ARE FR~ FIELD ~SERVA~ONS ANO ~ DATA ~TAINED FR~ O~ERS. AREA: 48,653 S.F. OR 1.12 ACRES ELEVATION DATUM: _~.~.~ .................. UNAUTHORIZED ALTERATION OR ADDITION TO THIS SURLY IS A ~OLAEON OF SECTION 7209 OF THE NEW YORK STA~ EDUCATION LA~ COPIES OF THIS SURLY MAP NOT ~EARING ~E LAND SUR~YOR'S EMBOSSED SEAL SHALL NOT ~E CONSIDERED TO ~E A VALID TRUE COPX GUARAN~ES INDICATED HEREON SHALL RUN ONLY TO THE PERSON FOR ~OM THE SURLY IS PREPARED AND ON HIS ~EHALF TO THE ~TLE COMPAN~ GO~RNMENTAL AGENCY AND LENDING INS~TUTION LISTED HEREON. AND TO THE ASSIGNEES OF ~E LENDING INSTITUTION. GUARANTEES ARE NOT ~ANSFERA~LE. THE OFFSETS OR DIMENSIONS SHO~ HE. EON F~OM THE PROPERTY LINES TO THE STRUCTURES A~E FOR A SPECIFIC PURPOSE AND USE THEREFORE THEY A~E NOT INTENDED TO MONUMENT THE PROPERTY LINES OR TO GUIDE THE ERECTION OF FENCES, ADDITIONAL STRUCTURES OR AND OTHER IMPRO~MENTS. EASEMENTS AND/OR 5UB~URFACE STRU~URE~ RECORDED OR UNRECORDED ARE NOT GUARANTEED UNLESS PH~ICALL Y E~DENT ON THE PREMISES AT THE TIME OF SURLY SU~Y OF: LOT 7 CERTIFIED TO: JOHN KEENHAN; MAP OF: JAMES W DAWSON FILED: OCTOMBER 16, 1983 AS ~7987 SITUATED AT: SOUTHOLD TOWN OF: SOUTHOLD ~NNE~ M. WOYCBUK [.S. SUFFOLK COUNTY, NEW YORK ~nd flu~e~ ~d Desi~ FILE ~ 29-- 11 SCALE: 1"=30' DATE:APRIL 17, 2009 S.C.T.M. NO. DISmlCT: 1000 SEC~ION: 79 BLOCK: 2 LOT(S): ~.19 ~ A~IEW (so') ~ROAD . s 'oo"~ ,,, jfis.oo5 ~ 7 L~ o / b/XL,,.,,, ,..../ /. //// / ~ ~,~ ~ .... / ~. ., , ~." , (~) 8'DIA x 4' DEEP DR~ELL= 176cf PRODDED ~g WA~R SUPPL~ ~LLS AND CES~ L~Afl~S ~0~ ARE FR~ FIELD ~SERVAn~S REVISE HOUSE LOC. & ADD DRY WELLS 06-10-09 ANO ~O~rA ~rA/NEO~R~ OmERS. AREA: 48,655 S.F. OR 1.12 ACRES ~L~VAr/~O~rU~: ......................... UNAUTHORIZED ALTERATION OR ADDISON To ~IS SURLY IS A ~OLATION OF SECDON 7209 OF THE NEW YORK STA~ EDUCATION LA~ COPIES OF THIS SURLY MAP NOT BEARING ~E LAND SUR~YOR'S EMBOSSED SEAL SHALL NOr BE CONSIDERED m EEA VALID roUE COP~ GUARAN~ES INDICATED HEREON SHALL RUN ONLY TO ~E PERSON FOR ~OM THE SURLY IS PREPARED AND ON HIS BEHALF TO THE ~TLE COMPANU GO~RNMENTAL AGENCY AND LENDING INSTITUTION LISTED HEREON, AND TO THE ASSIGNEES OF ~E LENDING INS~ON, GUARANTEES ARE NOT TRANSFERABLE. THE OFFSETS OR DIMENSION5 SHO~ HEREON FROM THE PROPERTY LINES TO THE STRUC~RES ARE FOR A SPECIFIC PURPOSE AND USE THEREFORE THEY ARE NOT INTENDED TO MONUMENT THE PROPERTY LINES OR TO GUIDE ~E ERECTION OF FENCES, ADDI~ONAL S~UCTURES OR AND OTHER IMP~O~MENTS, EASEMENTS AND/OR SUBSURFACE SmU~RES RECORDED OR UNRECORDED ARE NOr GUARAN~EO UNLESS PH~ICALLY E~OENT ON THE PREMISES AT ~E ~ME OF SURLY suRlY o~: LOT 7 CERTIFIED TO: JOHN KEENHAN; MAP OF: JAMES W DAWSON g~L[~: OCTOMBER 16, 1983 AS ~7987 SITUATED AT: SOUTHOLD TO~ OF: SOUTHOLD ~NN~ M. WOYCHUK L.S. SUFFOLK COUNTY, N[W YORK ~ Su~e~{ and Demi~ FILE ~29-11SCALE: 1 '=30' DATE:APRIL 17,2009 .. Y. s. Lie NO. ~227 main~lnini ~e r~s of Robert J. S.C.T.M. NO. DISTRICT: 1000 SEC'~ON: 79 BLOCK: 2 LOT(S): 3.19 g / % BAYVIEW'(,o') OWNED BY GOOSE CREEK ~NE ASSOC~TION INC.~ / /~ / / % % ~ ~~ ~' 2~ " ", , ~ 26.2 ~ 23.3 . '. ' .. RECEIVED FINAL SURVEY 10-27-10 PLOT SANITARY & WATER LINE LOC. 10-18-10 ~ FEB 09 2011 REVISED 7-29-09 ~ ~ su~¢L~ ~LLs ~o c[ssPooL REVISE HOUSE LOC. & ADD DRY WELLS 06-10-09 SUFF. CO.H~LTH SERVICES ~o ~ o~r~ oer~¢~ro ~o~ o~[~s. AREA: 45,757 S.F. OR 1.05 ACRES OFRCEOFWASTEWATERMGT. ¢L¢Wr¢ON o~ru~: _~.~:~.~: .................. UNAUTHORIZED ALTERA~ON OR ADDITION TO THIS SUR~Y IS A ~OLA~ON OF SECTION ~209 OF [HE NE~ YORK STATE EDUCAYlON LA~ COPIES QF THIS SURLY MAP NOT BEARING THE LANO SUR~YOR'S EMBOSSED SEAL SHALL NOT BE CONSIOEREO TO BE A VALIO TNUE COP~ GUARANTEES INDICATED HEREON SHALL RUN ONLY TO THE PERSON FOR ~OM THE SU~Y IS PREPARED AND ON HI~ BEHALF TO THE TITLE COMPAN~ GO~RNMENTAL AGENCY AND LENDING INSTITUTION LISTED HEREON, AND TO ~E ASSIGNEES OF ~HE LENOING INS~TU~ON, GUARANTEES ARE NOT TRANSFERABLE. THE OFFSETS OR DIMENSIONS SHO~ HEREON FROM THE PROPERTY LINES TO THE STRUC~RES ARE FOR A SPECIFIC PURPOSE AND USE THEREFORE THEY ARE NOT INTENDED TO MONUMENT THE PROPERTY LINES O~ TO GUIDE THE ERECTION OF FENCES, AODI~ONAL STRUCTURES OR ANO OTHER IMPRO~MENTS. EASEMENTS AND/OR SUBSURFACE STNU~URES RECORDED OR UNRECO~DEO ARE NOT GUARANTEEO UNLESS PHYSICALLY E~DEN~ ON THE PREMISES AT THE TIME OF SURVEY suRlY oF: PART OF LOT LOT 7 CERTIFIED TO: JOHN KEENHAN; MAP OF: JAMES W DAWSON F~LED: OCTOMBER 16, 1985 AS ~7987 SITUATED AT: SOUTHOLD TO~ OF: SOUTHOLD SUFFOLK COUNTY, NEW YORK FILE ~ 29-- 1 1 SCALE: 1 "=30' DATE:APRIL 17, 2009 N.Y. S, LIC NO. 50227 Town of Southold THE FOLLOWING ACTIONS MAY REQUIRE THE SUBM!$_~!_nN OF STORM-WATER~ GRADING? DRAINAGE AND EROSION CON'mOL (;i-KIll'lED BY A DESIGN ~vr=ssIONAL IH THE STATE OF NEW YOEK. !~m Numbec (NOTE: A Check Mark (~') for eech Question is Required for a Completa .Koidtcation) Yes No 1 Will this Project Retain All Storm-Water Run-Off Geeerated by a Two (2") Inch Rainfall on Site? (This item will include all mn-off created by site clearing and/or constructk~ a~v;ties as wall as all Site Improvefeents and the permanent creation of impervious surfaces,) 2 Does the Site Plan and/or Survey Show All Proposed Drainage Structures Indicating S[ze& Location? This Item shall Include all Proposed Grade Changes and Slopes Controlling Surface Waten=lowl 3 Will this Project Require any Land Filling, Grading or ExcavaUon where there is a change to the Nataml Existing Grade Involving more than 200 Cubic Yards of Material within any Parcel? 4 Will this Application Require Land Disturbing Activities Encompassing an Area in Excess of r'~ Five Thousand (5,000) Square Feet of Ground Surface? 5 Is there a Natural Water Coume Running through the Site? Is this Project within the Trustees jurisdiction or within One Hundred (100') feet of a Wetland or Beach? 6 Will there be Site preparation on Existing Grade Stopes which Exceed Fifteen (15) feet of Vedical Rise to r'~ One Hundred (100') of Horizontal Distance? 7 ~fill Driveways, Parking Areas or other Impervious Surfaces be Sloped to Direct Storm-Water Run-Off into and/or in the direction of a Town right-of-way? ~Y 8 Wilt this Project Require the Placement of Material; Removal of Vegetatio~ and/or the Construction of r'~ any Item within the Town Right-of-Way or Road Shoulder Ama? ~ (This item will NOT include the Installation of Driveway Aprons.) 9 Will this Project Require Silo Preparation within the One Hundred (100) Year F[codplain of any Watercourse? [2] __~// NOTE: If Any Answer to Questions One through Nine is Answered with a Check Mark in the Box, a Storm-Water, Grading, Drainage & Erosion Control Plan is Required and Must be Submiffed for Review Prior to Issuance of Any Building Permitl EXEMPTION.'. Yes No Does this project meet the minimum standards for ctassiflcatico as an Agricultural Prolect'~ Note: If You Answered Yes to this Question, a Storm.Water, Grading, Drainage & Erosion Control Plan is NOT Requlredl STATE OF NEW YORK, ~COUNT~r OF ......................................... SS That I, ......~ ......................... ~.~/ .................... be~ duly sworn, depos~ ~d sa)~ fl,at h~she is fl~e app~t for Pennih ............................... ................................................................................................................ O~er ~or mpresen~five of ~e Owner of Owner's, ~d is duly au~ofized to perform or have performed ~e s~d work ~d to m~e ~d file ~is application; ~at ~l s~temen~ con~ined in ~is appli~fion are ~e to ~e best of ~s ~owle~e ~d ~lief; ~d · at ~e work will be performed in ~e m~ner set [o~ in &e application filed herewi~. ~ Sworn to before me ~s; ~;~~ Ne, 01MC6124610 · - --,~;~il;~;';Tfi,;,i~i .......................... TOWN OF SOUTHOLD PROPERTY RECORD CARD OWNER -' STREET ~.~,.~ VILLAGE DIST. SUB. LOT'--~ ._ ~_.~ m <-: ~/.. [~FORMER O~ER ~ . N E ACR. ~ ~e~,'as ~ ~<~s ~ I.O5 I{'a~ ~ ~~ Ca~ S W ~PE OF BUILDING RES. SEAS.. VL. ,,~(r FARM COMM. CB. MICS. Mkt. Value LAND IMP, TOTAL DATE RF-N~RKS /~lzT/~l-~ Ilmg~ Tillable ~c~ ~ FRONTAGE ON WATER W~land FRONTAGE ON ROAD ~ PI~ f ~ I ~0 ~ BULKH~D BUILDING PERMIT EXAMINER CHECKLIST Architect/Engineer: ~V~ ~/~7~ ~ ~y SCTM# 1000- ~9 ~ - ~, 9 Subdivision: Property Address: ~~~ *Date Submitted: ~ /,~06/O~ *Date Reviewed~7 //c~6/~ Estimated Cost: ~f~ zo. : ~ City: ~ ~O ~ Pre COs? Building Permits (Open/Expired): BP -Z / C/0 Z-__., Info: BP __ -Z / C/0 Z- , Info: BP__-Z/C/0Z-__ Info: BP__-Z/C/0Z- ,Info: BP -Z/C/0Z-__ Info:_ Single & Separate Search Required?yor N Determination: d'~/C~/o~ / REQ. LotSize: ~-L9 ~t77) ~A~Ct. LotSize: ~,~i~ REQ. LotCov.~_L~ ACT. LotCov.~ REQ. Front~.ACT. Front~QSidegj/~& ACT. Sidec~,fl REQ. Reard~D PROP. Rear REQ. Height ~)%(~ ACT. Height/' Project Descnptiop: Waterfront? Y oifi~_~ -- If yes, water body: Panel# __ Flood Zone: Bulkhead/Bluff Distance: ADDITIONAL APPROVALS REQUIRED ~uff~kC~ntyHea~th:~rN-~fyes~ *Bed#: ¢ *Date~/~/~.-~*Permit#: ~[~?~wnSepti~.~rr~ f no, certification required: Y or N Received: Y or N By: NYS DEC: PRE-DECg/I/7$ YO~- Date: _ /_ / Permit #: or NJ Letter - Notes: / Southold Trustees: Y or.~ - Date: / / Pernfit #: or NJ Letter - Notes: / 8outhold ZBA: Y orJ~- Date) / /__ Permit #: - Notes: Southold Planning: Y or)~'- Date: ,// Town Landmark C of A: Y or~DTE: __ / Permit #: / / - Notes: *NYS CODE Compliance (page 2): Y or N Notes: Fee Structure: Foundation: /(tf~ SF First Floor: [ q,,~ tT~ SF Second Floor: C?/%~'~ SF Other: SF 2. ( Total: SF Calculation: h i "[~ ~ee: $":-~OU, + Additional Fee ( ): $ SF)- ( . SF)= SF X $__=$ + Initial Fee: $ + Additional Fee ( ): $ NEW YORK STATE CODE COMPLIANCE CHECKLIST CLIMATIC/GEOGRAPHIC DESIGN CRITERIA: Ground Snow Load: 45/" Wind Speed: 120MPH /'~ Selsmte Design Category: Weathering: Severe / Frost Depth: 36" ~Termlte: M-H ./l~ecay: S-M Design Temp: 11 / Ice Shield Underlay: YES / ' __ Flood Hazards: USE/OCCUPANCY CLASSIFICATION: HEIGHT/FIKE AREA: TYPE OF CONSTRUCTION: FULL FRAMING DESIGN ELEMENTS.~/N HEADERS: Y/N WALL STUDS: Y/N CEILING JOISTS: Y/N FLOOR JOISTS: LUI~BER SPECIES AND GRADE: Y/N DESIGN LOAD CALCULATIONS:(~N L w:y DE : XG SNOW: 7¢r s ,s tc; WINDOW AND DOOR SCHEDULE: .MI. SSLE TEST REQUIILEMENTS:~N LIGHT 8% :/Y~/N-- VENT 4 %: ffFN NAILING/CONSTRUCTION~F.x SCHEDULE~)/N MEANS OF EGP~SS PLUMBING RiSER DIAGILAM:~,~N LOCATION OF FIRE PROTECTION EQU~MENT: Y/N TRUSS DESIGN~'~ GLR_D ERS: Y/Iq ROOF IZAFTERS: Y/N V, rIND.,~'YFN CERTIFICATION: Y/N ENERGY CALCS TOTAL COMPLIENCE? Y/N (RETUKN TO PAGE ONE New York State Insurance Fund ...... ~--~i~abi~to. Benefits Specialists Since 1914 CERTIFICATE OF WORKERS' COMPENSATION INSURANCE PIN POINT CONSTRUCTION CORP 755 WAVERLY AVE SUITE # 204A HOLTSVILLE NY 11742 POLICYHOLDER PIN POINT CONSTRUCTION CORP 755 WAVERLY AVE SUITE # 204A HOLTSVILLE NY 11742 cERTiFI~AT~ HOLDER TOWN OF SOUTHOLD 53095 RT 25 PO BOX I179 SOUTHOLD NY 11971 '-~[ic~'~,tLI~BER I CERTIFICATE NUMBER pERIOD COVERED BY THIS CERTIFICATE DATE [ i 11477 637_-1 _ _[ 649461 __ , 03/21/2009_T0 0~121120_10 .... 51~2_172009 . THiS IS TO CERTIFY THAT THE POLICYHOLDER NAMED ABOVE IS INSURED WITH THE NEW YORK STATE INSURANCE FUND UNDER POLICY NO. 1477637-1 UNTIL 03121/2010. COVERING THE ENTIRE OBLIGATION OF THiS POLICYHOLDER FOR WORKERS' COMPENSATION UNDER THE NEW YORK WORKERS' COMPENSATION LAW WITH RESPECT TO ALL OPERATIONS IN THE STATE OF NEW YORK, EXCEPT AS INDICATED BELOW, AND, WITH RESPECT TO OPERATIONS OUTSIDE OF NEW YORK, TO THE POLICYHOLDER'S REGULAR NEW YORK STATE EMPLOYEES ONLY. iF SAID POLICY IS CANCELLED, OR CHANGED PRIOR TO 93/21/2010 IN SUCH MANNER AS TO AFFECT THiS CERTIFICATE, 10 DAYS WRITTEN NOTICE OF SUCH CANCELLATION WILL SE GWEN TO THE CERTIFICATE HOLDER ABOVE. NOTICE BY REGULAR MAIL SO ADDRESSED SHALL BE SUFFICIENT COMPLIANCE WITH THIS PROVISION. THE NEW YORK STATE INSURANCE FUND DOES NOT ASSUME ANY LIABILITY iN THE EVENT OF FAILURE TO GiVE SUCH NOTICE. THIS CERTiFiCATE IS ISSUED AS A MATTER OF iNFORMA[IONONLYANDCONFERS NO RIGHTS NOR INSURANCE COVERAGE UPON THE CERTIFICATE HOLDER THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER ] HE COVERAGE AFFORDED BY 7HE POLICY. NEW YORK STATE INSURANCE FUND DIRECTOR INSURANCE FUND UNDERWRITING I his certificate can ue valdated on our web site at https ',',~¢,v nysif conl/celLfcertval.asp or by ca!lil~g (888) 875 5790 VAt.iDA rlON NUMBER: 157089238 STATE OF NEW YORK WORKERS' COMPENSATION BOARD CERTIFICATE OF INSURANCE COVERAGE UNDER THE NYS DISABILITY BENEFITS LAW PART 1. To be completed by Disability Benefits Carrier or Licensed Insurance Agent of that Carrier la. Legal Name and Address of Insured (Use street address only) PIN POINT CONSTRUCTION CORP. 7 SUSSEX LANE LAKE GROVE, NY 11755 DBA: 2. Name and Address of the Entity Requesting Proof of Coverage (Entity Being Listed as the Certificate Holder) I b. Business Telephone Number of Insured 631-981-3847 lc. NYS Unemployment Insurance Employer Registration Number of Insured 4767609 I d. Federal Employer Identification Number of Insured or Social Security Number 42 1660781 3a. Name of Insurance Carrier Zurich American Insurance Company TOWN OF SOUTHOLD 53095 ROUTE 25 P.O. BOX 1179 SOUTHOLD, NY 11971 3b. Policy Number of entity listed in box "la": 5292150 3c. Policy effective period: 03/16/09 to 03/16/10 4. Policy covers: a.