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HomeMy WebLinkAbout37070-Z S�pFatK�► Town of Southold Annex 4/8/2013 P.O.Box 1179 54375 Main Road oy Southold,New York 11971 CERTIFICATE OF OCCUPANCY No: 36184 Date: 4/1/2013 THIS CERTIFIES that the building AS BUILT ADDITION Location of Property: 990 Windward Rd, Orient, SCTM#: 473889 Sec/Block/Lot: 14.-2-30.3 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this officed dated 1/23/2012 pursuant to which Building Permit No. 37070 dated 3/16/2012 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: "as built" sunroom addition with pellet stove, deck addition and koi pond fenced to code as applied for. The certificate is issued to Karas,Nicholas&Karas, Shirley (OWNER) of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. 37070 01-20-2012 PLUMBERS CERTIFICATION DATED Authorized Signat e �SUF TOWN OF SOUTHOLD o K�aGy BUILDING DEPARTMENT wo TOWN CLERK'S OFFICE o . P SOUTHOLD, NY BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) Permit#: 37070 Date: 3/16/2012 Permission is hereby granted to: Karas, Nicholas & Karas, Shirley 990 Windward Rd Orient, NY 119570239 To: construct "as built" Sunroom and deck expansion and wood stove At premises located at: 990 Windward Rd, Orient SCTM # 473889 Sec/Block/Lot# 14.-2-30.3 Pursuant to application dated 1/23/2012 and approved by the Building Inspector. To expire on 9/15/2013. Fees: SINGLE FAMILY DWELLING-ADDITION OR ALTERATION $656.00 CO -ADDITION TO DWELLING $50.00 Total: $706.00 Building Inspector 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. 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$50.00, Additions to dwelling$50.00, Alterations to dwelling$50.00, Swimming pool $50.00, Accessory building$50.00, Additions to accessory building$50.00, Businesses $50-00. 2. Certificate of Occupancy on Pre-existing Building- $100.00 J. Copy of Certificate of Occupancy-$.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: Ld House No. 1^ Street n Hamlet Owner or Owners of Property: r ,l C 9�tt G �as Suffolk County Tax Map No 1000, Section C( Block (7q— Lot .3 Subdivision Filed Map. Lot: Permit No. 7 0 D Date of Permit. Applicant: Health Dept. Approval: Underwriters Approval: Planning Board Approval: Request for: ' Temporary Certificate Final Certificate: (check one) Fee Submitted: $ �O,g Applic it Signature SO(/r�olo Town Hall Annex Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 G Q roger.richert(i-)town.southo Id.ny.us Southold,NY 11971-0959 COUNTY,Nc� BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To: Karas Address: 990 Windward Rd City: Orient St: NY Zip: 11957 Building Permit#: 'j -7 C)''0 Section: Block: 1) Lot: 3d WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: as built DBA: QC Electric License No: 3823-e SITE DETAILS Office Use Only Residential X Indoor X Basement X Service Only Commerical Outdoor X 1st Floor. X Pool New Renovation 2nd Floor Hot Tub Addition Survey Attic Garage INVENTORY Service 1 ph Heat Duplec Recpt 5 Ceiling Fixtures HID Fixtures Service 3 ph Hot Water GFCI Recpt Wall Fixtures Smoke Detectors Main Panel A/C Condenser Single Recpt Recessed Fixtures CO Detectors Sub Panel A/C Blower Range Recpt Fluorescent Fixture 3 Pumps Transformer Appliances Dryer Recpt Emergency Fixtures Time Clocks Disconnect Switches 2 Twist Lock Exit Fixtures TVSS Other Equipment: sun room, GFCI protected recpticle for pond, 1 paddle fan Notes: Inspector Signature: Date: Jan 202012 81-Cert Electrical Compliance Form.xls J SOpryo� 37070 J3 G Q lyc0UNT1, �y TOWN OF SOUTHOLD BUIL NG EPT. . 765-1802 f f INSPECTION.. -- -.... .. [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING/STRAPPING [ FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE-RESISTANT PENETRATION [ ] ELECTRICAL.(ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: D 3 DATE ��� _1� INSPECTOR ,3--707 C� �o��1 SOcou UI,���o �o TOWN OF SOUTHOLD BUILDING. DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INS ATION [ ] FRAMING /STRAPPING [ FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: P 5 DATE` / INSPECTOR 'S ` MDIl�iUE,. T tEPO T DAT,� C�NIlI N'PS. .. U�..1 . I FOUNDATlOX(2ND) AOUGH 1 P.-A—M nICr'& d PT tM— G , L5F. IP�ISULATION Plitt N.Y. y STATE RZORGY CODE ' �. r r � ADDITIONAL CANTS . TOWN OF SOUTHOLD BUILDING PERMIT APPLICATION CHECKLIST BUILDING DEPARTMENT Do you have or need the following, before applying? TOWN HALL Board of Health SOUTHOLD, NY 11971 4 sets of Building Plans TEL: (631) 765-1802 Planning Board approval FAX: (631) 765-9502 Survey SoutholdTown.NorthFork.net PERMIT NO. Check —�- Septic Form N.Y.S.D.E.C. Trustees C.O. Application D V� E n Flood Permit Examined &121 \ E U Single& Separate Storm-Water Assessment Form IAN 2 3 2012 Contact: Approved 20� Mail to: Disapproved a/c TOWN BLDG.DEPT. p� OLo Phone: 3 a5_, q Expiration ` 201,5_ Building Inspector APPLICATION FOR BUILDING PERMIT Date 1 �j , 20 INSTRUCTIONS 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. (Signature of applicant or 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 N 6 d/La a S Kc m S (As on the tax roll or latest deed) If applicant is a corporation, signature of duly authorized officer (Name and title of corporate officer) Builders License No. Plumbers License No. Electricians License No. Other Trade's License No. 1. Locatio014oand which�proposed work Will e done: Q Lj House Number Street Hamlet County Tax Map No. 1000 Section Block Lot �Q 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 '_-51 �n'c P 1?D 1 b. Intended use and occupancy IJ /ud � 3. Nature of work (check which applicable): New Building Addition ✓ Alteration Repair Removal Demolition Other Work (Description) 4. Estimated Cost .Fee - (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 l 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. 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 Rear Depth Height Number of Stories 9. Size of lot: Front Rear Depth 10. Date of Purchase Name of Former Owner 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 NO Will excess fill be removed from premises? YES NO 14. Names of Owner of premises Address Phone No. Name of Architect Address Phone No Name of Contractor Address Phone No. 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 * 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 YO K) S: COUNTY O r being duly sworn, deposes and says that(s)he is the applicant (Name of indivi ual signing contract) above named, (S)He is the 0 Uj Y? eyl— (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. Swor to efore me this of� 1q_ K 20VI6 0YN o ary Pu is ate of New York No.01TO-6190696 Qualified in Suffolk County Notary Public EAM e''VY?R &4rSignature of Applicant SOUryolo Town Hall Annex Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 Southold,NY 11971-0959 y10ou ,N BUILDING DEPARTMENT TOWN OF SOUTHOLD Decembe- 14, 2012 Shirley Karas 990 Windward Rd Orient, NY 11957 Dear Mrs. Karas: We have all the paperwork needed for the Certificate of Occupancy on Building Permit #37070. However, before it could be issued, a 4-foot fence needed to be constructed around the Koi Fish Pond. Please call our office if you have done this and are ready for the inspector to return to verify the fence. The Building Department phone number is 765- 1802. Thank you. Southold Town Building Department INDEPEND NTLY.OWNED AND OPERATED THIS AGREEMENT,made as of the day of 20 a ;"is a contract between ` . � �/� 1� (Contractor)and (Owner),.-and Contractor and OWner agre to be bound by;tli�:t` s stated herein. n�. 1.Contractor's-address is >��. .. i and its phone numbers. . " ~ . Owner's address is G.,y_ R.{ i and his phone numbers aru,��I ^�' (home)and ^'�"' (business). 2.Contractor is licensed in' '�sN. 6�6--.. County as a general contractor and its license number is A". 3.Contractor agrees that it will,for the consideration hereinafter mentioned,furnish all material and labor to install the following described Product at premises located at 040 194&,!9'�h yga;� 3 ( 21� The Product(s)for Which specifications are submitted is: `d 1VIodeLN;o: ength" Accessories(circle one) Glazing Section: T. ,DT .TT Clear Glos's Color . ite .Bronze Gable Ends: ft ght Front&Gable Glass:." Tint Solarcool1 q � � s Roof Glass: Tint Solarcool &i� l�' Door(s)Quantity I 1k twi K.1,1!4 Model`No. ~ Windows Quantity 6 Mode�No. . EXCLUSIONS AND/OR ADDITIONAL WORK,IF ANY:SPECIFY: Fr.Fr? 1,d!prRE "3 r3)� Ai/Ii l"f 4.The price for the work to be perfomred hereunder inclusive or materials and installation is 1 Payments are to be made in accordance with the following schedule: Down payment,on signing this agreement $ �` _"Im Progress-Payment,on Delivery of Materials. $ 4' Progress Payment,on Completion of Framing $ Final Payment,on Substantial Completion of work $ � % Total Cash Price $ ?3 i The installments shown on the above schedule of payment reflect the value of the,amount of work to be performed,materials to be purchased;and expenses for which we will be obligated at the time of payment.Unless otherwise agreed in Wfiting,"Owner agreesto make each payment by casti. certified`or bank check,or by check drawn on a bank in New York State(in which case such check is accepted subject to collection).The final payment in this schedule must be by&A or certified check,or bank check only. Owner and Contractor agree that the work will commence on or about � yf� °' and be completed on or about `" +l and Contractor agree that certain contingencies can affect either the start date or completion date,including but not limited to adverse weather con ditions;`delay in ship- ment of materials from the miy ufacturer,delay on prior jobs,-unavailability of supplies,labor or subcontractors,unforeseen structural conditions or'd. soil conditions, ,,.acts of God,'strikes or lockouts;wat,riot,delays in obtaining permits or oilier delays from public authorities,failure of OwneC t iAgoperate w,if.h Cottractor,or other cause beyond the control of Contractor and Owner.Owner and.Contractor agree that trine is not of tfie•essence with respect to work to be performed hereunder.Naw York State law requires that Contractor provide certain notifications to Owner.The following notifications are intended to comply w,iilft}iat law: When applicable,no material Will be ordered until afteri ddr buildiirg peiniit is received. Upon factory availability of materials ordered,delivery must be accepted within ten days.Customer is responsible for materials once delivered. When applicable,installation will be as close as'possible'to the deliivety date. In the.event of the failure of the Owner to pay any sums due pursuant to the teniis of this Contract,the Owner shall be liablg�the`Contractor's costs of collection; including reasonable attomey's fees,court costs.and disbursements,together.with interest from the day payment was due. (a)-Contfactor is required to deposit all progress payments made pursuant to this agreement in a bust account pursuant to Section 71-a'of the'Lien Law or post'a bond or contract of indemnity'with Owner guaranteeing the proper application of such payments to the purpose of this agreement.If payments•are placed in a trust account,the account will be with Fleet Bank,Holbrook,NY 11741. b)Any contractor or subcontractor who perfomrs on this contract and is not paid may have a claim against Owner which may be enforced against Owner's property in accordance with the applicable lien laws. YOU,THE BUYER,MAY CANCEL THIS TRANSACTION AT.ANY TIME PRIOR TO MIDNIGHT OF THE THIRD BUSINESS DAY AFTER THE DATE OF THE TRANSACTION.SEE THE ATTACHED NOTICE OF CANCELLATION FORM FOR AN EXPLANATION OF THIS RIGHT. DO NOT SIGN THIS.CONTRACT IN BLANK:YOU ARE ENTITLED TO A COPY OF THE CONTRACT AT THE TIME YOU SIGN.KEEP IT TOTROTECT YOUR LEGAL RIGHTS.THE OWNER HEREBY CERTIFIES THAT IMMEDIATELY AFTER SIGNING THIS AGREEMENT,A COMPLETELY EXECUTED COPY WAS FURNISHED TO HIM. OWNER HEREBY ACKNOWLEDGES THAT CONTRACTOR IS AN INDEPENDENTLY OWNED AND OPERATED ENTITY LICENSED TO SELL AND INSTALL THE FOUR SEASONS PRODUCT LINE,AND OWNER EXPRESSLY WAIVES ANY.CLAIM AGAINST FOUR SEASONS SOLAR PRODUCTS CORP.;OR ITS AFFILIATES, EXCEPT IN ACCORDANCE WITH SUCH WRITTEN WARRANTIES AS MAY ACCOMPANY THE PRODUCT,EXCEPT AS PROVIDED IN THE WRITTEN`WAR- RANTIES ACCOMPANYING THE PRODUCT,ALL WARRANTIES EXPRESS OR IMPLIED;INCLUDING BUT NOT LIMITED TO ANY IMPLIED.WARRANTY OF MERCHANTABILITY OR FITNESS,ARE HE, EXCLUDED.THIS CONTRACT,AND.ANY AMENDMENT THERETO,MAY BE CANCELLED ITHIN TEN(10) BUSINESS DAYS BY THE CONTRACTOR FOR ANY REASONS WHATSOEVER,AND ONLY BECOMES EFFECTIVE WHEN SIGNED BY AN AUTHORIZED OFFI- CER OF THE CONTRACTOR: OWNER(S): t 4/LGt (L.S.) Date: g .—,—/,2 t d " it_'49..it' _(L.S.) Date:. CONTRACT By: Date: " AUTH IZE ROYAL: By: Date D 1991 Four Seasons solar Products-Corp. Whim:office Copy Canary•Customer Copy "Pink•Home Office Copy Gold•Accounting Copy ' t SrGc1' �, ,�CO,1�jG'�1f'u;rl� 1 � I tA P WELL t J I. S�PT IG or REC co CURBIt c. {` 7 f 6 s -- S. p � y i TELEDYNE POST N81329 ti { -installation : Operating , P43 Pellet Stove Owners "Manual TIM AR.MA H, N S.I Alf Sze sugget! tw ow g btx�h pr�sttts R4 .. lama ao.4 Mimi try Faduaaon9s who v9 r_ w.w in V*U.S by tn>nf er_ w Ve ffa*� Fuigm "Ce mane!est disponible en Frangais sur demande" ax ,n, ,R,, R7 0 �, sco�:ssrs. SAFETY NOTICE I PLEASE.READ THIS ENTIRE MANUAL BEFORE YOU INSTALL'AND USE.YOUR'NEW ROOM HEATER., FAILURE I TO FOLLOW INSTRUCTIONS MAY RESULT IN PROPERTY DAMAGE:BODILY INJURY OR EVEN DEATH. 77 I FOR USE IN THE U.S AND CANADA. SUITABLE FOWINSTAL'LATION IN MOBILE HOMES. 1 1 1 IF THIS HARMAN STOVE;IS NOT.PROPERLY INSTALLED'A HOUSE FIRE MAY RESULT. FOR YOUR SAFETY FOL'-1 LOW.INSTALLATION DIRECTIONS. [CONTACT LOCAL BUILDING OR FIRE OFFICIALS ABOUT RESTRICTIONS.AND INSTALLATION,INSPECTION I REOUIREMENTS IN YOUR AREA: . - CONTACTYOUR LOCAL AUTHORITY(SUCH AS MUNICIPAL'BUILDING DEPARTMENT,FIRE,DEPARTMENT,FIRE, PREVENTION BUREAU,ETC:)TO DETERMINE THE NEED FOR A PERMIT I CETTE GUIDE D'UTILISATION EST DISPONIBLE EN FRANCAIS.CHEZ VOTRE CONCESSIONNAIRE DE HARMAN I HOME HEATING.. INSTRUCTIONS.SAVE THESE The Label Pictured Is For Reference Only. For specific information regarding testing and clearances, consult the actual label on the rear of the stove. MODEL I MODULE:"P43" Sef#"006 Apparell de chauffage b grdnul6s de bola Utilisable dans des mobile homes.Cot umaq rwm,a Room Heater Pellet Fuel Burning Also for use In Mobile Homes. apparelf de chauffage Agranulds a 6t6 essay6 at homologu6 pour les malsons C us This pellet taming appliance Is also listed for prefabriqu6es,eonformbment aloe nonnes 814-23-900 A 814-23.909 de I'OAR. owo.nnrae"mm,mo use InManufectured Homes inaceordanea WRHOUT SIDE SHIELDS "PREVENTION DESINCENDIES' Report Nl Tested Report st6 A: 34 with OAR 814-23-800 thmugh 81423508 Sa°s °ra"°2" m Respecter sampuleusement les Instructions du constructeur pour rinstallation at les Tests r€allsda par OMNI Tested to/Testb A: ASTM E150904,ULGS627-00, censignes de fonctiannemem.Respecter lea*lea de s6prtkA an Ngueur done votre TEST LABORATORIES,Inc. and ULC-CI482-MI990 MINIMUM CLEARANCES WITHOUT MTN 1g•, r6glon. Report It 135•S•234 "PREVENT HOUSE FIRES" TOCOMBUSTIBLES: SIDFSHIELDS SIDESHIEe< em AVERTISSEMENT POUR MOBILE HOMES:Ne pas Installer dansunedlambre.Ilest DISTANCES MINIMALES DE Install and use only In accordance with manufacturer's Installation and operaron Back Wall To Appliance T 2" Imperab'depr6voirunepdsed'alrext6deur.LInt6gdt6sWcturalsduplancher,duptafond SECURITE: Instructions.Contact local building or fire officials about restrictions and Inspec Side Wall To Appliance des murs dolt titre shictement prdservbe. ance 18' 10" Sans Avac bon in our area. Comer Installation Se reporter aux Instructions du fabdcant at auz rbglememetione spbd5ques locales Ecrans Ecrans Y ooncemant Ise pr6cauffons requises lors de la traversbe d'un mur ou Min plafond. Latbrauz Latbraux WARNING FOR MANUFACTURED HOMES:Donotinstetl appliance lna sleeping Walls ToAppliance g• g" WLg.VT SIDE SHIELDS cransLa6m Contr6laratnettoyertr6quemment tout Is systems d'evacuaflon des fum6escordonn6- Murani6re-Poole 5cm 5cm mom.An outside combustion alrinlet must be provided.The structural integrity Of FLOOR PROTECTION•U.B. CANADAVS-RIn mentauxreoommandadonsduconstucteur.UtiOserdestuyaux<<Sp6cwgrandbs» Murinl6ral-Poole 41cm 25Acmthe manufactured home floor,caging end walls must be maintained. Sides(A) 6115 cm 8'120 cm de 076 mm ou 102 mm.Ne pas raocorder ce pobie A un conduit de chemin6s d6IA Installation en angle Refer to manufacturer's Instructions and local codes for precautions required for Bach(B) 1"12.5 crn 1'12.5 cm ut0ise pour un autre apparell. Mur-Angle Poole diagonals 23cm 23cm passing chimney through a Combustible wall or calling.Inspect and clean exhaust Front(C) 6'115cm 18145cm3 FONCTIONNEEXCLUSIVEMENTAVECDESGRANULESDEBOIS. PROTECTION DESOL•E.u. CANADA venting system frequently In accordance with manufaLlureys InsWGkms. ASTM E1509-ULC•CI482-M1990 Cet6s(A) 15 cm 20 cm