The URL can be used to link to this page

Home My WebLink About34806-Z Town of Southold Annex 4/1/2011 54375 Main Road d, x Southold,New York 11971 oy'r1p CERTIFICATE OF OCCUPANCY No: 34885 Date: 4/1/2011 THIS CERTIFIES that the building RESIDENTIAL NEW CONSTRUCTION Location of Property: 225 Goose Creek Lane, Southold,NY 11971, SCTM#: 473889 Sec/Block/Lot: 79.-2-3.9 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this officed dated 6/10/2009 pursuant to which Building Permit No. 34806 dated 6/19/2009 was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is: One family dwelling(modular)with covered porch, rear deck and attached one car garage as applied for. The certificate is issued to Keenan, John&Keenan, Ellen (OWNER) of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL R10-09-0031 3/3/11 ELECTRICAL CERTIFICATE NO. 09-5341 6/22/10 PLUMBERS CERTIFICATION DATED 6/9/10 Master Mechanical Corp Aut orized Signature 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 GARAG.E .AND FRONT WRAP AROUND PORCH PER APPROVED- PLANS AS APPLIED FOR at premises located at 225 GOOSE CREEK LA SOUTHOLD County Tax Map �o. 473889 Section 079 Block 0'002 Lot No. 003 . 009 pursuant to application dated JUNE 10, 2009 and approved by the. Building Inspector to expire on DECEMBER 19; 2010 .' Fee $ . 1, 594 . 00 Authorized Signature ORIGINAL Rev. 5/8/02 I Form No.6 TOWN OF SOUTHOLD MAR 16 2011 BUILDING DEPARTMENT Aiai . 7 Y'.zt,Ci TOWN HALL—� / � 765-1802 BLDG.DEPI TOWN OF SOUTHOLD C ICATION 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 survey of property with accurate location of all buildings,property lines, streets, and unusual natural or 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 the solder used in system contains less than 2/10 of 1%lead. 5. Commercial building, industrial building,multiple residences and similar buildings and installations,a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit.Planning Board Approval of completed site plan requirements. B. For existing.buildings (.prior to April 9, 1957) non-conforming uses,or buildings and"pre-existing"land uses: 1. Accurate survey of property showing all property lines, streets,building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant. If a Certificate of Occupancy is denied, the Building Inspector shall state the reasons therefor in writing to the applicant.' C. Fees 1. Certificate of Occupancy-New dwelling$25.00,Additions to dwelling$25.00, Alterations to dwelling$25.00, Swimming pool$25.00, Accessory building$25.00,Additions to accessory. building$25.00, Businesses$50.00. 2. Certificate of Occupancy on Pre existing Building- $100.00 3. Copy of Certificate of Occupancy-$.25 4. Updated'Certificate of Occupancy- $50.00 5. Temporary Certificate of Occupancy-Residential$15.00, Commercial$15.00 Date. New Construction: Old or Pre-existing Building: (check one) Location of Property: a 205 (4/'S�EI� 4AM6 S'pFdL MOL 6 House No. Street Hamlet Owner or Owners of Property: :YO NU QUE/V XEAMA1 Suffolk County Tax Map No 1000, Section Q P7 q Block .type Z Lot .o6 q e)W Subdivision Filed Map. Lot: Permit No. A0(,a Date of Permit. `p/19/69 Applicant: 6WR&P- !-�it/A-50 f (Pry %N�C'AAI T> Health Dept. Approval: _- Rio -o q ." bd 31 Underwriters Approval: 6 q— 53YI Planning Board Approval: Request for: Temporary Certificate Final Certificate: (check one) Fee Submitted: $ or 0/�TL.�py ram. Applicant Signature �,\9�@►'e'e'Qe. .�4`0.r►►AJIpeA.v (4`0.1014►J,►�AA ,�i0.►VOJrr1'i'�; u�4`S6�irvjwr'w.;. .:�ia.10J►►/ai'. ,�;•�`h1� ,T,. .�5`0. J r� •0e•P °�N,"i `:dam . %' \\ /%5 ' i \\ w /�y: ri'� ///e..?'� \\ /�'4:• \ /•,�r? //s��.R r � 1 Electrical Inspectors Inc. Certificate Number: 09-5341 308 East Meadow Avenue Municipality: Southold,Town Of C East Meadow,NY 11554 ° +` Sf"'.yij Office:(516)794-0400(631)396-7474 Inspector: 124 Fax:(516)794-5854 Issue Date: 6/22/2010 Website:www.electricalinspectors.com x Email:info@electricalinspectors.com Mail To: Property Address: =' Absolute Electric Inc . ShiFl�; Russell Castaldo Keenan 1 \ * 2938 Hempstead Turnpike Suite 208 225 Goose Creek Lane .: . ` Levittown,NY 11756 Southold,NY 11971 1� License#: 4440-E 'Y4 - ELECTRICAL APPROVAL CERTIFICATE _- ' AREAS LISTED BELOW ARE APPROVED BY INSPECTION "`✓ AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE No visual defects were found for the electrical inspection provided.No obvious unsatisfactory conditions were found in the areas 5; cs�: P P rY herein below only. z: �� Residentallnspection/ModularHome S Basement torage Room - ... ti4. I GFI Rece tacle Switches; 7-Ir:candescent Fixtures 4-Heat Fractional M S f =�=" 200Amp Single Phase New Overhead Servtce/CB/I Meter.,100Atrip Single Phase Main Panel/40Ckts/40 Used. Rough 8118109 Final6/11/10 \ .yr. 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. l `2 sfs- x It+.yr Fy. hl Not valid,unless signed by an a rized EH Agent /1 5 �,. // ---- •....; .�-.-- ---Richard M.Bivone Philip F.Goehring "=y r�e President Chief Electrical hnspectorV. a:,< !✓�A�•�'� ''`1yl-• G1',^Ap1 lip 1 Yj!! 'Yl�•,1�1 1. �yy 1. ELECTRICAL INSPECTORS,INC.is not responsible for the existing conditions at the subject premises. 2. ELECTRICAL INSPECTORS,INC,is not responsible for corrections,upgrading or replacement of existing electrical violations at the subject premises.Any corrective work shall be solely the responsibility of the property owner.ELECTRICAL INSPECTORS,INC.DOES NOT WARRANTY OR UNDERWRITE THE ELECTRICAL CONDITIONS AT THE PREMISES. 3. ELECTRICAL INSPECTORS,INC.only recognizes the National Electric Code,the Building Codes of New York State all volumes and Local Municipal Codes,as Authorized by The Department of State Codes Division,via Village,Town or City Board Resolution. 4. AN ELECTRICAL SURVEY consists of a visual examination of the premises ONLY: Electrical Inspectors Inc.will comply with the requirements of NFPA 73,latest edition Chapter 1,Section 1-1, 1-2. If violations exist,a Notice of Violation(NOV)will be issued requiring correction by a licensed electrical contractor.After the violation has been corrected,a re-inspection will be conducted and if approved a certificate shall be issued. 5. A SURVEY CERTIFICATE does not examine the actual wiring or devices unless all walls are opened and wires and devices are exposed prior to the survey being conducted. 6. A CERTIFICATE is non-transferable. 7. AN ELECTRICAL INSPECTION consists of an examination of wiring and installations during the rough stages of construction.After completion of the construction a final inspection will be conducted at which time a certificate will be issued provided no violation exist. In the event no inspection is requested during the rough stages of construction ELECTRICAL INSPECTORS,INC.will perform a CLOSED WALL'SURVEY that . consists of a visual inspection of the wiring and_installations only. Since access is limited,ELECTRICAL INSPECTORS,INC. shall bear no responsibility for any defects or violations at the premises. 8. ELECTRICAL INSPECTORS,INC.shall not be responsible to remove any walls in order to conduct an electrical inspection. 9. ELECTRICAL INSPECTORS,INC.will only release information,certificates and reports to the applicant after payment for services rendered have been paid in full. 10. ELECTRICAL INSPECTORS,INC.assumes no liability for the results of its inspections. 11. The agreement may not be changed orally. FAT \ ST ° n MECHANICAL CORP. CERTIFICATION Date: 60_ 9 lb Building Permit No. 345 O(t Owner: kV--Q in a (Please print) lease print) I certify that the solder used in the water supply system contains less than 2/10 of 1% lead. (Plum er nature) Sworn to before me this day of . ya 20 Ltw- c G COUNIY MYEM IN A►y,c'anrrr's�a►:E�..aa44 Notary Public, County _ 75 Verdi Street • Farmingdale, New York 11735-6601 (631) 391-9292 Fax (631) 391-9296 SO(/T�ol � o courm,��' TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [FOUNDATION 1ST [ ] ROUGH PL13G. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION REMARKS: ` To I DATE � INSPECTOR Z � Ofr SOUr,��lo TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 NSPECTION [ ] F NDATION 1ST [ ] ROUGH PLBG. ZFOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE A CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RES TANT PENETRATION REMARKS: DATE - 7INSPECTOR OF SOUTy� cou TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PL13G. [ ] FO DATIO [ ] INSULATION [ RAMIN STRAPPING [ ] FINAL [ ] FIREPLACE A CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION REMARKS: DATE INSPECTOR - SO(/ryolo coutom, TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1 ST [ ] ROUGH PL13G. [ ] FOUNDATION 2ND [ ] INSULATION [)4 FRAMING STRAPPING a [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION REMARKS: 2_5_�Ln-u f t DATE �� r INSPECTOR pF SOUjy�lo �o MUM, TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION FOUNDATION 1 ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING FINAL [ ] FIREPLACE A CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION REMARKS: DATE � � r r INSPECTOR SOOry�lo courm,��' TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING [/FINAL [ ] FIREPLACE A CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION REMARKS: t ,moo C4�� ;-4 - DATE INSPECTOR FIELD INSPECTION REPORT DATE COMMENTS FOUNDATION(IST) -- --------------------------- FOUNDATION(2ND) t1i v z 00 u\ V1 r ROUGH FRAMING& y PLUMBING -- r INSULATION PER N.Y. y STATE ENERGY CODE J OAF, r1 p C) R FINAL ADDITIONAL COMMENTS 771 O PJ �usn Un LD G D 6L 0 /D14 ctlll`� 4eel V&O� 0-,4e : -777 5- l U z° o � C r C r TOWN OF SOUTHOLD BUILDING PERMIT APPLICATION CHECKLIST BUILDING DEPARTMENT Do you have or need the folioying,before applying? TOWN HALL Board of Health l� SOUTHOLD,NY 11971 4 sets of Building Plans�-y�— TEL: (631)765-1802 Planning B d approval FAX: (631)765-9502 Survey SoutholdTown.NorthFork.net PERMIT NO. i )`'' Check Septic Form N.Y.S.D.E.C. Trustees b � Flood Permit Examined 20 Storm-Water Assessment Form Contact: Approved 62 —1 20 c Mail to: Disapproved a/c Phone: ((�� (( Expiration ] 120 DE C E � 1J E Building Inspector APPLICATION FOR BUILDING PERMIT JliN 10 2009 Date " ¢ 20_04 INSTRUCTIONS BLDG.DEPT. is applicatio MUST be completely filled in by typewriter or in ink and submitted to the Building Inspector with 4 TOWN OF SO TAO plan to scale.Fee according to schedule. b.Plot plan showing location of lot and of buildings on premises,relationship to adjoining premises or public streets or areas,and waterways. c.The work covered by this application may not be commenced before issuance of Building Permit. d.Upon approval of this application,the Building Inspector will issue a Building Permit to the applicant.Such a permit shall be kept on the premises available for inspection throughout the work. e.No building shall be occupied or used in whole or in part for any purpose what so ever until the Building Inspector issues a Certificate of Occupancy. f.Every building permit shall expire if the work authorized has not commenced within 12 months after the date of issuance or has not been completed within 18 months from such date.If no zoning amendments or other regulations affecting the property have been enacted in the interim,the Building Inspector may authorize,in writing,the extension of the permit for an addition six months.Thereafter,a new permit shall be required. APPLICATION IS HEREBY MADE to the Building Department for the issuance of a Building Permit pursuant to the Building Zone Ordinance of the Town of Southold,Suffolk County,New York,and other applicable Laws,Ordinances or Regulations,for the construction of buildings,additions,or alterations or for removal or demolition as herein described.The applicant agrees to comply with all applicable laws,ordinances,building code,housing code,and regulations,and to admit authorized inspectors on premises and in building for necessary inspections. (Si ure of applicant or name,if a corporation) ,( ailmgaddressofapplicant) s Lzoq ti4/. //7 y Z State whether applicant is owner,lessee,agent,architect,engineer,general contractor,ele trici ,plumber or builder A?(,,:,ens i Name of owner of premisesC.0- /y /` t r kleeN CiN (As on the tax roll or 1 test deed) If applicant is a corporation,signature of duly authorized officer (Name and title of corporate officer) Builders License No. 31 Q O d&—H Plumbers License No. t» Electricians License No. 41 q�U Other Trade's License No. 1. Location of land on w ich proposed work will be done: aa5 o c se CAQ3eK= l,el"►e_ S u House Number Street Hamlet County Tax Map No. 1000 Section Block r7� Lot Subdivision Filed Map No. Lot 2. State existing use and occupancy of premises and intended use and occupancy of proposed construction: a. Existing use and occupancy VACANT LAND b. Intended use and occupancy (Al&LO- F-Y-Y-1 3. Nature of work(check which applicable):New Building ✓ Addition Alteration Repair Removal Demolition Other Work C (Description) 4. Estimated Cost �TA ®o 0 Fee + I t, (To be paid on filing this application) 5. If dwelling,number of dwelling units Number of dwelling units on each floor If garage, number of cars 1 6. If business,commercial or mixed occupancy,specify nature and extent of each type of use. N/A 7. Dimensions of existing structures,if any:Front Rear Depth Height Number of Stories Dimensions of same structure with alterations or additions: Front Rear Depth Height Number of Stories 8. Dimensions of entire new construction:Front S/ Rear ��/�� Depth V Height Number of Stories 9. Size of lot:Front /05' Rear e 4 Depth �g5 anb�/ I 10.Date of Purchase Z-6-��C 1 Name of Former Owner �� 5 I'lglOk )+O yV f 00 11.Zone or use district in which premises are situated 12.Does proposed construction violate any zoning law,ordinance or regulation?YES NO 13. Will lot be re-graded?YES_NO4WiII excess fill be removed from premises?YES4 NO 14.Names of Owner of premises Address Phone No. Name of Architect C.#well A d Address75'/G"►Ct-i6+,i� 9w-Phone No &3/- 5 63- 5/o Name of Contractor P P0 1-1 e v�V)*, Address '57 rva4 Ave. Phone No. G oi]- 3-7 5 Z ltiGfsv. /� s��{ti�v�l 15 a.Is this property within 100 feet of a tidal wetland or a freshwater wetland?*YES NO * IF YES,SOUTHOLD TOWN TRUSTEES&D.E.C.PERMITS MAY BE REQUIRED. b. Is this property within 300 feet of a tidal wetland?*YES NO 'Ic * IF YES,D.E.C.PERMITS MAY BE REQUIRED. 16.Provide survey,to scale,with accurate foundation plan and distances to property lines. 17.If elevation at any point on property is at 10 feet or below,must provide topographical data on survey. 18.Are there any covenants and restrictions with respect to this property?* YES NO )� * IF YES,PROVIDE A COPY. STATE OF NEW YORK) SS: COUNTY OF ) ISO f-/ being duly sworn,deposes and says that(s)he is the applicant (Name of individual signing contract)above named, (S)He is the A"5'yA)T (Contractor,Agent,Corporate Officer,etc.) of said owner or owners,and is duly authorized to perform or have performed the said work and to make and file this application; that all statements contained in this application are true to the best of his knowledge and belief;and that the work will be performed in the manner set forth in the application filed therewith. Sworryto_,b�fore me this sp� J`k day of 20 d / Nota Pu li , gnature of Applicant Wasa McPealt 1��".�. pd&,State of New York taw Wolk County No.01 MC6124610 E ql �1�• ConrMsslon Expires March 28.20 --- Ctromndssla� S.C.T.M. NO. DISTRICT: 1000 SECTION: 79 BLOCK: 2 LOT(S):J.19 DWELLINGS J� W/PUBLIC WATER -� .(IlCL 12.21' 150, ELEV. 25.0 O� DR BROWN 0.6' \ NDY LOAM '°"® _ EXISTING WATER MAIN UddVAC) 2�.LVQ WOMA SUVA -41 � BROWN s!A!®®�QS� � � ! ,1 1O CL 16.71 CL 21.70 LOAMY SAND 3.5 udd�BAYVIEW (50') i ROAD PALE n �'S' G� BROWN 01 "d3N �� J'H � �)�`�' 11�XElL MEDIUM 0 ON S6 ,0011E LIL #45 K10 5.AV SAND 00' EL 21.5 17.3 GRAVEL A-INC) 30)M:M'l-j2`j �'1I't a" 1 ►vil.6 � $ .68� 485.13 U.P. RHEAD WIRES % V VHOA N011,0f123. W® 'i'!�"A o��It)� ISI:u � GUY WIRES I Q EL 25.9 633IAM2IS Hl'l 2I4 .d® 1,IV3WlLU O�,CL, V '°(®:.1�� EL 22.1 I 0 y EL 23.0 v U / Li.l NO WATER to �"� ti 17 ?8`S y / / fO Qom w 00 000Sf 04/17/09 cRFFk X3 i a pp O 20' R.O.WLIBERW7298 PAGE E132 N AS 9 CREEK LANE GG�7 sO EL 24.9 Nih a !a (� z /C�6.7 /� ��. PO RC EL 5.0 O H�o/� � 0�RE0 EL(25.0) DWELLINGS EL(25.0) 5• C 1 12 i W/PUBLIC WATER EL 23.8 150' yh 6.6 7 3' lW9 N N j ?0 EL 25.5 c��N CL 7.0 PROPOSD W FRM• 12 A• 41.6' 2 OW�l1NG / Lw EL 27.5 `O WFfl.21 'o / / N / C 8. 29 6 EL(25.0) DWELLINGS W/PUBLIC WATER 150' EL(25.0) EL 26.5 Q % EL 25.4 EL 28.9 EL 23.1 p Y CL 5.8 / LOT 7 / CID EL 23.8 EL 26.8 0 EL 26.2 EL 23.3 10N 14.2 EL 28.9 N46o40,40„W ®Cl) p to ® �M- M EL 27.8 CQ OPEN C SpgC VAC%r ®a CD _ THE WATER SUPPLY, WELLS AND CESSPOOL LOCATIONS SHOWN ARE FROM FIELD OBSERVATIONS AND OR DATA OBTAINED FROM OTHERS. AREA: 48,653 S.F. OR 1 .12 ACRES ELEVATION DATUM: ----------- UNAUTHORIZED ALTERATION OR ADDITION TO THIS SURVEY IS A VIOLATION OF SECTION 7209 OF THE NEW YORK STATE EDUCATION LAW. COPIES OF THIS SURVEY MAP NOT BEARING THE LAND SURVEYOR'S EMBOSSED SEAL SHALL NOT BE CONSIDERED TO BE A VALID TRUE COPY. GUARANTEES INDICATED HEREON SHALL RUN ONLY TO THE PERSON FOR WHOM THE SURVEY IS PREPARED AND ON HIS BEHALF TO THE TITLE COMPANY, GOVERNMENTAL AGENCY AND LENDING INSTITUTION LISTED HEREON, AND TO THE ASSIGNEES OF THE LENDING INSTITUTION, GUARANTEES ARE NOT TRANSFERABLE. THE OFFSETS OR DIMENSIONS SHOWN HEREON FROM THE PROPERTY LINES TO THE STRUCTURES ARE FOR A SPECIFIC PURPOSE AND USE THEREFORE THEY ARE NOT INTENDED TO MONUMENT THE PROPERTY LINES OR TO GUIDE THE ERECTION OF FENCES, ADDITIONAL STRUCTURES OR AND OTHER IMPROVEMENTS. EASEMENTS AND/OR SUBSURFACE STRUCTURES RECORDED OR UNRECORDED ARE NOT GUARANTEED UNLESS PHYSICALLY EVIDENT ON THE PREMISES AT THE TIME OF SURVEY SURVEY OF: LOT 7 CERTIFIED TO: JOHN KEENHAN; MAP OF: JAMES W DAWSON FILED: OCTOMBER 16, 1983 AS #7987 SITUATED AT: SOUTHOLD TOWN OF: SOUTHOLD KENNETH M. WOYCHUK L.S. SUFFOLK COUNTY, NEW YORK Land Surveying and Design " P.O. Box 3, Mattituck, New York, 11952 PHONE (631) 298-1588 FAX (631) 298-1588 FILE #29-11 SCALE: 1 =30 DATE:APRIL 17, 2009 N. Y. S. LIC N0. 50227 maintaining the records of Robert J. Hennessy S.C.T.M. NO. DISTRICT: 1000 SECTION: 79 BLOCK: 2 LOT(S):J.19 DWELLINGS W/PUBLIC WATER O \ 150' EXISTING WATER MAIN w� BAYVIEW (50') ! ROAD _ S6 19009E 105.00' �w LIL #45 I _ Q _ U.P. pyERHEAD WIRES 88.68' —' 485.13' i7 GUY WIRES I Q �O 16.32' PROPOSED J DRY WELL ?W_ I� tl7 O W DO / 11 Q m �y� 13 O = O O co 0 20' R.O.W. KNOWN AS GOOSE CREEK LANE ► / ! Z LIBER 7298 PAGE 132 w A. I DWELLINGS W/PUBLIC WATER CO 16.6 o 150' 4h) � in 12'0• I ?� 6.6• 'S• a •o / N I / p•(10N/ `�UopNO cloo 12.2 28.3' •o ��19 �NOpZ10N / to ZOp Z6 0 N DWELLINGS W/PUBLIC WATER 150' / LOT 7 F a 0 ti / °A ,Jug � s 2ooa 14. '/i gLDG.DEPT. TOWN OF SOUTNDLD N46o40 40„w 0 0 DRAINAGE CALCULATIONS: Cq A) FOOTPRINT & COVERED PORCH=2,010 SQ.FT. OPEN 2,010 x 0.166=333.66 < 334cf REQUIRED SPACE(2) 8'DIA x 4' DEEP DRYWELL=353cf PROVIDED VAST '��,�• ' 8) DRIVEWAY=1,050 SQ.FT. 47 1.050 x 0.166=174.3 < 175cf (1) B'DIA x 4' DEEP ORYWELL= 176cf PROVIDED THE WATER SUPPLY, WELLS AND CESSPOOL LOCATIONS SHOWN ARE FROM FIELD OBSERVATIONS REVISE HOUSE LOC. & ADD DRY WELLS 06-10-09 AND OR DATA OBTAINED FROM OTHERS AREA: 48,653 S.F. OR 1.12 ACRES ELEVATION DATUM: _________________________ UNAUTHORIZED ALTERATION OR ADDITION TO THIS SURVEY IS A VIOLATION OF SECTION 7209 OF THE NEW YORK STATE EDUCATION LAW. COPIES OF THIS SURVEY MAP NOT BEARING THE LAND SURVEYORS EMBOSSED SEAL SHALL NOT BE CONSIDERED TO BE A VALID TRUE COPY. GUARANTEES INDICATED HEREON SHALL RUN ONLY TO THE PERSON FOR WHOM THE SURVEY IS PREPARED AND ON HIS BEHALF TO THE TITLE COMPANY, GOVERNMENTAL AGENCY AND LENDING INSTITUTION LISTED HEREON, AND TO THE ASSIGNEES OF THE LENDING INSTITUTION, GUARANTEES ARE NOT TRANSFERABLE. THE OFFSETS OR DIMENSIONS SHOWN HEREON FROM THE PROPERTY LINES TO THE STRUCTURES ARE FOR A SPECIFIC PURPOSE AND USE THEREFORE THEY ARE NOT INTENDED TO MONUMENT THE PROPERTY LINES OR TO GUIDE THE ERECTION OF FENCES, ADDITIONAL STRUCTURES OR AND OTHER IMPROVEMENTS EASEMENTS AND/OR SUBSURFACE STRUC-TURES RECORDED OR UNRECORDED ARE NOT GUARANTEED UNLESS PHYSICALLY EVIDENT ON THE PREMISES AT THE TIME OF SURVEY SURVEY OF: LOT 7 CERTIFIED TO: JOHN KEENHAN; MAP OF: JAMES W DAWSON FILED: OCTOMBER 16, 1983 AS #7987 SITUATED AT: SOUTHOLD TOWN OF: SOUTHOLD KENNETH M. WOYCHUK L.S. SUFFOLK COUNTY, NEW YORK Land Surveying and Design P.O. Box 3. Mattituck, New York, 11952 PHONE (631) 298-1588 FAX (631) 298-1588 FILE #29—11 SCALE: 1 =3O DATE:APRIL 17, 2009 N. Y. S. LIC NO. 50227 maintaining the records of Robert J. Hennessy S.C.T.M. NO. DISTRICT: 1000 SECTION: 79 BLOCK: 2 LOT(S):3.19 DWELLINGS \ W/PUBLIC WATER #R10-09-0031 +�1z.z+ 150' EXISTING WATER MAIN CL 13.84 ••- .._ CL 16.71 CL 21.70 BAYVIEW (50') ! ROAD w S61051'00"E 88.68' EL 21.5 LIL #45 O EL 17.3 0 � 485.13' CS U.P. OVERHEAD WIRES DI 19.66 CL 15 GUY WIRES ®1 EL•25.9 ` J o EL 22.1 EL 23.0 1 �� >w_ I } 30J 000SE / n O� W < j U o IW 00 Cr 20' R.O.W. KNOWN AS GOOSE CREEK LANE /cc�- EL 24.9 ;3 Z OWNED BY GOOSE CREEK LANE ASSOCIATION INC. �v d N I 41 CL P.7 2 I 25' 32' 31, PORCN 0�6 0 I CO EL 25.7 �4J EL 25.4 16.0 _o i2 i EL 23.8 N � O EL 25.5 6 6, 6 6 7.5' 6 / L 17.0 MDWLINGS . fR W/UBLIC WATER / Q�`"� 2 VI- ',.10 12.2! 28.3' 150' O�Q Aft-26• to / �S N DWELLINGS CL 16. ,S, W/PUBLIC WATER / 150' „ 29 6• EL 25.8 -� / EL 25.4 ESN p EL 25.6 WOOD 1 .. DECK EL 23.1 , LOT 7 CL 1SA / y EL 23.8 EL 26.8 0% EL 23.3 yyy,..,.(�...,..,,.. ,..,{ .�>p..,6_y_ �w EL 26.2 +'��sl�"Y"i„PLK CY..t'+,:tu\�G~as A.i�'.S"0'iY'�{Elfd:>".:l7'I"FF 7 ary A!��1 0.rF 1 jCC-� w i `"t +"L E +� 1,<>'•.R..d`�4 :1n r'l.i,,;';s'' d",'e's.`t�^f i--;, 1 L''. Z�9.1?�f`"'y FOR q +}I 1 P./V._-0 9-0 631; N4Lao he?ir'1 i i11;,t(T 2I a.1{�L rc('• ti t 1 tir,f" VIFI 7I}( a�3i.3i Ilr1V43 IYr^,111 VV 40 40" I(1:i`3iti:CFl1'� hY1�.i ll C F'lli�!.' ""az, y r- �! w , t t � (a :51�1 '` Ytti'n +++tp1•0�i�v�C%1ia35,c1E1(1 tY)Ue1G t+� .. i': ,.ia�.:�,"�\ C i.,' y'I o'&'Es). /O .ilk , EL 27.8 OPEN..�..«.._.�.............. va sp,�cE _ _ 27 "ACANT 2,4 7, RECEIVED FINAL SURVEY 10-27-10 PLOT SANITARY & WATER LINE LOC. 10-18-10 FEB 012011 REVISED 7-29-09 THE WATER SUPPL Y, WELLS AND CESSPOOL LOCATIONS SHOWN ARE FROM FIELD OBSERVATIONS REVISE HOUSE LOC. & ADD DRY WELLS 06-10-09 SUFF.CO.HEALTH SERVICES AND OR DATA OBTAINED FROM OTHERS. AREA: 45,737 S.F. OR 1 .05 ACRES OFFICE OF WASTRIATER MGT. ELEVATION DATUM: _U.S_C.G_ _____________ UNAUTHORIZED ALTERATION OR ADDITION TO THIS SURVEY IS A VIOLATION OF SECTION 7209 OF THE NEW YORK STATE EDUCATION LAW. COPIES OF THIS SURVEY MAP NOT BEARING THE LAND SURVEYOR'S EMBOSSED SEAL SHALL NOT BE CONSIDERED TO BE A VALID TRUE COPY. GUARANTEES INDICATED HEREON SHALL RUN ONLY TO THE PERSON FOR WHOM THE SURVEY IS PREPARED AND ON HIS BEHALF TO THE TITLE COMPANY, GOVERNMENTAL AGENCY AND LENDING INSTITUTION LISTED HEREON, AND TO THE ASSIGNEES OF THE LENDING INSTITUTION, GUARANTEES ARE NOT TRANSFERABLE. THE OFFSETS OR DIMENSIONS SHOWN HEREON FROM THE PROPERTY LINES TO THE STRUCTURES ARE FOR A SPECIFIC PURPOSE AND USE THEREFORE THEY ARE NOT INTENDED TO MONUMENT THE PROPERTY LINES OR TO GUIDE THE ERECTION OF FENCES, ADDITIONAL STRUCTURES OR AND OTHER IMPROVEMENTS. EASEMENTS AND/OR SUBSURFACE STRUC-TURES RECORDED OR UNRECORDED ARE NOT GUARANTEED UNLESS PHYSICALLY EVIDENT ON THE PREMISES AT THE TIME OF SURVEY SURVEY OF: PART OF LOT LOT 7 CERTIFIED TO: JOHN KEENHAN; MAP OF: JAMES W DAWSON ' FILED: OCTOMBER 16, 1983 AS #7987 SITUATED AT: SOUTHOLD TOWN OF: SOUTHOLD KENNETH M. WOYCHUK L.S. SUFFOLK COUNTY, NEW YORK Land Surveying and Design P.O. Box 3, Mattituck, New York, 11952 PHONE (631) 298-1588 PAX (831) 298-1588 FILE #29-1 1 SCALE: 1"=30' DATE:APRIL 17, 2009 N. Y. S. LIC N0. 