[~] All of the employer's employees eligible under the New York Disability Benefits Law b.[~] Only the following class or classes of the employer's employees: Under penalty of perjtuy, I certify that I am an authorized representative or licensed agent of the insurance carrier referenced above and that the named insured has NYS Disability Benefits insurance coverage as described above. Date Signed 05/21/2009 By ~~ (Signature of insurance carrier's authorized representative or NYS Licensed Insurance Agent of that insurance carrier) Telephone Number (631)845-2200 Title Administrative Services Manager IMPORTANT: If box "4a" is checked, and this form is signed by the insurance carrier's authorized representative or NYS Licensed Insurance Agent of that carrier, this certificate is COMPLETE. Mail it directly to the certificate holder. If box "4b" is checked, this certificate is NOT COMPLETE for purposes of Section 220, Subd. 8 of the Disability Benefits Law. It must b~ mailed for completion to thc Workers' Compensation Board, DB Plans Acceptance UniL 20 Park Street, Albany, New York 12207. PART 2. To be completed by NYS Workers' Compensation Board (Only if box "4b" of Part I has been checked) State Of New York Workers' Compensation Board According to information maintained by the NYS Workers' Compensation Board, the above-named employer has complied with the NYS Disability Benefits Law with respect to all of his/her employees. Date Signed By_ (Signature of NYS Workers' Compensation Board Employee) Telephone Number Title Please Note: Only insurance carriers licensed to write NYS disability benefits insurance policies and NYS licensed insurance agents of those insurance carriers are authorized to issue Form DB-120.1. Insurance brokers are NOT authorized to issue this form. DB-120.1 (5-06) CERTIFICATE OF LIABILITY INSURANCE oP D AI PINPO-1 05/21/09 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION Orillo & Associates, Inc. ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE Insurance & Financial Services HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR 651 Broadway ALTER THE COVERAGE AFFORDED BY THE POMCIES BELOW. t4assapequa NY 11758 Phone: 516-798-0320 Fax: 516-798-2032 INSURERS AFFORDING COVERAGE NAIC~ PIN POINT CONSTRUCTION CORP ~ ~£:: 755 Waverly Ave Suite 204 A Holtsville NY 11742 COVERAGES CERTIFICATE HOLDER CANCELLATION TOWN OF SOUTHOLD 53095 RT 25 PO BOM 1179 iSOUTHOLD NY 11971 ACORD25(2009/01} ';f' 1985C-21]09 AC'ORD CORTORATION All dglds reselved S.C.T.M. NO, DISTRICT: 1000 SECTION: 79 BLOCK: 2 LOT(S): 3.19 ~DY L~ 0.6 ~ CL 1[~~ EXISTING L~A~S ~0~ ARE FR~ FIELD ~SERVA~S REVISE HOUSE LOC. · ADD DRY WELLS 06-10-09 ~NO ~OAT~ ~r~NgO FR~ OTHERS. AREA: 48,653 S.F. OR 1.12 ACRES ELEWn~OATU~: _~.~:~.~: .................. UNAUTHOmZED ALTERATION OR ADDISON m ~IS SURLY IS A ~ATION ~ SEC~ON 7209 OF ~E NEW YORK STATE EDUCATION LA~ COPIES OF THIS SURLY MAP NOT BEARING ~E LAND SUR~YOR'S EMBOSSED SEAL SHALL NOT 8E CONSIDERED TO BE A VALID ~UE COP~ GUARAN~ES INDICATED HEREON SHALL RUN ONLY ~0 THE PERSON FOR ~OM THE SURLY IS PREPARED AND ON HIS BEHALF TO ~E ~E COMPAN~ GO~RNMENTAL AGENCY AND LENDING INSTITUTION LISTED HEREON, AND TO ~E ASSIGNEES OF ~g LENDING INSerTION, GUARANTEES ARE NOT ~ANSFERA~LE. THE OFFSETS OR DIMENSIONS SHO~ HEREON FROM THE PROPERTY LINES TO THE STRUCTURES ARE FOR A SPECIFIC PURPOSE AND USE THEREFORE THEY ARE NOT INTENDED TO MONUMENT ~E PROPERTY LINES OR TO GUIDE ~E EREC~ON OF FENCES, ADDI~ONAL STRUCTURES OR AND OTHER IMPRO~MENTS. EASEMENTS AND/OR SUBSURFACE STRU~RES RECORDED OR UNRECORDED ARE NOT GUARANTEED UNLESS PH~ICALL Y E~DENT ON THE PREMISES AT THE TIME OF SURLY SuRlY OF: LOT 7 CERTIFIED TO: JOHN KEENHAN; MA~ OF: JAMES W DAWSON F~LEO: OCTOMBER 16, 1983 AS ~7987 SITUATED AT: SOUTHOLD TOWN OF: SOUTHOLD SUFFOLK COUNTY, NEW YORK ~d S~e~B ~d De~t~ ~~ ~ P.O. Box 3. Mat~tuck, New York, 11952 Town Hall Annex 54375 Main Road P.O. Box 1179 Southold, NY I 1971-0959 Telephone(631)765-1802 Fax(631)765-9502 BUILDING DEPARTMENT TOWN OFSOUTHOLD December 16. 2010 John & Ellen Keenan 185 Plymouth Blvd Smithtown, NY 11787 RE: 225 Goose Creek Lane, Southold TO WHOM IT MAY CONCERN: The Following Items Are Needed To Complete Your Certificate of Occupancy Application of Certificate of Occupancy. (Enclosed)~,/// Electrical Underwriters Certificate. A fee of $50.00. / ,, -- Final Health Department approval. '"'q-- Plumbers Solder Certificate. (All permits involving plumbing after 4/1/8~'// __ Trustees Certificate of Compliance· (Town Trustees #765-1892} __ Final Planning Board approval. Final Fire Inspection from Fire Marshal. Final Inspection from the Building Dept. Final Landmark Preservation approval. Building Permit:: 34806-Z New Dwelling REScheck Software Version 4.1.2 Compliance Certificate Project Title: Keenan Report Date: 041t4/09 Data fllename: R:~Residenllal PmJects~009_Sedes~000's\09-024~09-024 ResCheck mk Energy Code: 2007 New York Energy Conservation Construction Code Location: New York County, New York Construction Type: Delached 1 or 2 Family Heating Type: Non-Electric Glazing Area Pementage: 9% Heating Degree Days: 49'~0 Construction Site: 225 Goose Creek Lane Southold. NY 11971 Owner/Agent: Homes By Penn Lyon Selinsgmve, PA 17870 570~374`4004 Compliance: 30.7% Better Than Code Maxknum UA; Designer/Contractor: Penn Lyon Homes 195 Airport Rd Selinsgrove, PA 17870 570-374-4004 Your UA: 352 Ceiling 1: Flat Ceiling or Scissor Tress Wall I: Wood Frame. 16" e c Window t: Vinyl Frame:Double Pane Door 1: Solid Door 2: Solid Floor t: Ali-Wood Joist/Truss:Over Uncondl~ned Space 1460 38 0 0O 44 2747 tg0 00 145 282 0 320 81 51 0 160 8 20 0 230 5 1460 190 0 0 69 The proposed building mprasented In [his document is consistent with the building plans, specificalions, and other celculalians submilted with this permit applicalion. The proposed systems have been designed to meet the 2007 New York Energy Conservation Conslruc~on Code requirements When a Registered Design Professional has stamped and signed [his page, [hey am atlesting that Io the best of his/her knowledge, belief, and professional Judgment, such plans or specifications am in compliance with this Code Name - ~0e ~ I Signalure ~ Date Project Title: Y. eenan Page I of 4 Data filename: R:~Resldential Projects\200g_Sefles\000's~09-024\09-024 RasCheck rck Report dale: 04114/09 REScheck Software Version 4.1.2 Inspection Checklist Date: 04/14/09 Ceilings: [] Celting 1: Flat Ceiling or Scissor Truss, R-38 0 cavity insulation [3 Above-Grade Walls: Wall 1: Wood Frame. 16" o c. R-I 9 0 cavity Insulation Comments: Windows: Window 1: Vinyl Frame:Double Pane. U-factor: 0 320 For windows without labeled U-factors, descdbe fealures: #Panes Frame Type Thermal Smak? Yes __ No [] Door 1: Solid, U-factor~ 0 160 [] Door 2: Solid, U-factor. 0 230 Comments: Floors: Floor 1: All.Wood Joisl/Tmss:Over Unconditioned Space, R-19 0 cavity insulation Comments: E] Air Leakage: Joints, penetralions, and all other such openings in the building envelope that are soumes of air leakage are seated Recessed lights are 1 ) Type lC rated, or 2) installed inside an appropriate uir-tight assembly wilh a 0 5~ clearance from combustible maledais If non-lC rated, tixtures are installed with a 3" clearance from insulation Vapor Retarder: Insts[led on Ihe warm*ln-wlnler side of all non-vented framed ceilings, walls, and floors Materials Identification: [] Materials and equipment are inctafled in accordance wilh the manu~'aclurer's insts]tation ins[ructions [] Materials and equipment are Identified so Ihat comptianca can be determined, [] Manufacturer manuals for ail installed heatinti and cooling equil:~ment and sen'ica water hea~ing equipment have been provided [] Insulation R-values and tilazing U.factom are clearly marked on the building plans Or speciticallons [] Insulation is installed according 1o manufacturer's instructions. In substsniial conlacl with Ihs surface being insulaled, and in a manner thai achieves Ihs rated R-value without compressing the insulatior~ Duct Insulation: [] Supply ducts in unconditioned alllcs or outside fha building are Insulaled to R~8 Return ducts in uncondllloned attica or oulside the building are insulated to R-4. [] Supply dtJcts in unconditioned spaces are insulaled to R-8 [] Return ducts in unconditioned spaces (except basements) are insulated to R-2 Insulaflon is not required on retsm ducts in basements. Project Title: Keenan Page 2 o[ 4 Data I]lename: R:~Resldentlui ProJecls~2009_Sedes\000's~09-024~09-024 ResCheck rd< Repod date: 04/14109 Duct Construction: [] All Joints, seams, and connections are securely fastened with welds, gaskets, mastics (adhesives), mastic-plus-embedded-fabric, or tapes Tapes and mastics are rated UL 18iA or UL tStB Exceptions, Contim~ossty welded and Iocking*lype Iongltudthal joints and seams on ducts operaling at less thao 2 in w g (500 Po) [] The HVAC syslem provides a means [or balancing air and water systems Temperature Controls: [] Each dwelling unit has at least one Ihermoslat capable of automatically adjusting the space temperature sol pe[nt of the largest Electric Systems: [] Separate electdc meters exist [or each dwelling unit Fireplaces: [] Fireplaces are tsslalled w/Ih tight tiffing non-combustible fireplace doors. State, Ihs Resident/at Code of New York State or Ihs New York City Building Code. as applicable Service Water Heating: [] Water healers with vertical pipe deem have a heat lrap On both the inlet and outlet unless the water heater has an integral heat trap or is part of a circulating system. [] Circulating hot waler pipes are insulated to the levels in Table 1 Circulating Hot Water Systems: [] Ckculating hol water pipes are insulated to the levels In Table 1 Swimming Pools: [] All heated swimming pools have an on/off heater switch and a cover unless over 20% of the healing energy is from non-deplorable sources Pool pumps have a lime clock. Heating and Cooling Piping Insulation: [] HVAC piping conveying tiulds above 105 degrees F or chi/led fluids below 55 degrees F are insulaled Io the levels in Table 2 ProJeol T/fie: Keenan Page 3 m' 4 Dale tilename: R:~Residenlial Projecls~200g_Sedes~000's\09q]24\09-024 ResCheck rck Report dale; 04/14/09 Table 'l : Minimum Insulation Thickness for Circulating Hot Water Pipes Insulation Thickness in Inches by Pipe Sizes Non-Circulating Runouts Circulating Mains and Runouts Heated Water Up to 1 · Up ~, 1 25" 1 5" to 2 0" Over Temperalure (°Fi 170-160 05 1 0 15 20 140-169 05 05 10 15 100-139 0 6 0 6 06 1 0 Table 2: Minimum Insulation Thickness for HVA C Pipes Fluid Temp Pip)ng System Types Range('F) Insulation Thickness in Inches by Pipe Sizes 2" Runouis 1" and Less 1.25" to 2 0" 2 5" to 4" Beating Sys[ems Low Pressure/Tempera[ute 291-250 1 0 1 5 1 5 2 0 LoW Temperature 120200 0 5 1 0 1 0 1 5 Steam Condensate (for [eed water) Any 10 1 0 1 5 20 Cooling Systems Chilled Water, Ref~gerant and 40-55 0 5 0 5 0 75 1.0 Br~ne Below 40 ~ 0 1 0 I 5 1 6 NOTES TO FIELD: (Building Department Use Only) Project Title: Keenan Page 4 of 4 Data filename: R:\Residential Projects~2009_Series\000's~O9-024~09-024 ResCheck rck Report date; 04/14/09 Project: 09-016M Loc~rion: RFT1 (Pg= 20 PSF) Ntulti-Loaded Multi-Span Beam [2006 Internalional nuildiog Code(2005 NDS)] 1.51N x S tilN x5 75 F'I' (4 * t 8) (Actual 8 FT) #2- Spruce-Pine-Fir- Dry Use Section Adequate By:. 