Useanorcombustlble(224korlower)floorpro• Appere0dechaufiagebgrenulbtype(UM)84-HUD.Consommatlonmadmum:25kgm. Derribre(B) 2.5cm 2.5cm Use a 3"or4"diameter type'L"or"PL'venting system, tector extending under the unit and to the sides, U.S.Electrical Rating:115 VAC,60 Hz,Start 4.1 AMPS,Run 1.1 AMPS Devant(C) 15 cm 45 cm Do not connect this unit to a chimney flue servicing another appliance. front,and back of unit as shown in Floor Protection Caradbdstiques blectliques:240 VAC,60 Hz-Intensft6 au d6mamage 2.OA-Intenslt6 Utillser une protection de sol Incombustible(224k) FUEL:WOOD PELLET FUEL OR UP TO 50%CORNIPELLET MIXTIJItE ONLY. Diagram.Measure front distance from the surface PROTECTION DESOL fandlonnement normal 1.1A.Tentte cordon d'alimentaton A r6cartdu po6le. d6passant de I'apparell Sur lea o6t6s,I'arribre at Is Input Rating Max:5.5 Ib.fuelthc of the glass door. FLOOR PROTECTION DANGER:Risque d'blectrocution.Dbbrandrer Pappare0 avant tole Intervention ure U.S.Electrical Rating: VAC,60 Hz,Start4.1 AMPS,Run 1.1 AMPS Recommended:Non-combustible floor proteo. B No remplacer la vitre qu'avec une vitro cbramique 5mm de m6me quallt6 dls onible dolt 6t comma 6 partIndlqub sue le schema.La mesest 9 p dolt titre prise A partly de la vitro frontale.0 ast European Electrical Rating:240 VAC,60 Hz,Start 2.0 AMPS,Run 1.1 AMPS bon extending beneath any horizontal sections auprbs de votre revendeur. recommandb quo la protection de sot s'entende au Route power cord away from until, venting,Inducting the'T'on the back when Pour une Information plus complete,se reporter A la notice d'utilisaflon.Tenir Is porta dessous du tuyau defum6e Clans laces dune sortie DANGER Risk of electrical shock,Disconnect power supply beforesiwld A Ang. venting vertically. henn6dquement dose durantfonctionnement. hodzontaledirecte. For further Instruction,refer to owner's manual. f Agence Am6ricaine pour IS Protection de I'Environnement m Replace glass Only,with 5m ceramic available from your dealer. l y Ce meddle estdlspens4 par EPA certification d'apr6s 40 CFR 60.531 par d6gnlgon[Apparel)6 bola(A)<c Ratio aidcombustlble») Keep viewing,fuel loading,and ash removal doors dosed during operation. \ Date of Manufacture I Date de fabrication: US ENVIRONMENTAL PROTECTION AGENCY 2010 2011 2012 JAN FES MAR APR MAY JUN JUL AUG SEP OCT NOV DEC 0 This model Is exempt from EPA certification under 40 CFR 60.531 by definition[Wood Hester(A)"Air-to-Fuel Raflo j Ha ■ ■ ■ • • • Fahriqub par.Harman Homo Heating 352 Mountain House Road,Halifax PA 17032 DO NOT REMOVE THIS LABEL I NE PAS ENLEVER CETTEtTIQUETTE MADE IN USAI Fabrlqu6 aux IL4J. P.N.3.80-04300 v �t m m 0) E m G t Assembly • • Installation Unpacking ------ --�- - The P43 is bolted (1/4 x 1" hex head bolts) to the skid to prevent movement during shipping. / To free the stove from the skid you must remove the hold-down bolts in the rear of the pedestal base. Removing rear cover panels The rear cover panels are secured to the stove with three bolts each.Two of the bolts need only be loosened, not removed, to remove the panels. It is recommended that the rear covers are installed after the unit is in place and the vent pipe is installed,to prevent contact with hot or moving parts. �----�-.-M t'^'' __ -_ - Firebrickr ti•; '= Install the firebrick horizontally on the angle bracket 1I above the burnpot. _ Flame Guide Install the cast iron flame guide on top of the burn pot.Make sure that the flame guide is fully seated on / Shipping Bolts the vertical sides of the bum pot and that the back of Note:These same holes the guide rests against the body of the stove. $ are used for securing the stove in mobile home INSTALL EXHAUST VENT AT CLEARANCES Fig. 1 installation. SPECIFIED BYTHE MANUFACTURER. Most pellet vent pipe requires a minimum of 3" of clearance to combustible materials alithough some can be Rear Cover installed at 1"clearance. Panels Room Sensor Installation The room sensor is a small temperature sensor on the end of a 60"wire.This sensor is installed much like a standard wall thermostat. Because it is so small, it can be hidden along the trim of a doorway or even up the leg of a coffee table.There is a remote room sensor port on the rear of the unit for easy external connec- tion. Use standard 18-2 thermostat wire to extend the distance to the desired location (50' maximum). The room sensor should be installed in the location where you want to control the temperature. -: In most installations locating the room sensor behind ;a w the stove near the-distribution fan works well because the sensor monitors the room air being drawn into the `C distribution fan. NOTE:Distances of more than 25 feet from the unit or in another room are not recommended. The room tensor Is essential for the P43's excellent efficiency. NOTE: It is recommended that the room sensor be installed, even if only installed on the rear of the 6 P43 Pellet Stove unit as a return air sensor. 1 Installation Installing Place the stove on a noncombustible floor or on a floor protec- tor that extends a minimum of 6 inches (152mm)to the front, 9" (measured from the glass)6 inches(152mm)to the sides and ( ! 1 inch to the rear of the hopper. It is also recommended that ;-\ I floor protection be installed under any horizontal venting and / extending 2 inches beyond the vent measurement. Material used for floor protection must have a k-factor of 2.24 or lower. a � � Example: 1"thickness of Durock®is rated at 1.92 k per inch 9" f which would meet the requirement. j Place the stove away from combustible walls at least as far as shown in Figures 3,4 and 5. Note the difference in side wall 9"Wdh or Without Side Shields clearance with and without side shields. Fig. 3 !-...; Connect the power cord to a 120 V.A.C. 601-lz grounded _ receptacle. (A surge protector is recommended to protect the circuit board.) Also be sure that the polarity of the outlet that —i�=- the stove is plugged into is correct. Prior to installing the flue pipe, connect a draft meter. (The 1 draft meter must have a minimum range of 0 to -0.5 Inches Water Column.) Record the first reading. Connect flue pipe j to stove and be sure all doors and windows in the home are closed. Record the second draft reading . If the second ; ! reading is more than.05"lower than the first reading,check for - -- � V possible restrictions in the venting configuration or the need j v= for outside air(see page 9). For more information on the draft j M4 j test procedure, refer to Page 21. 11 I Fig. 4 Mobile Home Installation 2;,r-„ When installing this unit in a mobile home, several require- [ t.i ments must be followed: 1.The unit must be bolted to the floor.This can be done with �d ) 1/4"lag screws through the 2 holes in the base plate. c y z 2.The unit must also be connected to outside air. See page " ! 9. I! 16 3. Floor protection and clearances must be followed as It i Fn shown. 1 rya ' 4. Unit must be grounded to the metal frame of the mobile j home. CAUTION:This appliance must be vented to the outside. Due to high temperatures,the stove should be placed out of Fig. 5 traffic and away from furniture and draperies. Floor Protection must meet a minimum 2.24k value Children and adults should be alerted to the hazards of high or lower.(in"k,the lower the value,the;better the surface temperatures and should stay away to avoid burns to protection.) Floor Protector minimum: 32%" wide skin and/or clothing. x 33"deep. Young children should be carefully supervised when they are I, 32%"minimum in the same room as the stove. Clothing and other flammable materials should not be placed 1" on or near this unit. WARNING 0 (152mm) Ei THE STRUCTURAL INTEGRITY OF THE F 4 j MANUFACTURED HOME FLOOR,WALL, i AND CEILING/ROOF MUST BE MAINTAINED. -- _ Vo^ yu (measured from DO NOT INSTALL IN SLEEPING ROOM. Fig. 6 glass) P43 Pellet Stove 7 Venting Requirements for Terminating the Venzinia WARNING: Venting terminals must not be recessed I.The clearance to service regulator vent outlet must into a wall or siding. be a minimum of 6 feet.' NOTE: Only approved pellet vent pipe, wall pass- j. i ne clearance to a non-mecnanicai air supply inlet throughs, and fire stops should be used when venting to the building or the combustion air inlet to any other through combustible materials. appliance must be a minimum of 48".' NOTE: Always take into consideration the effects r%. i ne clearance to a mecnanicai air supply Inlet must of the prevailing wind direction or other wind currents be a minimum of 10 feet.' that may cause flyash and/or smoke when placing the (with outside air installed, 6 feet) termination of the vent. L. i ne clearance aoove a pavea sloewaiK or a pavea In addition,the following must be observed: driveway located on public property must be a minimum A. The clearance above grade must be a minimum of 7 feet.'.Z of 18".' m. i ne clearance unaer a veranaa, porcn, aeCK or B. The clearance to a window or door that may be balcony must be a minimum of 12 inches.'.3(B. also opened must be a minimum of 48"to the side,48"below applies) the window/door,and 12"above the window/door.'(with NO 11=: The clearance to vegetation and other exterior outside air installed, 18"to the side or below) combustibles such as mulch is 36" as measured from C.A 12" clearance to a permanently closed window the center of the outlet or cap.This 36"radius continues is recommended to prevent condensation on the win- to grade or a minimum of 7 feet below the outlet. dow. 'Certain Canadian and/or Local codes or regulations D.The vertical clearance to a ventilated soffit located may require different clearances. above the terminal within a horizontal distance of 2 feet ZA vent shall not terminate directly above a side- (60 cm)from the center-line of the terminal must be a walk or paved driveway which is located between two minimum of 18". single family dwellings and serves both dwellings. E.The clearance to an unventilated soffit must be a 3Only permitted if veranda,porch,deck,or balcony is minimum of 12". fully open on a minimum of 2 sides beneath the floor. F. The clearance to an outside corner is 11" from center of pipe. G.The clearance to an inside comer is 12". NOTE:Where passage through a wall,or partition H. Avent must not be installed within 3 feet(90 cm) of combustible construction is desired, the above a gas meter/regulator assembly when measured installation shall conform to CAN/CSA-13365. (if from the horizontal center-line of the regulator.' in Canada) mI G j D A corrmr m` �}C B B mMed A aa Po me orMad o F B C / M sb �C ..� B-+ A J M=Venting Terminal ®=Air Supply Inlet Area where termination is not permitted 8 P43 Pellet Stove Venting Al � 12"min. worm collar Flashing 3"min. 3"min. PL vent manufacturer's 1 firestop spacer and No insulation or Minimum flue vent support other combustible materials are configuration allowed within It is required that outside air 3" of the pellet be installed with this venting vent pipe. Unless configuration to reduce smoke specified by the pipe manufacturer and creosote smell in the room in the event of power failure. (See Page 7 for corner installation { clearances) ,. 3"min. Fig. 1400 0 #8 Installing through the ceiling Through the ceiling vent,follow PLvent manufacturers Fig. 15 recommendations when using wall and ceiling pass through. Note: Do not place joints within wall pass-throughs. 12"min. wall to outlet 36"min clearance to any combustible material Fig. 16 14 P43 Pellet Stove PROPOSED SUNROOM ADDITION EXISTING WALL77 FOR KARAS • 990 WINDWARD ROAD ;I. a - ORIENT POINT, NEW YORK / \ NA- 6) 'UNIT IS A FOUR SEASONS SYSTEM 4GEORGIAN CONSERVATORY MODEL G4BT1015ANOTES: O1) WALL GLASS CODE-73, R-4.0ROOF GLASS CODE 76, R-3.72) ROOF BARS TO BE 4GBA EXISTING3) ALLOWABLE ROOF LOAD 30 P.S.F. a:) WALL / \ , w 4) ALLOWABLE WIND LOAD 90 MPH "� / \ 5 SLIDER 5' SLIDER i EXP. C. �' / \ WINDOW WINDOW5) (1) FRENCH DOOR W ' FRENCH(2) ROOF HATCHES \DOOR Q c" C W SCALE: 1/4" = 1'-0' \\ // 0 1 16- _ o ckz 2 2x6 UPGRADED INSULATED RAISED DECKC= o a J G 0 U Q Q a J Q N 10'-111. 4 t„ co F— L J L J d c Q 15'- ELEVATION B—B o c`ii a' aow O m W po Z d / \ O m z Q O o .9 O n En ow �La CW� EXISTING z W 1 0 O 5i 5' SLIDER 5' SLIDER 5' SLIDER 5' SLIDER 5' SLIDER WALL �' a WINDOW WINDOW WINDOW WINDOW WINDOW REV. No. DATE BY 2 2x6 UPGRADED INSULATED RAISED DECK 2 2x6 UPGRADED INSULATED RAISED DECK 2x8 DOUBLE HEADERS CONTRACT DATE 8/16/02 DWG. BY: R P L � I • J DATE: 8/19/02 JOB#: I. . I K A R H LJ LJ LJ LJ LJ 10'-114' 15'-94' OF 3 ELEVATION A—A ELEVATION C—C SYSTEM 4 GEORGIAN SYSTEM 4 GEORGIAN CONSERVATORY EAVE 900 MITER ASSY VIEW T" COMPRESSION RING & BAR ATTACHMENTS VIEW "G" 10 x 5/8' 1/2" x 2 3/4' S.S. THRU BOLT HDW10431 H+2025 ' R 1/2" NUT OUTSIDE GUTTER SPLICE PLATE 4 PL C TWO S.S. WASHERS HDW10530 7 in 12 = C+4267 NUT IS TO FACE FRONT SECTION (J') TRANSFER DRILL THRU GLAZING BAR _l x 111311 Q o 0 INSIDE GUTTER SPLICE PLATE o W 7 in 12 = C+4265A ;;;e•r. GLAZING BAR NOTE: REMOVE SCREW BEFORE L1J z ® DRILLING FOR1/2' BOLT _ p 2•TEK r8 o -::::•: 3 a z Q 1/4 x 1 1/4"PP TC NS SPACE R PART # C+4130 2 80 rn o HN 0 ac 3�6DR1(203) 2 PL 8 PL _ en in o WELD WL� w z W •0 ;::.:: = can Q HIP SAVE CUP (REF) COMPRESSION RING N SYSTEM 4 PART NUMBERS c 7 IN 12- +428OA p HN208 1/4 x1 1/4 (Zy °° SCREWS 6 PLACES a °° 1/4' x 1 1/4" O PP TC NS DD z O BOLT N215 PRE® U d 0 Q WASHER HN2061 13/64' (.203) 1 i, NUT HN206 4 (� W TYP (6) PLACES nGn O a (/) as o Z SILL FLASHING a a O G4 UNDER EAVE SPLICE PLATE A+ (4)-1/4' x 1 1/4" PP TC NS 0 >. o U 7 in 12 = CN8258 HN2080 PRE DRILL 13/64" (.203) ��. 10- W x Z d DO NOT INSTALL 111 JA K N FA T n H+2026 #10x1 1/4 1/4" x 1 1/4" z O a Q o PRE DRILLED 9/64 PP TC NS 07 6 HOLES FROM ® 94 o QE. UNDER SIDE PRE GRILL z E" z� CD0 13/64" (.203) RIDGE CONNECTOR O o W An x C� d' o ra GLAZING BAR co SPACER CN490 ® w 'Al INSERT TO POSITION BAR W IN CORRECT PLACE GLAZING BAR '� z I� 4GBA & 4HBA BARS ON 4GBA OR 4HBA W W Cn 10 X 1 1/4'TEK q ```.`''::.°<>: • SPLICE CHANNEL Cn 4 ON EACH SIDE ,std 1/4" x 1 ® ® PFTC NS O � � H+2080 NOTE: ® 4 PRE DRILL REV. No. DATEJ BY ® COMPRESSION RING 13/64" (.203) 1 SYSTEM 4 PART NUMBERS 6 PL, 4 1. USE A LIBERAL 7 IN 12— c+42BOA 1/4" x 1" AMOUNT COMPRESSION RING PF TC NS CAULKING SYSTEM 4 PART NUMBERS H+ 080 ' UNDER ALLLL SPLICE 7 IN 12- C+4280A PRE DRILL a PLATES & GUTTER 13/64" (.203) SEAMS 1 6 PL CONTRACT DATE: 8/16/02 CUP ANGLE 5 Fr MODELS = FOLD DOWN TABS INNER COVER FOLD DOWN TABS DWG. BY: R P L 2. REPLACE THE *" C+4269L R ON INNER COVER I C'4282A ON INNER COVER IN PART NUMBERS 1 EACH SIDE OF BAR TO HOLD IN PLACE TO HOLD IN PLACE DATE: 8/19/02 WITH "B" FOR BRONZE, SECTION "G-G" SECTION "G-G" JOB#: "A" SANDTONE & "W" WHITE. GurrER / EAVE a7- s x 1/2'rEK = 7 IN 12 +7 10' & 16' UNITS 12' & 18' UNITS K A R A + TYP. 3 OF 3 s. * D.. 1NI N G INDEX '• �• a,, --3 N 1EN w - `n� S I PLOT PLAN 0- w w 0 C, z0� 52 - GEN. NOTES 990 WINDWARD ROAD , ORI ENT POINT, NY 1 1 957 � � cc 53 - ND. F R. FRAMING PLAN o v 9�m� 53a - EXIST. DECK FOUND. lu FRAMING PLAN PLOT PLAN NSW �/41 o u 54 - 5TRU TU RAL DETAILS ��yM a 55 - STRUCTURAL DETAILS SG - STRUCTURAL DETAILS On��� 57 - STRUCTURAL DETAILS I _ I N 86°29'40" If 2G0.90' I lrrl``l g �s A I - PARTIAL FLOOR PLAN , , Q m CF, z WvWr R I - 5UNROOM PLAN * ELEV. I I u.J R2 - 5UNROOM DETAILS z R3 - 5UNROOM DETAILS I ON. 55 R4 - 5UNROOM DETAILS I I I LuS z 0 8�0 � o R5 - 5UNROOM DETAILS I IL o� oG RG - 5UNROOM DETAILS z 4a CONIC. OL O w ?RloI o. FASTENER SCHEDULE FOR 230 SUN 4 STARS o I I PAD EXIST. 5UNROOM I I ��-gq TO EXISTING STRUCTURES f-FOUNDATIONS �I I O a o 1 5-9 3/4 x l 0-I I I/4 I a Q O NE Lnl goo CONSTRUCTED WITHOUT I o FASTENER NO./5PACING COMPONENT I I O PERMIT (MIN.) FA5TENER5 I 335 O �L tH G rn G �N� o- 3/8"OHILTI KWIK 2(MIN.)@ EACH COLUMN I Q I 108.4' �u COLUM WSI LL . `/ BOLT III wN✓A5HER AND 24"O.C.(MAX.) O I I nO �` 1 2 ME BOARD RIDGE c\j Wl WAS�ER (2)ROWS @ I G"O.C. O I Q I SEPTIC 1 ��a \�F�'�l a o +!�'' -� I v '<<G�F SP y0 TO EXISTING m I I o �5 �,� APP 0 D AS NOTED I o P ��`S >'R W/WA5O 2 IN HER 30"O.C.O(MAX)VERTICALLY O I I O I O WALL COLUMN Q I DATE- .P.# 176)70 @ EDGEP 3/8cc WA5HERT w/ (2)ROWS @ I6"O.C. I Z I 2s OOO O�G� I ! to FEE: _BY - I 2 z INTERNAL RAFTER 3/8°O BOLT w/ (3)PER CLIP I pF P to NOTIFY BUILDING DEPARTMF-;N T A' CLIP WA5HER NOTE: I CONCRETE DRIVE 765-1802 8 AM TO 4 PM FOR TRH'. I OA 082359 lt, I. ALL FA5TENER5 CONNECTING ALUM.TO ALUM.SHALL BE I FOLLOWING INSPFCTiON 9 ESS10 P 5TAINLE555TEEL. I I 1. FOUNDATION TWO REuUIRED 2. ALL FA5TENERS CONNECTING ALUMINUM COMPONENTS TO I - FOR POURED t'^NCR;_ ;E N G STRUCTURAL FRAMING OR FOUNDATION 5HALL BE HOT 2 ROUG" �L DIPPED GALVANIZED. I a G' x 8 DRAWING TITLE: 3. ALL FA5TENER5 SHALL HAVE A MINIMUM OF 3"EMBEDMENT S'RAPP_NG. CLtCTR!. CAUL! UON. I I 3 lNSI!I-AT10N SHED I �;...