50227 maintaining the records of Robert J. Hennessy dog Town of Sou#hold o , Erosion, Sedimentation & Storm-Water Run-off ASSESSM ENT FORM 1 PROPERTY LOCATION: S.C.T.M: :, THE FOLLOWING ACTIONS MAY REQUIRE THE SUBMISSION OF A. STORM=WATER;'GRADING.DRAINAGE AND EROSION CONTROL PLAN District Section Block Lot CERTIFIED BY A DESIGN PROFESSIONAL IN THE STATE OF NEW PORK. —.-------=.—=--=------= =---=— ----- - Item Number. (NOTE:. A Check Mark(4)for each Question is Requ!red.for a Complete Application) Yes No Will this Project Retain All Storm-Water Run-Off Generated by a Two(2")Inch Rainfall on Site? (This item will-include all run-off created by site clearing and/or construction'activities as well.as.all Site Improvements.and the permanent creation.of impervious surfaces.) - 2 Does the Site Planand%r.Survey Show All Proposed Drainage Structures Indicating Size&Location? This Item shall include all Proposed Grade Changes and Slopes,Controlling Surface WaterFlowt 3 Wilfthis Project Require any Land Filling,Grading or Excavation where there is a change to the Natural Existing Grade Involving more than 200-Cubic Yards of Material within any.Parcel? _ 4 Will-this Application Require Land Disturbing Activities Encompassing an Area in Excess of. �. Five Thousand(5,000)Square Feet of.Ground Surface? a _ rj Is there a Natural Water Course Running through the Site? Is this Project-within the Trustees jurisdiction or within One Hundred(100').feet of a Wetland or.Beach? 1/ s Will there be.Site preparation on Existing Grade Slopes which Exceed Fifteen(15)feet of Vertical Rise to One Hundred(100')of Horizontal Distance? . . _ 7 Will Driveways,Parking Areas other Impervious'Surfaces be Sloped to Direct'Storm-Water Run-Off into'and/or in the direction of s Town right=of--way? $ Will this Project Require the Placement of Material;Removal of Vegetation and/or the.Construction of any Item Within the Town.Right-of:Way or Road Shoulder Area? _ (This item will NOT include the Installation'of Driveway Aprons:) 9 Will this Project Require Site Preparation within the One Hundred(100)'Year Floodplain of any Watercourse? NOTE: If Any Answer to Questions One through.Nine is Answered with a Check Mark in the Box, at Storm-Water,Grading, Drainage&Erosion Control Plan is.Required and Must be Submitted for Review Prior:to Issuance of Any Building Permit! — ——— --=------- — =------------- --=--.._.— -- EXEMPTION: Yes No Does this project meet the minimum standards for classification as an Agricultural Project? Note: If You Answered Yes to this Question,a.Storm-Water,Grading,Drainage&•Erosion Control Plan•is.NOT Requiredl ————————-———————— STATE'.OF NEW YORK, COUNTY OF.. ,.,.........:....................... SS That I; .. . en..- Q„.... ! �! '��... being duly sworn deposes and sa s`(hat"' .. .... p y he/she is the applicant for Pennit, (Name of individual signing ljocumenq And that he/she is.the ................ .. (Owner,Contractor,Agent;Corporate Officer,etc.) Owner and/or representative the Owner of Owners,and is duly authorized-to perform or have performed the said work and to make,and file this application;:that all statements contained in this application'are true to the best of his knowledge and belief;and that the work will be performed in the manner set forth in the application filed herewith.. Sworn to before ine this; dl�aa No NIC6124610 .....................�-��........ ......day.of.....�Gt�YI-� .... 20..... S PaNICounter .of Crnrrmiss m it.s'Aluch 28,20.13 Ei Notary Public: ....... � Z.... ignature of Applicant) FORM - 06/071z u �Nes March . . . BUILDING PERMIT EXAMINER CHECKLIST *Date Submitted:61,006/0'?*Date Reviewed&I 06/6 Applicant: G ,S 0- . Owner:J0 (�'C� Architect/Engineer: e w'X, rI n of Estimated Cost:� 1�0 q T. SCTM#'1000- - o� - / Subdivision: ,Zone: Conforming? 11 Property Address: c�o?l� �GY� � � City: SO GC_ �Q� Pre COs? Building Permits (Open/Expired): BP -Z/C/o Z- ,Info: BP -Z/C/o Z- ,Info: BP -Z/C/o Z- ,Info: BP -Z/C/o Z- ,Info: BP -Z/C/o Z- ,Info: Single& Separate Search Required?por N. Determination: I d'VC-U,?- REQ. Lot Size: A T. Lot Size: REQ. Lot Cov. ACT: Lot Cov. REQ. Front D ACT. Front Side o " ACT. Side Q �O PROP. Rear C�S EQ -�� ?3 RE Rear REQ. Height. ACT. Height Project Descri do r Aj ah(�' Waterfront? Y o If yes, water body: Panel# Flood Zone: Bulkhead/Bluff Distance: ADDITIONAL APPROVALS REQUIRED Suffolk County Health: . r N - If.yes;*Bed#: *Date /V/L6 *Permit#: 023 own Septic: Y r I - f no ce t'r ification required: Y or N Received: Y or N By: NYS DEC: PRE-UEQ 9/1/75 Y or - Dater_/_/ Permit#: or NJ Letter— Notes: Southold Trustees: Y orZate: _/_/ Permit#: or NJ Letter—Notes: Southold ZBA' Y or�Date: / / Permit#: —Notes: Southold Planning: Y or - ISate: / /` Permit#: —Notes: Town Landmark C of A: Y or DTE: / / *NYS CODE Compliance(page 2): Y or N Notes l s Fee Structure: Calculation: /1 C Foundation: d SF 1. TF)- SF = A 0 SF X I/ U= ` First Floor: 1 SF + Initial Fee: $ a , Second Floor: SF + Additional Fee ( ): $ Other: SF, 2. ( SF)-,(_SF)--. SF X $ =$ Total: SF 1 +Initial Fee: $ + Additional Fee TOTAL: $ ` 4' !' ' NEW YORK STATE CODE COMPLIANCE CHECKLIST- CLIMATICIGEOGRAPHIC.D`ESIGN CRITERIA: Ground Snovv Load: 45 Wind Speed; 120MPH Seismic Design Category: B------' Weathering: Severe / -Frost Depth: 36" ____Termite: M-H --Decay: S-M Design Temp: 11 Ice Shield Underlay: YES '� Flood Hazards: USE/OCCUPANCY-CLASSIFICATION: HEIGIIT/FIRE AREA: TYPE OF CONSTRUCTION: DESIGN CRITERIA: NGINE I C�TIVE FULL FRAMING DESIGN ELEMENTS. IN HEADERS: Y/N WALL STUDS: Y/N- GIRDERS: Y/N CEILING JOISTS: YIN FLOOR JOISTS:Y/N ROOF RAFTERS: YIN LUMBER SPECIES AND GRADE: Y/N DESIGN LOAD CALCULATIONS:6�N rIVE:I DEAD: Xf/N SNOW: XIIN SEISMIC.' Y//N WIND,,"'iN WINDOW AND DOOR SCHEDULE: •MISSLr TEST REQUIREMENTS:PN EGRESS 5.7 F.YIN 4 LIGHT 8%:. N' VENT 4%: NAILING/CONSTRUCTION SCHEDULE: /N MEANS OF EGRESS:qY N PLUMBING RISER DIAGRAM:SN LOCATION OF FIRE PROTECTION EQUIPMENT: YIN TRUSS DESIGN; CERTIFICATION: Y/N ENERGY CALCS:OY/N TOTAL COMPLIANCE? YIN (RETURN TO PAGE ONE) SOUjyol Town Hall Annex Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 G • Q Southold,NY 11971-0959 COU BUILDING DEPARTMENT TOWN OF SOUTHOLD 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 y Application of Certificate of Occupancy. (Enclosed) ,-,z Electrical Underwriters Certificate. A fee of$50.00. Final Health Department approval. y Plumbers Solder Certificate. (All permits involving plumbing after 4/1/ 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 S.C.T.M. NO. DISTRICT: 1000 SECTION: 79 BLOCK: 2 LOT(S):3.19 DWELLINGS J� W/PUBLIC WATER (IJCL 12.21'� 150' ELEV. 25.0 0 DR BROWN SANDY LOAM 0.6 EXISTING WATER MAIN - - - CL 13.54 - BROWN CL 16.71 CL 21,70 3.5' LOAMY SAND w� - BAYVIEW (50') ' ROAD PALE BROWN 105.00' c` MEDIUM SXEIL '00"E LIL N45 I EL 21.5 �y &D 17.3 Cyp GRAVEL ��U.P. 88.68' 485. 3' �OVERHEAD WIRES GUY WIRES 25.9 'OC 5.5 a0 - 16.32' 0. .1 PROPOSED 0. DRY WELL 23.0 I P 'w NO WATER 17. Jo' / LO o� Q 001se 04/17/09 C,pz,4- �A, Q� 3 of 20' R.O.W. KNOWN AS GOOSE CREEK LANE dGG�-+ 0. 249 N�^ ' !o CQ zZ LIBER 7298 PAGE 132 / 4�v B X9 i a G Ss HiA 25.0 !a G,C 6.7 e I o5V lb DWELLINGS W/PUBLIC WATER /� COVER EL(25.0) 150• / Aj EL(25.0) t5.8' n 2.1 I 0. 23.8 d a / 20 0. 25.5 PROPOSED 6 6' us N I CL 7.0 DRY WELL 0 pROPOSFRNI• t2.1 28.3' EL 27.5 2 TWL1N / s...... /CE277..0 o PROPOSED N DRY WELL N DWELLINGS C 8. / W/PUBLIC WATER � 150' 0. 25.4 2g.5' EL(25.0) � 0. 0 28.g 0.(25.0) 0. 23.1 O LOT 7 / EL 23.3 EL 26.8 dE-F o C I.A 0. 23.3 0. 28.2 14. EL 28.9 N46040 40 1,W i cat DRAINAGE CALCULATIONS. EL 27.8 a A) FOOTPRINT & COVERED PORCH=2,010 SOFT. �� OPEN U) j 2,010 x 0.166=333.66 < 334cf REQUIRED SpA \ (2) B'DIA x 4' DEEP DRYWELL=353cf PROVIDED Q& B) DRIVEWAY=1,050 11 S VAQ.FT. CANT \1,050 x 0.166=174.3 < 175cf j (1) 8'DIA x 4' DEEP DRYWELL= 176cf PROVIDED THE WATER SUPPLY, WELLS AND CESSPOOL LOCATIONS SHOWN ARE FROM FIELD OBSERVATIONS REVISE HOUSE LOC. & ADD DRY WELLS 06-10-09 AND OR DATA OBTAINED FROM OTHERS. AREA: 48,653 S.F. OR 1 .12 ACRES ELEVATION DATUM: _U_S_C.G_ _____________ UNAUTHORIZED ALTERATION OR ADDITION TO THIS SURVEY IS A VIOLATION OF SECTION 7209 OF THE NEW YORK STATE EDUCATION LAW. COPIES OF THIS SURVEY MAP NOT BEARING THE LAND SURVEYOR'S EMBOSSED SEAL SHALL NOT BE CONSIDERED TO BE A VALID TRUE COPY, GUARANTEES INDICATED HEREON SHALL RUN ONLY TO THE PERSON FOR WHOM THE SURVEY 1S PREPARED AND ON HIS BEHALF TO THE TITLE COMPANY, GOVERNMENTAL AGENCY AND LENDING INSTITUTION LISTED HEREON, AND TO THE ASSIGNEES OF THE LENDING INSTITUTION, GUARANTEES ARE NOT TRANSFERABLE. THE OFFSETS OR DIMENSIONS SHOWN HEREON FROM THE PROPERTY LINES TO THE STRUCTURES ARE FOR A SPECIFIC PURPOSE AND USE THEREFORE THEY ARE NOT INTENDED TO MONUMENT THE PROPERTY LINES OR TO GUIDE THE ERECTION OF FENCES, ADDITIONAL STRUCTURES OR AND OTHER IMPROVEMENTS EASEMENTS AND/OR SUBSURFACE STRUCTURES RECORDED OR UNRECORDED ARE NOT GUARANTEED UNLESS PHYSICALLY EVIDENT ON THE PREMISES AT THE TIME OF SURVEY SURVEY OF: LOT 7 CERTIFIED TO: JOHN KEENHAN; MAP OF: JAMES W DAWSON FILED: OCTOMBER 16, 1983 AS #7987 SITUATED AT: SOUTHOLD TOWN OF: SOUTHOLD KENNETH M. WOYCHUK L.S. SUFFOLK COUNTY, NEW YORK Land Surveying and Design P.O. Box 3, Mattituck, New York, 11952 * PHONE (631) 298-1588 FAX (631) 298-1586 FILE #29-1 1 SCALE: 1 "=30' DATE:APRIL 17, 2009 � N. Y: S. LIC N0. 50227 maintaining the records of Robert J. Hennessy REScheck Software Version 4.1.2 Compliance Certificate Project Title: Keenan Report Date:04/14/09 Data filename:R:1Residentlal Projects12009_Series1000's\09-024109-024 ResCheck rck Energy Code: 2007 New York Energy Conservation Construction Code Location: New York County,New York Construction Type: Detached 1 or 2 Family Heating Type: Non-Electric Glazing Area Percentage: 9% Heating Degree Days: 4910 Construction Site: Owner/Agent: Designer/Contractor: 225 Goose Creek Lane Homes By Penn Lyon Penn Lyon Homes Southold.NY 11971 Selinsgrove,PA 17870 195 Airport Rd 570-374-4004 Selinsgrove,PA 17870 570.374.4004 . . Compliance:30.7%Better Than Code Maximum UA:508 Your UA:352 Ceiling 1:Flat Ceiling or Scissor Truss 1460 380 00 44 Wall 1:Wood Frame.16"o c 2747 19.0 00 145 Window 1:Vinyl Frame:Double Pane 252 0 320 81 Door 1:Solid 51 0 160 8 Door 2:Solid 20 0 230 5 Floor 1:All-Wood Joist/Trurmover Unconditioned Space 1460 19.0 00 69 The proposed building represented in this document Is consistent with the building plans,specifications.and other calculations submitted with this permit application.The proposed systems have been designed to meet the 2007 New York Energy Conservation Construction Code requirements When a Registered Design Professional has stamped and signed this page,they are attesting that to the best of his/heir knowledge,(belief.and professional judgment,such plans or specifications are In compliance with this Code ��;nda ��lrltJ p2 �2�i4nE� aU+� •f �' 05.07.0? Name-Title Signature Date OF NEW y�P VIN M.Fyy��'0� c-r swap 0 7 1 e 90FESSION f' Project Title:Keenan Page 1 of 4 Data filename:R-.113esidential Projects\2009 SeriesNOOD's\09-024\09-024 ResCheck rck Report date:04114109 't I I REScheck Software Version 4.1.2 Inspection Checklist j Date:04/14/09 Ceilings: ❑ Calling 1:Flat Gelling or Scissor Truss,R-38 0 cavity insulatlon Comments: Above-Grade Walls: ❑ Walt 1:Wood Frame.16"o c.R-19 0 cavity insulation Comments: Windows: ❑ Window 1:Vinyl Frame:Double Pane.U-factor.0 320 For windows without labeled U-factors,describe features: #Panes—Frame Type Thermal Break7^Yes_No Comments: Doors: ❑ Door 1:Solid,U-factor.0160 Comments: ❑ Door 2:Solid.U-factor-,0 230 Comments: Floors: ❑ Floor 1:All-Wood Joist/Truss:Over Unconditioned Space,R-19.0 cavity insulation Comments: Air Leakage: ❑ Joints,penetrations,and all other such openings in the building envelope that are sources of air leakage are seated. ❑ Recessed lights are 1)Type IC rated,or 2)installed Inside an appropriate air-light assembly with a 0 5"clearance from combustible materials.If non-IC rated,fixtures are installed with a 3"clearance from insulation. Vapor Retarder: ❑ Installed on the warm-In-winter side of all non-vented framed ceilings.walls,and floors Materials identification: ❑ Materials and equipment are Installed in accordance with the manufacturer's installation instructions ❑ Materials and equipment are identified so that compliance can be determined. ❑ Manufacturer manuals for all installed heating and cooling equipment and service water heating equipment have been provided ❑ Insulation R-values and glazing U-factors are clearly marked on the building plans or specifications ❑ Insulation is installed according to manufacturer's Instructions.In substantial contact with the surface being insulated,and in a manner that achieves the rated R-value without compressing the insulation. Duct insulation: ❑ Supply ducts in unconditioned attics or outside the building are insulated to R-8. ❑ Return ducts in unconditioned attics or outside the building are insulated to R-4. ❑ Supply ducts in unconditioned spaces are insulated to R-8 ❑ Return ducts in unconditioned spaces(except basements)are insulated to R-2.Insulation is not required on return ducts in basements. Project Title: Keenan Page 2 of 4 Data fliename:R:1Resldentlal Projects12009 Series1000's109.024109-024 ResCheck rck Report date:04/14/09 t Duct Construction: ❑ At Joints,seams,and connections are securely fastened with welds,gaskets,mastics(adhesives),mastic-plus-embedded-fabric, or tapes Tapes and mastics are rated UL 181A or UL 18113 Exceptions, Continuously welded and locking-type longitudinal joints and seams on ducts operating at less than 2 in w g (500 Pa) 0 The HVAC system provides a means for balancing air and water systems Temperature Controls: Cj Each dwelling unit has at least one thermostat capable of automatically adjusting the space temperature set point of the largest zone Electric Systems: Separate electric meters exist for each dwelling unit Fireplaces: [] Fireplaces are installed with tight fitting non-combustible fireplace doors. Fireplaces have a source of combustion air,as required by the Fireplace construction provisions of the Building Code of New York State,the Residential Code of New York State or the New York City Building Code.as applicable Service Water Heating: 0 Water heaters with vertical pipe risers have a heat trap on both the inlet and outlet unless the water heater has an Integral heat trap or is part of a circulating system. Circulating hot water pipes are insulated to the levels in Table 1 Circulating Hot Water Systems: Circulating hot 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 heating energy is from non-depletable sources Pool pumps have a time clock. Heating and Cooling Piping Insulation: HVAC•piping conveying fluids above 105 degrees F or chilled Fluids below 55 degrees F are insulated to the levels in Table 2 Project Title: Keenan Page 3 of 4 Data filename:R:\Residential Projects\2009 Series\000'S109-024\09-D24 ResCheck rck Report date:04/14/09 Table 1. 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 to 1 26" 1 5"to 2 0" Over 2" Temperature(°F) 170-180 0.5 10 15 2.0 140-169 05 05 10 15 100-139 05 05 05 1.0 Table 2:Minimum Insulation 'Thickness for HVAC Pipes Fluid Temp Insulation Thickness in Inches by Pipe Sizes Piping System Types Range("F) 2"Runouts 1"and Less 1.25"to 2 0" 2 5"to 4" Heating Systems Low PressurefT'emperature 201-250 10 1.5 15 2.0 Low Temperature 120.200 05 1.0 10 1.5 Steam Condensate(for feed water) Any 10 10 15 20 Goofing Systems Chilled Water,Refrigerant and 40-55 05 06 0.75 1.0 Brine Below 40 1 0 10 15 15 NOTES TO FIELD:(Building Department Use Only) Project Title: Keenan Page 4 of 4 Data filename:RAResidential Projects12D09 SerieS1000'sNOg-024109-024 ResCheck rck Report date:04/14/09 pap° Project:09-018M E Matt Ross Location;RFf1(Pg=20 PSF) ` Penn Lyon Homes Corporation Mufti-Loaded Multi-Span Beam 195 Airport Road 12006 International Building Code(2DD5 NDS)j Selinsgrove,PA 17870 15 IN x 5 5 iN x 5 75 FT(4+1 8)(Actual 8 FT) 42-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.99.0 4120/20D9 2:31:32 PM Section Adequate By:387 5% LOADING DIAGRAM Controlling factor.Moment DEFLECTIONS Center j3jgh) Live Load •0 01 IN U3602 0 04 IN U493 Dead Load 0 00 in 0 02 In Total Load .0 01 IN U3220 0 06 IN U364 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U18D REACTIONS 9 a 1 Live Load 42 lb 153 lb Dead Load is lb 98 lb Total Load 56 lb 251 lb Uplift(1.6 F.S) -17 lb 0 lb BearingLength 0.09 in 0.39 In _._...__...__._.._...__............._.-.......:.....:......_.._._..__....,..._._._._.....v.... .........._.. ::..:.._......._._._... BEAM DATA Cenle A= 40. = -1.76 ft------{ Span Length 4 it 175 fl Unbraced Length-Top 0 It 0 it Unbraced Length-8atiom 4 It 175 it Beam End Elevation Difference 5 68 ft UNIEQRM LOADS Center Right Live Load Duration Factor 1 15 Uniform Live Load 21 pit 21 plf Notch Depth I Uniform Dead Load 10 plf 10 plf MATERIAL PROPERTIES Beam Self Weight 2 plf 2 plf #2-Spruce-Plne-Fir Total Uniform Load 33 pif 33 plf Base Value Adlusfed POINT LOADS-RIGHTSPAN Bending Stress: Fb= 875 psi Fb'= 1359 psi Load Number leg Cd=1 15 CI=0.90 CF=1 30 Cr-1 15 Live Load 46 lb Shear Stress; Fv= 135 psi Fv'= 155 psi Dead Load 22 lb, Cd=1 15 Location 1.750 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Min Mod of Elasticity: E min= 510 ksi E min'= 510 ksi Comp-Lto Grain: Pc--L 425 psi Fc--L= 425 psi Controlling Moment; -176H•Ib OF NF 3 997 Ft from left support of span 2(Center Span) CL IN Y Created by S Id ycombining all dead to s and live loads on span(s)3 ��P� VIN M, C At a distance d from left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2,3 ,, Comparisons with required sections: E u!d Provided Section Modulus: 1 65 in3 7 56 in3 Area(Shear): 0 84 in2 8 25 In2 Moment of Inertia(deflection): 3 69 M4 20 8 ln4 Moment: .176 ft-lb 856 114b A Shear. 87lb 054lb SS NOTES 1 l Project:D9.018M Matt Ross Location:RC.►1(P1-P4=RFrt) Penn Lyon Homes Corporation Multi-Loaded MuHi-Span Beam 195 Airport Road 12o06 international Building Code(2005 NDS)) ESelinsgrove,PA 17870 15INx925INx1558FT Q-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.99.0 4/20/2D09 2:31:32 PM Section Adequate By.8 4% LOADfNG DIAGRAM Controlling Factor.Moment DEFLHCTIONS Center Live Load 0 39 iN U478 Dead Load 0 29 in Total Load 0 68 IN U274 2 3 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS Live Load 30D lb 30D lb Dead Load 243 lb 243 lb l Total Load 543 lb 543 lb Bearing Length 0.85 in 0.B5 in BEAM DATA Center IF Span Length 1558 It 16.58 n Unbraced Length-Top o ft Unbraced Length-Bottom 1558 ft Live Load Duration Factor 1.15 Notch Depth 0.00 C n e MATERIAL PROPERTIES Uniform Live Load 0 pif #2-Spruce-Pine-Fir Uniform Dead Load 14 plf Base Values Adjusted Beam Self Weight 3 plf Bending Stress: Fb= 875 psi Fb'= 1273 psi Total Uniform Load 17 plf Cd=1 15 CF=f 10 Cr--1 15 POINT LOADS-CE NTER SPAN Shear Stress: Fv= 135 psi Fv'= 155 psi Load Number )Zgr TWO Three Four Cd=1 15 Live Load 42 lb 153 lb 153 lb 42 Ib Modulus of Elasticity: E= 1400 ksl E= 1400 ksl Dead Load 16 lb 98 1b 98 1b 1e lb Min Mod of Elasticity: E min= 610 ksl E min'= 51 D ksl Location 0 ft 3.9 ft 11.69 ft 15.50 fl Comp 11oGrain: Fc--L= 425 psi Fc--'= 425 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 2094 ftdb Load Number one 7 79 Ft from left support of span 2(Center Span) Left Live Load 27 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load D plf Controlling Shear. -4751b Right Live Load 27 plf At a distance d from right support of span 2(Center Span) Right Dead Load 0 plf Created by combining all dead loads and live loads on span(s)2 Load Start 3 9 it Load End 1169 ft Comparisons with required sections: Reo'd Provided Load Length 7.79 It Section Modulus: 19 74 tn3 2139 In3 Area(Shear): 4 59 IQ 13 88 in2 Moment of inertia(deflection): 86 55 in4 98 93 in4 Moment: 2094 ff-lb 2269 fl4b Shear: 475lb 14361b NOTES OF NEW r09 c� c� y`��a 07 7 s PaD° Project:09-0IBM Mall Ross Location:RFf2(Pg=20 PSF) Penn Lyon Homes Corporation Multi-Loaded Multi-Span Beam 195 Airport Road 12005 International Building Code(2005 NDS)) 0Selinsgrove,PA 17B70 i SIN x 5 5 IN x 1096 FT(5 3+5 6)(Actual 12 FT) #2-Spruce-Pine-Fir-Dry Use StruCalc Version 0.0.99.0 4/20/2009 2:31:32 PM Section Adequate By:2 7% LOADING DIAGRAW Controlling Factor,Deflection DEFLECTIONS Center Ric 2 Live Load -0 06 IN U1408 060 IN U113 Dead Load -0 01 in 016 in Total Load o m IN U17o6 076 IN U89 Live Load Deflection Criteria:U240 .Total Load Deflection Criteria:U180 REACTIONS A B Live Load .10 Ib 383 lb Dead Load .3 lb 105 lb Total Load -3 lb 488 lb Uplift(1,5FS) -13 lb 0 lb Bearing Length 0.00 in 0.77 in _._..._ .__.._...w.._......-.. ................ ..................................... ..._._.........._....._._...._..-._... BEAM DATA Cente R gh) Span Length 533 R 563 R Unbraced Length-Top o It 0 R Unbraced Length-Bottom 533 ft 563 it Beam End Elevation Difference 463 it D en a Ri h Live Load Duration Factor 115 Uniform Live Load 34 pif 34 pif Notch Depth 0.00 1 Uniform Dead Load 7 pif 7 pif MATERIAL PROPERTIES Beam Self Welght 2 pif 2 pif #2-Spruce-Pine-Fir Total Unlromt Load 43 pif 43 pif Base Valu Ad6usled Bending Stress: Fb= 875 psi Fb'= 1328 psi Cd=i 15 Cf=-0 88 CF=130 Cr__1 15 Shear Stress: Fv= 135 psi Fv'= 155 psi Cd=1 15 Modulus of Elasticity: E- 1400 ksi E= 1400 ksi Min Mod of Elasticity: E_min= 610 ksi E_min'= 510 ksl Comp 1toGrain: Fc--I-= 425 psi Fc-1'= 425 psi Controlling Moment: -686 It-lb Over left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2.3 Controlling Shear: -209 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2.3 Comparisons with r d equired sections: Bg Provide Section Modulus: 6 2 in3 7 56 in3 Area(Shear): 2 02 in2 8 25 in2 Moment of Inertia(deflection): 20 25 in4 20 8 in4 Moment -688 R-lb 837 It-lb Shear: •209lb 854lb NOTES OF NEIV 070 1 PLOP Project:09-018M Malt Ross Location:RCJ2(P1&P2=RFT2) Penn Lyon Homes Corporation Multi-Loaded Multi-Span Beam [2006 International Building Code(2D05 NDS)[ 195 Airport Road or 15 IN x 9.25 IN x 10 75 FT Selinsgrove,PA 17870 ,12-Spruce-Pine-Fir-Dry Use SlruCalc Version 8.0.99.0 4/20/2009 2:31:32 PM Section Adequate By:39 0°/P LOADING DIAGRAM Controlling Factor-,Moment DEFLECTION S Cenler Live Load 0 15 IN U883 Dead Load 0 06 in Total Load 0.21 IN 1.1623 2 Live Load Deflection Criteria:1.1350 Total Load Deflection Criteria:U240 REACTIONS A 1, Live Load 319 lb 268 lb Dead Load 141 lb 118 lb Total Load 460 lb 387 lb Bearing Length 0.72 in D.51 in BEAMDATA Center ..__.._....___.._........._.._._.._._..._.._.._...-..._..._.....__...._.._..._._.._�_..._._._...._..._.....r......_............