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Home My WebLink About34369-ZFORM NO. 4 TOWN OF SOUTHOLD BUILDING DEPARTMENT Office of the Building Inspector Town Hall Southold, N.Y. CERTIFICATE OF OCCUPANCY NO: Z-34581 Date: 09/28/10 THIS u~TIFIE$ t~at the building ACCESSORY GARAGE Location of Property: 1565 JACOBS LA SOUTHOLD (HOUSE NO.) (STREET) (HAMLET) County Ta~ ~ap No. 473889 Section 79 Block 6 Lot 4.3 Subdivision Filed~4ap No. __ Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated JANUARY 2, 2009 pursuant to which Building Permit No. 34369-Z dated JANUARY 2, 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 ACCESSORY UNHEATED GARAGE AS APPLIED FOR. The certificate is issued to JACK H & KAREN M THILBERG (OWNER) of the aforesaid building. SoF~OI~KCO~I~YDEPART~ENT OF HEALTH A~PRO~FAL N/A ELECTRICAL c~TIFICATE NO. 09-163 09/02/09 pLD]~ERS c~TIFICATION DA'£~4~ N/A Rev. 1/81 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. 34369 Z Date JANUARY 2, 2009 Permission is hereby granted to: JACK H & KAREN M THILBERG 1565 JACOBS LANE SOUTHOLD,NY 11971 for : ACCY UNHEATED GARAGE IN REQUIRED REAR YARD OF EXISTING SINGLE FAMILY DWELLING AS PER PLANS SUBMITTED at premises located at County Tax Map No. 473889 Section 079 pursuant to application dated JANUARY Building Inspector to expire on JULY 1565 JACOBS LA SOUTHOLD Block 0006 Lot No. 004.003 2, 2009 and approved by the 2, 2010. Fee $ 596.00 Authorized Signature ORIGINAL Rev. 5/8/02 Form No. 6 TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION 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: 1. Final survey of property with accurate location of all buildings, property lines, streets, and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal (S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system 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. Bo 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 New Construction: Old or Pre-existing Building: Location of Property: /~'~/. ~-'~' ~J-,~O'_~i>6~' ~. House No. Street Owner or Owners of Property: Suffolk County Tax Map No 1000, Section ~7 7 Subdivision Permit No. s~__~C', ~:~'~ ? Date of Permit. Date. ~-~c~',~7'"- ~.L.~ ~0 [0 (check one) Hamlet Block ~ Lot ~ 3 FiledMap. ~ Lot: ~ Applicant: Health Dept. Approval: Underwriters Approval: Planning Board Approval: Request for: Temporary Certificate Final Certificate: (check one) Fee Submitted: $ - "~l~plicant Sign'~Fuure~" / l~= E= I. EAST END INSPECTION AGENCY, LLC RO. BOX 35 EAST QUOGUE, NEW YORK 11942 631-594-2272 Fax 631-594-2272 www. eastendinspections.org CERTIFICATE OF ELECTRICAL COMPLIANCE Owner Jack ?hilberg Addmss: 1565 Jacob Lane Scutholdr ~¥ 11971 Cert. Non Q_ 1; ~ Location of Pmoe~v Inspected 1565 Jacob Lane, $outhold, NY Location Cr~es Street SCTM~ (if applicable) Dlst Sec Block __Lot ( ) Commercial ~) Residential ( ) Industrial ( ) Other ( )Basement ( )lstFIoor ( )2ndFIoor ( )3rdFIoor (x)Garage ( )SwlmmingPool ( )HotTub ( )Sewica ( )New ( )Addition (~[Renovation ( )ElecbicalSurvey ( )Other Receptacles Switches F~'ure Outlets (2) (3) (1) GFCl Dishwasher Washer (1) Bell Trans Dimmers Unit Heaters Special Recap Track Lighting Pool Pump (1) 50map co Detectors Smoke Detectors NC Units Size Service Service Disconnects existing Sen/ica Underground Service Overhead Incandescent Fixtures (1) Dryer Hot Water Heater Pool Heater Other Service Meters Other (1)4-50 Installer: ~ Electrical Flourescaot Fixtures (Nh Fix Range Ceiling Fans Fumaca Motors Multi Outlels Pool Light Time Clock Other Other Service Conductors Size/Phase Other Other Uc.#1022E TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 FO U.DA,NSPECTION ION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ REMARKS: ] FIRE RESISTANT PENETRATION DATE -~~ INSPECTOR/~. /~ ~ TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] I/.~ULATION [ ] FRAMING / STRAPPING [/'] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SA,-.., f INSPECTION [ ]FIRERESlSTANTCOIISTRUCJiOH [ ]FIRERF..SISTANTPEHETRATIOH DATE INSPECTOR FIELD INSPECTION REPORT I DATE~ I FOUNDATION (1ST) FOUNDATION (2ND) PLUMBING INSULATION PER N. Y. STATE ENERGY CODE FINAL ADDITIONAL COMMENTS TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL SOUTHOLD, NY 11971 TEL: (631) 765-1802 FAX: (631) 765-9502 SoutholdTown.NorthFork.net Examined Approved Disapproved aJc Expiration '7 //~' ,20 PERMIT NO. BUILDING PERMIT APPLICATION CHECKLIST Do you have or need the following, before applying'? Board of Health 4 sets of Building Plans Planning Board approval Survey Check Septic Form N.Y.S.D.E.C. Trustees Flood Permit Storm-Water Assessment Form Contact: Mail to: Phone: Building Inspector APPLICATION FOR BUILDING PERMIT Date INSTRUCTIONS ,20 a. This application MUST be completely filled in by typewriter or in ink and submitted to the Building Inspector with 4 sets of plans, accurate plot plan to scale. Fee according to schedule. b. Plot plan showing location of lot and of buildings on premises, relationship to 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. ~ t//~' (§i[n~ o{ a/lican_t~r name, if a corporation) (Mailing address of applicant) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder Name of owner of premises ,~-.~Z ~, 'T~ZL~__~ I~ ~ (As on the tax roll or latest deed) If applicant is a corporation, signature of duly authorized officer (Name and title of corporate officer) Builders License No. 1~7-~ - Plumbers License No. ~& Electricians License No. /4& Other Trade's License No. ~ 1. Location of land on which nroposed work will be done: House Number Street Hamlet County Tax Map No. 1000 Section ~/~ Subdivision ~ V~//_.&c'! Block t~ Lot Z~. ~ Filed Map No. '1~_.~, Lot ,1~ 2. State existing use and occupancy of premises and intended use and occupancy of proposed construction: a. Existing use and occupancy ~ ~-~ ~cT-t_~ I~L, ~'~ ~ b. Intended use and occupancy ~/50,~ 3. Nature of work (check which applicable): New Building Repair Removal Estimated Cos?~0 ~ Demolition If dwelling, number of dwelling units If garage, number of cars Fee Adflltion Alteration Other Work (Description) (To be paid on filing this a~plication) Number of dwelling units on each floor ~//b 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. 7. D~ofexisting structures, if any: Front ~.~/ Depth Height Dim e n sion ~~tL~qo~9~d d itio n s: Front . Rear Deptb-~ Heigh'~ ~r nf Stories 8. Dimensions of entire new construction: Front Height I~ ~ ~:~tt NumberofStories 9. Sizeoflot: Front 1~),z/3 ' Rear Rear ,~ t D~pth ~.~/._/ I Depth ~ I 10. Date of Purchase l~)' lz~' ~. Name of Former Owner 11. Zone or use district in which premises are situated A ~-~ 12. Does proposed construction violate any zoning law, ordinance or regulation? YES__ 13. Will lot be re-graded? YES__ NO )~ Will excess fill be removed from premises? YES 14. Names of Owner of gremises "~~ Name of Architect ~KI ~[.y~"//2~ ' Name o f Contractor' Ibld~--'-/O/~ ~ NON/ 15 a. Is this property within 100 feet ufa tidal wetland or a freshwater wetland? *YES__ * IF YES, SOUTHOLD TOWN TRUSTEES & D.E.C. PERMITS MAY BE REQUIRED. b. Is this property within 300 feet of a tidal wetland? * YES NO~N~ * IF YES, D.E.C. PERMITS MAY BE REQUIRED. __NO X Address t.~14t~L~ Kjbl Phone No. ~_[~__7.~~'~ Address~:~*~ .Phone No ~ ~'7~,ZCl ~ qL:g,O Address :12Z 9 Phone No. NO 16. Provide survey, to scale, with accurate foundation plan and distances to property lines. 17. If elevation at any point on property is at 10 feet or below, must provide topographical data on survey. 18. Are there any covenants and restrictions with respect to this property? * YES NO ~ · IF YES, PROVIDE A COPY. STATE OF NEW YORK) COUNTY OF~1/~45~'0 ~: ~ ~ being duly sworn, deposes and says that (s)he is the applicant (Name of individual signing contract) above named, CONNIE D. BUNCH ~,-~/t Notary Public. Slate of New York (S)He is the . ~. (Contractor, Agent, Corporate Officer, etc.) Qualified in Suffolk County C0mmissi0n £xpir*s ^pd114, 20 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. Swum to before me this dayof Notary Public 20 C~c~ ~/ ' S'ignat ~ ~f ~,p~l~cant J lOC)() --f'~. ~ °~,.~ TOWN OF SOUTHOLD PROPERTY RECORD CARD [ ~ .', 4- STREET/._~----~ ~' VILLAGE DIST. SUB, LOT ~ ' I W TYPE OF BUILDING RES. ~ j O 8~8. VL. FARM COMM. ~ND IMP. TOTAL DATE REMARKS ~ '~'~/ FRONTAGE ON WATER TILLABLE [' ~ '~' FRONTAGE ON ROAD J~ WOOD.ND DEPTH ~ M~DOWLAND BULKHEAD HOUSE/LOT TOTAL Extension Extension Extension Patio Porch Deck o COLOR TRIM · Foundation Ext. Walls Fire Place Bath Floors Interior Finish Heat Woodstove Attic Rooms 15t Floor Driveway Rooms 2~d Roor Town _of Southol d Erosion, Sedimentation & Storm-Water Run-off A-~-~-~SMENT FOR.'" PROPERTY LOCATION: S.C.T.M. ~: THE FOLLOWING ACTIONS MAY REQUIRE THE SUBMISSION OF $~'ORM-WATEI~ GRADING; DRAINAGE AND EROSION CONTROL Ci=KTIFIED BY A DESIGN PR,,~r=SSIONAL IN THE STATE OF MEW Item Number:. (NOTE: A Check Mark (~) for each Question is Required for a Complete Application) Yes No 2 3 4 5 6 7 Will this Project Retain All Storm-Wafar 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 impewious surfaces.) Does the Site Plan and/or Survey Show All Proposed Drainage Structures Indicating Size & Location? This Item shall include all Proposed Grade Changes and Slopes Controlling Surface WaterFIowi Will this Project Require any Land Filling, Grading or Excavation where there is a change to the Natural Existing Grade Involving more than 200 Cubic Yards of Material within any Parcel? Will this Application Require Land Disturbing Activities Encompassing an Area in Excess of Five Thousand (5,000) Square Feet of Ground Surface? Is there a Natural Water Coume Running through the Site? Is this Project within the Trustees jurisdiction or within One Hundred (100') feet of a Wetland or Beach? Will there be Site preparation on Existing Grade Slopes which Exceed Filteen (15) feet of Ve~cal Rise to One Hundred (100') of Horizontal Distance? Will Driveways, Parking Areas or other Impervious Surfaces be Sloped lo Direct Storm-Water Run-Off into and/or in the direction of a Town right-of-way? 8 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? ti'his 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 Wafarcourse? O NOTE: If Any Answer to Questions One through Nine is Answered with a Check Mark in the Box, a Storm-Water, Grading, Drainage & Erosion Control Plan Is Required and Must be Submitted for Review Prior to issuance of Any Building Permit! l-Zl r'c'-I x I-Slx EXEMPTIONt Yes No Does this project meet the minimum standards for classificat;on as an Agricultural Project? Note: If You Answered Yes to this Question, a Storm.Water, Grading, Dralnage & Erosion Control plan is NOT Requlredl STATE OF NEW YORK, ~ t~, ~, . COUNTY OF ......................... ....'