387 5% C~nlrofllng Factoc Moment DEFLECTIONS Center Riehl Li~eLoad -001 IN L/3602 004 tN ~J493 Dead Load 000 in 002 in Total Load .0 0t IN L/3226 0 06 IN L/364 Uve Load Deflection Criteria: L/240 Total Load Deltacllon C~Jte~=: U160 REACTIONS A LiveLoad 42 lb 153 lb DBa~lLoad 16 lb g6 lb TotalLoad 58 lb 2til lb Unbraced Length-Top 0 fl 0 tt Base Values Adlusfed ~enotng Siress: Fb = 8?'5 psi Fb' = 1359 psi Cd=1 15C1=090CF=130C~=1 ~5 SheerStress: Fy= 135 psi Fv'= 155 psi NOTES StnJCalc Version 8.0.99.0 4/20/200g 2:31;32 PM LOADING DIAGRAM 4 ft DEFLECTIONS Cenler Live Load 0 39 IN LJ478 Dead Load 0 29 in Tolal Load 0 68 IN LJ274 Live Load DefiegJion Cdleda; L/360 Tolat Load Defle~lion Criteria: L/240 REACTIONS A Live Load 300 lb 300 in Total Load 543 lb 543 lb BEAM DATA Cepl~r Live Load Duration Faotor 1 15 MATERIAL PROPERTIES #2 - Spruce-Pine-Fir Bending 81ress: Shear S~'ess: FV= 135 ps] Cd=l 15 Meduius of Elasticity; E = t400 ks] Min Mod of Elasfldb~ E mtn= 610 I(st Fb= 875 ps] Fo'= 1273 psi Created by combining all dead loads and live loads on span(s) 2 Controlling Shear:. -475 lb Al a ulstance d from dght support of span 2 (Ceninr Span) Crealed by combining all dead loads and ~tve loads on span(s) 2 Comparisons with required sections: Re~'d Provided Seotlor~ Modulus; 19 74 in3 21 3g in3 Area (Shear): 4 59 in2 13 88 in2 Moment of Inedla {deflecllon): 86 55 in4 08 93 in4 Moment: 2094 fi-lb 226g fi-lb Shea~ -475 lb 1435 lb NOTES Mait Ross Penn L~on Homes Corporation 195 Airpod Road Selins~rove, PA 17870 StmCalc Version 8.0.99.0 4/20/2D09 2:31:32 PM LOADING DIAGRAM 2 POINT LOADS - CE TER SPAN Load Number One Two Three Four L~ve Load 42 lb t53 lb 153 ]b 42 lb Dead Load 16 lb 98 lb 9B lb 16 lb Leceflon 0 fl 3.9 fl 11.69 fl 15.58 It T~AN Load Number One Left Live Load 27 pfi Leit De~d Load 0 pU Rlghl Live Load 27 plf RIghl Dead Load 0 pit Load Stad 3 9 fl Load End 11 gg fi Load Le~3th 7.79 it Project: Og-0tBM Location: RFT2 (Pg -- 20 PSF) MuflI-Loaded Mulfl. Span Beam 2000 Irilemaflonal Bufldlng Code(2Oo5 NDS)] 5 IN x 5 0 IN x ID 9~ FT (5 3 + 5 5) (Actual 12 FT) #2 - Spruce. Pine.Fir. D~y Use Sec#on Adequala By; 2 DEFLECTIONS Center Rklhl Live Load -0 DS IN L/1408 0 60 IN L/Il 3 DeadLoad ~001 in 0t6 in TolalLoad .006 INL/1105 076 INUBg Live Load Deflection Cdteda: U24g Tolal Load Deflection CrReria: L/100 Live Load -10 lb 383 lb DeadLoad -3 lb 105 Ib Tolal Load -3 lb 480 lb Uplift(t,5 FS) .13 lb 0 lb Bearing Length O,OO in 0.77 in ~AM DATA Center Riqh! Span Le~'~ih 5 33 ft 5 63 it Unbraced Langth*Top 0 ff 0 it Unbraced Langth-Boftom 5 33 ft 5 63 it Beam End E~evaflon Difference 4 83 it Live Load Duration Factor I 15 Nolch Depth 0.00 MATERIAL PROPERTIES #2- Spruce-Pine-Fir Mln Mod otEleslinity: E_mbi= 510 ksl E_mln'= 510 kal Comp J-loGraln: Fc-J-= 425 psi Fc--b= 425 psi Over left support ot span 3 (Righl Span) Crealed by combining ati dead loads and live loads on span(s) 2. 3 Controlitng Shear: -200 lb At a distance d [rom dght suppod of span 2 {Cartier Span) Created by combining all dead loads and Ibie loads on span(s) 2. 3 Comparisons with tequBed secUons: Rea'd Provided Section Modulus: 6 2 in3 ? 56 in3 Area (Shear): 2 02 in2 8 25 In2 Moment of Inertia (deflection): 20 25 in4 20 8 In4 NOTES Penn L~on Homes Corporation 195 Airport Road ~e]insgrove, PA 17870 SEUCalc Version 8,0,99.0 4/2D/20og 2;31:32 PM UNIFORM LOADS Center Right Unifom~ Live Load 34 pit 34 pit Uniform Dead Load 7 pit 7 pit Beam SslfWa!ght 2 pi[ 2 plf Tolal Uniform Load 43 pd 43 p~f Project: 0g-018M .ocalion; RCJ2 (PI&P2-- RFT2) ~ufti-Loaded Mul~Span Seam 2005 International Bugdlng Code(20g5 I 5tN x 925 IN x 1075 FT LNeLoad 319 lb 268 lb DeadLoad t41 lb 118 Ih Tolal Load 460 lb 387 lb Bearing Length 0.72 in 0,61 in BEAM DATA Ced(~f Span Length 1075 fi Unbraced Le~jlh-Top 0 R Unbracod Length-BoUom 1075 fl Live Load Duration Factor 1 f 5 Notch Deplh 0.00 Penn Lyo~ Hor~s Coq~oration 195 Ai~por~ Road 5elthsgove, PA 17870 StnJCalc Version 8.0.9g,0 4/20/2009 2:31:32 PM LOADING DIAGRAM MATERIAL PROPERTIES #2 - Spruce-Pine. Fir _B~se Values Adiuslad Bending Stress: Fb = 875 psi Fb' = 1273 psi Shear Stress: Fv = 135 psi Fy' = 155 psi Cd=/ 15 MIn Mod of Elasticity: E_mln= St0 ksl E_min'= 5t0 ksi Comp -LIOGMIn: Fc-J-= 425 psi FC.J-'= 425 psi Controllthg M=ment: 1532 fi-lb 5 27 Ft from left support of span 2 (Center Span) Creeled by combining all dead loads aad gve loads on span{s) 2 Controlftng Sheac -362 Ib At a dlsht nco d from figh{ support Of 6par~ 2 (Cenler Span) Creeled by combining all dead loads and live loads on span(s) 2 Comparisons with required secfior~s: Reo'd Provided Secllon Modulus: 15 38 in3 21 39 i~3 Area (Sheaf); 3 Momenl gl Inertia (deflection): 40 35 in4 98 93 in4 ~OADS ~ Uniform Live Load 0 pit Uniform Bead Load 10 Ifil Beam Sad Weighl 3 pti POINT LOADS - CENTER SPAN Load Numbe~ One Two Live Load 94 lb 383 lb Dead Load 20 lb 105 ~b Location 0 ft 5,23 tt TRAPEZOIDAL LOADS - CENTER SPAN Load Number Left Live Lead 20 pg Left Bead Load 0 Right Live Load 20 pit Right Dead Load 0 pft Load Slari 5 23 fi Load End tO 75 fl Load Length 5.52 fi NOTES Pmjecit 09-01 eM Localion: RFT3A (Pg= 20 PSF) Muitiq.oaded Mulli-Span Beam [2006 Intamational Building Code(2005 NDS)) 1 5 IN x 5 5 IN x 4 65 FT (4 2 + 0 5) (Actual6 6 FT) #2 - Spruce-Pirie-Fir- Dry Use Section Adequate By:. 468 0% Controlling Fac[~ Shear (~_EFLECTIONS Center ..~ Live Load 001 IN U5107 001 IN U906 Dead Load DOg in 0 00 in Total Load 0 01 iN L,3856 0 01 IN U869 Live Load De~cUon Cdt~ia: U240 To~} Load Deflation CHte~ U180 REACTIONS A El Uvebead 44 lb 208 lb DeadLoad 28 lb 115 lb Total Load 69 lb 324 in Upitff (1.$ F S) 0 lb 0 lb BEAM DATA Center Span Length 415 it 05 ~Jrlbraced Lenglh.Top 0 fl 0 Unbraced LenglJ~-Bottam 4 15 B 0 5 It Seam End Elevallm3 Diiterehce 4 71 it Live Load Duration Facflor f 15 Nolch DeJ~th 0.0It Base Values Adtustad Bending Stress; Fb = 875 psi Fb' = 1342 psi ShearStmss: Fv= 135 psi Fy'= 155 psi Cd=l 15 Modulus of ElasUc[ty: E= 1400 ksi E= 1400 Mtn Mod orEtasdc[ly: E_min= 510 ksi E min'= 510 ksi Comp -LtaGrain: FO."L= 425 psi F~-J:= 425 psi Controlling Moment: -t 06 It-lb 4 152 Ft from left suppml or span 2 (Center Sp~n) Clealed by combining all dead loads ar'~ live loads an span(s) 3 Controlling Shear: t50 lb At a distance d from right support of span 3 (Right Span) Created by combining all dead loads and live loads m~ span(s) 2. 3 Compaflsons with required secflor~s: Rea'd Provided Sec[ion Modulus: 0 94 In3 7 56 in3 Area (Shear): t 45 in2 8 25 in2 MOmenl of Inertia (deflection): 1 93 In4 20 8 In4 Momenl: -108 it-lb 846 ti-lb Sheac 150 lb 854 lb MMI ROSS Penn Lyon Homes Corporagon 195 At,pot1 Rood Selinsgrove, PA 1787{) S~ruCalo Version 8,0.gg.0 ' I I LOADING DIAGRAM 4/~0/20Dg 2:31:32 PM UNIFORM LOAD~ t)n[tormUveLoad 21 plf 23 pit Unl[orm Dead Lead 10 plf 10 Beam Seit Weight 2 Total Uniform Load 33 p[~ 33 pit pDINT LOADS - RIGHT SPAN Load Number One Location 0.5 fl NOTES Live Load 130 tb 103 lb DeadLoad t19 lb 125 lb TotalLoad 2~9 fb 308 lb Span Length 8 25 ft Unbraced Lengih-Top 0 ft Unbraced Length-Bogota 6 25 E Uve Load Duration Factor I 15 Nolch Deplh 0.00 MATERIAL PROPERTIES Sending Stress: Fb = 878 psi Fb' -- 1273 psi Cd=l 15CF=1 foCr:l 15 ShearStress: Fv= 135 psi FV= 158 psi Modulus of Eiastlctty: E = 1400 kal E' = 1400 ks~ Mia MOd of Elasticity: E_min= 510 ksl E_min'= $10 Comp J~toGrain; Fc*J-= 425 psi Fc-J-'= 425 psi 4 O FI from lef support of span 2 (Center Span) Crealad by combining ail dead loads and live loads on span(s) 2 Coati'oiling Shear: .276 lb Al a distance d from dghl support of span 2 (Cenler Span) Crealad by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: ~ Provided Secllon Mo~kdus: 5 5 in3 2t 30 in3 Area (Shear): 2 66 In2 13 80 In2 Moment of InerlJa (dellection): 7 74 in4 90 gg In4 Moment: 583 f-ih 2269 0-lb Shear. -276 lb 1436 lb Matt Ross perm Lyon Homes Corporation 195 Akpod Ro~d Selinsg~ove, PA 17870 StmCalc Vemlon 8.0.99.0 4]20/2009 2:31:32 PM _LOAOINS DIAGRAM Uniform Dead Lced t4 Seam Self Weight 3 pf Total Uniform Load 17 POINT LOADS - CENTER SPAN Load Number One Two Live Load 44 lb 208 lb Dead Load 26 lb 115 lb TRAPEZOIDAL LOADS - CENTER SPAN Load Number Left Live Load 27 pi[ Left Dead Load 0 pl~ R~hi Live Load 27 RkJhl Dead Load 0 Load Star 4 fl Load End 6 25 fl Load Lenglh 2.25 f IOTES · ro]ect~ 00-01 eM .ocalion; RF~3B (Pg= 20 PSF) Vlulli-Loaded Mul~-Span Ream 2006 International Building Code(2005 NDS)) i 5 IN x S 5 IN x 10 0 FT (7 + 3) (Actual f4 FT~ D~IONR Cenler R~ht UveLoad B08 ]NUll05 019 INL/191 Dead Load 002 In 004 in TotalLoad 010 INL/S?4 023 iNIJ158 LJ~e Load Deflecllo~l Cdferia: L/24B Total Load Dei]ec0on Criteria: 1_/180 REACTIONS A B UveLoad 74 lb rS6 lb Dead Load 41 lb 132 lb TotaiLoad 114 lb 318 lb Beafln~Leng[h 0, la in 0.50 In ~,M DATA Cartier Span Length 7 fl 3 It Unbraced Langlh-Top o fl 0 fl Unbraced Length-Roltom 7 0 3 fl Ream End Elevallon DJflelence 0 75 It Live Load D~Jration Faclor Notch Depth MATERIAL PROPERTIES Bending Stress: Fb = 875 psi Fb' = 1042 psi SheerStress: FV= t35 psi Fy'= 155 psi Cd=l 15 Min Mod of Elastici~ E_min = 510 ksi E_min'= 510 Comp J-IoGrain: Fc-J--- 425 psi FC-J-'= 425 psi Controlling Moment: -278 fl4b 7 002 Ft from lee suppod of spar~ 2 {Cenler Span) Controlgng Shear: -134 lb Al a distance d from right support of span 2 {center Span) Created by combining all dead loads and live toads on span(s) 2, 3 Seclion Modulus; 3 2 In3 7 55 In3 Ama (Shear): 1 ~ in2 8 25 In2 NOTER Perm Lyo~ Homes C~rpo~ation 105 Alrporl Road Selinegrove. PA 17870 pOINT LOADR. RIGHT ~PAN load Number One Live Load 25 lb Dead Load 12 lb Location 3 fl UNIFORM LOADS .~ RiGht Unllo~'m Uve Load 21 pti 21 plf Unllerm Dead Load 10 plf 10 pif BeamSelfWeighl 2 pll 2 pti Total Uniform Load 33 pU 33 pIf 4/20/2009 2;31:32 PM StruCale Version 8.0,99.0 LOADING DIAGRAM Pro~ect; 09~018M LoCagon: RCJ3B (PI&P2 = RFT3B) Mu]a-Loaded Muili-Span Beam 112006 Intematio~l Building Code(2005 NDS)I ~,51N x825 IN x f550 PT #2 - Spruce~PIne-Fir- Dr/Use Live Lead 251 lb 243 ]b Dead Lo.3d 187 lb 243 lb Total Load 439 lb 487 ]b Beadng Length 0.E9 in 0.76 in BEAM DATA Cenler Span Leng[h 15 56 fi Unbraced Length-Top 0 fi Unbraced Length-Bottom 15 S8 fl Live Load Duration Fanior t 15 Notch Depth 0.00 ~AT~RIAL PROPERTtES #2 - Spruce-Pine-Fir _B~se Values Adiueted Bending Stress: Fb = 875 psi Fb' = t273 psi Cd='t 15CF=1 lO Cr=l 15 Sh~arS0ess: Fv= 135 psi FV= 155 psi Cd=1 15 Medu]us of Elasfluily; E = 1400 ksi E' = 1400 ks[ Mtn Mod of Eleslicity: E_rnln= 510 ksl E mln'= 510 ksi Comp J-toGrain: Fc-~L= 425 psi F~--L'= 425 psi Co,rotting Moment~ 2180 fi-lb 8 ~7 ~=t from left support of span 2 (Center Span) Created by combining ell dead loads and live loads on span(s) 2 Controglng Shear: 411 lb At a distance d from lefi support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons wI[h required sections: Rea'd Provided Section Modulus: 20 36 in3 21 39 in3 Ama (Shear): 3 98 in2 13 88 in2 Momeot of Inertia (defienilon): 78 43 in4 88 93 In4 Moment: 2160 fi-lb 2269 fi-ih Shear: 411 lb 1436 lb Mofi Ross Penn Lyon Homes Corporation 195 Airpod Road Se~insgrove. PA 17870 SImCalo Version 8.0.99.0 4/20/2009 2:31;32 PM LOADING DIAGRAM Uniform Live Load 0 p8 Unlform Dead Load 14 pit Beam Sad Weighl 3 pit pOINT LOADS - CENTER SPAN Load Number One Two Live Load 186 lb 74 lb Dead Load 132 lb 41 lb Location B.Bg ~t 15.5B fi Load Number ~ Led Live Load 27 p~r Led Dead Load 0 pti Right Live Load 27 pti NOTES >reject: 08-018M ,.o=ati0n; RFT4 (Pg = 20 PSF) vlul[I-Loaded Mut0-Span Seam 2085 Inlema§onal Building Cnda(2005 NDS)] 2) 1 5 IN x 5 5 IN x 8 7 FT (7 -~ 2.7) (Actual 13 g FT) #2- Spruce*Pine-Fir ~ D~ Use Section Adequ~e By: 20 3% Controlling Factor, Detlecgon DEFLECTIONS Center RIoht LiveLoad -008 IN U1081 032 INIJ101 Dead Load -00t in 0 05 in Total Load -0 0g IN U1020 0 37 IN U87 Live Load Deflection Cfitada: U240 Total Load Defleclion Criteria; L/lBO LIve Load 37 lb 525 lb Dead Load 28 lb 151 lb Ttaal Load 65 tb 776 lb BearlngLength 0.08 in 0.61 in BEAM DATA Center ~i_~j~ SpanLength 7 ft 27 it Unb~acedLenglh-Top 0 fi 8 It Unbraced Length-Bottam 7 fi 2 7 ft Seam End Elevelion Dlfierence to fi Live Load Du=ation Factar 1 15 Notch Deplh MATERIAL PROPERTIES #2 - Spruce-Pine-Rr Sase Values Adjusted BendlngSIress: Fb= 875 psi Fb'= 1469 psi Cd=l 15 C1=~88 CF=I 30 Cml 15 ShearSIress: Fy= 135 psi Fy'= 158 psi Cd=l 15 Mndu~us Of EleSlici~. E = 1400 ksi E' = 1400 kst ~0 Mod of Etastici~ E_mln= 510 ksi E rain'= 510 Comp £ioGrain: Fc-J-= 425 psi F~-£'= 425 psi Controlling Moment: -964 fi-lb 6 897 Ft trom left support o[ span 2 (Center Span) Creeled by combining all dead loads and live loads o0 span(s) 2. 