_........._.., Span Length 1075 ft to.7sri B Unbraced Length-Top 0 ft Unbraced Length-Bottom 1075 ft Live Load Duration Factor 1 15 Notch Depth 0.00 =Self ADS Center MATERIAL PROPERTIES oad 0 plf R2-Spnrce-Pine-Fir Load 10 p1f Base Values d'us ed ight 3 pir Bending Stress: Fb= 875 psi' Fb'= 1273 psi oad 13 plr Cd=i 15 CF-1 10 Ch 115 POINT LOADS-CE TER SPA Shear Stress: Fv= 135 psi Fv'= 155 psi Load Number One im Cd=1 15 Live Load 94 lb 383 lb Modulus of Elasticity. E= 1400 ksi IT= 1400 ksi Dead Load 20 lb, 105 lb Min Mod of Elasticity: E_min= 51D ksl E_min'= 510 ksi Location 0 it 5.23 ftComp 1 to Grain: Fc--L= 425 psi Fc--I-'= 425 psi TRAPEZOIDAL LOADS•CENTER SPAN Controlling Moment: 1632 fl-lb Load Number Qne 5 27 Ft from left support of span 2(Center Span) Left Live Load 20 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 0 plc Controlling Shear. -362lb Right Live Load 2D p1t At a distance of from right support of span 2(Center Span) Right Dead Load 0 plf Created by combining all dead loads and live loads on span(s)2 Load Start 5 23 ft Load End 1075 It Comparisons With required sections: gg W provided Load Length 6,52 It Section Modulus: 15 38 Ina 2139 in3 Area(Shear); 3 5 In2 13 88 In2 Moment of Inertia(deflection): 40 35 in4 98 93 in4 Moment: 1632 fl-lb 2269 ft-lb, Shear: -362lb 1436lb NOTES �S OF NEry y.�P ��V1N M. Jo F�,N JA PR 070710 OFESSION � �v rna� Protect: M Matt Ross Location::RFT RFT3A(Pg=20 PSF) Penn Lyon Homes Corporation Multi-Loaded Multi-Span Beam 195 Airport Road (2006 International Building Code(2005 NDS)) HSelinsgrove,PA 171570 cr 15INx65INx465FT(42+05)(Actual68FT) 42-Spruce-Pine-Fir-Dry Use SlruCafo Version 8.0.99.0 4/2012DOO 2:31:32 PM Section Adequate By.468 0% LOADING DIAGRAM Controlling Factor.Shear DEFLECTIONS PAIDLeff 3}gLl Live Load D 01 IN U5107 o 01 IN U906 Dead Load 0.00 In 0 00 in Total Load 0 01 IN U3856 0 Di IN U869 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 1 REACTIONS A 8 Live Load 44 lb 208 lb Dead Load 26 lb 115 lb Total Load 69 lb 324 lb Upilft(1.6 F S) 0 lb 0 lb Bearing Length 0.11 in 0.61 in MR ..........._..... BEAM DATA Center Right 4.19 ft �B o$fl" Span Length 4 15 It 05 it Unbraced Lenglh•Top 0 it 0 It Unbraced Length-Bottom 4 15 ft 05 fl Beam End Elevation Difference 471 fl UNIFORM LOADS Cente Rio Live Load Duration Factor 115 Uniform Uve Load 21 plf 21 pIr Notch Depth O.OD Uniform Dead Load 10 plf 10 plf MATERIAL PROPERTIES Beam Self Weight 2 plf 2 plf Total Uniform Load 33 pit 33 plf #2-Spruce-Pine-Fir Base Values Adiusled PnINT I nADs RIGHT SPAN Bending Stress: Fb= B75 psi FW= 1342 psi Load Number one Cd=1 15 C1=0 89 CF=1 30 Cr=1 15 Live Load 137 lb Shear Stress: Fv= 135 psi Fv= 155 psi Dead Load 65 lb Cd=1 15 Location 0.5 ft Modulus of Elasticity: E= 1400 ksi E•= 1400 ksi Min Mod of Elasticity: E min= 510 ksi E min'= 510 ksi Comp-LtoGrain: Fc--L= 425 psi Fc--L= 425 psi Controlling Moment: -106 ft-lb 4152 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)3 Controlling Shear. 150 lb Al a distance d from right support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Bmd Provided Section Modulus: 0 94 In3 7 56 in3 Area(Shear): 145 In2 8 25 in2 Moment of inertia(deflection): 1 93 In4 20 8 in4 Moment: -108 ft-lb 846 ft-lb Shear. 150lb 854lb NOTES OF NSIV 1N M.a�NN Y0 CO ,9 i rt d .L 3! �FOp 07071 6, ��Essi P� I � mop Project 09-D18M Matt Ross Location:RCJ3A(P1&P2=RFT3A) Penn Lyon Homes Corporation Multi-Loaded Multi-Span Beam 196 Airport Road 12005 International Building Code(2005 NDS)j or Selinsgrove,PA 17870 15 IN x 9 25 IN x 6 26 FT 42-Spruce-Pine-Fir-Dry Use. SlruCalc Version 8.0.99.0 4120/2009 2:31:32 PM Section Adequate By:289 0% LOADING D ACRANJ Controlling Factor.,Moment DEFLECTIONS Center Live Load 0 01 1N U6431 Dead Load 0 01 in Total Load 0 02 IN U3068 2 Live Load Deflection Criteria U36D Total Load Deflection Criteria:U240 REACTIONS A 13 !, Live Load 130 lb, 183 lb Dead Load 119 lb 125 lb Total Load 249 lb SOB lb Bearing Length 0.39 in 0.48 in BEAM DATA Cents Span Length 625 it Q 6 25 ft Unbraced Length Top D ft Unbraced Length-Bollom 625 It Live Load Duration Factor 115 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERT_IES Uniform Llve Load 0 pir #2-Spruce-Pine-Fir Uniform Dead Load 14 plf p Beam Self Weight 3 pif Base Values d s Bending Stress: Fb= 879 psi Fb'= 1273 psi Total Uniform Load 17 pif Cd=115CF=1 f0Cr-i 15 f;,l r_nanS.CENTERSPAN Shear Stress: Fv= 135 psi Fv'= 155 psi Load Number One TWO Cd=1 15 Live Load 44 lb 208 Ib Modulus of Elastics . E= 1400 ksi E7= 1400 ksl Dead Load 26 lb 115 lb Min.Mod of Elasticity: F-min= 510 ksi E min'= 510 ksi Location Oft 4 ft Comp-L to Grain, Fc--L= 425 psi Fc-1'= 425 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 583 ft-lb Load Number Qne 4 0 Ft from left support of span 2(Center Span) Left Live Load 27 pif Created by combining all dead loads and live loads on span(s)2 Left Dead Load 0 pif Controlling Shear: -275lb Right Live Load 27 pif Al a distance d from right support of span 2(Center Span) Right Dead Load 0 p1f Created by combining all dead loads and live loads on span(s)2 Load Start 4 fl Load End 6 25 fl Comparisons with required sections: Eg" Provided Load Length 2.25 It Section Modulus: 5 5 in3 2139 In3 Area(Shear): 2 66 In2 13 88 in2 Moment of Inertia(deflection): 7 74 in4 9B 93 in4 Moment: 583 ft-lb 2269 fl-lb Shear. -2761b 1436lb NOTES OF NFW C3.�P �v1N M,t,,yy�09 fi 07071� R��ESSION��' P�Do Pro)ect D9-D1 BM ESelinsgrove, Matt Ross Location:RFf3B(Pg=20 PSF) Penn Lyon Homes Corporation Mulfi-Loaded MulB-Span Beam 195 Airport Road [2006 International Building Code(2D05 NDS)J PA 17870 or 15 IN x 5 5 IN x 10 0 FT(7+3)(Actual 14 FT) 42-Spruce-Pine-Fir-Dry Use SiruCalc Version 8.0.99.0 4/20/2009 2:31:32 PM Section Adequate By:122 8% LOADING DIAGRAM Controlling Factor Deflection DEFLECTIONS Center B101 Live Load DOB IN L11105 019 IN U191 Dead Load 0 02 In 0 D4 in Total Load 0.10 IN U874 023 IN U150 Live Load Deflection Criteria:U24D Total Load Deflection Criteria:U180 REACTIONS 6 B_ 1 Live Load 74 lb 186 lb Dead Load 41 lb 132 lb Total Load 114 lb 318 lb Bearing Length 0.18 in 0.50 in _._...._._..........._....._....._...._....__.......:..................._._..., _ ._-.._.__._._......................... ......... BEAM DATA Center Right span Length 7 it 3 It A 7 ft -aft---( Unbraced Length-Top 0 fl 0 it Unbraced Lenglh-Bottom 7 ft 3 ft Beam End Elevation Difference 976 it Live Load Duration Factor 1 15 UNIFORM LOADS Center 81911J Notch Depth 0.00 Uniform Live Load 21 pit 21 pit MATERIAL PROPERTIES Uniform Dead Load 10 pit 10 plf #2-Spruce-Plne-Fir Beam Self Weight 2 pit 2 pit Base Values Adlusled Total Uniform Load 33 plf 33 plf Bending Stress: Fb= 875 psi Fb'= 1042 psi POINT LOADS-RIGHT SPAN Cd=1 15 CI=0.69 CF=1 30Cr-1 15 Load Number ,One Shear Stress: Fv= 135 psi Fv'= 155 psi Live Load 25 Ib Cd=1 15 Dead Load 12 lb Modulus of Elasticity: E= 140D kst E= 1400 ksi Location 311 Min Mod of Elasticity: E_min= 610 ksi E min'= 51 D ksi Comp 1 to Grain: Fc--L= 425 psi • Fc-1'= 425 psi Controlling Moment -278 ft4b 7 002 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2.3 Controlling Shear: -114 lb Al a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2.3 Comparisons with required sections: A%d provides! Section Modulus; 3 2 Ina 7 56 in3 Area(Shear): 1 1 in2 8 25 in2 Moment of inertia(deflection): 9 33 In4 20 B In4 Moment .278 ft-lb 657 ft-lb Shear. .114 lb 864lb NIQ7ES of NEW M. �- y,`Q, v1N PyyH O,Q� 1 07071 Project: M Malt Ross Location::RCJ3 RCJ38(P18p2=RFf3B) Penn Lyon Homes Corporation Multi-Loaded Multi-Span Beam 195 Airport Road 12006 International Building Code(2005 NOS)) Selinsgrove,PA 17870 ur 15INx925INx1558FT Q-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.99.0 4/20/2009 2:31:32 PM Section Adequate By:5 0% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0 33 IN U563 Dead Load 0 29 in 1 Total Load 0 62 iN U303 Live Load Deflection Criteria:U350 Total Load Deflection Criteria:U240 2 REACTIONS 8 )� , Live Load 251 lb 243 lb Dead Load 107 lb 243 lb Total Load 439 lb 487 lb Bearing Length 0.69 in 0.76 In BEAM DATA Center Span Length 1558 It d 15.50 it B Unbraced Length-Top D ft Unbraced Length-Bottom 1558 it Live Load Duration Factor 1 15 Notch Depth 0.00 UNIFORM LOADS 9_eM e MATERIAL PROPERTIES Uniform Live Load 0 pif #2-Spruce-Pine-Fir Uniform bead Load 14 pif Base Value Adiustad Beam Self Weight 3 plf Bending Stress: Fb= 875 psi FU= 1273 psi Total Uniform Load 17 pif Cd=1 15 CF=1 10 Cr--1 15 POINT LOADS•CENT R SPAN Shear Stress: Fv= 135 psi FV= 155 psi Load Number One TWO Cd=1 15 Live Load 186 lb 74 lb Modulus of Elasticity. E= 1400 ksi E'= 1400 ksi Dead Load 132 lb 41 lb Min Mod of Elasticity: E min= 510 ksl E_min- 510 ksi Location B.69 It 15.5E it Comp LtoGrain: Fc--L= 425 psi Fc-I-�= 425 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 216D ft-lb Load Number -one 8 57 Ft from left support of span 2(Center Span) Left Live Load 27 p Created by Combining all dead loads and live loads on span(s)2 Left Dead Load D pif f Controlling Shear: 411 Ib Right Live Load 27 pif At a distance d from left support of span 2(Center Span) Right Dead Load 0 pif Load Slant 0 ft Created by Combining all dead loads and live loads on span(s)2 Load End 8 69 ft Comparisons with required sections: j3ftif d Provided Load Length 8.69 It Section Modulus: 20 36 in3 2139 in3 Area(Shear): 3 98 in2 13 88 in2 Moment of Inertia(deflection): 78 43 in4 98 93 in4 Moment: 2160 ft-lb 2289 ff-lb Shear. 411lb 14361b NOTES OF NEJV y,`P� viN M F y0Al tsy .r:ir„M- d c!'�D 070 1 �gOFFSSi a�no Project 09-D16M uSelinsgrove, Malt Ross Location;RFT4(P9=20 PSF) Penn Lyon Homes Corporation Mulll-Loaded Multi-Span Beam 195 Airport Road(2OD6 International Building Code(20D5 NDS)] PA 17B70 (2)1 6 IN x 5 5 IN x 9 7 FT(7+2.7)(Actual 13 9 FT) #2-Spruce-Pine-Fir-Dry Use SW Celc Version 8.0.99.0 4/20120D9 2:31:32 PM Section Adequate By:20 3/, LOADING DiAGRAM Controlling Factor.Deflection DEFLECTIONS Center lilght Live Load -0 08 IN U1091 032 IN U101 Dead Load -0 01 in 005 in Total Load -0 08 IN U1020 D 37 IN U87 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U1 Bo REACTIONS a B Live Load 37 lb 625 lb Dead Load 28 lb 151 lb Total Load 65 lb 776 lb Bearing Length 0.05 in 0.61 in v.....v.._.....:......__.....-...._........ .... .... ........ ...... ...,:...:..._..._...._............._... _.......,_._.._...._._..._._...._.... BEAM DATA C�gn,_j�r Righ] Span Length 7 ft 27 it - —7 it — — 27 ft---( Unbraced Length Top 0 ft 0 it Unbraced Length-Bottom 7 ft 27 It Beam End Elevation Difference to R Live Load Duration Factor 115 UNIFORM LOADS Center R[ghl Notch Depth 0.00 Uniform Live Load 44 plf 44 plf MATERIAL PROPERTIES Uniform Dead Load 7 pif 7 pif #2-Spruce-Pine-Fir Beam Self Weight 3 plf 3 pif Base Value Adiuste Total Uniform Load 54 plf 54 plf Bending Stress: Fb= B75 psi Fb'= 1469 psi POINT LOADS,RIGHT SPAN Cd=1 15 C1=0.98 CF=1 30 Cr-1 15 Load Number PM Shear Stress: Fv= 135 psi Fv= 155 psi Live Load 240 lb Cd=1 15 Dead Load 39 lb Modulus of Elasticity E= 1400 ks) E'= 1400 ksi Location 2.7 ft Min Mod of Elasticity E mitt= 610 ksi E min'= 510 ksi Comp d-toGrain; Fc--L= 425 psi Fc--L= 425 psi r Controlling Moment: -964 It-lb 6 997 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2.3 Controlling Shear. 291 lb At a distance d from left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2.3 Comparisons with required sections: Read Provided Section Modulus: 7 88 in3 15 13 in3 Area(Shear): 2 81 in2 16 5 in2 Moment of Inertia(deflection): 34 56 in4 4159 In4 Moment -984 ft-lb 1851 fl-lb Shear. 291lb 1708lb NOTES .�� OF yIN M.a, t RoFFssso P� C J nns� Project:09.018M Cs Matt Ross Location:RCJ4A SCAB Penn Lyon Homes Corporation Muili•Loaded Multl-Span Beam f 195 Airport Road 12DD8 International Building Cioda(20D5 NDS)) Selinsgrove,PA 17870 or 1 5 1 N x 7 25 IN x 12 5 FT R2-Spruce-Pine-Ffr-Dry Use SlruCafc Version 6.0.99.0 4/20/2009 2:31:32 PM Section Adequate By:58 8% LOADING DIAGRAM Controlling Factor.Moment DEFLECTIONS Center Live Load 022 IN US97 Dead Load 0 07 in Total Load 0 28 IN U528 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 102 lb 102 lb Dead Load 37 lb 37 ib 1 Total Load 139 ib 139 lb } Bearing Length 0.22 in 0.22 in ..........................._............................................................._..._........_._...._._....._.............. ._._........ BEAM DATA Center Span Length 125 fl 12 s it Unbraced Length-Top D it Unbraced Length-Bottom 125 fi Live Load Duration Factor 1 15 Notch Depth 0.00 UNIFORM LOADS Penler MATERIAL PROPERTIES Uniform Live Load D pif 42-Spruce-Pine-Fir Uniform Dead Load 0 pif Base Values Adiusled Beam Self Weight 2 pif Bending Stress: Fb= 875 psi Fb'= 1208 psi Total Uniform Load 2 pif Cd=1 f5 CF=120 POINT LOADS-CENTER SPAN Shear Stress: Fv- 135 psi Fv'= 155 psi Load Number QM Cd=1 15 Live Load 204 lb Modulus or Elasticity. E= 140D ksl E= 1400 ksi Dead Load 50 Ib Min Mod of Elasticity: E min= 510 ksi E_min'= 510 ksi Location 6.25 ft Comp-L to Grain: Fc--L= 425 psi Fo-J-= 425 psi Controlling Moment: 832 fl-lb 6 25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear. -138 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Bead Provided Section Modulus: 8 27 fn3 1314 in3 Area(Shear): 134 In2 10 BB in2 Moment of Inertia(deflection): 24 59 In4 47 63 In4 Moment 832 ft-lb 1322 fi-lb Shear •138lb 1126lb NQTE$ OF NEW �w K F. J o0 `rF0 0707a ��FFSS �` floe° _ Project 09-016M Malt Ross Location:RCJ4A(Pi&P2=RFT4) Penn Lyon Homes Corporation Multi-Loaded Multi-Span Beam 195 Airport Road o�12006 International Building Code(2005 NDS)) 15 IN x 9 251N x 13 58 FT Selinsgrove,PA 17870 #2-Spruce-Pine-Fir-Dry Use SiruCalc Version 8.0.99.0 4/20/2009 2:31:33 PM Section Adequate By:1 1% LOADING DIAGRAM Controlling Factor.Moment DEFLECTIONS Cen er Live Load 0 34 IN U475 Dead Load 012 in Total Load 046 IN U355 2 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 r REACTIONS A B 1 ? 4 Live Load 376 lb 419 lb Dead Load 154 lb 149 lb Total Load 640 lb 567 lb Bearing Length 0.85 in 0.89 in .................. ...... BEAM DATA Center Span Length 1358 It A T 13.5a ft B Unbraced Length-Top 0 a Unbraced Length-Bottom 1358 0 Live Load Duration Factor 1 15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load D plf #2-Spruce-Pine-Fir Uniform Dead Load 4 pif Base Value Adlusted Beam Self Weight 3 plf Bending Stress: Fb= 875 psi Fb'= 1273 psi Total Uniform Load 7 pit Cd=1 15 CF=1 10 Cr-1 15 POINT LDA0_& CENTER SPAN Shear Stress: Fv= 135 psi Fv'= 155 psi Load Number One TU+_o Three Four Cd=1 15 Live Load 37 lb 422 lb 102 lb 102 lb Modulus of Elasticity. E z 1400 ksl E'= 1400 list Dead Load 28 lb 102 lb 37 lb 37 ib Min Mod of Elasticity: E_min= 510 list E min'= 510 ksl Location 0 It 7 ft 0.5 ft 13 a Comp -L to Grain: Fc.-L= 425 psi Fc-1= 425 psi TRAPEZOIDAL LOADS•CENTER SPAN , Controlling Moment: 2245 ft-lb Load Number One 7 06 Ft from left support of span 2(Center Span) Left Live Load 20 pit' Created by combining all dead loads and live loads on span(s)2 Left Dead Load 3 plf Controlling Shear: •513 lb Right Live Load 20 pit At a distance d from right support of span 2(Center Span) Right Dead Load 3 plf Created by combining all dead loads and live loads on span(s)2 Load Start 7 ft Load End 13$8 ft Comparisons with required sections: Bag d Provided Load Length 6.50 it Section Modulus: 2116 in3 21 39 Ina Area(Shear): 4 95 in2 13 88 in2 Moment of Inertia(deflection): 74 91 in4 98 93 in4 Moment 2245 ft-lb 2269 ft-lb Shear. -513lb 1436lb RCJ4A SCAB DESIGNED TO TRANSFER LOAD FROM KNEE-WALL TO ENDS OF RCJ4A LOADS DERIVED FROM%EI CONCENTRATED LOADS P3-P4 ARE SCAB REACTIONS OF NFIV IN M.FjAh y09 � N sFoA 0707 e i PoDo Project:09-Dl BM Mall Ross Location:RCJ4B SCAB Penn Lyon Homes Corporation Multi-Loaded Multi-Span Beam 195 Airport Road 12DD8 International Building Code(2005 NDS)j Selinsgrove,PA 17870 or 15INx925INx1333FT Gang Lam-2950 Fb-2 OE-Louisiana Pacific SlruCalc Version B.D.99.0 4/20/2009 Z31:33 PM Section Adequate By.180 21% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0 16 IN U1009 Dead Load 0 05 in Total Load 0 21 IN 1.1756 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 184 Ib 184 Ib 1 Dead Load 71 Ib 72 lb Total Load 255 Ib 256 Ib Bearing Length 0.23 In 0.23 in BEAM DATA Center Span Length 1333 it 13.33 ft Unbraced Length-Top 0 it Unbraced Length-Bottom 1333 it Live Load Duration Factor 1 15 Notch Depth 0.00 UNIFORM LOADS Center Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf Gang Lam-2950 Fb-2 OE-Louisiana Pacific Base Values due Beam Self rm Weight 4 plf Bending Stress: Fb= 2950 psi Fb'= 3492 psi Total Uniform Load 4 If Cd=1 15 CF=1 03 POINT LOADS-CENTER SPAN Shear Stress: Fv= 29D psi Fv'= 334 psi Load Number go Cd=1 15 Live Load 368 Ib Modulus of Elasticity: E= 2000 ksi E'= 20DD kst Dead Load 89 Ib Comp 1loGrain: Fc--L= 750 psi Fe-I'= 750 psi Location 6.67 ft Controlling Moment: 1612 ft-lb 6 86 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -253 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(S)2 Comparisons with required sections: Bold Provided Section Modulus: 5 54 in3 2139 in3 Area(Shear): 1 14 in2 13 88 in2 Moment of Inertia(deflection): 35 31 in4 98 93 in4 Moment: 1612 ft-lb 6225 it-lb Shear. -253lb 3086lb NOTES 1N M. y09 ' r AROFESS r - U Project:09.018M §Selinsgtove, Matt Ross Location:RCJ4B(P1&P2=RFT4) Penn Lyon Homes Corporation Multi-Loaded Multi-Span Beam[2006 International Building Code(2005 NDS)) 195 Airport Road PA 17870 nr ISINx9251Nx1533FT #2-Spruce-Pine-Fir-Dry Use SlruCalc Version 8.0.99.0 4120/2009 2,31:33 PM Section Adequate By:12 0°I LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Canis Live Load 0 41 IN U449 Dead Load 016 in Total Load 0 57 IN U324 1 Live Load Deflection Crilerla:U360 Total Load Deflection Criteria:U240 3 4 REACTIONS 9 @ <• Z Live Load 422 lb 411 tb Dead Load 169 lb 192 lb Total Load 590 lb 603 lb. Bearing Length 0.93 in 0.95 in EAM DA D&n a Span Length 1533 it 16 33 ft Unbraced Length-Top 0 it Unbraced Length-Bottom 1533 0 Live Load Duration Factor 115 Notch Depth 0.00 UN LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Spruce-Pine-Fir Uniform Dead Lead 4 plf Base Values Adlusled Beam Self Weight 3 plf Bending Stress: Fb= 875 psi Fb'= 1273 psi Total Uniform Load 7 pir Cd=1 15 CF=1 10 Cr-1 15 POINT LOADS-CENTER SPAN Shear Stress: Fv= 135 psi Fv'= 155 psi Load Number Og_e Two Three Four Cd=1 15 Live Load 258 lb 37 lb 184 lb 184 lb Modulus of Elasticity. E= 1400 ksl E= 1400 ksl Dead Load 63 lb 2B lb 72 lb 72 lb Min Mod of Elasticity: Emin= 510 ksl E min'= 510 ksi Location 8.5 ft 15.33 ft 1 ft 14.33 ft Comp L to Grain: Fc-L= 425 psi Fc--D= 425 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment- 2025 ft-lb Load Number Pne 8 43 Ft from left support of span 2(Center Span) Left Live Load 20 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 3 pit Controlling Shear: 558 lb Right Live Load 20 plf Al a distance d from left support of span 2(Center Span) Right Dead Load 3 pit Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft Load End 8 5 It Comparisons with required sections: B%W provided Load Length 8.5 fl Section Modulus: 19 09 in3 2139 Ina Area(Shear): 5 49 In2 13 86 In2 Moment of Inertia(deflection): 79 32 W 98 93 in4 Moment: 2025 ft4b 2269 ft-lb Shear. 568lb 1435lb NOT es RCJ4B SCAB DESIGNED TO TRANSFER LOAD FROM KNEE-WALL TO ENDS OF RCJ4B LOADS DERIVED FROM%EI CONCENTRATED LOADS P3-P4 ARE SCAB REACTIONS OF Ned=, IN 110011. r ri �p00, 07O y ,. S PLC ws° Project:09-D IBM Matt Ross Location:RFT5(Pg=20 PSF) Penn Lyon Homes Corporation Multi-Loaded Multi-Span Beam 195 Airport Road 12006 International Building Code(2005 NDS)j Selinsgrove,PA 1787D °r 1 5 IN x 5 51N x 9 7 FT(7+2 7)(Actual 139 FT) fit.Spruce-Pine-Fir-Dry Use StruCaic Version 8.0.99.0 4/20/2009 2:31:33 PM Section Adequate By:22 1% LOADING DIAGRAM Controlling Factor,Deflection DEFLECTIONS QenteP�lu Live Load .011 IN U780 029 IN U110 Dead Load -0 02 in 013 in Total Load -0.12 IN UBB1 0.42 IN L176 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS 8 )i 1 Live Load 56 lb 221 lb Dead Load 30 lb 182 lb Al Total Load 86 lb 403 lb Uplift(1.5 F.S) -20 lb 0 lb BearingLength 0.13 In 0.63 in _....__.........: .._..____.......___..._......_...............:_"..._.......:____ .-.....---._....,.......................:-..._ BEAM DATA Center Righj 7 rt '�—' 27 it—--{ Span Length 7 ft 2 7 ft Unbraced Length-Top 0 It 0 11 Unbraced Length-Bottom 7 ft 27 ft Beam End Elevation Difference 10 it UNIFORM LOADS Lenju RBI Live Load Duration Factor 115 Uniform Live Load 16 pit 15 pit Notch Depth 0.00 Uniform Dead Load 10 plf 10 pit MATERIAL PROPERTIES Beam Self Weight 2 pit 2 pit #2-Spruce-Pine-Fir Total Uniform Load 28 pit 28 If Base Value Admuste POINT LOADS RIGHT SPAN Bending Stress: Fb= B75 psi FIS= 1020 psi Load Number One Cd=1 15 CI-D.68 CF=130 Cr=1 15 Live Load 82 lb Shear Stress: Fv- 135 psi Fv= 156 psi Dead Load 51 lb Cd=1 15 Location 2.7 ft Modulus of Elasticity: E= 140D ksi E'= 1400 ksi Min Mod of Elasticity: E_min= 510 ksi E min= 510 ksi Comp -L to Grain: Fc--L= 425 psi Fc-� = 425 psi Controlling Moment: 47B ft-lb 6 997 Ft from left support of span 2(Center Span) Created by combining all dead toads and live loads on span(s)3 Controlling Shear: 147 lb At a distance d from left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2-3 Comparisons with required secllons: aq" Provide Section Modulus: 5 62 In3 7 56 in3 Area(Shear): 142 in2 8 25 in2 Moment of Inertia(deflection): 17 D4 in4 20 8 In4 Moment: -478 ft-ib 643 ft-lb Shear. 147lb 854lb NOTES OF NEIV .4114 M. � F7NN r�9 WHO 07 0 J woe Project:09.018M F'`., Malt Ross Location:RC,15A(P1&P2=RIFTS) Penn Lyon Homes Corporation Multi-Loaded Multi-Span Beam 195 Airport Road [2006 International Building Code(2005 NDS)j Selinsgrove,PA 17870 1 SIN x g.251N x 1358 FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.98.0 4/2012009 2:31:33 PM Section Adequate By.1 1 3°/, LOADING DIAGRAM Controlling Factor Moment DEFLECTIONS Cenle Live Load 0 21 IN U759 Dead Load D 21 in Total Load" 042 IN U384 2 Live Load Deflection Criteria:U380 Total Load Deflection Criteria:U240 REACTIONS 6 B �. Live Load 206 lb 249 lb Dead Load 230 lb 205 lb Total Load 437 lb 455 lb Bearing Length 0.58 in 0.71 In BEAM DATA Center Span Length 13 58• it 13 6o ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 13.58 ft Live Load Duration Factor 115 Notch Depth 0.00 UNIFORM LOADS C, enter MATERIAL PROPERTIES Uniform Live Load 0 pif #2-Spruce-Pine-Fir Uniform Dead Load 14 pif Base Value Adlurled Beam Self Weight 3 pif Bending Stress: Fb= 875 psi Fb'= 1273 psi Total Uniform Load 17 pit Cd=1 15 Cr-1 10 Cr=1 15 POINT LOADS-CENTER SPAN Shear Stress: Fv= 135 psi Fv= 155 psi Load Number one Two Cd=1 15 Live Load 55 lb 221 lb Modulus of Elasticity. E= 140D ksl E'= 140D ksl Dead Load 30 lb 182 lb Min Mod of Elasticity: E_min= 510 ksl E min'= 510 ksl Location Oft 71t Comp-LtoGrain: Fc--L= 425 psi Fe-�'= 425 psi TsznaaZntnar LOADS•CENTER SPAN Controlling Moment: 2038 ft-lb Load Number Dag 7 06 Ft from left support of span 2(Center Span) Left Live Load 27 pif Created by combining all dead loads and live loads on span(s)2 Left Dead Load 0 pif Controlling Shear: 425 lb Right Live Load 27 pif At a distance d from right support of span 2(Center Span) Right Dead Load 0 pif Created by combining all dead loads and live loads on span(s)2 Load Start 7 it Load End 13 58 ft Comparisons with required sections: Bm:d provided Load Length 6.58 ft Secllan Modulus: 19 22 in3 21 39 in3 Area(Shear): 4 11 In2 13 BB IQ Moment of Inertia(deflection): 6182 in4 98 93 Intl Moment: 203B 11-lb 2269 fl-lb Shear. 