� r:.ti COVET` SM EET A I sEMPcF2G8.47°PLOT PLAN S (5G029'40"W LI - I 5CALE: I"= 30'S 4'•..' CONSTRUCTION`-1AL.,ARE"v':EN`'S pr THE vvt� _ REVISIONS NOTE: .jR� "`.TE. NOT RESPONSIBLE r" I. THIS PLOT PLAN IS FOR REFERENCE ONLY, 0 REV. EXIST. DECK FRAMING FOR ADDITIONAL INFORMATION SEE SURVEY 30.0'R.O.W. jN OR CONSTRUCTION ERR(',!! n 3-8-12 PROVIDED 13Y A LICENSED LAND 5URVEYOR. t OCCUPA _ 2. LOT COVERAGE CAL S R �� ��LOT AREA: = 40,387 SQ.FT. �,JS� IS UN DRAWN BY: GWN EXIST. HOUSE: = 2,5GO SQ.PT. REVIEWED BY: AS EXIST. DECKS: = 492 5Q.FT. UITH®UTICATEEXIST. SHED: = 48 5Q.FT. SCALE: SEE PLAN 5UNROOM: = 173 SQ.FT. � DATE: 02-17-1 2 TOTAL: = 3,273 SQ.FT. O � LOT COVERAGE = 8.10% 51 OF 7 it OUTSIDE FACE EX15TING �` o WALL(@ STRUCTURAL 44G� ;: > N Q co poulp".FRAMING)TYP. e Q z O 0 m I I I S c' coLL- EXIST, CONT. 2 LEDGER — �� °°"°''" m N w Lu x8 2�3 � y O V 4 A I I i I 0 G - I EXIST DROP GIRDER . (2) 2x6 I �I W 7K[3 --e KB K vKB KB KB g W 4-3 4-3 I I �og r�2-9 2-0 I 6 I^ Q Z v W I I (� I I I I I I 1 `7 S O _ (L ��oaNG NEW(2) 2x8 '� DROP GIRDER �— — Z30 ` KB I KB I `-�• 1 KB I KB KB I KB ` o �0000� NEW(2) 2x8 DROP I I I I I I I EXIST. 5UNROOM � GIRDER LOCATED @ I I I I O I I I W MIDPOINT BETWEEN I I I cN u I I I I I 1 I SEE u 53u FOR o - � z" o w EXIST. GIRDERS , DECK FRAMING PLAN ` " I I I I I I O I I I I I I ��pF NEIiyY I I I � I I I I ��P 5 SP EXISIT. (2) 2x6 DROP GIRDER I I * I o - KB -I KB -KB - - - KB - KB - KB m w Z EXIST.4x4 POST ON 5`0 �A 082359 FOOTING,TYP. (6)A5 SHOWN. A B NEW 4x4 P05T ON R P IN5TALL NEW"KB"KNEEBRACES OPESSION ON POSTS WHERE SHOWN S4 54 12"0 FOOTING.OF(I 0)A5 SHOWN NOTE: TYP. TYP. DRAWING TITLE: 1. DECK HEIGHT IS 4'-0"± ABOVE FINISH GRADE 2. SEE GENERAL NOTES FOR MINIMUM CONCRETE REQUIREMENTS 1= U N D. FLK. 3. CONTRACTOR TO FIELD VERIFY ALL DIMEN51ON5. F IZAM I N G PLAN 4. "KB" INDICATES NEW KNEE-BRACES. FOR DETAIL REFER TO: (@ REVISIONS j 7 4'-3" 4'-3" 3'-9" a 3'-91I REV. EXIST. DECK FRAMING 3-8-12 6" 8'-6" 7'-6" 6" 17-0" DRAWN BY: GWN REVIEWED BY: AS SCALE: SEE PLAN A EX15T. DECK FRAMING PLAN DATE: 02-17-1 2 Al 5 3 a 3/8"= I:-o" 53a of 7 1� G�`G 0: I� r �' Q�/� cu w Ln DRAWING INDEXR551) �►EFof s > > o 51 - PLOT PLAN 990 WINDWARD ROAD , ORIENT POINT, NY �� Zo�z j ,,,��,�„�,,,,� o o a, Z oz 52 - GEN. NOTES cu 3nuo 53 - FOUND./FLR. FRAMING PLAN TOWN ofSOUTHOLO Y'o " ° W NLu 54 - STRUCTURAL DETAILS PLOT PLAN 2 �.- QN o 55 - STRUCTURAL DETAILS SG - STRUCTURAL DETAILS � ? . 57 - STRUCTURAL DETAILS I IG �� A I - PARTIAL FLOOR PLAN _ I N 86°29'40" E 260.99' - - W .1�vBz� - - - - - -- - - - - 4'TALL FENCE o 3E> R I - SUNROOM PLAN * ELEV. R2 - SUNROOM DETAILS ( I �; ;I W — o o R3 - SUNROOM DETAILS i I i ili zao R4 - SUNROOM DETAILS I I Z i � i W � R5 - SUNROOM DETAILS I I rnI to; � ;I z o °;oa "o I I sn�aG R6 - SUNROOM DETAILS � I I cn z N6o2Sw FASTENER SCHEDULE FOR 230 SUN �STARS I I CONC., I EXIST. SUNROOM III 0 6� W w" TO EXISTING STRUCTURES FOUNDATIONS Op I i PAD I o� f 5'-9 3/4" x 10'-1 1 1/4" ill oW 0O womso FASTENER NO./SPACING I I ��oa CONSTRUCTED WITHOUT II oo COMPONENT (MIN.) FASTENERS / L.L I 3g5 PERMIT 3/5"OHILTI KWIK 2(MIN.)@ EACH COLUMN COLUMW5ILL " BOLT III w/WASHER AND 24"O.0 (MAX.) ?'I Q I `/ 108.4' I 2X8 RIDGE 3/8"O O I I ��L II _ BOARD W/WASHER (2)ROW5 @ 16"O.C. n1qe TO EXISTING I Q I SEPTIC 1 ��� \\1�G��\ o ➢ ul �� sp y WALL COLUMN 31810 2 IN TOP 6"(3"APART) c0 I I NO,\�� �O�p IILD ,`Q����1S SP o O,A W/WASHER 30"O.C.(MAX.)VERTICALLY O \` V Z I Q I �Cy ALUM.RIDGE 3/8"O BOLT w/ (2)ROWS @ 16"O.C. I Q' rn I @ LEDGER WASHER I I E` Z s o QEC i c , W INTERNAL RAFTE C R 3/8"O BOLT w/ (3)PER CLIP LIP WASHER 1 GpF p 0 II N !-�L NO 82359 1. ALL FASTENERS CONNECTING ALUM.TO ALUM.SHALL BE ( I CONCRETE DRIVE it 0�0,9 STAINLESS STEEL. I I I 5'0' OFESS10 2. ALL FASTENERS CONNECTING ALUMINUM COMPONENTS TO STRUCTURAL FRAMING OR FOUNDATION SHALL BE HOT I A II DIPPED GALVANIZED. 3.ALL FASTENERS 5HALL HAVE A MINIMUM OF 3"EMBEDMENT I a \� 6'X 8' I DRAWING TITLE: I LION. 4'TALL FENCE--------- SHED it A PLOT PLAN — -- - - - - - - - - - -----_------_- - - - - - - - - -----_=---�I COVER SHEET 5 1 SCALE: I"=30 I I S 86°29'40"W 268.47" I 0 NOTE: REV1510N5 1. THIS PLOT PLAN IS FOR REFERENCE ONLY, FOR ADDITIONAL INFORMATION SEE SURVEY PROVIDED BY A LICENSED LAND SURVEYOR. 30.0'R.O.W. A 2. LOT COVERAGE CALCS (FOOT PRINT ONLY) LOT AREA: = 40,387 5Q.FT. EXIST. HOUSE: = 2,560 SQ.FT. DRAWN BY: GWN EXIST. DECKS: = 492 5Q.Ff. REVIEWED BY: AS EXIST. SHED: = 48 5Q.FT. 5UNROOM: = 173 5Q.FT, SCALE: SEE PLAN TOTAL: = 3,273 5Q.FT. DATE: 02-17-1 2 LOT COVERAGE = 8.10% 51 OF 7 TIN U � GENERAL NOTES A.FOUNDATIONS H.GLASS M.DE51GN LIVE LOAD5 uj """"I'"W cl) zz Z I.MAXIMUM PRESUMPTIVE ALLOWABLE SOIL BEARJNG PRE55URE FOR NEW FOOTINGS=3000 P5F. STRUCTURAL MEMBERS HAVE BEEN DESIGNED FOR FULL DEAD LOADS AND THE O O 1.GLA55 UNITS CONSISTS OF TWO PANES OF 118°THICK TEMPERED GLASS 2.FOOTING EXCAVATIONS AND FORMS SHALL BE REVIEWED BY LOCAL BUILDING OFFICIAL PRIOR TO PLACING CONCRETE. FOLLOWING LIVE LOADS IN ACCORDANCE WITH THE 2010 NEW YORK STATE S E: N-WITH A 5/8"STAINLESS STEEL SPACER BETWEEN PANES WITH AN ARGON FILL. 3.FOOTING ELEVATIONS SHALL NOT BE RAISED OR LOWERED WITHOUT APPROVAL OF THE ENGINEER. BUILDING CODE: m w m m 2.GLASS CONFORMS TO A5TM E 1300. r m �p 3.ALL MC-16(CODE 78)CLEAR ARGON ROOF GLASS HAS THE FOLLOWING ,4 .,r (V u B.CONCRETE 1.GROUND SNOW LOAD:20 P5F ' � _ w MINIMUM PROPERTIES: 1.ALL CONCRETE SHALL DEVELOP A MINIMUM COMPRE551VF STRENGTH AT 28 DAYS OF 3,000 P51. 0q,\ W - w VISIBILITY TRANSMITTANCE = I G% F- 2.ALL CONCRETE WORK SHALL CONFORM TO ACI 315. 2.WIND LOAD: 2�\ cj K U � SOLAR TRANSMITTANCE = 10% BASIC WIND SPEED: 120 MPH • O 3.PLACE L'EXPANSION JOINT MATERIAL BETWEEN EDGES OF SLABS AND VERTICAL SURFACES UNLE55 OTHERWISE NOTED. ULTRAVIOLET TRAN5MITANCE =7% 63 `w- Q C.REINFORCING STEEL VISIBLE OUTSIDE REFLECTIVITY = I I% WIND EXPOSURE:C F/sy VISIBLE INSIDE REFLECTIVITY =25% VELOCITY PRESSURE EXPOSURE COEFFICIENT,Kz:0.85 1.BARS SHALL BE ROLLED FROM NEW BILLET-STEEL CONFORMING TO A5TM AG 15.GRADE GO. SHADING COEFFICIENT = .18 DIRECTIONALITY FACTOR,K&0.85 2.WELDED WIRE FABRIC SHALL CONFORM TO A5TM A 165 OR A5TM A497. GUST EFFECT FACTOR,G:0.55 > SOLAR HEAT GAIN COEFFICIENT =.15 3.DETAIL AND FABRICATE REINFORCING STEEL IN ACCORDANCE WITH"ACI DETAILING MANUAL",PUBLICATION 5P-66. IMPORTANCE FACTOR,1: 1.0 RELATIVE HEAT GAIN =39 N 4.REINFORCING STEEL SHALL BE REVIEWED BY THE LOCAL BUILDING OFFICIAL PRIOR TO PLACING CONCRETE. INTERNAL PRESSURE COEFFICIENT, PSf ±O.18 =G � ASHRAE WINTER U VALUE _.25 5.PROVIDE BARS AT CORNERS AND INTERSECTIONS OF THE SAME NUMBER AND 51ZE AS LONGITUDINAL BARS IN FOOTINGS DESIGN WIND PRESSURE(WALL):23 PSF WALLS. ALL MC-WINTER R VALUE =4.0 DE51GN WIND PRE55URE(ROOF):25 P5F [� l ° 4.ALL MC-56(CODE 74)CLEAR ARGON WALL GLASS HAS THE FOLLOWING ( � a���o� MINIMUM PROPERTIES: / o- ,P° D.STRUCTURAL LUMBER 3.LATERAL DESIGN CONTROLLED BY WIND, i w a 1.STRUCTURAL LUMBER SHALL BE GREEN DOUGLAS FIR LARCH NO.2,OR BETTER,UNLE55 OTHERWISE NOTED VISIBILITY TRANSMITTANCE =56 Z11513 SOLAR TRANSMITTANCE =29 O - r ON THE PLANS WITH THE FOLLOWING MINIMUM PROPERTIES: 4.FLOOR LIVE LOAD=40 PSF, Y oogE a. Fb=850 P51 ULTRAVIOLET TRANSMITANCE = 13 b. Fc(PERPENDICULAR)=625 P51 VISIBLE OUTSIDE REFLECTIVITY = 10 Q Q m�� o ENERGY INFORMATION: o VISIBLE INSIDE REFLECTIVITY = 17 } C. Fv=95 PSI R-VALUE 3"SOLID ROOF PANEL: 13.4 p g�W€ SHADING COEFFICIENT =.38 Z d. E= 1,600,000 P51 SOLAR HEAT GAIN COEFFICIENT =.33 R-VALUE 4.25"SOLID ROOF PANEL: 18.61 ((1 °a a m 2.ALL PRE55URE TREATED LUMBER SHALL BE No.2 SOUTHERN YELLOW PINE,OR BETTER,WITH RELATIVE HEAT GAIN =79 R-VALUE 7/8"ROOF GLA55 PANEL:4.0 1L ��' Q O H,g 2 B ACID(ALKALINE COPPER QUATERNARY)TREATMENT. R-VALUE 3"SOLID WALL PANEL: 13.4 W ~ ri'w E s A5HRAE WINTER U VALUE =.25 z a§O EI8 3.PROVIDE WASHERS BETWEEN ALL THE BOLT HEADS AND WOOD AND BETWEEN ALL NUTS ASHRAE WINTER RVALUE =4.0 R-VALUE 7/8"WALL GLA55 PANEL:4.0 Q _ a F. AND WOOD. z O 50t;112 4.LAG BOLTS AND SCREWS SHALL BE PROVIDED WITH LEAD HOLES HAVING A DIAMETER NOT I.SEALANT N.COORDINATION w�o a°o GREATER THAN 70 PERCENT OF THE THREAD DIAMETER OF THE BOLT OR SCREW. ALL LAG BOLTS 1.THE CONTRACTOR SHALL VERIFY CONDITIONS IN THE FIELD AND IMMEDIATELY 6 w F R,!G I.ALL SEALANT CONFORMS TO TT-5-001543-A,TT-5-002306, o AND SCREWS SHALL BE INSERTED IN LEAD HOLES BY TURNING AND UNDER NO CIRCUMSTANCES NOTIFY THE ENGINEER OF ANY CONDITION NOT AS ASSUMED. HE SHALL TAKE FIELD V- S-9 ga 3 A5TM C-920 TYPE S,GRADE NS,CLA55 25. 'a t5 q�a E BY DRIVING WITH A HAMMER. MEASUREMENTS AND BE RESPONSIBLE FOR THE SAME. Q Z p�, g- 5.THROUGH BOLTS SHALL BE PROVIDED WITH BOLT HOLE5 WHICH ARE 32 TO is INCH LARGER THAN J.GASKETS THE BOLTS. O.ABBREVIATIONS 1.ALL GASKETS ARE CO-EXTRUDED AND ARE NON-MIGRATORY. G.STEEL FOR ALL ACCESSORIES SHALL CONFORM TO A5TM A36. THE FOLLOWING LIST OF ABBREVIATIONS IS NOT INTENDED TO REPRESENT o m a F 7.PLYWOOD SHALL BE C-C EXTERIOR,DFPA GRADE MARKED OR EQUIVALENT,OF THE THIME55 K.ROOM SPECIFICS ALL THOSE USED ON THESE DRAWINGS,BUT TO SUPPLEMENT THE MORE s SHOWN ON THE DRAWINGS. COMMON ABBREVIATIONS USED: M-2 8.PROVIDE OTHER MANUFACTURED ACCE55ME5 AS REQUIRED AND AS SPECIFIED. 1.ROOM DEAD LOADS 9.ALL FABRICATED STEEL ASSEMBLIES EXPOSED TO WEATHER AND ALL STEEL FASTENERS,INCLUDING ROOF:7 P5F I•TYP.-TYPICAL w 2.5IM.-51MIUAR o BUT NOT LIMITED TO NAILS,ANCHOR BOLTS,CONNECTION BOLTS,NUTS,WASHERS,LAG BOLTS WALLS:5 PSF d r OR SCREWS SHALL BE GALVANIZED IN ACCORDANCE WITH THE A5TM STANDARD FOR THAT ACCESSORY, FLOOR: 10 P5F 3.UON-UNLE55 OTHERWISE NOTED A5TM A213,A]53 OR OTHER. 4.CONT.-CONTINUOUS 10.FABRICATED ITEMS INDICATED ON THE PLANS ARE DESIGNATED AS PRODUCT5 PRODUCED BY THE REFERENCE STANDARDS; CONSTRUCTION SAFETY OF N 5IMP50N STRONG TIE COMPANY. PROVIDE ITEMS NOTED OR EQUIVALENT PRODUCTS. A5TM E 1 19 P. !! EIS, 1 1.ALL LAMINATED VENEER LUMBER(LVL)SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: A5TM E 1300 1.THESE DRAWINGS DO NOT CONTAIN NECESSARY COMPONENTS FOR SAFETY a.I,. f =b 2850 SP51 A5CE 7-02 DURING CONSTRUCTION. ��P 1A Sp yRO 0 2.THE INSTALLER SHALL PROVIDE ADEQUATE TEMPORARY BRACING,SHORING C. Fc(PERPENDICULAR)=750 PSI a)ROOF GLA55 CODE 76,R-VALUE=4.0 GUYING OF FRAMING AGAINST WIND,CONSTRUCTION LOADS 3 OTHER Q d. E= 1.900,000 P51 WALL GLASS CODE 74,R-VALUE=4.0 TEMPORARY FORCES UNTIL NO LONGER REQUIRED FOR THE SUPPORT OF I,)WALL PANELS TO BE 3"INSULATED,R-13.4 THE FRAMING. r c E.STRUCTURAL STEEL LL Q.MISCELLANEOUS n '1 I.ALL STRUCTURAL STEEL CONFORMS TO A5TM A36 OR A5TM A572 GRADE 50. L.DEFLECTION CRITERIA 1.ALL CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE 2010 BUILDING CODE l Lu 1.ALL MEMBERS MEET OR EXCEEDS THE FOLLOWING MINIMUM 2 Z F.ALUMINUM DEFLECTION LIMITS: OF NEW YORK STATE,THE RESIDENTIAL CODE OF NEW YORK STATE,THE ENERGY N 1.ALL STRUCTURAL ALUMINUM CONFORMS TO THE MINIMUM REQUIREMENTS OF 6005-T5 FOR ALLOY AND TEMPER LL DL+ILL CONSERVATION CONSTRUCTION CODE OF NEW YORK STATE,AND THE LOCAL " EXCEPT AS NOTED BELOW: a.STRUCTURAL ALUMINUM: UI 20 ZONING RULES AND REGULATIONS. �A U82359 CORNER COLUMN...............................6063-T5 b.F LA U175 - 2 CONTRACTOR FROM EXECUTING ALLNO NOTE OR LACK THERE Of SHALL BTHE WORK NED AS RELIEVING THE AC ACCORDANCE WITH THE 90�16s 10NP� H-COLUMN........................................6063-TS c.FLOORS: U2S: U360 U240 UTIUTY'H'COLUMN.............................6063-T6 BUILDING CODE OF NEW YORK STATE,THE RESIDENTIAL CODE OF NEW YORK STATE AND ALL LOCAL REGULATIONS HAVING JURISDICTION. 2.ALL STRUCTURAL ALUMINUM WORK CONFORMS TO"PART I-A-5PECIFICATION5 FOR ALUMINUM STRUCTURES- 3.THE ENGINEER SHALL NOT BE RESPONSIBLE FOR ACTS OF OMISSION OF ALLOWABLE STRESS DESIGN"OR"PART 1-5-SPECIFICATIONS FOR ALUMINUM STRUCTURES-BUILDING LOAD AND THE CONTRACTOR OR ANY SUBCONTRACTOR OR AGENTS OR ANY OTHER DRAWING TITLE: RESISTANCE FACTOR DESIGN"OF THE ALUMINUM ASSOCIATION,INC.SEVENTH EDITION,EFFECTIVE JANUARY 2000. PERSONS PERFORMING THE WORK. 3.IN ALL INSTANCES WHERE ALUMINUM COMES INTO CONTACT WITH STEEL,PROVIDE DIELECTRIC SEPARATION. 4.THE ENGINEER 15 NOT RESPONSIBLE FOR OBTAINING ANY BUILDING PERMITS GENE IAA L 4.ALL EXPOSED ALUMINUM RECEIVES ONE COAT OF PAINT. COLOR TO 15 COORDINATED WITH MODEL AVAILABILITY. AND/OR VARIANCE APPROVAL. 5.ALL FASTENERS CONNECTING ALUMINUM COMPONENTS ARE STAINLESS STEEL TYPE 300 18-8 UNLE55 OTHERWISE NOTED ON PLANS. NOTES G.STAIRS SEE NEW YORK STATE RESIDENTIAL BUILDING CODE REVISIONS SECTIONS R31 1.5 THRU R3 1 1.5.8.1 FOR STAIR REQUIREMENTS. CLIMATIC * GEOGRAFMIC DESIGN CRITERIA DRAWN BY: GWN GROUND SNOW WIND SEISMIC SUBJECT TO DAMAGE FROM WINTER ICE SHIELD FLOOD AIR REVIEWED BY: A5 LOAD DE51GN FP05T LINE DE51GN UNDERLAYMENT HAZARD FREEZING SPEED (MPH) CATEGORY WEATHERING DEPTH TERMITES DECAY TEMPERATURE REQUIRED INDEX SCALE: SEE PLAN SE NOTE5 NOTES E GENERAL SEE GENERAL A SEVERE 30 MOD, TO HEAVY SLIGHT TO MOD. 11 YES NO 452 DATE: 02-1 7-12 5 2 of 7 Q ,! nu:pin;a U > —nN N CU Z ) _1 W 00`nm OUTSIDE FACE EX15TING (J) WALL(@ STRUCTURAL ,,,,,i d,„ c IJL- f TYP. °� N lu u- x 'O � J L1J — iu `� y O V EX 1ST. b3h� �' a13- Z�o EXIST. CON 2x8 LEDGER WOOD II II I II I II I v DECK W II II II I II II II I � U [� L(7 zoa3�2g II II II II I W EX15T. (2) 2x8 DROP GIRDER I I I I KBI I I I KB I I KB I I I I KB 1 — I — — — W EXIST. WOOD I I I o I I ���(�� ° MP-. II N I I I J �� w, DECKm II , II u III II II yl I 1— HNV,a II II I) IIi F oW`i`o9s� (n N OM N " II 14 II II � O III II II AI I �, O ��o< EXIST. (-, 2x8 DROP GIRDER in KB I I I I KB KB of: N E T=KB v �s Sp YO I I I I I I I � 1'ROG'p CD Ln I I I o S6 I II II Q �- 1 cc II I I II I II m m Lll I I I I I �N 8 I I I I 11 11 I N �A 082359 NOTE: 56 I I 11 I III I I I RoFEs s►ID 1. FOR INFORMATION NOT 5HOWN SEE 5UNROOM DRAWINGS. 1 I I I 2. DECK HEIGHT 15 4'-211± ABOVE FIN15H GRADE EX151. (2) 2x8 DROP GIRDER 3. SEE GENERAL NOTES FOR MINIMUM CONCRETE — — — — — — — — — — — DRAWING TITLE: REQUIREMENTS KB KB — FOUND. FLK. 4, SUNROOM FOUNDATION AND FRAMING CONSTRUCTED — � - KB I KB - WITHOUT PERMIT. pp 5. "KB"INDICATES NEW KNEE-BRACES. FOR DETAIL REFER — — FI�"�JJ�� M I NG PLAN TO: (2) 2x BAND A A ] I 4x4 POST ON 8"0 I I 57 S4 S4 FOOTING TYP UON I Q u I = REVISIONS TYP, TYP. I I I I'-6" 3'-1 1 5/8" --►I+— 3'-1 1 5/81' 10'-1 1 1/4" DRAWN BY: GWN REVIEWED BY: AS A FOUNDATION * DECK FRAMING PLAN SCALE: SEE PLAN S3 3/8"= 11-01, DATE: 02-17-1 2 53 of 7 v JU N Co a w Z w O En o^� Z 21 .� M o 3 LL L NOTE: ° \ LU LU N w ALL STRUCTURAL SHOWN 2, vj v CONSTRUCTED WITHOUT PERMIT. ''b�y� a C) H 4x4 WOOD POST L a�H PLU 58S�9' zovo 5IMP50N STRONG z Q G � G TIE PB POST BASE W — o CONCRETE FOOTING, Z 'Himoo Nn SEE PLAN ON SHEET 53 aE FOR LOCATIONS W Z �� �Y 9i NOTE: 2� ��� ffi N FINISHED ALL STRUCTURAL SHOWN � � �Ir— � GRADE CONSTRUCTED WITHOUT PERMIT. �a , LLJ \ \ \ \ gooY WOOD GIRDER, SEE PLANS HE H¢ Q G Ua Q O r a z of: NE!�V Y T- w LLUJ / (2) 112"0 THRU BOLTS TYP. BOA 0824 . 359 . d 4x4 WOOD POST DRAWING TITLE: 5TRU CTU RAL D ETA I L5 SEE PLAN REVISIONS A TYP. POST FOUNDATION TYP. DECK GIRDER TO POST CONN. S4 NOT TO SCALE 5^ NOT TO SCALE DRAWN BY: GWN REVIEWED BY: AS SCALE: SEE PLAN DATE: 02-17-1 2 54 OF 7 U O G K> , O W Z Z u co °' OO m N W J � w � 00 � M NOTE: ALL STRUCTURAL 5HOWN Hifil CONSTRUCTED WITHOUT PERMIT. Lu U c-) nod z Q ��s NOTE: W QQ _ �Bo b ALL STRUCTURAL SHOWN of ma"0 N EXIST. 2x STUD WALL 8d NAILS @ 8" O.C. CONSTRUCTED WITHOUT PERMIT. Z > 9 3/4"T*G PLYWOOD W H iwam EXIST. 2ND i i FLOOR DECK R/ Q z € � FLOOR FRAMING I z � Iy R-19 BATT. INSULATION i i I IN FLOOR 3/4"TAG PLYWOOD 2x6 SOLID BLOCKING FLOOR DECK BETWEEN J015TS z NEW O W o3t25R= --------------- ------�=— s. g o ------------------------- _ w wo�000 rCZ Ill ��61`ZSO r ur ----------------- ------:4 OF MEIN -c�' (2) 2x6 JOIST �(� �s sPy O i @ 16 O.C. (2) 2xG JOIST NSULATION ��Q'Q\'t��- ROG EXISTING HOUSE BAND i i 1/2" MARINE GRADE PLYWOOD @ I G" O.C. IF EXIST FLOOR FRAMING IS I i IN FLOOR PARALLEL PROVIDE SIMPSON LU26-2 HANGER 0 w � i I/2' MARINE n 50LID BLOCDAVID50N AS REQ'D (2) 51MP50N H2.5 @ EA. w FOR ADEQUATE CONNECTION i JOIST* GIRDER ON GRADE PLYWOOD ZN �, C? / i 2x8 LEDGER FA5TEN TO EXISTING OPPOSITE CORNERS �O 7�82359 EXIST. FOUND. STRUCTURE w/ (2) ROWS 3/8" 0 LAG (2) 2x8 GIRDER A BOLTS W/MIN. 3" EMBEDMENT INTO (SEE PLAN) R�FESSIONP EXIST. FLOOR JOISTS @ I G" O.C. DRAWING TITLE: A DECK FRAMING AND LEDGER TO EXI5TING STRUCTURE B DECK FRAMING TO DROP GIRDER STRUCTURAL s 5 NOT TO SCALE 5 5 NOT TO SCALE DETAILS REV1510N5 DRAWN BY: GWN REVIEWED BY: AS SCALE: SEE PLAN DATE: 02-17-1 2 55 of 7 U I� -m Q pugnup: V > - N ry L F b Z w pn f1] z 2 uu CO �p�m 2 fu a III i!�1.11�11 .