3 Conb'olltag Shear:, 291 lb At a distance d [mm lefi support or span 3 (Right Span) Created by combining a~l dead loads and live loads on span(s) 2, 3 ~Mett R~SS Penn Lyon Homes Corporalion 195 Alrpo~ Read Selinsg~ove. PA 17870 Sb'lJCalc Vetslor~ 8,0.99.0 4/20/2{)08 2:31:32 PM 70 ~OINT LOADS - RIGHT ~PAN I Load Number Uve Load 240 lb Deed Load 39 lb LOcation 2.7 fi :Project: 09-01 BM Location: RCJ4A SCAB Multi-Loadad Multi-Span Beam [2006 Intemaitonal Building Code(2a05 NDS)] 1 5IN x725 tN x'i2 5 FT #2 - Spruce. Pine. Fir. D~ Use Seclton Adequate B~ 58 8% Contro[ling Factor: Moment DEFLECTIONS Cartier Live Load P 22 IN I./897 Dead Load 0 07 in Total Load 0 20 IN L/528 Live Load Defle~on Cdteda: L/30D Tolal Load Deflection Crlferla: L/240 ~EACTIONS A B LIveLoad 102 lb 1(]2 lb Dead Load 37 lb 37 lb Total Load 139 lb 139 [b Bearing Length 0.22 in 0.22 in MATERIAL PROPERTIES #2 · Spruce-Pine-Fir 6 25 Ft from left support of span 2 (Center Span) Croaled by combining all dead loads arid live lOads on span(s) 2 NOTES Setlnsgrove, PA 17870 StruCalc Verslan 8.0,9g.0 4/20/200g 2:31:32 PM UNIFORM LOADS ~ Uniform Live Load 0 plf Uniform Dead Load o plf Beam Self Weight 2 pi! Total Uniform Load 2 pll POINT LOA~ Load Number Live Load 204 lb Dead Load 50 lb Location 6,25 It Location: RCJ4A (Pt&P2 = RFT4) Multi-Loaded Multi-Span Beam [2006 tatarnafior~a~ Buildi~j Code[20O5 NDS)] 1 5IN x9251Nx 135BFT Live Load 0 34 IN L/475 Dead Load 0 12 in ToIal Load O 46 IN L,/355 Live Load Der~eciton Cdtada; L/360 Total Load Defiesiton Criteria: L/240 ~ A B Uve Load 376 lb 410 lb DeadLoad 164 lb 149 lb Tolal Load 540 lb 567 lb Span Lenglh 13 58 It Unbraced Length-Top 0 fi Unbraced Length-Bottom 13 58 fi Live Load Duration Facta~ f 15 Nolch Depth O.oo MATERIAL PROPERTIES #2 - Spruce-Plne-Rr Base Values Adiusted Bending Slmss: Fb = 875 psi Fb' = 1273 psi ShearSEess: Fy= 135 psi Fy'= 155 psi Cd=l 15 Modulus of Efasiicit~ E = 1400 kal E = 1400 Mia Mod of Elasitcily: E_min = 510 ksi E_mth'= 510 Comp J-thGraim Fc-J-"- 425 psi FC-J-'= 425 psi Controlling Moment: 2245 fi-lb 7 OB Ft fram lati support of span 2 (Center Span) Cmalad by combining all dead loads and live loads on span(s) 2 Controlling Shear: -513 lb Al a distance d trom right suppsd 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 Secltan Modulus; 21 16 ta3 21 39 las Area (Shear): 4 95 In2 13 86 in2 Mamenf of Ine~a (del~ec[Ion): 74 91 in4 g$ 03 in4 Moment 2245 fi-lb 2269 fi-lb Shear: -513 lb 1436 lb WMatt ROSS Penn Lyon Homes Co,porn{ion 105 Airp0R Road Selinsgrove, PA 17870 StmOalc Version 8.0,99,0 4/2012009 2:31 ;33 PM Uniform Live Load 0 plf Uniform Dead Load 4 pti Beam Self Weight 3 plf pOINT LOADS - CENTER SPAN Load Number D.~ Two Three Live Load 37 lb 422 lb 102 lb 102 lb Dead Load 28 lb 102 lb 37 lb 37 lb LocalIon 0 It 7 fi 0.5 ft 13 TRAPEZOIDAL LOADS - CENTER SPAN Load Number One LOIt Uve LOsd 20 pit Left Dead Load 3 plf Righl Live Load 20 plf Righ! Dead Load 3 plf Load Stad 7 fl Load End 13 58 ft Load Length 6.58 ft RCJ4A SCAB DESIGNED TO TRANSFER LOAD FROM KNEE-WALL TO ENDS OF RCJ4A LOAOB DERIVED FROM %El CONCENTRATED LOADS P3-P4 ARE SCAB REACTIONS IProjec/: 09~018M Loc.~lion: RCJ4B SCAB IMUlg-LOeded Mulg-Spaf~ Beam (2008 Interf3atJonal Bu~ling Code(2005 NDS)] 1 5IN x 625JN x 13335T IGang Lam.2950 Fb-2 0E - Louisiana Pacific Section Adequate By: 100 2% Conlmging Facto~ Deflecgon DEFLECTIONS Center Live Load 0 16 IN L./1009 Dead Load 0 05 in Totat Load 0 21 IN [J758 Live Load Deflecgon Criteha: U380 To~al Load Deflection Criteria: L/240 R'E~e~CTION S A LiveLoad 154 lb 104 lb Dead Load 7'1 lb 72 lb Total Load 255 Beadng Length 0.23 in 0,23 in ~[EAM DATA Cenle~ Span Length 13 33 ft Unbraced Length-Top 0 Unbraced Length-So8om 13 33 ft Uve Load Duration Faclor I 15 Notch Depth MATERIAL PROPERTIES Gang Lam-2§50 Fb-2 0E - Louisiana Pacific ~ase Values Adlusted Sending Stress; Fb = 2950 psi Fb' = 3492 psi Cd= 1 15 CF=f 03 Shear Stress: FY = 290 psi Fy' = 334 psi Cd='/15 Modulus of Elasl]cliy: E ~. 2000 hsl E' ~ 2000 k$t Comp -LtoG~ain: FC-J*= 750 psi FC.J-'= 750 pal Contyolllng Moment; 16t2 fi-lb 6 65 FI from le[t suppatt ot span 2 (Cenier Span) Crealed by co~bthing all dead loads and live loads on span(s) 2 Conlrolling Shear: *253 lb At a distance d ~'Dm right support of span 2 (Center Span) Created by combining all dead loads a~d live loads on span(s) 2 Comparisons with required sections: ~ Provided sargon ~3dutus; 5 54 in3 21 39 Area (Shear): 1 14 in2 13 68 In2 Moment of Inertia (deflection): 35 31 iP~4 96 93 in4 Moment: 1612 fi-lb 6225 fi-lb Shaa~ -253 lb 3085 lb NOTES ;Matt RO~S per.'1 Ly[3n Homes Corporation 165 Nrpml Road Selinsgmve, PA 17870 , 4/2012060 2;31;33 PM UnP'orm Live Load 0 Uniform Dead Load o Beam Self Weight 4 plf Total Uniform LO~d 4 POINT LOAO~ - CENTER SPAN Load Number One Uve Load 360 lb Dead Load 89 lb Loca{ion 6.67 0 St~Calc Version 0.0.99.0 LOADING DIAGRAM project: 00-018M Location: RCJ4B (PI&Pg = RFT4) Multi-Loaded Mugi-Sodn Beam [2000 Inlemationel Building Code(2005 NDS)] 151Nxg25tNx1533 FT #2 - Sprdce-Pthe-Fir - D~y Use Section Adequate By:. 12 0% 3ontrolling Faclm': Moment DEFLECTIONS Cenler Live Load 0 41 IN L/449 Dead Load 016 in Tolal Load 0 57 IN U324 Live Load Dallenilon Criledm IJ360 Total Load Del~sclion Cdteda: L/240 REACTIONS ~ S LiveLood 422 lb 411 lb Dead Load 16g lb 102 lb Total Load 5go lb 603 lb Bearing Length 0.93 in 0.95 in MATJ~RIAL PROPERTIES Ba~e Values Adjusted Seodlng 81mss: Fb-- 875 ps~ Fb'-- 1273 psi Cd=l 15 Modulus of Elasticity: E= 1400 ksi E'= 1400 Comp J-IoGraln: P~-J--- 425 psi Fc-J-'= 425 psi ContrOlling Moment: 2025 fi-lb 8 43 Ft from left support o[ span 2 (Center Sodn) Creeled by combining all deed loads and live loads on span(s) 2 Controlling Shear:. 568 lb Al a distance d fiom te~t Suppor[ ol span 2 (Cartier Span) C~'eaied by combining all dead loads and live loads on span(s) 2 CompadsOdS with ~equired sections: Reo'd Provided Section Modulus: t9 09 in3 21 39 in3 Area (Shear); 5 49 th2 t 3 88 in2 Momeat ol'lnertla (de~le~lion): 79 32 in4 05 03 Moment: 2025 fi-lb 2269 J~-Jb Shea~ 568 lb 1436 lb jMatl Ross Penn Lyon Hor~es Corp~allon 195 Airport Road SelJnsgmve, PA 17870 SthJCalc Version 8.0,99.0 412012009 Z31:33 PM LOADING DIAGRAM UNIFORM LOADS Center Uniform Live Load 0 Uniform Dead Load 4 pit Beam SefiWeight 3 Tolal Uniform Load 7 pi[ pQINT LOADS - CENTER SPAN NOTES RCJ4B SCAB DESIGNED TO TRANSFER LOAD FROM KNEE-WALL TO ENDS OF RCJ4E LOADS DERIVED FROM %EI CONCENTRATEDLOADBP3-P4ARE SCAB REACTIONS 'rojecl; 09-018M .oca6on: RFT5 (Pg = 20 PSF) vlulii-Loaded Mgl/J-Spar~ Beam 2006 InternatiOnal Building Code(2006 NDS)] I 5 IN x 5 8 IN x 9 7 FT (7 + 2 7} (Actual 13 g FT) 12 - Spruce-Pine-Fir - Dry Use Section Adequale By:. 22 1% Span Length 7 fl Unbraced Lenglh-Top 0 fl Unbraced Lenglh-Sotlom 7 fl Beam End Elevation Difference Eve Load Duradon Factor Nolch Del)lb Live Load ~011 INtJ780 029 IN[J110 Dead Load -002 in 013 in Total Load -0 12 IN L/681 042 INLq6 Live Load De~ection Cdtada: U2d0 Total Load Defter, lion C~eda: L/180 Uve Load 56 lb 221 lb Dead Load 30 lb 182 lb Total Load 88 lb 403 lb 0.00 MMatt Ross Penn Lyon Homes Coq~orafion I g5 Airport Road Befinsgmve, PA 17870 Sfl'uCalc Version18.o.99.0 4/20/20092:31:33 PM ~GRAM MATERIAL PROPERTIES #2 - SprUce-Pine-Fir Sase Values Adiusled Bending Stress: Fb = 875 psi Fb' = 1Q20 psi Cd=l 15CI=O~88CF=t 30 Cr=f 15 Shear Siress: Fv- 135 psi Fy'= 186 psi Cd--/15 Modulus of Elastic~ly: E = t400 ksi E' ~. 1400 ksl Mtn Mod Of Etasflclty: E_min= 510 ksi E_min'= 5t0 ksi Comp J-toGmln: FC--L= 425 psi Fc--L'= 425 psi Contro61ng Moment~ -478 fi-lb 6 997 FI from left support of span 2 (Center Span) Cmalefl by combining all dead loads and live toads on span(s) 3 Controlling Shear; 147 lb At a dislance d from left support of span 3 (Right Span) Crealed by combining all dead loads and live loads on span(s) 2. 3 Comparisons wi~ required sections; Reo'd Provided Secltar~ M~Ulus: 5 62 in3 7 56 In3 Ama (Shear): 1 42 In2 8 25 in2 Momenl of Inedla (dellecilon): 17 04 In4 20 a in4 Momenl: -478 It-lb 643 ft-~b Shear' 147 lb 854 ~b 70 UNIFORM LOADS ~enler Uniform Live Load 16 pff 16 Ungorm Dead Load 10 pg 10 p~f BeamSelfWelghl 2 plf 2 plf Total Uniform Load 26 plf 26 pff pOiNT LOADS - RIGHT SPA'N Load Number One Live Load 82 lb Dead Load 51 lb Localion 2.7 It NOTES Projecl: 09-018M Location: RCJBA (PI&P2 = RFTB) Multi-Loaded MuBI,Span Beam t2006 Inlema§onal Building Code(2~05 NOS)} 1 BIN x9251Nx $356 FT #2 - Spruce-Pine-Fir- Dry Use Section Adequate By; 11 3% Controlllbg Fac'tot; Mordent DEFLECTIONS Cenier Live Load B 21 IN L~759 Deed Load 0 21 in Total Load 6 42 IN U354 Tolal Load De6ecllon Cfiteda: [J240 Live Load 206 lb 249 lb Dead Load 230 lb 206 lb Total Load 437 lb 455 lb SearlngLenglb 0,60 in 0.71 in Unbraced Length-Top 0 Unbraced Length. B~tom 13.56 MATERIAL PROPERTIES Controlling Moment: 2036 7 06 Fl from left supped of span 2 (Center Span) Cmaled by combining all dead loads and live loads on span(s) 2 controBing Shear: -425 lb At a distance d tram fight supped o1 span 2 (Cenlbr Span) Created by combining atl dead loads and rive loads on span(s) 2 Compaflsons with required sections: Re~'d Provided Section Modulus; 19 22 lb3 21 30 in3 Area (Shear): 4 11 lb2 13 03 in2 Moment of Inedia (deSecllbn): 61 82 lb4 08 93 In4 Moment: 2038 A.lb 2260 Shear: -426 lb 1438 lb NOTES lMatt Ross Penn [yon Homes Corporaiiofl 165 AirpaR Road Selinsgmve, PA 17676 ruCalc Vemlbn 8,0,09,0 412012009 2:31:33 PM _UN!F~RM LOADS Cartier Unilbtm Uve Load 0 Unil'ofm Dead Load 14 p6 Beam Se~f Weight 3 plf Total Uniform Load 17 POINT LOADS - CENTER SPAN Load Number J~ Tw~ Live Load 56 lb 22t lb Dead Load 30 lb 162 lb L~cation 0 tt 7 tt TRAPI~'ZOIDAL LOADS - CENTER SPAN Load Number One Left Live Load 27 pIf LeE Dead Load 0 pit Right Live Load 27 ptt Right Dead Load 0 plf Load Stad 7 fl Load End 13 53 It Load Length 6.56 It .ocatiOd: RCJ$B (PI&P2 = RFT5} 2008 Intemalional Building Code(20D5 NDS)] I 5IN x g 251Nx 18 5fi FT Seallo~ Adequate By: 0 3% DEFLECTIONS CpqI~,r Live Load 0 37 IN U5{)8 Dead Load 0 28 In Total Load 0 63 IN L/298 Live Load Deflection Cdleria: IJ360 Tctal Load Defle¢lion C~iter la; U240 REACTIONS A Lbo Load 267 lb 246 lb D$adLoad 158 lb tgs lb Total Load 423 lb Searing Length 0.66 in 0,70 in Span Lenglh 1558 fl Unbraced Length-Top 0 It Unbraced Length-Bottom 15 88 ft MATERIAL PROPERTIES #2 - Spruce-Pine*Fir Base Values Adlusled Bend]ngStress: Fb= 575 psi Fb'= 1273 psi Shear Slress: Fy= 135 psi F'~= 158 psi Moriulus of Elaallclty: E = 1400 kal E' = 1400 ksJ Mn MoO ol'Elaslicity; E_min-- 510 kal E min'-- 510 ksl Comp J-IoGraln: FC-J-= 425 psi F~-J-'= 425 psi Controlling Moment:. 