~... ........... SS That I ................................................................................. being duly sworn, deposes and says that he/she is the applicant for Permit, And that he/she is the Owner and/or representative of the Owner of Owner's, and ~s duly authorized to perform or have perfornzed the smd 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 perfonned in the manner set forth in the application filed herewith. Sworn to before me this; FORM - 06/07 , ?L~MIN ER CItECILLIS [ CTM~ 1000 "Tq - _~ ~ Subdivision: 'roperty Address: /.~ S ~~ ~ F ' C ,~sUmated Zone: ~ Confor'mi0g? ~ Ci,y: ~O/d P,'e COs'? luildiug permi(s (Open/E×pired): BP -Z/C/O Z- , Info: BP -Z/C/O Z- P__ -Z / C/0 Z- , [nfo: BP -Z/C/0 Z-____., Info: BP~ Z / C/0 Z i~gle & Separate Search Required.'? Y or N Determination: ~Q. ~t Size: ACT. Lot Size: ~Q. Lot Cov. ~Q. Front ACT Front ~Q Side~ ACT. Sid~-- ~Q. Rear ~Q. Height~ ~ ACT Height ~,~_ ' ~ Vaterh'ou~ 5' or N0 u ryes, water I~ocly ..... Pauel~ ..... Flood Zone: _ .. 13ulld~ead/Bluff Dis(ance: ,DDIT[OINAL A['PI>,O VA[,S ILEQUIIMSD uffolkC{,uu(x Ile:~Hh: '~' ,,~ Iq [1 )'es,~lhxlll , Inf0:_ ACT. Lot C0v. _ PROP. Rear ou(hohl 'l*luslens: '( ,,i t~ [~ah' ' :0uIhold ZB.\: h' ol /'l Da{e: /r :outhohl Plauning: '/<n Iq- Date: / / l)ermi( H: No[ts: Pe~ mi( #: No(e,s: ?own Landmarlc C of A: T ol N DTE: / / *NTS ('?ODE Compliauce (page 2): Y o~ N (;alculatlol: I [Jll{Ik/J Fee 3, /~. t Additional Fee ( ): $ NEW YORK STATE CODE COMPLIANCE CHECKLIST CLIMATIC/GEOG~HIC DESIGN CK][TERIA Ground Snow Load: 45 Weathering: Severe Frost Depth: 36" Design Temp: Il . [ce Shield Underlay: YE8 USE/OCCUPANCY CLASSI~'ICATION: · HEIGI~T/FI[Pd3 AREA: TYPE OF CONSTRUCTION: DESIGN CR[TEPO~'~: ENGINEEP~D/PRESCI~PTIVE Fi J LL, FPoSdv~IN G D ES IGN ELEMENTS: Y/N HEADERS: Y/N WALL STUDS: Y/N CE[J~[NG JOISTS Y£I~ FLOOR ,r(}fS'l'Y LUh{I/ER SPEC/I~S AND G[C&DE: Y/N DESIGN LOAD CALC~ILATIONS: Y/N V,'I~qDOW AFrD k~-~.)k SCHEDLfLE EGNlgSS 5~ S.F.: YIN ~IOHT 85;: Y/N 5~NT 4%: NA[L~G/CONSTNUCTION SCHEDULE PLIlI,ABBqG I~.ISI}R D[A(5[L~'vl Wind Speed: 12,0MPI{ Se~lsmic Design Category: B _, Termite: M~EI Decay: S-M 1t'1o o d Hazards: I,', ,10 I: ILA I?TE1 tS: I'.(). Box 1179 Soulh(~ld. Nh' 11!~71-09,39 Telephone (631) 76,3-1802 Fax (631) 76,3-9302 B! ~ILI)IN(; I)EI'AI/TMENT TOWN OF SOUTHOLD September 21, 2010 Jack Thilberg 1565 Jacobs Lane Southold, New York 11971 TO WHOM IT MAY CONCERN: The following items are needed to complete your Certificate of Occupancy: Application of Certificate of Occupancy. (Enclosed) Electrical Underwriters Certificate. A fee of $25.00. Final Health Department approval. Plumbers Solder Certificate. (All permits involving plumbing after 4/1/84) __ Trustees Certificate of Compliance. (Town Trustees #765-1892) __ Final Planning Board approval. __ Final Fire Inspection from Fire Marshal. __ Final Inspection from the Building Dept. __ Final Landmark Preservation approval. Building Permit: 34369-Z accessory garage ' SINGLE FAMILY DWELLING ONlY ~ '-' ' '~ ' ''~ ~: " The Sewage disposal and water supply facilities for this location have been inspected by this Department and/re' other les nd fau to fi~ Chief o//Bureau of Was'eewe~'J~alla~me~ -- CERTIFIED TO, FIRST AMERICAN TITLE INSURANE COMPANY OF NEVI YORK R(V£RHEAD SA VINGS BANK ~,~4CK H. THILBERG · ~,,AREN M. THILBERG B~J-~ # 87S0136 SURVEY OF LOT 3 MAp OF CROWLEY ESTATES A'T BA YVIEW ' TOWN OF SOUTHOLD SUFFOLK COUNTY, N Y. 1000- 79- 06 -_ 4.3 Scale 1"= 50' Oct. 15, 1987 Dec. 18. '1987(under const.) April 14, 1988 (final) ~I090 30 SC M2¥ 0223003 ac44 290900 4 o o t Robbins Engineering, Inc./Online Plus' APPROX. TRUSS WEIGHT: 324.9 LBS B -I 0.29 2377 C I -C 0.47 3012 T G -C 0.11 707 T C -F 0.47 3012 T F -D 0.29 2377 C Online Plus -- Version 20.0.010 R~N DATE: 02-FEB-07 CSI -Size ..... Lumber .... TC 0.97 2x10 SP-2401 TL Dell -0.53" in G -F L/656 BC 0.86 2x 8 SP-2401 LL Dell -0.47" in G -F L/741 WB 0.47 2x 4 SP-#i Shear // Grain in B -C 0.78 Plates for each ply each face. Brace truss as follows: PLATING CONFORMS TO TPI. C.C. From To REPORTS: ICC-ES ER-2929 TC 2- 0- 0 0- 0- 0 29- 9- 0 Plate - MN20 20 Ga, Gross Area BC 7- 6- 0 0- 0- 0 29- 9- 0 Plate - ~18 20 Ga, Gross Area Plate - MTSH 20 Ga, Gross Area Loading Live Dead (psf) Plate - TL16 20 Ga, Gross Area TC 47.0 4.0 Jt T!rpe Plt Size X ¥ JSI BC 0.0 2.0 A ~20 11.2x16.215.0 3.0 0.98 Total 47.0 6.0 53.0 A MN18 8.8x20.025.3 4.4 0.92 Spacing 108.0" B# MN20 3.8x 5.0 Ctr Ctr 0.96 Lumber Duration Factor 1.15 C ~20 11.2x16.2 Ctr Ctr 0.98 Plate Duration Factor 1.15 D b~20 3.8x 5.0 Ctr Ctr 0.94 TC Fb=l.00 Fc=l.00 Ft=l.00 E ~20 11.2x16.2-7.7 3.0 0.98 BC Fb=l.00 FC=i.00 Ft=l.00 E ~N18 8.8x20.0-7.7 4.4 0.92 I MN20 7.5x10.0 1.3 0.6 0.94 Jt React Uplft Size Req'd G# MTSH 7.0x16.0 Ctr Ctr 0.71 Lbs Lbs In-Sx In-Sx F MN20 7.5x10.0-1.3 0.6 0.94 A 7095 0 5- 8 5-14 ** E 7095 0 5- 8 5-14 ** # = Plate Monitor used Membr CSI P Lbs Axl-CSI-Bnd REFER TO ROBBINS ENG. GENERAL .......... Top Chords .......... NOTES AND SYMBOLS SHEET FOR A -B 0.59 13243 C 0.25 0.34 B -C 0.97 12418 C 0.21 0.76 C -D 0.97 12418 C 0.21 0.76 D -E 0.59 13243 C 0.25 0.34 ........ Bottom Chords ......... A -I 0.86 12449 T 0.51 0.35 I -G 0.74 9407 T 0.39 0.35 G -F 0.74 9407 T 0.39 0.35 F -E 0.86 12449 T 0.51 0.35 ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: Morton Buildings, Inc. Analysis Conforms To: ANSI/TPI 95 & 02 Run vertical thru bottom chord Joint G ............. Webs ............. Prevent truss rotation at all bearing locations. Truss is designed for no ceiling load. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Max comp. force 13243 Lbs Quality Control Factor 1.00 128.0826 R2 Quan Type Span P1-H1 Left OH Right OH Engineering I PORCH 81008 4 0 0 HO 1-15 D ALL PLATES ~ LOCK20 Scale: 0.553" = 1' Robbins Engineering, Inc./online PlusTM APPROX. TRUSS WEIGHT: 67.3 LBS Online Plus -- Version 20.0.025 RUN DATE: 19-NOV-08 CSI -Size ..... Lumber .... TC 0.57 2x10 SP-#1 BC 0.28 2x 6 SP-#1 WB 0.09 2x 4 SP-#1 Brace truss as follows: O. C. From To TC 4- 0- 0 0- 0- 0 8-10- 8 BC 10- 0- 0 0- 0- 0 8-10- 8 Loading Live Dead (psf) TC 20.0 6.0 BC 0.0 2.0 Total 20.0 8.0 28.0 Spacing 89.5" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 TC Fb=l.00 Fc=l.00 Ftc1.00 BC Fb=l.00 Fc~l.00 Ft=l.00 C 1061 39 Load Case # I Standard Loading Lumber Duration Factor 1.15 Plate Duration Factor 1.15 plf - Live Dead From To TC V 149 45 -1.1' 7.7' BC V 0 15 -1.1' 7.7' TC V 0 0 3.9' 155 0 7.7' Hz = 154 5-8 1- 8 Hz = 498 Membr CSI P Lbs Axl-CSI-Bnd .......... Top Chords .......... D -B 0.57 215 C 0.00 0.57 OH Loading Soffit psf 2.0 Provide connection to bearing for 498 Lbs Horiz Reaction Truss is designed for no ceiling load. Wind Loads - User Specified ........ Bottom Chords ......... Truss is designed as a Main D -C 0.28 374 T 0.00 0.28 ............. Webs ............. C -B 0.09 956 C WindLd TL Defl -0.07" in D -C L/999 LL Defl -0.05" in D -C L/999 Shear // Grain in D -B 0.46 Plates for each ply each face. PLATING CONFORMS TO TPi (SBCCI 72145} P~ATE VALUES MAY BE VERIFIED WITH ROBBINS ENGINEERING. GRIP BASED ON SPF/SYP LUMBER U GROSS AREA TEST METHOD. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X ¥ JSI D LOCK 5.0x 5.0 Ctr Ctr 0.92 B LOCK 3.0x 4.0 Ctr Ctr 0.61 C LOCK 1.0x 4.0 Ctr Ctr 0.75 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Plus 3 Wind Load Case(s) NOTES: Trusses Manufactured by: Jt React Uplft Size Req'd Robbins Engineering Lbs Lbs In-Sx In-Sx Analysis Conforms To: D 854 0 5- 8 1- 8 ANSI/TPI 95 & 02 Wind-Force Resistance System. Wind Speed: 100 mph Mean Roof Height: 25-0 Exposure Category: C Occupancy Factor : 1.00 Building Ty~e: Enclosed TC Dead Load: 10.0 psf BC Dead Load: 10.0 psf Max comp. force 956 Lbs Quality Control Factor 1.25 FOR: JACK & KAREN THILBERG SOUTHOLD, NY BUILDING USE: FARM MACHINE STORAGE JOB # 128-0826 BUILDING DESCRIPTION: WIDTH .................................. BW := 30.fl LENGTH .................................. BL:= $4.fi SIDE OVERHANG WIDTH ......... SOW := I.fl END OVERHANG WIDTH .......... GRADE TO HEEL HEIGHT ........ HH:= 14. fi ROOF SLOPE .......................... AS := 4/12 BAY SPACING ......................... BS := ?.5.ft END BAY SPACING .................. EBS := 7,5.ft BUILDING VOLUME .................. ~..57~- 2~.,~ PEAKHEIGHT .......................... DESIGN LOADS: WIND SPEED ............................. V~ := 120 mph EXPOSURE CATEGORY ............. EC := "C" ENCLOSURE CLASSIFICATION.,. gnC := "ENCLOSED" WIND IMPORTANCE FACTOR ..... Iw := 0.7? GROUND SNOW LOAD ............. ps :: 20.psf SNOW EXPOSURE FACTOR .... SEF := "PARTIALLY" SNOW IMPORTANCE FACTOR.. 1.:= 0.8 THERMAL FACTOR .................. C, :- 1.2 ROOF SURFACE ..................... Surface := "SLIPPERY" REFERENCED STANDARDS: SLOPED ROOF SNOW LOAD Ps := 0'7'Ce'ls'Pg'Ct'Cs Ps = 12.6'psf MINIMUM ROOF LIVE LOAD Lr:= 20.ps£.Ri.R2 Lr- 19.5.ps£ DESIGN LIVE LOAD ................... LL := 20psf DEAD LOAD ............................... DL := 4.psf CEILING LOAD ........................... CL :- 0.psf ASCE 7-02 NYBC 2007 NDS 2001 Page 1 of 19 SEISMIC DESIGN: Seismic UseOroup := "1" Site Class :- "D" Spectral response acceleration @ short periods (Ss): Spectral response acceleration @ 1-second periods (S1): Site coefficient (fa): Site coefficient (fy): Sins := Fa-Ss Sins - 0.392 Ss: 0.245 Si: 0.074 Fa 1.6 Fv 2.4 Stol := Fv.SI Stol = 0.178 SDS := (~)'Sms SDS= 0.261 2 S SDI:= (~)' mi SDI=0'118 Seismic_Design_Category Ss = "B" Seismic_Design_Category SI = "B" Note: Most severe category governs; therefore Seismic Design Category = "B" DESIGN REQUIREMENTS FOR SEISMIC CATEGORY B Buildin~Weight 24000.1b Is building light-framed construction three stories or less in height? Response modification factor (R): R := 7 SIMPLIFIED ANALYSIS PROCEDURE (SAP) FOR SEISMIC DESIGN OF BUILDINGS SAP - "APPLICABLE" 1.2.SDs R V- 1062.607-1b Since the Lateral Load from the Seismic Condition is much less than the Lateral Load from the wind, the wind Icad design governs. LFC31ess :- "YES" Page 2 of 19 WIND CALCULATION: W1 IEH= 15.5ft = ~ Wt. WIND DESIGN COEFFICIENTS: WIND DIRECTIONALITY FACTOR .................................................. K~ :- 0.85 3-SECOND GUST SPEED POWER LAW EXPONENT ..................... c~ = 9.5 NOMINAL HEIGHT OF THE ATMOSPHERIC BOUNDARY LAYER .... zo = ':)00 ~ MEAN ROOF HEIGHT ................................................................... H: 18.027.~t HEIGHT ABOVE GROUND LEVEL (ASCE minimum) ...................... z = 18.027 VELOCITY PRESSURE EXPOSURE COEFFICIENT ........................ Kz: 0.88 VELOCITY PRESSURE,,. q := 0,0b256.Kz.K~.V3$2.1~¢psf q: 21Pg, psf EDGE STRIP WIDTH ....... ESW = 3 ft END ZONE WIDTH ......... EZW: 6 fi: INTERNAL PRESSURE COEFFICIENTS: GCpilN = -0.] 8 GCpi OUT = 0.18 EXTERNAL PRESSURE COEFFICIENTS - CASE A - TRANSVERSE LOADING: END ZONES GCp£A.i E 0.78 GCp£A 2u = -I .07 GCpf:A 3E = 0.673 GCpl'^4E- 0.618 GCp£A 5E - 0.78 GCpfA 61 = -0.618 INTERIOR ZONES GCp£A 1 = 0.516 GCp£A 2 - -0.69 GCp£A 3 - -0.469 GCp£A 4 - -0.415 GCpltA 5 = 0.45 GCpl A 6 -0.45 Page 3 of 19 MWFRS DESIGN PRESSURES - CASE A - TRANSVERSE LOADING: END ZONES PA 1[ I :: q'(GCpl:^ Ir GCpi IN) P^2EI := q.(OCpf^ 2l: - GCpi IN) P^3FI :-- q'(GCpl:A 3l - GCpilN) PA4EI := q'(GCpI:A4E - GCpilN) PA5EI := q'(GCpI~A 5E - GCpi IN) PA6EI : q'(GCpI:A6E- GCpilN) PA IE2 :: q'(GCpfA IE - GCpi OUT) P^2E2: q'(GCpt:A2E- GCpiOUl) PA3E2 := q'(GCpfA3E - GCpioUT) PA4E2 := q'(GCpfAaE GCpioUT) PASE2: q'(GCpfASE - GCpiOUT) P^6E2 :: q'(GCpfA SE - GCpi OUT) INTERIOR ZONES PA I I := q'(GCpfA 1 - GCpiIN) PA21 : q'(GCp[A2-GCpilN) PA 3 1 := q'(OCpfA 3 GCpi IN) PA4t : q'(GCpt:A4-GCpiIN) PA5 I := q'(GCpfA 5 - GCpi.lN) PA 6 I :: q'(OCpfA 6 GCpi IN) PAl 2 := q'(GCpfA I GCpiOUT) PA22 := q'(GCpfA2 - OCpi OUT) PA 32 := q'(GCp[A 3 GCpi OUT) PA.42 :: q'(GCpfA4 - (}Cpi OUT) PA 5.2 := q'(GCp£A 5 - OCpi OUT) PA.62 TM q'(GCpfA6 - OCpi OUI) PA II t = 20.442'psf PA 2E I : - 18.948.psf PA 3E I -I 0.502.psf P^ 4I~ I - -9.327.psf P^.SE ~ - 20.442.psf PA 6u I - -9.327. psf PALE2 = 12.777.psf P^ 2E 2 -- -26.612. psf P^3E2 = -I8.166-psf PA4E2 = 16.991.psf PA 5E2 - 12.777.psf PA 6E2: -I 6.991 .psf PA I I = 14.827.psf PA 2 I -lO.858.psf PA 3 I = -6.143.psf PA41 -5.011-psf PA S 1 = -5.748. psf P^61= 5.748.psf PA I 2 = 7.163.psf PA22 = -18.522.psf PA32 - 13.807.psf PA42 = 12.676.psf PAS2 = 13.412.psf PA62 = -13.412.psf Page 4 of 19 EXTERNAL PRESSURE COEFFICIENTS - COMPONENTS AND CLADDING: GCpl = 0,9 GCp2 = 1.7 GCp3 = -2.6 GCp4 :- - ]. I GCp5 :- - 1.4 COMPONENTS AND CLADDING DESIGN PRESSURES: PCCI I:= q'(GCpl - GCpiIN) PCC2.1 := q'(GCp2- GCpi PCC3 I := q'(GCp3 GCpi IN) PCC4 I := q'(GCp4 - GCpi PCCSI: q'(GCp5-GCpilN) PCCII = -I 5.328'psf PCC2 I = -32.36. psf PCC3~ = -51.521,psf PCC41 = -I 9.586'psf PCC5~ - -25.973.psf PCCI2 := q'(GCpl GCpi OUT) PCC22: q'(GCp2 - GCpiOUT) PCC32 := q'(GCp3 GCpi OUT) PCC42:= q'(GCp4 GCpi OUT) PCC52 := q'(GCp5 GCpi OUT) PCCI 2 = -22.993.psf PCC22 -- 40.024.psf PCC32 - -59.185,psf PCC42 - -27.251 .psf PCC52 = -33.637.psf Page 5 of 19 MAIN WINDFORCE-RESISTING SYSTEM: END ZONE HORIZONTAL LOADS PA E~all = 29.768-psf PA Emot = O'psf INTERIOR ZONE HORIZONTAL LOADS PA wall = 19.838.psf pA roof= O.psf DIAPHRAGM PROPERTIES: ROOF Safety Factor := 2,5 Duration Factor := 1.33 Roof Material: 0.019 Hi-Rib Steel Ultimate_Shear := 177.plf /Ultimate Shear).Duration Roof Allowable Shear :: ~ Safety Factor J Factor Roof Allowable Shear = 94.164.plf Roof Material: 0.019 Hi-Rib Steel (Lap Stitch) Ultimate Shear :: 275.plf {U t mate Shear~ Roo~Allowable Shearstitch := |-~ |.Duration Factor ~ Safety_Factor j - Roo~Al[owable_Shearstitch = 146.3.plf WALL Safety Factor := 2.5 Duration Factor := 1.33 Wall Material: 0.019 Hi-Rib Steel Ultimate Shear := 177,plf (Ultimate She /.Duration Wall_Allowable_Shear := ~ Safety Factor j Factor Wall Allowable_Shear: 94.164.plf Wall Material: 7/16" OSB Shear wall with 2"x4" (SPF) Horizontal nailers at 24" o.c. 2"x6" vertical blocking at columns Nailed with 1-3/4" R,S, coil nails Nailed at 4" o.c. along edges and at 6" o.c. along intermediat framing Table 2306,4,1 Wall Allowable_ShearosB :- 1.4.0.92.300.plf - 386.4-plf Page 6 of 19 END ZONE LOADING TO ROOF DIAPHRAGM: BW O~E walI - 173.327.plf ~JE.roof = 0.plf EL = 173.327.plf INTERIOR ZONE LOADING TO ROOF DIAPHRAGM: COl wall := '375'EH'pA xxa]l BW ~Ui roof := ~ IL: LOi walI + (0] toof t~l walI = 115.508.plf OJl roof = 0'p[f IL = l15.508'p[f 180 164 148 132 116 100 WIND LOADING DIAGRAM EZW BL 20 40 Building Length 3446.4 2133.! 820.~ - 492.~ - 1805.~ - 3118, SHEAR DIAGRAM Building Length SHEAR TO ENDWALL SHEAR TO END I = 3446,3581bf Page 7 of 19 ROOF: RW :- BW + 2.SOW RW = 32fl Allowable_Diaphragm Shear_Roofsmch :- Roof Allowable Shearstitch,RW A[IowableDiapbragm_ShearRoofstitch = 4681.6 Allowable_Diaphragm Shear_Roof := Roof_AIIowable_Shear-RW Allowable_Diaphragm ShearRoof = 3013.21bf Required Roof_Reinforcing:-- SHEAR TO END_I Allowable_Diaphragm Shear Roof Required_Roof Reinforcing = 433.11-1bf Required_Root'Reinforcing Reinforcing_Length 1 := EL Reinforcing Length_l = 2.499ft Actual Roof Reinforcing with Lap Stitching = 3 ft END WALL: SHEAR TO END 1 = 3446.1bf Wall Allowable Shear: 94.164.plf Available_Siding := 15.fl Allowable_End Wall :: Available Siding. Wall_Allowable_Shear Allowable End Wall = 1412.5.1bf Wall Allowable ShearosB = 386.4.plf Required_Shearwall Length := (SHEAR_TO END I Allowable End_Wall) Wall AIIowable_ShearosB Required_Shear,vail_Length = 5.264 Actual Shearwall Length = 6.7 ft Page 8 of 19 SIDE WALL COLUMN DESIGN CRITERIA - END ZONE: Column analysis with Roof Diaphragm; therefore, columns are considered as propped cantilevers. Columns in Tension - Controling Load Case Axial_Deado (~ := .6(DL + CL).Bs.(B2W + Axial Deado6:288.[bf w:= pA iEi.BS Ma:= w: 15.~.M3.plf Ma = 4620.045-fllb Axial Wind:= P^2Ei.BS.(BW?~- + SOW Axial Wind = -2273.72.1bf PN:= Axial Deado6+ Axial Wind PN = -1985.72.1bf Colunm_Size = "3 - 2x6 Lmninated Column" A: 24.75-in2 S = 22.69. in3 Fc = 1750. psi INTERACTION VALUE := Id = 30.55 Fb - 1900.psi F, = 900.psi At 24.75.in- M,, x = 1.5.r INTERACTION_VALUE = 0.86 SPLICE CHECK: LOWEST CUTOFF X = 1.5 fi A~ = 24.75.in2 Fbs = 1650-psi Ss = 15.12. in3 Ft. = 900.psi Fcs = 17$0-psi Als = 16'5'in2 Mb = -2560.86.fllb INTERACTiON_VALUE := / I PNI Ats. Fts. l.6 INTERACTION. VALUE = 0.853 Page 9 of 19 TRUSS TO COLUMN CONNECTION: ROOF LOAD Truss is saddled between outside members of column and bearing on center member with (2) 1/2" Diameter through Machine Bolts and (4) 20d R.S. Nails Connector Load = 2189.6.1bf P: Total Axial Center_Member_Is- "2x6" Areacentermember- 8.25-sqin UPL IF T Bearing_Stress := (P Connector_Load) Bearing_Stress = 83.685.psi Connector_Load = 3046.4.1b 1 BDL = 480.1b UPLIFT:= PA2E2' + SOW .(2.25ft) + PA22' 2 UPLIFT = 2513.866.1b NET UPLIFT := UPLIFT - 0.6.BDL NET UPLIFT = 2225.866.1b + SOW -(5.25fl) 2 SIDE WALL FOOTING: Allowable Soil Bearing_Pressure:= 2000.psf Footing Diameter:= 16. in Footin~ Thickness = 8.in · 2 Footing_Diameter .w Areaact . 4 P Areareqd := Allowable Soil_Bearing Pressure Areaact = 1.3961~2 Areareqd = 1.02 f~2 Page 10 of 19 SIDE WALL EMBEDMENT - END ZONE: Design Criteria: Restrained at ground with Base Anchor Straps in concrete floor To find required embedment depth, solve simultaneous equations below Initial try: d := 4.Pt hP := Ma Given 4.25-hP S3,B S3 := 1600.psf B = 0.592fi COLUMN EMBEDMENT DEPTH: d =4.364fi S~ = 1741.351.psf Soil Classification #4 Actual Column Embedment depth: d := 4fl + 8in = 4.667 ft Horizontal Shear at Grade: 3/16"X3/4"X30" "~ / SHEAR = ]487.774.1b£ HR. Flat Steel ~ Allowable Shear resisted by two Base Anchor Straps: [~ 0/I 77" x 2.25" Consider 22,000 psi steel % Stainless Stee Steel Area = 0.105 in2 ", Anchor Nails ~ 3 Member Column Therefore Allowable Shear = 4620 lb Allowable Shear resisted by 8 - Stainless Steel Nails: = 8(216)(1.6) = 2764 lb Allowable Withdrawal of Strap in Concrete: = (1.0 in)(0 75 in)(2)(2000 psi) = 3000 lb Page 11 of 19 SIDE WALL FOOTING UPLIFT - END ZONE: [Bw ) UPLIFT:= PA2E2' + SOW .(2.25ft) + 2 UPLIFT: 2513.866 lb (Bw } PA22' + SOW .(5.25ft) 2 d : 4.667fi RI = 8-in If, :: d.tan(.5236) + RI R3 :- R2 - RI Soil Volume Above Footing Ri V := -I .,rr.d. + R2~+ RI.R 3 V = 68.325 ft3 CORHER WITH (3) ~AiNL~ NAI~, {12TO~AL NAiU; PER COLIJM N~ aDOI11OflA[ R~D'~ ,M.X T9 TOP OF 21~M STIU Total Soil Weiqht Allowable Soil Weight := 100.pcf TSW := V.AIIowable_Soil_Wcight TSW = 6832.528.1b Buildinq Dead Load BDL = 480.1b Total Weiqht on Footinq TWF := TSW + BDL TWF: 7312.528.1b COLUMN TO FOOTING CONNECTION: NET UPLIFT := UPLIFT - (0.6.BDL) NET UPLIFT = 2225.866.1b No, of Nails Required to Resist Uplift = NAILS = l I Page 12 of 19 PURLINS: Purlia Size = "2 x 4 (No. 2 SPF)" @ 23" o.c. Fb = 875.psi Creep_Factor := Cr = 1.15 S: 3.063.in3 Roof sheeting load ....... 1: 5.359. in4 Purlin dead load .......... E - 1400000.psi Span Factorstrength - 0.107 Total Loadstrengfl~ := (LL + SL + PL) Total Loadstrength - 22-psf Spacingpurlms := 24.in I(T°tal- L°adstren"th'SpacingPur'ins'BS2)l-8 Sr¢q := - Sreq = 2.139. in3 Fb-Cr'Cd-CF SL:= 0.9. psf Cd= 1.15 PL = I.I.psf CF = 1.5 Span Factordeflection = 0.007 PURLIN TO TRUSS CONNECTION (Uplift): Interior Strip: Headlok 0.19"x6.0" Flathead Laq Screw Purlin ToTrtlSSscrew :: 627,ibf Required_Strengthinl := -PccI 2'BS'Spacingpurlins = 344,89 lb Edqe Strip: Headlok 0.19"x6.0" Flathead Laq Screw Purlin To TrusSscre~ := 627.1bf Required_Strengthedge := PCC22'BS'Spacingpudins = 600.364 lb ROOF SHEETING TO (NO. 2 SPF) PURLIN CONNECTION: 9x2" Stainless steel Rubber Washer Panhead Internal Drive Screws at every Hi-Rib (1'0" o.c.) Screw_Spacing :- Iff. Strengthact :- 2911b Interior Strip: Required Strength Sheetingim :- -PccI 2'Spacingpurlms'Screw_Spacing - 45.985 lb Edqe Strip Required_Strength_Sheetinginl :-- -Pcc22'Spacingpurlins'Screw Spacing 80.0491b Page 13 of 19 SIDE WALL NAILERS: Nailer Size = "2 x 6 (2100 MSR)" ~ 36" o.c. Max F,, = 2100.psi ('~: I ~ Total_Load := PCC42 ] Total Load= 27.251.psf [ I ! [ Spacin~,¥ulcrs := 36.in Sreq := Fb'Cr'Cd'CF'C fu Sreq = 1.785.in3 2x6 NAILER TO COLUMN CONNECTION (Withdrawl): (4) 0.177"x4" (20d) R.S. Nails W:: 54./Ivbb).2.5-in.l.6 = 2161b Nails :- 4 Withdrawlact: W.Nails Withdrawlact = 864.1bf Required Strength := 1.25-BS--Pcc42. Spacingnailers Required_Strength - 766.423 lb WALL SHEETING TO NAILER CONNECTION: 9x2" Stainless steel Rubber Washer Panhead Internal Drive Screws at every Hi-Rib (1'0" o.c.) Screw_Spacing := Iff Strengthact := 291 lb Required Strengthsheeting := Spacingnailers. Screw Spacing.(-Pcc42) Required Strengthsheetmg = 81.7521b Page 14 of 19 PORCH DESCRIPTION: PORCH DESIGN LOADS: PORCH WIDTH ........................ PW := PORCH LENGTH ..................... PL:= 14-~t + Ilin PORCH OVERHANG POW := I-fi GRADE TO HEEL HEIGHT ........ HH :- 8['[ + 4in ROOF SLOPE .......................... RS:- 4/12 PORCH BAY SPACING ............ PBS := 7.5.fl END BAY SPACING .................. EBS: GROUND SNOW LOAD ............. SNOW EXPOSURE FACTOR .... SNOW IMPORTANCE FACTOR.. THERMAL FACTOR .................. ROOF SURFACE ..................... pg := 20.psf SEF := "PARTIALLY" L:= 0.8 C~ := 1.2 Surface := "SLIPPERY" SLOPED ROOF SNOW LOAD Ps: 0'7'Cc'ls'Pg'Ct'Cs Ps = 12.6.psf MINIMUM ROOF LIVE LOAD L~:- 20.psf. Ri.R2 Lr = 20.psf DESIGN LIVE LOAD ................... PLL = 20.psf DEAD LOAD ............................. PDL: 6.psf CEILING LOAD ........................... PCL := 2.psf Page 15 of 19 Snow Drift: Pg := 20.psf Ps TM 12.6.psf Iu := 32,fl Roof'Height difference:= 3.33.fi hb = 0.759. ft "f: 16.6.pcf hd: 1.695-ft W = 4.997.1l Pmax = 40.736.psf 1o( _~ 6( ~ 4( Slidinq Snow slope = 4.15. '~ fl 2 4 6 8 Width of Drift (ft) Pr := 20psf Sliding := 15fi Sliding: 8.533,psf Drift Load Condition Controls: Porch Pulin Live Load ........ PLL := Pma× Ptolal := Ps + Sliding = 28.533 psf Page 16of 19 PORCH FRAME: Check top chord as a rafter: 2"x10" Rafter, NO.1 SYP Note: Unsupported Length = lb:: 1300psi i.:= 7fi + 8.5in Sact := 21.39in'~ Load := PLL.PBS Load = 305.523.elf Load. L2 Mrnax := 8 Mrnax = 2269.208'fllb Srcq' fb.l.15 Srcq: 18,214.inJ PORCH PURLINS: Purhn S~ze= ~x4(2100MSR) @ 3 o.c. Max Fb 2100-psi S 3.063-in3 I 5.359. in4 E: 1800000.psi Creep Factor :- 1.5 Roof sheeting load ...... Purlin dead load .......... Span Factorstrength := .125 SL :: 4.9. psf PL -- I.l.psf Span Factord¢flection := .003 Total Loadstrength := (PLL + SL + PL) Total_Loadstrength = 46.736.psf Spacing := 23-in [_(Total Loadstrel~th. Spacing, BS2~I Sreq := Fb'Cr'Cd'CF PORCH COLUMN: Sreq = 2.72 l- in3 Check - Full LL, Full DL Total Axial Porch: 114421b Total Axial Porch = 1144.2.1bf fTotal Axial Porch~ INTERACTION VALUE := [ ~ [ [, A'Flc'I.15 j INTERACTION VALUE 0.113 Page 17 of 19 PORCH FOOTING: Allowable Soil_Bearing_Pressure := 2000.psf P := Total_Axial Porch [ 144.2.1b Footing_Diametel :- 16-in Footina Thickness 8.in 2 Footing_Diameter .~ mreaact := 4 P Areareqd := Allowable Soil Bearing Pressure Areaact = 1.396 ft2 ? AreareqcI = 0.572 ft- PORCH FRAME TO PORCH COLUMN CONNECTION: UPLIFT ConnectorLoad - 2809.6.1b pDL := (PDL + PCL),PBS'[~- + POW pDL = 300.lb NET UPLIFT := UPLIFT - 0.6.pDL NET UPLIFT = 817.946.1b PW UPLIFT:= PA 2E2' + 2 UPLIFT = 997.946'1b POW).PBS PORCH FRAME TO HEADER CONNECTION: NET_UPLIFT = 817.946 lb Loadhcader :- I 135.031b Connection is made with USP JH20 Joist Hanger and 1 pair framing clips USP JH20 Joist Hanger: 1285 lb Framing clips: 1170 lb HEADER CONNECTION AT BUILDING: 2"x10" Header, No. 1SYP, Loadheader Nails Required. 1.15.2011b 4.91 (6) 20d R.S. Nails at connection Page 18 of 19 BUILDING FOOTING AT PORCH HEADER: Allowable_Soil Bearing Pressure:= 2000.psf P: Total Axial Porch + Total Axial = 4024.2.1b Footing Diameter := 24.in Footinc_, Thickness = 10.in Footing Diam,eter-.'rr AreaacI: 4 P Areareqd := Allowable Soil Bearing_Pressure Total Axial = 28801b Areaact = 3.142 ft- Areareqd = 2.012 ft2 Page 19 of 19 OMPUTERIZED TRUCTURAL i ESI(3N, INC. · CONSULTING ENGINEERS · Donald R. Buettner PhD_ P.E. LeRoy A. Lutz. Ph.D.P.E Charles E. Manske. PE. Richard J. Schleis. PE. James M Fisher. Ph.D. PE Roger J. Becket P.E. CraiciL. Beecher P.E. Curtis B. Miller PE. Michael A. West. P.E. Daniel G. Horn. P.E. Thomas W. Whittow. PE. Robert E. Abendroth October 6, 1980 Mr. Don Ferguson Morton Buildings, Inc. 252 West Adams Street Morton, Illinois 61550 Subject: Diaphragm Tests of 28 Gage Sheeting Dear Mr. Ferguson: This letter will serve as our report to you on the results of the diaphragm tests conducted on the 28 gage sheeting mentioned above. The tests were conducted in accordance with the criteria established by the American Iron and Steel Institute Publication "Design of Light Gage Steel Diaphragms". Two identical tests were conducted per the criteria mentioned above. The tests were conducted using a cantilever frame 15'-0" by 18'-0" at the University of Wisconsin - Milwaukee. The purlins, connections and sheeting were tested in a manner to represent a building configuration as shown on the attached sheets, "Morton Buildings - 800 Series Construction Manual" - dated February 20, 1980, pages 39, 40, 69, 76, 77. The results of the tests are as follows: Copies Ultimate Shear = 177 ~/' Shear Stiffness = 3358 9/" of the original data sheets and work sheets are attached. Sincerely yours, COMPUTERIZED STRUCTURAL DESIGN, INC. ~ Jv~cee%Mr;s~id~hn~r, Ph.D., P.E. JFIF/jah Encl. 5678 West Brown Deer Road · Milwaukee, Wisconsin 53223 · Phone 414-354-0150 >~rk the purlin spacing on %he trusses while :he7 are on :he ground. · spa:lng is no.--r, al!y e not, hal 20" o.c. 5~e-;er, ~acch /or special purlin on the building plans. On s:~ndard buildings, purlins should be spaced according co =he :Woia below cc obtain evenly spaced purlins. Purlin marking =usc scare ac che boc=o~ ~nd proceed ~o the top and any odd spacing will then be ac =he cop. lc is suggested thac you make a marking guide ou: of a piece of SB or SF flashinE as shc~n in =he ii!us=racion below. These can be saved and reused. The ~op purlins are ~o be huuced end ~o end &" beio~ uhe peak and spliced ~ich an 18" as sho%~ beio%'. Under no circuz~cances ~i!t nails be permitted in the =russ as purlin locacinz ~uidas. 7'6" OALESS *22" 20 = co ~c %he o%ner _:~2_ :--nS ;:crk -_'rcm %he save ~¢ %?.e ..-:-%~:. *Purli~ soacin~s are altered ~nen the 72' wide buildings have an overhang - see :he overhang sectign for proper spacings. ~--'--- cgg -rpaci--~ sncu'-i acc"--- e% %1-.5~ location Peak purlins zu~[ be spliced wi:h an 18" block below [he purlins. detzi! -'- sho%-n below. Nail :he block :o :he nruss wi:h a 60d R.S. nail. Nail nh-: purlins to :he block %-i:h 2-16d nails a% each connection. Make sure ~he peak purlins are both seuuing on the truss. ?Jails 7=-~: Furli.n ..'cinz_e.=~l BUILDII [ $ 60D R.S. Nail 800 SERIES CONSTRUCTION PROCEDURE MANUAL FEB. 20, 1980 PAGE. 29 Tape 'the ienEth of the building at the peak to be sure it is the sa~e length as the huildin~ is at the beveled purlin. Adjust if necessary. ~%~n al! the trusses are se: and before the purlins are placed, end rafters should be straighcened. ~eu this is done the purlins are Then placed accordTnE to the plans. Be abselute!y sure that no purlins are spli~ when nailed to the end Truss. The purlin connectioz to the end rafter must be pre-drilled to accomodate one 60d K.S. nail. See the detail 2x4 PURLINS'~ PRE-~RILL HOLE FOR 60D R.S. NA!LS E~D TRUSS-- The 20' purlins are nailed at each end and at their centers ~ith a 60d ~.$. nail into ~he truss. They are se~ to ~he bottom of the mark ou ~he truss. The 18' purlins are set to ~he top of the mark a~d nailed to the 20' purlins ~i~h 2 - 16d nails at each end. See the detail below. RAFTER Afuer all roof purlins are in place, the height of the top of the 2x6 beveled purlin must be checked to make sure it is in line ~ith the tops of the 2x4 roof purlins. This can be done by laying a short 2x4 on the roof and checking the a!i~'nmenC of the 2x4 purlins to the 2x6 beveled purlin. If it is off over ~" (~igh or lo~) the 2x6 beveled must be adjusted accordinglY- Cut the side and end wall squares off a~ the same picch as the roof line. BUILDIngS ~oo SERIES CONSTRUCTION PROCEDURE MANUAL FEB. 20, 19SO PAGE 40 203.03 RO0? P.'-_'{ELS I. Roof panels must be applied in the following m~_uner: If the building runs north ~nd sOUth, you must s~aru' a: the south end of the buildin~ and wo%K ~owards ~he north end so tha~ :he ~aps face south. if the building runs east ~d west, you m~ suar~ at ~he e~t end of building and work towards ~he wes: because most s%o~s would come out of the north or west. ~nis may eli~na~e some proble~ of p~e!s either being blown off ~he roof, or blo~ loose on :he roof, or ~ven some roof le~s in severe sso~s. No alte~ate applications are ~e roof steel should extend 2~" p~t ~he beveled purlin. ~nen positiou- ina the roof suee! on the purlins place a 2~" N.W. nail ~der ~he roof sheet wi~h the nail head at the end of the sheet. Push the sheet up towards the pe~ ~it the .point of the nail hi~s the beveled purlin. This u~ll be the proper amount the steel should extend into ~he gunter. ~In the case of a side overhang use a 1~" R.S. nail ~c extend past ~he beveled f~cla. 2. Roof suee! is marked and rum similar to side steel, the first p~net should be placed and squared up. A~ this mime, uhe gable ~ri~ should be placed ~nd nailed. ~e top purlin should be ~aoed ~d each 3' infer'al r~rked. The roof p~el ts then placed lining up ~he botto~ with the sidewall steel ~d the top with the mark. ~ne opposite side cam be r~ in the s~e ~ner. Place the SV5 ridgecap as you are ~ning the opposite side of fne roof for a proper fit. (Refer to flashing section.) _You must keep the ~-ribs on opposite sides of the ridge lined ~ so the SV5 ridgecap will fit properly. Apply the roof p~e!s as show~ below. Note [ha~ the roof panels are u~led complete as they are applied (1 n~l wherever a Hi-rib crosses a purlin). ~ey are also nailed from a ca.et ru~er. the top end bo%eom purlins ',~_th 2~'' N.W. nails. Wrong 'au rib firs%. ~he c~her two ribs. Space panels ~,,=:.,-o ~' -zr'~¢ CarDe+- runner cn =!~-e "o'-'''~=': as e Fai!e. ~. ~ ~ ~ -, . _.. [~ai! roof s=ee! .... Drive nails per. to roof panel. 980 P~E 69 Gable Trim: G~ole :rim should be applied right after the firs: and after :he las: roof sheet on earn side is applied. The bouto= end is %o be :rimmed to hide the gutter as is sho~ in the fo!ic~'- ing i!lus=ration. The top end of :he piece of 5~!6 running to the peak should be left square cut on the first side than is zxAu. The top end of the piece on the opposite side of :he peak should be pinch cut and lapped over the other piece. Nail the piece of SA16 at the peak and at the eave :o the pur- lins and beveled board. Be sure that the ~" offset is on the bottom side which is n~iled to the endwall. Have a crew mem~oer sight the ed~e for in and out straightness and nail the SR!6 a: eve_~y lap in~o ~ne purlins. Then finish nailing ~he SR16 to eve~-y purlin. If you miss a purlin while ~ailing the SK!6, lift the gable trim and apply white G.E. silicone sea!ant~over :he hole in the roof steel. Nail the side lip of the SP~6 to =he peak and eave through the Hi-ribs into the end relier. Have a crew mercer sight fne 5.~2~6 for up and down straightness and nail the SR16 at every !ap. Then finish nailing the SR16 at evenly Hi-rib. -"SR16 GABLE TRIM THIS PIECE 21 NOTE THAT THE GU~I~ IS COMPLETELY HiDBY THE SR16 FROM THE EN~ . '"~k~..r~ BEND,.A 1" TAB DOWN TO CLOSE OFF ~....:..:--~ ~ ~THE ~ND OF THE SR16 GABLE TRIM NOTCHING ~~ ~--~ ap~lie~ for the przper fi:. Ka~,,:he :enter ~irecc!7 above fi: over into the :op ~u_l_m. ~otch an~ benC :he en~ =~ 5~6 gable ~r!m ~ sho~ in :he ii!us:re:ion below. BEND l' TABS OVER SR16 SRl= GaBL: IRIM~ M $igr. s: ,Sable Sie-n. s: M sigu. s are for bu/iding idenuifica=iou and should be o!aced where passersby and v!siuors will no:ice :hem =he most. :;ail zs required to hold :hem in place. Gable sigus are used =o ;-'-~- off the oeak join: of the S?.16 mud SV5 flashing. Use 2 pop .