4261b 1436lb Nolig$ OF NE4V y 114 M.F/NN 0 FO 0707 96 PoDo Project 0"ISM Malt Ross Location:RCJ5B(P1&P2=RFi'5) r Penn Lyon Homes Corporation Muftl-Loaded Mulll-Span Beam 195 Airport Road [2005 International Building Code(2005 NDS)] Selinsgrove,PA 17870 °r 15 IN x 9 25 IN x 15 58 FT -92-Spruce-Pine-Fir-Dry Use ShuCalc Version 8.0.99.0 4/20/2009 2:31:33 PM Section Adequate By:0 3% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load D 37 IN U508 Dead Load D 26 In t Total Load D 63 IN LJ29S Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 r REACTIONS 8 B 2 Live Load 267 lb 249 lb Dead Load 156 lb 199 lb Total Load 423 lb 448 lb Bearing Length 0.66 in 0.70 in BEAM OA Denier Span Length 15 58 it t6 sit 'B Unbraced Length-Top 0 ft Unbraced Length-Botlom 1650 It Live Load Duration Factor 1 15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 ptf i<2-Spruce-Pine-Fir Uniform Dead Load 5 pit'Base Value Adlusted Beam Self Welghl 3 pit Bending Stress: Fb= 875 psi Fb'= 1273 psi Total Uniform Load 6 pit Cd=1 15 CF=1 10 Cr=1 15 pO1NT LDADS- NJ RE SPAN Shear Stress: Fv= 135 psi Fv= 155 psi Load Number One L Cd-1 15 Llve Load 221 lb 56 Ib Modulus of Elasticity. E= 1400 ksl' E'= 1400 ksl Dead Load 182 lb 30 lb Min Mod of Elasticity: E min= 510 ksl E min'= 510 ksl Location . 6.63 It 16.58 It Comp-L to Grain: Fc-a-= 425 psi Fc-y'= 425 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 2263 ft-lb Load Number D 8 72 Ft from left support of span 2(Center Span) Left Live Load 27 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 3 plf Controlling Shear: 4001b Right Live Load 27 plf At a distance d from left support of span 2(Center Span) Right Dead Load 3 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft Load End 8 83 It Comparisons with required sections: Boo Provided Load Length 8.83 ft Section Modulus: 2133 in3 21 39 in3 . Area(Shear): 3 86 in2 13 88 in2 Moment of inertia(deflection): 80 25 in4 98 93 in4 Moment: 2263 ft-lb 2269 ft-lb Shear. 400lb 1436lb NOJ915 �" OF WKr r0 s, A 07071 �FESS /� PoOo Project;09.016M Matt Ross Location:RC51(W=RCJ5AIB) Penn Lyon Homes Corporation Multi-Loaded Multi-Span Beam 195 Airport Road [2006 International Building Code(2D05 NDS)] Selinsgrove,PA 17870 m 15INx925INx65FT N2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.99.0 412D/2009 2:31:33 PM Section Adequate By.16 2% LOADING DIAGRAM Controlling Factor.Moment DEFLECTIONS Center Live Load 006 IN U 1338 Dead Load 0 03 In Total Load 0 09 IN U837 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS 8 B Live Load 653 lb 653 lb Dead Load 392 lb 392 lb Total Load 1D45 lb 1045 lb Bearing Length 1.64 in 1.64 in BEAM DATA Center Span Length 6-5 It s6ft Unbraced Length-Top 0 It Unbraced Length-Bottom 65 It Live Load Duration Factor 1 16 Notch Depth 0.00 UNIFORM LOADS Center rwerKaiei PROPERTIES Uniform Live Load 201 plf MAT51Ruce•Pi PROPERTIES e-Fir Uniform Dead Load 118 ptf Base Values Adlusted Beam Self Weight 3 plf Bending Stress: Fb= 875 psi Fli= 1107 psi Total Uniform Load 322 plf Cd=1 15 CF=1 10 Shear Stress: Fv= 135 psi Fv'= 155 psi Cd=1 15 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Min Mod of Elasticity: E min= 510 ksi E_min'= 510 ksi Comp 1toGrain: Fc--L= 425 psi Fc--L= .425 psi Controlling Moment: 1695 fl-lb 3 25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -815 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on spans)2 Comparisons with required sections: Read Provided Section Modulus: 18 41 In3 21 39 Ina Area(Shear): 7 88 In2 13 88 In2 Moment of Inertia(deflection): 28 38 In4 98 93 in4 Moment: 1698 it-lb 1973 il•Ib Shear. -815lb 1436lb NOTES OF NEIV 114 M. CO 070 1 roso Project:D9.018M Melt Ross Location:HDR1(W=RCJSB) Penn Lyon Homes Corporation Mvill-Loaded Mulfl-Span Beam 195 Airport Road (2006 International Building Code(2005 NDS)) MiSelinsgrDve,PA 17870 or (3)1.5 IN x 725 IN x 5.67 FT 42-Spruce-Pine-Fir-Dry Use S1ruCalc Version 8 0 99 D 4/2012009 2:31:33 PM Section Adequate By.26 3% Controlling Factor:Moment CAUTIONS 'Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS P-9= LOADING DIAGRAM Live Load 0 06 IN U1159 Dead Load 0 05 in Total Load 010 IN U651 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A E Live Load 1432 lb 1432 lb Dead Load 1117 lb 1117 lb Total Load 2548 lb 2546 lb Bearing Length 1.33 in 1.33 in BEAM DATA Cen e Span Length 557 R UnbracedLenglh-Top 0 R ...,._........,_,._...._.....�:_:__.,:_.:.....................,.-.................._.._...w... J Unbraced Length-Bottom 567 R 5_sl It Live Load Duration Factor 1 15 Notch Depth O.OD MATERIAL PROPERTIES #2-Spruce-Pine-Fir UNIFORM LOADS Cen r Base Values Addles Uniform Live Load 505 pit Bending Stress: Fb- 875 psi FlY= 1389 psi Uniform Dead Load 388 pit Cd=1 15 CF=120 Cr-1 15 Beam Self Weight 6 pit Shear Stress: Fv= 135 psi FW= 155 psi Total Uniform Load 899 pit Cd=1 15 Modulus of Elasticity: E= 1400 ksi E= 1400 ksi Min Mod of Elasticity: E min= 610 ksl E_mhY= 510 ksi Comp-L to Grain: Fc--L= 425 psi Fc--L'= 425 psi Controlling Moment: 3612 ft-lb 2 84 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2039lb Al a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Bwe d PrQylde Section Modulus: 3122 in3 39.42 in3 Area(Shear): 19 7 in2 32 63 In2 Moment of Inertia(deflection): 5266 in4 142 9 in4 Moment: 3612 fi-lb 4562 ft-lb Shear. -2039lb 3377lb NOTES - Or- WEIV IN N.FyyN h-O,fl YL nave Project:09-DIBM IN Matt Ross Location:HDR2(W=GABLE END WALL) Penn Lyon Homes Corporation Multi-Loaded Multi-Span Beam 195 Airport Road 120DD International Building Code(2005 NDS)) Selinsgrove,PA 1767D nr (3)16 IN x 7.25 IN x 8 5 FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8 0 99.0 4120/2009 2:31:33 PM Section Adequate By:52 7% Controlling Factor.Moment TION Laminationsm are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Cen er LOADING DIAGRAM Live Load 0 02 IN U6436 Dead Load 0 15 in Total Load 0 17 IN U608 Live Load Deflection Criteria:U36D Total Load Deflection Criteria:1.1240 REACTIONS A B Live Load 115 lb 115 lb Dead Load 1100 lb 1100 lb Total Load 1215 lb 1215 lb Bearing Length 0.64 in 0.64 In BEAM DATA Canto,( Span Length 85 it UnbracedLength Top D ft __....._.............-....... ...:.............._.........................__........._...:........_........._...,....._:. ...._...,................,_... Unbraced Length-Bottom 85 it s 5« Live Load Duration Factor 1 Do Notch Depth D.OD MATERIAL PROPERTIE #2-Spruce-Pine-Fir UNIFORM OADS Se lr to flan-Values AOusled Uniform Live Load 27 plf Bending Stress: Fb= 876 psi Fb'= 1087 psi Uniform Dead Load 253 pit Cd-0.90 CF=120 Cr-1 15 Beam Self Weight 6 pit Shear Stress: Fv= 135 psi Fv= 122 psi Total Unlrorm Load 266 plf Cd=0.90 Modulus of Elasticity. E= 1400 ksl E'= 140D ksi Min Mod of Elasticity: E_min= 510 ksi E_min'= 510 ksi Comp--to Grain: Fc--L= 425 psi Fc--L= 425 psi Controlling Moment: 2339 fl-lb 4 25 Ft from left support of span 2(Center Span) Created by dead loads only on all span(s) Controlling Shear: 946 lb At a distance d from left support of span 2(Center Span) Created by dead loads only on all span(s) Comparisons with required sections: Read Provided Section Modulus: 25 82 In3 39 42 in3 Area(Shear): 1168 in2 32 63 In2 Moment of Inertia(deflection): 5B 43 In4 142 9 In4 Moment: 2339 ft-lb 3670 ft-lb Shear. 946lb 2643lb NOTES OF 'Yetv i 070712, C� ��FS510� L n�oo P 0D18M Mail Ross / Location: H n: DR3(W=FLR/CLG LOAD) �� ;Penn Lyon Homes Corporation Multi-Loaded Multi-Span Beam 195 Airport Road (2006 Intemallonal Building Code(2005 NDS)) Selinsgrove,PA i7870 (3)15INx925INx283FT 7'2-Spruce-Pine-Fir-Dry Use SlruCalc Version 8 0 99 0 4/Z0/2D09 2:3i:33 PM Section Adequate By:3D2 9% Controlling Factor.Shear CAUTIONS Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load DOD IN UMAX Dead Load 0 OD in Total Load 0 OD IN U9124 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS a � Live Load 673 Ib 793 lb 1 Dead Load 654 lb 1761 lb Total Load 1327 lb 2564 lb Bearing Length 0.69 in 1.34 in BEAM DATA Center Span Length 283 It UnbracedLength Top 0 ft :-.._._.:......._........._._............................._....._..._..-..........__......._..._......._..._...._.........._.._..................... Unbraced Length-Bollom 283 it 2 a3 ft Live Load DureUon Factor 1 00 A Notch Depth 0.00 MATERIAL PROPERTIES 82-Spruce-Pine-Fir UNIFORM LOADS Cen er Base Value Adlusle Uniform Live Load 0 pif Bending Stress: Fb= 875 psi Fb'= 1107 psi Uniform Dead Load 0 plf Cd=100 CF=1 10 Cr-1 15 Beam Self Weight 8 pif Shear Stress: Fv= 135 psi Fv'= 135 psi Total Uniform Load 8 Elf Cd=100 POINT LOADS-CENTER SPAN Modulus of Elasticity. E z 1400 ksl E= 1400 ksl Load Number One Min Mod of Elasticity: E min= 510 ksi E min'= 510 ksl Live Load 187 lb Comp -Lto Grain: Fc-u-= 425 psi Fe I = 425 psi Dead Load 1416 lb Controlling Moment: 1047 ft-lb Location 2.58 f. 1 58 Ft from left support of span 2(Center Span) -CENTER Created by combining all dead toads and live loads on span(s)2 Load Number Dn I1K4 Controlling Shear. -9301b Left Live Load 465 plf 316 plf At a'distance d from right support of span 2(Center Span) Left Dead Load 368 pif 113 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 465 pif 316 plf Right Dead Load 368 plf 113 pif Comparisons with required sections: Read Provide Load Start 0 U 258 It. Section Modulus: 1135 in3 64 17 in3 Load End 2 58 ft 2 83 it Area(Shear): 10 33 in2 4163 in2 Load Length 2.68 It 0.25 it Moment of Inertia(deflection): 7 81 In4 296 79 in4 Moment: 1047 ff•Ib 5919 ft-lb Shear. -930lb 3746lb NoTg OF NEW INK FWN y0- A i. � t Z�FO 0707 � A'�QFESSI Py L PWa Project:09-018M Matt Ross Location:CLB 1(W=RCJ4/RCJS) Penn Lyon Homes Corporation Mulls-Loaded Multi-Span Beam 195 Airport Road [20D6 International Building Code(2D05 NDS)j '„ Selinsgrove,PA 17870 cr (1)10 IN Steel Flitch Plate(s)x 1 5 iN x 11 25 IN x 15 25 FT Gang Lam-295D Fb-2 DE-Louisiana Pacific StruCaic Version 6.0.99.0 4120120092:31:33 PM Section Adequate By.53 4% LOADING DIAGRAM Controlling Factor.Moment Center Live Load 014 IN U1265 Dead Load 0 15 in Total Load 0 30 IN L/614 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 1 REACTIpNS ® j3 Live Load 3392 lb 3385 lb Dead Load 3371 lb 3089 lb Total Load 6763 lb 6475 lb Bearing Length 6,01 in 5.76 in _......._..._.........._.......__.........:._.._.._........_........_...__.., ....� ..... .... 6EAM DATA Cen er Span Length 15 25 ft 1s 2s it $ Unbraced Length-Top 0 it Unbraced Length-Bottom 0 it Live Load Duration Factor 1.15 MATERIAL PROPERTIES UNIFORM LOADS Censer Gang Lam-2950 Fb-2 DE-Louisiana Pacific Uniform Live Load o plf Base Values due Uniform Dead Load 0 plf Beam Self Weight 43 plf Bending Stress: Fb= 2950 psi Fb= 3393 psi Cd=1 15 CF=100 Total Uniform Load 43 pif Shear Stress: Fv= 290 psi Fd= 334 psi POINT LOADS-CENTER SPAN Cd=1 15 Load Number one Modulus of Elasticity: E= 2000 ksl E'= 2000 ksi Live Load 187 lb Comp 1toGrain; Fc-1= 750 psi Fc--L'= 750 psi Dead Load 1416lb Location 9.67 ft Controlling Moment: 27316 ft-ib TRAPEZOIDAL LOADS-CENTER SPAN 6 o8 Ft from left support of-span 2(Center Span) d Number one Two Created by combining all dead loads and live loads on span(s)2 Load eft Live Load 438 plf 422 Controlling Shear: 6763 lb Left Dead Load 356 plf 169 pif filf Al left support of span 2(Center Span) Right Live Load 438 plf 169 pif Created by combining all dead toads and live loads on span(s)2 Right Dead Load 356 plf 169 plf Comparisons with required sections: j M Provlded Load Start 0 it 9 67 it Section Modulus; 22004 in3 3376 in3 Load End 9 67 It 15 25 it Area(Shear): 3042 in2 180 in2 Load Length 9.67 ft 5.68 it Moment of Inertia(deflection): 741 54 In4 189844 in4 Moment; 27316 ft-lb 96414 fl-lb Shear. 6763 lb 40D20lb t�OF NEw d Flitch Design Requirements IN al..r, Modular Ratio(E-stUE-wood) n= 145 g �� Transformed Section Width w-trans= 16 in Allowable Steel Bending Stress Fb-stl= 21600 PSI /!! a, Lmtd Bending Stress for Transformed Section Fb-sll-llm= 1490 PSI Ctrs Bending Stress for Wood Transform Fb-cont- 1490 PSI Plate Width to Thickness Ratio (d/w-plate)= 1125 Lmld Width to Thickness Ratio for Fv=O 4•Fy AWSL= 6333 Allowable Steel Shear Stress Fv-s8 1440D PSI �p 0 Lmtd Shear Stress for Wood Transform Fv-sll-llm= 903 PSt Clrl Allowable Shear Stress for Wood Transform Fv-cons= 334 PSI Percenlage of Load Carried by Steel Plate Steel%= 90.63% NOTES , n�oe Project:D9.0i 8M Ma"Ross Location:TRB1(W=RCJ2) Penn Lyon Homes Corporation Mulii•Loaded Multi-Span Beam 195 Airport Road 12006 International Building Code(20D5 NDS)J Selinsgrove,PA 17870 (2)15INx1125INx120FT Gang Lam-2950 Fb-2 OE-Louisiana Pacific SlruCalc Version 8 0 99 0 4120/2009 2:31:34 PM Section Adequate By.13 9% Controlling Factor.Deflection CAUTIONS Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Qenler LOADING DIAGRAM Live Load 035 IN U410 Dead Load 016 in Total Load 0 51 iN U281 Live load Deflection Criteria:U360 Total Load Deflection Crileda:U240 REACTIONS A B Live Load 3216 lb 3216 lb Dead Load 1475 lb 1475 lb Total Load 4691 lb 4691 lb Bearing Length 2.06 In 2.08 in BEAM DATA Center Span Length 12 it UnbracedLength-Top 0 R _._..._......-- ....-..........._....__._...... :_..._...._...... _..._......,..:. ._. ...:_........: .... ..:._ �_:-•.:_........ UnbracedLengttl-Sotlom 12 ft lift Live Load Duration Factor 116 Notch Depth 0.00 MATERIAL PROPERTIES Gang Lam-29501=b-2 OE-Louisiana Pacific UNIFORM LOADS Center Base Value Adlusted Uniform Live Load 536 pif Bending Stress: Fb= 2950 psi Fb-= 3417 psi Uniform Dead Load 236 pif Cd-1 15 CF=1 Of Beam Self Weight 10 plf Shear Stress: Fv= 290 psi FV= 334 psi Total Uniform Load 782 pif Cd=1 15 Modulus of Elasticity: E= 200D ksl E= 2000 ksi Comp-Lto Grain: Fc-J-= 75D psi Fe--L= 75D psi Controlling Moment 14073 ft-lb 6 0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -4034 lb Al a distance d from right support of span 2(Center Span) Created by combining ail dead toads and live loads on span(s)2 Comparisons with required sections: aw Provided Section Modulus: 49 42 i0 53 28 In3 Area(Shear): 18 15 in2 33 75 in2 MDmenl of Inertia(deflection): 312 55 in4 355 96 in4 Moment: 14073 ft-lb 18019 11-lb Shear. -4034lb 7504lb NOTES OF NEty ya�P N M.FtV��0 FOA 07 p 1 DnOo Project:09.018M Matt Ross Location:HDR4(P1=TRB1) Penn Lyon Homes Corporation MUIO-Loaded Multi-Span Beam 196 Airport Road [2005 International Building Code(2005 NDS)) ESelinsgrove,PA 17870 (2)15 IN x 9 25 IN x 2 84 FT $2-Spruce-Pine-Fir-Dry Use StruCalc Version 8 0 99 0 4/2012009 2:31:34 PM Section Adequate By.16 2% Controlling Factor:Moment CAUTIONS 'Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Ce er LOADING DIAGRAM Live Load 0 01 IN U3560 Dead Load 0 00 in Total Load 0 01 IN U2352 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A 13 Live Load 1608 lb 1608 lb Dead Load 830 lb 830 lb 1 Total Load 2438 lb 2438 lb Bearing Length 1.91 In 1.91 in BEAM DATA Ce er Span Length 264 It Unbraced Length-Top D It _.-.._....._......................_........ ........_..-........-.._....:. ......:.._...._.._.,.....__:... Unbraced Length-Bottom 204 ft 2 94 ft Live Load Duration Factor 115 Notch Depth 0.00 MATERIAL PROPERTIES 112-Spruce-Pine-Fir UNIFORM LOADS Center Base Values AdIusted Uniform Live Load D pit Bending Stress: Fb= 875 psi Fb'= 1107 psi Uniform Dead Load 80 plf Cd=1 15 CF=1 10 Beam Self Weight 5 pit Shear Stress: Fv= 135 psi Fv= 155 psi Total Uniform Load 65 pit Cd=1 15 POINT LOADS-CENT R SPA Modulus of Elasticity: E= 1400 ksi E= 1400 ksi Min Mod of Elasticity: E min= 510 ksi E min'= 510 kst Load Number One Comp -L to Grain: Fc--L= 425 psi Fc- L'= 425 psi Live Load 3 lb Dead Load 1475475 ib Controlling Moment: 3396 fl-lb Location 1,42 R 142 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2388 lb At a distance d from tell support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: REIA provide Section Modulus: 36 82 Ina 42 78 in3 Area(Shear): 23 07 in2 27 75 In2 Moment of Inertia(deflection): 20 01 ln4 197 86 Intl Moment: 3398 ft-lb 3946 fl4b Shear. 2388lb 2872lb NOTES ti OF NEW yips Wit F r0N. 4 0,70 71 QFESS f� , pn0° Project:09.0I BM Matt Ross Location:HDR5(W=RC•12) Penn Lyon Homes Corporation Multi-Loaded Multi-Span Beam 195 Airport Road [20D6 International Building Code(2005 NDS)) aSelinsgrave,PA 17870 °{ 15INX9251NX917FT Gang Lam-295D Fir2 DE-Louisiana Pacific StruCalc Version B.D.99.0 4120120D9 2:31:34 PM Section Adequate By:19 2°/, �OADiNG DIAGRAM Controlling Factor.Deflection DEFLECTIONS Cenler Live Load 0 26 IN U429 Dead Load 0 12 in Total Load 0 37 IN U296 Live Load Deflection Crilefia:U36D Total Load Deneclion Criteria:U240 REACTIONS 6 .9 Live Load 1463 lb 1463 lb Dead Load us Ito 665 lb Total Load 2128 lb 2128 lb Bearing Length 1.89 in 1.89 In ...........-.,-..._. .. ....._._._._.,... - _._... ._. _..._..:........_ .-..._....._.._.._.._.....__- BEAM DATA Center Span Length 917 it e.ITft Unbraced Length-Top 0 It Unbraced Length-Bottom 917 ft Live Load Duration Factor 1 16 UNIFORM Notch Depth 0.00 LOADS Cen e Uniform Load pif MATERIAL PROPERTIES 41 Dee 1 Gang Lam-2960 Fb-2 DE-Louisiana Pacific Uniform Dead Load 41 pif Base Valu Ad usted Beam Self Weight 4 pif Bending Stress: Fb= 2950 psi Fb'= 3492 psi Total Uniform Load 464 plf Cd=1 15 CF=103 Shear Stress: Fv= 290 psi Fv'= 334 psi Cd=1 15 Modulus of Elasticity: E= 2000 kst E= 2000 ksi Comp-L to Grain: Fc--L= 750 psi Fc--L= 75D psi Controlling Moment; 48781t-lb 4 58 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear. 1787 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: BW Provided Section Modulus: 1676 in3 21.39 in3 Area(Shear): 8 D4 in2 13 88 in2 Moment of Inertia(de0eclion): 83 Wit 98 93 Intl Moment: 4878 ft-lb 6225 ft-lb Shear, 1767lb 3085lb NOTES of NEW A cc r. 1 sFa 0707 .a 1 ��FESS C Project:09-018 Description:MAIN HOUSE Name.MWR Date:412012009 LOADfN • -'-LOAD UNITS TRUSS LOAD 353 283 MATE WALL SELF LOAD 20 PSF I ST FLOOR WALL LOAD 13 )so ROOF DEAD LDAD 17 PSF ZmD FLOOR WALL LOAD 0 ISO FLOOR AND CEILING SYSTEM 20 PSF ZHO FLOOR LOAD 4.45 13 FLOOR ONLY 10 PSF I ST Ft.()d)R LOAD 593 a GROUND STORY LIVE LOAD PSF FLOOR/CEILING SYSTEM FLOOR 1 D1 48 1>I ST STORY LIVE LOAD 34 21 PSF FLOOR/CEILING SYSTEM FLOOR 2 13 297 GENERAL GEOMETRY VALUES 4 TRUES SPAC1140 133 LIVE AND DEAD LOADING 1391 1 068 MODULE WIDTH EXTERIOR SIDE l 1583 TOTAL LOAD 24S9 MODULE WIDTH 114TCRIDFZ SIDE 1383 ITRUSS HEIGHT 1 5.8 --- FT ROOF SYSTEM LOADING TRUSS LOAD IB7 ISO TOP OHopo LIVE LOAD 25 LBO 13ASEL a 0 TOP CHORD DEAD LOAD )a LOS I ST FLOOR WALL LOAD a 913 BOTTOM CHORD LIVE LOAD 0 LOS 2140 FLOOR WALL LOAD 0 SO aoTTom CHORD DEAD LOAD I D LOS ZND FLOOR LOAD 237 D I ST FLOOR LOAD 317 D ITRUSS REACTIONS FLOOR/CEILING SYSTEM FLOOR I a 79 ITO cewcRyNr 4Z3 LOS FLOOR/CEILING SYSTC14 FLOOR 2 0 158 ITO PERIMETER 4413 LES1 11W-A� 0 J!k)MOjEAV� K Loading Conditions LIVE ANO DEAD LOADING 741 $57 TOTAL LOAD 1298 fv-Truss Loading F— Truss Rxn Doubled 1st Floor Wall Loading Full Wall r 8,Ceilings VCti TRUSS LOAD 25 1 1 r 8 5�Ceilings IT 9,Ceilings GABEL 13 79 I ST FLOOR WALL LOAD D go fv-2nd Floor(2 S lory) 8'Calling V 2ND FLOOR WALL LOAD 0 2ND FLOOR LOAD 20 r-Tranmerse Truss Longitudinal I ST FLOOR LOAD 27 F.LODR/OEILING SYSTEM FLOOR 1 0 7 FLOOR/CEILING SYSTEM FLOOR 2 0 13 LIVE AND DEAD LOADING 72 280 TOTAL LmAo - 352 OF New 4( FOB 0707 Project:09-018 Description:MAIN HOUSE ®F NIE Name:MWR Date:4/2012009 Relevant Wall Loading : ^:..... `::.:•::.:.:::...:.:.:...::• :load Units Side Wall Loading Breakdown;;;;::::.;.::; Mate Wall Self Load 20 PSI Live LD(PIO I Dead LD(plol Total LD( l 'Ra Roof Dead Load 17 psf 741 557 1 1298 Floor and Ceiling System 20 psf N 070718 Floor Only 10 psf End.Wall Loading Breakdown ground story live load 1 40 Psi Live LD(pl Dead LD(pIQ I Total LD(pif) FESS >1 at story live load 30 psf 72 280 1 359 Tributary Distances ....:::..:.:':t:•.:•.: :ModA Mod •• p ::. one :;: ::: one I)Li::l Live .• ea 117'.Mtal LED Enfer Tributary Distances Below 7.9' 6.9' Tributary Distance A 1 3938 tbs. 3021 lbs. 6959 tbs. Tributary Distance B=2.8'I €ii •`•'•:'''•''` '' Tributary Distance A=2 8' 2 7876 tbs.. 6043 tbs. 13918 tbs, Tributary Distance B=2 8 i Tributary Distance A=2 8' 3 8516 tbs. 6007 tbs.. 14523 tbs. Tributary Distance B=3 3'i ':':'•'"• i'•'•i is Tributary Distance A=3 3'!` '•'iiii' i;:` 4 7069 tbs. 4897 tbs. 11966 tbs, Tributary Distance B=1.8' Tributary Distance A=1 B''"'I''''"`'i''i 'if;iE': iii•'. 4689 tbs, 3599 tbs.. 8287 tbs. Tributary Distance B=1 6' Tributary Distance A=16 6 6784 tbs. 6742 tbs. 11308 Ibs, 9010 tbs. 20318 tbs, Tributary Distance B=3.9'`'•i! ::. Tributary Distance A=3 9' "'`"'•"' 7 4651 tbs. 1163 tbs. 5813 tbs. .. Tributary Distance B;3 9' `:.`•i ?EfS° Tributary Distance A=3 9' 8 6770 tbs. 6178 tbs, 11642 tbs.. 8713 tbs. 20355 Ibs. Tributary Distance B=1.8 'iiii!?•,ii ; !i :;i Tributary Distance A a 1 8' 9 2546 tbs. 1964 tbs, 4500 tbs- Tributary Distance B= 0'r' Tributary Distance A= 0' —. tbs- tbs. tbs. Tributary Distance B=.0' Tributary Distance A=.0' tbs, tbs. tbs, Tributary Distance B= 0': ;;' Ei `•:`:: E Tributary Distance A= 0' `.i ':i'•'•'•' '• tbs. tbs. tbs. Tributary bistance B=.0' Project:09-018 Description,GARAGE Name:MINR Date:4120/2009 RrLdV4NT-.'LbADING::--:4; TRUSS LOAD 13 (3 MATE WALL SCLF LOAD 20 PSF I ST FLOOR WALL LOAD 0 Roor DEAD LOAD 0 PSF 2ND FLOOR WALL LOAD 0 FLOOR A140 CEILING SYSTEM 0 PSF 2N0,FLUOR LOAD 0 FLOOR ONLY D PSF I ST FLOOR LOAD 0 ❑ OnOU1,10 STORY Live LOAD D PSF FLOOR/CV11.11,115 SYSTEM FLD13A 1 0 >I ST STORY LIVE LOAD O 1.FJ FLOOR/CEILING SYSTIZI.1 FLOOR 2 0 GENERAL MEMPIL'TRY VALUES ;Din TRUSS SPACING LIVE AND DEAD LOADING 0 0 MODULE WIOTI-t EXTERIOR SIDE 22 00 TOTAL LOAD MODULE WIDTH INTERIOR SIDE OOD TRUSS Haiawr 5.7 FT _J r A113 A rA ROOF SYSTEM LOADING TRUSS LOAD 19 T13P CHORD Live LOAD- 25 LOS BABEL 13 za TOP CHORD DEAD LOAD 1 D LOS I ST FLOOR WALL LOAD 0 90 so,rTam CHORD Live LCIA13 0 LES ZHD FLOOR WALL LOAD 0 0 BOTTOM CHORD DEAD LOAD 10 LOS ZND FLOOR LOAD 13 0 1ST FLOOR LOAD D 0 ITRUSS REACTIONS FLOCIR/10ITIL.114M SYSTEM FLOOR I a 0 JTO CENTERLINE 13 LOS FLOOR/CEILING SYSTEM FLOOR Z EI ITO PERIMETER 46D LBS Loading,Conditions LIVE AND DEAD LOADIN13 19 127 TOTAL LOAD146 W,Truss Loading I Single Rxn F7 i rt Floor Wall Loading J Full Wall r 8 IT Ceilings TRuse ,5 204 LOAD 2S GABEL 0 0 r-'9'Cellings I ST FLOOR WALL LOAD 13 90 r-2nd Floor(2 Story) 8'Celling ZND FLOOR WALL LOAD 11 0 Zwo FLOOR LOAD 0 13 r,-,Trans%erse Truss Transverse I ST FLOOR L13AO 0 0 FLODA/10CILING SYSTEM FLOOR 1 13 0 FLOOR/CEILING SYSTEM FLOOR 2 0 0 LIVE AND DEAD LOADING 256 294 TOTAL LOAD SSD of IN M. 0, 07071 st JOB Lr-1 YENN SHEET NO � OF .CALCULATED By DATE 5-1 (DLYON CHECKED BY "°.E Q JOB o SHEET NO .:L OF CALCULATED BY JVj,,* LCkZ5� DATE�''ENNON CHECKED BY DATE HOMES CORPORATION ........... .......... ........... ..................... ....... ......... .......... .. ............... ............. ................... .......... ........ ....... ........ .............. ............ .......... ..................... ................... ......... ------ .............. .......... ............. ...................... ------- ....... ........................................ ...... ................ ... ................ ...........................•........ ........... j. ............... ............ .......... ........... ..........------- ............... .......... ...... -—----------- A ci ............ .................. YA ...... .... ................. ........... .............. .............................. .......... ........... q ..................... --d...................... i q ........................... ....................... .................. ........... ........... ............. J.......... Of IVL� ... . ................ m .......... .. ........ ................... J.-A- ....................... 07 b .............. ................................. ............... .......... ................... ....... ..................... ..........------- ........ .......... ............... .......... ............ . . . -o- 4 ............. ........... ......... ....................... ....... add .......... ........... .......... ...... ........ .... ................ ------------............... ............. ............ ................. ............. ....................... I J ..................... ..................... ........... ................ ............ ............... .......... ........... .................... ...... m JOBENN SHEET NO OF J n CALCULATED BY _("\a''tV R1355 DATE CHECKED BY DATE HOMES CORPORATION . i I , : _.._..._ _.. - _.__._..... __. _.... i I..._ .......... _- .. ................. .......... , i ; .I i ... _._ .... .; : i - -....... ......... _.... •_...._ ............!..-----...:- •....:..._ - ...._I__... j. - --............... _............- - -.._..._ ? ..i i : _. .......:.---..._.___....:......_. _... .�....... I _ -- ..... .__..... i i- I i : _— -- i I.._._._...._--.:._......._._.. ! Y _ i t _--- : ! ! lm t __...__......_..._ — ....._....... _..._,_.........._ — i i ; ! i 3 0 4.�a3 �166 . I 1 __. _ ......... _ . ... .........._..._.._ ... __........_ ...._ _.... :._ ! i ••--_..._. ............... __i.............. .. i i ij — _._...____..._.....__._•_•_•—__.�—.. ................ ................. ..—....._i_. ... ! I i i e ----....._.._........_..._.. ._..._.........:..... ......... . _._. _..- _... ' i i , i . i _._,.. •...... ;.... _ i , i.... ....._..... : _.....__...._.._.......__.._ _..__.._._......._._._._ ...._.....-- _......._... . .._........_._....... ......I........ _...__......_....._:... _ .._ - _ _. I •---- i i - - - , : : i 1. i is , . .._....._.--'-- ..._....-...—--'-- ———........._.........__._ ._... ....._...:_.._._ ......__._._...._........... ..__-_._ __............. ....__. i ! I. — ..._....._._. ! ! ! i ...:._...__....__... _ .._.._._ _.... ...'. ! i ��NNB JOB SHEET NO OF Lyolv CALCULATED BY Mu•�[r R65 DATE CHECKED BY DATE HOMES CORPORATION : — i I i a 5 1 f : : : ��• S8 I : : _ I - ..._.!_.P_-QP.Pn!�_. __._...._.....-!-'-';--._..........._.._..!.-._i----'__.......I....__.: .._..--...i.... . i .......... J : : : I I I s i ..... ...._.._............... ,s p-8d --._............ a 0 : _ . t ; .......... -- S"?.I.I._.�_as . 5.55__I-..• i, a5 _ �, lF - -..._....._�G.._...__. . - -.._.._.. _._..,. � 3 ,, i - -._.......... __.._.'..._......,.._..' _ _ ..I.._...,.i............E----:—._-;.......i_......... :--!__._.. s ! : : L.• i ! i 5• I o • 3 : : : : ; . I I ....!.....--- , : I ; ............._.._ .._._...._........ _-_.._.._ _._......._..... -- :..........._ :. ... ..........:_..._.._......_......:._._.-_..._...._.-.._.. _..._..— to : , I ; c� , ! �� 0-555 I C• i "Y �.n _f-b-. on. .......... !___._i___._i_..-.. :.. ..._ I I.......... ............... _ ...... i ij i ...... ... _—• _... i -L4;rl 0 i� : , 4 PENN SHEET NO .15 OF JLYON CALCULATED BY /A" Ro59 DATE s-►-Oq CHECKED BY DATE HOMES CORPORATION A � : CA : i I I_.........- - _..-.........:..:- ---- ._... _...__ —-- ...._................ -- : :....... F! .s._:_.......I =...:__._...__ta_A ..._._._.__........,_..........._......_.__._........._.........--....... - ; _.._.. __... —_...i..._._.. ..._..... ----...—.—..:....:....i..::..... �1ce1�� ; 5 4 : _. i-.....i...........__..............-.............._.:-._i.._....._i........:.... ......__... __ ___.. t I i I i i �,.,F CM �5....a�7._ �J\�.L?o.r_.. .\�...i........_i..G .......s—.._..........I...._ ..- .._....._...... j -" 7 Inl:'y j a16 �Lr- ......._.... .............. r ; I I .......- .....taN� iis.;_=_..--1.' 3..... L: .-....>..•...�.a�..�°.�, s=..i.- C�_._K........ —__._._..__........ i ; i i _.......:................: i...... . ....... ......................__........_._. ... ...:_ ...i - , - i L i i - N • :._._...__......... 1�._.._ — ..:.._._................................__......._._............._. _ _ --. v 'r- 707.1... : _._.._._._.:..... :_....._..... ............................ ..._................... .. Si .... I _..—_.. .................— .� , i I • • ...._.___!.G'.1.3a.....:_..W/.__�.o.�_..r.h,�s........._C_....�.�.r,�c.,.:_...._...t.�,�:a...._.. s_P��a.....i......=:_.__3is!�_�.-y.�._:��14�� _...... _..__.._.. ........_........__..._...... . .............<.- ....—._._.. ........_......._._......_._........... .... ----- _......... _....__. __..... _.. .-- .- ._.............._......-- -- i - ;—..__..... �yl._.._P.i.. .. ...I—y..3�......._PrLF_.._.:_.._....`_ ......_.U:,_1�:.-..._._...... .._........ ....... . ............I___ - ._...._........._.. - : i ; : ; • [ - i i i : I i ---------- ..............:._........:.__.._..°_.... .€................ i..............._............._.. .......... .....- . - � ; i I I ; ,O JOB OC1 -O 5s ENN SHEET NO ( OF LYONCALCULATED BY M n 1! R C?SS DATE CHECKED BY DATE HOMES CORPORATION S 1 3„ I - I : i i : I I 3 c�. Ala' : E ! ' -- ! _ .......... ..................._.. --..._ -- — _ ok �U= 3�l•�S V'. ..... 7%0_.-`--....t,.._....-:--_ —.. ........ _.....:..... _. —_.;_.......!_........:—.. —-..—.......... ...._..rr.:—......._....... 5 f -AY / ' - _. .......... —_ D/ : ! 1. ; — n, _— __ — : ; . I , { i �- ; i --.._._........!..w..._.I......_....._.._...._........ ....... _._.._,— !_... '•_ . 160 i ! _.— -:..i .......__..__...I _ v - �q16 �:rJ.�S - fG555. -- ....:...... .... ..: -- ... j_..._.__._..............:.... .....— i F E PF.........I..J_...- '► •�`' "% ._._._...s}e.„:.; -........I. Kin._ . i !............: �ci3e.\!._........:_.......!—...:._._......,_.. .__....__._............ .........._.._....i_..... ...... _._._..'_ .. �, � —._-._.. ..... ' Y ' I ' .... .... : �. , ! I ! ! - - - i 4 ..:��.S.S...r 5.............. . I........._ •- ... _ G : ....I-..........._-___..... .. ..__.._ ! ' L SS ACM_ ...... �. ; Ii - - ..._.—._................._ .............. €.........._.__....:....... .:........... - .:.........,.........._..._...__....... ....,......._._.__._._..._.............. --- ._..._._..... _ - - - - - .................... , i_..... .. --- 'V� . ....s------ .......... ...................... — ....._............ -- j_.... l-- _—. DS� :�1G.67 I = ;`�1� ...i...?.�F......._._ ;_��.. ;G.......�. ......i.!o.... �16....G_6 �1�''--. .b.5P..h �►J - i - - JOB ENN SHEET NO O�"7 U1� of LYON CALCULATED BY Ma•16 Ls DATE CHECKED BY DATE HOMES CORPORATION i i !...... i I i . ---.........._................ : ! —-- : ! 1 _...........i .....j ;i, lwc .... : : i. _..............-- ! i : !\ca\� i i - ---. _ ...... _............. • r \� ---._...... ........._......-- .. :/.._CIS.-163. o. : j .... ---._...._........_.._.__.._........ _.......'-...._._I_.__.!--.....! ._ ...._... __ ........ ........ ....._._..._.......:_....................—_._............_......_.-- .. ..... j _ �.. I__.... WFC .......... '--- _ ....... I .—.--- _ .. i__: ......i.._...i....._. — — -----.._.............. - Q "o - _i i __...._.._.... __.. ..... _........__ . ...............:-- -.......:.__.....__... - -.i_....i Ul i VL�1 I'v3 rj w� .1Gd v�c�'s`_S.'—�_ _.......-- 1K14G_. ' .. -- ll..._..._......:__......!1...... ._... P- ................. ....:..........._.__..._..... ......... .._..__.......... . - i NGR iv ........ i !................_.. __..__..._._._...i .. ....._.....---....._.._. ..........__ _..__ _...._..__.................. -....._._—._€_._......i......:-- Se�rW�,��..... `D..._.._._...:.__....I........:__!_..._.:..............._.:—..I.......:..._..___.._. ._. —..._._.......... i o : - ' ivk.�.....__..._... .:......_.._.._..:..............._:........_.i_.. .. .._I—.... -- ....._... r : 1 .. .. ...... 1.5 — WAq ! -- _ ! _.... ----I-... --... _... _........... w;`~c..�..._.�..p. a�� _.51.e�v•ti�11...:_e�,P.cn.t:,. ,e.�_........ . . _ _.......—............ ..._....!_.._...__._... .........._...._.:_.. . ......._....._.__.._......... ..........-.......!.......!.......... -- .....__......... ._........_.__._...._......... ..__._._.._,__.... _...._..__... ----..•.... �l ` w/-.1,o ..n .` s .,...... ? ..._ a�,U.C__.._..__i��ca... 51'P. -..`b?O.:.X1.,�1....._......1.��_I�L ..... ' • ►aaC6 1 . __......................-._.__... . . I i __..__. i .. . ._.. _ - - - i © SHEET NO y JOB E"� -T OF LYONCALCULATED BY /"\a-y� os5 DATE CHECKED BY DATE HOMES CORPORATION SGA6F- OvPy lj-r i_._._....__._..- -- , .......... _!._...i-- —..............................................i....................t__.__.i_ ._.:----- --- --`--..... ..._ _ ... _.._....-._...._.-...._.. iI ! _...-..._._...._....._..-_.._ _. ..... _..._ _ - . --_..-........_....... - - .....__ .............._._.. i� R :3o s ; _. —-._....._.._.----•-- S ; : ; i i, �..4a_..._...__`....-_..._....y5 555 ._.; O l'��....... __..._...---�............. -- - — ---'- - - —.—.—._•__._..... ........_ . . _ ........... --..•..._._.._..__ ............... ..--........:- ......__.... . - . ._. . _...:....... _.:.................. ..-...... _ : --.......... 3 X .. 1.. : : : - _.._.• - , _. _._..i- s....._..............._..._...-_._.i-....+- ..i_._._ _._..... ...-...._..... _._.. .._._.............................._..._...._....._. #. \ s� _ _._ -.. _.............__..-...._......_........-. CMS1 C1 7 I I _........_ _ - .... ..- ---.._. __ , .. _._......_................_........_..... : i i i j I i r } I i ; i _._..........__.._...;.......... ........... - - --._.._ .... -- - -- -- -- - - - _ - t� ? you .. �....................... -- �a o 0 ....... ........_..__..._:_.......... -----.__ -- i AN i : : I --...._...._�__...:_ tea. . C M S1 c 16_.....__-....:_..... :........:..__..._.!-_._._:—.-..__......._!_......:..........:........:......:...................... :-- _ _--.__._._............ .......... ........_....:.................... ......_._.. , ! ._ . ... , i .i.. . __•_.__._,._.._,_.___,.__ ,______ _............;.. .cos 0171_0 li PENN SHEET No c 1 OF CALCULATED BY -k} 'Roq DATE 11--ocl OLYON CHECKED BY DATE HOMES CORPORATION DESCRIPTION Dv fixi-f",v fANE:� p 6 10 # 1z, C> y V T tlL i lal zo, IS PENN' JOBO"l 'C�IS SHEET NO I G OF IL Ir OLYON CALCULATED BY DATE CHECKED BY DATE HOMES CORPORATION DEscRlarloN •A i -mod c I! I � 1 I I i I__ -l�_.I I i�I I ! I� I l i ► 1 � o 13 I I i iF 11 Ic,' 1_c-i� ! H4 I I �-10-W . Ic f I I I r IW � i— �I FN I I I I � I i ,� � �,�,►��+.fi o 11 f SD �► + I l l l ' I I I. _._..1_l� ► !..I I I I � I� I ` I I I IIIlI i � _►��ceL\5..�11� I�I 1 �f_ I - � �._..1. 15� l I I1'L F i�i I,,,_, + � � �.�_:.�J..._.. _`..�.. L�� g�7�•'�. �i � to•�, ` � t�L.E.. I ' �C��Ys�.�'�' ��'�'��.c�i_._.I.— ,--- \-`-C--c nv 15! "Ib l I I_ ? - c? �> r �• C_,� a�" cu C I I� -Ls-A 'ate i-----i--•-=---•,-^^'.- _ I_—I--- �.__._.l._._ —,- - . I 1--•— _ i_.._.'i�! i I—I_a._.�___.i I I I i I I� ! i I y � j NN a JOB Q D I Gj �° �' SHEET NO OF LYON CALCULATED BY IVI k' &4; DATE $-.S "D q HOMES CORPORATION CHECKED BY DATEDESCRIPTION L J !U � I I ! I ! I �I v =I mo/a sJ o ►,1 �i I 11 1. ' I i .l.-_..1._ �I t i I 's I I l �` G^1 _y-I E I I I_ i I I I�l 1i__,_`r,, i I w k v' I I O 1131 LL I �j t It Ji _ 0-1 rGw iI I -� I I ICI I i _._4�- I�iI FT i 1$15, 1PL �._t a'� ' i -. Ik, 1 � r c�Jp I I i I`J�I•.�.,it,.._I _I.l�n_�4r-1��l .s?� I I —� � I I I_ i J� � JOB 0 PENN SHEET NO �I--? d OF (DLYON CALCULATED BY /VXL1� RoSS DATE CHECKED BY _ __ DATE HOMES CORPORATION L DESCRIPTION l—..__ IL-1-1 __1 Li IV �, � � � I 1 I I I I ' 1= 16i3 � � I� i ��I: Iv_ I J ? I I S �__ � i i3��ol ��►�61 1 I I I IE}i3 1S1I t�J _`p'i c�� I_r Ej � J✓� I 131'' I .�� 13 I I i I i I __ 1 I �i --� ��0 a I_ I�I-1 -15 u I— I i ' I r� � I ��.. 3!G�;o � � 7�i—�� I•� I I_ �I i -.�s"l 1- I I —I (oj I�. v.Q _U-L Gi°ll1`.a_�1 I— I N1 � � cos 46IPE SHEET NO. 13 OF O)LYON CALCULATED BY M.,R Roo DATE � CHECKED BY DATE HOMES CORPORATION 1, p DESCRIPTION 57•d:n a .� SUP I-aII I _ i I I I I i vr lSti 1 x : .rG ! (lsr:�►�a.6—� =1� 5a3 �l F -�\ — � �,�� = � sr_1 j I -1 I I I I I I ► I i I � I i i i ! !.._. _l Ivy.. kbwZlc � 1�.�LI_ I ao,i� I 1� -_I l I I I I!� I LiP l S-7s i —1� I I - i � lac ' ivCA� �.._..l—._��........�xI� I J',�� I�L��i�i��1y.1S„J_—'�G.GI h I — I 1~ :`4 •. —I CG tilt - �I x 14 Q, I IL— _� I— © JOBPENN SHEET(3 A 1p'�}I OF LYON CALCULATEb BY M (l0 SS DATAT E �— CHECKED BY DATE HOMES CORPORATION DESCRIPTION � U �•.�t- wc.�l _,I �- I� Ll — _f y(1 ! 1 I I I I I I I I I I I I __.._•I I_._-_J-- I 1�1-1�L� ► I I I a t_ . I )!C)o -G40_I_ <,G t3 1} + I14 7 1 s ICI _I r @ s cyl c. IF N I� I_ Tj I I Gh 3 Imo' I I —I\7`61 1= 1 � i I �._ _1 - I ! I�I I I� F 5l I� '� U 1_a s._.sl ----f;!-c--r_ I l l i ! I l i I____•i �—' I I -�_ I -! I I ___I__� —I_ I I I ! I l�! /I t o R#"! = I-- I-) N,,-A� J,,-F+ __. I I- I ___. I)PENT© SHEET NO o� 15 1 OF LYON CALCULATED BY MA� OSS DATE CHECKED BY DATE HOMES CORPORATION 1 DESCRIPTION I- !,I n� I J. x LI 1 S C ll� I I tac, � �bt� �—I 1��5 & L1a�x 11(c� GI � I _ Iwo, �� I�:I_l_.�I !o _�,� •� I I I I I I � � I f _ I L._..___._._ —;v 1 Ii iC1 •`6113_aa�/ate xg'�I x r I y�14 IP�IF IY v} I - I I I—I` I, r I,' of ' l TP t� i �'� s � l I�I @ I t I czlc —1 I i I I I 11-1 I I I 4.1,11 ± Lk V to ;# _ I CIO I a" iGY I I ,�,.p : ! CIa IP� .� � ! I Iif n.1 _ II�v�C1�DY I bb1A-I .�.._ _I _l I L 'i- I Ll FhNIL\Tq (OLYON , OF CALCULATEb BY Ma'ii� R095 DATAT E S _5—Oct --HOMES CORPORATION CHECKED BY DATE t DESCRIPTION 1u ! I l 1 1 1 1 LLJ �! mlI lip I_�1�, I__ �sJL 1�: �:f,�.,��!S_Is�a w 1 c � I c-I IVCIL _ _I _I J i I ! ! I � I I ► I! i_._.; I !� ! i ] ! I :�,�G��I ,✓,l�LLy,15�G�i FT�'J!. I fl>�.v,1Q7....S.�I.L ! I ! � I ► r ! I I� I I I III ; III ill � �, I�l�L�..._ I I l i l i «< 1 I Vvr� ! I��['�nr �, 1�.�I._', ,�Gl... , i-h�!...c� �,-,�.�'� p v > ayl l i l t I I i-I ! I - I �� I ►� I___.L___ So L ct A —Ci _ L 1 I ! ! I ��il � I I � I ► I I � I �1.� I _�_..J_ I -► I— ce -- L�r I I i- I I �1 I I I i I !� ► I I__._.I____.� �� _ -lam ! I I I I I i� I I � i '� ► I 16 2501 Lateral Load Cases Gable Simple 1 Story 2008-09.10 4/20/2009 3:36 PM 1 Story Simple Page 1 of 2 Lateral Load Analysis(ASGE 7-02) One-Srory Building.Flexible Diaphragm Client: Penn Lyon Job Number PLH041409-10 Description; 09-018 Building Geometry; Loading Conditions: Ridge Length.b= 1206 Wind Speed= 120 mph Gable Width.L= 22 0 it Exposure Category; C Module Width= 11 0 ft Blocking Height,h„- 180 In Height Above Grade: Sidewall/Eve Height,h,= 120 0 In Stories Above Grade= 1.0 I Roof Slope.a- 5 0112.pitch Sidevell Eave(z)= 11.5 It Roof slope.a= 22 6 deg Roof Peak(z)= 18.6 11 Sidewalf Overhang,Lor,- 16.0 in Mean Roof Height(h)= 15.0 it I Endwall Overhang.Bo,4= 16.0 in Foundal?on Type:Raised floor Seismic Design Parameters: Seismic Use Group:11 ASO Adjustment Factor=0 7 Ground Other Roof importance Category.IG: 1.00 IBC Seismic Design Cal:B Wall Height.h„(in.) 108 0 n/a Site Class:D (RC Seismic Design Cat.;A Wall Dead Weight(psi) 5 0 n/a Response Factor.R.65 SDs-0 21 Floor/Level Dead Weight(psi) 10 0 20 Cs-004 Bottom Chord Dead Weight(psi] — — 10 Seismic Live Load(pso 0 0 0 Transverse bophragm Parameters: Horizontal Wind Pressure(MWFRS) Wall Height= 9 0 i1 Net Wall End Zone 365 Vertical Roof Projection= 51 fill Interior 25.4 Misc Framing Height= 1.0 fl/ievel Met Roof End Zone 00 ? e?ocking Height= 15 it Interior 0.3 j Endwall Weight= 1273 ibm Max.Wall End Zone 207 '= Interior 15.8 Max.Roof End Zone 221 Interior 17,2 MWFRS End Zone,2a a 6 0 it Wind Seismic Transverse Lateral Forces Net Weight Net lot of 1 Story End(pit) 182 — — Interior(plf} 129 — Diaphragm(pit) — 508 14 i Ehdwalls(Ibflwall) — 636 18 Force to Endwall Shearwatl.(lbf) 1094 7363 f01 Level OTM(ft-kip) 9.8 1 — 0.9 Base of 1 Story End(pit) 237 — — I Interior(pit) 165 — — Diaphragm(pit) — 288 8 Endwalls(Ibflwall) — 636 18 Force to Endwall Foundation(Ibf) 2516 12085 167 Base OTM(ft-kip) 12.4 1 .1.1 CO >ry 0707 l II tI 16.2501 Lateral Load Oases Gable Simple 1 Story 2008-09-10 4120/2OD9 3:36 PM f Story Simple Page 2 of 2 Lateral Load Analysis(ASCE 7-02) One-Story Building.Flexible Diaphragm Client: Penn Lyon Job Number: PLH041409-10 Description: 09-018 Longitudinat Diaphragm Parameters: Horizontal Wind Pressure(MWFRS) Wall Height= 9 0 ft Not Wall End 27.7 Vertical Roof Projection= 51 ft Interior I BA Misc Framing Height= 1.0 IUlevel 6 Not Roof End — Blocking Height= 15 it Interior — Sidewall Weight= 540 Ibm Max.Wall End 207 o Interior 15.6 Max Roof Interior — !i MWFRS End Zone.2a= 6 0 ft I Wind Seismic I Longitudinal Lateral Forces Net Weight Net 1st of 1 Story End Max(plf) 208 — — Min(plf) 138 — — Interior Max(plf) 186 — — Min(plf) 138 Diaphragm(plf) — 294 8 Sidewalls(Ibf/wall) — 270 7 Force to Sidawail Shearwall(Ibq 1967 3505 97 Level OTM(ft-Ibf) 17.7 0.9 Roof Diaphgram Only End Max(plf) 35 — — Min(pit) 0 — — Interior Max(pif) 47 — — Min(plf) 23 — — Diaphragm(plf) — 264 7 Force to Sidowali Shearwall(Ibf) 267 2905 BO Gelling Diaphgram Only End Max(p!Q 173 — — Min(pif) 138 — -- Interior Max,(plf) 139 — — Min(pif) 115 — — Diaphragm(p10 — 30 1 Force to Sidewall Shearwall(Ibf) 1700 330 9 Base of 1 Story End Zone(plf) 180 — — Interior(plf) 119 — — Diaphragm(plf) — 145 4 Sidewalls(Ibf/wall) — 27D 7 Force to Sidewall Foundation(Ibf) 3645 1860 148 Base OTM(ft-Ibf) 21.3 — 1.0 OF NEIV r f �"j1N M. 0,9� 0707 ' FESS i 1 1 Form No.TT-100B Page 2 of 3 April 2007 If i i i - Table 1. Recommended allowable design values for APA portal frame used on a rigid base foundation for wind or seismic loadinga,b.r.d ASD Allowable Design Values per i 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 "'Design values are based on use of Dougtas-fir or southern pine framing For other species of framing.use the specific gravity adjustment factor=[1-(0.5-SG)].where SG=specific gravity of the actual framing This adjustment shall not be greater than 1 t"lPor construction as shown in Figure i. t"Values are for a single portal frame For multiple portal frames,allowable design values can be multiplied by E number of frames(e g,two=2x.three=U.etc) f rdilnierpolatlon of design values for heights between B and 10 feel is permitted I4 16 ' Technical Services Division Disclaimer The information contained herein is based on APA—The Engineered Wood Association's continuing programs oflaboralwy losting.product research,and comprehensive field experience Neither APA.nor its members make any warranty.expressed or implied.or assume any legal liability or responsibility for the use,application of,andror relorenco to opinions,findings. conclusions or recommendations included in this publication Consult your local Jurisdiction or design profossional to assure compliance with code.construction and perlormance requirements Because APA has no control over quality of ivorlrmanship or the conditions under which engineered wood products are used it cannot accept responsibility oiproduct performance or designs as actually constructed. ff vy CruryrG>.J r{r7Gr� (y1G!>�a SC F Ne t G r D �,t? 0 - vw 1f.FAY y i s¢b�010 6 i C;2007 APA-The Engineered Wood Association � i I ........... -- �,�P� Form No.T7-100B � *01 4( Page 3 of 3 April 2007 Figure 1. Construction details for APA portal-frame design with hold clowns p07070 ..... . ..... .. --— EXTENT OF HEADER DOUBLE PORTAL FRAME(TWO 13RACE"D WALL PANELS) I i 1 , - ,.,.• EXTENT OF HEADER SHEATHING FILLER •- SINGLE PORTAL FRAME 1014E BRACED WALL PANEL)- -4 Al _ f IF NEEDED I tyt; MIN.3'X 1 i 25" NET HEADER 1jly s tr i• � FRII �• - _ jl ` 6.T FASTEN TOP PLATE TO HEADER WITH TWO I TYPICAL PORTAL•� -j �'' 16D f(I 1000 LB i )• �...` ROVJS OF ie'D SINKER NAILS AT 3'O.C.TVP, 1000 LB STRAP(REF. ± FRAME i,i. SINKERS HEADER ' CONSTRUCTION ° 2 ROWS STRAP j• ;•�•4'_; 1000 LB STRAP OPPOSITE SHEATHING NO.LSTA24) 11 (REF.NO. FOR A PANEL SPLICE l i�.I 3'O.C. LSTA24) 1 :.t' FASTEN SHEATHING TO HEADER WITH 8D COMMOU OR j� (IF NE:EOED),PANe'L �lqi(�" � i^' •;• 1 1 GALVANIZED BOX NAILS IN 3-GRID PATTERN AS SHOWN AND !; EDGES SHALL HE ,-i r• � _ tulAX, �.1 a•O.C.IN ALL FRAMING(STUDS,BLOCKING,AND SILLS)TYP. i '` 1� ', I': 1. BLOCKED.AND OCCUR Mlhl_ X4 HEIG-IT �.L_ ±.I ! TJ FRAMING 70' FOR BRACING:MIN.WIDTH=78`FOR ONE.STORY WITHIN 24'OF MID. �. ;•,•1 i TyP. MIN.WIDTH=24-FOR USE 1N THE FIRST OF TWO i; HEIGHT.ONE ROW OF 1 TYP.SHEATHING-TO- i'` •_•-_' STORIES.FOR EI4GINEFJ2F�USE SEE TABLE 3. ft'�•• 'Q'� ! FRAMING NAILING IS 2± ` JG 4 00 LB 7 L ti!_ 1,( - I-IN.(2)2X4 REQUIRED. -j- ± i• , 1•. TIE i I MIN.(2)2X4' l 1 IF 241 SLOCK114G IS 4 DOWN ' S±8`bilPl.THIC3UIESS WOOD USED.THE 2X4•S MUST i STRUCTURAL PA14EL SHEATI ZING } LI_ DEVICE i i 1 BC NAILED TOGETHER (REF.NO. ± i,IIN.4200 LB STRAP TYPE TIE-DOWN DEVICE EMBEDDED WITH 3 16D Sl14KERS. y S ryplq) ! 1 IN rO CONCRETE AND NAILED INTO FRAtiIFIG).INSTALLED ± PER MANUFACTURER.(REF.NO.STHD14.) MIN.1000 LB 1 TIE DOWN 0f MIN.3'X2'X3J16'PLATE WASHER DEVICE(REF. :" y _.,. `..._:`'n i• - ONE Si8`DIA.ANCHOR BOLT WITH T MIN.EAlaEDMENT u I NO.STH FOUNDATION PER CODE FRONT ELEVATION —� A SECTION A-A SIDE ELEVATION L7 2007 APA—The Engineered Wood Assooetion 23 0727 LFRS Shearwall Design Case Specific 2009-04-03 4/2D/2009 3:41 PIA i Typical Page 1 of 3 Sheanvalf Design(2003 IBC, ASCE 7.02) Client: Penn Lyon Job Number: PLH041409-10 Description: 09-01 B Wall Line: Bracing 1st Story,Transverse Wall Line 1 Design Parameters: Shear OTM Wind Shear= 1094lbf 98 ft-kip Seismic Shear= 101 Ibf 0 9 ft-kip ! Response Factor.R;6 5 12'•0"Length,16'-7'O/A Height IBC Seismic Design Cat: B 120 mph(Exp C),SDC B Bracing 1st Story Overall Wall Geometry: Opening Definitions: Opening Locatlons: Wall Height= 9 0 It Rough Opening Location Overall Wall Length= 22.0 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 2868 32 80 door 1 2868 11 Items Supported:Endwall 2 2 Roof Only 3 3 4 4 Top of Openings= 80 0 In AFF 5 5 Dimensioning Method:Center 6 6 7 7 8 8 i 9 I to l it I 12 13 I •14 ! Shearwall Sheathing Design: 15 j Perforated Method i i Pert Wall Length= 22 0 it Wail Sheathing:7116'Structural Sheathing,0 131"x2 5"Nall 6112 I Shear Panel Length= 193 ft Back Panel: None j Max Opening Height= 6 7 ft Panel Edge Framing: 1 5-In.edge framing Perf Well Factor= 087 Min Framing SG:SPF li Wind Shear= 57 pit i Seismic Shear= 5 pit Anhorage; Uplift Force= -65 pit Chord Force= 585 Ibf Wall Start:0'-0' Wall End:22'-0• Segmented Method Wind Seismic Wall Sheathing:7116'Structural Sheathing.0 131'x2 5'Nail 6112 Cumulative Length(ft) 193 193 Back Panel:None or- NEw Design Shear(pif) 57 5 Panel Edge Framing: 1 5-in.edge framing Min.Framing SG:SPF y Segment Layout:(w r t reference end of wall) No Start End No Stan End n 1 0'-0' 9'-8" 6 r r ',q, 1 w 2 12'-4' 22'-0" 7 ��2 A 9 O 07 7196 CG�� 5 10 Chord Force a 565 ibf each end of each segment Shearwalf Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 16.8 psf(MWFRS) Wind Zone End 38 0 psf(C&C End) Top-of-Wall -55 pit i Out-of-plane Shear= 76 pit(MWFRS) 0.6 x Wall DL 27 pit 171 psf(C&C) Perf SW Uplift -65 pit In-Plane Shear- 57 pif(MWFRS) Bottom of Wall -93 pH Chord Force.P= 585 ibf 23 0727 LFP.S Shearwail Design Case Specific 2009-04-03 4/20/20D9 3:41 PM Typical Pago 2 of 3 Shearwail Design(Cont) Wall Line: Bracing 1st Story,Transverse Wall Line 1 Compression Chord Member Strength: Chord Force.P= 585 Ibf Grade: STLID Tabulated Stress Adjustment Factors Allowable Species: SPF Stress Cp Cc Cr Cp Stress Load width(b)= 15 in. F�= 725 100° 160 — 0.61 712 51373 depth(d)= 5 5 in. F,= 350 100 160 — — 560 .4620 c= D B F.,= 425 — — — — 425 3506 l Jd= 196 Em;,= 440000 — — — — 440000 F,s= 938 Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Slaryto-Story) E i i Ft R5 i i Connector:Simpson STHDI4RJ Holdown:Simpson HDU2•SD525 Strap:(1)Simpson C822 Fasleners:(38)0148'x325"Na11s Threadrod Dia = 0 625 In. Fasteners:t6)013MU'Nails Each End Strap Width- 3 0 In Chord Studs= 2 Oty Min Strap Width= 125 in End Length= 39.6 in End Length= 8 in Chord Studs= 2 Qly Min Chord Studs= i Oly loin Concrete 17,= 2500 psi min End Distance= 1.5 In.min. Conventional Strap Holdown Pre•Benf Strap Holdown Preformed Holdown I �a as Fr F � Fr F• ra 1 n as i as`\� ��..