� u-Lu v -Lu W UIL M NOTE: G > . DEN-. NOTE: ALL STRUCTURAL SHOWN ALL STRUCTURAL SHOWN CONSTRUCTED WITHOUT PERMIT. CONSTRUCTED WITHOUT PERMIT. Lu t9 N U 0 Lo z Q �_ W OCL/ — F ° YL°V"'N INTERIOR EXTERIOR EXTERIOR INTERIOR � �yyW G-aF� Q Rv 5UNROOM WALL MIN.3/6" 0 LAG BOLT WITH 3" MIN.3/8" O LAG BOLT WITH 3" SUNROOM WALL W � z�= 6�E z �-.ZSMy MIN. EMBED. SEE SHEET 51 MIN. EMBED. SEE SHEET 51 — geo;�° 3/4"T$G PLYWOOD Z O FOR MIN. CONNECTIONS FOR MIN. CONNECTIONS FLOOR DECK (� § 2x6 SOLID BLOCKING 3/4"TAG PLYWOOD -a BETWEEN JOISTS EXTRUDED ALUMINUM EXTRUDED ALUMINUM FLOOR DECK C) W °wig o SILL BY FOUR SEASONS SILL BY FOUR SEASONS sa Wgg,, SUNROOMS SUNROOMS ° NI�aNp FLASHING FLASHING a (2) 2xG BAND FASCIA FASCIA pF NEtNy (2) 2xG JOIST R-1 9 BATT. INSULATION IN (2) 2x6 JOISTS @ 16" O.C. FLOOR (2) 2x6 RIM JOIST @ I G" O.C. Ir m I' u 1/2" MARINE W (2) SIMPSON H2.5 @ EA. GRADE PLYWOOD I/2" MARINE R-I 9 BATT. INSULATION M. rl� GRADE PLYWOOD IN FLOOR BOA 08235g Q,= JOIST * GIRDER ON (2) 2x8 GIRDER OFESSION OPPOSITE CORNERS R (SEE PLAN) DRAWING TITLE: A 5UNROOM CONNECTION TO WOOD DECK 5UNROOM CONNECTION TO WOOD DECK STRUCTURAL S NOT TO 5CALE NOT TO SCALE D ETA I L5 REVISIONS DRAWN BY: GWN REVIEWED BY: A5 SCALE: SEE PLAN DATE: 02-17-1 2 56 of 7 vcl r Ln (D.0 >—N r� m C) ul z :um c 00_ o cu �lu Y' puqu"pi c N W lxxD p W --� W a U C) �M (2) 1/2"0 THRU BOLTS 2TY0 Lu EXIST. DROP GIRDER SEE PLANS L1J p Cz 9 o V J ��m W F— =w6� O 0 co 5 z �pu r^ COUNTER FLASHING AND —�/�- v J MINI, SEALANT BY CONTRACTOR IT §0 z ,j ip � II II II p� Luau 7/8"INSULATED GLA55 PANELS BY I I 11 In cz FOUR SEASONS 5UNKOOM5 I II z� 91-5 I—VA--L 7 I I I NEW 4x4 DIAGONAL POST II II DENOTED"KB"ON PLANS Q I I I �pF NEFYPIN > s spy, 0 EXTRUDED ALUMINUM GLAZING BAR I I I Cry Qv °G BY FOUR SEASONS 5UNKOOM5 cc EXIST. 2x STUDS @ 1 6"O.C. 2� O 082359 v� 3/8"0 LAG SCREW TYP. NOTE: AR°PEs sloNP 5UNKOOM ROOF DOES NOT APPLY ANY EXIST. 4x4 POST GRAVITY LOAD TO EXIST. STRUCTURE (TYP) DRAWING TITLE: STR\UCTUNAL A TYP. KNEEBRACE "KB" TO EXIST. FRAMING B SUNKOOM ROOF (GABLE END) TO EXIST. STRUCTURE DETAILS S 7 NOT TO SCALE rJ7 NOT TO 5CALE REV15ION5 DRAWN BY: GWN REVIEWED BY: A5 SCALE: SEE PLAN DATE: 02-17-1 2 57 of 7 v ci (a: r` (` Wo O Q w uw m W ft7 U c0 Zm z �Ln c o o �11i]�lill ili C L lu W � Qx 2�\` N �2U14 � a OD- �1 EXIST. HOU51f 0 EE �_ a LLJ g EXIST WINDOW OPENING - U Q mods z WG��sG WINDOWS REMOVED W IF C) HEM. EXIST. WOOD DECK F Q z EBB€�r W � /n LL 2 U Z °aft �- p m� o O w s16EZ EXIST. WOOD DECK — 0.�Qo 0 pc m = G 4 zit,8° SUNROOM 1 5'-9 3/4" x 1 O'- 1 1 1/4" co Ln I .`�of NEW Y CONSTRUCTED � P�%,.��s sPyR0 o,A� WITHOUT PERMIT 0 w z m O v�082359 A9OPEssloNP DRAWING TITLE: PARTIAL 10'-11 1/4" FLOOR PLAN REVISIONS A PARTIAL FLOOR PLAN A I SCALE; 1/4" = P-0" DRAWN BY: GWN REVIEWED BY: AS SCALE: SEE PLAN DATE: 02-17-1 2 A I or P� s IN A Q�/' � _ N� CID I— -A B c� C d'I I w i< � � z O ,y5 n z z u co 00 � 111 N CD � to N Lu L4 Lu o _ w �r 5'-0"TPAN50 5'-0"TRAN50M 5-0"TRANSOM G f y m � G � B - z / B Wsoo 0� p w 5'-0" 5'-0" o m B III Lx / SLIDER SLIDER ULn °a?�m R6 R4 I I ILJ /5'-0" WINDOW WINDOW Z Q _� � FRENC E —� Lu R4 I R4 zo PI IL PIIR I R2 Z O P12R w g o / 41 41 P12LII � 0— o g qG B I I B 1 5'-9 3/4" O � 3 PI2L R4 PI2 I R6 OUT OF SILL TO IN OF WALL 6) W falL,25o B w ELEVATION O ��;5 ° F.-g 174 N D��NLL I O'-I I I/4" OUT TO OUT OF SILL r-A LAN VIEW OF NIS A SCALE:1 47—O ,*\s sp Cb opt r cc n I W A 12 m ` 2 R5 Q 7 2m�;OA 08 35 T � R2 ROFEss�oNP� 5'-0"TRANSOM 5-0"TRAN50M F 57-0"TRANSOM 5'-0"TRAN50M IF 57-0°TRAN50M Q DRAWING TITLE: � Lu Lu5UNROOM L _03L B " -' F— Ln O, 5'-0' 5'-0' S'-0" 5-0 R2 5 0 I- PLAN ELEV. _ z I) W SLIDER SLIDER SLIDER SLIDER 5LIDER -� �m W WINDOW WINDOW WINDOW WINDOW WINDOW A —� REV15ION5 pt-- Q R3 R3 R2 R3 z Lu ED z DRAWN BY: JP 10'-1 1 1/4" 1 5'-9 3/4" REVIEWED BY: AS OUT TO OUT OF SILL OUT OF SILL TO IN OF WALL SCALE: SEE PLAN n ELEVATION_ _ SCALE:, 4=,-o n EL ATION DATE: 02-17-1 2 fZ I or 6 F�.f N — Qo to LO cp L 0 C O w I W Z z c OO EXTR'D ALUMINUM o �m FIXED EAVE(A'7E7B) Ya „� . N L y` W Lu Lu E FRENCH DOOR TO TRANSOM DETAIL C TRANSOM TO EAVE R2 SCALE G'=i'CY SCALE:1/2'=I'0' G" R2 €> � HEAD FRAME ADAPTOR (A'14HA) � o"� 2 EXTR'DALUMINUM DOORFRAME W [\ �m�F.0 O TPAN50M HEAD (A'14HJ) U c� Ln E o a G c Z (A'7TTH) z Q FbG� gm O — WIL�E�G L 1 ° W EXTR'DALUMINUM W — € �N FIXED WINDOW JAMB(A•7NFJ) zo LL.1ys° MIPS Cl #6 x 1/2"TEK5CREW5 lu Z O o (7'150)AT VERTICAL = 5" a=G B SLIDER WINDOW TO TRANSOM CONNECTION AT EAVE V— 3 R2 5CAIE:1/2"- I'a' AND SILL(51X) U O Z o z o 6 0 Z INSWING SASH ��i°� 0 Ul O NrN� N N�z GLAZING BEAD(A'14GI) i o FOR I"GLASS 8�zg2 EXTR'D ALUMINUM xx SLIDING WINDOW HEAD W (A'I4G5)FOR I/4" o ° wNw Lu U QI- Of� OTHE OUTSIDE LEG OF THE � lu = ap W ���M ! OF NE�V Y SILL MUST BE BROKEN AWAY Z W Z �P� S SP R 0 to z A MINIMUM OF 1/2"TO PREVENT > O � !G Y O INTERFERENCE WITH WEEP SLOT (r) < 00 O (BA5EWALL MODELS ONLY) m� O Z EXTR'D ALUMINUM N O p r_ cc SLIDING WINDOW SILL G) GLAZING LLI TAPE(HK1031) n a '� J (A'7T5L) N Z cp 1/4"WEEP HOLE DRILLED AT THE C/L Of Z EXTRUSIONS(BYE N5TALLER) 5ETTING BLOCK 0,0 082359 Q, (HK 1032) RoFES SIONP� EXTRD ALUMINUM CL05ED 51LL(A'7C5) MINIMUM CONNECTIONS ARE SHOWN INSWING SILL IN THE SCHEDULE ON PAGE 52. (AN 1415) DRAW NG TITLE: C'5I 13LH SUN DOOM C'9113RH A END CAP5 D ETA I LS SILL TO SLIDER WINDOW ENKO GASKET R (CK 1043) REVISIONS C0 Lu — — d' _ GEAR WEEP CV N (CG3010) D BOT OF FRENCH DOOR DRAWN BY: JP UNIT WIDTH R2 5CALEG"=1'-0" REVIEWED BY: AS OR LENGTH SCALE: SEE PLAN DATE: 02-17-1 2 R2 of 6 4 m v > —N[` a w 00 cn zz�� NOTE: c O O ENSURE MINIMUM(2)#8 5CREW5 Z EACH COLUMN TO SAVE OR SILLLL \\ Ot N W may\ \ Lu —1�w ui NOTE: y'�b� --._a a c)U CONNECTION #8 x 1/2°TEK SCREW(7'150) N� @ EAVE SIMILAR EIGHT AT EACH CORNER OUTSIDE INSIDE IN51DE ROOM FXTR'DALUMINUM NOTE: OF OF #8 x 1/2"TEK SCREW(H7'150) CORNER COLUMN CONNECTION �G ROOM = @ 16"O.C.MAX.EACH SIDE (A'7C9) @EAVE SIMILAR CONNECTION N °� ROOM CONT.EXTR'D ALUMINUM w z EXTR'D ALUMINUM CL05ED SILL(A-7C5)BELOW I N51DE ROOM @ EAVE SIMILAR W � ,° CLOSED SILL(A'7C5) z p WEEP HOLE OUTSIDE FACE OF 2x6 DECKING OR 3/4'PLYWOOD EXTR'D ALUMINUM I N51 DE ROOM U C� Lo S,a 3 p O (BY OTHERS) EXISTING STRUCTURE p -o STD.H-COLUMN 2 114" 3 W W s FLOOR SHEATHING (A7'1 1 1) #8 x /2"TEK SCREW #8 x I/2"TEK SCREW (@ STRUCTURAL z Q O� 3 G G _ _ _ _ _ _ _• _ _• (O BE EVALUATED BY A DESIGN (H7'150)FOUR AT (H7-150)@ I G"O.C. FRAMING) O — W'k •------- - - --- ------ PROFESSIONAL) EXTR'D ALUMINUM EACH COLUMN �J PLASHING JAMB(A7 13 I ) EACH SIDE VERTICALLY _ (BY OTHERS) WINDOW U EXCEPT TOP 9" APPLY CAULKING �/ ❑ O° BETWEEN SILL 6 WALL 'm�C`-' PROVIDE 3 EACH SIDE Q } € MINIMUM CONNECTIONS ARE SHOWN EXTR'D ALUMINUM (SPACE @ 3"C.C.) MINIMUM CONNECTIONS ARE ^/ z a' u o o SHOWN IN THE SCHEDULE ((� L.L IN THE SCHEDULE ON PAGE 52. m WINDOW JAMB(A7'13 I U) EXTR'D ALUMINUM ON PAGE 52. 0 WINDOW JAMB(A7'13 I U) 1' ' �. r� W ESN EXTKD ALUMINUM Lu > z o z N p u N LITE°H"COLUMN (Z _ G''F w (A7'1 1 1) 1 1 EXTR'D ALUMINUM FXTKD +�-- � m / 1 \ STD.H-COLUMN(A7'I 1 1) CLOSED SILL (A*7C5)UM z O DOUBLE 2X6 JOIST ROOM PERIMETER G=.42(MINIMUM) / -� PLACED VERTICALLY AGAINST 5 N�asq W G MINIMUM CONNECTIONS ARE WALL(SHOWN)OR EXTENSION }— ❑ 3 5 z 3 3 1/2"EXPOSED SHOWN IN THE SCHEDULE PLAN VIEW SILL(A'7X5) z go�5 V _� 2X BLOCKING MINIMUM CONNECTIONS ARE ON PAGE 51. PLAN VIEW G) W P:. (BYFINIOTHERS) G=.42(MINIMUM) PLAN VIEW SHOWN IN THE SCHEDULE LLLL 69 WER IF REQUIRED FOR LAGS. ON PAGE 52. C H-CHANNEL CONNECTION AT SILL D GABLE ATTACHMENT AT HOUSEWALL w/WINDOW c3pE ❑o NOT TO SCALE NOT TO-CAL£ O v��� B CORNER POST CONNECTION AT SILL R3 R3 'AM20. NOT TO 5CALE 00 UNIT WIDTH/LENGTH--- R3 Aso w Q�u�GLL tl A SILL TO DECK CONNECTION DETAIL R3 NOT TO SCAIE PRIMARY PANEL(OPERABLE PANEL) SECONDARY PANEL(FIXED PANED OF NE y VENICE DOOR VENICE DOOR �P P j.R 0 HANDLE(C'9107LH) HANDLE(C'9108RH) Q�r OG LEFT HAND HANDLE RIGHT HAND HANDLE OUTSIDE FACE OF n /N5/17 r EXISTING STRUCTURE I 1 Or cn w (@ STRUCTURAL FRA C IPOOM #8 x I/2°TEK SCREW(H7'150) MING) OG 51X AT EACH COLUMN APPLY CAULKING EXTR'D ALUMINUM 8235� 0 9 BETWEEN SILL C WALL H-COLUMN(A7'I 1 1) AROFEs MINIMUM CONNECTIONS ARE SHOWN IN THE SCHEDULE EXTR'D ALUMINUM ON PAGE 52. WINDOW JAMB(A7-13 I U) EXTR'D ALUMINUM Mw DRAWING TITLE: CLOSED SILL(A'7C5) SETTING BLOCK SUN(�O O M PLACED VERTICALLY AGAINST 0�5/DF (HK1033) WALL(SHOWN)OR EXTENSION OF SILL(A'7X5) � PLA VEIN �'OOI'9 CONT.EXTR'D ALUMINUM EXTR'D ALUMINUM EXTR'D ALUMINUM CLOSED SILL(A'7C5) D ETA I L5 DOOR FRAME(A'14HJ) DOOR FRAME(A'14HJ) VENICE DOOR VENICE DOOR HANDLE(C-9I08RH) HANDLE(C'9107LH) REV15ION5 RIGHT HAND HANDLE LEFT HAND HANDLE 1/2" FOR 5'-0"DOOR-GO 1/2"OVERALL E SWING DOOR JAMB CONNECTION AT 51LL R3 NOT TO SCALE DRAWN BY: JP REVIEWED BY: A5 SCALE: SEE PLAN DATE: 02-17-1 2 R3 oP G. ' qY W —N � > Fz z 0 0 ZEEn c O 0OLm w J o m Lu 1 Yd ;twl'm lli C L NOTE! EXTR'D ALUM GLAZING .2 r N W W `i CAP(SGC) MUNTIN CAPRD INUM(A'4MXB) INSULATED o2/,, LIJ ~ J a COMPRESSION RING EXTR'D ALUM BEAUTY / to U u- CAP(4BC) EXTR'D ALUMINUM GLA55 db�``� Q O REMOVED FOR CLARITY MUNTIN CAP(A'4MXB) 10-24 x 3/8" �y l,/ D- #I O x l I/2°SCREW (HN2004)WfrHERMAL SCREW(HN201 I) BU5HING(CN4201) GLAZING CORD Gv l/I G"THK.GLAZING € GLAZING CORD (RKSNGL) 'o o TAPE (RK5NGUEAR m g ZF BLOCK(HKI L 1 08 9- BLOCK(HK1023) LLJ b� uNa z� 00 / RUBBER 5ETTING Q BLOCK(HK 1023B) Lu EXTR'D ALUMINUM — o MUNTIN(A'4MTB) Q Q 08 jF / 10-24 x 3/4"MACHINE �o 15 EXTR'D ALUM�������� 8 / SCREW(HN2008) EXTR'D ALUMINUM �0-w a HIP BAR(4HCX� / WITH THERMAL EXTR'D ALUMINUM MUNTIN(A'4MT8) a/ Z a 2 G&l u / BUSHING(GN4201) GLAZING TAPE 3 F RAFTER BAR C 8 0�-3 PU85EPMUNTIN (A'4G8A) (HKI009) z O W5;r � COVER(A'4Mp (� (L 6 o g a EXTR'D ALUMINUM € D CROSS MUNTIN DETAIL '- (RAFT B BAR E CROSS MUNTIN # RAFTER BAR CONNECTION � W 3 HE R4 5CALE:I/2 1'-P m V, �o�zO bF O 0 ° g �P5o 4 HIP BAR DETAIL --1 5/8" NOT TO SCALE WITC)ALUMINUM j EXTR'D ALUMINUM W R4 BEAUTY CAP(A'48C) BEAUTY CAP ALUMINUM ) GLAZIEXTRNG ALUMINUM EXTR'D ALUMINUM ESN!GLAZING CAP(A'4GCB) GLAZING CAP(A-4GCB) ONE GLAZING CORD EXTR'D ALUMINUM (RKSNGL) 3/4° GLAZING(RK5 GUCO� �,`Q���y,\S P yRo O,p SAVE END CAP(A'35M) I/I G"GLAZING TAPE (NK1009ACR) / GLA55 155ULATED LA5 7/8"IN5ULATED 1 W EXTR'D ALUMINUM #10 x 3!8°PAN HEAD SCREW GLA55 w WALL BAR(A'GWBB) / (HN201 1)AT C/L OF EACH GLAZING #I 0 x I I/2"5.5. Z / BAR TO 5ECURE WALL BAR I MACHINE SCREW(HN2004) MA SCREW(HN2004)O TL 3 5ET7ING BLOCKS EXTR'D ALUMINUM W/THERMAL BU CHINE SHING W/THERMAL BU5HING �O 082359 = AT 1/(HKI042POINT5 SAVE TRIM(A-4ET) (CN4201)(�± I0"O.C.MAX. (CN4201)Qt 10'O.C.MAX. A 8 ��(/ / UNIVER5AL RUBBER 9��Essj�NP SI #10 x 1 1/4' ® / NO GABLE END FLA5HING TEK 5CREW(H'202G) (RK45G89) AT C/L OF EACH GLAZING O RAFTER ALUMINUM MINIMUM CONNECTIONS ARE BAR TO 5ECURE GUTTER #10 x I 1/4"TEK 5CREW RAFTER BAR �Jufl5HOWN IN THE 5CHEDULE / (H'202G)AT C/L OF EACH (A'4GeA) ON PAGE 52. DRAWING TITLE: / RAFTER BAR TO SECURE SAVE EXTR'D ALUMINUM 5 U N RO O M "L°ANGLE(CN 1 104) / B RAFTER BAR DETAIL (ONE ON EACH SIDE EXTR'D ALUMINUM R4 SCALE-1/2 ®I-0' C RAFTER BAR DETAIL AT HOUSEWALL D ETAI L5 OF GLAZING BAR) FIXED EAVE(A'7E7B) R4 scALe-vz^-r-o^ #10 x I 1/4°TEK SCREW RFV151ON5 (H'202G)(FOUR PER CLIP) 1/4°WEEP HOLE DRILLED ON EACH 5IDE OF GLAZING BAR(BY I N5TALLER) EXTR'D ALUMINUM GUTTER(A'73GC) EXTR'D ALUMINUM DRAWN BY: JP A EAVE DETAIL TPAN50M HEAD(A'7rrh) R4 5CALE.1/2'-1'-a REVIEWED BY: A5 SCALE: SEE PLAN DATE: 02-17-1 2 f A OF 6 EXTR'D ALUMINUM a U j - N RIDGE CAP(A"4P.C7) m (n o Z O CUT END OF RIDGE CAP / 06 c z0 0 U m FOLD(CUT 1/2"OVERLAP _ _ 7 FOR FLAP) o M 3-m m #8 x 1/2"TEK 5CREW ' °'I° N w 12 (7.150) @ 10"O.C. (5HOWN) 51LICONE SEALANT 2`1'� 7- (BY INSTALLER) �4�y` a a- - — — — EXTR'D ALUMINUM RIDGE(A'BFRG) COMPRE5510N RING AT BULLN05E END OF BEAM Lu moo I/I G"THK. GLAZING U Q Lo GO TAPE(HK1009ACR) W rN ���� #10 x 3/8"SCREW / \ (HN2011)AT / \ §989 / \ �' o.b CENTERLINE OF BEAM / \ OL Z W��i s Lu EXTR'D ALUMINUM \ RAFTER BAR(A'4G5A) o� upP� / \ J u- / \ o 0 O Wonoo azo z�Np° o 119.49° B RIDGE DETAIL � OV NEW Y s sP SCALE: G"=P-0' �4xJ. 0 R5 EKTR'D ALUMINUM �� ,q FINIAL(C'4230) (ALIGN WITH CENT4OF GLAZING BAR) EXTRD ALUMINUM r cc CRESTING(C'422 n w m w EXiR'D ALUMINUM EXiR'D ALUMINUMaz 2 a GLAZING BAR RIDGE COVER(A'4 (A'4G5A) F �� 7Z LAY DOWN A BEAD �A �82359 CAULKING DOWN THE 9� 9cFEss1�NP CENTER OF THE RIDGE 1/4'x 1 1/4"SELF TREADING CAP FOR ITS ENTIRE SCREW(H'2080) LENGTH TO SECURE (THREE PER TRU55 CLIP) CRESTING t FINIAL DRAWI NG TITLE: ALUMINUM TRUSS CLIP 3 112 5 U N RO O M 3 1/2 ON1 2 PITCH(CN4205) � D ETA I L5 0 / / REV151ON5 #10 x I I/4"TEK 5CREW (H'202G)(ONE PER FINIAL TO SECURE TO RIDGE COVER) EXTKD ALUMINUM A TRU55 BAR CONNECTION TPU55 BAR(A'4AH) C CREST FINIAL ATTACHMENT DRAWN BY: JP R5 SCALE: G"=P-0" p 5 I!4"x I°CSK SELF THREADING SCALE: G"=1'-0" REVIEWED BY: AS '\ SCREW(H'2081) (THREE PER TRU55 CLIP) SCALE: SEE PLAN DATE: 02-1 7-1 2 K5 of G t y��f 0.(2) I/4 x I I/4"SELF TAPPING �� N Lo to SCREWS(HN2080) j- - N K -C) EXTR'D ALUM 5 u, W l �` O cp GLAZING BAR �,(nipr (5LB5) Lu C77 N lu UJI (4) 1/2 x 3"5.5.THRU BOLT (HDW 10812) (2)WASHERS PER ' (d � V p- BOLT �&�,y/O"`°--� O G� �•ii, 1/4"ALUM COMPPE55ION a RING aoa3�� 1/4"x 1 1/4"L HN2060(4)PLC5 O — PEP 51DE W Q `aa Q Lu Zy=W Sw� O 1f'1, €gg Kp L/ 4 Oc (v J CONTINUOUS WE Q1 z 3i o (2)3/8 x I i/4 EELFTAPP SCREWS(HN 2082)(4)3/8"x i N 1 1/4"SELF TAPPING FOR HIP TYP. COMPRESSION RING DETAIL SILL FLASHING NOT TO SCALE R6 5ELF I ILLING 2125) or NEw� 00 BYELF DRILLING SCREWS 0o HIP BAR(A'4HCX) (o�PQs SP #I O X 1 1/4" f- CC 5ELF DRILLING SCREWS n LLJ UNDER SAVE SPLICE P 51X ON EACH SIDE W #I Ox I 1/4"SELF 2(n 7-��j'?� �7 DRILLING 5CREW5 3 PER CLIP ANGLE082359 CLIP ANGLE I EACH 51DE OF BAR �p (CA42 G9L.R) RQF�s S I/4-20X I"BOLT.(HN215G) DRAWING TITLE: WASHER(HN20G 1) NUT(HN20G3) p p 5 ON EACH 51DE 5 U N ROO M GUTTER/EAVE A55Y D ETA I L5 ® ® REV151ON5 ® REFER TO DRAWING #4G-25M IN INSTALLATION MANU DRAWN BY: JP REVIEWED BY: A5 B HIP 70 EAVE DETAILS NOT TO SCALE 5CALE: SEE PLAN R6 DATE: 02-17-12 1�6 or 6 Project Job Ref. KARAS RESIDENCE Section Sheet no./rev. 990 WINDWARD BOULEVARD, ORIENT POINT, NY 1 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date APp'd by Date (C)631-560-0259 AS 2/28/2012 - ENGINEERING CALCULATIONS FOUR SEASONS SERIES 230 SUN & STARS GEORGIAN CONSERVATORY 15' 9.75" PROJECTION BY 10'- 11 .25" FRONT WALL WITH 4GBA RAFTERS @ 30" O.C. FOR THE KARAS RESIDENCE LOCATED AT: 990 WINDWARD BOULEVARD ORIENT POINT, NY DATE: February 28, 2012 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR 20 psf EQUIVALENT UNIFORM ROOF LOAD 120 mph EXPOSURE C WIND LOAD AS PER THE 2010 NEW YORK STATE BUILDING CODE AND EITHER MEETS OR EXCEEDS THESE LOADINGS NE � is P, O MAR - 1 2012 4r BLDG.DEPT. TOWN OF SDUTHDLD 0823 �e Atm. Project Job Ref. k KARAS RESIDENCE Section Sheet no./rev. ABIES�i. . ..��. 990 WINDWARD BOULEVARD, ORIENT POINT, NY 1 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 2/28/2012 ENGINEERING CALCULATIONS FOUR SEASONS SERIES 230 SUN & STARS GEORGIAN CONSERVATORY 15'- 9.75" PROJECTION BY 10'- 11 .25" FRONT WALL WITH 4GBA RAFTERS @ 30" O.C. FOR THE KARAS RESIDENCE LOCATED AT: 990 WINDWARD BOULEVARD ORIENT POINT, NY DATE: February 28, 2012 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR 20 psf EQUIVALENT UNIFORM ROOF LOAD 120 mph EXPOSURE C WIND LOAD AS PER THE 2010 NEW YORK STATE BUILDING CODE AND EITHER MEETS OR EXCEEDS THESE LOADINGS r. �6 d823�s9 A��k�SS14��� Z Project Job Ref. KARAS RESIDENCE Section Sheet no./rev. AE � 990 WINDWARD BOULEVARD, ORIENT POINT, NY 1 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by r te (C)631-560-0259 AS 2/28/2012 ENGINEERING CALCULATIONS FOUR SEASONS SERIES 230 SUN & STARS GEORGIAN CONSERVATORY 15'- 9.75" PROJECTION BY 10'- 11 .25" FRONT WALL WITH 4GBA RAFTERS a0 30" O.C. FOR THE KARAS RESIDENCE LOCATED AT: 990 WINDWARD BOULEVARD ORIENT POINT, NY DATE: February 28, 2012 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR 20 psf EQUIVALENT UNIFORM ROOF LOAD 120 mph EXPOSURE C WIND LOAD AS PER THE 2010 NEW YORK STATE BUILDING CODE AND EITHER MEETS OR EXCEEDS THESE LOADINGS O NEB A a8 359 RO� ss1o � Project Job Ref. .' KARAS RESIDENCE Section Sheet no./rev. 990 WINDWARD BOULEVARD, ORIENT POINT, NY 2 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date iCj 631-560-0259 AS 2/28/2012 Table of Contents DETERMINE BASE SHEARS BASED ON WIND LOADS....................................................................................................................3 WINDSHEAR.................................................................................:..................................................................................................4 COMPONENTSAND CONNECTIONS.................................................................................................................................................6 GLAZINGBAR...................................................................................................................................................................................7 LITEH OKAY...................................................................................................................................................................................20 EAVE...............................................................................................................................................................................................21 SECTIONPROPERTIES....................................................................................................................................................................22 CONNECTIONDESIGN......................................................................................................................................................................23 Project Job Ref. KARAS RESIDENCE Section Sheetno./rev. ASSES 990 WINDWARD BOULEVARD, ORIENT