-~.ve:s or shee: ue~a! screws and one nail ~o hold :he sig~ in place. NOTE THAT THE END TABS ON THE SV5 POP RIVETS OR e ~ ~'"~7'---........._..._..._......_~~H E B T METAL CREWS -"-. //' I ..... eve~' pur!~n Job No. Job Name Client Page Date Engineer of HIL 5877 I..~'~ORATO~¥ No. CH FI~ REPORT February 15, 1983 Witnessing of: ?erformed At: Reported To: Colunm Bending Tests Morton Buildings, Inc.- Morton, Illinois Morton Buildings, Inc. 252 W. Adams Street Morton, Illinois 61550 The following pa'ges dated 12/8/82 are the results of column bending tests conducted for Morton Buildings, Inc., 252 W. Adams Street, Morton, Illinois 61550. These tests were conducted to make a comparison of the delative stiffness in bending of columns fabricated from full length dimensional lumber to those fabricated with spliced dimensional lumber as used in wood post- frame construction. It was also to compare the ultimate bending stress of the spliced columns to the allowable bending stress to determine a factor of safety. The columns tested consisted of nail laminating 3-2x6's together for one series and 3-2xS's together for the other series. The lumber used in each series was number i KD Southern Yellow Pine pressure treated in a 5% penta ~hlorophenol solution. The columns were tested in a Tinius Olsen testing machine (s/n 34843). The 9' test span was loaded at points 2' from each end. The columns were initially tacked together with 16d common nails. Dial gauge'indicators were placed at.the load points and the center of the span. The deflections were Pead' at 500 lb. intervals up to 8000 lbs,'for the 2 x 8 columns and 5000 lbs. for the 2 x 6 columns. After unloading, the columns were taken apart, sawed, and spliced together ~as showu in the attached drawing. The spliced columns were nailed with an air compressor driven nailing gun in the unspliced area with 4" ?aslode rink shank nails at 8" on center and staggered on each side of the column. The splice area was nailed with 4" Bostitch smooth nails following the nailing'schedule shown in the attached figure. The boards in each column were numbered so that the boards in the spliced column were placed in the same position as they were in the unspliced column. PITTSBURGH TESTING LABORATORY 4418 '#~T ROOSEVELT ROAD HILLSIDE. ILLINOIS 60162 CH 5877 Page 2 Thespliced ,cQlumns were then 'reteeted usingLthesame p~ocedure. mentioned above The deflections of the spliced~columns were read up to 7000 lbs. and 4500 lbs. for the 2 x 8 and 2 x 6 columns respectively. After removal of the gauges, the spliced columns were loaded to failure. ?.T.L. Representative: Joseph C. Torchia PITTSBURGH TESTING LABORATORY mj lcc: Client Attachments David A. Dunn, Manager Chicago District 18-200 NAILS LONG SIOE OF SPLICE -~ I 5-1/2" 5-1/2" 4 ADOITIONAL 20D NAILS BE- LOW LOWEST SPLICE CUT k,,.,.. I z~'L~.° UPP~ NOTE: INTERMEDIATE !CE CUT ,'IOTE: NAILS OR 200 ' R.S. ANCHOR ~AILS. S2LASHSDARD ~ , I ~ ,~IAI L-~ ::1TE,:J4E- 5" ,'.[ATE .'-.'lO SR~:ICE ~ 2 ADOITZQNAL NAILS ~ELO~ LOWEST SPLICE CUT ITOTAL CF SERIES CONSTRUCTION PROCEDURE MANUAL AUGUST 9, 1982 ~'.,}E: 21 PART 2- TOP VIEW PART 3 #100 KEEP THIS SIDE FLUSH PART 4 IS NOT SHOWN ON TOP & SIDE VIEWS FOR CLARITY. SIDE VIEW 1. DIMENSION 'D' IS THE LENGTH OF PART 4. 2. NAIL COLUMN 8" O.C. STAGGERED NOTE: ~5/8" . ' /8;'NOTES: DETAIL A · MATERI.kL REOUI;IED I PART DESCRIP- NUMBER TION PART I PART 2 IPART 3 'PART 4 - D402332 B332 8' 614332 6143322 6143323 6143324(1) 79.2 0402336 B~36 9' 6143361 614336~ 6143363!6143364{1) 88.9 0402340 B340 10' 614340 6143402 6143403 6143404(2) 98.5 ~02344 B344 ll' 6143441 6143442 614344316143444{2) 108.2 , 0402348 B348 12' 614348' 6143482 6143483 6143484{2) 117.9 ) 0402352 B352 13"6143521 6143522 614352316143524(3) 127.5 04023561 B356 14' 6143561 614356216143563(6143564{3)~135.5' 0402360 8360 )5' 6143601 6143602 6143603 6143604(3)i141.0 0402364 I'D364 16 6143641 6143642 614364~ 6143644(4) 150.7 0402368 B368 17' 6143681 6143682 61436~ 6143684{4) 160.4 'ARENTHESIS ~'NOTED 2x8 ~.U. STANDARD I .,,.,,NOTED ORT ~ ON EACH SIDE O~ COLUMN WITH PASLODE 4" NAILS. KEEP COLUMN NAILS 10" BELOW TOP OF CENTER MEMBER. AN ADDITIONAL NAILER LOCATIO~ MUST BE MARKED A DISTANCE 'D' FROM THE LAST NAILER BLOCK AS SHOWN IN DETAIL A'. PART 1, 1 - PA~T 2, i - PART 3, QTY, OF pART 4 IN. 0 Tr1P 16d NAILS 6" r,~ - 20 3'0''---~- ' 4'6" ~ 6'0" FROHT & BACK I I 9'0" I--7] BOTTOM LUMBER DIMENSIONS. BOARD NUMBER 'WIDTH DEPTH ® ® ® 0 0 ® 19 1,548 1,543 1.570 1.554 5.500 ,I 5,485 5,490 ].492 .... 20 1.576 1,553 1,582 1,570 5,505 5,501 5.509 21 1.540 2,555 t,558 1,551 5,500 5.525 5,500 5.508., 22 1,533 1,524 1,543 1,533 5.524 5,509 5,520 5,518 23 ~ 1.547 1.530 1.545 1.541 5.510 5.500 5.524 5.511 24 1.555 1.545 1.553 1.551 5.522 5.534 5.535 ~.530 25 1.545 1.550 1.550 1.548 5.505 5.504 5.512 ~.507 26 1.535 1.555 1.570 1.553 5.515 i.485 5.500 ~.500 27 : 1,545 1,525 1,560 1~543 5,505. 5,502 5,500 ~.502 28 1,538 1,525 1,563 1,542 5,508 5,507 5,518 5.511 29 1.568 1,524 1,538 1,543 ~,500 5,495 5,490 5,49~5.5 30 1.532 1,540 1,540 1,537' 5,502 5,500 5,505 5,502 31 ~ 1.560 1,560 1.563 1,561 5,535 5,520 5,510 5,522 32 1,553 1,545 1,568 1,555 q,498 5,510 5,497 5,502 ~ 33 1,543 1,550 1.525 1.539 5,505 5,497 5,500 5,501 34 1.568 1,545 1.508 1.540 5,522 5,507 5.505 5,511 35 1.540 1,555 1.544 1,546 5,516 5,554 5.512 5.527 12-34rl '! , **.END, .CI' ' 12-36-1 t FRONT 12-36-2 SAMPLE NO. 12 COLUMN BENDING TESTS LUMBER SIZE 2x6 NO. I KD TR. LOAD DEFLECT.IONS W/O SPLICE (IN.) DEFLECTIONS W/ SPLICE (II;.) o_,,,.: o ] ® I ® I ^v~.__ _o' I o 1o I,vi; ,oo .... .;~-Z.°,,, .o~o -. .o,,, .,o,-I~'-'-~ 4500 .411.601.421 .713 1.018 .671 ~ooo .~ .~ .~{ I I - ~-~°° I F I---T-- 6000 I 6500 { " ....... ~ ~ooo ~ _ ~ { { _{ sooo -- { -4 ULTIMATE LOAD: 10,050 __ DATE: _1~.-8-~2 -_ ., I 10-28-1' BACK 10-28-2 END #: 10-29-2 10-30-1 I FRONT 10-30-2 SAMPLE NO. 10 COLUMN BENDING TESTS LUMBER SIZE~. LOAD DEFLECT.IONS W/O SPLICE (IN.) DEFLECTIONS W/ SPLICE (It;.) _. 50o -i~;S"'--]/o;; .0385 .082 .115 .0,2 1000 .093. .132 .084 .163 ' .230 .145 1500 · 138 · 200 · 127 .248 · 350 · 221 2000 .183 .261 .170 .324 .459 .291 2500 .227 .326 .212 .402 .571 .364 3000 -272 .394 .255 .483 .685' .437 3500 .317 .458 .300 ~ .567 .803 .513 4000 .360 .522 .342 .654 .925 .591 4500 : .408 .590 .387 .744 1.054 I .672 6000 ULTIMATE LOAD: 9,475 COMMENTS: COLUMN DID NOT BREAK BUT TEST WAS STOPPED BECAUSE THE ~ENTER . (,~0:#1 8-23-1 ~i Q END '+ lEI DOLE I ~-23- ® 3'0''-'¢' 4'6" '--¢~ 6'0" --'-':' '7'0" 8-24-1 FRONT ~-24-2 SAMPLE NO. 8 COLUMN BENDING TESTS LUMBER SIZE 2x6 NO. 1 KO TR. LOAD DEFLECTIONS W/O SPLICE (IN.) DEFLECTIONS W/ SPLICE (Iii.) 1000 · .110 .152 .111 '.139 .207 .146 2000 .202 .281 .202 .290 .424 .294 I 2500 .246 .348 .250 .371 .538 .371 I" 3000 .292 .415 .297 I .447 .646 .44S I 3500 .335 .479 .342 .519 .749 .515 4000 I..~80.54~ .~88 .598 .857 I .589 i 4500_ .424 .610 .434 I .677 .975 .668 5000 ' .471.676 .481 5500 ! 6000 6500 -, ULTIMATE LOAD: 7,250 DATE: 12-~-82 11-33-1 11-33-2 BACK .... 11-32-1 "(- ..t.. 6" L.- 2'0" ® M'IDDLE ~] 3'0''-~-] 4'6" "-~' 6'0" END .-.~ 7'0" m'J 9'0" "-~] 11-31-1 FRONT 11-31-2 SAMPLE NO. 11 COLUMN BENDING TESTS LUMBER SIZE 2x6 NO.~. LOAD DEFLECTIONS W/O SPLICE (IN.) DEFLECTIONS W/ SPLICE (Il(.) ~" ___c)..__J ®,..1_® I_^v~. c) lc> ~) I~,,~ 500 .054 .080 .059 .068 .110 .079 1000 " .105 .156 .113 .141 .220 .155 '~ 1500 .153 .229 .163 .223 .344 .235 2000 .203 .303 .214 .306 .467 .315 2500 .253 .376 .264 .394 .594 .398 I ' 3000 .303 .450 .315 I .480 .720 .480 I _ 3500 .354 .525 .365I .563 .843 .561 ! 4000 .404 .600 .417I .650 .969 I .644t -~:. ~o _____~____.__~_!._~: ....... _L_ .... , l- , .... Z_ ~ .... . ULTIlqATE LOAD: 8,175 DATE: 12-8--~2 · 7-'19-1 ' t__ . BACK 7-19-; 7-20-1 -''-' 6" L " 2'0" MIDDLE END #; 7-20-; 7-21-1 FRONT 7-21-; SAI,IPLE NO. 7 COLUMN BENDING TESTS LUMBER SIZE 2x6 NO. 1 KD LOAD DEFLECTIONS W/O SPLICE (IN.) DEFLECTIONS W/ SPLICE 1000 .133 .215 .197 .202 .315 .244 '~500 .190 .300 .260 .303 .471 I .357 2000 .251 .389 .324 .405 .629 .470 2500 .311 .476 .387 .504 .7815 .580 3000 .371 .565 .449 .609 .941 .700 3500 .429 .650 .510I .7171.104 .808 4000 .488 .739 .574 .832 1.280 I .932 4500 .549 .830 .639 .951 1.460 I 1.057 5000 ' .612 .921 .706 6000 6500 ULTIMATE LOAD: 7,000 COMMENTS: THE CENTER BOARD BROKE AT THE MIDDLE. DATE: ~2-8-8~ 6-17-1 -:" 6" MIDDLE '~- 3'0'''-~' '4'6" END .~: -S-17-2 6' 0" 7'0'~-c~' 9'0" .6-18-1 FRONT 6-18-2 SAMPLE NO. 6 COLUMN BENDING TESTS LUMBER SIZE2x8 NO. 1 ~ TR, LOAD DEFLECTIONS W/O SPLICE (IN.) DEFLECTIONS W/ SPLICE (Il(.) c~.~ __~._].®1 ®l~v~. ml~) ~) I^v~ 500 .029 .040 .035 .036 .055 .043 1000 .054 .076 .062 .073 .110 .083 3000 .151 .211 .163 .229 .337 .242 3500 .173 .243 .187I .267 .394 .283I 4000 .197 .276 .211 .307 .454 .323 4500 .2201.3o9 .235 .350 .516 .367 5000 '.244 .341 .259 I .395 .581 .412 I 6000 .291 ,408 .307 .489 .721 .506 I 6500 ~ .314 .439 .330 .540 .794 .555 7000 .339 .474 .354 I .591 .868 I .6051 ~°°° .~° .-~ .~°~I I ULTIHATE LOAD: 1),250 DATE: 12-8-82 5.13-1 BACK 5-13-2 . 5-14-1 '+ MIDDLE -~- -:' 6" 2!0" '~ 3'0''~ 4,'6" ~' 6'0''~ ' END ~ s-14-2 I 5-15-1 I FRONT 5-15-L SAMPLE NO. 5 COLUMN BENDING TESTS LUMBER SIZE 2x8 NO. 1 KD TR. LOAD DEFLECTI'ONS W/O SPLICE (IN.) DEFLECTIONS W/ SPLICE (I!i. 500 __'031 __.041 .053 .043 .064 .046 1000 .057 .079 .082 .083 .125 .089 1500 · 082 · 116 · 108 · 125 · 187 · 133 2000 · 106 · 152 · 133 · 171 · 252 . 178 2500 ~ .132 .189 .159 .215 .319 .224 3000 .157 .226 .184 .262 .387 .270 3500 ,183 .262 .208I .308 .456 .317 4000 .207 __ .297 .232 .358 ,.529 .366 4500 .. .234._ .334 .257 .. .406 I .602 1 .414 I 5000 ' .259 .370 .282 .453 .672 .461' _ 5500 .287 .409 .308 .'501 .742 .508 6000 .315 .447 .333 .549 .812 .553 6500 .342 .484 .359 .601 .889 .603 JLTi!~TE LOAD: 14,050 BOARD #15 BROKE NEXT TO THE SPLICE OF THE CENTER BOARD AND SPLIT { 4-10-1 L_ . BACK 4-10-2 4-11-1 ]{- M'IDDLE 6'0" ----~ 7'0" 4-11-2 4-12-1 1 FRONT 4-12-2 SAMPLE NO. 4 COLUMN BENDING TESTS LUMBER SIZE 2x8 NO. 1 KD TR. LOAD DEFLECTI'ONS W/O ·SPLICE (IN.)DEFLECTIONS W/ SPLICE (II~.) o l ®1 ® olo la) 500 .02~6 ..... .043 .032 .040 .069 .060 1000 ' .053 .082 .059 .083 .136 .110 ~1500 .080 .121 .08B .129 .204 2000 .107 .160 .111 .174 .272 .204 2500 .133 .197 .136 .222 .342 .251 I ' 3000 .159 .236 .163 { .269 .411 .297 3500 .184 .273 .189 { .314 .476 .340 I 4000 .209 .311 .214 .359 ~542 .385' 4500 .