2263 fi-lb 8 72 Ft from left sudpoft o1 span 2 (Center Span) Cre~tad by combining all dead loads and INa 1Bads on span(s) 2 Controlling Shear: 400 lb At 6 distance d from left suppor~ of span 2 (Centa~' Span} Created by combining all deed loads and live loads on span(s) 2 Comparisons with required secgons: Reo'd Pmvrdad Section MOOaluS: 21 33 in3 21 39 in3 Ama (Shear): 3 88 in2 13 88 in2 Iv'~meot of inedia (deflection): Momenb 2263 fl-lb 22fi9 fi-lb Shea~ 400 lb 1436 lb NOTES Malt Ross Penn Lyon Homes Corporation ~1 g5 Airport Road Selinsgreve, PA 17870 SbuCalc Version 8.0.99.0 4/201200~ 2:31;33 PM LOADING DIAGRAM UNIFORM LOADS Unfiorm Live Load 0 Ungorm Dead Load 5 plf Beam Beif Weight 3 Total Uniform Load 8 POINT LOADS - CENTER SPAN LO~d Number One Two Live Load 221 lb 58 lb Dead Load 182 lb 30 lb Location ,8,83 fl 15.58 fl TRAPEZOIDAL LOADS. CENTER skkN Load Number One Leg Live Load 27 pi1 Left Dead Load 3 pl~' Right Live Load 27 pfi' Right Dead Load 3 plf Load Start 0 fl Load End 8 83 ft Load Length B,83 fl ~roject: 09-018M ~ocalion: RCS1 (W = RCJgNS} ~Autti-Loeded Multi-Span Seam 2~06 International Building CedeI2gg5 NDS)] I 51Nxg251Nx6 5 FT ~2 - Spn~ce-Pine-FIr - Dp/Use ~ection Adequate By: 16 2% Unbraced Length-Ted g ft Unbraced Length-Bo:lorn 6 5 ft Lk, e Load Durallon FaCtOr t 15 Notch Deplh 0.00 #2 - Spruce-Pine-Fir Bending Stm$$~ Fb = 875 psi F~' = 1167 psi Cd=/ 15CF~I 10 ShearS:sass: Fy= ~35 psi Pr'= 155 psi Controlling Moment: 1698 Shea~ 3 25 Ft from left support ot span 2 (Center Span) Created by combining all dead loads and live Ioad~ on span(s) 2 Controlling Shear: -815 lb Created by combining all deed loads and live loads on span(s) 2 Comparisons with required secUons; Reo'd Provided Section MOdulus: 16 41 In3 21 39 tn3 Area (Sheer): 7 88 In2 13 88 In2 ,~)menl of Inedia (deoecgon): 29 39 In4 ge 93 1698 fi. lb 1973 fi-lb MaItROSS Penn Lyon Homes Corporation 195 Airport R0ad ~Selinsg~ove. PA 17870 InJCal= Version g.0. gg,0 4/'20/2009 2:31:93 PM LOADING DIAGRAM $6ft UNIFORM LOADS Center Unllorm Live Load 2el pll Uniform Dead Load 118 plr Beam Self Weight 3 pll ~ 322 plf Project: 06.516M Location: HDRt (W = RCJSS) Multi-Loaded Multi-Span Beam [2006 ~ntcmatioeal Building Code(2005 NDS)] (3) 1.5 IN x 725 IN x6 67 FT #2 - Spruce-Pine-Fir - Dry Use 195 AJrporl Road ~ Sellnsgrove, PA 17870 412012059 2:31:33 PM CAUTIONS · Lamlnalions are Ia be fully conneclad to provide uniform transler of loads to all members REACTIONS A B UveLoad 1432 tc 1432 lb Total Load 2548 lb 2548 lb Bearing Length 1.33 in 1.33 in BEAM DATA Cenler Span Length 5 67 [t Unbraced Length-Top 0 fL Unbraced Length-Bottom 5 67 fL Live Load Duraltcn Facto~ 1 15 Notch Depth 0.00 MATERtAL PROPERTIE~ ;q2 - Spruce-Pine-Fir Base Val~ AdjustEd fending Stress: Fb -~ 875 psi Fb' -' 1389 pal Cd=l 15 Cfi=1 20 Cml 15 ShearStress; Fy= 135 psi Fy'= 155 psi Cd=l 15 Modulus ol Elasticity: E = ~400 ksi E = 1400 Mir, Mod of Elaslic~ty: E mina 610 ksi E_miff= 510 ksi Ct)rap J-IoGratc: F~-J-= 485 psi Fc-J-'= 425 psi Controlling Moment: 36t2 it-lb 2 84 FI from left suppod o~ span 2 (Center Span) Created by combining all dead loads and live loads on sp~n(s) 2 Controlling Shear: -2039 lb Al a dislance d from right suppod of span 2 (Center Span} Created by combining ali dead tcads and live loads on span(s) 2 Area (Shear): 19 7 in2 32 63 In2 LOADING DIAGRAM UNIFORM LOADS Cenler Unitcrm Live Load 505 plf UnSonn Dead Lo~d 385 plf Beam SetfWeight 6 plf Toial Unilorm Load 680 plf NOTES ',3)151N×7251Nxe3FT BMafi Ross Penn Lyon Homes Corporago~ lgSAirpadRoad Sellnsgrove, pA 17870 4/2DI2009 2:31!3,3 PM Live Load 0 02 IN U6430 Dead Load 0 15 In Total Load O t7 IN [./608 REACTIONS ~ B DeadLoad 1100 lb 1100 lb TotalLoad t215 lb 1215 lb Beading Length 0.64 in o.e4 in BEAM DATA Career Span Length 0 5 fi Unbraced Length.Top 0 it Unbraced Lengfh-Bottom 8 5 fl Live Load Duration Factor I OD Notch Oeplh o.oo LOADING DIAGRAM MATERIAL PROPERTIES #2 - Spruce-Pine-Fir Base Values Adiusled Bending Stress; Fb = 875 psi Fb' = 1067 psi Cd=O gO CF= I 20 Cml 15 Shear Stress: Fy= 135 psi Fy'= 122 psi Cd=O. 90 Modulus of Elasgcit~: E= 1400 Asl E'= 1400 Mtn Mod of El~sticib/: E_min= 510 ksl E..min'= 510 Comp J-toGrain: Fc-J-= 425 psi Fc--L'= 425 psi Controlling Moment: 2339 fi-lb 4 25 FI from left supper[ of span 2 (Center Span) Created by dead loads only on all span(s) Controlling Shear: 946 lb Al a distance d from left support of span 2 (Center Span) Crealod by daad loads only on all span(s) ~ Cenler Uniform Live Load 27 plf Uniform Dead Load 253 plf Seam Setf Weight 6 plf TolalUnitormLoad 236 plf Localion: HDR3 ON = FLFUCLG LOAD) (3} t SIN xg251Nx2 93 FT 195 Airport Road SlruCalc Version $ 0 99 0 4/20/2009 2;31:33 PM DEFLECTIONS Cartier Live Load 0 0g fN IJMAX Dead Load 0 0g in Total Load 0 g0 IN L/9124 Live Load De§action Crit~ia; L/36D TotaJ Load Dellecllon Crile~la: L/240 REACTIONS A ,~. Live Load 673 lb 793 lb Dead Load 654 ~b 1761 lb TolalLoad 1327 lb 2554 lb Eearing Length 0,59 In 1.34 in SpanLengLh 2 83 It Unbraced Length-Top 0 ft Unbraced Length-Boflom 2 83 ff LNe Load DuraUon Factor 1 OD Notch De,Ih O.O0 MATERIAL PROPERTIES #2 - Spruce-Pine-Fir Betiding Slress; Modulus of Elasticity; MIn Mod of El~sticlty: Comp J- to Grain: Controlling Moment: 1047 fl-lb I 58 Ft from left support gl' span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear:. -930 lb At a dfstance d fram right support of span 2 (Center Span) Creatad by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reed Provided Ssc[Ion Modulus; 1 t 35 in3 64 17 in3 Ama (Shear): 10 33 in2 41 63 in2 Moment of Inertia (deflecgon): 7 81 in4 296 79 In4 Momenb 1047 fi-lb 5919 fl-lb Shear;, -930 Lb 3746 lb LOADING DIAGRAM UNIFORM LOADS Center Uniform Uve Load e pfl UnBorm Dead Load 0 pit Beam SeflWelght 0 pff Total Ungorm Load POINT LOADS - CENTER SPAN Load Number One Live Load f87 lb Dead Load 1419 lb Location 2,$8 fl TRAPEZOIDA LOADS -CENTER SPAN Load Number ~ Two Left Live Load 465 plf 316 pff Loft Dead Load 368 plf 113 Right Lk'e Load 465 pff 316 Right Dead Load 368 plf 113 plf NOTES =roject: 09-018M .ocafion: CLBI (W= RCJ4/RCJa) ~AultI-Loaded Multi-Span tieam 2008 International Building Code(2005 NDS)] 1 0 tN Steet FIIIch Plate(s) x 1 5 IN x 11 25 IN x 35 25 FT gang Larm2g50 F~-2 0E · Louisiana Pac~ltc .~eclinn Adequale By: 53 4% ~'ontmlling Factor. Moment OE~LEC tONS Center Live Load 0 14 ~N LJ1266 Dead Load 0 15 in Tolal Load 030 IN L/614 Live Load Da~eclinn Crtterta: 12360 Total Load D~ection C~teda; [J240 ~ & B LiveLoad 3392 lb 3385 lb DeadLoad 3371 lb 3089 [b Total Load 6763 lb 6475 lb Beadng Length 5,0~ in 5.78 in MATERIAL PROPERTIES Gang Lam-2950 Fb-2 0E - Louisiana Pachic Bas~ Values Adiusled Bending Stress: Fb = 2950 psi Fb' = 3393 psi Cd=t 15 Modulus of Elasticity: E = 2000 ksi E* -- 2000 ksi Comp -[-inGrain: FC--L= 750 psi Fc-J-'-- 750 psi Controlling Moment: 27316 fl-~ 8 08 Ft tram left suppod of span 2 (Center Span) Controlling Shear: 5763 lb Cradled by combining all dead loads and live loads on span(s) 2 SecUo~ Modulas: 220 04 in3 337 5 In3 Area (Shear): 30 42 in2 180 In2 Momentoflnedia(deflection}: 741 54 Ir~4 189844 ir~4 Mordent: 27316 fi-lb 95414 fi-lb Sheaf 6763 lb 40020 lb Flitch Design Raqutmments Modular Ratio (E-slgE-wood] Fb-stl-lirn ~ 1490 PSI (d/w.piale) -- 1125 BMaB Ross Penn Lyo~ Homes Corporation 195 Airpod Road Selinsgrove, PA 17870 SlruCalc Version 8.0.99,0 4/20/2009 2;31:33 PM I.INIFOR M LOADS Cartier Unliorm Live Load 0 plf Uniform Deaft Load D Beam Self Weight 43 plf Total U,~ifonm Load 43 pOINT LOADS - CENTER SPAN Load Number ~ Live Load 187 lb Dead Load 1416 lb Location fi.67 ft TRAPEZOIDAL LOADS - CENTER SPAN LOad Nur~ber Once Two Left Live Load 439 plf 422 pg Left Dead Load 358 plf 169 pft Right Uve Load 438 pit 422 plf Rlghl Dead Load 358 pl~ 169 pJf Load Start 0 fl 967 I[ Load End 9 67 fl 15 25 fl Load Length 9.67 ti 5.58 fi location: TRS1 (VV = RCJ2) Mulli,Loaded MulE-Span Ream (2) 1 51Nx 11 251Nx 120 FT Matt Ross Penn Lyon Homes Corpora~on 195 ^i~oM Road Se9nsgmve, PA 17370 CAUT~N~ · Laminations am ~o ba fully c, onne¢[ed to provide unlinrm t~ansfer of loads to all membem Live Load o 35 IN u410 Dead Load o 16 In Tolal Lead 0 51 IN L/281 Live Load De~ecgon Cdleda; L/ES0 Total Load Deflesiion Cdteda; [J240 REACTIONS ~ J~ LiveLoad 3218 lb 3215 lb Dead Load t475 lb 1475 lb TetalLoad 4091 lb 450~ 19 BeadngLeng~l 2.08 in 2.08 in REAM DATA Cebler Span Lenglh 12 ~t Unbraced Lenglh-Top 0 fl Unbraced Length-Bottom 12 fi Live Load Dura~on Faclor 1 15 Noinfi Depth 0,00 MATERIAL PROPERTIES Gang Lam-2gso Ftc20E - Louisiana Pacific Base Values Adinsted Ber~dlngStress: Fb= 2950 psi Fb'= 3417 psi Cd=l 13 CF=I Ot Shear Stress: Fv = 290 psi FV -' 334 psi Cd=l '15 Modulus of Efaslidty; E = 2000 ksl E' = 2000 ksi Comp J, toGraln: Fc--L= 750 psi FC-J-'= 700 psi Cont~ofltng Momen~ 14073 fi-lb 5 0 Ft Imm left suppod ol span 2 (Center Span) Created by combining ~11 dead loads and live loads on span(s) 2 Controlling Shear:. .-4034 lb Al a d~slance d from right supparl o[ span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reo*d Pr~Evided Sec~on Modulus: 49 42 in3 63 25 in3 Area (Rhea0: 15 15 in2 33 75 in2 Moman[ of Inertia (de~ec9on): 312 55 in4 355 98 in4 Moment: 14073 fi-lb 18919 fi-lb Shear: -4034 lb 7504 lb UNIFORM LOADS Cenler Unl~rm Live L~ad 536 plf Uniform Dead Lo,~l 236 pi1 Beam Bet[Weight 10 pi[ Total Unilorm Load 782 pit =I.D.[ton: HDR4 (PI=TRB1 Mul[t-Loaded Mu[ti. Span Beam [2006 Interna[tona{ B~ding Code(2005 NDS)] (2) t 51Nx9251Nx284 FT #2 - Spruce-Pine-Fir - D~ Use Penn Lyon Homes Corporation t g5 AirporL Road Selinsgmve, PA 17B70 Sb'uCalc Va~s[on 8 0 99 0 4/20/200g 2:31:3,1 PM CAUTIONS · Lamtn~{Io~s are Io be 1ully connected [o provide uniform transfer ol loads to all members I LOADING DIAGRAM DEFLECTIONS Cenle~ Live Load 0 01 tN L/3566 Dead Load 0 00 ir~ Tolal Load 6 01 IN U2302 Live Load Deflection Critada: L/360 Total Load Deflection Crlleda: 12240 REACTIONS A LiveLoad 1606 lb 1608 lb Dead Load 830 lb 836 Total Load 2430 lb 2438 BEAM DATA Center SpanLength 284 I~ Unbraced Length-Top 0 fi Unbraced Lenglh-Bctlom 2 64 f[ Live Load Duration Factor I 16 Notch Deplh 0.00 MATERIAL PROPERTIES #2 - Spruce-Pine-Fir Sase values Adiuslad Cd=l 15CF=1 10 ShearStcess: Fv= 135 ps1 FV= 155 psi Cd=1 t5 Comp -LIoGratn: Fc-J-= 425 psi FC-J-'= 425 psi Z~4 ft. A POINT LOADS - CENTER SPAN Load Number One Live Load 3216 lb Dead Load 1475 lb Localtan 1.42 It NOTES DEFLECTIONS Live Load 0 28 IN [7429 Dead Load 0 12 in Total Load 0 37 IN Lf295 Live Load Del}eclion Criteria: L/390 Total Load Deilectlon Criteria: U240 REACTIONS A B Live Load 1463 lb 1463 lb Dead Load 665 lb 665 lb TotalLoad 2128 lb 2128 lb BeadngLength 1.§g in 1.69 in ~ Cenler Span Length 9 17 It Ur, braced Length-Top 0 fl Unbraced Length-Bo0om 9 17 It Live Load Duration FaCtor I 15 Notch Deplh 0.00 MATERIAL PROPERTIES Gang Lam-2950 Fb-2 0E - Louisiana pacific [~ase Values Adlusled Berling $~ress: Fb = 2950 psi Fb' = 3492 psi Cd=l 15 CFa1 03 Shear Stress: Fv = 290 psi Fy' = 334 psi Cd=l 15 Modulus oi Elasllcit~ E = 2000 ksi E' = 2000 ksi Comp .LIoGratn: Fc-J-= 750 psi FC--L'= 750 psi Controlling Moment: 4878 It-lb 4 50 Ft 1rom left supper[ ol span 2 (Center Span) Creeled by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1797 lb At a distance d from ielt suppoll of span 2 (Center Sp~n) Created by combining all dead toads and live loads on span(s) 2 Comparisons with required sections: Reo"d Provided Section Modulus; 1676 In3 2139 in3 Area (Shear): 8 04 in2 13 89 In2 Moment of Inedia (defledion): 63 tn4 98 93 In4 Momsl~t; 4878 ftJb 6225 It-tb Shear; 1767 lb 3085 lb NOTES Vlelt Ross ~enn Lyon Homes Corporagon t95 Airport Road ~el~sgtove, PA 17870 SauCaIc Vemion 8.0.99.0 ~=OADING DIAGRAM 4/2e/2009 2:31:34 PM Center 319 pl1 Uniform Dead Load 141 plf Beam Sell Weigh[ 4 pM Total Unl[erm Load 464 Project: 09-0J8 Description; MAIN HOUSE Name: MWR Date: 4/2012009 .oadln~ ConcflUon~ Project: 09-018 Description: MAIN HOUSE Name: MWR Date: 412012089 Mate Well Self Lead 20 psf Roof Dead Load 17 psf Floor and CeiJfng System 20 psf Floor Only 10 psf ground story live lead 40 pst' >1st story live load 30 pst. Live LD (pll~ Dead LD (plf)l Total LD (pin 741 557 I 1298 End WalJ Loadi g re kd ":.:',~," Live LD (plf) Dead LD (pII)~ Total LD (ptt~ 72 280 I 352 TribUtary o~6~ances :~ ::: : :1 Mo~ A p Mod B I Col~ I ::conc LC :i:l :::Goec DL: I ::*ruve'LO .I ueaa hO I To~! L~ ~terrrlbu~is~ncesBetaw 7.9' 6,g' Trlbuta~ Distance A = 2 8 lbs, Tributa~ blstance B = O, ........ Project: 09-018 Description: GARAGE Name: MWR Date: 4/2012009 Loading Cond!Uons ~' Tress Loading ~1 Single R.xn ~ t et Floor Wall Loading ~ FUR Wall : "ii"i:.:~ ':; C' 2nd Floor (2 $1or/) 8' Ceiling (~PENN® LYON HOMES CORPORATION SHEET NO ~ OF CALCULATED DY /V~,-~C, ~b~.~5 DATE CHECKED BY DATE {~PENN® LYON HOMES CORPORATION SHEET NO ~:[ OF CALCULATED BY J'q,t~ it;~055 DATE 5 - ~ -0~ CHECKED BY DATE ~PENN~ LYON HOMES CORPORATION LYON HOMES CORPORATION SHEET NO [~ OF CALCULATED BY ~,~ ~:~055 DATE CHECKED BY DATE ~PENN' LYON HOMES CORPORATION SHEET NO ~ OF CALCULATED BY ./v~ ~.., ~ ~'~C,5~ DATE CHECKED 0Y DATE F.~,PENN® .,os o~o~ SHEET NO ~ OF ~____~ LYON CALCULATED BY ,/'~. ~ ~,k ~l~ DATE ~ED BY DA~ HOMES CORPO~TION (~PENN~ LYON HOMES CORPORATION SHEET NO ~'~ OF CALCULATED BY ~. ~f~ ~r~ DATE CHECKED BY DATE ~PENN* LYON HOMES coRPoRATION {~PENN® LYON HOMES CORPORATION JOe SHEET NO CALCULATED BY CHECKED ~Y DESCRIPTION OF DATE ~PENN® LYON HOMES CORPORATION ~oE 0 c~ _ 0 ~ ~ SHEET NO '[ ~, OF CALCULATED BY /~tx. r... ~ '}~ 65;,5 DATE (~PENN® I.,YON HOM'I~$ CORPORATION JO~ 0°1 ~ 0 SHEET NO ~\ OF CALCULATED BY /~/~ r.4."