POINT, NY 3 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by ft/28/2012 Chk'd by Date App'd by Date (C)631-560-0259 AS DETERMINE BASE SHEARS BASED ON WIND LOADS ^ mapv,;R sec>v o� Project Job Ref. �A KARAS RESIDENCE Section Sheet no./rev. 990 WINDWARD BOULEVARD, ORIENT POINT, NY 4 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 2/28/2012 WIND SHEAR FIRST CALCULATE WIND PRESSURES AND THEN BASE SHEARS AND LATERAL FORCE DISTRIBUTION Wind Pressure Calculations (Main Wind Force Resisting System) As Per 2006 International Building Code based on ASCE 7-05 using Figure 6-6 Per NYS Residential code section R301.2.1.1,wind loads on every building or structure shall be determined in accordance with section 6 of ASCE 7. Design Wind Pressure p=gGCp-gi(GCpi) Where, q= 0.00256 KZ Kn Kd V21 Velcity Pressure Exposure Where, Kz= Coefficient= �i $5,' for Exposure C 0.7 FOR EXP B Kn= Topographical Factor= 0.85 FOR EXP C Kd= Directionality factor= V= Wind Speed= - mph I= Importance factor= l Therefore, q= 26.63 psf Design wind pressure, p= gGCp-q;(GCp;) Where, q= 26.63 psf G= Gust Factor=0.85 + 0.55 FOR PARTIALLY EXPOSED GCp;_ for STRUCTURE Windward Cp= 0.8 Wall 0.18 FOR ENCLOSED STRUCTURE 0.5 Leeward Wall 0.7 Side Wall 0.9 Roof Windward Therefore, p= 22.91 psf for Wall 16.11 psf for Leeward Wall 20.64 psf for Side Wall 25.17 psf for Roof m m 00vv' Project Job Ref. KARAS RESIDENCE �x Section Sheet no./rev. 990 WINDWARD BOULEVARD, ORIENT POINT, NY 5 of 33 --[ 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by ---[Date Chk'd by Date App'd by Date (C)631-560-0259 AS 2/28/2012 ROOM INPUT PROJECTION 11 OGP FT EAVE HEIGTH 7.67;` FT RIDGE HEIGHT 1.1:50' FT FRONT WALL LENGTH 15:75': FT WIND PRESSURES 22.91 psffor Windward Wall 16.11 psf for Leeward Wall Side 20.64 psf for Wall 25.17 psf for Roof WIND BASE SHEAR . CALCULATIONS X-Direction Surface Area= 105.435' sq ft for peaked wall Y-Direction Survace Area= 120.8025 sq ft for side wall Therefore, X-Direction Wind Shear,V x= 4114 Ibs Y-Direction Wind Shear,VwY= 2767 Ibs LATERAL FORCE RESISTING SYSTEM LOAD. vx= 4114 1/2 TO FOUNDATION = 2057 2057 1/2 TO HOUSE&1/2 TO FRONT WALL= 1028 DIVIDED BY LENGTH OF FRONT WALL 1028 = 65 PLF vx= 2767 112 TO FOUNDATION = 1384 1384 1/2 TO EACH SIDE WALL 692 DIVIDED BY LENGTH OF GABLE WALL 692 = 63 PLF Project Job Ref. 401 KARAS RESIDENCE Section Sheet no./rev. 990 WINDWARD BOULEVARD, ORIENT POINT, NY 6 of 33 112 Wilson Drive,Part Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 2/28/2012 COMPONENTS AND CONNECTIONS COMPONENTS TO BE SIZED INCLUDE: GLAZING BARS JACKIHIP BARS TRUSS BARS BEARING WALL COLUMNS EAVE CONNECTIONS TO BE SIZED INCLUDE: SILL TO WOOD GLAZING BAR CLIP TO EXISTING LAG WITHDRAWL CAPACITY SUNROOM CONNECTION SUMMARY ROOF RIDGE TO EXISTING ROOF PANEL TO EAVE EAVE TO COLUMN COLUMN TO SILL SILL TO FOUNDATION Project Job Ref. KARAS RESIDENCE Section Sheet no./rev. ES 990 WINDWARD BOULEVARD, ORIENT POINT, NY 7 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (c)631-560-0259 AS 2/28/2012 GLAZING BAR REQUIRED BEAM SECTIONAL PROPERTIES-GRAVITY LOADS (FOR WALL DESIGNS) LENGTH: ft 94.50 in << (Eave Height) 7 875 <<(Average <<(Average O.C.: 2 500 ft 30.00 in distance Distance DEFL. LIMIT L/ �f2tl, = 0.788 in to each support) Between For ridge-WIDTH/2 Two Windows) T7771 << DEAD LOAD: psf (Zero) LIVE LOAD:., 20 Yj psf <<(Wind Pressure) TOT.w= 62.5 plf END REACTIONS= 246.0938 Ibs ft- Moment= 484 lb 5813.965 in-lb STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES ab: psi ae: "v< 19000 psi ab: ; 6C11 4 psi E: 290 0000 , psi E: t.Q1€�( 3_t}(1 psi E: 1600' psi SX>= 0.242 in SX>= 0.31 in SX>= 3.6 in IX>= 0.237 in IX>= 0.680 in IX>= 4.3 in AX>= 3.4 in c= 2.222153 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 1.31 DEPTH= 1.90 in minimum � Project Job Ref. KARAS RESIDENCE Section Sheet no./rev. 990 WINDWARD BOULEVARD, ORIENT POINT, NY 8 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 2/28/2012 REQUIRED BEAM SECTIONAL PROPERTIES -WIND LOADS (FOR WALL DESIGNS) LENGTH: ft 94.50 in <<(Eave Height) <<(Average <<(Average O.C.: 2 500 ft 30.00 in distance Distance DEFL. LIMIT L 0.788 in to each support) Between For ridge-WIDTH/2 Two Windows) DEAD LOAD: 0 psf (Zero) LIVE LOAD: 17_a psf <<(Wind Pressure) TOT. w= 55.42339 plf END REACTIONS= 218.2296 Ibs ft- Moment= 430 Ib 5155.674 in-lb STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES ab: ,4 �} . psi ab: , g 19'#3tD psi ab: F�`rflC1'' psi E: a 2 0t1t700 psi E: Psi E: V,�t,lp "'O"obovilPsi Sx>= 0.216 in Sx>= 0.27 in Sx>= 3.2 in' Ix>= 0.210 in Ix>= 0.603 in Ix>= 3.8. in Ax>= 3.0 in' c= 2.222153 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 1.26 DEPTH= 1.83 in minimum GLAZING BAR DESIGN CONTROLLED BY GRAVITY LOADS AND 4GBA ADEQUATE BUT MUST CHECK ADDITIONAL STRESS DUE TO TRUSS BAR PLACEMENT Project Job Ref. KARAS RESIDENCE y Section Sheet no./rev. E S 990 WINDWARD BOULEVARD, ORIENT POINT, NY 9 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 2/28/2012 NOW CHECK BAR FOR STRESSES DUE TO TRUSS BAR BEING PLACED ABOVE EAVE LEVEL Free body diagram is as follows: Fw�] h I JL H (measured from top of eave to top of Glazing Bar ridge) Truss Bar L(measured as room width) Fv Project Job Ref. w � KARAS RESIDENCE Section Sheet no./rev. 990 WINDWARD BOULEVARD, ORIENT POINT, NY 10 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 2/28/2012 From free body diagram above, determine force in truss bar which is equal to Fh H=3.5 L= 5.5 Bar Spacing; S=2.5 Roof Load; Rii=20 W=SxLx RI1=275.000 Fv=W Sum Moments about Eave Fh=(Wx .5xL)/H=216.071 Therefore force in truss bar, Ft, is double Fh since have free body diagram mirrored on other side Ft=2 x Fh=432.143 Axial Force in Glazing Bar and therefore Reaction at Glazing Bar to Eave and Glazing Bar to Compression Ring Connection; A=4(Fh2+Fv2)=349.731 Now determine stress in bar due to offset of truss bar—see free body diagram below Glazing Bar LE ��y a Truss Bar 3r Treat as fixed for determining stress in bar FTv] � �� yes° aas: wQffit Project Job Ref. KARAS RESIDENCE Section Sheet no./rev. ES 990 WINDWARD BOULEVARD, ORIENT POINT, NY 11 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 2/28/2012 rise=7' run=12 y=rise/run=0.583 Roof slope;x=atan (y)=30.2560 F=Fv/cos(x)=318.369 Length of cantilever; LE_�((20/tan(x))2+202)=39.693 Therefore moment in bar; M=(F x LE)= 12636.905 Section Modulus 4GBA bar; S5=0.67 Bending Stress;fb= M/S5=18861.062 Fbau= 19000 Now check to see if Allowable Stress is OK; If(Fbau > fb ,"OK', "NG")_"OK" Axial Force;A=349.731 From Back up Calc's p. 10 allowable tension in bar;Tail = 19000 x 0.448=8512.000 Now check to see if Allowable Tension is OK; If(Tall > A ,"OK', "NG")_"OK" From Back up Calc's allowable force at ridge;Fr=930 Now check to see if Allowable force is OK; If(Fr > A ,"OK","NG")_"OK" However,this only occurs where have standard bar into ridge,since only have standard bar into compression ring—OK as it does not apply Now check truss bar bracket capacity; Ftruss= 1473 Now check to see if Allowable force is OK; If(Ftruss > A ,"OK', "NG")_"OK" Therefore Bar and Truss Bar OK Project Job Ref. KARAS RESIDENCE Section Sheet no./rev. ES 990 WINDWARD BOULEVARD, ORIENT POINT, NY 12 of 33 aaE.mw h„�.'P: 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560.0259 AS 2/28/2012 Design Same for Hip Bars HIP BAR X = 5 FT Y = 5,3 FT DEAD+LIVE, PSF = 25 PSF w= 125 LBS/FT L= 7.07 FT DEFLECTION = L/ `T120' 0.707106781 inches E= ;, :'161A0000 PSI ((REQUIRED)= 0.492986447 in^4 Sx,aluminum (required)= 0.32075 in"3 Sx,wood (required)= 2.405625 in"3 Sx,STEEL(required)= 0.209184783 Reactions L 147.3139127 lbs R 294.6278255 Ibs 4HCX HIP BAR This is triangular load—towards high end Length of Bar; HL=7.07 Whip=442 Sum Moments about Eave Fh2=(W x.667 x HL)/H=370.619 Fv2=Whip/3=147.333 Axial Force in Glazing Bar and therefore Reaction at Glazing Bar to Eave and Glazing Bar to Compression Ring Connection; A2=AFh22+F,22)=398.737 Allowable Axial Force in Bar;Cali =2011 x 2.648=6325.128 Now check to see if Allowable Force is OK; If(Call>A2,"OK", "NG")="OK" Now check connection capacity: Allowable Hip to Comp Ring Connection from Back Up Calculations; HCall=7452 Project Job Ref. °`- KARAS RESIDENCE az Section Sheet no./rev. 990 WINDWARD BOULEVARD, ORIENT POINT, NY 13 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 2/28/2012 n Now check to see if Allowable Force is OK; If(HCall>A2,"OK',"NG")_"OK" Allowable Hip to Eave Connection from back up talc's; HEall=3144 Now check to see if Allowable Force is OK; If(HEall>A2,"OK', "NG")_"OK" Now determine stress in bar due to offset of truss bar—see free body diagram below Glazing Bar LE Truss Bar Treat as fixed for determining stress in bar Fv-1 F F rise=7 run=12 y=rise/run=0.583 Roof slope;x=atan (y)=30.2560 F2=Fv2/cos(x)+2x75=320.568 Length of cantilever; LE_4((20/tan(x))2+202)=39.693 Therefore moment in bar; M=(F2 x LE)= 12724.222 Section Modulus 4GBA bar; S5c=0.69 Bending Stress;fb= M/S5c=18440.901 Fball= 19000 Now check to see if Allowable Stress is OK; If(Fball > fb ,"OK', "NG")_"OK" Axial Force;A2=398.737 From Back up Calc's p. 10 allowable tension in bar;Tail = 19000 x 0.448=8512.000 Project Job Ref. KARAS RESIDENCE Section Sheet no./rev. 990 WINDWARD BOULEVARD, ORIENT POINT, NY 14 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 2/28/2012 Now check to see if Allowable Tension is OK;If(Tau > A2 ,"OK', "NG")_"OK" From Back up Calc's allowable force at compression ring to back-to-back bars; Fr2=4390 Now check to see if Allowable force is OK; If(Fr2 > A2,"OK',"NG")_"OK" Now check truss bar bracket capacity; Ftruss= 1473 Now check to see if Allowable force is OK; If(Ftruss > A ,"OK',"NG")_"OK" Therefore Bar and Truss Bar OK Project ,r Job Ref. KARAS RESIDENCE Section Sheet no.hev. * 990 WINDWARD BOULEVARD, ORIENT POINT, NY 15 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 2/28/2012 C OMPRESSION RINK,TO HIE'BAR 3 0.37!5 11 X 1.000• TEK SiGRIMS DETAIL ON JNECTION BEARING At Alloy d Pieoa 1. S052-H32 P,s -2(D1)(T'1)(Fy,,yrtu T1.Thiftess d Piew 1(in): .1875 -( .376 )( .1875 }( 31 }212,33- A2:AHc;y d Phaoe 2: 5005•TS Pm - Di)(T2)(FUe)54 T2:Thickness d Pieoa 2(in). 4 -( 375 )( A )( 38 )2d2.33- 4871.8 8 FastenerTyPe. TEK 3 EVIS Pm -((T (T2)(T21(€i1))E0l.6*42FWfcr72,c--T1 Thread Tye: 3FACEDTHREADS -(( -4 )( A )( A )( 0275))E 'er 38000 ')-WA Grcwn(C)or Valley ttV)Fastening. C P. -'Ns•Pn , M.(Nemeter of fieamashe r#n)- ,490 3 ) t86i0)- 5588.0 Dt.fJominsADI Arm t.rdFastensr )-, 0,375 3V FASTENER fdA)UK WM SHEAR IS 3000# L•Length of Fas83ners(in). IM0 ALLOWARLE GQ-NN Tf4 U N§ h Asn.Thread Stripping Area oflnft�msl Thread(PerInch): 0,032 Fnw -( 1)(TtXFwa('C�Ihz n„Threads Per Inch- 20 -( ,ASQ - 0:375 )( .1876 )( 31 203:4 t£ to,Thread Engagement Depth. 0.4 Pr - 1.M(01Xt~)(0375yns Nw NuT&r of Sxwns: 3 2D03.S A P. -Ns'Priam -( 3 )( 203.4 - 610.3 W FASTENER fAA)MUM TENSION IS 30b0# Aluminum Afloy Siruuturat Vafaes FWr.Ultimate Tension of Piece t(1W) 31 MIMUfJf ALLOWABLE LOADS Fyj.YTehf Tension of Piece t(krJ). 23 SHEAFL 7II92:0# Fr,et Ultimate Tension of Puce 2(ksi): as TEfJ 10 : RI&O 9 Yield Baring of Piece 2(k . 3S Coaffl s Caefllecient,Its- 1.2 Doeffhe+ciant2ln- 0.1 Coefflectent,Wn- 0.2 UNG THREADS.Tees G,D,F G,T SPACED THREADS.Tp es A",8P,13F,BT C71GLr7rI0IY QaYQ1If140(7.At ADM3M Sys%.tt ea g�r Project Job Ref. «' KARAS RESIDENCE Section Sheet no./rev. 990 WINDWARD BOULEVARD, ORIENT POINT, NY 16 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date 1C1631-560-0259 AS 2/28/2012 I/C'C ORNER CUP ANGLE TO 1/4"EAVE EUCE PLATE FASTENER& B MSff" 12 t• TEK SCREWS IDETAIL CN ALLOWABLE CONNECTION REARNO A4.A d Pfieoe 1. 52-HI Pm _ D1 T1)(Futyn„ T1.Thickness d Plexe t(in). :25 _( .1 25 X 31 2.35- 12 .6.$ A2:Allay d Pfac6 2. -H32 Pm _2(D 1)(T2)(F N T2:Thidmasa d Place 2 on). .25 _( :tlo )( .25 : 31 )wzu- 121As A FastenarType: TEKSGREWS MT Pm -((T (T f E#,5"d�Ft a)la Me=T1 Thmad Ty a SPACED THREADS -(( .26 )( )( .26 )( 0.19 J 5`4,A 31000 :�- � xrn(G)ar VWWj( Fastenkg: C Pm _M*Fm D2t nSI Diameter esf Hea#Maslssr(in). .384 8 12i 5 1 A 1) D1.Nam�1 Diatr xrof Fastener in$. 0,190 L:Length ofFxamnem(kt). i 6 #�1€tFASTENER flMLM SHEAR IS3S3ft Asn.ThraWStrWmgAnasollInLmaf Thread(P�Cnch)- 0.fl18 lhraa&Per[noh> 24 Pam,, _(F;2-D 1)(T1)(Fwt�(D n5 W,Thfsad 1 n agerrrant Depth- &25, k#101 - C1g .( 26 $( 3t 1 Y3- 6S1.2t fds;fJtrrflwof reww 8 M(fb1 L-)(FWyns Pn �,8 )( 6012 ) 4C>t .3'# Alumkwm A41 Structural Vat@€ER fi MIMUM TENSMN IS 7871E FtW.Ultimate Tension of Piece i(kai)> 31 Fyn.Yield Tension of Piece 1(Iml). 2S LLmffAuJELQbtaCl?t Ft&MhnataTension.d Piece 2(kmi): M SHEAR; 3144A .YWd Seacfng of Piece 2(ksi): 23 TENS1CN Sim ff coeffik fanfa i 00affiedent,KS_ .2 Cceffianiarri 2Tn_ fl f333339 Caeffieclent,,&h- f1,i8 8&S7 LEND THREADS.TypesGDf F,G,T. SPACED Tll*sA",BP,BFBT CakudiriY..aYom�to Aat�a. Project Job Ref. KARAS RESIDENCE ' Section Sheet no./rev. ASIES990 WINDWARD BOULEVARD, ORIENT POINT, NY 17 of 33 - ---1 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date fCl631-560-0259 AS 2/28/2012 14'SAVE CORNED SPLICE PLATE TO SAVE FASTENERS: 6 .0.2?50"X 1.000• TEKSCRFWS ETA1L ON . ALLOWABLE CONNECTION BEARING Al.,Allay d Piece 1. SM.Ha2 P1e - DtM)(Fu+)'nu T1;Thfclmess of Piece 1(in). :25 -� .25 )( .26 )( 31 )i 3d- 1666.02 Ae Agog of Pfeoe 2. SOO&TS P16 -2(01)(T2)(Fwy% TZ Thkckness d Place 2(in). 08 -( )( d08 )( 38 2,34- "gLs A FastenerT : TEK SCREVJS Pin -((T2)(T2)(T2)Pt))EO6*4.AFhe)for T2—=Tl ThreadTypa: SPACEDTlREADS -($ .08 )( .Ce )( .08 )( 026 ))E4.5.9:2( 38000 Csewn 14j or Valley(WSJ Fastening. C Pm -Ns`Pns„,r, D2.DiamaW of Hsal0asher(in). A8 -( 6 )( 849.5 ?- 9897A D1:Nominail Dian aL�rof Fastanar(in). 0250 L.Length of Fsmteners(in): 1.000 1hr FASTENER MAXIMUM SHEAR ISd9# Asn:Thread Stripping Area ofln*mal'Thread(PerInch)- 0.032 ALLOWABLE CONNECTION TENSIGN n,Threads Per Inch: 2i Prw -(D2-Di)(Ti)(FjuAC)rnc tc,Thad Ergagentent€pth: 0.03 -(. AG - 0.25 )( 225 )( 31 1 )l- %L2 A Ns:Nunt.er of Sjreww 8 P„t - (Ks)(D1)(tqM y- 2e0.0 zT Pm -Ike"Pn m -(. & )( 280.0 ) - 1880.0 Aluminum Mov StnwWralValues Ftut.Ultimate Tension of Pfem 1(ksi). 31 Fyr YYeid Tension of Piece i(ksl), 23 Fes:Uftimew Tension of Pfecxa 2(ksi), 38 F,,,Ytafd Bearing of Piece 2(kisi): 35 MAXIMUM ALLOWABLE LOADS GoafFfacfa s SHEAR, 295204 Coefflectent,Ks- 1.2 TENSON 16mo1i CoaffieNant2/n- 0.1 Coef iecient,Afn- 02 U140'THREADS-TjWGC.,D,F,GT SPACED THREADS.Ty Ws A8,B,BP,BF,BT CakuMom Calomf to OW ADF= Project Job Ref. ror KARAS RESIDENCE s Section Sheet no./rev. + 990 WINDWARD BOULEVARD, ORIENT POINT, NY 18 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 2/28/2012 Now check Tension in Eave to Eave connection due to thrust from bars Tension in eave;T=(1.5 x Fh2)/cos(45)=785.988 This is resisted by shear in screws of 1/4"plate From back—up calc's, allowable connection capacity shear;Tall=2952 Now check to see if Allowable Force is OK; If(Tall>T,"OK', "NG°)_"OK" Now check horizontal shear force distributed at ridge level to glass roof Total shear force(reduce by 30%to account for not all bars parallel to ridge; Mot=2 x Fh2 x cos(45)=623.992 Length of glass times 2 since distributed to each side; Lg=20 Shear force;Vs=Htot/Lg=26.200 aa3�a'+wxrr, oQa Project ' Job Ref. KARAS RESIDENCE Section Sheet no./rev. ASES 990 WINDWARD BOULEVARD, ORIENT POINT, NY 19 of 33 A.S.E%pnw,4n0 s—i—;RC. 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (c)631-5s4o259 AS 2/28/2012 BEARING WALL COLUMNS REQUIRED BEAM SECTIONAL PROPERTIES-BEARING WALL COLUMN (FOR WALL DESIGNS) LENGTH: 70 ft 92.04 in «(Eave Height) <<(Average << (Average O.C.: �' 1I00r ft 60.00 in distance Distance b DEFL. LIMIT L/ � 12a ! = 0.767 in to each support) Between For ridge-WIDTH/2 Two Windows) DEAD LOAD: psf (Zero) LIVE LOAD: .9 psf <<(Wind Pressure) TOT.w= 114.5272 plf END REACTIONS= 439.2119 Ibs Moment= 842 ft-lb 10106.27 in-lb STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES 6b: �� 6 6111 psi 6b: 19t?E}0! psi 6b: 1600 psi aEa ti:�'S4'ti' ,' k7zku i E: Rs—,"2-9Q�(1C30-`' psi E: 1U'I(it psi E: psi 6v: 11Qpsi Sx>= 0.421 in Sx>= 0.53 i n 3 Sx>= 6.3 in Ix>= 0.401 in Ix>= 1.151 in' Ix>= 7.3 in Ax>= 6.0 in' C= 2.164307 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 1.57 DEPTH= 2.27 in minimum Project Job Ref. KARAS RESIDENCE Section Sheet no./rev. 990 WINDWARD BOULEVARD, ORIENT POINT, NY 19 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 2/28/2012 BEARING WALL COLUMNS REQUIRED BEAM SECTIONAL PROPERTIES-BEARING WALL COLUMN (FOR WALL DESIGNS) LENGTH: 67 ft 68.04 in <<(Eave Height) "24 «(Average <<(Average O.C.: ri 5'Gtt)t ' ft 60.00 in distance Distance DEFL. LIMIT L/ r - . ;.., � ,va 0.567 in to each support) Between For ridge-WIDTH/2 Two Windows) DEAD LOAD: t3 psf (Zero) LIVE LOAD: psf <<(Wind Pressure) TOT. w= 114.5272 plf END REACTIONS= 324.6847 Ibs Moment= 460 ft-lb 5522.887 ' -Ib STEEL ALUMIN WOOD REQUIRED PROPERTIES R UIR PRO,ERTIES REQUIRED PROPERTIES ab: psi 6b: 0001 psi 6 b. a t l{ psi r P Psi E: t6€)0 psi E: r I 00€I0:' 6•: $.., 1. psi Sx>= 0 30 in Sx - 0.29 in3 Sx>= 3.5 in3 Ix>= 0. 