- .236 .350 .241 .405 I ,611 .432 I 5000 '.260 .388 .267 .452 .680 .479' 5500 .285 .426 .294 .498 .750 .527 6000 .311 .465 .320 .549 .823 .576 6500 .336 .502 .346 .602 .903 .628 7000 .362 I .542 .373 .262 .992 .687 8000 .413 .619 .427 ULTII,tATE LOAD: 11,,,900 COMMENTS: SPLICE DID NOT FAIL. TEST WAS STOPPED BECAUSE THE STEEL. BACK 3-7-2 'r '1.3-7-1 3-8-1 I 6" J< - --'~- MIDDLE '~- ' i END #2 --~- 3-8-2 9'0" --~'1 3-9-1 I FRONT 3-9-2 SAMPLE NO. 3 COLUMN BENDING TESTS LUIqBER SIZE LOAD DEFLECTIONS W/O SPLICE (IN.) DEFLECTIONS W/ SPLICE (II<.) 500 .018 .033 .026 .043 .066 .054 , I 1000 " .039 .065 .049 .084 .126 .099 1500 .059 .098 .073 .126 .187 .141 2000~ .079 ..128 .094 .166 .245 .180 2500 .100 .160 .117 .211 .309 .223 4000 .162 .254 .184 .343 ,..498 .349 4500 : .184 .286 .206 .389 .565 I .394 6000 ,249 .382 .275 .535 .771 .529 ULTII,~TE LOAD: 1Q,475 DATE: 12-3-82 BACK 1-1-2 1-2-1 + ~(IDOLE 6"L 2'~"--~3'0"-~ 4'6" ~6'0" END #; ,.-2-2 1-3-1 FRONT 1-3-2 SAMPLE NO. I COLUMN BENDING TESTS LUMBER SIZE 2x8 NO. l KD TR LOAD DEFLECTIONS W/O SPLICE (IN.) DEFLECTIONS W/ SPLICE (Ill. ~'.' (~ ~_] ~]^v~. c) l®~) I^v~, .... 500 .026 .036 .026 .043 .076 .042 1000 .051 .072 .051 .085 .137 .084 ~m~W 1500 .077 .108 .076 .128 .200 1.127t 2000 · 102 · 144 · 101 · 174 .265 · 171 2500 .127 .I80 .125 .215 .324 .211 I 3000 .152 .216 .149 .258 .388 .2.-.4 3500 I .176 .250 .172I .301 .450 .299 ! I 4000 I .20O .284 .195I .346 ..518 I .344 ) 4500 .- .224 .319 .220 I .' .395 .586 i .391 6500 ., .322 .462 .3t6 .593 .868 .579 ...._ ...... ?!' I I ULTIMATE LOAD: 4,400 DATE: 12-~-82 , .L_74-1. . BACK 2-4-: 0 //1 : 2-5-1 -'~' 6" L MIDDLE -~ .... I 2-5-; 2'~"; -- 3' 0"- 4'6" -~ 6'0" 7'0" 9'0" l 2-6-1 2-6-; FRONT SAMPLE NO. 2 COLUMN BENDING TESTS LUMBER SIZE 2x8 No. 1 KD TI LOAD DEFLECT,IONS W/O SPLICE (IN.) DEFLECTIONS W/ SPLICE (Il(.) 500 .029 .042 .035 .038 .056 .054 2500 .132 .181 .137 .194 .278 .201 3000 .156 .213 .159 .235 .337 .237 3500 .181 .247 .183 .275 .392 .274 4000 .203 .277 .204 .317 ~451 .313 6000 .303 .413 .296 .490 .693 .471 I ............ I 6500 . .328 .445 .318 .539 .762 .516 7000 .353 .481 .341 .586 .827 I .557I ULTIMATE LOAD: 12¢950 COMMENTS: SPLICE DID NOT FAIL. COLUMN WAS I!4ISTING AND STEEL BE%M WAS 'TOP 16d NAILS X----.BOTH s oE5® 4'6" ~ 6'0" FRONT & BACK A2 BOTTOM LUMBER DIMENSIONS. BOARD NUNBER WIDTH DEPTH ® ® I ®avE. ® ® ® AVE. 1 1.500 1.500 1.500 1.500 7.312 7.312 7.312 7.312 2 1.500 1.500 1.500 1.500 7.312 7.250 7.250 7.270 3 1.500 .1.500 '1.500 1.500 7.312 7.312 7.312 7.312 4 1.495 1.499 1.505 1.500 7.250 7.312 7.250 7.271 5 1.508 1.507 1.510 1.508 7.312 7.312 '7.312 7.312 6 1.498 1.516 1.505 1.506 7.312 7.312 7.312 7.312 7 1.505 1.515 1.482 1.501 7.312 7.312 7.312 7.312 8 1.496 1.495 1.505 1.499 7.312 7.312 7.312 7.312 9 = 1.515 1.515 1.520 1.517 7.312 7.375 7.375 7.354 10 1.520 1'.503 1.510 1.511 7,312 7.250 7.250 7.271 11 1.496 1.491 1.512 1.500 7.'312 7.250 7.~17 7,291 12 1.487 1.497 1.480 1.488 7.312 7.312 7.250 7.291 13 1.510 1.505 1.517 1.511 7.312 7.312 7.250 7.291 14 1,518 1.504 1.508 1.510 7.912 7.312 7.312 7.312 1.505 1.490 1.498 7.312 7.500 7.312 7.375 15 1.500 16 1.470 1.505 1.505 1.493 7.250 7.312 7.312 7.291 17 1.512 1.498 1.510 1.507 7.250 7.250 7 312 7.271 ENO #~ SAMPLE DIMENSIONS & In[NTIFICATION END #2 P/2 2-1/2' 2-1/2' P/2 7-16d NAILS EACH SiDE UNSPLICED COLUMN 1 1 I SAHPLE NUMBER BOARD NUMBER END NUMBER ~-1-1 I 1-1-2) 1-2-1 i 1-2-2 1-3-1 I 1-3-2 IP/2 ~ P/2 ~1-1/2L SPLICED COLUMN DATE: SHEET OF BUILDINGS SHEET OF MORTON BUILDINGS GENERAL SPECIFICATIONS LAMINATED COLUMNS - NO. 1 OR BETTER SOUTHERN YELLOW PINE NAIL LAMINATED 3 MEMBER S4B COLUMNS USED IN MORTON BUILDINGS ARE PRESSURE TREATED BELOW GRADE TO A RETENTION OF .8 POUNDS PER CUBIC FOOT WITH CHROMATED COPPER ARSENATE TYPE III, OXIDE IN CONFORMANCE WITH USEPA GUIDELINES AND AWPA STANDARD C28. THE TREATED PORTION OF THE COLUMN EMBEDDED IN GROUND SHALL BE LAMINATED WITH STAINLESS STEEL NAILS. FOOTINGS AND ANCHORAGE - COLUMN HOLES ARE DUG A MINIMUM DEPTH OF 4'-8" BELOW GRADE (SEE PLANS FOR DIAMETER AND DEPTH). COLUMNS WITH GALVANIZED SUPPORT STILTS ARE PLACED IN THE HOLE. CONCRETE (MINIMUM COMPRESSIVE STRENGTH 2500 PSI) IS POURED IN PLACE TO THE SPECIFIED THICKNESS (SEE PLANS FOR REQUIRED THICKNESS ABOVE AND BELOW THE COLUMN}, THE COLUMN IS THEN BACKFILLED WITH SOIL AND COMPACTED AT B" INTERVALS OR BACKFILLED WITH CONCRETE (SEE PLANS). TREATED LUMBER - PRESSURE PRESERVATIVE TREATED LUMBER OTHER THAN LAMINATED COLUMNS ARE NO, 1 OR BETTER SOUTHERN YELLOW PINE AND CENTER MATCHED OR NOTCHED AND GROOVED, PRESSURE TREATED TO A NET RETENTION OF .4 POUNDS PER CUBIC FOOT WITH A CODE AND INDUSTRY APPROVED PRESERVATIVE TREATMENT IN ACCORDANCE WITH AWPA USE CATEGORY UC4A. FRAMING LUMBER - SIDING NAILERS ARE 2x4 S4S OR 2xB SPF NO. 2 OR BETTER SPACED APPROXIMATELY 36" O.C. WITH ALL JOINTS STAGGERED AT ATTACHMENT TO COLUMNS. ROOF PURLINS ARE 2x4 S4S NO. 2 OR BETTER ON EDGE SPACED APPROXIMATELY 24" O,C. ALL OTHER FRAMING LUMBER IS NO. 2 OR BETTER. ROOF TRUSSES - FACTORY ASSEMBLED WITH 18 OR 20 GAUGE GALVANIZED STEEL TRUSS PLATES AS REQUIRED AND KILN DRIED LUMBER AS SPECIFIED, IN-PLANT QUALITY CONTROL INSPECTION IS CONDUCTED UNDER THE AUSPICES OF THE TPI INSPECTION BUREAU. TRUSSES ARE DESIGNED IN ACCORDANCE WITH CURRENT STANDARDS AND SPECIFICATIONS FOR THE STATED LOADING, SIDING PANELS IKYNAR 500 / HYLAR 5000) - 0.019" MIN., G90 GALVANIZED OR AZ55 GALVALUME, WITH AN ADDITIONAL BAKED-ON KYNAR $00 / HYLAR 5000 FINISH WITH A NOMINAL 1 MIL, PAINT THICKNESS ON EXTERIOR. ROOFING PANELS (FLUOROFLEX 2000 TM) . 0.019" MIN. AZ55 GALVALUME WITH AN ADDITIONAL BAKED-ON THICKNESS POLYURETHANE PRIMER AND KYNAR 500 / HYLAR 5000 TOPCOAT WITH A TOTAL MINIMUM PAINT THICKNESS OF 2 MILS ON EXTERIOR. TRIM - DIE-FORMED TRIM OF 0.017" MIN,, G90 GALVANIZED OR AZ55 GALVALUME STEEL ON GABLES, RIDGES, CORNERS, BASE WINDOWS, AND DOORS WITH SAME FINISH AB ROOFING OR SIDING PANELS. GUTTERS - 5" K-STYLE, .030 HIGH TENSILE ALUMINUM GUTTER, KYNAR 500 / HYLAR 5000 FINISH TO MATCH TRIM, ON BOTH SIDES OF THE BUILDING. ADDITIONAL NOTES 1 .) ALL PLOT PLANS AND RELATED DETAILS SHALL BE PROVIDED BY OWNER UNLESS INCORPORATED AS PART OF THESE DRAWINGS. 2.) ALL INTERIOR PARTITIONS AND ROOM FINISHES IF NOT INCLUDED WITH THESE DRAWINGS SHALL BE PROVIDED BY OWNER, STANDARD FINISHES SHALL HAVE LESS THAN 200 FLAME SPREAD RATING AS REQUIRED BY ASTM E84 FOR ORDINARY CONDITIONS AND 25 OR LESS FOR EXITS, PASSAGEWAYS, AND CORRIDORS. 3.) FLOOR COVERINGS JUDGED TO REPRESENT AN UNUSUAL HAZARD SHALL MEET THE SAME TESTING PROCEDURES AS REQUIRED FOR WALL AND CEILING FINISHES, 4.) MORTON BUILDINGS GENERAL SPECIFICATIONS APPLY UNLESS INDICATED DIFFERENTLY ON SPECIFIC JOB DRAWINGS OR SUPPLEMENTAL INFORMATION. 5.) KYNAR 500 IS A REGISTERED TRADEMARK OF ATOFINA CHEMICAL, INC,, HYLAR 5000 IS A TRADEMARK OF SOLVAY SOLEXIS. 2x4EK 11/05 SHEET INDEX SHEET# DESCRIPTION G1 OF G1 SPECIFICATIONS & SHEET INDEX S1 OFS10 COLUMN PLAN S2 OF S10 TRUSS PLAN, 8, DETAILS S3 OF S10 TRUSS DRAWING, PORCH FRAME & PURUN LAYOUT S4 OF S10 i ELEVATIONS S5 OF El0 SECTIONS & DETAILS S6OFS10 SECTIONS&DETAILS S7OFB10 SECTIONS&DETAILS S8 OF S l 0 SECTIONS & DETAILS S9 OF S10 SECTIONS & DETAILB S10 OF S10 FASTENING SCHEDULE & DETAILS ALL BUILDING DESIGN CRITERIA BUILDING CODE 2007 BUILDING CODE OF NY USE GROUP U - AGRICULTURAL CONSTRUCTION TYPE VB FLOOR AREA 1620 SQ FT MEAN ROOF HEIGHT 1B.00 FT BUILDING CATEGORY I MINIMUM LIVE ROOF LOAD DESIGN SEE BELOW ROOF SNOW LOAD* 12.6 PSF GROUND SNOW LOAD 20 PSF WIND SPEED (V~s) 120 MPH WIND IMPORTANCE FACTOR 0.77 EXPOSURE CATEGORY C INTERNAL PRESSURE COEFFICIENT -+0.18 BUILDING DESIGN CONDITION ENCLOSED WIND LOAD DESIGN ASCE 7 METHOD 2 MAX DESIGN ELEVATION 1000 FT ZONE 1E 28.44 PSF ZONE 2E -26.61 PSF ZONE 3E -18.17 PSF ZONE 4E 16.99 PSF ZONE 5E 16.81 PSF MAIN WINDFORCE RESISTING SYSTEM (ALL FORCES ACT NORMAL TO THE SURFACE) ZONE 6E -12.98 PS F FOR ZONES SEE MWFRS ON ELEVATIONS PAGE) ZONE I 14 85 PSF MAXIMLJ M VALLJE SHOWN) ZONE 2 -18.52 PSF ZONE3 13.81 PSF ZONE 4 -12.68 PSF ZONE 5 12.34 PSF ZONE 6 -10.00 PSF ZONE 1 14.40, -22.99 PSF COMPONENT & CLADDING WIND LOADS ZONE 2 14.40, -40.02 PSF ALL FORCES ACT NORMAL TO THE SURFACE) {FOR ZONES SEE ELEVATIONSI ZONE 3 14.40, -59.19 PS F ZONE 4 25.13, -27.25 PSF ZONE 5 25.13, 33,65 PSF TYPICAL LUMBER SPECIFICATIONS ~ 2001 NDS SIZE DESCRIPTION BENDING VALUE Fb 2x4 NO. I & 2SPF 1313 PSI 2x4 2IOOf MSR SPF 2100 PS1 2x6 NO 1 &2SPF 1138PSI 2x6 NO, T SYP 1650 PSi 2x8 NO. 1 SYP 1500 PSi 2×10 NO, 1 SYP 1300 PSI 2xl2 NO. 1 SYP 1250 PSi ALL 1950f MSR SYP 1950 PSi 1 1/2"xl 6" LAMINATED VENEER LUMBER 2800 PSI 3 1/2"xlB" GLU LAM 1680 PSI 5 I/4"x 16 1/2" GLU-LAM 2400 PSI 5 I/4"x19 1/2" GLU-LAM 2400 PSI NOTE: HIGHER GRADE MATERIAL REQUIRED AS NOTED ON PLANS. MINIMUM LIVE ROOF LOAD DESIGNS FOR CONSTRUCTION, MAINTENANCE, REPAIR, AND OTHER TEMPORARY LOADS PER SECTION 1607.11.2 1 . ROOF PURLINS AND OTHER SECONDARY STRUCTURAL * ROOF SNOW LOAD CALCULATIONS Ps = 0.7xCexlxPgxCtxCs Ce = SNOW EXPOSURE FACTOR = 1.0 I = IMPORTANCE FACTOR = 0.8 Pg = GROUNDBNOWLOAD=20PSF Ct = THERMAL FACTOR = 1.2 Cs = ROOF SLOPE FACTOR = 0.94 p§ -- 0.7x1.0x0,Bx20xl.2x0.94=12.6PSF G EARTHQUAKE DESIGN DATA TABLE 0.2 BEC SPECTRAL RESPONSE ACCELERATION (Ss) 0.250 1.0 SEC SPECTRAL RESPONSE ACCELERATION (S~) 0.070 SEISMIC DESIGN CATEGORY ]~ BUILDING CATEGORY [TABLE 1604,5) ! SITE CLASS D SEISMIC USE GROUP ! BASIC STRUCTURAL SYSTEM AND #2 LIGHT FRAMED WALLS WITH SHEAR SEISMIC-RESISTINg SYSTEM PANELS RESPONSE MODIFICATION FACTOR (R) 7 ANALYSIS PROCEDURE SIMPLIFIED ANALYTICAL PROCEDURE SEISMIC DESIGN BASE SHEAR 1100 LBS UNDERWRITERS CERTIFICATE J , %c.'EED W OOCUPANOyOR USE 18 UNLAWFUL THOUT CERTIFICATE OFOCCUPANCY DATE:~Oq B 765-1802 8AM TO q , ~~*~ 32' INSULATIoNROUGH - FRAMINi} ,; E 4. FINAL- CONSTRU','7 OH MUST BE COMPLETE ALL CONSTRUCTION 5F¢,', ,v~Z~EF THE EQUrREM~NTS OF TH ~ iL, ,[:S OF NEW DESYORKGNSTATE.OR NOT r~' [~"~ ~ ~'~ 'ATER¢61[~ ~ RUNOFF MEET THE REQUIREMENTS OF THE 0F THE TOWN CODE, CODES OF NEW YORK STATE. ~ HEREBY CERTIFY THAT THE STRUCTURAL DESIGN FOR THIS BUILDING WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT [ AM A DUI __ LICENSED/REGISTERED PROFESSIONAL DATE: WARNING: IT IS A VIOLATION i PERSON UNLESS ACTING UNDER THE LICENSED ARCHITECT OR LICENSED ENGINEER TO ALTER ANY ARCHITECTURAL OR ENGINEERING ITEM. CERTIFICATION OF NAILING & CONNECTIONS REQUIRED. CUTCHOGUE, NY O CD II I 7 III ~: ~DRAWN BY: ~AOSIER DATE; 11/13/08 CHECKED BY R.M. DATE: 11/18/0B REVISED DATE: .... REVISED DATE: .... REVISED DATE: -- REVISED DATE: .... SCALE: AS NOTED BUILDING COLUMN LOCATION DIMENSIONS 9 PORCH COLUMN LOCATION DIMENSIONS 29'-9" 22'-4 1/2" -- 14'-11 lj2" COLUMN PLAN LEGEND a - ~2x6 LAMINATED COLUMN LOCATION [] - 6068 9-LITETEMPERED GLASS IN LEAF WITH EMBOSSED CROSSBUCK FIBERSTEEL WALKDOOR(S), OUT SWING WITH LOCI(SET RIGHT SIDE ACTIVE ~ - (2) 4429 9-UTE HAYEIELD SLIDING WINDOW(S) WITH 15'~35" LOUVERED SHUTEERS (~) - (2) 14'-9"x14'4~'SINGLESLIDINGALUMASTEELEND DOORJS) '~ - 81MBASEANCHORS - (6) 3065 SKYUTE(S) )VERIFY LOCATION) - (1) 3'-6" x 3'-6" CUPOLA WITH "M" 30" WEATHERVANE NON-FUNCTIONAL - ALL STEEL FASTENED WITH STAINLESS STEEL SCREWS <~ - [2) 7/16" OSB SHEARWALL ISEE SHEET S8 OF S10 FOR DETAILS) 16"R- 16" DIAMETER FOOTING WITH 8" THICK MINIMUM READY-MIX CONCRETE BELOW BOITOM OF LOWER COLUMN WITH ADDITIONAL READY-MIX TO TOP OF 218M STILT (9"-+]. PLACE CONCRETE BELOW AND ABOVE BOTTOM OF LOWER COLUMN IN ONE OPERATION. 