~ ~ DATE CHECKED BY DATE l.i 1 I ! I ~PENN® LYON HOMES CORPORATION JOB CALCULATED BY I i ~PENN® LYON HOMES CORPORATION il¸ JOS SHEET NO CALCULATED BY CHECKED BY DESCRIPTION J I OF DATE DATE i I I I (~PENN® LYON HOMES CORPORATION JOB SHEET NO CALCULATED BY CHECKED BY DESCRIPTION OF DAlE II IJ ( PENN' LYON HoMEs CORPORATION' JOB SHEET NO CALCULATED BY CHECKED BY DESCRIPTION DATE S -S -oq i_J I J i--i t I .' I i_J__L_L ',i i I i i / I i {~PENN® LYON HOMES CORPORATION CALCUL~TEDBY CHECKED BY OF DATE I I ' i I i 16 2561 Lalerat LO~d Cases Gable Simple 1 Story 2005-09-10 t Ste~y Simple Lateral Load Analysis (ASCE 7-02) One-Story Building. Flexible Diaphragm Client: Penn Lyon Job l/umber: PLHD41409-10 Descriptior~: 09-018 412012006 3:35 PM Page ~ of g Ridge Lengih. B = 12 0 fi Wind Speed -- 120 mph Seismic Use Group: it Impodance Category. I~: 100 Site Class: D Response Faclor. P~ 6.5 ASD Adjustment Feclor -- 0 7 IBC Seismic Design Cai: S IRC Seismic Design Cat.; A SD~ = 0 21 Cs= 00.1 Ground giber Wall HeighL h, (in) 106 0 n/a Wall Dead Weighl (psi) 6 0 nla Floor/Level Dasd Weight [ps/) 10 0 20 Bottom Chmd Dasd Weight (par) Seismic Uve Load (psi) 0 0 6 Net Well End Zone 365 Net Rog! End Zone 0 0 Max. Wall End Zone 20 7 Max. Roof Er~d Zone 221 MWFRS End Zone. 2e -- 6 0 fl I'ransverse Lateral Forces Nat Weight ,Net Force to Endwall Shear~vall (tbt 1094 7363 101 ~/ Intedor (plf) 165 Dlsphragm (piO 26§ 6 Force to Endwa8 Foundation (Ibf 2516 12085 167 16.2501 La{era1 Load Cases Gable Simple t S[ory 2008-09-10 4/2012066 3:36 PM I Stray Simple Page 2 of 2 Lateral Load Analysfa (ASCE 7-02) One-$toO, Building, Flexible Diaphragm Clisnt: Penn Lyon Job Number: PLH041409-10 Description: 09~)18 Wall Height = 9 0 fl Vertical Roof Pmj~clion = 51 fl Blocking Hslghl = 1 6 6 Horizontal ~Aq ncl PresSure (MWFRS) Nat Wall End 277 Interlo~ 18.4 Interior Max Watf End 20 7 1st of 1 Story EM Max (pll~ 206 - Mtn (pill 138 - I~tedc~ Max (prl~ 1 ~6 - M]n (plf) $ 38 Diaph~gm {plf) 2g4 8 Level OTM (fl.lbf) 17.7 o.g ~oof Dlaphgrem Only End Max (pi0 35 =MIn (pif~ 23 Diaphragm (p~') 264 7 Force to Sidewall Sheacwalt (Ibf} , 267 2905 , 60 ;oiling Dlaphgram Only ~ End Max pl~ 173 Foml No. TT- f00B Page 2 of 3 April 2007 Table 1. Recommended allowable design values for APA portBI frame used on a Hgid base foundation for wind or seismic loading · 1 ASD Allowable Design Values per Minimum Maximum Ultimate Load Frame Segment Load Width Height (pounds) Shear Deflection Factor (inches) (feet)~ (pounds) (inch) 16 8 2,780 1,000 0.32 2.8 10 2,180 600 0.40 3.6 24 8 4,720 1,700 ,0,32 2.8 10 3,630 1,000 0,34 3.6 Ign values are based on use of Douglas-I~r or soulhem pine framing For olher species of framing, use the specific gravity adjestmen! factor = [1-(0 5-SG)]. where SG = specific gravity of the actual framing This adjustmen[ shall nol be greater than 1 (~)For construction as shown in Figure 1. ¢~Ve, iues are for a single portal frame For multiple portal frames, allowable design values can be multiplied by number of frames (e g, tm = 2x. three = 3x e c ) Id)Interpolation of design values {or heights between 8 end 10 ~'eet is permltled Technical Servloes Division DIscJ~lrner The ~nformati~'~ conlained herein is based on APA - The Engineered Wood As$ociago~ ~ confinub~g programs of laboratoo/ conclusions or recommenrlaOons lnOuded m lhis publicalio~ Consult your locel Jufladicllon or desl~n profess~ona~ to assure 2007 APA - The Engineered Wood Association Form No. T~-100B April 2007 Figure 1. Construction details for APA portal-frame design with hold downs DEVICE (REF. Page 3 of 3 'A © 2007 APA- The Eng/nee/ed Wood Asscc~ation 23 0727 LFRS Shearwall Design Case Spedflc 2909~)4-03 Shearwal! Design (2003 IBC, ASCE 7.02) Client: Penn Lyon Job Number: PLH041409-10 Description: 09-018 Wall Line: Bracing 1st Story, Transverse Wall Line 1 Design Parameters: Shear Wind Shear = 10§4 lbf 9 8 it-kip Seismic Shear = 1(31 Ibf 0 9 il-kip Response Factor. R; 6 5 IBC Seism{~ Design Caf: g 4/2g/2009 3:4! PM Page 1 of 3 120 mph (Exp C), SDC B Only Shearwall Sheathing Design; Pe~ereled Method Pe~l' Wall Lengfh = 22 0 fl Shear Panel Length = 19 3 fl Max Opening Helghl = g 7 fl Wind Shear -- 57 pg Seismic Shear = 5 plf Segmenled Method Wind Seismic Cumulative Length (ti) 19 3 19 3 Design Shear (plf) 57 5 Sheaf%vail Connection Forces Summary:, Shear Forces: Out~3f-Pisne Pressure = gui-of-Plane Sheer 168 psi (MWFRS) 38 0 psi {C&C End) 76 pli (MWFP~) 171 psi (C&C) 57 plf (MWFRS) Openthg Definitions: Rough Opening Merk WIdih Height Type Location (in.}, 2 3 6 7 8 12 M~n Framing SG: SPF WaN Shealhlng: 7116" Struclural Sheafhing. 0 131'x2 5' Nell 6/12 0 6 x Wall DL 27 pif Peri SW Uplift -65 pll' Boltom of Wall -93 pif Chord Fame. P = 585 thl 4/20/200g 3:41 Pago 2 Cempression Chord Memt~or I~t~ength: Ch~)rd Forte, P = 585 Ibf Grade: STUD Tabulale~l J S[ress Adjus[menl Fac[ors 712 5873 580 .4620 425 35O6 44000O F~ = 342 I~f/bay 3'xO 131' Nail 5 per bey SW Bottom Plate-rD~Rim Joisl or Blocking Stud Spacing = 16 in oc #8 X 3" Screw 3 per bay F~; 0 Iht/bay #10x3' Screw 3 per bay Stud Speci~g = 24 in oc #6 x 3~ Screw' 3 pet bay F~ = 342 IbfJbay 3"xO 131' Nai~ 3 per bay F~ = 342 Ibf/bay 5heathln~-~o-Roo[/Celiing Rail Sheath~n~ Typel OSB 0.099"x2" Na~l 6-lo oc De=lgn Parameters: Shear Wind Shear = 1957 Iht Sersmic Shear = g7 Ibf Response Feclor. R: 6 5 ISC Seismic Design Cat: B 23 0727 LFRS Shearwall Design Case Speci§c 200g-g4*03 Shesrwall Design (2003 IBC, ASCE 7-02) Client: Penn Lyon Job Number: PLH04t409-10 ~ Description: 09-018 Wall Line; Bracing is[ Story, Longitudinal Wall Line A OTM 4/2gt2oog 3:42 PM Page 1 et 3 120 mph (Exp C}, SDC B Overall Waft Geomet~7: Opening Definitions; Opening Locations: Wall Heighl = 9 g fl Rough Opening Location Overall Wall Lenglh = 12.0 ft Mark Width Height Type Mark {fl) (In,) Wind Exposure; Exterior I 28B8 32 80 door 1 hems Supported: Sidewall 2 2 Roof On~y 3 3 4 4 Top of Openings = 80 0 in AFF 5 5 11 Perforated Melhod Peri Wall Length = 12 0 it Segmented Method Wind Seismic Cumcielive Length (ti) 12 0 12 0 Design Shear (pll) 164 8 Shear Fomes: Oul-o f-Plane Pressure Out-of-Plane Shear Well Sheathing: 7f16' Structural Sheathing. 0131"x2 5' Nail 6/t2 Back Panel; None Panel Edge Framing: 1 5-in edge teeing MIn Framing SG; SPF Chord Force = 1475 Ibf Bar. k Panek None 3 5 10 16.8 psi (MWFRS) 38 0 pst (C&C End) 76 pit (MWFRS) 171 psi (C&C) 164 pit (MWFRS) Tenslon/Upliit Forces: (- UpwatdJ+ Downward) Wind Zone End Top-of-Wall -?0 pit 06 xWa~ DL 27 pit Pe~ SWUplift -164 pit Chord Force, P = 1475 tbt 23 0727 LFRS Shea~vall Design Case Specific 2089-04-03 Shear.~all Design (cont.) 4t201200fi 3;42 PM Page 2 of 3 Compression Chord Metnber Strength: Chord Force, P = f475 Grade: STUD Tabulated ] Stress Adjustment Factors 712 5873 560 4620 425 3506 4400O0 Noles: 1 Inset a{~ straps I 5' from ends of wall or edges of openings by adding framing members to ~g inslallafion Cladding fasteners 2 Couple thread rods using heavy hex coup/ars rated for chord force fasteners, or the Io~,~sl fastener on the slrap mu st be Installed ~[hin I' of the bollom of Ihe rim joist 23.0727 [FRS SheanvaE Design Case Specl~c 2009-04-03 412g/2009 3:42 PM Typical Page 3 of 3 WSIl Line: Braciitg fsi Story, Longitudthal Wall Line A :SW Top Pla'le-I~.Tmss or BIockinil ~lud"~aclng = 16 In go ~B ~ 3" Screw 4 per bay F= = 228 Ibf/bay 3'x0 1 $1" Nail 3 per bay F, = 228 thf/bay ~'iud Spacing = 24 in oc ;~Sx 3" Screw 6per bay F. = 342 Ibf/bay SW Botlom Plate-to-Rim ]~i~t'o~ Blockthg Stud Spacing = 16 In oc #8 x 3"'~crew ....... 3 per bay F~ = 0 Ibf/'oay #10~3' Screw 3 pe~ bay L I F== 228 ]hr/bay 3"x0 131~ Nail 3 pe~ bay Stud Spacing = 24 in oc #8 x 3' Screw 3 per bay F, = 0 Ib[/bay #10x3" Screw 3 per bay F~ = 342 Ibgba¥ 3"x0 131' Nail 3 per bay Fr~ = 342 Ibf/bay 18 004 Connection to Founclalien Off-Frame 2008-08-28 Max Loads Concrete Connec~on to Concrete Basement Foundation SuppoSing 15t Story of t Story Building Client: Penn L~on Job Number. PLHO414S~I0 Description: 0g.018 Location: 120 mph (Exposure C} SulJdlng Geometry: $oilwetgh£ W = 1050 pcf 0 0 34 12363 Shear Peep To Grain (Ibf/It) O 34 0 Shear parallet To Grain (bf/ft) 304 0 0 Ul~i~ (Ib$S) -84 Overturning Momeet {fHb~ 21347 -- 0 4/20/2008 3:42 PM Page I o1'5 18 004 Connectiun {o Founda~on Off-Frame 2008-08-28 kimx Loads Concrele ~V. = 1283 lb[ V~ = 54 pi[ Max Spacing = 4/20/200~ 3:42 PM Page2of 5 1728 in cc tV, ax Spadrlg -- 48.4 in oc Z = 770 LDF"~ 160 Z-'= 1232 Ibf 18 004 ~,Dnrieclbn lc, Foundation Og-Frame 2D08-05-28 Max Loads Concrete LDF = 1 60 z = 119 pff Max_ Spacing = 72 0 In oc 3712 PM Page3of5 070 041 Connection Calculator Page 1 of 2 American Wood Council Connection Calculator Design Methodll ^[Iowabla Stress Design (ASD) Connection Typell Lateral loading Fastener TypeJl Loading Scenario]l Single Shear Main Member Typell Spruce-Pine-Fir Ma n Member ThicknesslI ~::~.ln: . Side Member TypeJ[ Oriented Strand Board (OSB) Side Member Thickness 19/32 a Nail Typell Common Wire Nail SizeJl 8d (D = 0a3Z Load Duration Factorll C_D = z6 Wet Service Factor[I C_N = 1,0 End Grain Factor[I c_eg = :t 0 Temperature FactorJl C_t = 1.0 Diaphragm Factor]l C_dl = 1.0 Connection Yield Modes II 11:7~ lbs. IIIm Il:LB? lbs. IIl$ I1~o ~bs. AdjustedASD ][120 Capacity _ lbs. [Fast~ ~xceeds total connection thickness · Nail bending yield strength of 100000 psi is assumed. · The Adjusted ASD Capacity does [Lo_~ apply for toe-nails installed in http:/~www~awc~rg/ca~cu~at~rs/c~mecti~ns/ccsty~e~asp~design-meth~d=ASD&c~nnecti~n 5/4/2009 Connection Calculator Page 2 of 2 wood members. . Length of tapered tip is assumed to be two times the nail diameter for calculating dowel bearing length in the main member. . The Adjusted ASD Capacity only applies for nails that have been driven flush with the side member surface. It does not apply for nails that have been overdriven into the side member. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Forest & Paper Association nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, IVlichael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by AF&PA's American Wood Council. http://www`awc`~rg/ca~u~at~rs/c~m~e~i~ns/ccsty~e`asp?design-r~eth~d=ASD&c~maecti~n 5/4/2009 Comaection Calculator Page 1 of 2 American Wood Council Connection Calculator Design MethodJl Allowable Stress Design (ASD) Connection Typell Lateral loading Fastener Typell Nail Loading Scenariolt Single Shear Main Member Type][ Spruce-Pine-Fir Main Member]l ThicknesJJL.?S Side Member TypeJl Oriented Strand Board (05B) Side Member ThicknesslI 7/z6 in Nail Typel[ Common Wire Nail Sizell 8d (D -- 0.!3! in.; L -- 25 In ) Load Duration Factorll C_D = Wet Service Factorll c_l~ -- 1.0 End Grain I=actorll C_eg Temperature FactorJ[ C_t = 1.0 Diaphragm Factor[I C_di = Connection Yield Modes IIIm [1~87 Ib~. I.s 11/`08 '~. IV 11/,42 lbs. AdjustedcapacityASD 108 lbs. =astener length exceeds total connection thicknes~ · Nail bending yield strength of 100000 psi is assumed. · The Adjusted ASD Capacity does not apply for toe-nails installed in http://www`awc~rg/ca~cu~at~rs/c~nnecti~ns/ccs~y~e~asp?design-me~h~d=ASD&c~m~ecti~n~` 5/4/2009 Cormection Calculator Page 2 of 2 wood members. · Length of tapered tip is assumed to be two times the nail diameter for calculating dowel bearing length in the main member. · The Adjusted ASD Capacity only applies for nails that have been driven flush with the side member surface, it does not apply for nails that have been overdriven Into the side member, While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Forest & Paper Association nor its members assume any responsibility for any particular design prepared from this onqine Connection Calculator. Those using this onqine Connection Calculator assume all liability from its use, The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by AF&PA's American Wood Council. http://www`awc~rg/ca~cu~at~rs/c~m~ecti~ns/ccsty~e~asp?design-rneth~d=ASD&c~nnecti~n~ 5/4/2009 Project: Location; SILL PLATE (SIDEWALL) ColUmn (2005 tntamtaio~lal Building Code(2005 NDS)] (2) 151Nx551Nx30FT #2 - Southern Pine - Dr,/Use Seclion Adequate By; 8 0% I /Matt Ress Penn Lyo~ Homes Corporation 105 Ai~)od Rped Sel~nsgrove, PA 17870 SIruCalc Version 8 0 {)9 0 CAUTIONS · Laminations to be nailed togelher per National Design Speci0cattans for Wood ConslruciJon Seciton 15,3,3.1 DEFLECTIONS De6scli0n due to laleral h3ads only: Deft = 0 I{) IN = Li194 Live Load De~leu'tion Cdieda: L/100 VtSI~TICAL REACTIONS Live Load: Vert-LL-P, xn -- 765 lb Dead Load: Vert-DL-Rxn = 12 lb Total Load: Vert-TL~Rxn = 777 lb HORIZONTAL REACTIONS Total ReacUon at Top of Col~Jmn; TL-RXr~-TOp = 755 Total ReaclJon at Boltom of Column: TL-R.xn-Sotiom = 755 lb Unbraced Lengfh (X-Axis) Ly; 3 It Unbraced Length (Y-Axis) Ly; 3 It Column End Condtion-K (e): t Axial Load DuralJrm Factor 1 60 LaleraJ Load Dutalion Faclor (Wind/So,stoic) 1.61) COLUMN PROPERTIES #2 - Southern Pine Base Values Adtusled Compressl,ta Sb'ess~ Fc= 1450 psi Fc' = 1185 psi Cd=160C[=-1 10Cp=0.48 Bending Slress (X-X Axi~): Fbx = 975 psi Fbx' ~ 1 {)65 psf Cd= l 50 CFa1 25 C1=0 99 Sending Sitess (Y-Y Axis): Fby = 075 psi Fby' = 2000 psi Sd=l 60 CFa1 25 ModulusofElasU¢lty; E= 1600 kal E'= 1600 ksi MIn Mod of Elasticity: E_min= 580 kal E_mir,'= 580 ksl Column Section (X-X Axls); dx= 55 in Columr~ Secti0n (Y.Y Axis): dy-- 3 in Area: A= 165 tn2 S~ffJon Modulus (X-X AXis): Sx = 15 13 tn3 Section Modulus (Y-Y Axis): Sy = 4 13 In3 Slenderness Ratio; LeX/dX = 6 55 Leyldy= 12 Column CalculaUons {cor~trolling case Only): CO~trolllng Load Case: Axial Deed Load and Lateral loads (D + W or E) Aciual Compressive Stress: Fc= 1 psi Allowable Compressive Stress: Fc' = 1185 psi Eccentricity Memenl {X-X Axis): Mx-ex = 0 fl-lb Eccentricity Momenl (Y~Y AXis}: M~.ey = 0 fi-lb Moment Due ta Lateral Loads (X.X Axis): Mx= 0 It-lb Momenf DUe Io Laleral Loads (Y-Y Axis}: My= 566 It-lb Bending Stress Lateral Loads On~y (X-X Axis): Fbi= 0 psi A~owable Bending Stress (X-X Axis); Fbx'= t985 psi Bending Slmss Lateral Loads Only (Y-Y Axis): Fby = 1646 psi Allowable Bendta{) Sbess (Y-Y AXis): Fby' = 2000 psi Combir.ed Stress Factor: CSF = 0.82 B AXIAL LOADING Live Load: PL= 765 lb Dead Load; PD = 0 lb Column Self Weight; CSW = 12 lb Tolal Load: PT = 777 lb LATERAL LOAD~{~(~ (DX Face) Unilonn Lateral Load; wL-Lal = 503 plf TABLE 4A RATED PANELS DESIGN CAPACITIES Stress Parallel to Strenglh Axis Span PI)wood Rating 3-ply 4-ply 5-ply PANEL BENDING STIFFNESS, El (Ib-in,2/ft of panel width) OSB Stress Perpendicular to Slrenglh Axis 3-ply 4-ply S-ply OBB 24/0 66,000 66,000 66,000 60,000 3,600 7,900 11,000 11,000 24/16 06,000 86,000 86,000 78,000 5,200 11,500 16,000 16,000 32/16 125,000 125,000 125,000 t15,000 8, t00 18,000 25,000 25,000 40/20 250,000 250,000 250,000 225,000 18~000 39,500 56,000 56,000 48/24 440,000 440,000 440,000 400,000 29,500 65,000 91,500 91,500 16oc 165,000 165,000 165,000 150,000 11,000 24,000 34,000 34,000 20oc 230,000 230,000 230,000 210,000 13,000 28,500 40,500 40,500 24oc 330,000 330,000 330,000 300,000 26,000 57,000 80,500 80,500 32oc 715,000 715,000 715,000 650,000 75,000 165,000 235,000 235,000 4Boc 1,265,000 1,265,0D0 1,265,000 1,150,000 160,000 350,000 495,000 495,000 Slructural I Multiplier 1 0 1-0 I 0 1 0 1.5 1.5 1.6 1 6 PANEL BENDING STRENGTH, FbS Jlb-in./ft of panel widlh) 24/0 250 275 300 300 54 65 97 97 24/16 320 350 385 385 64 77 115 115 32/16 370 405 445 445 92 110 165 165 40/20 625 690 750 750 150 180 270 270 48/24 845 930 1,000 1,000 225 270 405 405 16oc 415 455 500 500 100 120 180 180 20oc 480 530 575 575 140 170 250 250 240c 640 705 770 770 215 260 385 385 32oc 870 955 1,050 1,050 380 455 685 685 4Boc 1,600 1,750 1,900 1,900 600 815 1,200 1,200 Struclural I Multiplier 1.0 1.0 1.0 1.0 1.3 1.4 1.5 1.5 PANEL AXIAL TENSION~ F~A Jlb/fl of panel widlh) 24/0 2,300 2,300 3,000 2,300 600 600 780 700 24/16 2,600 2,600 3,400 2,600 990 990 1,300 1,300 32/16 2,800 2,800 3,650 2,800 1,250 1,250 1,650 1,650 40/20 2,900 2,900 3,750 2,900 1,600 1,600 2,100 2,100 48/24 4,000 4,000 5,200 4,000 1,950 1,950 2,550 2,550 16oc 2,600 2,600 3,400 2,600 1,450 1,450 1,900 1,900 20oc 2,900 2,900 3,750 2~900 1,600 1,600 2,100 2,100 24oc 3,350 3,350 4,350 3,350 1,950 1,950 2,550 2,550 32oc 4,000 4,000 5.200 4,000 2,500 2,500 3,250 3,250 480c 5,600 5,600 7,300 5,600 3,650 3,650 4,750 4,750 Strudural I Multiplier 1 0 1.0 I 0 1 0 10 1.0 1 0 1.0 PANEL AXIAL COMPRESSION, FcA (lb/fl of panel width) 24/0 2,850 4,300 4,300 2,050 2,500 3,750 3,750 2,500 24/16 3,250 4,900 4,900 3,250 2,500 3,750 3,750 2,500 32/16 3,550 5,350 5,350 3,550 3,100 4,650 4,650 3,t00 40/20 4,200 6,300 6,300 4,200 4,000 6,000 6,000 4,000 48/24 5,000 7,500 7,500 5,000 4,800 7,200 7,200 4,300 160: 4,000 6,000 6,000 4,000 3,600 5,400 5,400 3,600 20oc 4,200 6,300 6,300 4,200 4,000 6,000 6,000 4,000 24oc 5,000 7,500 7,500 5,000 4,800 7,200 7,200 4,300 32oc 6,300 9,450 9,450 6,300 6,200 9,300 9,300 6,200 48oc 8,1 O0 12,150 12,150 8,1 O0 6,750 10,800 10,800 6,750 Struclural I Multiplier 10 10 10 1.0 10 10 1.0 10 17 © 2004 APA - The Engineered Woad Associallon TABLE 4A (Conlinued) RATED PANELS DESIGN CAPACITIES Stress Parallel to Slrenglh Axis Stress Perpendicular to Strength Axis Span plywood Plywood Rating 3-ply 4-ply 5*ply OSB 3-ply 4-ply S-ply PANEL AXIAL STIFFNESS, EA (lb/fl oi panel width) 24/0 3,350,000 3,350,000 3,350,000 3,350,000 2,900,000 2,900,000 2,900,000 2,900,000 24/16 3,800,000 3,800,000 3,800,000 3,800,000 2,900,000 2,900,000 2,900,000 2,900,000 32/16 4,150,000 4,150,000 4,150,000 4,150,000 3,600,000 3,600,000 3,600,000 3,600,000 40/20 5,000,000 5,000,000 5,000,000 5,000,000 4,500,000 4,500,000 4,500,000 4,500,000 48/24 5,850,000 5,850,000 5,850,000 5,850,000 5,000,000 5,000,000 5,000,000 4,500,000 16ac 4,500,000 4,500,000 4,500,000 4,500,000 4,200,000 4,200,000 4,200,000 4,200,000 20oc 5,000,000 5,000,000 5,000,000 5,000,000 4,500~000 4,500,000 4,500,000 4,500,000 24oc 5,850,000 5,850,000 5,850,000 5,850,000 5,000,000 5,000,000 5,000,000 4,500,000 32oc 7,500,000 7,500,000 7,500,000 7,500,000 7,300,000 7,300,000 7,300,000 5,850,000 48oc 8,200,000 8,200,000 8,200,000 8,200,000 7,300,000 7,300,000 7,300,000 7,300,000 Slructural 1 Multiplier 1.0 1.0 1.0 1.0 1 0 1 0 1.0 1.0 PANEL SHEAR IN THE PLANB, Fs(Ib/Q) (Ib/fl of panel width) 24/0 155 155 170 130 275 375 t 30 130 24/16 180 1 B0 195 150 315 435 150 150 32/] 6 200 200 215 165 345 4 BO 165 165 40/20 245 245 265 205 430 595 205 205 48/24 300 300 325 250 525 ' 725 250 250 16oc 245 245 265 205 430 595 205 205 20oc 245 245 265 205 430 595 205 205 24oc 300 300 325 250 525 725 250 250 32oc 360 360 390 300 630 870 300 300 4Boc 460 460 500 385 810 1,100 385 385 Structural I Multiplier 1.4 1.4 14 I 0 1 4 1.4 1.0 1 0 PANEL RIGIDITY THROUGH THE THICKNESSf Gvtv (lb/in. of panel depth) 24/0 25,000 32,500 37,500 77,500 25,000 32,500 37,500 77,500 24/16 27~000 35,000 40,500 83,500 27,000 35,000 40,500 83,500 32/16 22,000 35,000 40,500 83,500 27,000 35,000 40,500 83,500 40/20 28,500 37,000 43,000 88,500 28,500 37,000 43,000 88,500 48/24 31,000 40,500 46,500 96,000 31,000 40,500 46,500 96,000 16oc 27,000 35,000 40,500 83,500 27,000 35,000 40,500 83,500 20oc 28,000 36,500 42,000 87,000 28,000 36,500 42,000 07,000 24oc 30,000 39~000 45,000 93,000 30,000 39,000 45,000 93,000 32oc 36,000 47,000 54,000 1 I0,000 36,000 47,000 54,000 110,000 48oc 50,500 65,500 76,000 155,000 50,500 65,500 76,000 155,000 Structural I MultipBer 1 3 I 3 1.1 1.0 1.3 1 3 1.1 1.0 PANEL SHEAR THROUGH THE THICKNESS~ Fvtv (lb/in. of shear-resisting panel lenglh) 24/0 53 69 80 155 53 69 80 155 24/16 57 74 86 t65 57 74 86 165 32/16 62 81 93 100 62 81 93 180 40/20 68 80 100 195 68 88 100 195 48/24 75 98 115 220 75 98 115 220 16oc 58 75 87 170 58 75 87 170 20oc 67 87 lO0 195 67 87 100 195 24oc 74 96 110 215 74 96 110 215 32oc BO 105 120 230 80 105 120 230 48oc 105 135 160 305 105 135 160 305 StruclurallMultiplier 13 13 1.1 10 13 13 I1 1.0 2004 APA - The Engineered Wood Association DESIGN CRITERIA ENERGY ' OV'S'O"S ' ' ~ ~ ~ ~" ~ ~ SITE WORK ~ ~ ~ "~ ~-~ ~ ~ ~ ~ ~ ~ (~ ~ ~/R~ ~) ~ ~ ~ [~ WA~R. ~, ~ ~ ~ W~. HOMES CORPO~TION .~,.~,.. '~'"~wYO~ ~ ~ ~:~ ,~,~ ~D ~.~ ~,,~ P~" '" ~ F~ mE ~ P.E. APPROVAL STAMP TWO STORY SYSTEMS ~ ~ ~.=.~ ~~"~ ~ ~'"~ ~ ~,,~ ~ ~u~ ,~ ~ ~,.~~ ~, ,.~ MANUFACTURER THIRD PAR~ ~ ~ ~. ,,~,NO ~,~E. ~ * ~ C~JO" m "a~. (~)~.-.~ ~ D~WING iNDEX GENE~L NOTES x Al ~ ~ ~/1,/~ 1. mE~D~S~ ~0 ~ · ~ ~ O~ ~ ~ m ~ ~O I~ tl5 X A~2 ~ ~ ~ m~ ~ ~? ~/~ ~ BUILDER: HOMES BY PENN LYON [9. ~ ~L ~ G~L 6 ~ ~D ~ ~-~ ~ ~. (~ ~ ~ Z A~q ~ ~ Wi~/m ~ ' J J ~ J't ~ JOB NAME: KEENAN ~ ~ ~ ~c x ~.~ ~ ~' ~ ~ ~ (~' ~ ~ z m6 ~ ~ WWm ~ ~ ~ '~ ~ ~ ~ MODEL: WESTGATE ~). ~ m ~ ~ ~ ~ .~ ~ ~ ~' ~ ~ ~ SiTE LO~TION: SOUTHOLD TOWN, NY ~ COUNt: SUFFOLK m. ~~~-~o~. ~ m ~ ~ ~ ,.~ - J ~ ZIP CODE: 11971 12. ~ ~ ~-~(~ ~ ~ ~ ~. I ~1 ~ ~ ~ ~ ~/07~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~BOUND SNOW LOAD (,g): ~ psf o~ WIND SPEED (V~s): 120 mph ~0~ ~0~ t 5F//2009 1:20:46 PM IWIND SPEED= ~.0 PR~CT T NOTES: 09-018 ..... 1. ELEVATIONS ARE SUGGESTIVE ONLY. 2. ALL EXTERIOR RAILINGS, DECKS, AND ACCES5 TO GRADE BY OTHERS 3. SEE SALE5 ACREEMENT FOR ALL MATERIALS AND SPECIFICATIONS. G~DE FRONT EL~ATION gO~INUOUS RIDGE ~NT BUILDER: HODES BY PENN LYON J CONTINUOUS RIDGE ~NT JOB ~E: KEENAN ~ODEL: WESTGATE SffE LOCATION: SOUTHOLD TOWN, NY COUNt: SUFFOLK ZiP CODE: 11971 EXPOSURE CATEGORY: C J~lJ ~[ ~ ~__ GROUND SNOW LOAD (Pc): 20 psf ~l l l~ HO~~O~ RIGHT EL~ATION 5/7/2009 1:21:19 PM NOTES: IWIND SPEED= II~ 1. ELEVATIONS ARE SUGGESTIVE ONLY. 2. ALL EXTERIOR RAILINGS, DECKS, AND ACCESS TO GRADE BY OTHERS 5. SEE SALES AGREEMENT FOR ALL MATERIALS AND SPECIFICATION$. G~[~:~s ~ ~ GRADE CONTINUOUS RIDGE VENT R~R EL~ATION ~/ ~ BUILDER: HO~ES BY PENN LYON CONTINUOUS RIDGE VENT JOB ~E: KEEN~ ~ODEL: WESTGATE [ SffE LO~ON: SOUTHOLD TOWN, NY COUP: SUFFOLK ZIP CODE: 11971 i EXPOSURE CATEGORY: C I I I I I I ~ GROUND SNOW LO~ (Pg): 20 psf =~ll Il: ~i~ ~ ~ ~IND~SPEED~oN(V*s): 120 mph ] -, PENN ~ ~ i: :: ~[ " , ~0~ ~ON LE~ EL~ATION --- V~' 5/7/2009 1:21:37 PM % NOTES: lt'-~' ~ I lf-¢ ' 1. 2x6 EXTERIOR WALLS, ~ 16" O.C. 2x4 I~ERIOR WALLS, ~ 24" O.C. ~'~4' 2x4 ~RRIAGE W~LS, ~ 16" O.C. J J~ JO~ 2. 12/12 ~ER ROOF, 16" O.C. I1~ 5. 9'-0" CEILINCS ~J J~ & F[O0~ G~8~[8 10 BI (3) 2xlO 5~[~2 ~[8 ~0¢ 7. 2xlO S~[ ~2 [kO08 dOISIS ~ 1~" O.C. I1~ ~'-¢ I1B'-6 '1 ~ ~RIAGE W~L H~ERS W~H A SP~ OF 6'-9' OR LESS ARE L. (~) 2x6 SPt J2 IN THE W~ ~L OTHERS ARE SPECIFIED ON THE P~. j J 1~'-~' 6'-0' ~ ~, ~ ~ 3'-6' ~ w/(1) 1.0'~ ~ (~ Y~) 3'-~ V2' ~ BUILDER: HOMES BY PENN LYON J ~ ~ -- '~ -. ~/2' .J 2'-o' J JOB N~E: KEEN~ I~ ~ ~ ~ ~O9~L: W~STCAT~ j . , _~ ~ c~ ~o' ~ SITE LOCA~ON: SOUTHOLD TOWN, NY ~ ~ I ~ coup: suffoLK I~ I I I j ~> z~ cooa ~97~ J ~ .~ ~ ~ j j j - ~ ~ ~ = EXPOSURE CATEGORY: C , . ~ ~ GROUND SNOW LOAD (Pg): 20 psf , ~'-o s/s' ~ ~ J ~ J J -~Y ~u~- J ~ WIND SPEED (V~s): 120 mph I I ' " ' iPENN ' ' I --- / 5/7/2009 1:21:57 PM L 1. 2x6 EXTERIOR WALLS, @ 16" O.C. NOLO: ......... ) ................ 1 ~--018 ALL MARRIAGE WALL CEIUNG BE,9~S WITH A ~P~ OF T-O" OR ~SS ~E 2x4 INTERIOR W~S, ~ 24" O.C. (1) 2xlO SPF ~2, ~L O~ERS ~E SPECI~ED ON THE P~. J J 2x4 ~RIAGE WALLS, Q 16" O.C. Ji m 2. 12/12 ~ER ROOF, 16" OmC. A~ LO~ B~ING E~ERIOR W~L H~ER~ WITH A SPAN OF 7'-3' OR LESS ARE j 3. 8'-0" CEILING ON 2ND FLOOR (~) 2x6 SPF ~2. ~L OTHERS ~E SPECIFIFD ON THE P~. ]m 4. I~ERSTATE DBL HUNG WINDOWS w/GRILLS I 1 m 5. HOT WATER BASEBOARD H~T I I I 6. 2x10 SPF ~2 FLOOR JOISTS ~ 16" O.C. m J m ~ ~'~1,, . i .... m ..... m m II ~ / '" ~ ~ J I ~:'-~ V;' I I I ~ ~ ~ ~ - I ' , ........ (m ~ "~' ~ ~ L . m ~ m) ~ m m BUILDER: HOMES BY PENN LYON m ~ ~ ~ ~ ~l I ziP CODE: 11971 ~m EXPOSURE CATEGORY: C mi ~~m GROUND SNOW LOAD (Pg): 20 psf, ]' m WIND SPEED (V)s)~ 120 mph ,,, I i i ~ ~ m , m / j ~ ~ 27. N~ ~, ~m~ PA 178~ m / ) 26'-8 1/2' , , 1Z'-7' , , 6'-S 1/2' (S~}37~ t(~)7~ ~ ~t__ ~),,..,._o- A5 5/7/2009 1:22:13 PM II~IND SPEED= ~ ,~Ec,,o. ~ ,o. SMOKE DETECTORS ARE AFCI PROTECTED ~ 09-018 200 AMP MAIN PANEL III III I I Il I I '~XL F----~ ~"m ~ ~ ~ ~ ~ ~, , / ~ J)~' L_. ~ L¢ -~. ~ ~ ~ m I xx ~ ' --~------~ & ..... ~-~b ..... ~_. --~ I~ ~ ¢~m m L -- J BUILDER: HO~ES BY PENN LYON I I -- ~ I I ~"' I j ~=~ JOB~E: KEE~ ~ J J BODEL: WEST6ATE I L ~ ~ J I I ~ I I S~TE LOCA~ON: SOUTHOLD TOWN, NY I I I I I I ~ COUNt: SUFFOLK I ~N6 RO0~ J I I J ' Il r~ Z~P CODE: 11971 EXPOSURE CATEGORY: C J J J ~ ~ '~% J ~Y ~00~ GROUND SNOW LO~ (Pc): 20 psf J I I I ___~ I I J Ding ~OOM j ~ WIND SPEED (V~s): 120 mph 200 AMP MAIN PANEL 5/'//2009 1:22:26 PM ~.0 "~ "°' I ~ ,o. WIND SPEED- 09-018 SMOKE DETECTORS ARE AFCI PROTECTED I I I 200 AMP MAIN PANEL I I I I I I I I I t I k ~ ~1"~"1 I I ~ / I ~ ~ I . I ' , ] :.::~__~~ ~~_~ ' BUILDER: HOMES BY PENN LYON J F n~m J JOB N~E: KEEN~ I / I ~ ~ ~- ~ : ~ ~ ~ J ~ODEL: WESTGA~ J / i X~]: !T~ ~ j ~ m SI~ LOCATION: SOUTHOLD TOWN, ~ I I / I ~1; ~ ~ ---~- ~ I k ~ I ~ ~' / j . ~j~..,, __ .