\ � '�•` •,.. Strap:(1)Simpson CS22 Connector.Simpson MSTC66113 Holdown:Simpson HDU2•SDS2 5 - Fasteners:(6)0131't:2 6'Nah Each End Fasteners:(6)014B'x 3'Na1s Threadrod Dia = 0 625 in Strap Width= 1.25 In. Strap Width= 3 in Chord Studs= 2 Oly Min. End Length= 8 in. ;t •%!;1 - Plate Washer Size Chord Studs= 1 Oty Min Chord Studs= 2 Qly Min Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners 2. Couple thread rods using heavy hex couplers rated for chord force 3 Plant installed.strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less th OF NE{�, fasteners,or the lowest fastener on the strap must be installed within 1'of the bottom of the rim joist CO ,�EV1N M.FjN A +' « BOA 07 7111 �FE IONp'�' 23 0727 LFRS Shearwall Design Case Specific 2009.04-03 4/20/2009 3:41 PM Typical Page 3 of 3 Shearwali Design(cont) Wall Line:Bracing 1st Story,Transverse Wail Line i Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for Illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 In oe f18 r.3'Screw 4 per bay (fastened through 518"gypsum) 'r,= 0 Ibf/bay #16r,3"Screw 4 per bay F>= 228 Ibf/bay X.YO 1B1'Nall 3 per bay Fn= 228 Ibf/bay ti Stud Spacing= 24 in cc #8 X 3'Screw 6 per bay �w F,= 0 Ibf/bay /110x3'Screw 6 per bay -� F2= 342 ibf/bay 3'x0 131'Nall 5 per bay I Fr= 342 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in cc n8 x 3'Screw 3 per bay F,= 0 ibf/bay #10x3"Screw 3 per bay . F2= 226 Ibf/bay TO 13 i`Nall 3 per bay FR= 228 Ibi/bey `\ Stud Spacing= 24 in cc #8 x 3`Screw 3 per bay i �w F,- 0 Ibf/bay f/10x3'Screw 3 per bay F2 342 ibf/bay 3"z0131"N211 3 per bay Fa= 342 ibf/bay Sheathing-to-Roof/Ceiling Rail�t Sheathing Type: OSS 0.099"x2"Nail 6-In cc (direct uplift carried by strap/clip attached directly Sheathing Thick.:3/8-In 0.113 x2 5'Nail 6-in cc to stud) Tensile Strength: 960 pit 0131"x2 5"Nail 6-in cc i Shear Strength: 2951 pit 7116'x2 6"05 Go Staple 4-in cc �\ Panel CSI= 008 OK 7116'xl5'x16Go Staple 4-in cc Min Panel Width: 8 0 In. ,!•'^�;.:��' F,= 57 pit ' (� F,= .55pit s l j i t FR= 79 pit i i{ I 11 : t1 Sheathing-to-Floor Rim Joist Sheathing Type:OSS 0 099'x2'Nall 6-In cc (direct uplift carried by continuous sheathing Sheathing Thick:3/8-in 0 113"x2 6'Nail 6-in cc lapped across joint) Tensile Strength: 950 pif 0 13l"4 5"Nail 6-In cc I I ShearSirength: 295104 pit 7/16"x2 5"05 Go Staple 4-In cc Panel CSI= -0 08 OK 7/16'xl 5`x16 Go Staple 4-in cc l pZ] Min Panel Width: 8 0 in I F,= 57 pit �` •; F2= -93 pit FR- 109 plf 01 NEW Y Y ' 41L i �D 070 1 '°gOFES 23 0727 LFRS Shearwall Design Case Specific 2009•D4.03 4/2012009 3:42 PM Typical Page 1 of 3 Shearwall Design(2003 iBC,ASC%7-02) Client: Penn Lyon Job Number: PLH041409-10 / Description: 09-018 Wall Line, Bracing IstStory,Longitudinal Wall Line A Design Parameters: Shear OTM Wind Shear= 1967 Ibf 17.7 fl-kip i Seismic Shear= 97 IV 0 9 fl-kip Response Factor.R: 6 5 12'-0'°Length,116-7"O/A Height IBC Seismic Design Cal: B 120 mph(Exp C),SDC B Bracing 1st Story r Overall Wall Geometry: Opening Definitions: Oponing Locations: ; Wall Height= 9 0 ft rough Opening Location Overall Wall Length= 12:0 it Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 2868 32 80 door 1 Items Supported: Sldewail 2 2 i Roof Only 3 3 4 4 Top of Openings= 80 0 in AFF 5 5 l Dimensioning Method;Center 6 6 7 7 8 8 9 10 11 f 12 13 14 Shearwall Sheathing Design: i5 Perforafed Method Pert Wall Length= 12 0 It Wall Sheathing:7116"Structural Sheathing.0.131"x2 5'Nail 6112 Shear Panel Length= 12.0 ft Back Panel:None Max Opening Height= 0.0 ft Panel Edge Framing:1.5-In edge framing Perf Wall Factor= 100 Min Framing SG;SPF Wend Shear= 164 pif Seismic Shear= 8 plf Anhorage: Uplift Force= -.164 plf Chord Force= 1475 lbf Wall Start 0'-0° Wall End: 12'-0" NFI,ti, Segmenfed Method ��Q' IN M. f0� Wind Seismic Wall Shealhing:7116°Structural Sheathing,0.131'x2.9"Nail Bf Cumulative Length(it) 12 0 120 Back Panel,None fiL A Design Shear(pit) 164 8 Panel Edge Framing: 1 5-in edge framing Min Framing SG:SPF n Segment Layout:(w r.t reference end of wall) u ?�� No. Start End No Start End ��p ��•` 1 01-D° 12'-0" 6 �0 fjNA� 2 7 3 8 / 4 9 5 10 Chord Force= 1475 lbf each end of each segment Shearwall Connection Farces Summary: Shear Forces: TenslonlUplift Forces:(-Upward/+Downward) I Out-of-Plane Pressure- 16.8 ps((MWFRS) Wind zone ___End I 38 0 psf(C&C End) Top-of-Wall .70 pit Out-of-Plane Shear= 76 plf(MWFRS) 0 6 x Wall DL 27 pit 171 psf(C&C) Pelf SW Uplift -164 pif In-Plane Shear= 164 plf(MWFRS) Bottom of Wag -207 plf Chord Force,P= 1475 Ibf 1 ' 23 0727 LFRS Shearvrall Design Case Specific 2009.04-03 4/2012009 3,42 PM Typical Page 2 of 3 Shearwall Design(cont) Wall Line:Bracing 1st Story,Longitudinal Wall Line A Compression Chord Member Strength: Chord Force,P= 1475 ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress Cl- Co Cr Co Stress Load width(b)= 1.5 in F°= 725 1 00 160 — 0.51 712 5B73 depth(d)= 55 in F,= 350 100 160 — — 560 4620 c= 0.8 F�,= 425 — — •- 425 3506 I,Jd= 196 Em1,= 44000D — — — 440ODD F,z= 938 1. a. Concrete Embedded Strap Ho/down Preformed Holdown Strap-Type Holdown(StoryIg-Story) T I� ' F d Connector.Simpson STHDI4R•t Holdown:Simpson HDU2•SDS2 5 Strap:(1)Simpson CS16 Fasteners:(38)0 14S x3 28'Nails Threadrod Dia = , 0 625 in. Fasteners:(13)0131'x25'Neils Each End Strap Width= 3 0 in. Chord Studs= 2 Qty Min $trap Width= 1.25 In End Length= 39 6 In. End Length= 15 in Chord Studs= 2 City Min Chord Studs= 1 Qty Min Concrete 1,= 2500 psi min End Distance= 1.5 in.min, Conventfonal Strap Holdown Pre-BBnf Strap Holdown Preformed Holdown Strap:tt)Simpson C816 Connector.Simpson?4STC6683 Holdovm:Simpson HDU2-SD52 5 Fasteners:(13)0131'x2 5'Nals Each End Fasteners;(15)0148'x 3'Nails Threadrod Dla = 0 625 in Strap Width= 125 in Strap Width= 3 In Chord Studs= 2 City Min. End Length= 15 in .'•'; rnoth i:• Plate Washer Size Chord Studs= 1 Qly Nlin Chord Studs= 2 City Min. Width Length Thk. 3.00 3.0 0.26 Notes:1 Inset all straps 15'from ends of wall or edges of openings by adding framing members to permit installation of sheathl I Cladding fasteners OF 11(Ew 2 Couple thread rods using heavy hex couplers rated for Chord force 3 Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not le tp� fasteners,or the lowest fastener on the strap must be Installed within 1-of the bottom of the rim joist EPAt �2 r FOP )0718 � r ' ESSlO'�'tP�' •� , 23.0727 LFRS Shearwall resign Case Specific 20M04-03 4/20/2009 3:42 PM Typical Page 3 of 3 Shearwall Design(cont) Wall Line:Bracing 1st Story,Longitudinal Wall Line A Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for Illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 In cc /18 x 3"Screw 4 per bay (fastened through 518"gypsum) F,= 0 ibf/bay #100"Screw 4 per bay F2= 228 Ibf/bay 3-x0 131"Nail 3 per bay FR= 228 Ibf/bay \�•-� Stud Spacing= 24 in cc 48 x 3"Screw 6 per bay F,= 0 Ibflbay g 104"Screw 6 per bay F2= 342 Ibf/bay 3"x0 131"Nail 5 per bay FR= 342 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in or, #8 x 3"Screw 3 per bay F,= 0 Ibflbay #100"Screw 3 per bay F2= 228 Ibf/bay 3'x0 131"Nail 3 per bay FR= 228 Ibf/bay \� Stud Spacing= 24 in cc 98 x 3'Screw 3 per bay F,= 0 ibf/bay 4100"Screw 3 per bay ' F2= 342 Ibflbay 3%131'Nail 3 per bay FR= 342 Ibflbay Sheathing-lo-Roof/Calling Rail Sheathing Type:OSB 0 099"x2"Nall 4-in oc (direct uplift carried by strap/clip attached directly Sheathing Thick.:3/8-In 0.113'14.T Nail 6-in oo to stud) Tensile Strength: 960 pif 0 131"x2 5"Nall 6-In cc Shear Strength: 2951 pif 7/16'x2 5'k15 Ga Staple 4-in cc Panel CSI= 0 19 OK 7116"x1.5"x16 Ga Staple 4-in cc � \ Min Panel Width: 80 in. `?`t,,',�` f•_ F,= 164 pif 1 F2= -70 pif 1 - Fn= 178 plf fl y !!!f I t Shealhing-lo•Floor Rim Joist Sheathing Type:OSS 0 099x2"Nail 3-In.oc (direct uplift carried by continuous sheathing Sheathing Thick:3/8-In 0.113"x2 5"Nail 4-In cc lapped across joint) Tensile Strength: 960 pir 0 131'x2.5"Nail 5-In cc Shear Strength: 2951.04 pif 7/16"x2.5'x15 Ga.Staple 3-In cc ) i Panel CSI= -0 16 OK 7/16'xl.5"xl6 Ga Staple 3-in oc n Min Panel Width: 8.0 In {i I F,= 164 pif 6r I Fz= -207 plf FR= 284 pif , 1 OF Nth' RQFESSiCIA 5 �p I 18 004 Connection to Foundation Off-Frame 2008-08.28 4/20/2009 3:42 PM Max Loads Concrete Page i of 5 Connection to Concrete Basement Foundation Supporting 1st Story of i Story Building Client:Penn Lyon .fob Number.PLH04 1 409-1 0 Description:09.01 B Location:120 mph(Exposure C) Building Geometry: Building Length(B) 12 00 it Overall Width(L) 22.0 it Module Width= 11 D ft SldewalllEave Height- 120 in. Sidewall Overhang,Bc,= 76 In I End Overhang.Lai,= 16 in I Roof Slope.a= 5 112 Level Considered= 1 11 Foundation Wall Parameters: Sill Plate Properties: Wall Height(H)= 48 D In Species: SYP Max Unbalanced Soli(h)= 360 in Plate Thickness,I,= 3 In Plate Width= 5.5 In Soil Properties: Specific Gravity.Gr= 0.55 CRSI Sol]Class:A Perp.Grain Bearing.F,= 565 psi Soil weight W= 1050 per Perp Bolt Bearing.F.= 3650 psi Active sail pressure.Pa= 301)psflft Para.Boll Bearing.F,u,= 6150 psi Passive soil pressure.Pp= 368 0 psflil Coeff of friction.p= 055 Band Joist Properties: Min Species: SPF Soil Loading Conditions: Total Width= 3.0 in Equiv,Solt Force.W= 135 0 lbf/tt Perp Grain Bearing.F,- 425 psi Line of Action,c= 24 0 in from grade RXN Top of Wall,RTcr= 33 8 Ibffft RXN Bottom or Wall.ROOT= 1013 Ibflfl Anchor Boll Properties:(LRFD) Concrete Properties;(LRFD) Diameter,D= 060 in Compressive Strength.i',= 2500 psi Bending Strength,Fr = 45 0 ksl Embedment Depth Im= 7 0 In Yield Strength.F,r= 36 0 ksl Effective Embedment Depth.h,i= 5.5 In Tensile Strength.F.I.= 58 0 ksl Bearing Strength,F.,G= 7500 psi Wall Thickness= 8 0 In Loaded Edge.q.,= 2 75 In (center-lo-edge) Edge Away From Load.c,3- 5 25 In (center-to-edge) Design Loads Summary; Sidewail Malewall Endwall Wind $011 Wind Sell Wind Soil Shear Perp To Grain(Ibf/ft) 0 34 0 0 0 34 1 Shear Parallel To Grain(Ibfffl) 304 0 0 0 114 0 J Uplift(Ibflft) -84 — •3 -42 — Overturning Moment(ft4bf) 21347 — 0 12363 — Anchor Bolt Steel Strength: Tensile Strength of Anchor Sort' Shear Strength of Anchor Bolt J ° 075 S'= 065 C)F NEty i A„= 0.1421n' A„= 0142ln` ON,.= 6177 Ibf 4V..= 3212 Ibf VA M.F, y 0 0707 ~90FESS ) 18 004 Connection to Foundation Off-Frame 20DM8-28 4/20/2009 3:42 PM Max Loads Concrete Page 2 of 5 Anchor Batt Spacing Based on lateral Sell Pressure: Strength of Boll-la-Wood Connection: Values for Yield Llmd Equations; Force Angle to Grain,0,= 90 deg Fes= 3650 psi Re=1055 Rt=2.333 K =125 k,= 1 394 ki=1 493 1t3-0A50 Yield Limit Equations- Mode Im= n/a Made Is= 1095 Ibf Rd=5 0 Mode 11= 1697 Ibf Rd=4.5 Mode film= 1917 Ibf Mode fits= 590 Ibf Rd=4"0 Mode IV= 536 Ibr Rd=4"0 Z= 540 Ibf LDF= 0"90 2"= 485 Ibf Z= 34 Or Max.Spacing= 172 8 In cc Strength of Anchorage to Concrete Tensile Strength: Shear Strength: Concrete Breakout: PUIIDul Strength: Concrete Breakout Slrenglh: Pryout Strength: ho= 6.5 In e,,= 1 500 In (min) ¢= 0.75 = 070 4-- 0.70 d,= 0 600 In Av,/Av„= 1.00 A„�AN,d= O A I ANC/An o= 041 N,= 1688 Ibf Y.e v= t.00 'NdA= 078 4.d n= 078 ¢= 070 41.v= 100 41d r,= 1.00 4'c N= 100 111.p= 1 00 f,= 400 in k,b= 2.0D N,b= 6401 IV oN„- 1181 Ibf V„= 1711 Ibf N,b= 6401 Web= 4801 ibf (V„= 1283 Ibf (,V,p= 2885 Ibf �Vd= 1283 Ibf V.,= 54 pif Max Spacing= 285 1 in or. Anchor Bolt Spacing Based on Combined Lateral Soil Pressure and Wind:(sidewall) Strength of Boll-to-Wood ConnectIon: .Values for Yield Llmil Equations: Force Angle to Graln.O,= 6 3 deg Fes= 6099 psl Re=1230 RI,=2 333 Kr,=102 k,=0 923 k_-1 128 k3=0 996 Yield Limil Equations- Made Im- nla Mode Is= 2248 Ibf Rd=4.1 Mode 11= 2304 Ibf Rd=3.7 Mode Illm= 2629 Ibf Mode Ills= 1 D66 Ibf Rd=3 3 Mode IV= 771 Ibf Rd=3.3 Z= 770 Ibf LDF= 1.60 Z= 12321bf z= 306 pit Max Spacing= 48A In cc f Strength of Anchorage to Concrete: Tensile Strength: Shear Strength: j Concrete Breakout: Pullout Strength: Concrete Breakout Strength: Pryoul Strength: hd,= 6 5 In e„= 1 50D in (min) q= 075 Q= 070 $= 0.75 d,= 0 500 in Au:/Av.= 1.00 AN,/A„_,= 041 ANc/Aw.= 041 N,= 1688 Ibf 4`,av= LOD T d,N= 078 j TON= 0.76 4= 070 4`,,v= 100 41,N= 1AO ! 4`,N= 1 OD 4I,y= I DD i,= 4 00 In k„= 200 N,y a 6401 Ibf 4N=,= 1181 Ibf V,t= 1711 Ibf kb= 6401 yrJ„= 4801 Ibf QV„ - 1283 Ibf @V,p= 2885 ibf (,V„t= 2560 Ibf $V:= 1283 ibf V,,,= 233 pit yV„d= 2566Ibf V,r= 2099 pit CSI= 100 Max Spacing= 51"8In cc OF REW y�P'� vw4►N.Fi �0 r• �i FDp�F 07071 ESS I 18 004 Connection to Foundation Off-Frame 200B-06-28 4120/2009 3:42 PM j Max Loads Concrete Page 3 of 6 Anchor Soft Spacing Based on Combined Lateral Solt Pressure and Wind:(endwall) Strength of Boll-to-Wood Connection: Values for YieldUa9l Equations- Force Angle to Grain.0,= 16 4 deg Fes= 5830 psl Re=1.286 Rt=2233 K,;=105 k%=0 057 k2-1.155 k,=0.980 Yield Limit Equations: Mode Im= n1a Mode Is= 2091 Ibf Rc=4 2 Mode II= 2222 Ibf Rd=3,13 Mode Ilim= 2537 Ibf Mode Ills= 1002 Ibf Re=3.3 Mode IV= 741 Ibf Ra=3 3 Z= 740 Ibf LDF= 1 6D Z'= 1184 Ibf Z= 119 pit Max.Spacing= 720 In oc Strength of Anchorage to Concrete: Tensile Strength: Shear Strenglh: Concrete Breakout: Pullout Strength: Concrete Breakout Strength; Pryoul Strength: 1t,r= 6Z In e„= 1.500 In(min) 0, 075 4= 0.70 ¢= 075 d,= 0 500 In. AvjAv,,= t DO AiJ. A„z= 0.41 A„JA,r== 041 N„= 1688 Ibf 9'td V= 1.00 YIed.rr= 078 `P,.ju= 078 4= 070 410= 1.D0 41tN= 1-01) T.14= 100 4"r= 100 I,= 4.00 in ko„= 200 Nm= 6401 Ibf (Nj"= 1181 Ibf Vu,= 1711 Ibf Nye= 6401 aNd= 4801 Ibf OV bL c 1283 Ibf ¢V,- 2885 Ibf Wall= 2566 Ibf 4V_= 1283 Ibf Vn1= 500 pit Mm= 2555 Ibf V 6= 1567 pit CSI=100 Max Spacing= 72 0 In oc Overturning Moment' Sfafic Coefficients of Friction: Cornp./Tenslon Force= 562 Ibf Wood-to-Wocd=0 50 Effective Unit Width= 264 in Wood-to-Concrele=0 60 Compression Zone Depth= OA In Friction Resistance: Resisting Moment= 123616 ft-Ibf Factor of Safety=15 CSf= 100 Allovrable COF=0.33 Friction Resistance= 187 Ibf 9 pit Overall Result: Maximum Spacing Along Sldewafl= 48.4 In.oc Maximum Spacing Along Endwail= 72.0 In.oc Uniform Loads at Top orFoundallon F (pounds per iinaarroot) $�� t Direction Sidewall dlatev+all Fndwall Wind Uplift.F, 84 3 42 l- Gravity Down.F, 570 573 193 in-Plane.F2 304 0 114 OUI•01-Plane-F, 34 34 OF HELL, Overturning Moment(it ibt) 21347 0 12363 a� �V1t1 M• W 'F' 2 FD D71� 1, 18.004 Connection to Foundation Off-Frame 2008.08.28 4/20/2009 3:42 PM Max Loads Concrete Page 4 of 5 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for Illustration purposes) Parameters diameter or sta le size) Spacing RIM•Joist to Sill Plate Lapped Sheathing Sldevall 0.131"x 3"N©Ii 44n oc Sheathing Type:OSB 71IS'x 2 5'x 15 Ga Staple 34n cc: Sheathing Thick:318-In 7116'x 1 5'x 16 Ga Staple 24n or. Tensile Strength: 900 pif Shear Strength: 2951 pit Panel CSI= 0 10 OK ' Min Panel Width: 8.0 In, �� J F,= 304 pit '•:;• Endwall 0131'x 3'Nall 6-In.cc Sheathing Type:OSB 7116'x 2 5'x 15 Ga.Staple 4-in oc Sheathing Thick:318-in 7/16"x 1 5'x 16 Ga Staple 44n.cc Tensile Strength: 960 pit ! ' Shear Strength: 2951.04 pit ! Panel CS1= 0.04 OK Min.Panel Width: 8 0 in F,= 114 pir Rim•Joist to Sill Plate-(All Plate Connector) Sidewali Simpson LTP4 23-in.cc i . F,= 304 pit Simpson LTP5 204n cc Simpson LPTS(max) 21-in o0 Simpson RBC 164n pc Endwall Simpson LTP4 62-In cc. .� F,= 114 pit Simpson LTP5 534n cc Simpson LPTS(max) 56-in cc Simpson RBC 44-in oc Rim.Joist to Sill Plate.(All.Angle Connector) Sidewa6 Simpson A34 12-In cc; F,= 304 pit Simpson A35 174n cc Simpson A21 5-In oc Simpson A23 194n cc Endwall Simpson A34 33-In cc F,= 114 pit Simpson A35 474a cc Simpson A21 15-In or: Simpson A23 50-in cc Joist to Foundation.Sldetvall Uplift Sldewall Simpson WrSId16 64-In cc � T\ F,= 04 pii Simpson HTSIA16 64-In or,.Joist Spacing= 16 0 in cc \` Joist CXN= 560 Ibf Max Spacing= 79.8051 In cc 1 � y OF NLcw U4 N. 'N�0,,9 n '07�FD� F o 7 ES �' y f 18 OD4 Connection to Foundation OfLFrame 20DB-08-28 4/20/2009 3:42 PM Max Loads Concrete Page 5 of 5 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters diameter or staple size) Spacing Joist to Sill.lateral Soil Sidewall and Endwall Block Spacing= 24.0 in.oe max 0 13 1'x 3"Face Nall 3 F,- 34 pit 0148'x 3"Face Nall 3 11 LDF= 090 0162"x 3"Face Nall 3 SIII Beating.F,.= 566 psi I Block Width.b- 15 In Block Depth.d= 35 In Max Spacing= 949 In oc �—S NOTE;Block spacing 48"oc may unless hall designed for bending between blocks. Joist to Sill.Lateral Soil(low force) Sidewall and Endwall Joist Spacing= 24.0 in.or max O.131'a:3"Toe Nail 3 0 148'x 3'Toe Nail 3 F,= 68 0 162'x 3'Tog Nall 3 LDF= 090 Simpson A21 1 4Simpson A34 1 Simpson A35 1 Simpson A23 1 Plate to Foudalion Wall Sidewail 0 5'dia x 7"Embedment 48-in oc F,= 34 pit Anchor Bolt \ Fz= 304 pit 2500 psi Concrete `n NOTI_:See calculations above Endwaif 05'dis x7'Embadmanl 72•in oc F,= 34 pif Ancbot sell e� FZ= 114 pit 25.00 psi Concrete NOTE;See calculations above Plate-to-Plate(Double Plate) Sldewall 0.131'x 3'Face Nall 5-in.oc F,= 34 pit 0148'x 3"Face Nall 6-In ov F,= 304 plf 0.162'x 3'Face Nall 7-In oc FQ= 306 pll NOTE:See calculations above Endwali 0 131"x 3"Face Nall 12-in or, its F,= 34 pit 0.146"x 3'Face Nail 12-In or F;= 114 plf 0.162"x 3'Face Nall 12-in oc Fit= 119 PIT Fastener QTY per linear foot of wall.fasteners omitted at bolt locations shall be added adjacent to boll location, NOTE:See calculations above OF N�tq 07071, �Q FSS G Coniiection Calculator Page I of 2 AISPA* American Forest Paper Assoclation Anierican Wood Council Connection Calculator Design Method Allowable Stress Design (ASD) Connection Type Lateral loading Fastener Type Nail Loading Scenario Fsingle shear Main Member Type spruce-Pine-Flr Main Member 1. In. Thickness - Side Member Type Oriented Strand Board(OSB) Side Member 1 Thickness 32 In Nail Type Common W)re Nail Size l 8d(D =0.131 In-; L= 2 5 in) Load Duration FactorlFD= 1.6 Wet Service PactorIFEM 1,0 End Grain Factoril-S eg= 10. Temperature FactorlFc--t= 1.0 c_dI 1.0 Diaphragm Factor F Connection Yield Modes of: NEW M. Im ]1479 lbs. C2 Is 263 lbs. 11 1171 lbs. 111m lbs.His------�1120 lbs. 07 IV 142 lbs. S ��1 Adjusted ASD 120 lbs. Capacity 11 JFastener length exceeds total connection thickness • Nail bending yield strength of 100000 psi is assumed. • The Adjusted ASD Capacity does Do t apply for toe-nails installed in http://www.awe.org/calculators/coimectioiis/cestyle.asp?design_iiietliod=ASD&comiertioii.... 5/4/2009 Connection Calculator Page 2 of 2 wood members. o 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 8c 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, 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. �OF NE IV "41N R Fj 10 ESA 07 7 ✓W, ROES �' http://www.awc.org/calculators/coruiections/cestyle.asp?design_method=ASD&connection.... 5/4/2009 Cormection Calculator Page I of 2 American Forest a Paper Associaton t American Wood Council t�onnectlon cu Callao r' Design Methodl Allowable Stress Design (ASD) Connection Type LateralF_loading Fastener Type FNaTf Loading Scenario Single Shear Main member Type[�Spruce-Plne-Fir Main Member I.. in. ThicknessIF Side Member Type I Oriented Strand Board(OSB) Side,Member 1[7/16 In Thickness Nail TypeI Common Wire Nail Size! 8d(D= 0,131 In.; L=2 S In) Load Duration FactorlFc- D = 1.6 Wet Service Factor =_To F-Trid Grain Fact Temperature Factor Ft—= i---o Diaphragm Factojr=C-di-- 10 OF NEW 0,��- Connecti®n Yield Modes 4 Im 1479 Ibs. Is 11194 lbs- 070 is 11168 Ibs. 111m ]1187 lbs. Ills 11108 lbs. IV 11142 lbs. Adjusted ASD 108 lbs. Capacity 11 1 JFastener length exceeds total connection thickness] • Nail bending yield strength of 100000 psi is assumed. ® The Adjusted ASD Capacity does not apply for toe-nails installed In litLp://www.awc.org/calculators/coiuiections/ccstyle.asp?desic,,ii_iiiettiod=ASD&coiiiiection... 5/4/2009 Comiection Calculator Page 2 of 2 wood members. o Length of tapered tip is assumed to be two times the nail diameter for calculating dowel bearing length In the main member. e 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, 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. OF IN k I- y�� V FAN 070 http://www.awc.org/calculators/coimections/ccsty le.asp?design_metliod=ASD&connection... 5/4/2009 pa0c Project 09.018M ESelinsgrove, Mail Ross ColulumnLomn;SILL PLATE(SIbEWALL) Penn Lyon Homes Corporation 12006 International Building Code(2005 NDS)) 196 Airport Road (2)151N x 5 5 IN x 3 0 FT PA 17870 °r 412-Southern Pine-Dry Use StruCalc Version 8 0 99 0 5/5/20091:15:18 PM Section Adequate By.8 0% CAUTIONS Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 DEFLECTIONS LOADING DiAGRAM Deflection due to lateral loads only: Defl= 019 IN=L/194 Live Load Deflection Criteria: L1180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 765 Ib Dead Load: Vert-DL-Rxn= 12 lb g Total Load; Vert TL-Rxn= 777 ib HORIZONTAL REACTIONS Total Reaction aLTop of Column: TL-Rxn-Top= 755 lb ? ' r� Total Reaction at Bottom of Column: TL-Rxn-Bottom= 755 lb _ COLUMN DATA Total Column Length: 3 R z} Unbraced Length(X-Axis)Ly: 3 ft affift Unbraced Length(Y-Axis)Ly. 3 ft t� Column End Condtton-K(e): 1 Axial Load Duration Factor 160 ,r Lateral Load Duration Factor(Wind/Seismic) 1.60 _^ COLUMN PROPERTIES a It #2-Southern Pine CF QF NEw Base Value Adlusled ;1_; p ae Compressive Stress: Fc= 1450 psi Fc'= 1785 psi Cd=160CF110Cp=0.46 =' Bending Stress(X-X Axls): Fbx= 975 psi Fbx'- 1985 psi * e• �C Cd=1 60 CF=128 C1=0.99 = Bending Stress(Y-Y Axis): Fby= 975 psi Fby= 2000 psir- Cdn1 60 CF-128 Modulus of Elasticity: E= 1600 ksl E'= 16DO ksl 2 Min Mod of Elasticity: 1_min= 580 ksl E_mirf= 580 ksl �F® D 0 7 A t3 ?7i? p9OF Column Section(X-XA)ds): dx= 55 In AL Column Section(Y-Y Axis): dy= 3 in A � Area: A= 155 In2 Section Modulus(X-X AXIS): Sx= 1513 in3 AXIAL LOADING / / Section Modulus(Y-Y Axis): Sy= 4 13 In3 Live Load: PL= 765 lb G. Slenderness Ratio: Lex/dx= 655 Dead Load: PD= 0 lb Leyldy= 12 Column Self Weight• CSW= 12 lb Column Calculations(Controlling Case Only): Total Load: PT= 777 lb Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) LATERAL LOADING (Dx Face) Actual Compressive Stress: Fc= 1 psi Uniform Lateral Load; wL-Lat=503 folf Allowable Compressive Stress: Fc'= 1185 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Eccentricity Moment(Y-Y Axis); My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx- 0 fl-lb Moment Due to Lateral Loads(Y-Y Axis): My= 566 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx= 1985 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 1646 psi Allowable Bending Stress(Y-Y Axis): Fby= 2000 psi Combined Stress Factor. CSF= 0.82 NOTES t �,��q %I n , TABLE 4A 070718 FFsst RATED PANELS DESIGN CAPACITIES - ___--_Stress Parallel to Strength Axis Stress Perpendicular to Strength Axis Span Plywood Plywood '- / Rating 3-ply 4-ply S-ply OSB 3-ply 4-ply 5-ply OSB PANEL BENDING STIFFNESS,El(lb-in?