62 in' Ix>= 0.465 in Ix>= 2.9 in Ax>= 4.4 in' \[c= 1.59995 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 1.16 DEPTH= 1.67 in minimum ` r, Project 'Job Ref. KARAS RESIDENCE a ' N Section Sheet no./rev. t.rt 990 WINDWARD BOULEVARD, ORIENT POINT, NY 20 of 33 A.S.Srs;nre,ir sSo-a i-a,Rr, 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 2/28/2012 Combined Ratio Check: Member Force/stresses Member Properties Axial Force= 'Ibs Unsupported Length, Lx= � '7"f��5<<> ft Max Bending Moment, Mz= < ,",, 2•';' Ibs-ft Unsupported Length, L = r. ft Max Bendin g Moment, M = t Ibs-ft Cross Section Area= y�y , ;. sq in ,. u Section Modulus, Sx Allowable Axial Stress, Fa= psi = 0 cu in x r, Section Modulus, Sy s Allowable Bending Stress, Fbx= •, , psi = , " cu in Allowale Bending Stress,Fby air psi Radius of.G ration, rx= 1' in Young's Modulus, E_ 4 psi Radius of G ration, _ C.. in K= �,, w 1 - mx, Cm fa= 492.1875 / 1.25 = 393.75 psi fbx= 10106.27 / 0.78 = 12956.75 psi fby= 0 / 0.33 = 0.00 psi Fex=(1<)12*E/(nu*(KLx/rx)12) 6034.39 psi Fey=(1C)^2*E/(nu*(KLy/ry)"2) = 171472.16 psi Is fa/Fa<0.15? NO fa/Fa= 393.75 / 2305 = 0.171 > 0.15 Equations to be checked : 1. fa/Fa+'fbx/Fbx+fby/Fby<= 1 0.171 + 0.681934 + 0.000 0.853 <= 1 (GOOD) 2 fa/Fa+Cmx fbx/(Fbx*(1-fa/Fex))+Cmy fby/(Fby*(1-fa/Fey)) <=1 0.171 + 0.620107 + 0 0.791 <= 1 (GOOD) LITE H OKAY L � �� e rprc Project Job Ref. N KARAS RESIDENCE Section Sheet no./rev. 990 WINDWARD BOULEVARD, ORIENT POINT, NY 20 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 2/28/2012 Combined Ratio Check: Member Force/stresses Member Properties Axial Force= 4928 Ibs Unsupported Length, Lx= ft Max Bending Moment, Mz= ;', 54 Ibs-ft Unsupported Length, Ly= " ft Max Bending Moment, M Ibs-ft Cross Section Area sq in N Section Modulus, Sxv"g Allowable Axial Stress, Fa psi cu in F Section Modulus, Sy , Allowable Bending Stress, Fbx psi = �12 ,',` 0 33,, cu in Allowale Bending Stress,Fby ' 390A psi Radius of Gyration, rx= ,, , ,,, ,1 in Young's Modulus, E_ @ t `' psi 'Radius of Gyration, ry_ 69�; in K= aO.n C6, Cm fa= 492.1875 / 5 93.75 psi fbx= 5522.887 / 0.78 = 7 80.62 psi fby= 0 / 0.33 = 0.00 psi Fex=(rz)^2*E/(nu*(KLx/rx)^2) = 110 2.26 i Fey= (rz)^2*E/(nu*(KLy/ry)^2) = 1714 .16 si Is fa/Fa<0.15? NO fa/Fa= 393.75 / 2305 0.171 > 0.15 Equations to be checked 1. fa/Fa+fbx/Fbx+fby/F <= 1 0.171 + .372664 + 0.000 0.543 <_ (GOOD) 2 fa/Fa+Cmx fbx/(Fbx*(1-fa/Fex))+ fb /,(Fby*(1-fa/Fey)) <=1 0.171 + 0.328478 + 0 0.499 <= 1 (GOOD) LITE H OKAY Project Job Ref. KARAS RESIDENCE Section Sheet no./rev. 990 WINDWARD BOULEVARD, ORIENT POINT, NY 21 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (c)631-560-0259 AS 2/28/2012 EAVE POINT LOAD ON CENTER - EAVE P= 246,09375;4 LBS L= FT E_ " <'1Q1a0000 PSI 18679 10100000 DEFLECTION = L/ :180.,' 0.333333333 inches 1.50E+06 I (REQUIRED)= 0.328937191 in^4 Sx,aluminum (required) = 0.341955188 in^3 FIXED EAVE I = 3.283 S= 1.16 Fb= 18679 P L FIXED EAVE IS ADEQUATE R° � Project Job Ref. KARAS RESIDENCE fit Section Sheet no./rev. 990 WINDWARD BOULEVARD, ORIENT POINT, NY 22 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 2/28/2012 SECTION PROPERTIES BEAM Ixx Sxx Ax TOP BOTTOM COLUMNS L 1TE'H`: -" ;1.W 0,68 0.77 �` 1-1.4 LITE'H'-4RSB 7.22 2.76 2.45 2.35 UTILITYH' 1.651? .0.93..: 1.32 1.58; UTILITY'H'-7BP 5.49 2.4 3.05 3.2 UTILITY'H'-7TB 32.63 7.8 9.2 4.16 CORNER COLUMN 3.1 1.38 1.58 1.87 45 DEGREES COLUMN 1.18 1.25 45 DEGREE WITH 2-3/16"PL 1.89 2.13 45 DEGREE WITH 2-1/4"PL 1.93 2.33 30 DEGREE COLUMN 1.09 1.19 SYS 8 CASE COLMN 11.27 7.63 SYSTEM 8SC-8SC 0.7 0.705 BEAMS 4GMA 0.622 0.516 0.504 0.834 4GMA-4RSB 4.93 1.78 2.2 2.04 4GBA -i 0 78 0.6 0 67. 4GBA-4RSB 5.44 2.1 2.23 2.28 4HBA 1.05 0.79 0.93 1.66 4HBA-4RSB 6.41 2.68 1.77 2.86 4HCX 6.27 2.71.7 3.05 2.648 r. 4HCX-4RSB 17.03 5.09 4.82 3.85 5LB3 2.29 1.28 1.2 1.35 5LB3-4RSB 10.16 3.04 '3.48 2.56 51-1133 4.41 2.29 2.5 2.18 5HB3-4RSB 13.1 4.29 4.09 3.39 51-135 4.72 2 1.77 1.62 5LB5-4RSB 17 4.17 4.87 2.82 5CB5 8.9 3.48 3.65 2.65 5CB5-5CBI 11.74 4.52 4.88 3.94 5CB5-CHANNEL 13.47 5.2 5.63 4.49 5CB5-4RSB 22 5.85 5.79 3.86 7BP 2.88 1.64 1.64 1.61 7TB 25.4 7.12 7.12 3.31 7TB-STEEL 55 10.23 10.23 6.1 12LW 98.5 16.4 16.4 5.93 12LW-4RSB 154 21.2 21 7.14 4HCX 6.27 2.72 3.05 2.65 6NW 17.65 5.75 6 3.49 8VALLEY 46.62 11.6 11.7 5.57 8NW 44.23 10.72 11.63 5.22 Project Job Ref. k KARAS RESIDENCE a Section Sheet no./rev. 990 WINDWARD BOULEVARD, ORIENT POINT, NY 23 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 2/28/2012 CONNECTION DESIGN Project Job Ref. KARAS RESIDENCE Section Sheet no./rev. 990 WINDWARD BOULEVARD, ORIENT POINT, NY 24 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 2/28/20 1 2 ALUMINUM SILL TO WOOD CONNECTION 3/8" Lag Screw into Douglas Fir-Larch w/0 in. of Gap Space. Wood Screw Type= M Lag Screw Wood Screw Length= 3.50 in Wood Screw Embedment= IM in Wood Screw Thread Length= 2.25 in D= 0.375 in Dowel Diameter Dm= 0.265 in ,Dowel Diameter at max.stress in main member D.= 0.265 in Dowel Diameter at max.stress in side member Fb= 70,000 psi Dowel bending strength Wood Screw Withdrawal Calculations Substrate: Mixed Maple-Southern Pine Tabulated withdrawal design value: W= 351 Ibs Penetration Factor: CP 2.25 in (based on 1/2 screw length+.5) Duration Factor: Co= ^- Withdrawal Allowable(W')= 1263.0 Ibs Wood Screw Lateral Calculations Substrate(Main Douglas Fir-Larch Member): Frame(Side Member): Aluminum 6005-T5 Cantilever Distance a in Frame hollow space+shim g: 0 in Gap between members(if applicable cantilever/2) _ in Main member dowel bearing length &= in Side member dowel bearing length F_= 3,646 psi ,Main member dowel bearing strength 13 38,000 psi Side member dowel bearing strength qm= 1,367 Ibs/in ,Main member dowel bearing resistance=F,mD meta a ea�� Project Job Ref. KARAS RESIDENCE Section Sheet no./rev. ES.vf' 990 WINDWARD BOULEVARD, ORIENT POINT, NY 25 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by rt/28/2012 Chk'd by Date App'd by Date (C)631-560-0259 AS q,= 14,250 Ibs/in Side member dowel bearing resistance=F«D Mm= 217.11 in-Ibs Main member dowel moment resistance=Fb(Dm3/6) M,= 217.11 in-Ibs Side member dowel moment resistance=Fb(D,3/6) Maximum angle of load to grain(0°s 6 5 901 for any member in a 0= 90 degrees connection Ke= 1.258 KD= 3.000 Single Shear Double Shear Mode Main Member Im Z,= 4101.79 Ibs 4101.79 Ibs Bearing ,Reduction 5.03 Term 81516, Mode Side Member is Zi= 5343.75 Ibs 10687.50 Ibs Bearing ,Reduction 5.03 Term - . . n. Z� 1Q6195 ..,�. azlbs _ w 2123 Ibs Mode Side and Main II Z„= 1754.39 Ibs Member Bearing A= 0.0002 B= 1.688 C= 3577.32 Reduction 3.52 Term f Mode —> I ���.,�, �-II''.�......�.......�,.�..�� �!GF_.�_u.���49807u.�.�'',, Ibs -��..'-;w.��,?a.�.�,�...��.�..�.M-,�.>�... � :� �...-..r_ ,�...._M_<.�...�,�•�,� Mode Main Member Bearing Illm Ziii= 1750.45 Ibs and Dowel Yielding in A= 0.0002 the Side Member B= 1.500 C= 3293.45 Reduction 3.52 Term A�r� zx Project Job Ref. KARAS RESIDENCE Section Sheet no./rev. Vs 990 WINDWARD BOULEVARD, ORIENT POINT, NY 26 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 2/28/201 2 fy'{` " ' <z'� # � d �0 € } _ -ate t Moyle " f °��,C-l - 4 5 1 R p lllm.W. �»6 Mode Side Member Bearing III, Zm= 1145.91 Ibs 2291.81 Ibs and Dowel Yielding in the Main Member A= 0.0004 B= 0.188 C= -718.09 Reduction 3.52 Term » Qtl J 3 4 k a � z "P ill€�t ,.,...... _..._<_. ,. n.� ! 2S 32 Mode Dowel Yielding in the IV Ziv= 1040.89 Ibs 2081.77 Ibs Side and Main Member A= 0.0004 B= 0.000 " C= -434.22 Reduction 3.77 Term IVIOde- 1V: 2�— z 27S Sli lbs SS!63 `� 1 .....,, u...Ux.v.,For.. ....... .......tw".w,....,t. ...,.,,,,,,,..?«w.w. .. .........=.-.x....o,..�......,,,. .»,,,..x.,. �.�.xw,A�Swaz'�asi..d:¢ ...,.. .....,.�. ..ei.�..... Cd= �z Load Duration Cp= 1.000 Penetration Factor Sin le Lateral Allowable(Z',)= 317.2 Ibs Double Lateral Allowable(Z'd)= 634.4 Ibs Project Job Ref. KARAS RESIDENCE Section Sheet no./rev. Er 990 WINDWARD BOULEVARD, ORIENT POINT, NY 27 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by TDa2te Chk'd by Date App'd by Date (C)631-560-0259 AS8/2012 ALUMINUM GLAZING BAR CLIP TO WOOD CONNECTION 3/8" Lag Screw into Douglas Fir-Larch w/0 in. of Gap Space. Wood Screw Type / ', Lag Screw Wood Screw Length= 3.50 in Wood Screw in Embedment= Wood Screw Thread 2.25 in Length= D= 0.375 in Dowel Diameter Dm= 0.265 in Dowel Diameter at max.stress in main member Ds= 0.265 in Dowel Diameter at max.stress in side member Fb= 70,000 psi Dowel bending strength Wood Screw Withdrawal Calculations Substrate: Mixed Maple-Southern Pine Tabulated withdrawal design value: W= 351 Ibs Penetration Factor: Cp= 2.25 in (based on 1/2 screw length+.5) Duration Factor: Co 1tl Withdrawal Allowable(W')= 1263.0 Ibs Wood Screw Lateral Calculations Substrate(Main Douglas Fir-Larch Member): Frame(Side Member): Aluminum 6005-TS Cantilever Distance: I= in Frame hollow space+shim g: 0 in Gap between members(if applicable cantilever/2) _ in Main member dowel bearing length = tf in Side member dowel bearing length F_= 3,646 psi Main member dowel bearing strength 13 38,000 psi Side member dowel bearing strength qm= 1,367 Ibs/in Main member dowel bearing resistance=FemD qs= 14,250 Ibs/in ,Side member dowel bearing resistance=FesD Project Job Ref. KARAS RESIDENCE Section Sheet no./rev. ASES 990 WINDWARD BOULEVARD, ORIENT POINT, NY 28 of 33 ns.#1: �aN 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by rt/28/2012 e Chk'd by Date App'd by Date (C)631-560-0259 AS Mm= 217.11 in-Ibs Main member dowel moment resistance=Fb(Dm3/6) M,= 217.11 in-Ibs Side member dowel moment resistance=Fb(D,3/6) Maximum angle of load to grain(0°5 6 5 90')for any member in a 9= 90 degrees connection Ke= 1.258 Ko= 3.000 Single Shear I Double Shear Mode Main Member Im Z,= 4101.79 Ibs 4101.79 Ibs Bearing Reduction 5.03 Term ;iVode b Ibs '83514 _ _> Ib__s Mode ,Side Member I, Z,= 5343.75 Ibs 10687.50 Ibs Bearing ,Reduction 5.03 Term Mode �� u �061 95 Ibs 2123 9i s Mode Side and Main II Z„= 1754.39 Ibs Member Bearing A= 0.0002 B= 1.688 C= 3577.32 Reduction 3.52 Term tl �2,p 49807 Ibs �" TM �...-.__ __-... �...�,."L..�.,.� w_,..�.�,.,.�... ..� a._ ,.sa.�a...a.. __ _....�5..... ..,,:.,a.a�„s,,..,ws..,_.,._ _......_..�d,....,�......�.a.w...<,aa.c..✓�"�,..<.� Mode Main Member Bearing Illm Z,,,= 1750.45 Ibs and Dowel Yielding in A= 0.0002 the Side Member B= 1.500 C= 3293.45 Reduction 3.52 Term e � Mode i ,.�,.°• Project Job Ref. KARAS RESIDENCE A Section Sheet no./rev. Aslx 5 990 WINDWARD BOULEVARD, ORIENT POINT, NY 29 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0269 AS 2/28/2012 Mode Side Member Bearing Ills Zi„= 1145.91 Ibs 2291.81 Ibs and Dowel Yielding in the Main Member A= 0.0004 B= 0.188 C= -718.09 Reduction 3.52 Term y a e•, _ rs� ' w_.-.., 1�3aG. 825?32��... 1175 - .i w Q 64 45.5�` Mode Dowel Yielding in the IV Zav= 1040.89 Ibs 2081.77 Ibs Side and Main Member A= 0.0004 B= 0.000 C= -434.22 Reduction 3.77 Term fill d ffl� 2+ Ibs+1-.a v 275'80 Ibs 55151 s. ,w. .� In ,...... .... ..... Cd= - ': Load Duration Cp= 1.000 Penetration Factor Single Lateral Allowable(Z',)= 317.2 Ibs Double Lateral Allowable(Z'd)= 634.4 lbs • ,�r.+i°8x��"�,y_ Project Job Ref. KARAS RESIDENCE Section Sheet no./rev. e�3E'S 990 WINDWARD BOULEVARD, ORIENT POINT, NY 30 of 33 ns:i~� mac 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 2/28/201 Z WOOD LEDGER TO EXISTING WOOD FRAMING CONNECTION 3/8" Lag Screw into Douglas Fir-Larch w/0 in. of Gap Space. Wood Screw Type= Lag Screw Wood Screw Length= 6.00 in Wood Screw Embedment= W in Wood Screw Thread 3.50 in Length= D= 0.375 in Dowel Diameter Dm= 0.265 in Dowel Diameter at max.stress in main member D,= 0.265 in Dowel Diameter at max.stress in side member Fb= 70,000 psi Dowel bending strength Wood Screw Withdrawal Calculations Substrate: Mixed Maple-Southern Pine Tabulated withdrawal design value: W= 351 Ibs Penetration Factor: Cp= 3.50 in (based on 1/2 screw length+.5) Duration Factor: Co Withdrawal Allowable(W')= 1965.0 Ibs Wood Screw Lateral Calculations Substrate(Main Douglas Fir-Larch Member): Frame(Side Member): Douglas Fir-Larch Cantilever Distance: 00 in Frame hollow space+shim g: 0 in Gap between members(if applicable cantilever/2) in Main member dowel bearing length = 3 0fJf) in Side member dowel bearing length F_= 3,646 psi Main member dowel bearing strength 13 3,646 psi Side member dowel bearing strength qm= 1,367 Ibs/in Main member dowel bearing resistance=F_D q,= 1,367 Ibs/in Side member dowel bearing resistance=F«D Project Job Ref. Vie✓ KARAS RESIDENCE n"K Section Sheet no./rev. 990 WINDWARD BOULEVARD, ORIENT POINT, NY 31 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date Ap!�7 Date (C)631-66M269 AS 2/28/2012 Mm= 217.11 in-Ibs Main member dowel moment resistance=Fb(Dms/6) Ms= 217.11 in-Ibs ,Side member dowel moment resistance=Fb(%'/6) 9= 90 degrees Maximum angle of load to grain(0°5 6 5 90°)for any member in a connection Ke= 1.258 Ko= 3.000 Single Shear Double Shear Mode Main Member Im Z,= 4101.79 Ibs 4101.79 Ibs Bearing 5.03 Reduction Term --�.1 L2aj Mode Side Member Is Z,= 4101.79 Ibs 8203.58 Ibs Bearing p 5.03 ,Reduction Term `"""F"` K 'a � r 8I514. "sN Ibs a 999999 Mode Side and Main Member II Z= 1699.02 Ibs Bearing A= 0.0004 B= 3.000 C= 6152.68 3.52 Reduction Term Mode .74� Mode Main Member Bearing Illm Z,,,= 1438.70 Ibs and Dowel Yielding in the Side Member A= 0.0005 B= 1.500 C= 3293.45 3.52 Reduction Term 77 All r Zin 408 44 Ibs,. § Project Job Ref. KARAS RESIDENCE k2 Section Sheet no./rev. SEA 990 WINDWARD BOULEVARD, ORIENT POINT, NY 32 of 33 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 2/28/2012 Mode Side Member Bearing Ills Z,,,= 1438.70 Ibs 2877.40 Ibs and Dowel Yielding in the Main Member A= 0.0005 B= 1.500 C= 3293.45 3.52 Reduction Term �RQdt' a.,III 1 w. ,' 7aa _ .4Q8 44 � Ibs . 816 89. .. Ih�„ Mode Dowel Yielding in the IV Ziv= 770.52 Ibs 1S41.04 Ibs Side and Main Member A= 0.0007 B= 0.000 C= -434.22 3.77 Reduction Term ram.,.: 204.17_ Ibs 408 33 Ibs I .w, .. Cd= Load Duration Cp= 1.000 Penetration Factor Sinele Lateral Allowable(Z',)= 234.8 Ibs Double Lateral Allowable(Z'd)= 469.6 Ibs HAVE MINIMUM(2)AT 16"O.C.THEREFORE TOTAL CAPACITY=354 LBS € gv,;ftm. Project Job Ref. KARAS RESIDENCE Section Sheet no./rev. ASES 990 WINDWARD BOULEVARD, ORIENT POINT, NY 33 of 33 AA--�>Mw--Pb: 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 2/28/2012 CONNECTION SUMMARY 230 SUN&STARS GEORGIAN CONSERVATORY MAX ALLOWABLE BACK UP ACTUAL FORCE GOOD CONNECTION FORCE(LBS) CALC PAGE (LBS) (YIN) TENSION SHEAR SEE PREV. TRUSS BAR TO TRUSS BRACKET N/A 1473 32 CALCS SEE PREV. TRUSS BRACKET TO BAR N/A 1473 31 CALCS COMPRESSION RING TO RAFTER-BACK TO SEE PREV. BACK 1292 4389 27 CALCS SEE PREV. COMPRESSION RING TO RAFTER 365 982 28 CALCS COMPRESSION RING TO HIP SEE PREV. CALCS SEE PREV. RIDGE TO RAFTER BAR N/A 232 25 CALCS RAFTER TO EAVE CLIP N/A 1082 26 218 EAVE CLIP TO EAVE 832 1623 20 218 SEE PREV. EAVE CORNER SPLICE PLATE TO EAVE 2005 2164 24 CALCS EAVE TO COLUMN-LITE H 1110 N/A 16 436 EAVE TO COLUMN-UTILITY H 1110 N/A 17 436 SILL TO COLUMN-LITE H 1300 N/A 14 436 SILL TO COLUMN-UTILILTY H 1300 N/A- 18 436 SILL TO FOUNDATION 1478 1786 11 436 NOTE-FORCES SHOWN AS APPLIED IN CONNECTION, IE UPLIFT FORCE ON COLUMN TO SILL CONNECTION RESULTS IN SHEAR FORCE ON SCREWS NOTE-NEED MINIMUM 2#8 SCREWS IN EACH COLUMN TO EAVE AND COLUMN TO SILL CONNECTION No th AIAd.e&a'S I>YeK tk-Suvwoom MAwufACtuYeY '"'i SOSEAS"114�.' u"'S pl'!�tt rail #. 3u 230 SUN AND STARS: GEORGIAN CONSERVATORY DESIGN ENGINEERING CALCULATIONS: ALLOWABLE MEMBER STRESSES AND CONNECTION LOADS FOUR SEASONS SOLAR PRODUCTS 5005 Veterans Memorial Highway Holbrook,New York 11741 (631)563-4000 Fax:(631)218-9076 - MorthAV"Xi-9-4PeeniterSu VODw Manu{aCturcr JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY ' SHEET NO: 1 OF: 33, CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 d .. - i'�. .,__ ... ,,>�.. CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...Indoors Oj -- YN ULTRAPRAMS PLC 90 DEGREE CORNER COLUMN WITH WINDOW JAMBS (7C9-7NFJ) ALLOY:6063-T5 INPUTS Allowable Stresses for BulIALn_l Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 97.000 a= 9500 psi Radius of Gyration, r(in): 1.278 SPEC 3.4.2 2 EDGE Width of Section, b(in): 2.839 a= 9500 psi Corresponding Thickness,t(in): 0.062 SPEC 3.4.7 SHEAR Height of Section,h (in): 3.571 a= 8.9-0.037(kUr) = 6092 psi Corresponding Thickness,t(in): 0.062 SPEC 3.4.9 Unbraced Length, Lb(in): 97.000 a= 10-0.071(b/t) = 6749 psi Radius of Gyration, ry(in): 1.278 SPEC 3.4.14 Moment of Inertia, Strong Axis(in4): 3.072 a= 9500 = 9500 psi , Moment of Inertia,Weak Axis(in4): 3.066 SPEC 3.4.16 Centroid to Outer Fiber Comp.Side,Y(in): 1.958 a= 11.8-0.083(b/t) = 7999 psi Torsional Constant,J(in4): 3.672 SPEC 3.4.18 a= 12500 = 12500 psi SPEC 3.4.20 MEMBER CONSTANTS a= 6.7-.027(h/t) = 5145 psi KUr= 75.88 2 EDGE b/t= 45.79 SHEAR h/t= 57.60 Lb/rY 75.88 MAXIMUM ALLOWABLE STRESSES LbIX/(0.5*1?