~ . ~ ~ COUNt: ~u~o~ I / ~r~ I ~ ~ I ~ tl ~ ~ F~ ~ ZiP CODE: 11971 I / 'J~ . :1 , ~ . . ~----- ~ N I ~' i ~' . -- q j EXPOSURE CATEgO~: C B~DRO0, ~1 ..J ) B~,gO0. ~3 ~ I G~UND SNOW LOAD (Pg): 20 psf I ~ / (~1 I ~ I I / wc I ~ I"~ ~ W~N~ SPEE~ (Ws): ~20 mph ~ ~ oa ~ .,, ,,. " LYO~ r ' . ~ ,. ,i HZ__ / I I / I ~ ~ ~ ~' ~ ~ ~ ~A (~o)~ 1 I // I ~6/ j ~ ~ ~ ~ 4/8/~ ~,~___ %,.:,._~. A7 200 AMP MAIN PANEL 5/712009 1:22:41 PM I J~) .o~E. ,o. s~_ ,o. ~ u~ ~ ~,~ ~ 22'-o' ® WIND SPEED= ~-018 ~ ~' ~ r~ ,/~ ~ · ¢/12' ~ ~!2 '-' '-' ,, , .~~ _ ~ ~. _~,. , ,. ~ &' ~r/~.rm w/(2) ~ ~ ~ ~ 0 ~' 0.~ · Lm~ · ~' O.C. ~~~ L t5'-914' ~ m - ~ ~ ¢_~. ~(5)~ ~ ~.~mm' ~F~./(O~m~O6'O.C.~F~"/O)~I~02'O'C' ~ -- -~j~~l;~~~~ ~ ~ -- ~ ~ r~ ,/(0 ~ ~ ~ ~ * r o.c. . ,,,~~,~ ~ ._., _ . ~ [~6 ~ !JOB NAME: KEE~N I (~)a~ ~ _ BODEL: WESIGAIE SffE LOCATION: SOUIHOLB COUP: SUFFOLK I (~4 ~ / ~ ZIP CODE: 11971 i ¢ ~ ~ ~,osu., C,T~O,~: - ~ ~ ,' ~Rouua SNOW LO~ ~ WlNB SPEEB (V~s): 120 mph I (~4 ~ ~ I ~ ~ ~ ',5)~ ~ ~ (s70~7~ 1(~)7~-47~ I ¢)~ "'-~ ~/~' '] ~' ~'-~ ~/2" *~ I / ~ ~'-¢ I // I 1~ ~ I / I ~": ~/,,.:r~- Ag I,/ t --- 5/712009 1:22:55 PM ~- .......... T ..... -~ WIND SPEED= 09-018 ~ I I I I I I JOB N~E: KEE~N [~ I ~ .... ~ ___~_~_ SIIE LO~TION: SOUTHOLD TOWN, ~ II I ~ I ~ROUUD s~ow LO~ (PC: 20 i II m m WIND SPEED (V~s): 120 mph 5/'7/2009 1:23:14 PM NOTES: 1. THIS FOUNDATION IS SUGGESTIVE ONLY. ACTUAL PLAN IS SUBJECT TO LOCAL SOIL CONDITIONS AND CODES. 2. PLH IS NOT RESPONSIBLE FOR MATERIALS AND CONSTRUCTION IN THIS DRAWING. 3. ALL MASONRY OPENINGS SHALL INCLUDE A LINTEL. LINTEL iS TO BE DESIGNED, PROVIDED, AND INSTALLED ON-SITE BY OTHERS. 4. PLH SHALL BE NOTIFIED WHEN STRUCTURAL ALTERATIONS, SUCH AS ADDING STEEL BEAMS TO CHANGE THE NUMBER OF AND/OR THE SPACINGS OF SUPPORT COLUMNS, ARE INCLUDED IN THE FINAL FOUNDATION DESICN. 5. FOUNDATION REINFORCEMENT AND THICKNESS FOR HOLD-DOWNS TO BE DESIGNED BY A LICENSED ARCHITECT OR ENGINEER ANCHOR BOLT SPACINGS 8" O.C. 15" O.C. 36" O.C. 36" O.C. 48" O.C. 48' O.C. 72" O.C. 72" O.C. 5/7/2009 1:23:29 PM GAUGE S~ /fflND SPEED: A B A F A 4Z'-4° FOUNDATION WALL LOADS I FOUNDATION PIER LO~S PROJECT NO. ] SERIAL NO. 09-018 COUNTY: SUFFOLK ZiP CODE: 11971 ExpoSURE CATEGORY: C -~ROUND SNOW LOAD (Pg): 20 psf WIND SPEED (V~s): 120 mph OPENN LYON HOMIB COP, I~ORATION PO 80X 27. ~ RD, ~ PA 17670 (570) 37,!-4004 1(800) 788-4754 Windows ~U) 0 34 32 .- -- ~'~ ~ A~ ~ ~~~ A~ ~ ~A) A~ BUlmER: HOMES BY PENN LYON ......... ~_~_.___~ ~ ~ ~ ..~ ~ JOB ~[: K[ENAN SITE LO~TION: SOUTHOLD TOWN, NY ~9.~. [~ ...... =~ .............. ~ ....... , ............ r ....... ~ ....... ; ...... ZIP CODE: 1197~ r .......... ~'-~~7~ ....... ~-'--b:~ ~r ...... ~~'-'~ .... bT~ ..... ~.o ~]],~ EXPOSURE CATEGORY: C ~~ ~ . [~_, , _ , GROUND SNOW LOAD (Pg): 20 psf ~ '~ WIND SPEED (~): 120 mph ..... 'LYON EO~ ~ON ~T~ t~-,o~a-a~ ....... [ ......... ~ ............. ~ ..... ~ ............................... J ............... ~ ........................... x ...... ~ .... 5/7/2009 1:23:44 PM , NOTE: II ~o~ H.W.B.B. HEAT SYSTEM II II I DESIGNED FOR A i G.P.M. FLOW RATE w~ A 180~ ENTRANCE TEMP. J~ ~ ~ 2' ~ - - ~ BUILDER: HOMES ~ PENN LYON I ~ JOB NADE: KEEN~ J~ ~l MODEL: WESTGATE J · I J D~G ~J J ~J EXPOSURE CATEGO~: C J GROUND SNOW LOAD (Pg): 20 psf J j j j ~ WIND SPEED (V~): 120 mph ~ J' J ~ ~ iPENN ' ' 'LYON / HO~ ~ON 5/7/2009 1:25:40 PM [WIND SPEED= ~ 09-018 PROJECT NO. I SERIAL NO, / I 1 NOTE: H.W.B.B. HEAT SYSTEM DESIGNED FOR A 1 G.P.M. FLOW RATE w/ A 180° ENTRANCE TEMP. (580 BTU/HR/LIN.FT) , , ' m m m / BUILDER: HOMES BY PENN LYON ma ~ ..... ~~~~~m __ I_ ~ JOBN~E: KEEN~ ~ BODEL: WESTGATE i ~ I" ~ L_ S,TE ,OC*~,ON: SOUmOLO ~OWN, N~ I COUNW: SUFFOLK i ~ I ~ ~ - ] - ~ ~ ~ ' ~ ' ~ EXPOSURE CATEGORY: C m WIND SPEED (V~s): 120 mph () ~ ' I ~ I ~ / ~'-', PENNLYoN , _. i ~ ~ ..... / ~0~ ~0~ ffi ~X 27, N~ ~, ~N~ PA 17870 ~ / ~ (570~74-~ 1(~)7~-4~ ~ / L= --~ ~,~,~ ~A15 -- J ~ ~=--- ~/,~':r~' 5/7/2009 1:26:01 PM IWIND SPEED= ~ 09-018 PROJE~'[ NO, II SERIAL NO, OAK RISER 8 1/8" 9" OAK TREADS 2x10 STRINGERS F 42" WIDE, OVERHANG LEFT (1ST 3 TREADS) 36" WIDE, NO OVERHANG (REMAINER OF TREADS) 3,_6. - 5RD TREAD sloPED WAL~ B~EEN srA,RS X '1~ ,. ~ ,. 1'~ ALONG UPPER RUN.~ X ,---.-~LJJ~J zx/uJ 3'-41/2' ~ 1 Sl TREAD OAK RISERS [1 ~ ~ I I ~-.ON SlEP 1~3 ' :~ BUILDER: HOMES BY PENN LYON NOSE ON ~ MODEL: WESIGAIE t~ ;OUN'P(: SUFFOLK ~ ZiP CODE: 11971 ~ ~ /I ~,_~ ~/., , ~ PLATFORM ~ ExPosurE CATECORY: C ____7'- ;WIND SPEED (Ws): 120 mph FINISHED WALL TO THE LEFT OF THE STAIRS N,N,~Jj FLUSH WITH NOSING ~ , LYON (RIGHT SIDE) 4'-9 1/4" (570)374-4004 1(8oo)788-4754 5/7/2009 1:26:15 PM EXIST. C~LLA~ 9'-0" 9LO'' 7'-0" > 20'-0" 2'-0" GLO" 7'-0" LINE OF DECK i &" DIA, P.C. ?1ER W! Wi' GALV. MTL BIM?BON I..~, I ANCHOR50P- EQUAL L_ · ON 2,4" X 24" X I 2" - P.C FTC. BOT. OF h~-G. ~ 3'-0" (MIN.) BELOW (3I FINIBHED GPADE ~ TYPICAL ~ 2" X g" D.J, ¢¢ I g" O.C. '% ~l 2" x 6" D.J, ~ I 6" O.C, % CANT b I ~ 7'-0" [ GLO" ~, 7'-0" 9'-0" 9'-0" ~ 2'-C 20'-0" .)1 FOUNDATION PLAN ,SCALE: I/4" = ILO" 2" X 2" DALUBTER5 @ 5" O.C COMPOBITE DECKING DECK JOIBTB AB H2.5 (GIR.DER, TO JOIBT) 5-Bd TO GIR,DER. GALV. MTL. TYPICAL PORCH DECK DETAH, SCALE: N,T,8. NOTE: ALL LUMBER UBED AT DECK TO BE PR.EBBURE TREATED, ALL HARDWAP-~ TO DE GALVANIZED. EXIST. RE,.5. 20'-0" GLO" 7'-0" 3' HIGH PVC RAILING A~ PEK BECTION ?,3 I 2 OF THE P-~BIDENTIAL CODE OF N.Y,B, DN 2" 4" X 4" INTER,MEDIATE PVC POBT5 ~(PICAL WD 5TEPB W/HR TO GRADE AD I~EQ'D TYPICAL 7LO'' GLO" 7'-0" 20'-0" NEW 36"HIGH PVC RAILING 5Y~TEMW/ DALUBTERSTO BE BPACED TO PP~%/ENT PADBAGE OF A 4~'BPHEP-E COMPOBITE LATTICE ELEVATION ..%C:ALE: I/2" = I'-0" I I/4" X 20 Ca. STEEL STRAP OR, EQUAL ~ I 6" O.C. R,UN UNDER. BILL PLATED AND UP BTUD. COMPOSITE DECKING DECK JOIBT -- A5 PER. PLAN JOIST HANGER, -- BOLT LEDGER. WI 3/B" 0 BOLTS @ 8" O.C, BTAGGER.ED TYPICAL DECK NAILER DETAIL DECK Il PLA;N F/4 AP-,EA: 460 5.F. STUD WALL AB PEP-, PLAN FJ AB PER. PLAN (2) 2 x G PRESBUP-,E TREATED BILL PLATEB W/5/D" ffi ANCHOR. DOLTS x 12' L HOLD g"- 12" OFF EA END OF EA BILLPLATE. FOUNDATION WALL AB PER, PLAN AFC;PA WOOD FRAME CONSTRUCTION 2001 EDITION --ADTENEI 5CI-IEDULE POP-, 5TP-,UCTUP-,AL MEMBER5 NUMBER AND TYPE DESCRIPTION OF BUILDING ELEMENTS OF FASTENER SPADING OF FASTENERS FLOOR FRAMING JOIST TO BILL OR, GIP. DER, TOE NAILED 4-¢d PER. JOIST BP4DGING TO JOIBT, TOE NAILED 2-Sd EACH END BLOCKING TO JOIBT, TOE NAILED 2-Sd EACH END BLOCKING TO BILL OP. TOP PLATE ( TIOE NAILED) 3- I Gd EACH BLOCK LEDGER. BTR,IP TO BEAM (FACE- NAILED) 3- I Gd EACH JOIBT JOIST ON LEDGER. TO BEAM ( TOE NArLED) 3-Bd PER. JOIBT BAND JOIBT TO JOIBT, END NAILED 3- r gd PER. JOIBT BAND JOIBT TO DILL OR. TOP PLATE ¢FOE NAILED) 2- f Gd PER. FOOT CONSTP-.UCTION NOTE5 COMPOBFrE DECKING DECK JOIBTB AD pER. pLAN H2.5 (GIP-,D~P-, TO JOIST) 5-Bd TO GIP-DER` 5-8d TO JOIST GIP-,DER` AD PEP-, PLAN GALV. MTL, POST ANCHOP-,. TYPICAL PORCH DECK DETAIL SCALE: N.T.S, I I/4" X 20 ¢Ja. STE~L STRAP OP-, EQUAL ~ I G" O.C. P-.UN UNDEP-, SILL ?LATEB AND UP STUD. COM?OSlTE DECKING DECK JOIST AD PEP, pLAN STUD WALL A5 PEP-, PLAN JOIST HANGER` BOLT LEDGER` W/3/8" 0 SOLTS @ 8" O.C. STAGGEP, ZD (2) 2 x 6 PREBSURE TI~EATED SILL PLATED W/5/B" 0 ANCHOR BOL'fS x I B" L HOLD 6"- I 2" OFF EA END OF EA SlLLPLATE. YIN EMB,EDMENT 7" INTO CONCRETE FOUNDATION WALL PEK PLAN TYPICAL DECK NATI.F,R DETAIL CONSTP-..UCTION NOTE5 CLIMATIC AND GEOGIRAPHIC DESIGN CRITERIA GROUND SNOW 30 LOAD WIND SPEED 120 ImFh) 5EISMfC DESIGN CATEGORY C EI~INC- SEVERE SU[~JEOT LINE DEPTH TO DAMAGE TERMITE MOD-TO EROM i~EAVY 5LIGHT TO VECAY MODERATE rm~.EF. ZING 5 I 0 CODE ANALYSIS NOTE; ALL DECK FR`AMING LUMBER TO DE pP, E55UP, E TREATED. ALL HARDWARE TO DE STAINLESS STEEL OR GALVANIZED. ALL P-,AIUNG COMPONET5 AND DECKING TO DE 5CREWED CONNECTIONS, LINE OF DIECK 22'-0" DROP TOP OF FND WALL ~ OH DR POUR. HAUNCHED 5LAD OVER (TYP) BTEPPTG UP ( 2:1 MAX 20'-D" U N EXCAVATED 4" P,C, SLAB PITCH TO O.H. DOOR I 2" P. C. FND WALL ON 24" X 8" P,C, ~TG. THIS WALL WHEP-Z SHOWN ¢ STEPS ~ I 2" DIA. P.C. FIEF-,, W/ GALV, MTL 51MPS~ON ANCHOP-,,5 OR EQtUAL ON 24"X 24"X 12" P.C FTC. DOT. OF: FTC. 3'-0" (MIN.) DELOV~' FINISHED GRADE 5'-7" I G" O.C. 5'-b' G'-3" 4'-3" TRT'D GRD PIER NOTE: 12" P.C. FND WALL ON 24" i 8" P.C. DBL. 2X PLATE 10'-7 I/2" NOTE: ALL C DLUMN5 TO 5E FLAC =.D DO THAT HALF ( I O"x I 2" FLATE ID UNDER EACH UNIT· 2 2'-0" V,,'ITHOU f C OF OCCUPI OCCUPANCY OR USE IS UNLAWFUL ERTIFICATE ,NCY 8'-0" HIGH X 8" THK POUP-,ED CONCRETE ~ WALL5 ATOP I G"XS" DP P.C. PTG. W~ KEYWAY ON FIRM UNDISTURBED SOIL CFYP. UNLE55 / NOTED OTHERWISE) J RETAIN STORM WATE PURSUANT TO CHAP] OF THE TOWN CODE. NOTE: STAIR OPENING FRAMING DY MODULAR MANUPACTUP,,EP-, DO NOT PROCEEI FRAMING UNTIL OF FOUNDATION L( HAS BEEN APPF ,~2817~x __ __ - RUNOFF :R 236 WITH JRVEY ~CATION )VED, 36" WIDE WOOD 5TAIP-, / 3G" HIGH MANDFAIL DOTH ,5IDES. MODULAR, HOME ABOVE NOTE: 4" ~ COL'5 ON 36" x 36" x 12" P.C. FTC --7 J 7'- I O" NOTE: 4" ¢ COL. ON 42" x 42" x I 2" P.C. FTC (AS SHOWN) kl · FIP-,E-PR[ AT HI 5/6" FI RE-~,A CODE, ~TECT ALL ATER` LOCATION 'ED G.W.D. AS (DRAWINGB BY OTHER8) CELLAR 4" P.C. ShAD $ VAPOR. DARRIEI~ (8' CLG. HT.) ~ 2617,,/ x,, 2817 / GALVANIZED MT'L AREAWAY A5 R~Q'[ DY GRADE OYP) I 2'- I 0" (PORCH) FOUNDATION PLAN SCALE-' I/4" = I '-0" NOTE: REFER TO DP-AWING//2 FOR LOCATION AND TYPE OF MOLD-DOWN5 AND ANCHOR DOLTS. NOTE: CONTINUOUS SPREAD FOOTINGS TO RECIEVE (2) #4 DAP-.5. COLUMN EOOTINGD TO RECIEVE #4 BARD ~ B" O.C. EACH WAY. PLUMBING ALL PLUMBING WASTE & WATER LINES NEED TESTING BEFORE COVERING ,VEP DATE:' NOHFY 765-1802 8AM FOLLOWING FOUNDA FOR P 2. ROUGH - 4. FINAL - YORK STATE. DESIGN OR PAR FI,i'ENT AT FM FOR TltE REQUIRED UNDERWRITERSCER?i¢ REOUIREO ELUMSING MUST LINE OF DECK, ¢ STEP5 ADV, 2'-Gm' G" C 5777 ~cfCA TION AD COW ?/: ,',I'~ I~EFORE :('LtPANCY, ~TER , YSYSTEA 2'/i/NOT OF i¢';, LEAD, ,N DIA. P.C. S'-O" (MIN,) IE REQUIREMFNi L; OF THE SOFNEt& ~,01 CERTIFICATION OF CONNECTIONS REQUIRED. NOTE: VEP-.IPr' ALL DIMENSION5 AND INFOP-,MATrON w/MODULAR HOME MANUFACTURER. HOLDOWNS: SIMPSON OR EQUAL HOLDOWN5 TO DE PROVIDED AT COP, NERD OF BUILDING AND AT OPENING5 GREATER THAN GLO" WIDE (U.N.O.) TYPICAL ANCHOR DOLT: 516" DIA. x 3'-0" O.C. (U.N.O.) WITH MINIMUM EMBEDMENT OF 9" WITH 3"x3" 5QUAP-,E WASHER. HOLD I 2" OFf= COP-,NEP-,,,5 AND 4" TO I 2" OFF EACH END OF EACH 6ILL PLATE. (U.N.O.) IDate: 6/5/09 Proj. #: 09.5 Idrwn. by: TC Chkd. by: DK Bheel; no. 2 30" MiN. REDAP. lENGTH TYPICAL STRAP TIE HOLD DOWN DETAIl, UNEXCAVATED -- (2) 2 x 6 pRESSURE TREATED 5ILL PLATE5 EMB~DMENT 9" INTO CONCR~E W/ (F~CE 1 I/2 FROM FOUNDATION WA~ FNg WALL (~) ; 5THD] 4 / 5THD[4~ ~PiOAL 5T~. TiE HOLOOWN D~AI, (KlM 'OIbT APPLICATION) * ANCHO& / HOLD-DOWN I/4" = ILO'' MDUI4 HOLD DOWN I"¢ THREADED &OD SCALE: HPl9 I f/4" ¢ THREADED-- MIN INTO CONC. ,/ HD19 HOLD-DOWN SECTION DETAIL s~: NX.S ANCHOR. DOLT 5?ACING 5" O.C. (~ 15" O.C. (~ 3G" O.C. (~ 5YMDOL MOLD-DOWN REPRESENT5 LOCATION OF .51MPDON 5THD 1 4P.J 5TRAP5 TO DE LOCATED I 1/2" F&OM EDGE OE EOUNDATION (U.N.O.) USE 5THD 1 4 AT GAP-AGE. REpREDENTD LOCATION OF 51MFDON HDU I 4 HOLD-DOWN. IO¢ I MOLD-DOWN CONNECTED TO 1" THREADED ROD INSTALLED Rog TO DE EMDEDED MIN. D" INTO iN gET EPOXY. THREADED ?OURED WALL. 5TUg LOCATION IN WALLTO DETEPJvlINE TttREADED ROD LOCATION, ftOLD-DOWN ~ THREADED ROD TO DE INSTALLED ON 51TE. RE?RESENT5 LOCATION OF 51MESON HD I 9 HOLD-DOWN. HOLD-DOWN CONNECTED TO I J/4" THREADED ROD INCTALLED IN ~ET EPOXY. THREADED ROD TO DE EMDEDED MIN. I ~ I/4" INTO F'OURED WALL. 5TLID LOCATION IN WALL TO DETERMINE THREADED POD LOCATION. HOLD-DOWN ¢ THREADED ROD TO DE INSTALLED ON 51TE. JDats: G/5/09 Proj. #: 09.5 JDrwn. by: TC Chkd. by: DIe,, NOTE: R`EFER TO MODULAR. PLAN5 FOR. CON OF HOLD-DOWN TO FRAMING. ~hect no. 2 2