18"R- 18" DIAMETER FOOTING WITH 8" THICK MINIMUM READY-MIX CONCRETE BELOW BOITOM OF LOWER COLUMN WITH ADDITIONAL READY-MIX TO TOP OF 21BM STILT [9"±). PLACE CONCRETE BELOW AND ABOVE BOITOM OF LOWER COLUMN IN ONE OPERATION. 24"R- 24"DIAMETER FOOTING WITH 10"THICKMINIMUMREADI-MIXCONCRETE BELOW BO1TOM OF LOWER COLUMN WITH ADDITIONAL READI-MIX TO TOP OF 224M STILT (~"-+). PLACE CONCRETE BELOW AND ABOVE BoI'rOM OF LOWER COLUMN IN ONE OPERATION. 7'-4 1/2" J ~ 1'-41/2" 1 '-~' VENTED PORCH OVERHANGS 16"R /16"R 29'-9" 14'-9 1/2" 7'-4 1/2" 7'-6" Jr x 7'~. 1/2" \ 1'~" 'VENT~ SIDEWALL OVERHANGS COLUMN PLAN ROUGH OPENING SCHEDULE U NIT SYMBOL WIDTH H EIGHT FROM LEGEND [] 74 3/4" 81" ,~ 52 1/4" 33 5/8" SCALE: ~ I 1' 4' 16' Ii ~lCj~'128-0826 CUTCHOOUE, N~Y _ n II I II I II I II I DRAWNBY: MOSIER · DATE: 11/13/08 CHECKED BY, R.M, DATE: ,11/18/DB REV.~ED DATE: ..- REVISED DATE: ..- REVISED DATE: ..- REVISED DATE: .-- B NO.128-0826 J 2x4 PURLIN HEADLOK ,19'S~6.(7' FLATHEAD LAG SCREW (ICC-ES REPORT ESR-10?8) (~) (1} #9x1" TRU-GRIP SCREW ON PEAK SIDE AND (2) #9X1" TRU-GRIP SCREWS ON F-AVE SIDE OF PURLIN IN HOLES SHOWN (JOINT MUST BE TIGHT BEFORE FASTENING CLIPS 20 GA. GALVANIZED PURLIN CONNECTOR 7'-5 1/2" 7'-5 1/2" 2x4 BU'I-I'ED PURLIN DETAIL (PURLIN CONNECTED WITH 6" IfEADLOK FLATHEAD LAG SCREW) SCALE: ] 1/2": 1'-0" 80' 4090 S.C. TRUSS~ R.S. NAILS PER CONNECTION ~(1 ) 2x6 END COLUMN EXTENSION DETAIL 2 SCALE: 1 1/2"= 1"-0" J2) 20d R.S. NAILS IN OVERHANG FRAME 2x4 BEV. P OVERHAN TOE NAIL OVERHANG RAFTER TO OVERHANG NAILER WITH IlJ 16d R.S. NAIL EACH SIDE 2X6 OVERHANG NAILER 2x4 TRUSS HEEL BLOCK w/14) 20d R.S. NAILS 1/2" TRUSS/BRACING PLAN I I 7'-6" ,Ir 7'-6" 0 'T 1/2" TRUSS/BRACING PLAN LEGEND 30' O '" (~ - 4 90 S.C, TRUSSES @ 7-60.C, (,~ - 2x4 TRUSS TIES @ 5'-0" C.C. ~) - 2x6 DIAGONAL END BRACES @ 7'-6" C.C. (TO EXTEND TO FIRST TRUSS IN FROM ENDWALL) (~ -8' PORCH END FRAMES 2x4 TRUSS TIE ~ (7) 20d R.S. NAIM ~'~ 60d R.S. NAILS 30' 4090 S.C, TRUSS DETAIL 1 SCALE: 1 112"= 1'~" (3) 2x6 CORNER COLUMN 2' 8' SCALE: ~ I 4' 60d R.S. NAIL LOWER TRUSS CHORD (1) #9×]"TRU-GRIP SCREWS ON PEAK SIDEAND ~~ 12) ON EAVE SIDE IN HOLES SHOWN. (JOINT MUST BE TIGHT BEFORE FASTENING CLIPS] 16' //~/~ (6] 20d R.S. NAILS / L PER CONNECTION I I '--~ (21 2x6 END COLUMN jEXTENSION DETAIL 3 SCALE: 1 1 [2" = 1'~0" 20 go. GALVANIZED PURLIN C~ONNECTOR 2x4 TRUSS TIE DETAIL n II I Il I S2oFS10 SL EP TC 7-6-4 7-6-4 7-9-0 22-2-12 7-44 I 1.25x16.25 -- C 7-11-2 29-9-0 7-6-4 f HO ]-3-8 A T1 WGI W2 W3 W4 3.7B×S// D W5 T2 WG2 &~SG-MN~B-6.2Sx~7.B II &lBO-MN18-1 1.2$xlB I I 0.05202 H G # 18G-MT8H-7x165 F B2 &lBG-MN18-6.25X17.5 II &lBO MN18-11.25x15 j I BC EP SL 14 8-12 TRUSS DESIGN LOAD = 477 PLF REQUIREDTRUSSLOAD= 24 PSF AT 7'-6" LIVE LOAD 20 PSF DEAD LOAD 4 PST CEILING LOAD PSF TOTAL LOAD 24 PSF O.C.= 180 PLF 29 9-0 29-9-0 TRUSS DESIGN SPECIFICATION: Truss has been designed by computer using Robbins Engineering Software and specificatrons of recognized engineering principles, Trusses are manufactured by Morton Build?ngs, Inc. LUMBER SPECIFICATION (2001 NDS for Wood Construction): Lower Chord -- No. 1 K.D. - 19 or 2400f - MSR 2.0E Southern Pine Top Chord --- No. 1 K.D. - 19 or 2400f - MSR 2.0E Southern Pine Web Member~ -- No. 1 K.D.- 19 Southern Pine TRUSS PLATE SPECIFICATION IICBO Evaluation report No. 29291: ASTM A-653, Grade A 20 Ga, and 18 Ga. where noted, galvanized steel Morton truss plates identihed by a hexagon stamped every 1 1/4" along the center ct the plate. 30' S.C. 4090 TRUSS SCALE. 1/2"= 1'-0" 30' SC 4090 3' WiDE (ZONE 2 & LIVE LOAD 20 PSF DEAD LOAD 6 PSF CEILING LOAD 2 PSF TOTAL LOAD 28 PSF TRUSS DESIGN SPECIFICATION: Truss has been designed by computer using the Purdue Plane Structure Analyzer lAW current standards and spe¢ifTtahons of recognized engineering principles. Trusses are manufactured by Morton Buildings, Inc, LUMBER SPECIFICATION (2001 NDS for Wood ConstructTon): Lower Chard -- No. 1 K.D. - 19 Southern Pine Top Chord -- No. 1 K.D.- 19 Southern Pine Web Members -~ No. 1 K.D. - 19 Southern Pine TRUSS PLATE SPECIFICATION (ICBO Evaluation report Ne. 2929): ASTM A-653, grade A 20 Ga. and lB Ga. where noted, galvanized steel Morton truss plates identified by a hexagon stamped every 1 1/4" along the center of the plate. 3'-1 7/16" Web 2-3x5 PL. 1'-1 11/16" 3' WIDE (ZONE 2 & 2x6 LOWER CHORD 8'-10 1/2" 2-8x10 PL. ~ 8' PORCH END FRAME SCALE: I/2"= 1'-0" 6 1/2',~ 2x4 PURLIN] 30' O - INDICATES PURLINS TO BE FASTENED w/HEADLOK .19"x 6.0" FLATHEAD LAG SCREW. WIDE BUILDING PURLIN LAYOUT SCALE: I/2"= lU0" CUTCHOGUE, NY III III 7 II I I II1-~ I I I DATE: I 1/13/08 CHECKED BY: ~.M. DATE: I 1/18/08 REVISED DATE: ---- REVISED DATE: --- REVISED DA TE' .--- REVISED DATE; .--- ISCALE; AS NOTED SHEET NO, S3oPSlO 3.0' WIDE (ZONE 2 & 3) 3.0' WIDE {ZONE2 & 3) WIDE (ZON~ 5J 12 3'q7' WIDE (ZONE 2 & 3) (ZONE 2) ~ {ZONE 3) ~ 3'q3" WIDE [ZONE 51 27'-6" c~ 26'-6" Ill 3] /// ,(ZONE 1) '/////. ~/////, ~/////, '/////~ '////.: ~/////) ~////,/////~ '////.b ~/////, ~/////, ~/.~ '/////x '////.~ ~/////, , ! ' 12'-6" 29'-0" 7'-6" -~ ~ SOUTH ELEVATION ~ 3L (ZONI~ 2 & 3) 12 HI-RIB STEEL SIDING T#21 CORNER TRIM T# 167 TRANSITION TRIM HI-RIB STEEL WAINSCOT T#167 BASE TRIM 3'-0" WIDE (ZONE 2 & 3) 3'-0" WIDE (ZONE $) ' WIDE (ZONES 2 & 3) t 24.0. W,DE IZONE 41 3.0' WIDEI 24.0' WIDE (ZONE [ZONE 5) 22'-0 1/2" 4E 4 6.~ 5~~ 6E m Reference Corner 3.0' WIDE (ZONE 2 & 3} 3.0' WIDE 7'-11 1/2" I [ZONES) 22'-0 1/2" 7'-11 1/2" 3.0' WIDE (ZONE 5) EAST ELEVATION ~' WEST ELEVATION 3'-0" WIDE 3'-0" WIDE [ZONE 2 & 3} (ZONE 2 & 3} (ZONE 3) ~ **STITCH SCREW ROOF STEEL LAP RIBS 3 L.F. (~) FROM EACH ENDWALL wJ#gxl" TRU-GRIP (ZONE 2) ~ SCREWS. (SEE SHEET S7 OF S9 FOE DETAILS.) [ZONE 3J ~ ~TEEL WAINSCOT .I, 14 ~'-0"W,DE(ZO.E4~ '1, I. 3'~"WIDE ~ ~ 3'~"W~DE CUTCHOGUE, N~Y _ d II I II I b II I L T ORAWNBY; MOSIER · DATE,' 11/13/08 CHECKED 8¥; R.M. DATE: 11/18/08 F?EV, GED DATE: -- ~EVISED DATE -- ~EViSED DATE --- REVISED DATE: --- (ZONE 5) [ZONE 5) NORTH ELEVATION LC$cALE:ASsS4oH%N~']oNOTED FLUOROFLEX 2x4 PURLINS @ 23" O.C. (NO. 2 SPF} HEADLOK .19"x6.0" FLATHEAD LAG SCREW 2x4 BEV. PURLIN W/RE MESH FILLER STRIP 2x6 BEV. FASCIA 5" O.G. GUTrERS -- T#144 & 146 FASCIA TRiM ~) ~ SOFFIT HI-RIB/SOFFIT CAP B0' 4090 S.C. TRUSS ~ HEADLOK .1~6. ]" FLATHEAD LAG SCREW GABLE PURLIN FLASHING T# ! 6 GABLE TRIM T# 194 TRIM SOFFIT ~IhRIBJSOFFIT CAP TRIM 30' 4090 S.C. TRUSS ~ 2x6 E.C.E. ~ KYNAR HI-RIB STEEL ~) 1421 20d R.S. NAILS KYNAR HI*RIB STEEL SADDLE ,INATED COLUMN 14'~' GRADETO HEEL 18"LOWEST MEMBER CUT-OFF FINISH GRADE ( 3 ) ROWS 2x6 NAILERS (2100 MSR SPF) 3-2x6 LAMINATED COLUMN 2x2 VERTICAL BLOCKING AT COLUMN LOCATION T# 167 TRANSITION TRIM 2x6 NOTCHED NAILER KYNAR HI-RIB STEEL WAINSCOT 7/16" OSB PROTECTIVE LINER T# 167 BASE TRIM ( 1] ROW 2xB TREATED SPLASHBOARD 6" CONCRETE FLOOR B1M BASE ANCHOR 4" MINIMUM COMPACTED GRANULAR BASE FINISH GRADE NOTE: FOOllNGS ARE DESIGNED FOR A 2000 PSF SOIL BEARING CAPACITY. LOCAL CONDITIONS MAY RE(~UIRE MODIFICATIONS. 218M (14 GA.) COLUMN STILT ~) 8" THICK MINIMUM READY-MIX CONCRETE BELOW BOTrOM OF LOWER COLUMN WItH ADDITIONAL READY-MIX TO TOP OF 218M STILT (9"-+). PLACE CONCRETE BELOW AND ABOVE BOTTOM OF LOWER COLUMN IN ONE OPERAIlON. SIDEWALL SECTION A SCALE: I/'Z' = 1'-0" CONCRETE FLOOR NOTES 1. 3500 PSi. B 1/2 BAG MIX CONCRETE 2. SLOPE GRADE AWAY FROM BUILDING @ 1" PER FOOT FOR A MINIMUM DISTANCE OF 10' PLUS OVERHANG WIDTH 3. A VAPOR RETARDER IS NOT MANDATED PER IBC SECTION 1710 EXCEPT[ON 3. UNLESS THE FLOOR WILL BE COVERED BY MOISTURE SENSITIVE FLOORING MATERIALS OR IMPERMEABLE FLOOR COATINGS OR WHERE THE FLOOR WILL BE IN CONTACT WITH ANY MOISTURE SENSITIVE EQUIPMENT OR PRODUCT 4. CONTRACTION JOINTS UNIFORMLY SPACED18' O.C. OR LESS FLUOROFLEX HI-RIB STEEL (~) 2x4 PURLINS @ 23" O.C. J~) lNG. 2 SPF) [4J 0.135" x 2 1/4" R.W. NAILS OR 16d R.S. NAILS (1] 20d R.S. NAIL THROUGH STRAP & INTO BRACE 2' END BRACE STRAP W/PRE-PUNCHED HOLES (BEND TO FIT) FASTENED W/ J3) 0.140x 1 lJ'Z' R.S. NAILS 2x6 DIAGONAL BRACING FASTENED TO COLUMN W/(4) 16d R.S. NAILS --~ 2x4 TRUSS TIE STILT ISOMETRIC 1/4"xl 1/4"x14 GA. SUPPORT ANGLE FASTENED TO COLUMN AT EACH CORNERWITH (3] .148"O x2' STAINLESS NAILS. (12TOTAL NAILS PER COLUMN) 14 GA. CHANNEL WITH 1/4" PLATED RIVET TO SUPPORT ANGLE UNDLSTURBED SOIL STILT NOTES 1. INSTALL PRESSURE TREATED LOWER COLUMN WITH STILT IN THE AUGURED HOLE. 2. POUR 9" MINIMUM THICKNESS OF READI-MIX CONCRETE INTO THE HOLE AS SPECIFIED. 3. BACKFILL AND COMPACT THE ANNULAR SPACE AROUND THE COLUMN TO GRADE WITH SOIL AUGURED FROM THE SITE. NOTE: THIS SECTION IS THE SAME AS SECTION "A" EXCEPT FOR THE ITEMS AS NOTED. ,NCRErE FLOOR 4" MINIMUM COMPACTED GRANULAR BASE Jr 16"O [14 GA.) COLUMN STILT BELOW BOTTOM OF LOWER COLUMN WITH ADDITIONAL READI-MIX TO TOP OF 218M STILT (9"-+). PLACE CONCRETE BELOW AND ABOVE BOTrOM OF LOWER COLUMN IN ONE OPERATION. ENDWALL SECTION B SCALE: 1/2'= INTERIOR EXTERIOR I .... NAIL KEY J0.14B X4 (20dj NAILS j0.131" X 3 I/2" HOT DIPPED GALVANIZED (HDG) RING SHANK NAILS 3-2X6 COLUMN SPLICE FASTENING DETAIL ~CALE: 1/2" = f-Cf CUTCHOGUE, NY II I 'DRAWNBY; MOSIER · DATE; 11/13/0B CHECKED BY; R.M. DATE; 11/18/08 I~EVISED DATE; --- REVISED DALE; --- F?EVISED DATE: --- ,,~ SCALE:AS NOTED 6" OSB BETWEEN NAILER AND HEADER TOE NAIL WITH (4) 16D R.S. NAILS, FASTEN 2x6 BLOCK TO LAMINATED COLUMN WITH (5) 20D R.S. NAILS, STAGGERED ATTACH TO 2x6 BLOCK WITH (6) 20D R.S. NAILS. -- ATTACH END PORCH FRAME TO 2<4 BLOCK WITH (7) I oD R S N,~,lLb ~D PORCH FRAME HANGS 1/2" OVER EDGE OF PORCH CORNER COLUMN -- 7/16 OSB SHIM FRAME PORCH ENDS @ COLUMN 112"x5 1/2" M. BOLT & (6) 20d R.S. NAILS T#178 BEV. FASCIA T#144/146 TRIMS ~ 2x8 NAILER FASTENED W/(4) 20d R.S. NAILS T#6 & T#167 TRIMS 2x4 ADDITIONAL PURLIN 7/16 OSB SHEATHING & 15# ROOFING FELT B' PORCH END FRAME @ 7'-5 1/2" B.C. ~ FLUOROFLEX k ~ 2x4 PURLINS 23" O.C, (2100 MSR) 22" CUT OFF 2x6 BLOCK 2X4 SOFFIT '~ SOFFIT ~/ SUPPORTS (~ ~) ADJ. JOIST HANGER 2x10 HEADER FASTENED W/(6) 20d R.S. NAILS (2) ROW 2x6 NAILER (2100 MSR SPF) T#39 COLUMN COVER 3 2x6 LAMINATED COLUMN /~6" CONCRETE FLOOR 8'-1 1/2" 2x6 BLOCK. ATTACH TO COLUMN WITH (5) 20D R.S. NAILS, STAGGERED. 