*(ly*J)^0.5)= 90.45 TENSION = 9500 psi N N COMPRESSION: = 6092 psi o BENDING: = 7999 psi SHEAR= 5145 psi Lq 0.078— M m m ALL BARS OKAY BY INSPECTION 1.984 1.590 3.574 N U O O �9 co 65 t\ 0.078 ►n C0 Ln I .984 1 .590 3.574 ---------------- REGI❑NS ---------------- Area: 1,8762 Perimeter: 54,6695 Bounding box: X: -1,9836 -- 2,2152 Y: -1,9884 -- 2,2111 Centroid: X: 0.0000 Y: 0,0000 Moments of inertia: X: 3.0723 Y: 3,0661 Product of inertia: XY: -0,6028 Radii of gyration: X: 1,2797 Y: 1,2783 Principal moments and X-Y directions about centroid: I: 2.4664 along E0,7053 -0.70891 J: 3,6720 along E0,7089 0,70531 ALLOY NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6063-T5, 6005-T5 1 a % 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.078, 0.062 HOLBROOK, NEW YORK 11741 WALL 2 � DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 8562, 4582C 4 90 DEGREE CORNER PART N0. 7C9, 7NFJ 5 DO NOT SCALE DRAWINGS SCALE "_ DRAWN BY LJD DWG. 6 ITOLERANCES + N - N APPROVED DATE 08-08-03 1 7C9-7NFJ Nc.th txeasp.e+ue+s u<roo�rna. {aturty JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 2 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 -- - CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living.-Indoors(l", SR 0LTRAPHAME PLC LITE H COLUMNS WITH WINDOW JAMBS(7111-7NFJ1 ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 97.000 Cr= 19000 psi Radius of Gyration, r(in): 0.726 SPEC 3.4.2 2 EDGE Width of Section,b(in): 1.134 a= 19000 psi Corresponding Thickness,t(in): 0.050 SPEC 3.4.7 SHEAR Height of Section, h (in): 3.004 a= 51000/(k*Ur)^2 = 2857 psi Corresponding Thickness,t(in): 0.050 SPEC 3.4.9 Unbraced Length, Lb(in): 97.000 a= 23.1-0.25(b/t) = 17430 psi Radius of Gyration, ry(in): 0.726 SPEC 3.4.16 Moment of Inertia, Strong Axis(in4): 1.089 Cy= 27.3-0.29(b/t) = 20723 psi Moment of Inertia,Weak Axis (in4): 0.601 SPEC 3.4.18 Centroid to Outer Fiber Comp.Side,Y(in): 1.596 Cr= 28000 = 28000 psi Torsional Constant,J (in4): 1.089 SPEC 3.4.20 a= 15.6-.099(h/t) = 9652 psi MEMBER CONSTANTS KL/r= 133.61 2 EDGE b/t= 22.68 SHEAR h/t= 60.08 Lb/ry= 133.61 Lbl,/(0.5'Y'(ly*J)^0.5)= 67.05 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi 0.050 COMPRESSION: = 2857 psi BENDING: = 19000 psi 0.062 SHEAR= 9652 psi = �r 0 0 m o ALL BARS OKAY BY INSPECTION -- 0.881 i70.944 1.625 0.050 0.OG2 m Ln d- O O m O d: 0.881 0.944 1 .825 ----- REGI❑NS ----------------- Areal lJ393 Perimeter: 40.4717 Bounding box: X: -1,5203 -- 1.5548 Y: -1,4198 - 1,6002 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X. 1.0886 Y: 0.6005 Product of inertia: XY: -0.0021 Radii of gyration: X: 0.9775 Y: 0,7260 Principal moments and X-Y directions about centroid: I: 0,6005 along 10,0044 -1.00001 J: 1,0886 along 11,0000 0.00443 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6105-T5, 6005-T5 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.062 WALL HOLBROOK. NEW YORK 11141 0.050, 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 53288, 4582 4 LITE H COLUMNS PART N0. 7*1 1 1,7NFJ 5 DO NOT SCALE DRAWINGS SCALE "_ " DRAWN BY wD Dwc. 6 TOLERANCES + N - N APPROVED DATE 08-08-03 7111 U-7NFJ Ncth l:xerieas rrpxier 3uwvox nuwu{ec:urtr JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY Y + , SHEET NO: 3 OF: 33 .� CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 - CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...Indoors1l'i 4n ULTRARRAMR PLC ELECTRIC H COLUMN WITH WINDOW JAMBS(7145 7NFJ) ALLOY:6005-T5, 6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor,k: 1.000 SPEC 3.4.1 Length, L(in): 97.000 6= 19000 psi Radius of Gyration, r(in): 1.035 SPEC 3.4.2 1 EDGE Width of Section, b(in): 0.612 6= 19000 psi Corresponding Thickness,t(in): 0.053 SPEC 3.4.7 2 EDGE Width of Section, b(in): 2.366 6= 51000/(k*Ur)^2 = 5810 psi Corresponding Thickness,t(in): 0.066 SPEC 3.4.8 SHEAR Height of Section, h(in): 3.045 6= 154/(b/t) = 13307 psi Corresponding Thickness,t(in): 0.065 SPEC 3.4.9 Unbraced Length, Lb(in): 97.000 6= 490/(blt) = 13669 psi Radius of Gyration, ry(in): 1.640 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4): 4.381 6= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 1.747 SPEC 3.4.15 Centroid to x-axis,Y, comp. side(in): 1.796 a= 183/(b/t) = 15813 psi Torsional Constant,J (in4): 4.381 SPEC 3.4.16 6= 580/(b/t) = 16180 psi MEMBER CONSTANTS SPEC 3.4.17 KUr= 93.69 6= 40.5-1.41(b/t) = 24182 psi 1 EDGE b/t= 11.57 SPEC 3.4.18 2 EDGE b/t= 35.85 a= 28000 = 28000 psi SHEAR h/t= 46.85 SPEC 3.4.20 Lb/ry= 59.16 6= 15.6-.099(h/t) = 10962 psi LbIX/(0.5*Y*(ly*J)^0.5)= 43.07 MAXIMUM ALLOWABLE STRESSES 0.062 0.0G6 TENSION = 19000 psi N COMPRESSION: = 5810 psi I CM m BENDING: = 15813 psi , Q SHEAR= 10962 psi cm- 2.056 2.OSB ALL BARS OKAY BY INSPECTION 4.114 0.OG2 0.000 m t` >n O m m Ln --Lf N do 2.05G 2.058 - -40 4. 1 14 ---------------- REGIONS ---------------- Area: 1,6297 Perimeter: 50.9679 Bounding box: X: -2,6815 -- 2.6828 Y: -1.2666 -- 1,7956 Centroid: X: 0,0000 Y1 0,0000 Moments of inertia: X: 1,7468 Y: 4,3809 Product of inertia: XY: 0,0017 Radii of gyration: X: 1,0353 Y: 1.6396 Principal moments and X-Y directions about centroid: L 1,7468 along E1,0000 0.00071 J: 4.3809 along E-0,0007 1.00001 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005-T5, 6005-T5 5005 VETERANS MEMORIAL HIGHWAY TYPICAL HOLBROOK, NEW YORK 11741 WALL 0.066, 0.062 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 5339C, 4582 4 ELECTRIC H COLUMN PART NO. 7.145, 7NFJ 5 DO NOT SCALE DRAWINGS SCALE 1 "=1 " DRAWN BY LJD DWG. 6 TOLERANCES I N — N APPROVED DATE 08-08-03 7145-7NFJ r�o:thaneri asrrcr4ieYsuwoo+tita.u{aturcr JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY r ` SHEET NO: 4 OF: 33 zp, CALCULATED BY: Lawrence Duffy DATE:' 11/10/2003 t - - - CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...Indoors)'� - -- aN U LrtA VIIAM■ PLC 7 IN 12 EAVE WITH WINDOW JAMB (7E79 7133) ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 298.000 a= 19000 psi Radius of Gyration, r(in): 1.283 SPEC 3.4.2 1 EDGE Width of Section, b(in): 0.835 6= 19000 psi Corresponding Thickness,t(in): 0.115 SPEC 3.4.7 2 EDGE Width of Section, b (in): 2.378 6= 51000/(k*Ur)^2 = 945 psi Corresponding Thickness,t(in): 0.080 SPEC 3.4.8 SHEAR Height of Section,h(in): 4.648 Cr= 23.1-0.79(b/t) = 17361 psi Corresponding Thickness,t(in): 0.080 SPEC 3.4.9 Unbraced Length, Lb(in): 48.000 6= 23.1-0.25(b/t) = 15668 psi Radius of Gyration, ry(in): 1.283 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4): 3.283 a.= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 2.513 SPEC 3.4.15 Centroid to Outer Fiber Comp.Side,Y(in): 2.834 6= 27.3-0.93(b/t) = 20544 psi Torsional Constant,J (in4): 3.417 SPEC 3.4.16 a= 27.3-0.29(b/t) = 18679 psi MEMBER CONSTANTS SPEC 3.4.18 KUr= 232.27 6= 28000 = 28000 psi 1 EDGE b/t= 7.26 SPEC 3.4.20 2 EDGE b/t= 29.73 a= 15.6-.099(h/t) = 9848 psi SHEAR h/t= 58.10 Lb/ry= 37.41 Lbl,(/(0.5*(*(ly*J)"0.5)= 25.42 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi X m COMPRESSION: = 945 psi " BENDING:= 18679 psi SHEAR= 9848 psi N O ALL BARS OKAY BY INSPECTION 2.2646 I.6833 3.9479 0 0� 00 m co N m ILI 2.2G4G I .G833 3.9479 ---------------- REGIONS ---------------- Area: 1.526 sq in Perimeter: 40.805 in Bounding box: X: —2.272 -- 1.683 in Y: —2.439 -- 2.834 in Centroid: X: 0.000 in Y: 0.000 in Moments of inertia: X: 3.283 sq in sq in Y: 2.513 sq in sq in Product of inertia: XY: 0.348 sq in sq in Radii of gyration: X: 1.467 in Y: 1.283 in Principal moments (sq in sq in) and X—Y directions about centroid: I: 2.379 along [0.359 0.933] J: 3.417 along [-0.933 0.359] NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. ALLOY 6005-T5,6005-T5 1 me! 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.080 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE N0, 7289 4 7 IN 12 EAVE PART N0. 7 E7,7133 5 DO NOT SCALE DRAWINGS SCALE 1 =1 » DRAW BY UD DWG. 6 TOLERANCES + N - N APPROVED DATE 09-24-03 7E7-7133 ncth 4xe axrrevAit.s wooxttawriaurtr JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY t , SHEET NO: 5 OF: 33 .o. CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living—ludoors .n OLT RA l RA M■ •LC CC 4GBA LITE RAFTER BAR ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 135.000 a= 19000 psi Radius of Gyration, r(in): 0.593 SPEC 3.4.2 2 EDGE Width of Section, b (in): 1.395 a= 19000 psi Corresponding Thickness,t(in): 0.090 SPEC 3.4.7 SHEAR Height of Section, h(in): 2.440 a= 51000/(k*Ur)"2 = 982 psi Corresponding Thickness,t(in): 0.090 SPEC 3.4.9 Unbraced Length, Lb(in): 135.000 a= 23.1-0.25(b/t) = 19225 psi Radius of Gyration, ry(in): 0.593 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4): 0.783 a= 21000 = 21000 psi Moment of Inertia,Weak Axis (In4): 0.379 SPEC 3.4.16 Centroid to Outer Fiber Comp.Side, Y(in): 1.281 Cr= 21000 = 21000 psi Torsional Constant,J (in4): 0.783 SPEC 3.4.18 a= 28000 = 28000 psi SPEC 3.4.20 a= 11000 = 11000 psi MEMBER CONSTANTS KUr= 227.85 SHEAR b/t= 15.50 2 EDGE h/t= 27.11 Lb/ry 227.85 Lblx/(0.5*Y*(ly*J)^0.5)= 102.06 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi # t COMPRESSION: = 982 psi 12812 BENDING: = 19000 psi SHEAR= 11000 psi 0.0900 2.4400 _Ln ALL BARS OKAY BY INSPECTION 3 � — 0.8551 0.8549 1 .7100 1.2812 0.0900 2,4400 �n 0.8551 0.8549 1 .7100 ---------------- REGI❑NS ---------------- Areal 1.0796 sq in Perimeter; 23.4878 In Bounding box; X; -0.8551 -- 0,8549 In Y; 1.1588 -- 1.2812 in Centroid; X; 0,0000 in Y; 0,0000 In Moments of inertia; X+ 0.7826 sq in sq in Y; 0,3790 sq in sq in Product of inertia, XY, 0,0000 sq in sq In Radii of gyration; X, 0.8514 in Y; 0.5925 In Principal moments (sq In sq in) and X-Y directions about centroid; I; 0.3790 along E0,0000 1.00001 J; 0,7826 along 1-1,0000 0.00001 Section Modulusi Sx Top, 0,611 in3 Sx Rot, 0.675 Ina Sy Left+ 0.443 Ina Sy Right, 0.443 in3 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. ALLOY EM ER 6005—T5 1 Q 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.090 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 3416 4 2-1 /2" LITE RAFTER BAR PART NO. 4GBA 5 DO NOT SCALE DRAWINGS[APPROVED CALE 1 „=1 „ DRAWN BY LJD DWG. 6 TOLERANCES + N - N ,.. DATE 08-12-03 41313A • Nc.tMRMC,"":PmKde.s:awcexnaA-01cura JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 6 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 _ Outdoor Living...indoorsIN An D LT R A F R A M■ PLC C:u F z::r�✓ ` 4HBA HEAVY RAFTER BAR ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 135.000 6= 19000 psi Radius of Gyration, r(in): 0.648 SPEC 3.4.2 2 EDGE Width of Section, b (in): 1.233 6= 19000 psi Corresponding Thickness,t(in): 0.140 SPEC 3.4.7 SHEAR Height of Section, h (in): 2.440 6= 51000/(k*Ur)^2 = 1175 psi Corresponding Thickness,t(in): 0.140 SPEC 3.4.9 Unbraced Length, Lb(in): 135.000 a= 23.1-0.25(b/t) = 20898 psi Radius of Gyration, ry(in): 0.648 SPEC 3.4.14 Moment of Inertia, Strong Axis(in4): 1.051 6= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 0.505 SPEC 3.4.16 Centroid to Outer Fiber Comp.Side,Y(in): 1.321 6= 21000 = 21000 psi Torsional Constant, J (in4): 1.051 SPEC 3.4.18 6= 28000 = 28000 psi SPEC 3.4.20 6= 11000 = 11000 psi MEMBER CONSTANTS KUr= 208.33 SHEAR b/t= 8.81 2 EDGE h/t= 17.43 Lb/ry= 208.33 Lbl,A0.5*$'*(ly*J)"0.5)= 98.07 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi du COMPRESSION: = 1175 psi N BENDING: = 19000 psi 0.1400 m SHEAR= 11000 psi Cc)0 �r � N ALL BARS OKAY BY INSPECTION 0.8551 0.5549 1.7 100 N m 0.1400 0 0 � N 0.855 I 0.8549 1 .7100 ---------------- REGIONS ---------------- Area: 1.6594 sq in Perimeter: 21.3252 in Bounding box: X: —0.8551 -- 0.8549 in Y: —1.1189 -- 1.3211 in Centroid: X: 0.0000 in Y: 0.0000 in Moments of inertia: X: 1.0514 sq in sq in Y: 0.5045 sq in sq in Product of inertia: XY: 0.0000 sq in sq in Radii of gyration: X: 0.7960 in Y: 0.5514 in Principal moments (sq in sq in) and X—Y directions about centroid: I: 0.5045 along [0.0000 1.00001 J: 1.0514 along [-1.0000 0.0000] Section Modulus: Sx Top: 0.7959 in-3 Sx Bot: 0.9396 in- Sy Left: 0.59 in^3 Sy Right: 0.59 in^3 N0. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005-TS 1 O *4 5005 VETERANS MEMORIAL HIGHWAY APIL AL 0.140 HOLBROOK, NEW YORK 11741 2 � � DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 3417 4 2-1 /2" HEAVY RAFTER BAR PART NO. 4HBA 5 DO NOT SCALE DRAWINGS SCALE DRAWN BY WD DWG. 6 TOLERANCES + N - N APPROVED DATE 08-12-03 41-113A Nc+h a.e:cas rrerA e.suwooxrnawa(nc ura JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY ' SHEET NO: 7 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...Indoors?)`> 4N U1,7RflRLMR .L[ 51-135 LITE RAFTER BAR ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 135.000 a= 19000, psi Radius of Gyration, r(in): 0.868 SPEC 3.4.2 2 EDGE Width of Section, b(in): 2.151 a= 19000 psi Corresponding Thickness,t(in): 0.100 SPEC 3.4.7 SHEAR Height of Section, h (in): 5.000 6= 51000/(k*Ur)^2 = 2106 psi Corresponding Thickness,t(in): 0.100 SPEC 3.4.9 Unbraced Length, Lb(in): 135.000 6= 23.1-0.25(b/t) = 17724 psi Radius of Gyration, ry(in): 0.868 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4): 4.729 6= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 1.219 SPEC 3.4.16 Centroid to Outer Fiber Comp.Side,Y(in); 2.659 a= 21000 = 21000 psi Torsional Constant,J (in4): 4.729 SPEC 3.4.18 MEMBER CONSTANTS a= 28000 = 28000 psi KUr= , 155.60 SPEC 3.4.20 2 EDGE b/t= 21.51 6= 15.6-.099(h/t) = 10650 psi SHEAR h/t= 50.00 Lb/ry 155.60 Lbl,/(0.5*Y*(ly"J)^0.5)= 26.18 1,0000 --I 1.0000 MAXIMUM ALLOWABLE STRESSES -M TENSION = 19000 psi COMPRESSION: = 2106 psi o l000 BENDING: = 19000 psi " SHEAR= 10650 psi I o 0 0 0 Ul tn lD N ALL BARS OKAY BY INSPECTION 1.3120 1.0000 ---I 1.0000 m 0 0.1000 CO N LA O O O O CD N 1.3120 ---------------- REGIONS - ---------------- Area, 1.6198 Perimeters 33.9256 Bounding box, Xi -1.3120 -- 1.3120 Y, -2.6591 -- 2,3409 Centroid, X1 0.0000 Y1 0,0000 Moments of Inertial Xi 4.7287 Y, 1.2192 Product of inertial XY, 0.0001 Radii of gyration, Xi 1.7086 Yi 0.8676 Principal moments and X-Y directions about centroldt I+ 1.2192 along 10,0000 1.00003 Ji 4.7287 along 1-1,0000 0.00003 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005—T5 O 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.010 HOLEIROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE N0. 7767 4 5" LITE BAR PART NO. 51-85 5 DO NOT SCALE DRAWINGS SCALE 3/4"=I» DRAWN BY LJD DWG. s TOLERANCES + N - N APPROVED DATE 09-18-03 51-135 Nc+t+iav�a'sPnmitrs�ccmMOI Pct"rey JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 8 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 s - ---- --- CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...lndoors li';i 4N YLTRAP■AM■ IL[ ... 4HCX HIP BEAM ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 175.000 6= 19000 psi Radius of Gyration, r(in): 0.628 SPEC 3.4.2 2 EDGE Width of Section, b(in): 3.235 6= 19000 psi Corresponding Thickness,t(in): 0.160 SPEC 3.4.7 SHEAR Height of Section, h (in): 4.360 a= 51000/(VL1r)12 = 657 psi Corresponding Thickness,t(in): 0.160 SPEC 3.4.9 Unbraced Length, Lb(in): 175.000 a= 23.1-0.25(b/t) = 18045 psi Radius of Gyration, ry(in): 0,628 SPEC 3.4.14 Moment of Inertia, Strong Axis(in4): 6.270 a= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 1.045 SPEC 3.4.16 Centroid to Outer Fiber Comp.Side,Y(in): 2.307 CT= 21000 = 21000 psi Torsional Constant,J (in4): 6.270 SPEC 3.4.18 a= 28000 = 28000 psi MEMBER CONSTANTS SPEC 3.4.20 KL/r= 278.66 a= 11000 = 11000 psi 2 EDGE b/t= 20.22 SHEAR h/t= 27.25 Lb/ry= 278.66 Lblx/(0.5*Y*(ly*J)^0.5)= 25.29 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi 0.3750 COMPRESSION: = 657 psi o 0 BENDING: = 19000 psi N SHEAR= 11000 psi 0.1600 0 m c 0 m ALL BARS OKAY BY INSPECTION N 0.8553 ----1 0.8547 1.7100 Vou 0.3750 J_ 0 0 m 0.1600 0 m o m 0 N 0.8553 0.8547 1 .7100 ---------------- REGIONS ---------------- Area: 2.648 sq in Perimeter. 24.749 in Bounding box: X: —0.855 -- 0.855 in Y: —2.053 -- 2.307 in Centroid: X: 0.000 in Y: 0.000 in Moments of inertia: X: 6.270 sq in sq in Y: 1.045 sq in sq in Product of inertia: XY. 0.000 sq in sq in Radii of gyration: X: 1.539 in Y: 0.628 in Principal moments (sq in sq in) and X—Y directions about centroid: I: 1.045 along [0.000 1.000] J: 6.270 along (-1.000 0.000] NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005-T5 Q 5005 VETERANS MEMORIAL HIGHWAY WALL AL 0.160 HOLBROOK, NEW YORK 11741 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 2770 4 230 SERIES HIP BAR PART NO. 4HCX 5 DO NOT SCALE DRAWINGS SCALE 1 .1_1"1 DRAWN BY LJD DWG. 6 1 ITOLERANCES + N - N APPROVED ,. I DATE 09-24-03 4HCX JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 9 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/1012003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 RIDGE 8FRG ALLOY:6063-T5 INPUTS Allowable Stresses for Building - Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 36.600 a= 9500 psi Radius of Gyration, r(in): 0.866 SPEC 3.4.2 1 EDGE Width of Section, b(in): 0.500 6= 9500 psi Corresponding Thickness, t(in)_ 0.065 SPEC 3.4.7 2 EDGE Width of Section, b (in): 0.500 6= 8.9-0.037(kL/r) 7336 psi Corresponding Thickness, t(in): 0.065 SPEC 3.4.8 SHEAR Height of Section, h (in): 1.555 6= 10-0.22(b/t) = 8308 psi Corresponding Thickness, t(in): 0.065 SPEC 3.4.9 Unbraced Length, Lb(in): 37.000 6= 10-0.071(b/t) = 9454 psi Radius of Gyration, ry(in): 1.709 SPEC 3.4.15 Moment of Inertia, Strong Axis(in4): 3.819 6= 9500 = 9500 psi Moment of Inertia,Weak Axis(in4): 0.979 SPEC 3.4.16 Centroid to Outer Fiber Comp. Side, Y (in): 1.479 6= 9500 = 9500 psi _ _ Torsional Constant, J (in4): 3.819 SPEC 3.4.20 6= 5500 5500 psi MEMBER CONSTANTS KL/r= 42.26 1 EDGE b/t= 7.69 2 EDGE b/t= 7.69 SHEAR h/t= 23.92 Ldry= 21.65 Lblx/(0.5'Y"(ly*J)^0.5)= 12.83 MAXIMUM ALLOWABLE STRESSES TENSION = 9500 psi COMPRESSION: = 7336 psi BENDING: = 9454 psi N SHEAR = 5500 psi {; . 