/ft of panel width) 24/0 66,000 66,000 66,000 60,00D 3,600 7,900 11,000 11,000 24/16 86,000 86,000 86,OOD 78,ODO 5,200 11,500 16,000 16,000 32/16 125,000 125,000 125,000 115,000 8,100 1B,DOO 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,$00 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 BO,500 80,500 32oc 715,000 715,000 715,000 650,000 75,000 165,000 235,000 235,000 48oc 1,265,000 1,265,000 1,265,000 1,150,000 160,000 350,000 495,000 495,000 Structural I Multiplier 1.0 1.0 1 0 1.0 1.5 1.5 1.6 1.6 PANEL BENDING STRENGTH,FbS fib-in./ft of panel width) 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 IOD 120 ISO 180 20oc 480 530 575 575 140 170 250 250 24oc 640 705 770 770 215 260 385 385 32oc - 870 955 1,050 1,050 38D 455 685 685 48oc 1,600 1,750 1,900 1,900 68D 815 1,200 1,200 Structural I Multiplier 1.0 1.0 1.0 1.0 1.3 1.4 1.5 1.5 PANEL AXIAL TENSION,FIA(lb/ft of panel width) 24/0 2,300 2,300 3,000 2,300 60D 600 780 780 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 45/24 4,000 4,OOD 5,200 4,000 1,950 1,950 2,550 2,550 16oc 2,600 2,600 3,400 2,600 1,450 1,45D 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 3,200 4,000 2,500 2,500 3,250 3,250 48oc 5,600 5,600 7,300 5,600 3,650 3,650 4,750 4,750 Structural I Multiplier 1.0 1.0 1.0 1.0 1.0 1.0 1 0 1.0 PANEL AXIAL COMPRESSION,FcA(lb/ft of panel width) 24/0 2,850 4,300 4,300 2,850 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 3,100 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 16oc 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 5,00D 7,500 7,500 51000 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 8,100 12,150 12,150 8,100 6,750 10,800 10,800 6,750 Structural I Multiplier 1.0 10 10 1.0 10 10 1.0 10 17 ©2004 APA-The Engineered Wood Association OF W&v. i W TABLE 4A(Conlinued) FOB On 71 a RATED PANELS DESIGN CAPACITIES Stress Parallel to Strength Axis Stress Perpendicular to Strength Axis Span Plywood Plywood Rating 3-ply 4-ply 5-ply OSB 3-ply 4-ply 5-ply OSB PANEL AXIAL STIFFNESS,EA(lb/ft of 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,ODD 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 16oc 4,500,000 4,500,000 4,500,000 4,50D,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 7,50D,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 Structural I Multiplier 1.0 1.0 1.0 1.0 1 0 10 1.0 1.0 PANEL SHEAR IN THE PLANE,P,(Ib/Q)(lb/ft of panel width) 24/0 155 155 170 130 275 375 130 130 24/16 180 180 195 150 315 435 150 150 32/16 200 200 215 165 345 480 165 165 40/20 245 245 265 205 430 595 205 205 48/24 300 300 325 250 525 725 25D 250 16oc 245 245 265 205 430 595 205 205 20oc 245 245 265 205 430 595 205 205 24oc 30D 300 325 250 525 725 250 250 32oc 360 360 390 300 630 870 300 300 48oc 460 460 500 385 810 1,100 385 385 Structural I Multiplier 1.4 1.4 1.4 1 0 14 1.4 1.0 1 0 PANEL RIGIDITY THROUGH THE THICKNESS,G„t (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 27,000 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 4D,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 87,000 24oc 30,000 39,000 45,000 93,000 30,000 39,000 45,000 93,000 32oc 36,000 47,000 54,000 110,000 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 1 Multiplier 1.3 1.3 1.1 1.0 1.3 1 3 1.1 1.0 PANEL SHEAR THROUGH THE THICKNESS,Ft,(lb/in.of shear-resisting panel length) 24/0 53 69 80 155 53 69 80 155 24/16 57 74 86 165 57 74 86 165 32/16 62 81 93 180 62 81 93 180 40/20 68 88 t00 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 87 100 195 67 87 100 195 24oc 74 96 110 215 74 96 110 215 32oc 80 105 120 230 80 105 120 230 48oc 105 135 160 305 105 135 160 305 Structural 1 Multiplier 13 13 1.1 10 13 1.3 11 1.0 18 ©2004 APA-The Engineered Wood Assoclaflon C � PROJECT NO. DESIGN CRITERIA - ENERGY PROVISIONS WIND SPEED= Z 09-018J�SERXNO. ----- CONSTRUCTION TYPE WOOD FRAME 3 STORY ABOVE GRADE MAX UNPROTECTED(VB) RESCHECK ANALYSIS SHALL BE PROVIDED TO THE LOCAL BUILDING OFFICIAL WITH APPLICABLE CODES - NEW YORK PENN USE GROUP:DETACHED ONE-AND-TWO FAMILY DWELLINGS k TOWNHOUSES EACH SUBMISSION. IMPORTANCE FACTOR 1.0 2007 RESIDENTIAL CODE of NYS (!) LYON GROUND SNOW LOAD.Pg=20 PSF SITE WORK 2002 NATIONCODE AL LE PART IODEE/ER`EnSIIDDELNTIAL FLOOR LIVE LOAD:40 PSF FLOOR LIVE LOAD(SLEEPING AREAS):30 PSF SITE WORK TO INCLUDE ALL FOUNDATION WORK,ANCHORING SYSTEM, SERVICE CONNECTIONS, 2007 ENERGY CONSERVATION CODE of NYS SETTING k LEVELING OF THE UNITS, COMPLETION OF SIDING k ROOFING THAT IS NOT FLOOR DEAD LOAD.10 PSF COMPLETED AT FACTORY,COMPLETION OF INTERIOR TRIM WHERE NECESSARY, COMPLETION OF ATTIC STORAGE LIVE LOAD:20 PSF(30 PSF W/FIXED STAIRS) ALL MODULE INTERCONNECTIONS(ELECTRICAL,WATER, DWV),COMPLETION OF ALL WALKWAYS, ROOF DEAD LOAD:16 PSF RAMPS, RAILINGS,EXTERIOR LIGHTING,ECT. WALL HOMES CORPORATION EXPO DEAD LOAD:5 PSF WIND SPEED:Vs=120 MPH THE ENCLOSED DRAWINGS AND SPECIFICATIONS HEREINAFTER REFERRED TO AS THE SUBSET EXPOSURE CATEGORY.C ARE THE PROPERTY OF PENN LYON HOMES CORPORATION (HEREINAFTER REFERRED TO AS NEW PORK SEISMIC USE GROUP 1 PIN). THIS SUBSET IS INTENDED SHOW A TYPICAL PLAN LAYOUT AND ARRANGEMENT AND IS INTENDED TO SHOW THE PLH BUILDING MODULE IN COMPLIANCE WITH ALL STATE CODE DATE DESCRIPTION BY SEISMIC DESIGN CATEGORY-C REQUIREMENTS AND STANDARD ENGINEERING PRACTICES IN ORDER FOR THE GENERAL P.E. APPROVAL STAMP Sds=0.50g CONTRACTOR TO 08TAIN BUILDING PERMITS. NO PART OF THIS SUBSET MAY BE REPRODUCED TWO STORY SYSTEMS SOIL SITE CLASS THIS USED IN ANY FORM OR BY ANY MEANS WITHOUT WRITTEN AUTHORIZATION ANY U FROM UNAUTHORIZED SEISMIC PR(MSIONS:EXEMPT THIS SUBSET IS PROPRIETARY AND SHOULD BE KEPT CONFIDENTIAL ANY UNAUTHORIZED USE OF THIS SUBSET IS PROHIBITED. INTERIOR FLAME SPREAD:NOT GAFAER THAN 200 TRUSS IF APPLICABLE TRUSS SPECIFICATIONS SHALL BE FRONDED TO THE LOCAL BUILDING OFFICIAL BUILDING WILL-BE CONSIDERED AS A,SUBCONTRACTOR IN ALL BUILDING PROJECTS,SUPPLYING A .�Q` VIN M.Fj Q BUILDING COMPONENT TO A GENERAL CONTRACTOR OR BUILDER. Gj .¢ MANUFACTURER THIRD PARTY WITH EACH SUBMISSION. PENN LYON HOMES INC. PFS CORPORATION THE DRAWINGS IN THIS SUBSET SHOULD NOT BE SCALED FOR DIMENSIONAL REFERENCE. s PO BOX 27 AIRPORT RD, 2877 SKATETOWN ROAD ALL DIMENSION LINES AND NOTES SUPERSEDE ANY SUCH REFERENCE SElINSGROVE PA 17870 BLOOMSBURG PA.17815 ; iI Or (570)374-4OD4 (570)784-8396 BDD 788-4754 L INDICATES DRAWING INDEX ti INCLUDED SHEETS SHEET DRAWING TITLE DATE REV -TO THE BEST OF MY KNOWLEDGE, BELIEF AND PROFESSIONAL JUDGEMENT GENERAL NOTES X Al COVER SHEET 04/14/09 1.THE PLANS AND SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM Rom �V x A2 ELEVATIONS 04/10/09 AND CONSISTENT WITH THE PLANS AND SPECIFICATIONS ASSOCIATED 1. IF ANY DISCREPANCIES EXIST BETWEEN THE APPROVED DRAWINGS AND THE SPECIFICATIONS,THE WITH THIS APPROVAL ON FILE WITH THE DIVISION AND THIS CONDITIONAL APPROVED DRAWINGS SHALL GOVERN. X A3 ELEVATIONS 04/10/09 APPROVAL LEITER,APPROVAL NO.MO 361-02-060,APPROVAL DATE 06/30/09. 2. ALL EGRESS OPENINGS SHALL HAVE A MINIMUM OF 20'W X 24'H WITH A.CLEAR OPENING OF 53 X A4 1ST FLOOR PUN 04/8/09 --- SILL HEIGHT SHALL BE A MAXIMUM OF 44'ABOVE FINISH FLOOR.EGRESS OBTAINED FROM x AS 2ND FLOOR PLAN 04/8/09 2.THE ENERGY PORTION 00 THIS RESFMHIDENTIAL. PLAN HAS BEEN PREPARED USING NORMAL OPERATION OF WINDOW. - NYS RESCheck OR 2007 NY RESIDFJ4ML•CODE-WHEN-NYS RESCheck rsT ;. �, �Fr` 3. ATTIC ACCESS SHALL BE I MINIMUM CLEAR OPENING OF 22'%30'AND BE PLACED NEAR THEMATI x A6 1ST FLOOR ELECTRICAL PLAN D4/8/09 IS USED,CALCULATIONS SHALL BE PROVIDED'TO'TREE-3-OCAL BUILDING OFTTCAL /09 4. ANY NFLOOR PLAN MAY BE REVERSED. X AS 1ST FLOOR BRACED WALLS /G SIDE OF THE MODULE. X 2ND FLOOR-ELECiRIC&PLAN 13/09 DATE PRODUCTION � 5. MINIMUM HABITABLE ROOM SIZE IS 70 SF.MINIMUM DIMENSION IS 7-O'. Y A9 2ND FLOOR BRACED WADS 04/13/09 6. FURNITURE IS SUPPLIED BY OTHERS. v 7. ALL PROJECTIONS SUCH AS BAY AND BOW WINDOWS,WALK OUT BAYS,ETC.,ARE INSTALLED X AID FOUNDATION PLAN 04/1/09Lq ON-SITE(OPTION TO BE INSTALLED BY PLH). Y All HEAT LOSS.CALCS. 04/13/09 B. END SIDING IS INSTALLED ON-SITE.OTHERS ARE RESPONSIBLE TO PROVIDE AND INSTALL 115 % Al2 1ST FLOOR HOT WATER BASEBOARD HEAT 04/13/09 BUILDER: HOMES BY PENN LYON 00 ASPHALT FELT OR CLASS D BUILDING PAPER WITH 4'MINIMUM LAP OVER SHEATHING FOR % A13 2ND FLOOR HOT WAILER BASEBOARD HEAT 04/13/09 a' WATER-RESISTIVE BARRIER MODULES.BOTTOM ROW OF SIDING IS TO BE INSTALLED ON-SITE 9. ALL HANDRAIL AND GUARDRAIL IS PROVIDED AND INSTALLED ON-SITE BY OTHERS.(OPTION TO BE X A14 STAIR DETAIL 04/13/09 zo d JOB NAME: KEENAN PROVIDED AND/OR INSTALLED BY PLH).GUARDRAILS ARE REQUIRED ALONG ALL OPEN SIDES OF X A15 CROSS SECTION /13/� U i MODEL: WESTGATE STAIRS,STAIRWELLS, BALCONIES,ETC.A MINIMUM OF 36'ABOVE THE FLOOR(34'MINIMUM ON % A16 RAFTER DETAILS 04/14/09 w ti,. o STAIRS).VERTICAL OR HORIZONTAL RAILS SHALL PROHIBIT PASSAGE OF A 4'SPHERE HANDRAILS x an RAFTER DETAILS 04/14/09 ` ) SITE LOCATION: SOUTHOLD TOWN, NY ARE REQUIRED ON AT OAST ONE SIDE OF STAIRS AT MINIMUM OF 30'ABOVE THE NOSING AND A tY LLJ MAXIMUM OF 38'ABOVE THE NOSING. X A1B RAPIER DETAILS 04/14/09 10. RAIN GUTTERS AND LEADERS ARE PROVIDED AND INSTALLED ON-SITE BY OTHERS. X pig APA PORTAL FRAMING 05/06/09 COUNTY: SUFFOLK 11. VINYL OR ALUMINUM VENTED SOFFIT PROVIDED BY PLH AND INSTALLED ON-SITE BY OTHERS. J �° % A20 HOLD DOWN DETAILS 05/06/09 (OPTION-TO BE INSTALLED BY PLH). j �, � ZIP CODE: 11971 12. ALL EXTERIOR LIGHTS ARE INSTALLED ON-SITE(OPTION TO BE PROVIDED BY PLH). X A21 DOOR&WINDOW k INSULATION SCHEDULES 05/07/09 ¢:+ z EXPOSURE CATEGORY: C 13. CORNER POSTS MAY BE INSTALLED IN THE FACTORY BY PLH OR ON-SITE BY OTHERS. X A22 SIDEWAL 70 ROOF 05/07/09 +� N l4, PLUMBING ACCESS PANELS'WILL BE PROVIDED PER APPLICABLE CODES. ~© �► ; X 15. FINISH CONSTRUCTION FOR THE ROOF INTERSECTIONS(PEAKS RUNNING PERPENDICULAR)IS THE �TOE OS/07/09 Q (� GROUND SNOW LOAD (Pg): 20 psf RESPONSIBILITY OF OTHERS. X A24 SIDEWALL OPENINGS 05/07/09 O • WIND SPEED (V3S): 120 mph 16. ALL METAL SIDING MUST BE GROUNDED PER ARTICLE 250 OF N.E.C.(ON-SITE BY OTHERS) X A25 OVERTURNING STRAPS 05/07/09 5:©z .r`� 17. ALL STRUCTURAL MEMBERS SHALL MEET OR EXCEED THE MEMBERS SPECIFIED BY THE STRUCTURAL �. � ENGINEERING CALCULATIONS AND BE GRADE STAMPED. x P1 TYPICAL.PLUMBING DETAILS 05/07/09 Q Q t)Q . Qk W 18. BATH FAN/UGHT TO.PRONDE AN AIR EXCHANGE OF 50 CFM (85 CFM(RI)).KITCHEN DmsT FAN Y P2 PLUMBING NOTES 05/07/09 N w m c A ENN TO PROVIDE AN AIR EXCHANGE OF 1DO CFM. X P3 DWV PLUMBING SCHEMATIC 05/07/09 J © +�-' �cRT 19. SHOWER AND TUB/SHOWER PROTECTION SWILL BE PROVIDED PER IRC. 20. FASTENING OTHER THAN THAT SHOWN ARE TO BE IN ACCORDANCE WITH THE IRC STANDARD X P4 PLUMBING SCHEMATIC 05/07/09 Z �- FASTENING SCHEDULE X S22 FIELD SHEET 05/07/09 OL' YON 21. FOAM SEAL GYPSUM BOND-2100 SYSTEM IS APPLIED IN ACCORDANCE WTTHAANUFACTURES Y S23 FASTENING SCHEDULE 05/07/09 O ' r� a� INSTRUCTIONS. 22 FOR DUPLEX OPTION, UNITS ARE SEPARATED BY A ONE-HOUR OR TWO ONE-HOUR WALLS S24 MISCELLANEOUS FASTENING 05/07/09 S WITH AN w fI� 1 ti fs c HOMES CORPORATION SIC RATING EQUAL TO OR GREATER THAN 45. ¢ E ,s? F �m PO BOX 27,AIRPORT RD, SELINSGROVE. PA 17870 23, ALL SPECIFIC FLOOR PLANS WILL BE EXTRACTED FROM THESE APPROVED SYSTEMS. U 4A tGY g (570)374-4004 1(800)7B8-4754 24. CERTIFICATION LABEL LOCATIONS FOR THE STATES LISTED ABOVE:PFS LABEL,STATE OR IBC LABEL ra A '� AND DATA PLATE:LOCATED AS INDICATED ON SPECIFIC FLOOR PLANS. _ a� A DRAWNNG TME CM SHMT (/) V i DRAWN BY. [Ui@ SHEET: N MJS 4/14/2009 A 1 _ CHECKED Hr. srnAe �: --- NTS 5/7/2009 1:20:46 PM C � WIND SPEED=LQ PROJECOT NO�o� SERIAL N0. ONTINUOUS RIDGE VENT NOTES: 7 1. ELEVATIONS ARE SUGGESTIVE ONLY. 2. ALL EXTERIOR RAILINGS, DECKS, AND ACCESS TO GRADE BY OTHERS 3. SEE SALES AGREEMENT FOR ALL MATERIALS AND SPECIFICATIONS. DATE DESCRIPTION BY OF Nl�W TH ® G3sL�� VIN M.Fj�yy�O'9 12 4 070 i I N 1 1 Q--n i F-IHHM 11 1 Y 1 p FtMMN IMNI-W 111 11 I tl HNI 1-i1-iN n(1 0 Ill i��11�j . H 1 0 n l MFTNM FII-Ih{M II-IMtftl MM 1 I"tnFt n i 11 11 III IIti 1 1 1 n I 1 i u ii n n nnnn nnnn Innrml. � nn li li ii ii i ii L 1 Rom.I - �U�ll 11 t 11 II III, CONTINUOUS RIDGE VENT GRADE GRADE FRONT ELEVATION DATE PRODUCTION BY CONTINUOUS RIQGF VENT BUILDER: HOMES BY PENN LYON CONTINUOUS RIDGE VENT JOB NAME: KEENAN MODEL: WESTGATE SITE LOCATION: SOUTHOLD TOWN, NY COUNTY: SUFFOLK ZIP CODE: 11971 ® Ell�� EXPOSURE CATEGORY: C GROUND SNOW LOAD (Pg): 20 psf WIND SPEED (Vss): 120 mph 0 PENN I LYON II I� Fm HOMES CORPORATION ' ® BOX 27.AIRPORT RD, SEIJNSG PA 17870 (5 1(80 (S7D)374-40D4 1(800)788-4754 I R n n n I n n 1 u u U�waw+.+lrtar+lmtLLLJI 1 ®nun 1!n n n n o o-a-Ir+r+r+r+l+r+r+ro pp n n n 17 n�u u u irmnr:nnnnnn� DRAWING 11RE: j tl II 1111 I�11 III U q n F�11 ll 1��1�1 III 1�1 I�0 FRONT AND RUif GRADE I ---- - GRADE ELEVATIONS RIGHT ELEVATION DFAM Mrs °"'� 04/10/09 sNaT: --- 1/8'= 1'-0' 5/7/20091:21:19 PM i f PROJECT NO. SERIAL NO. CONTINUOUS RIDGE VENT NOTES: WIND SPEED= 0 09-018 ----- 1. ELEVATIONS ARE SUGGESTIVE ONLY. 2. ALL EXTERIOR RAILINGS, DECKS, AND ACCESS TO GRADE BY OTHERS 3. SEE SALES AGREEMENT FOR ALL MATERIALS AND SPECIFICATIONS. -- DATE DESCRIPTION BY OF NEB. ' � H FmFm i;n 11u unun , ,onuu@u041 --_--_-- GRADE ��O 0> 7 B GRADE: REAR ELEVATION 0�� DATE PRODUCTION BY CONTINUOUS RIDGE VENT BUILDER: HOMES BY PENN LYON CONTINUOUS RIDGE VENT - JOB NAME: KEENAN MODEL: WESTGATE SITE LOCATION: SOUTHOLD TOWN, NY COUNTY: SUFFOLK ZIP CODE: 11971 EXPOSURE CATEGORY: C ® GROUND SNOW LOAD (Pg): 20 psf Fm WIND SPEED (V3s): 120 mph LLjj PENN ------------ LYON HiFm HOMES CORPORATION I I; PO BOX 27,AIRPORT RD,SELINSGROVE PA 17870 I; (570)374-4004 1(BOD)788-4754 pn�nrigpn�nRnri m ngnl�pnpnpn pn q n @ n n 1 n n@ iE x L$]G�uGBG�iYiGC�CI °°i u i u u°e ii i ORAWINC 11tLE yLAyH W :.�'� I�LLIJL+I b n 0 LEFT @ n n@ n n@ II j REAR AND ------- EIHATIONS GRADE ---- GRADE LEFT ELEVATION oWN P. WS ' 04/1D/D9 �: CHECKED UP 5 . A3 1 8•= i'-0• 5/7120091:21:37 PM - WIND SPEED= ��d PROJECT SERIAL NO. NOTES: 1. 2x6 EXTERIOR WALLS, ® 16" O.C. -, HDR4:(2)2x1D SPFj2 2x4 INTERIOR WALLS, ® 24" O.C. 91,I r.. 2x4 MARRIAGE WALLS, @ 16" O.C.- WOW 2. 12/12 RAFTER ROOF, 16 O.C. (x GAMGB �I IF 3. 9'-0" CEILINGS 4. INTERSTATE DBL HUNG WINDOWS w/GRILLS q;I x I *sa�xori �raszymavf ,,��„ .f�� 5. HOT WATER BASEBOARD HEAT 6. FLOOR GIRDER TO BE (3) 200 SPF#2 PER MOD 7. 2x10 SPF #2 FLOOR JOISTS @ 16 O.C. R I I _ 18'-6 1/4" 8'-0 3/4• 1 '— ' DATE DESCRIPTION NOTE: ALL MARRIAGE WALL HEADERS WITH A SPAN OF 6'-9" OR LESS ARE ! SPPACE RP6105 ReE RAW (2) 2x12 SPF #2 IN THE CEILING. ALL OTHERS ARE SPECIFIED ON THE PLAN. 61 WP8105 6'-4 1/2" 1 W2130 W2430 HDR3: 3 2x10 SPF 12 ° x ALL LOAD BEARING EXTERIOR WALL HEADERS WITH A SPAN OF 5'-0" OR LESS IRE-- - / � v� 0 o W/(2)SUPPORT STUDS p — q p 2x6 SPF 2 IN THE WALL. ALL . ' ', �' I w sH I I DRYER (3) OTHERS ARE SPECIFIED ON THE PLAN. LANDING � z+ SPACE LABELS(AS slnrin 10'-3- r` 8'-7 1/2" I—L=JJ L — "N I ALONG LIPER Rut o — N LLm ' it mom m -i lNE1L17L� N ir - DTWT -' B NOOK DRDP 3'EIEG i m \\ PORCH ROOF BY PLH -N (z)s111�a UP 16R ON FOYU RAILING BY 26681P PLH 40686F N \\ •! \ — N DATE PRODUCTION BY \ •1 — OMR GYP IV—] , — — CLBI:(1) 1.5x1125 LVL P `" \ _ SlID Fll1CH FROM YARD _ 26681P == 16681P — — L— D — N BATH _ •, r/(1)1 D1 (STEEL SFIlfCH (FROM YARD) 3'-4 1/2- "I '-• _ PANTRY BUILDER: HOMES BY PENN LYON 6'-11 1 2- - JOB NAME: KEENAN r Esc 3'DR + — ——_euI oowN CEILING 10• — ' MODEL: WESTGATE a SITE LOCATION: SOUTHOLD TOWN, NY COUNTY: SUFFOLK I I � ZIP CODE: 11971 7 LIVING ROOK FAl[iLY ROOM EXPOSURE CATEGORY: C n 6'-0 5/8' -' 1- I,,_0. DDYIIdG ROOM I N GROUND SNOW LOAD (Pg): 20 psf I I —PRAY CEILING— I a WIND SPEED (V3s): 120 mph I _ I 18'-7 1/2" ' N I I ► I)PENN HEAT k GLOW GAS FIREPLACE — —————— 6'-3 3/4• •1 Q !�6'-34• of E y LYON MAJESTIC GAS FIREPLACE VlN F/M O HOMES CORPORATION FWAL,ue FLAT 2852 2 •' � ,A _ . 4,.n � PO Box 27,AIRPORT RD,SELINSGROVE, PA 17870 :FIN��WALL , (570)374-4004 1(800)788-4754 I / I 15'-11 1/2' 26'-4 1/2' r DRAWING ME' I / - 5'-2• �s �� Z 1ST FLOOR PUN / PORCH OOF BY PLS - o o s MJS 4/8/2009 A4 / fJ DRAWN Bf. 1111E SHEEP: / 1 '-1 - ONEG%m 11t: scvE --- - - -- -- - - -I C. 5n120091:21:57 PM S � NOTES: _ _ _ _ _ _ __ _ _ _ WIND SPEED= ��0 PROJECT NO. SERIAL NO. 1. 2x6 EXTERIOR WALLS, @ 16" O.C. NOTE: �— �— — — — — I— 09—��8 ----- 2x4 INTERIOR WALLS, @ 24" O.C. ALL MARRIAGE WALL CEILING BEAMS WITH A SPAN OF 7—0 OR LESS ARE (1) 2x10 SPF #2. ALL OTHERS ARE SPECIFIED ON THE PLAN. 2x4 MARRIAGE WALLS, @ 16 O.C. 2. 12/12 RAFTER ROOF, 16" O.C. ALL LOAD BEARING EXTERIOR WALL HEADERSI WITH A SPAN OF 7'-3" OR LESS ARE 3. 8-0 CEILING ON 2ND FLOOR (3) 2x6 SPF #2. ALL OTHERS ARE SPECIFIF D ON THE PLAN. I I . 4. INTERSTATE DBL HUNG WINDOWS w/GRILLS I I I 5. HOT WATER BASEBOARD HEAT 6. 2x10 SPF #2 FLOOR JOISTS @ 16" O.C. I I I 4._. 10'-5 1 4' I 13'-1 lb- -8 1 4' - s' DATE DESCRIPTION BY'-0 1 2 L I" OCTAGON _I HEADER®5'-0•AFF - - — --� "RC 11 1 2 �SPF 2 —� LANDING I I AL7MUC/DdE\- tV 6'-412' I I n I 6'-0 1 2 _ o f o U BEDROOM #2 I RATH --- - -- - - --- -- 0 I \ M C #2 aM DROP GLAZESAFETY $ (ram) ON \ a LNG RY g- i 0'-3 1 2' x'vETIT OMIT GYP 46' N i I \ 1 I DATE PRODUCTION I RCB: 1 2x10 SPF 2 BY 26681P RCB: 1 2x10 SPF 2 c 24'W x 20'H a .' I •' I� — — Ste, L N I BUILDER:' HOMES BY PENN LYON I 2sselP 2os61P I JOB NAME: KEENAN MODEL: WESTGATE I r127 CLOSET ISITE LOCATION: SOUTHOLD TOWN, NY lb BEDROOM #I BEDROOM #3COUNTY: SUFFOLK °Rf°" IN BATS #1 —— -I I ZIP CODE: 11971 EXPOSURE CATEGORY: C 11IC I I GROUND SNOW LOAD (Pg): 20 psf WIND SPEED (V3s): 120 mph I I a I N - , , 2_ ,2'-4 , 2' 1= ' (OLYON PENN -- - INN p�yd I I 24210 2852(2) A . HOMES CORPORATION PO BOX 27,AIRPORT RD, SELINSGROVE, PA 17870 I 26'-8 1/2' i '-7' 6'-8 1/2' i- >l d (570)374-4004 1(800)788-4754 �,c� t d DRAWING TIRE I / I - y�'O 07 a 2ND FLOOR PLAN p - DRAWN fff. WS DUE 4/8/2009 SGIE --- 3/16'=1'-0' 5/7/2009 1:22:13 PM S rt IWIND. SPEED- PROJECT N0. SERIAL N0. SMOKE DETECTORS ARE AFCI PROTECTED ►7 09-018 ----- 200 AMP MAIN PANEL �"•XL CIRCUIT DESCRIPDDN DAECER AWG PROTECT CIRCUIT DESCRPDON MEMO AWG PROTECT A SMALL APPLIANCE 20k 1 L DRYER 30A 1 --_ _- III I •'• zomp 15A 14 N RANGE -- --- im ,4 1 III ICEUNG SA 14 2Gk 12 HGENM otkRtmplumomitFNu 1 14 % 1 14 --- --- II 3 $ 2 I g S. gl III .H. .H. III � II I II DATE DESCRIPTION BY •H. .I. I •Ir 'I• XL GR .B. .. O A. 7A' — c • I `• I I •"'•I GR 1800 WATT LL—J L —J KITCHEN ° BRACER FAN Ia NOOK I A •EO--I E• L - - - - -- -- - - �-N Lr`" I1 ----- \ I FOYER", I T 8 -o - -- -------- — � 'A' DATE PRODUCTION BY •� ><L•H• �• —— •E ELEC. DROP L.——————— ——————J o �� 9 I I s• i I BUILDER: HOMES BY PENN LYON •c JOB NAME: KEENAN MODEL: WESTGATE SITE LOCATION: SOUTHOLD TOWN, NY I COUNTY: SUFFOLK I F• LIVING ROOM i I I I BRACER FAH ZIP CODE: 11971 V I EXPOSURE CATEGORY: . C U I FAMILY ROOM GROUND SNOW LOAD (Pg): 20 psf i I I DINING ROOM 1 J WIND SPEED (V3s): 120 mph I II I PENN •� •F• - - -- --- -�C-j •0•rG.AW OLYON- 0 HOWS�RPORT COMRAWNOVF PO BOX 27, PA 17e70 / a= (570)374-4004 1(800)788-4754 / I r DRAWING ME' 1ST FlR FlECiRIG11. PUW / IyJ�' DRAW er 7 WS are 4/8/2DO9 - - ---- - - - - - ]'A6 5/7/20091:22:26 PM G PROJECT NO. SERIAL N0. WIND SPEED= ZO � 09-018 ----- SMOKE DETECTORS ARE AFCI PROTECTED I I I 200 AMP MAIN PANEL I I I CIRWR I DESCRIM N BWMI AWG PROTECT CIRCUIT I TB3MM N BREAKER AWG PROTECT A ISUALL APPLWXE 1 12 GR 20A im 4 --- I I I 8-3 15A 14 N RANGE --- — I I I I 15A 14 K GENERAL LDMNG N 15A 14 I I I K 1 14 1 I I I I I I I I I I I I DATE DESCRIPTION BY I I I L-- - - - - - - - - - J - - - - - - - - - - •x• / 10 Tat Tut S3 BEDROOM #2JB I I / I I — — ——— — — — — — — — — — I BRACFRFAN / I FL \ BATH #2 I- - m J I Y Y Y x• I DATE PRODUCTION BY I0111,111A I I _ _ �-- ——3 •�• .K. - - -- - - - - •J •J Y I Y 1-6 1 r—_————— ———— — Y• � L—Y"_J I BUILDER: HOMES BY PENN LYON / — „�————— I JOB NAME: KEENAN 0 sss 7 I MODEL: WESTGATE IT — —i I I SITE LOCATION: SOUTHOLD TOWN, NY J• _I I I K• I \ •K COUNTY: SUFFOLK / BRACE FOR FAN I I I BATH #1 \ I ZIP CODE: 11971 BRACE R FAN / •J �• I L• • T I EXPOSURE CATEGORY: C BEDROOM #1 I 1• r \\ I GROUND SNOW LOAD (Pg): 20 psf Kd BEDROOM #3 / ( ) wiC I I \ I WIND SPEED (V3s): 120 mph or- NEB I PENN IAA —— — •K• I)LYON if HOMES CORPORATION PO BOX 27,AIRPORT RD, SELINSGROVE, PA 17870 O, (570)374-4004 1(800)788-4754 I 07 07 DRAWING ME' / I 2ND FLR E1FCiRrAL PUN DRAWN Br. ws °''�4/8/2DO9 SHE: - - - -- -- - - - -� A7 — cN�cKm Elf: 5n12009 1:22:41 PM 0 1 p 1 SPEED • i• p 1�• 7 71 , w•: • '7.7 1 1 1 1 1 1 ', Q 11: 7 71 1• 1 1: ! 1 al 1 - • 0 • 1 1 1' 1 ■ O 'i• 7' 1 i it '1 1- 1-. 17.• / 0 \... :. :r.:•:..._1 .,•.._.. r.•.�.•_._•.._._._._.:r�•_....•. •..._�._•:..•.•_. :� �I L::::•D:L::::::::•.L:::�::�::•.L::::�:::•J:::•�I I:� ::::e�::.::�. � *fir. r fs r r '/r r -.�,>- ,r air'. Nor PC BUILDER: HOMES BY-PENN LYON VON !JOB NAME: KEENAN VIA WESTGATE - 1 11' 1 1 1 1 1 • -/ .. - -.. .�.. _-i � � 1 �Y-.. /..�.. ._...'! %filllf/%lUfl%//ll� - :l is -� MODEL: SITE Ifi 1 O 1 / LOCATION: 1 COUNTY: SUFFOLK VON ?: Y'�• - ZIP CODE: J.� EXPOSURE CATEGORY. C ✓,r /?v 7 • GROUND O 1'1 1 s .r WIND SPEED 1 mph �{ 44 i. J'• 1.' 1 1111 t; WWI • / / :s 1 r� / I �.: .._...".-.'..'.'.-."•'1'.'..'.'.�.�.�.'.�.�.".�.�••...❖.�.�.•.�.�.�.* I ICI I .•..�.�......•...........•.....................1.......................... G4r�� f.G•1':i/f::..�.:'_ �._:wI'�[L.f[:��1 r,� h71 1 11• PROJECT NO. SERIAL N0. - - - - - - - - - - T - - - - - - - - -- -, WIND SPEED= H2O 09-018 ----- I I I I t I I I I Ji/�i%/ '/12'INTO DBL SYP I I I REPRESENTS LOCATION OF SOLID BLOCI QB �'OSB FASTENED W/ 10d NAILS 0 6%12'INTO SPFj2 I t t I I I WAIL LINE SHEATHING LAP(TRUSS TO WALL&WALL TO WAIL) I I I 1Q j'PLY/OSB FASTENED W/(2) ROWS OF Bd NAILS 0 3'O.C. I ( I 2Q B j'PLY/OSB FASTENED w/(2)ROWS OF 8d NAILS 0 3'O.C. I I I ! (DINT. I'PLY/OSB FASTENED w/(2)ROWS OF 8d NAILS 0 3'O.C. I DATE DESCRIPTION BY (Z)EXT. CEILING BAND TO W.WA1L'C'w/WA109 0 6'O.C. I 9'-5 1/4' 9'-3 1/2' S-10 1/4' QT 'PLY/OSBSTEN FAED W/(2) ROWS OF 8d.NAILS 0 4'O.C. L Y — — — — — — — — — I SYMBOL OVERTURNING STRAP \0 I I REPRESENTS LOCATION OF SIMPSON CMSTCI6 STRAP / \ * TO CONNECT 2ND FLOOR TO 1ST FLOOR STUDS STRAPS TO BE FASTENED w/(29) 16d SINKERS PER END ♦ REPRESENTS �TION FLFLOOORRFTO IST FLLOOONR�STUUDS�� STRAPS TO BE FASTENED w/(33) 16d NAILS PER END - --- - - - - -- -- - -- - - I \\ I I \ s I i \ DATE PRODUCTION By • - - - -- - - I I J i BUILDER: HOMES BY PENN LYON I JOB NAME: KEENAN ° I i MODEL: WESTGATE SITE LOCATION: SOUTHOLD TOWN, NY COUNTY. SUFFOLK ZIP CODE: 11971 EXPOSURE CATEGORY: C o I I GROUND SNOW LOAD (Pg): 20 psf m I I= I WIND SPEED (V3s): 120 mph I I I I OF NI N, ; PENN YOB (OLYON / 25-5 1/2' — 3'-10 1/2' t (S HOMES CORPORATION £ PO BOX 27,AIRPORT RD, SELINSGROVE, PA 17870 46 - f (57o)374-4004 1(aoop66-a7s4 DMG mu O 0.7 1� 2ND FLR BR14Cm WAL1S -- -- - - - - - - - 6mff. MJS DATF S'-. 