2x4 BLOCK. ATTACH TO 2x6 BLOCK -- WITH (6) 20D R.S. NAILS. ATTACH END PORCH FRAME TO -- 2x4 BLOCK WITH (7) 16D R.S. NAILS 2x6 BLOCK FROM BOTTOM OF -- 2xl 0 HEADER TO TOP OF FIRST NAILER FASTENED TO END FRAME WITH .19"x6.0" HEADLOK FLATHEAD LAG SCREWS 7/16 r-m ATTACH END PORCH FRAME TO COLUMN WITH (5) 20D R.S. NAILS 2x6F_.. BEVELED FASC~ ? · / END VIEW OF END PORCH FRAME (SHOWN WITH END OVERHANG) NOTE: THIS SECTION IS THE SAME AS SECTION "A" EXCEPT FOR THE ITEMS AS NOTED, 1 1/2"xl 7/16"x4 1/2" FRAMING CLIPS 2x10 NAILER FASTENED W/(6) 20d R.S. NAILS 2x10 NAILER- ATTACH TO COLUMN WITH (6) 2OD R.S. NAILS 2x6 BLOCK BETWEEN 2x10 NAILER AND 2x10 HEADER. FASTEN TO COLUMN WITH (4) 20D R.S. NAILS. OSB WITH 1-8/4" R.S, COIL NAILS -- 12" B.C. TOP AND BOTTOM qCRETE FLOOR 81M BASE ANCHOR 4" MINIMUM COMPACTED GRANULAR BASE 2x10 HEADER ATTACH TO COLUMN WITH (6) 20D R.S. NAILS COLUMN )4 1/2") FRAMING CLIP EACH SIDE WITH(~ SLOT DOWN, ATTACH EACH TO PORCH FRAME WITH (6) #9 x 1 1/2" TRU GRIP SCREWS AND TO 2x6 BLOCK & 2x10 NAILER WITH (6) #9 x 1 I/2" TRU-GRIP SCREWS USP JH20 JOIST HANGER. ATTACH TO PORCH FRAME WITH (4) 10d 2 7/8'x .148" DIA. GALVANIZED POLE NAILS AND TO 2x10 HEADER WITH (2) #9 x 1 1/2" TRU-GRIP SCREWS & (12) 0.131"x 1 1/2"TC POSff[VE PLACEMENT GUN NAILS. PORCH FRAME ATTACHED AT A COLUMN CUTCHOGUE, N~Y _ OB ~0.128-0826 n O II I III 7 ~DRA WN BY: MOSIER DA TE: 11 / 13/08 CHECKED BY; R.M. DATE: 11/18/08 REVISED DATE; REVISED DATE; -- ~REVISED DATE: J6" LONGER LOWER 8' PORCH SECTION C SCALE: 1/2" = I' 0" 1 218M (14 GA.) COLUMN STILT 8" THICK MINIMUM READY-MIX CONCRETE BELOW BOTTOM OF LOWER COLUMN WITH ADDITIONAL READY-MIX TO TOP OF 218M STILT (9"+_). PLACE CONCRETE BELOW AND ABOVE BOTTOM OF LOWER COLUMN IN ONE OPERATION. ISCALE; AS NOTED SHEET NO. S6oES10 HEIGHT OF WINDOW I/2" WOOD SCREWS FASTENED THROU( ;H THE WINDOW JAMB FLASHINGS INTO THE 2"x4" ROUGH FRAMING. PRE-DRILL tOLES 10" O,C. IN WINDOW JAMB FLASHINGS TO ACCEPT WOOD SCREWS, SCREWS ARE NOT REQUIRED IN THE HEAD OR THE SILL. O.S.B. SHEATHING IS 1" WIDER THAN THE * VIDTH OF THE WINDOW FROM OUTSIDE OF TRIM TO OUTSIDE OF ] ~IM. O.S.B. SHEATHING IS 1" TALLER THAN THE HEIGHT OF THE WINDOW FROM OUTSIDE OF TRIM TO OUTSIDE OF ]'RIM. WIDTH OF WINDOW 7/16" OSB PANEL SILL FLASHING FIN WINDOW SECTION WINDBOURNE DEBRIS PROTECTION - FIN TV PE WINDOW 7/16" OSB PANEL FINNED WINDOW ~ #8 x 3 1/2" WOOD SCREWS @ 10" C.C. FIN WINDOW JAMB DETAIL I/2" WOOD SCREWS @ lC' O,C. FASTENED THROUGH THE ALUMINUM DiOOR SIDE JAMBS INTO THE .~K4 ROUGH FRAMING. PRE-DRILL HOLES IN ALUMINUM DOOR JAMS~ TO ACCEPT WOOD SCREWS. SCREWS ARE NOT REQUIRED IN THE HEAD OR THE ~ILL, HEAD FLASHING /2" WOOD SCREWS SPACED AS SHOWN ABOVE TO AVOID DOOR INSTALLATION SCREWS 7/16" OSB PANEL NOTE: DOOR PANEL AND W~NDOW PROTECTION DETAILS ARE FOR INSTALLATION INSTRUCTIONS ONLY, AND ARE NOT PROVIDED OR INSTALLED BY MORTON SUILDINGS' INC. OR MORTON SUILDINGS' SUSCONTRACTORS AND ARE THE OWNERS RES PONSIBILli'Y. -- 2"x4" ROUGH FRAMING WALK DOOR JAMB DETAIL -- OSB PANELIS I"WIDERTHANTHEWIDTNOFTHE DOOR FROM OUTSIDE OF TRIM TO OUTSIDE OF TRIM HEAD FLASHING 7/16" OSB PANEL DOOR SLAB #gXl" S.S,I.D. SCREWS W/WASHERS INTO PURLINS #9xl" S.S.I.D. SCREWS W/WASHERS USED TO STITCH THE GASLE TRIM TO THE STEEL SETWEEN PURLINS 1 :2 13 FIRST SCREW IN THE FLAT AT THE TOP AND BOTJ'OM PURLINS W/#9x1" S.S.I.D. SCREWS SCREW LAP RIB FIRST. THEN THE OTHER TWO RISS, USE #9x2" S.S.LD. SCREWS NOTE: SET SCREWS PERPENDICULAR TO PANELS, USE AN ERASER TO MAKE MARK ON PANELS SHOWING WHERE PURLINS ARE LOCATED (DO NOT USE PENClL). .... / WASHERS USED #9x1"S S I D SCREWS W TO STITCH THE LAP RIBS SETWEEN THE PURLINS #9xl" S.S.I.D. SCREW W/WASHER INTO EACH PURLIN (CENTERED BETWEEN HI-RIB AND FIRST MINOR RIB) STITCHED ROOF STEEL ATTACHMENT DETAIL SC~ALE: 1/2"= I'~)" (1 '-g" OVERHANGSJ #9x1" S.S.I.D, SCREW TO STITCH THE GABLE TRIM TO THE STEEL BETWEEN PURLINS #9x1" S.S.I.D. SCREWS W/WASHERS INTO PURLINS T#16 GABLE TRIM 2x6 FASCIA #9xl S.S.I.D. SCREW W/WASHER T#194 #9x2" S,S.I.D. SCREWS AT EACH HI-RIB, #gxl'1S.S.I.D. SCREWS CENTERED IN FLATS KYNAR HI-RIB STEEL IS TO END RAFTER W/HEADLOK SCREWS #9x1" S.S,I.D. SCREW W/WASHER INTO F~CH PURLIN (CENTERED BETWEEN HI-RIB AND FIRST MINOR RIB} FLUOROFLEX HI-RIB STEEL #9x2" S,S,I.D. SCREWS W/WASHERS INTO PURLIN AT EACH HI-RIB LS.I.D. SCREWS W/WASHER USED TO STITCH LAP RIBS BETWEEN THE PURLINS 2x4 PURLINS 30' 4090 S.C, TRUSS ~ 128-0826 ~ II I II I 7 ~DRA WN 8¥: MOSIER DATE; 11/13/08 CHECKED BY R.M. DATE: 11118/08 REV/EEO DATE --- REVISED DATE REVISED DATE,' .-- /?EVL~ED DATE: .-- WINDBOURNE DEBRIS PROTECTION - WALK DOOR WALK DOOR SECTION IECALE; AS NOTEDSToFS10EHF~' ~vo. 2x6 NAILERS --- LOWER ~HORD OF 30' 4090 S.C. TRUSS y 7/16"OSB _-51 EXTRA NAILERS ADDED BETWEEN STD. NAILERS,, [MAX. SPACE TO BE 24. )~ 7/1 6" OSB SHEARWALL ELEVATION SCALE: 1/2" = 1'-0" CUPOLA ROOF CUPOLA BASE TRIM -- VERTICAL BLOCKS @ ~ COLUMN BETWEEN NAILERS GUN NAILS. NAILED 4" O.C. ~ LAMINATED COLUMN RIMETER OF OSB SHEETS NAILED W/1-3/4" RING SHANK COIL GUN NAILS SPACED 4" O,C, JLED TO INTERMEDIATE SUPPORTS W/1-3/4" RING SHANK COIL GUN NAILS SPACED 6" O,C. LAMINATED COLUMN 5/4x6 NAILER (IF PROTECTIVE LINER IS INCLUDED) 2x8 TREATED BASEBOARD OSB SHEARWALL DETAIL SCALE: 1/2" = 1'-0" FIRST ROW 2x4 PURLINS PEAK PURUN ~ CENTERLINE OF CUPOLA 1"0" 6" / 6" 1'-0" FRAMING CLIP TRUSS FRAME 'OLA BASE FRAME ~ )SB CUPOLA SUPPORT E BLOCK~ BLOCKS ~ , FRAMING CLIP~ 3'6 x 3'6 Cupola Non-Functional (2x4 Purlins) 39Q FRAMING CLIP~ CUPOLA FRAMING DETAIL SCALE: 1"= 1'-0" ~ .3/16"x3/4"x30" H.R. FLAT STEEL ? 0.177'~-,25" STAINLESS STEEL ANCHOR NAILS PER STRAP BUILDING COLUMN 81M BASE A_NCH~OR FASTENING DETAIL SCALE: I 1/2"= 1'-0" CUTCHOGU E, N~Y . OB NO.1 d II I 7 ~)RA WN B Y; V~OSIER DA TE: 11 / 13/08 CHECKED BX {.M, DATE; 11/18/08 REVISED DATE; --- REVISED DATE: .- REVISED DATE; .-- ~EVI~ED DATE: --- I $CALE:~8 NOTED SHEET NO. oF Sl KYNAR HI-RIB STEEL 30' 4090 S.C. TRUSS T#71 TRACK COVER 51M TRACK 3x4 TRACK BOARD TOP "D" RAIL (16 GUAGE) -- 1 1/2"x2." BLOCK T#74 TRIM T#23 JAMB TRIM -- 14'-0" TRACK GIRT TO GRADE LATCH HANDLE -- 47E A/S LATCH STRIKE PLATE -- 2x3 JAMB JBEYOND; BoTroM 2' TREATED) SLIDING DOOR HEADER SECTION D SCALE: 1" = 1'-0" LATCH HANDLE 47E A/S LATCH STRIKE PLATE HORIZONTAL INTERMEDIATE I RAIL JAMB DETAIL 3-2X6 LAMINATED JAMB COLUMN (BEYOND) Jill GRADE LAMINATED JAMB COLUMN DOUBLE TOP "b" RAIL (16 GUAGE) STRUT HORIZONTAL 'T' S.S. RAIL VERTICAL '1" RAIL (0.06" WEB, 0.13" FLANGE) HORIZONTAL "1" / INTERMEDIATE RAIL (0.06" WEB, 0.13" FLANGE) VERTICAL "1" RAIL (0.09" WEB, 0.1 $" FLANGE) INTERMEDIATE DOOR GUIDE 7'-4 lJ~' ,j, 14'-9" (0.09" WEB, 0.15" FLANGE) LATCH HANDLE DOUBLE BoTroM "D" RAIL (16 GUAGE) 7'-4 1/2" Illl t 14'-0" TRACK GIRT TO GRADE SINGLE SLIDING DOOR FRAME [TWIN PANEL) INTERMEDIATE DOOR GUIDE DOOR GUIDE DETAIL INSTRUCTIONS 1, SCREW NUT ONTO HOOK. 2. SCREW HOOK INTO LATCH BODY. 1265 JAMB LATCH BODY LATCH HANDLE CUTCHOGUE, N~Y _ d II I II I 7 Ll-I n n II I DATE: 11/13/08 CHECKED BY ~.M. DATE: [1/1B/08 REVISED DATE: -- REVISED DATE: .-- EEVI$ED DATE: .- REVISED DATE: --- · SCALE: AS NOTED SHEET'NO, ~ S9o,,: S10 ! ROOF STRUCTURE FASTENING SCHEDULE I VENT-A-RiDGE TO BASE~ TRiM #9 x I" STAINLESS STEEL RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS @ 8" o.c, RIDGE BASE TRIM TO 2~4 PURLINS ~9 × 2" STAINLESS STEEL RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS AT EVERY HI-RIB (1'~' c.c.) HI-RIB STEEL STITCHING J #9 x I" STAINLESS STEEl. RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS IN LAP RIBS BE"P/VEEN PURLINS HI-RIB STEEl TO 2X4 pURLiNS #9 × 2" STAINLESS STEEL RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS AT EVERY HI-RIB (1'-C~' o.¢.) 20 ga. GALVANIZED PURLIN CONNECTORS #9 x 1" TRU-GRIP SCREWS 2x4 PURLINS TO TRUSS j HEADLOK 0.19"x6.C~" FLAIl-lEAD LAG SCREW 80, STRAiGHTCHORDi~RUSSTOCOLUMN (2J I/2"x5 I/2"M.BOLTS & (4) 0.177" x 4" [2Od) RING SHANK NAILS ' WALL FRAMING FASTENING SCHEDULE COLUMN STILT ( 14 GAi) TO COLUMN J (12) 0,148,, x 2" (6d) STAINLESS STEEL RING SHANK NAILS 2x8 SPLASHBOARD TO/COLUMN J4) 0.177"x 4" (20d)STAINLESS STEEL RiNG SHANK NAILS @ SPLICE/IS)0.177" x 4" (20d)RING SHANK NAILS @ STANDARD CONNECTION 2x6 NOTCHED NAILER TO COLUMN (4) 0.177"x4" [20d) NAILS ~ SPLICE/J4) 0.177" x 4" J20d) NAILS @ STANDARD CONNECTION 7/16" OSB TO SPLASHBOARD & NOTCHED NAILER 0,099" x 1-1J4" ASBESTOS SIDING NAILS 2x6 NAILER TO COLUMN (4] 0.177,, x 4- (20dj RiNG SHANK NAILS @ SPLICE/(4] 0.177" x 4" (20d) RING SHANK NAILS @ STANDARD CONNECTION 4090 S,C. TRUSS TO 2x6 END COLUMN EXTENSION (4) 0.177" x 4" (20d) RING SHANK NAILS 2x4 PURLIN TO 4090 S,c. TRUSS .19'~(6,0" HI~ADLOK FLATHEAD LAG SCREW HI-RIB STEEL TO NAILERS #9 X 2" STAINLESS STEEL RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS AT EVERY HI-RIB (1'-0" iOFFIT TO WALL INSERTED IN PRE-FORMED SLOT iN SOFFIT/HI-RIB CAP SOFFIT TO FASCIA T-50 MONEL STAPLES (2) PER PIECE 7/16" OSB SHEARWALL OSB TO PERIMETER BLOCKS/FRAMING 0.113" xl-314" RING SHANK COIL NAILS @ 4" OSB TO iNTERMEDIATE FRAMING 0.113" xl-3/4" RING SHANK COIL NAILS @ 6" C,C. BLOCKS TO COLUMNS 0.131" x ;] 1/2" HOT DIPPED GALVANIZED (HDG) RING SHANK NAILS @ 4" o-c- SCREWED ROOF STEEL CUPOLA FASTENING CUPOLA CAP TO CUPOLA ROOF (4) 1/4"x I" PLATED MACHINE BOLTS AND LOCK WASHERS CUPOLA ROOF TO CUPOLA SIDES PRE-FORMED CRIMPED METAL CONNECTIONS AND JB) #9 x 1" STAINLESS STEEL RUBBER WASHER EANHEAD INTERNAL DRIVE SCREWS CUPOLA SIDES TO CU?OLA BASE FRAME #9 x 1" STAINLESS STEEL RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS (4) PER SIDE J 16) TOTAL CUPOLA BASE FRAMi TO OSB CUPOLA SUPPORT 1-7lB" GUN NAILS @ 6" c.c. OSB CUPOLA SU PPOI~T TO TREATED BEVELED BLOCK 0.148" x 3-1/2" (16d) RiNG SHANK NAILS @ B" o.c, TREATED BEVELED BLOCK TO 2x4 CUPOLA BLOCKS 1/4"x 4-112" LAG SCREW W/1/4" FLAT WASHER AT EVERY HI-RIB (1'-C~' c.c.) 2x4 CUPOLA BLOCKS/T0 FRAMING CLIPS (2] 0.135" x 1-1/2" RING SHANK NAILS FRAMING CLIPS TO PURLINS (2) 0.135"x 1-1/2' RING SHANK NAILS IN SIDE OF PURLIN AND (2) 0.135" × 1-1/2" RING SHANK NAILS IN TOP OF PURLIN PORCH FASTENING SCHEDULE PORCH FRAME TOI PORCH COLUMN (1) 1/2~5 1/2' MACHINE BOLT & (6) 0.177"x 4" J20d) RING SHANK NAILS 2x4 PURLIN TO PORCH FRAME HEADLOK ,19x6.(~' FLATHEAD LAG SCREWS USE JH20 ADJUSTABLE JOIST HANGER TO HEADER (2) #Rxl 1/2" TRU-GRIPS SCREWS & (12) 0.131" x 1 1/2" TC POSITIVE PLACEMENT GUN NAILS USP JH20 ADJUSTABLE JOIST HANGER TO PORCH FRAME (6) 0.148" x 2-7J8" (1 Od) GALVANIZED POLE NAiL USE MPA1 FRAMINGjCLIPTO 2x10 NAILER (6) #9xl 1/2" TRU-GRIP SCREWS USE MPA1 FRAMING/CLIP TO PORCH FRAME (6) #9xl 1/2" TRU-GRIP SCREWS IF?ICE': CUTCHOGU~E, NY OB NO,128-0826 n n 7 DATE': 11/18/08 REVISED DATE,' ,-- 10o S10 _.