4/13/2009 3/16' A9 cr�dcm at: sr�c. --- =1'-0' 5/7/2009 1:23:14 PM WIND SPEED= 120 PROJE090.018 SERIAL NO.-___ NOTES: 1. THIS FOUNDATION IS SUGGESTIVE ONLY. N SYMBOL �"�IM STROP REPRESENTS LOCADDN OF SIMPSON SIH0I4RJ STRAP ACTUAL PLAN IS SUBJECT TO LOCAL SOIL n # TO CONNECT 1ST FLOOR STUDS TO FOUNDATION — —— ————— — STRAPS TO BE LOCATED 1.5'FROM EDGE OF FOUNDATION UNLESS NOTED OTHERWISE CONDITIONS AND CODES. —— ———— —— — 2. PLH IS NOT RESPONSIBLE FOR MATERIALS - - - - - - REPRESENTS LOCATION OF,SIMPSON HDUi4 HOLD-DOWN ——— ———— —————— HOID—DOWN CONNECTED TO 1'THREADED ROD INSTALLED IN SET EPDXY AND CONSTRUCTION IN THIS DRAWING. ^ I r + THREADEDT LCATION IN BE EMBEDED MINIMUM OF 9'INTO WALL TO THREADED ROD�LOCATION 3. ALL MASONRY OPENINGS SHALL INCLUDE AURED WALL I I I I I HOLD—DOWN do THREADED ROD TO BE INSTALLED ON—SITE LINTEL. LINTEL IS TO BE DESIGNED, PROVIDED, z AND INSTALLED ON-SITE BY OTHERS. w I i GARAGE SLAB i I I REPRESENTS LOCATION CONNECTED TO 11 TM THREADED�I"�IN SET EPDXY 4. PLH SHALL BE NOTIFIED WHEN STRUCTURAL . o < THREADED ROD TO BE EMBEDED MINIMUM OF 114'INTO POURED WALL ALTERATIONS, SUCH AS ADDING STEEL BEAMS i O O i i STUD LOCATION THI�ED ROD�eEEINsrA�o ONE—DST`IEo�`TIo" TO CHANGE THE NUMBER OF AND/OR THE I I DATE DESCRIPTIONSPACINGS OF SUPPORT COLUMNS, ARE INCLUDED I I - o& NFtyBY IN THE FINAL FOUNDATION DESIGN. I I I I _ ��q ��vtKM•Fry,I, 0 5. FOUNDATION REINFORCEMENT AND THICKNESS FOR I L 3,_z T z• �r HOLD-DOWNS TO BE DESIGNED BY A LICENSED _ _ _ _ _ _ __ ____ _ _ __ _ _ _ __ ARCHITECT OR ENGINEER � A °•- � -- - - -- -- --- - ---8'X16'CONC.FTG.W/8'POURED 1 n w / B. X I PILASTERS REQ'D O 10'X 20'CONC.FTG.W/10'POU AT 12'0'O.C.MAXIMUM ANCHOR BOLT SPACINGS I I WHEN aCKFILL EXCEEDS 12'X 24'CONC.FTC•W/12'POURED I I Epp TDB 5'0'W/8'POURED R n 6'0'W/10'POURED (�+ 8" O C 7'0'W/12'POURED N ----- ----- --- -- — O 15n O.C. - - - - - - I I :2 I -- - -- -- -- J O3 36" O.C. I i- - -- I -- I 11'-3 1 2' —J I I ® 36" O.C. I I I I I 11'-10 3 4' 16'-01 2' L J HOLD DIM — HOLD DIM. __II — — (— - F -I F -1 � -I � -I � -1 r � I I I DATE PRODUCTION BY OE 48" O.C. I I 41--- ----- - - -- -A _ _ O I I I J l L 4 5 6 BL L 48" O.C. - J - I I I I BUILDER: HOMES BY PENN LYON O 72" O.C. I I I I PLATE REQUIRED DLL _• _ PLATE REQUIRED HOLD DIM. HOLD DIM. �R ERMINED BY OTHERS I 3 1/2'STEEL COLUMN TO BE DETERMINED ar OTHERS PER I JOB NAME: KEENAN O72" O.C. I i I LOCAL SOIL CONDmONS&CODES I I i MODEL: WESTGATE • I I I I SITE LOCATION: SOUTHOLD.TOWN, NY x I I I© COUNTY: SUFFOLK C ZIP CODE: 11971 I (� 5/8'STEEL ANCHOR BOLT AT I I EXPOSURE CATEGORY: C PAWN AS 12'WAIL I I I REQUIRED SPACING DOUBLE 2X6 OR 2XB GONT.SILL PLATE LISTED ON LEFT FROM END OF i I GROUND SNOW LOAD (Pg): 20 'psf FASTENED O FOUNDATION WALL EACH LL WITH 55/8'TX 17'ANCHOR BOLTS VERIFYPIWTIH OLOCALECE �CODES I DRAWN as,o•POURED CONCRETE WALL ® I I I WIND SPEED (Vas): 120 mph I W-114. - ------ -- - - - ----- - - - -- -- ---- -- --_- - _ -- _ --_--_ I PENN -- - - --- -- - ------ -- A---_ --- --- - -- -- -- -- - LY®N A I I =- I 8'-4 3/4-1 1 Il. HOMES CORPORATION T I I FOUNDATION PIER LOADS PO BOX 27,AIRPORT RD,SEUNSGROVE, PA 17870 W-1034' L_———— — — — —J PIER LL LBS OL Las n IDS FT>O1FR SIZE (570)374-4004 1(800)788-4754 I PLH SHALL BB NOTIFIED WHEN STRUCTURAL DRAWING TnEE ALTERATIONS, SUCH AS ADDING STEEL BEANS FOUNDATION WALL LOADS 1T — ———— —— ——— — TO CHANGE THE NUMBER OF AND/OR THE WALL LOOM a TL P Jvxju FOUNQATION PLAN SPACINGS OF SUPPORT COLUMNS, ARE A Load " w°T 741 557 1298 1 DRAWN BY., DAIS SHEET. INCLUDED IN THE FINAL FOUNDATION DESIGN A. (Gable Da Wall) 2. 12277 1 6 ws 4/1/2009 D G°bb End W°n 256 294 550 A 1 0. -. DHECKED�: _ 5/7/20091:23:29 PM -- - , c i iRR©0t41.Mli:l S Q FT� 3s2 PROJECT NO. SERIAL N—O WIND SPEED_ 120 I. con 14 ram 224 ---_ 3p4: 84 266. 252 Ext 4Ya11(Fi)'. :SO 4435 20 —19 s3 iCl'µg.�le'tg•bt(Fl) .,.. STATE ......, s...._._ 1 4 ..., � _ ... e...--r� ., ...., _..,...w ..—... i W ...,._—.W . iSaNY .. ,Lrsss(lfxAfarca:: #.: Aj .Area. 1.1:oas cj�' Area Laas;LlsRj gra digs(Ux}Fira. Loss(tx1 Ata f j 0 34r 32 tP 9 32 I Pxol 4s t5 3 atT 2 7T 4 05. 0 Ad6tt(u _ u.. 4a- .-�-3 21 Q 230 21 :1 ( ,t 0}34Y 00 _ 44} fl 04 pp 90 Exfwal ),0 955E 41$ 23:4 94 n 5 2 27 14.9r. 1521 . :8 4 8 254 14 0 r Oi BY DATE DESCRIPTION - - _ - v. Oa 2 n OOj'_ i52 tl 147 : 4{1.,.: 2544 00; 4 D49Y 352 [7 2 224 t1 4 304 14 9 84 4 t 256 13 0 252 12 3 0 352€ a.0 2z4 °° a3044 a o sa! A a 2ss o 2 in 22d 0 0 304 O.a, 6.4i —C141 288 R 0 T 252. 0 4j d" /y �� NStV t _ 304 40. 25 IlnfiltaUon - 1(o1um ticiume VbTurtte;>� _777ct {� p 018± 3188t, STD 30T$ 3 ..... 2736€:. 4d fi56 12, 2394.. .. 38.;:. .. 2288 .38� E 102 59 89 3lT 68 6f. � f]eswn Temp 7s Head ass(1l xkl I 8735 5i!&6 162i 2 i6 799 5flmt ®qr��0' g Wiro t l� F INDLtW ;R�Opm (2ne!floor] droam#f. baiitl«t. ... bedroQ3ly#3 .. bedro om# :.. haA .. bafk#2 .... FT� 33Cs 1 I27Z. 224 _ ;i$ t34 - BY �Exf:Walt{F 5a _33 30 _ DATE PR t+ylg tiefight.th"� .6 8 8 88. 8 $ STATE as ;t re , ;1. s t1aeA) Araa Moss: Jt Area '.LOS(t#xAj Ares too . Arse BUILDER: HOMES BY PENN CYON _ w � ., -_ Alhdows.jlJ _ ' i a.- — l JOB NAME: KEENAN 32� 10 9 82:7 32 - 10 9< 32 10 � 8 2 7= 8 2 7 '!7w _. 0 a� .. 04 0.0 31.,-.__ " ! o P a o a MODEL: WESTGATE poori(l7 SITE LOCATION: SOUTHOLD TOWN, NY _ 0149 000 COUNTY: SUFFOLK ._ 1 ZIP CODE: 11971 0 a55; 388< _ ;20 2 48 2 232 12.8, 248; 114� 48 2 8 god, 11 0 00: 3681, 0.0. 48f ov 23 o o 20s1: 0.0+. 48 � EXPOSURE CATEGORY: C Fi�._�oors 1 r GROUND SNOW LOAD (Pg): 20 psf a 338 a.01 1.12( q;O 27 0 Y 2, 0 2241. 0 01 96 a8. 134; Q:0 T1 ( WIND SPEED Vas :0.01. _ 12a ►.o '2 Z o 01 224, �0 pl 98 0.0 154 __..o:o _ o mph : 120 0,028. 338 . 8.7 -112 w 9 27 t 71: 224t. 5.8 . 98 4:0 0 010 D: ° PENN 1 i � _. ,Idf3(tCatiOn . Volume I t uoirune .. lfalum0 ! yotnme ... Votcmje lfiotum , irolu� met _ �. LY ON .vim-- 0.015 w 2G88 4at..... 896 fi�4( ?:t78s µ"--a6I.T l7a2j. Tom{EJ x1} sa 2 s0 s 2u :3� HOMES CORPORATION ' '''' PO BOX 27,AIRPORT RD, SELINSGROVE, PA 17870 �@$�If TelYlp 78. (570)374-4004 1(800)788-4754 Heat Loss(uXAXT) € 71i0 1940: 5622 4d75 1755 3212 nwanec TME 3 Es{2sa!:FT)_ -2 -� _ 4. HEAT LASS CALLS. Hwas.(SSO 1 FT). M15 4/13/zoos sr�r - -- - A11 Nrs 5/7/2009 1:23:44 PM IZO PRaJE09_018 SERIAL NO. WIND SPEED= ---- NOTE: I I MODbW H.W.B.B. HEAT SYSTEM I I GM UGE DESIGNED FOR A 1 G.P.M. II I II I FLOW RATE w/ A 1800 ENTRANCE TEMP. II I (580 BTU/HR/LIN.FT) II DATE DESCRIPTION BY O O 6' _ IF III I IL -Jil II KffCHK fV W I I J NOOK 0 / PORCH ROOF BY PLH — FOYER DW DATE PRODUCTION BY 4' I HATS 3 5' o 0 I � ° ' 2' BUILDER: HOMES BY PENN LYON ra I o JOB NAME: KEENAN ati ——— —— — — —— — Ot MODEL: WESTGATE I I SITE LOCATION: SOUTHOLD TOWN, NY l a I I I COUNTY: SUFFOLK w L I I I ZIP- CODE: 11971 flING ROOM FAIUY ROOM EXPOSURE CATEGORY: C DINING ROOM I GROUND SNOW LOAD,(Pg): 20 psf a i i i WIND SPEED (Vas): 120 mph I INV. )PENN LYON FIE � HOMES CORPORATION / I _ I / PO BOX 27,AIRPORT RD,SEIJNSGROVE, PA 17870 I (570)374-4004 1(800)788-4754 ORWNG IDLE: PORCH ROOF BY PLH I s��A 0707 1ST RR BtiSOMM HEAT GRON se ws �4/13/200J �` cNECNm er scus --- 3/,s•=,-D• Al 5/7/20091:25:40 PM t .y PROJECT NO' SERIAL NO. WIND SPEED= 120 09-018 ----- NOTE: I I H.W.B.B. HEAT SYSTEM DESIGNED FOR A l G.P.M. I I I FLOW RATE w/ A 180° ENTRANCE TEMP. I I I (580 BTU/HR/LIN.FT) I I I I I I I I I DATE DESCRIPRON BY \ / 'D' I I ' I I 2' BEDROOM f 2 I I o I � I \\� Gj I I � w I DATE PRODUCTION BY I I I I I BUILDER: HOMES BY PENN LYON 2' HeIL OF �� I JOB NAME: KEENAN MODEL: WESTGATE — 1 SITE LOCATION: SOUTHOLD TOWN, NY COUNTY: SUFFOLK BEDROOM #i BEDROOM #3 (ram) I BATH �1 r- ++ ZIP CODE: 11971 EXPOSURE CATEGORY: C I MIC I I sFa 0. GROUND SNOW LOAD (Pg): 20 psf I o IfE WIND SPEED (V3s): 120 mph i I L- - PENN 51 - - - - - - -- � (OLYON HOMES COMRAMN I PO BOX 27,AIRPORT RD,SEIJNSGROVE PA 17870 / I (570)374-4004 1(80D)788-4754 DRAWING ME: 2ND FLR BIISEBOM HEAT I / I DRAWN BY., MJS DAIE /13/2009 srREr: — —— ———— — —— — J GKMa er -U 4 Al 3:11 5n120091:26:01 PM PROJECT NO. SERIAL NO. WIND SPEED= . 09-018 ----- OAK RISER 8 1/8" 9" OAK TREADS .1 1/4" NOSING 3'-0" 2x10 STRINGERS 42" WIDE, OVERHANG LEFT (1ST 3 TREADS) 36" WIDE, NO OVERHANG (REMAINER OF TREADS) 3'-6" 3RD TREAD 0 3'-6" .I DATE DESCRIFION f3Y SLOPED W ALONEEN STAIRS G UP ER RUN. 2X 1 0 3'-4 1/2" 1ST TREAD OAK RISERS I - '�� IF1 M.FjNy as1� 3/4" OAK NAILER L 1� 3'-11 1/4" �O� 07071% RO 4" AK co I m u') w , /J DATE PRODUCTION BY 2 X 8 OAK I i TREADS o cr- x SEE DETAIL ¢ ON STEP #3 BUILDER: HOMES BY PENN LYON 3'-11 1/4" i �, �. JOB NAME: KEENAN BULL NOSE ON MODEL: WESTGATE 3/4" OAK NAILER 0 STEP T ERIIGPHT;SIDE M # SITE LOCATION: SOUTHOLD TOWN, NY N COUNTY: SUFFOLK ZIP CODE: 1197.1 3'-7 3/4" PLATFORM EXPOSURE CATEGORY: C GROUND SNOW LOAD (Pg): 20 psf 7'-4" CUT SIDEBOARD WIND SPEED (ft): 120 mph FINISHED WALL TO THE LEFT OF THE STAIRS FLUSH WITH NOSING 0 PENN WO O OLYON 9'-10 1/2" 3'-11 1/2" HOMES CORPORATION PO (RIGHT SIDE) I 4'-9 1/4" (570)374-4004RPORf RD,SEllNSGR`V )7A14854 r� — 9'-2 1/4" 4'-7 3/4" muwixc m� 13'-10" (LEFT SIDE) STAIR DETAIL FU �` MJS MM4/13/2009 ` cHEacm er: 3/,6• -D• Al 5/7/20091:26:15 PM �l 20'-0" NOTE: ALL LUMBER U5ED AT DECK TO BE PRESSURE 9'-0" 9'-O" 21-011 TREATED. ALL HARDWARE TO BE GALVANIZED. 20�_O�� — — LINE OF DECK LINE OF DECK 0 • - � � STEPS ADV. � _ _ _ .� o STEPS � O — — — — —1 - - - - -- L - - — Vl -I O Q 3' HIGH PVC DN NEW 3G" HIGH PVC W �(� Q� Ln PIER N I N v RAILING A5 PER GALV MTL SM O RAILING SYSTEM W/ V 1 v- ' I ' I I i I I SECTION R3 12 OF BALUSTERS TO BE ANCHORS OR EQUAL J L t J SPACED TO PREVENT �l./ ON 24" X 24" X 12" I EXIST. RES. THE RESIDENTIAL CODE PASSAGE OF A 4" SPHERE JPN P.0 FTG. DOT. OF FTG, I OF N.Y.5. O x V II 3'-0" (MIN.) BELOW 01 I m � 0 EXIST. I F �INISHED GRADE o I 4" X 4" O CELLAR TYPICAL p I _-1 DN 2" INTERMEDIATE Q ' I I TYPICALPVC OSTS O v > In 2" x G" D.J. I G" O.C. 2"x G" D.J. @ I G" O.C. ( COMPOSITE @ \ CANT I DECKING V 1 � w r- — F — -1 I o Z o -- o w N N LATTICE CR L II L J L J I N N v o V .. . �>tu o oom o 0 0 o \ U m o N N ELEVATION II N ° m l m l SCALE: 1 /2" = 1 '-0" ~ Lu - t o ` er 7 J -1J J I oQ U I I - - - - — — - - - - - — — � Nv DN WD STEPS W/ HR TO GRADE A5 REQ'D - W - - - - - - - - � — - - - \ N TYPICAL - - - - - - 7'-0" G'-0" 7'-0" 71_0" Gl_011 71_011 I� 2'-0" 9'-0" 9'-0" v j W 201-011 uA W0 DECK FOUNDATION PLAN PLAN 00 �D SCALE: 1 /4" = 1 '-0" 5CALE: 1 /4" = 1 '-0" 0 O AF�PA WOOD FRAME CONSTRUCTION 2001 EDITION N W N AREA: 480 5 . F. FASTENER SCHEDULE FOR STRUCTURAL MEMDER5 DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE SPACING OF FASTENERS OF FASTENER FLOOR FRAMING J015T TO SILL OR GIRDER, TOE NAILED 4-8d PER J015T BRIDGING TO JOIST, TOE NAILED 2-8d EACH END BLOCKING TO JOIST, TOE NAILED 2-8d EACH END 2"X 2" BALUSTERS BLOCKING TO SILL OR TOP PLATE ( TOE NAILED) 3-1 Gd EACH BLOCK @ 5 O.0 o LEDGER STRIP TO BEAM (FACE- NAILED) 3-1 Gd EACH J015T CD J015T ON LEDGER TO BEAM (TOE NAILED) 3-8d PER J015T P05T AS PER PLAN. BOLTED TO BAND J015T TO JOIST, END NAILED 3-I Gd PER J015T Q DECK J015T (ONE @ EACH 51DE 1 !/4"X 20 ga. STEEL STRAP OR BAND J015T TO SILL OR TOP PLATE (TOE NAILED) 2-1 Gd PER FOOT m U OF POST) WITH 2-1/2"0 GALV. EQUAL @ I G" O.C. RUN UNDER J_ BOLT5 WASHERS (fYP) SILL PLATES AND UP STUD. COMPOSITE DECKING STUD WALL _ COMP051TE AS PER PLAN (� DECKING Z FJ AS PER PLAN I . ALL PLANS TO CONFORM TO THE RESIDENTIAL CODE OF N.Y.S., 2007 EDITION DECK JOISTS AS DECK E PER J015T F AND LOCAL BUILDING CODES. PER PLAN 2. CONCRETE 15 TO BE 3000 P51 MIN. CONCRETE FOR PORCHES, GARAGE SLABS \ N EXPOSED STEPS TO BE 3500 PSI. ALL CONCRETE EXCEPT 13A5EMCIT SLABS TO �L O H2.5 (GIRDER TO JOIST) \ 5-8d TO GIRDER BE AIR ENTRAINED.` 3. DESIGN 15 BASED UPON A PRESUMPTIVE 501L LOAD-BEARING VALUE OF 2000 P5F L j 5-8d TO J015T AS PER TABLE 401.4.1 OF THE RESIDENTIAL CODE OF NEW YORK STATE. Q GIRDER AS PER PLAN 4. NOTIFY ARCHITECT OF ALL CHANGES. THE ARCHITECT SHALL NOT BE RESPONSIBLE FOR ANY CHANGES WITHOUT NOTIFICATION. GRADE GALV. MTL. (2) 2 x G PRESSURE TREATED SILL PLATES 5. DO NOT SCALE THE DRAWINGS. POST ANCHOR. JOIST HANGER W/ 5/5" 0 ANCHOR 130LT5 x 12" L G. HANGERS REQUIRED AT ALL FLUSH STRUCTURAL LOAD CARRYING SIMPSON PB SERIES — HOLD G"-! 2" OFF EA END OF EA 51LLPLATE. CONDITIONS. OR EQUAL 7. ALL RAILINGS, INTERIOR AND EXTERIOR TO HAVE BALUSTERS TO BE - ' BOLT LEDGER MIN EMBEDMENT 7 INTO CONCRETE SPACED SO AS NOT TO ALLOW PASSAGE OF A SPHERE 4"OR MORE Date: 4/22/ I 0 CONC. PIER W/ 3/8 0 BOLTS W/3X3 WASHERS. REFER TO DRAWING IN DIAMETER. AS PER PLAN @ 8" O.C. STAGGERED #2 FOR SPACING. 8. ALL LUMBER USED AT DECK TO BE PR.E55URE TREATED. ALL HARDNIARE TO BED Prod. #: 09.51 GALVANIZED. FOUNDATION WALL TYPICAL PORCH DECK DETAIL AS PER PLAN CONSTRUCTION NOTES Drwn. by: TC SCALE: N.T.S. TYPICAL DECK NAILER DETAIL Chkd. by: DK SCALE: rr.Ts. D beet n . APR 2 9 2010 � . cy 10WN OF SOUTNOID V r)CCUPANCY OR 22'-0" 22'-0" 0 UNLA' FUL PLUMBING ALL PLUMBING WASTE ' `' s T-I( RTlFlCAT � &VV^TER LINES NEED TESTI�,G BEFORE COVERING COMPOSITEUF ,� , "Q.7D DECKING +1 _10 — — — — — — — — — — — - - `o - - �. DECK JOISTS AS r r r_ `` PER PLAN I — — — — — — — — — — — — — — RETAIN STORM WATERRUNOFF DATE: _ — -. . V 20'-8" 18" PURSUANT TO CHAPTER 236 m OF THE TOWN CODE. NOTIFY CIyIL[;: la L ,'.�,t T:`,':NT AT N 1 I 1 I 755-1802 8 A�� TO PI M FOR THE � 0 f U N EXCAVATED FOLLOWING IN.PEC i ;,;S: — " 1. FOUNDATION Tr'V" R :cUIF«D UFO �NwRiTERSCERTI ^ATL DROP TOP OF FIND I 4 P.C. SLAB PITCH I °. H2.5 (GIRDER TO JOIST) WALL @ OH DR 1 TO O.H. DOOR I 16'-6" 5'-6° FOR POURS CC? ,912TE REQUIRED m 5-8d TO GIRDER - 5-8d TO JOIST Q POUR HAUNCHED I p 2. ROUGH - E= aPr:i4� & FLUMC'!NG L 3. INSULATION'' >, \ N 5LA13 OVER (TYP) I O — I cv GIRDER A5 PER PLAN NOTE. ALL DECK FRAMING LUMBER I -` DO NOT PROCEE WITH 4. FINAL - C0-H TRU(.TION IMUST r GALV. MTL. TO BE PRESSURE TREATED. ALL I I D 8-0 HIGH X 8 THK POURED CONCRETE FRAMING UNTIL c URVEY BE COMPLETE FO ' C.O. 1. P05T ANCHOR. HARDWARE TO BE STAINLESS STEEL I 0 � WALLS ATOP 16"X8" DP P.C. FTG. W/ KEYWAY OF FOUNDATION LOCATION ALL SH,4LL MEET THE 5IMP50N PB SERIES OR GALVANIZED. ALL RAILING I 0 12" P. C. FIND WALL ON � �I I ON FIRM UNDISTURBED SOIL OYP. UNLE55 HAS BECK APPROVED. REQUIREMENTS OFT iE CODES OF NEW � � • I O °- - YORI< STATE. NOT ESPONSILB FOR OR EQUAL COMPONETS AND DECKING TO BE _m I 24 X 8 P.C. FTG. THIS O cv NOTED OTHERWISE) s x CONC. PIER SCREWED CONNECTIONS. '1 WALL WHERE SHOWN I DESIGN OR C P<STR CTIOM ERRORS. �012 A5 PER PLAN I — — — — — — - - - -- — — — — — — — . — `� - -J�281- - - - - ( � TYPICAL PORCH DECK DETAIL g5TEPFTGUP l - - - - - - - - — — — — — — — — — — - — — - -- - - - - - I O ------ - 2:1 MAX O 1 V > O SCALE: N.T.S. - r , S- In r L rrt IATION NOTE: STAIR OPENING FRAMING I r _. , "I BY MODULAR MANUFACTURER N LEAD U'C'1'�t;- . ,-ORE 4.3 o I ( LINE OF DECK = C RTl ICATE O`= -' (' '''ANCY (� S STEPS ABV. rr o cv 0 I [� SOLDER ER US L ;;.,.TE:R F--------------------------- I - ______ I " r H.R. I " UP LY SYS LINE OF DECK Gil ------__ 36 WIDE WOOD STAIR 2-6 6 STEPS ABV. 6 5-7 5-8 6-3 4-3 ��--� LE W/ 36 HIGH HANDRAIL EXCEED Brio G"� i is LL A!', 1 1/4"X 20 ga. STEEL STRAP OR - - —---------------- - -1�------------- -- -------------------- - 2"x 8" NAIL) RI 3 C9- - - J EQUAL 16" O.C. RUN UNDER - - - BOTH SIDES. - /TECOS -�r___ -- @ = I- - - I - - _ _ 13R N W ------SILL PLATES AND UP STUD. -' (2) 2" x 8' J TRT'D GRD — — UP F----------------- --,� - " u1 Qf ""' it ; �.1.iL _J — 1 iI ------------�J 2 x 6 D.J. 1 1 � •-:.. �� •(?;_! c' ----- - NOTE 4 0 COLS _ I G" O.C. 1 I m P,^� 1F ,_ STUD WALL _ II ,n @ firs.. -� J o O 8 X 8 I I ------ III ON 36" x 36" x 12" P.C. `-)`'P I(;E fl- t D1 S ( f�,,uTE, AS PER PLAN I n/ U � = CONIC. I 10'-7 1/2" 6'-9" — \ FTG A5 SHOWN I r ` ';' ' : '`;i`.I E, COMPOSITE O �° �I ( ) - X _ _� PIER I - m 1 .tl, - - -- -�--�--� DECKING FJ AS PER PLAN �• — — 0 � � � -I I— � •• " DIA. P.C. PIER DECK JOI5T I I SD 3'-0" (MIN.) A5 PEP, PLAN --- _- I 1 — _ — — — _ — � _ I _ I I _ _I _ _ �' ' I I I I I I BELOW GRADE CERTIFICATION OF - — � — � � J � {�11LIN(G & CONNECTIONS rTl F �, w J I N REQUIRED. ' � I I Gill 5'-7" 1 11'-O" 10'- 1 I " 8� 51_O�� 5'-8r1 Gl_711 31-711 3r T-10" 7'-10" 3'-0"I 8" u (2) 2 x G PRESSURE TREATED SILL PLATE5 J015T HANGER W/ 5/8" 0 ANCHOR BOLTS xc12" L 0 j ( NOTE: 4" 0 COL'5 ON " I z HOLD G"-12" OFF EA END Or EA 51LLPLATE. 1 10'-0" x 3'-6" x 12" P.C. NOTE: 4 O COL. ON BOLT LEDGER MIN EMBEDMENT 7" INTO CONCRETE [� 2 x 6 D.J. 1 NOTE: 12 P.C. FND NOTE: ALL C LUMNS n 42" x 42" x 12" P.C. -II.. FTG (AS SHOWN) i/ FTG (AS SHOWN) r'r'1 W/3/8" 0 BOLTS W/3X3 WASHERS. REFER TO gRAWING I � @ ! 6" O.C. I 1 �. WALL ON 24"X 8" P.C. TO BE PLACED 50 O @ 8" O.C. STAGGERED #2 FOR SPACING. I I FTG. THIS WA IL. THAT HALF OF I 0 x 1211 \ N o O �I - I DBL. 2 X 12 5 LL PLATE IS UNDER EACH MODULAR HOME ABOVE I , • I `� H • cL I I ^ I I I PLATE REQUI D UNIT. N FOUNDATION WALL (DRAWINGS BY OTHERS) AS PER PLAN _ L-j J � z � I ••• I 1�, CELLAR I °• �T� w le i TYPICAL DECK NAILER DETAIL N = w I w � I I p °� �N(STI-: FIRE-PROTECT ALL 4 ° P.C. SLAB 1 0 Lu -' `RAMING AT HEATER LOCATION I `./ — — SCALE: N.T.S. O O (L O co m I I EATER W/15/8" FIRE-RACED G.W.B. AS (APOG BARRIER 1 z 0 N p PER CODE. (lYP) O F- _ I- ° � I L - -`� - - - - I I - - - - — — — — — — — — — — — — — — — — — - - - - - - - - - - - - - - - J. I Q L; J I I - — — — — — — - — — — — — — — — — — — — — - — — — — — — — - — — — — O o 2817 , `� 2817 1. ALL PLANS TO CONFORM TO THE RESIDENTIAL CODE OF N.Y.S., 2007 EDITION AND LOCAL BUILDING CODES. x I I N 2. CONCRETE 15 TO BE 3000 P51 MIN. CONCRETE FOR PORCHES,GARAGE SLABS p N p _ 11 L — — — - GALVANIZED M7L N EXPOSED STEPS TO BE 3500 PSI.. ALL CONCRETE EXCEPT BASEMENT 5LA55 TO -' N / _ _ AREAWAY AS REQ'D NOTE: VERIFY ALL DIMENSIONS BE AIR ENTRAINED. 1 1 `� �i iOulfl N 1 BY GRADE (TYP) AND INFORMATION w/ MODULAR 3. DE51GN IS BASED UPON A PRESUNV1PTIVE 501L LOAD-BEARING VALUE OF 2000 P5F AS PER TABLE 401.4.1 OF THE RESIDENTIAL CODE OF NEW YORK STATE. 1 cv aU HOME MANUFACTURER 4. NOTIFY ARCHITECT OF ALL CHANGES. THE ARCHITECT SHALL NOT BE 1 RESPONSIBLE FOR ANY CHANGES\WITHOUT NOTIFICATION. 1 1 (2) 2" x 8" TRT'D GRD I� 5. DO NOT SCALE THE DRAWINGS. - -1 - _ G. HANGERS REQUIRED AT ALL FLU5M STRUCTURAL LOAD CARRYING - -------------L - ----__-------� CONDITIONS. 7. ALL RAILINGS, INTERIOR AND EXTEFRIOR TO HAVE BALUSTERS TO BE a SPACED SO AS NOT TO ALLOW PA65AGE OF A SPHERE 4"OR MORE 12" DIA. P.C. PIER W/ 6" 5'-1 1" 5'-1 1 " 6" 1'-8" IN DIAMETER. GALV. MTL 51MP50N ANCHORS OR EQUAL 8'-5" 5'-2" 15'-0" 15'-0" 1 2'-4" CONSTRUCTION NOTES ON 24" X 24"X 12" P.0 FTG. BOT. OF FTG. 55'-1 1" 3'-0" (MIN.) BELOW CLIMATIC AND GEOGRAPHIC CODE ANALYSIS FINISHED GRADE 12'-10" (PORCH) z DESIGN CRITERIA NOTE: REFER TO DRAWING #2 FOR a" GROUND SNOW OCCUPANCY: RESIDENTIAL LOCATION AND TYPE OF HOLD WN z LOAD 30 P5F REFERENCE STANDARDS: fOUNDATION PLAN HOLD-DOWNS AND ANCHOR SIMPSON OR EQUAL HOLD10WN5 � RESIDENTIAL CODE OF NEW YORK STATE, BOLT5. SPEED 2007 EDITION „ ,_ „ TO BE PROVIDED AT CORNERS OF WIND Q (mph) 1 20 WOOD FRAME CONSTRUCTION MANUAL, SCALE: I /4 ! O AF 4 PA 2001 EDITION BUILDING AND ATE-OPENINGS z o CLIMATE ZONE: 4 SEISMIC DESIGNDAYS : � cn C DEGREE DAYS : 5750 GREATER THAN G0 WIDE (U.N. O CATEGORY DESIGN LOADS u— DECKS 40 P5F NOTE: CONTINUOUS SPREAD TYPICAL ANCHOR BOLT: WEATH- SEVERE EXTERIOR BALCONIES GO PSF EKING FOOTINGS TO RECIEVE (2) #4 5/8" DIA. x 3'-0" O.C. (U.N.O.) " FROST ATTICS 20 P5F(LIMITED STORAGE) BAR5. COLUMN FOOTINGS TO WITH MINIMUM EMBEDMENT OF 9 LINE 3'-0" 10 PSF(NO STORAGE) SUBJECT DEPTH RECIEVE #4 BARS @ 8" O.C. EACH WITH 3"x3" SQUARE WASHER. Date: G/5/09 TO ROOMS OTHER THAN WAY. HOLD 12" OFF CORNERS AND Prod. #: 09.5 DAMAGE MOD-TO SLEEPING ROOMS 40 PSF TO 12" OFF EACH END OF EACH TERMITE FROM HEAVY SLEEPING ROOMS 30 P5F SILL PLATE. (U.N. .) SLIGHT TO STAIRS 40 P5F DECAY MODERATE HANDRAILS zoo# drwn. by: TC WINTER 30 ROOF o P5F(GROUND SNOW LOAD) DESIGN I I hkd. by: DK TEMP BASIC WIND SPEED 120 MPH ICE SHIELD UNDERLAY- DEAD LOADS 10 PSF MENT REQUIRED DEFLECTION LIMITS: RAFTERS WITH NO FINISHEDCEILIN .-"'%`�-'--- s eet no. RAFTERS ATTACHED NO U 1 H �•w � FLOOD HAZARDS _ FLOORS U360 'T' q I 'i AIR '. ,,fir✓; FREEZING 5 1 O INDEX T o "IS <0 of 2 N - - - - - - - - - - - - - - - - - - - - - - - — - - - - - - — •� 2 x STUD C") 3 I O , . . 00 ao U N EXCAVATED — O (2) 2 x G PRESSURE TREATED SILL PLATES 0- I 3 4" P.C. SLAB PITCH O W/ 5/8 0 ANCHOR BOLTS x 1 2 L I TO O.H. DOOR I V HOLD 6 -12 OFF EA END OF EA 51LLPLATE. MIN 5IMP50N STHD 14RJ ° o EMBEDMENT 9" INTO CONCRETE W/ STRAP TIE HOLDOWN _ 3'-2 I/2" °° 3X3 WASHERS. SEE BELOW FOR SPACING. (PLACE I 1/2 FROM (� �' Ln � ?0— CORNER) ° (1) #4 REBAR N O — —\"J ONE#4 REBAR 1 2" MIN. LENGTH (SEE DETAIL AT - - - - - 0 30" MIN. REBAR �('�� -'� a FOR LENGTH * Q —z° — �' — — — — — — — —�— \�— — v — — I� LOCATION) C� LENGTH — — -- - - - - - - - - - - - - - - - -- - - - - - - - - - - - s FOUNDATION WALL IF ND WALL C") F , v AS PER PLAN ,. I O I O I I U1 0 -I-� STHD 14/STHD 14RJ I I O V > In 4 TYPICAL STRAP TIE HOLDOWN DETAIL (RIM J015T APPLICATION) I I CELLAR D I I s o Ln NTS TYPICAL STRAP TIE HOLD, DOWN DETAIL - - - -� I OI --- ------ ---- ----- --------------13R �_______________-------- 4 " P.C. SLAB L SCALE. N.T.S. UP --__--'-;� VAPOR BARRIER U � I i � o .. O3 ' + � : I I i °- - — — — — — — — - -� do O _ O O _ O I . I O I I I � HDU14 — HOLD DOWN • ' I I I" 0THREADED I MODULAR HOME ABOVE © i rTl ROD I © (DRAWINGS BY OTHERS) HEATER I W II i ,� I 3 I ,' I � •, V Ire 0 — — — — — — — — — — — — — — — — — — — — — — — f- - - - - � I � - - - - - - - — - - - - - - - - - - - - — - - - - - - 8„ o TYPICAL HOLD-DOWN SECTION DETAIL + SCALE: N.T.S. � CV ANCHOR / HOLD-DOWN PLAN NOTE: VERIFY ALL DIMENSIONS AND INFORMATION w/ MODULAR HOME MANUFACTURER 5CALEr ! /4" = I '-0" ANCHOR BOLT 5PACING 5YMB0L HOLD-DOWN HD19 ° REPRESENTS LOCATION OF 51MP50N STHD 14RJ ° 8" O.C. © STRAP TO CONNECT 15T FLOOR STUDS TO z FOUNDATION. STRAPS TO BE LOCATED 1 1/2" FROM I I EDGE OF FOUNDATION (U.N.O.) RODD 0 THREADED 1 5 n 0,C. O USE STHD 14 AT GARAGE. n 3G O.C. 03 REPRESENTS LOCATION OF 51MP50N HDU 14 HOLD-DOWN., Q HOLD-DOWN CONNECTED TO I " THREADED ROD IN5TALLED� U > EMBEDED I I I/4" - �' IN SET EPDXY. THREADED ROD TO BE EMBEDED MIN. 9" INTO Q Q IY MIN INTO CONC. ° II POURED WALL . STUD LOCATION IN WALL TO DETERMINE THREADED ROD LOCATION. HOLD-DOWN * THREADED ROD F4, TO BE INSTALLED ON SITE. U ° Date: 6/5/09 REPRESENTS LOCATION OF 51MP50N HD 19 HOLD-DOWN. Proi. #: 09.51 HOLD-DOWN CONNECTED TO 1 1/4" THREADED ROD INSTA'LL.ED IN SET EPDXY. THREADED ROD TO BE EMBEDED MIN. I I I/4" HD19 HOLD-DOWN SECTION DETAIL INTO POURED WALL . STUD LOCATION IN WALL TO DETERMINE SCALE: N.T.S. THREADED ROD LOCATION. HOLD-DOWN * THREADED ROD Drwn. by: TC TO BE INSTALLED ON SITE. Chkd. by: DK NOTE: REFER TO MODULAR PLAN5 FOR CONNECTION sheet no. OF HOLD-DOWN TO FRAMING. - A_ Y � r w)K °• 01Z11 {C -of 2 F OP t'4Ev4