1 1 ALL BARS OKAY BY INSPECTION s., 3.,i,5 ' G.2224 - 0 0 os 0 m m Ln N co CD co 3. 1 109 �,-� 3. 1 1 1 5 G.2224 ---------------- REGI❑NS --=------------- Area: 1,307 sq in Perimeter) 40.366 in Bounding box: X: -3,128 -- 3,129 in Y; -1,820 -- 1,487 in Centroidi X; 0.000 in Y= 0,000 in Moments of inertial X; 0,979 sq in sq in Y; 3.819 sq in sq in Product of inertia: XY; 0.000 sq in sq in Radii of gyration; X: 0.866 in Yt 1,709 in Principal moments (sq in sq in) and X-Y directions about centroid, I; 0.979 along 11,000 0.0001 J: 3,819 along 10,000 1,0001 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. T MPER 6063-T5 0 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.065 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH — 3 TITLE SECTION PROPERTIES DIE NO. 4988 4 CONSERVATORY RIDGE PART NO. 8FRG 5 DO NOT SCALE DRAWINGS SCALE 1 DRAWN BY LJD DWG. 6 TOLERANCES + N - N APPROVED DATE 09-24-03 8FRG-8FRG NO�IIRME'1=ALPYLM4LEr$wtYCpYstMgWAf0.Ck4KY JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 10 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 _...._-...._,_._... _ CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...Indoors 1)'> ^.N VLTRAIRAFAN PLC 4AH TRUSS BAR ALLOY:6005-T5 INPUTS Allowable Stresses.for Building Effective Length Factor, k: 0.650 SPEC 3.4.1 Length, L(in): 150.000 a= 19000 psi Radius of Gyration, r(in): 0.569 SPEC 3.4.2 1 EDGE Width of Section, b(in): 1.750 a= 19000 psi Corresponding Thickness,t(in): 0.089 SPEC 3.4.7 2 EDGE Width of Section, b(in): 1.710 a= 51000/(k*L/r)^2 = 1737 psi Corresponding Thickness,t(in): 0.089 SPEC 3.4.8 SHEAR Height of Section, h (in): 1.750 a= 154/(b/t) = 7832 psi Corresponding Thickness,t(in): 0.089 SPEC 3.4.9 Unbraced Length, Lb(in): 150.000 a= 23.1-0.25(b/t) = 18297 psi Radius of Gyration, ry(in): 0.719 SPEC 3.4.11 Moment of Inertia,Strong Axis(in4): 0.232 a= 87000/(Lb/ry)^2 = 1999 psi Moment of Inertia,Weak Axis (in4): 0.145 SPEC 3.4.15 Centroid to Outer Fiber Comp. Side,Y(in): 1.128 a= 183/(b/t) = 9307 psi Torsional Constant,J (in4): 0.232 SPEC 3.4.16 a= 21000 = 21000 psi MEMBER CONSTANTS SPEC 3.4.17 KL/r= 171.35 a= 4900/(b/t)"2 = 12674 psi 1 EDGE b/t= 19.66 SPEC 3.4.18 2 EDGE b/t= 19.21 Cr= 28000 = 28000 psi SHEAR h/t= 19.66 SPEC 3,4.20 Lb/ry= 208.62 a= 11000 = 11000 psi Lblx/(0.5*Y*(ly*J)"0.5)= 166.27 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi co COMPRESSION: = 1737 psi ALL BARS OKAY U N °o 0 BENDING:= 1999 psi BY INSPECTION SHEAR= 11000 psi 0.8554 AREA OF THE BAR= 0.448 SQ IN 0.854G — N ALLOWABLE COMPRESSIVE FORCE= 778 # 1.7100 0 m � N � N N O — O 0.8554 0.8546 N N 1 .7100 1� O ---------------- REGIONS ---------------- Area: 0.448 sq in Perimeter: 10.254 in Bounding box: X: —0.855 -- 0.855 in Y: —0.622 -- 1.128 in Centroid: X: 0.000 in Y: 0.000 in Moments of inertia: X: 0.145 sq in sq in Y: 0.232 sq in sq in Product of inertia: XY. 0.000 sq in sq in Rod"u of gyration: X: 0.569 in Y: 0.719 in Principal moments (sq in sq in) and X—Y directions about centroid: I: 0.145 along [1.000 0.000) J: 0.232 along (0.000 1.000) SECTION MODULUS Sx TOP: 0.129 IN3 Sx BOT: 0.233 IN3 Sy LEFT: 0.274 IN3 Sy RIGHT: 0.274 IN3 ALLOY NO. REVISION aY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 61 05—T6 1 Q 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.089 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 2412 4 TRUSS BAR PART NO. 4AH 5 DO NOT SCALE ' DRAWINGS SCALE 1 "=1 " DRAWN BY LJD DWG. 6 ITOLERANCES + N ^ N APPROVED DATE 09-24-03 4AH NOhh AnViica'L AY[Mstl.SHIVOC(4L MGM4fGUNr_K JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 11 OF: 33 .a, omv CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 - CHECKED BY: Surya Lamsal DATE: 1 1/1 0120 0 3 Outdoor Living...Judoors!)'` - Rv YLTUArRAM■ PLC SILL RCS)TO FOUNDATION FASTENERS: 2 0.500 "X 3.000 " LAG BOLTS DETAIL ON AND 16"O.C. Equation In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pn. =2(D1)(T1)(Ft„t)/n„ T1:Thickness of Piece 1 (in): .055 _( .500 )( .055 )( 38 )2/2.34= 893.2# Fastener Type: LAG BOLTS Pas =Ns'Pnsnin Thread Type: SPACED THREADS _( 2 )( 893.2 )= 1786.3 # Crown(C)or Valley(V)Fastening: C D2:Diameter of Head/Washer(in): 1.5 D1:Nominal Diameter of Fastener(in): 0.500 L:Length of Fasteners(in): 3.000 ALLOWABLE CONNECTION TENSION Ns:Number of Screws: 2 Pnov =(D2-D1)(T1)(Ftut)(C)/n _( 1.5 - 0.5 )( .055 )( 38 )( 1 )/3= 696.7# Pat =Ns`Pnmin Aluminum Alloy Structural Values _( 2 )( 696.7 ) = 1393.3# Ft„t:Ultimate Tension of Piece 1 (ksi): 38 Ftyt:Yield Tension of Piece 1 (ksi): 35 WASHER OF 1.5" 16"O.C.WILL CONTIBUTE A MAXIMUM OF 85#BASED ON A 0.1"DEFLECTION OF SILL. MAXIMUM ALLOWABLE LOADS SHEAR: 1786.3# TENSION 1478.3# NOTE: THESE CALCULATIONS PERTAIN TO THE CONNECTIONS UP TO,BUT NOT INCLUDING, THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION. THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION MUST BE ANALYZED ACCORDING TO CONDITIONS SPECIFIC TO EACH JOB BY OTHERS. UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM200 NertN Am&ica'sATrwier 5ux,w.0 MawtfaCtur_Y JOB' 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 12 OF: 33 L CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 • a CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living.«Indoors±)'! AN YLT\AFRAML PLC,. SILL TO CORNER COLUMN FASTENERS: 8 0.164 "X 0.500 " TEK SCREWS DETAIL ON E nation In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ft t)/n„ T1:Thickness of Piece 1 (in): .055 _( .164 )( .055 )( 38 )2/2.34= 293.0# A2:Alloy of Piece 2: 6063-T5 Pns =2(D1)(T2)(Ft„2)/n„ T2:Thickness of Piece 2(in): .062 =( .164 )( .062 )( 22 )2/2.34= 191.2# Fastener Type: TEK SCREWS P. =((T2)(T2)(T2)(D1))E0.5*4.2(1:L2)for T2<=T1 Thread Type: SPACED THREADS _(( .062 )( .062 )( .062 )( 0.164 ))E0.5*4.2( 22000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns*PnStnin D2:Diameter of Head/Washer(in): .322 _( 8 )( 191.2 )= 1529.5 # 131:Nominal Diameter of Fastener(in): OA64 L:Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread(Penlnch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ft„t)(C)/N tc,Thread Engagement Depth: 0.062 _( .322 - 0.164 )( .055 )( 38 )( 1 )/3= 110.1 # Ns:Number of Screws: 8 Pnot = (Ks)(D1)(tc)(Fty2)/ns = 54.8# Pat =Ns*Pnrnin _( 8 )( 54.8 ) = 438.2# Aluminum Alloy Structural Values Ft„t: Ultimate Tension of Piece 1 (ksi): 38 F,,,:Yield Tension of Piece 1 (ksi): 35 Fti2: Ultimate Tension of Piece 2(ksi): 22 Ftg:Yield Bearing of Piece 2(ksi): 16 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1629.5# Coeffiecient,Ks= 1.01 TENSION 438.2# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 n��rrkrvt,t�asmrv�ersw.cow aw{a�.er JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 13 OF: 33 DATE: 11/10/2003 - CALCULATED BY: Lawrence Duffy - t t DATE: 11/10/2003 CHECKED BY: Surya Lamsal outdoor Living...Indoors'll' - _ SILL TO LITE H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON E nati]nu ALLOWABLE CONNECTION BEARING A1:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ft,,)/n„ T1:Thickness of Piece 1 (in): .065 _( .164 )( .055 )( 38 )2/2.34= 293.0# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ftu2)/n„ T2:Thickness of Piece 2(in): .05 =( .164 )( .05 )( 38 )2(2.34= 266.3 # Fastener Type: TEK SCREWS Pns ((T2)(T2)(T2)(D1))E0.5*4.2(Fh12)for T2<=T1 Thread Type: SPACED THREADS _(( .05 )( .05 )( .05 )( 0.164 ))E0.5*4.2( 38000 )= 722.6 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pns,,;n D2:Diameter of Head/Washer(in): .322 _( 6 )( 266.3 )= 1597.9 # D1:Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners(in): 0.500 #8 FASTENER MAXIMUM SHEAR IS 216.5# Asn:Thread Stripping Area of Internal Thread(Per inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(FW,)(C)/N tc,Thread Engagement Depth: 0.05 =( .322 - 0.164 )( .055 )( 38 )( 1 )/3= 110.1 # Ns:Number of Screws: 6 Prot = (Ks)(D1)(tcxFty2)/ns 96.6# Pat =Ns*Pni In _( 6 )( 96.6 ) = 579.7# Aluminum Alloy Structural Values Ft,,:Ultimate Tension of Piece 1 (ksi): 38 F,y,:Yield Tension of Piece 1 (ksi): 35 Ft„2:Ultimate Tension of Piece 2(ksi): 38 Fty2:Yield Bearing of Piece 2(ksi): 35 Coeffiecients: MAXIMUM ALLOWABLE LOADS SHEAR: 1299.00 Coeffiecient,Ks= 1.01 TENSION 679.7# 'Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT CalculationsConm (A )A • NortMAMCriCAYAYwiHSwvtaxMGwa{aw..a JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 14 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living.-Indoors{)'! AN' YLTRAI■AN■ PLC C. F§IECTRIC H COLUMN : 6 0.164."X 0.500 " TEK SCREWS DETAIL ON Equation Inputs: NNECTION BEARING All:Alloy of Piece 1: 6005-T5 T1)(Ft„t)/nU T1:Thickness of Piece 1 (in): .055 )( .055 )( 38 )2/2.34= 293.0# A2:Alloy of Piece 2: 6005-T5 (T2)(FtOnu T2:Thickness of Piece 2(in): 066 _( .164 )( .066 )( 38 )2/2.34= 351.5# Fastener Type: TEK SCREWS P. =((T2)(T2)(T2)(D1))E0.5*4.2(Fi2)for T2<=T1 Thread Type: SPACED THREADS _(( .066 )( .066 )( .066 )( 0.164 ))E0.5*4.2( 38000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsn,;n D2:Diameter of Head/Washer(in): .322 _( 6 )( 293.0 )= 1757.7 # D1:Nominal Diameter of Fastener.(in): 0.164 L:Length of Fasteners(in): 0.500 #8 FASTENER MAXIMUM SHEAR IS 216.5# Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ft„t)(C)/n; tc,Thread Engagement Depth: 0.066 _( .322 - 0.164 )( .055 )( 38 )( 1 )/3= 110.1 # Ns:Number of Screws: 6 Pnot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns 137.7# Pat =Ns*Pnmin _( 6 )( 110.1 ) = 660.4# Aluminum Alloy Structural Values Ftuf:Ultimate Tension of Piece 1 (ksi): 38 Ftyt:Yield Tension of Piece 1 (ksi): 35 Ft12:Ultimate Tension of Piece 2(ksi): 38 Ftyz:Yield Bearing of Piece 2(ksi): 35 rIMLAXALLOWABLE LOADS Coeffiecients SHEAR: 1299.0# Coeffiecient,Ks= 1.01 TENSION 660.4# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2 000 ^ wore.Are z,rwasrye d2rsuw60mmaA fh-,—gr _JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 15 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11l10/2003 - e �,...... ...., CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...,ndoorsnrl'1 - -. YLTVAr%AM■ TL[^ EAVE TO CORNER COLUMN FASTENERS: 8 0.164 "X 0.500 " TEK SCREWS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Fti1)/n„ T1:Thickness of Piece 1 (in): .08 =( .164 )( .08 )( 38 )2/2.34= 426.1 # A2:Alloy of Piece 2: 6063-T5 Pns =2(D1)(T2)(Ftu2)/nu T2:Thickness of Piece 2(in): .062 _( .164 )( .062 )( 22 )2/2.34= 191.2# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(F(u2)for T2<=T1 Thread Type: SPACED THREADS =(( .062 )( .062 )( .062 )( 0.164 ))E0.5*4.2( 22000 )=577.7 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsmi,, D2:Diameter of Head/Washer(in): .322 _( 8 )( 191.2 )= 1529.5 # D1:Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Fti1)(C)/ns tc,Thread Engagement Depth: 0.062 _( .322 - 0.164 )( .08 )( 38 )( 1 )/3= 160.1 # Ns:Number of Screws: 8 Pnot = (Ks)(D1)(tc)(Fty2)/ns = 54.8# Pat =Ns*PBnin _( 8 )( 54.8 ) = 438.2# Aluminum Alloy Structural Values Fti1:Ultimate Tension of Piece 1 (ksi): 38 Ftyt:Yield Tension of Piece 1 (ksi): 35 Ftu2:Ultimate Tension of Piece 2(ksi): 22 Fty2:Yield Bearing of Piece 2(ksi): 16 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1529.5# Coeffiecient,Ks= 1.01 TENSION 438.2 # Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM200 • �wtHA.,M.A'sAxai rS—o-MA—faocurer JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 16 OF: 33 • • CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living..lndverih';ULTSAFRASAX PLC EAVE TO LITE H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON E uation In uts• ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ftut)/nu T1:Thickness of Piece 1 (in): .08 _( .164 )( .08 )( 38 )2/2.34= 426.1 # A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Fti2un„ T2:Thickness of Piece 2(in): .05 _( A 64 )( .05 )( 38 )2/2.34= 266.3# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fu2)for T2<=T4 Thread Type: SPACED THREADS _(( .05 )( .05 )( .05 )( 0.164 ))E0.5*4.2( 38000 )=722.6 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pn,%In D2:Diameter of Head/Washer(in): .322 _( 6 )( 266.3 )~ 1597.9 # D1:Nominal Diameter of Fastener(in): 0.164 #8 FASTENER MAXIMUM SHEAR IS 216.5# L:Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread(Per-Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 P"o =(D2-D1)(T1)(Ft j)(C)/ns tc,Thread Engagement Depth: 0.05 _( .322 - 0.164 )( .08 )( 38 )( 1 )/3= 160.1 # Ns:Number of Screws: 6 Pnot = (Ks)(D1)(tc)(Fty2)/nS 96.6# Pat =Ns*P%n _( 6 )( 96.6 ) = 579.7# Aluminum Alloy Structural Values Ftut:Ultimate Tension of Piece 1 (ksi): 38 Ftyt:Yield Tension of Piece 1 (ksi): 35 Ftu2:Ultimate Tension of Piece 2(ksi): 38 Fty2:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients. SHEAR: 1299.0# Coeffiecient,Ks= 1.01 TENSION 579.7# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to(AA)AD 22000 ` m tkAw.oica'sAYwitrS- aw.M4—f4-t-- JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 17 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Oatdoor Living...Indoors)'l. --- - EAVE TO ELECTRIC H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-TS Pns =2(D1)(T1)(Ft„t)/n„ T1:Thickness of Piece 1 (in): .08 =( .164 )( .08 )( 38 )2/2.34= 426.1 # A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ftu2)/n„ T2:Thickness of Piece 2(in): .066 _( .164 )( .066 )( 38 )2/2.34= 351.5# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fi2)for T2<=T1 Thread Type: SPACED THREADS _{( .066 )( .066 )( .066 )( 0.164 ))E0.5*4.2( 38000 )= 1095.9 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsnln D2:Diameter of Head/Washer(in): .322 _( 6 )( 351.5 )= 2109.3 # D1:Nominal Diameter of Fastener(in): 0.164 #8 FASTENER MAXIMUM SHEAR IS 216.5# L:Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pn. =(D2-D1)(T1)(Ft„,)(C)/ns tc,Thread Engagement Depth: 0.066 _( .322 - 0.164 )( .08. )( 38 )( 1 )/3= 160.1 # Ns:Number of Screws: 6 Pnot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns 137.7# Pat =Ns*Prhln _(. 6 )( 137.7 ) = 826.3# Aluminum Alloy Structural Values Fnn:Ultimate Tension of Piece 1 (ksi): 38 Ft,,:Yield Tension of Piece 1 (ksi): 35 Ft„2:Ultimate Tension of Piece 2(ksi): 38 Ftyz:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1299.0# Coeffiecient,Ks= 1.01 TENSION 826.3# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 • NOI!'.1AI4LII4�'SAYt1'41[YSw`JCavu.MGwa{o�,,:Y JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY ... � . , . SHEET NO: 18 OF: 33 i CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 e h CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...Indoorsl)'ULTRAFNAMS PLC 1/4" EAVE CORNER SPLICE PLATE TO EAVE FASTENERS: 6 0.250 "X 1.000 " TEK SCREWS DETAIL ON Equation In utw. ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 5052-1-1132 P„s =2(D1)(T1)(Ft„t)/n T1:Thickness of Piece 1 (in): .25 _( .250 )( .25 )( 31 )2/2.34= 1656.0# A2:Alloy of Piece 2: 6005-T5 Pos =2(D1)(T2)(Ftii2)/n„ T2:Thickness of Piece 2(in): .08 =( .250 )( .08 )( 38 )2/2.34= 649.6# Fastener Type: TEK SCREWS P. =((T2)(T2)(T2)(D1))E0.5*4.2(Ft„2)for T2<=T1 Thread Type: SPACED THREADS _(( .08 x .08 )( .08 )( 0.25 ))E0.5*4.2( 38000 )= 1805.7 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pns,„i„ D2:Diameter of HeadM/asher(in): .48 _( 6 )( 649.6 )= 3897.4 # D1:Nominal Diameter of Fastener(in): 0.250 L: Length of Fasteners(in): 1.000 1/4"FASTENER MAXIMUM SHEAR IS 492# Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.032 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 20 Pnov =(D2-D1)(T1)(Ft„f)(C)/ns tc,Thread Engagement Depth: 0.08 =( .48 - 0.25 )( .25 )( 31 )( 1 )/3= 594.2# Ns:Number of Screws: 6 Pnot = (Ks)(D1)(tc)(Fty2)/ns 280.0# Pat =Ns*Pr6in _( 6 )( 280.0 ) = 1680.0# Aluminum Alloy Structural Values Ftut: Ultimate Tension of Piece 1 (ksi): 31 Ftyt:Yield Tension of Piece 1 (ksi): 23 Ftu2: Ultimate Tension of Piece 2(ksi): 38 Ftyz:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 2952.0# Coeffiecient,Ks= 1.2 TENSION 1680.0# Coeffiecient 2/n= 0.1 Coeffiecient,4/n= 0.2 UNC THREADS:Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 NorYnAruriaa•s Atn.Ler sux,cc",.nnaw.{actwa JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY 1 , ' SHEET NO: 19 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...Indoors i)'; — YLTIA!\AMS PLC^... 118" EAVE CORNER SPLICE PLATE TO EAVE FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON Equation In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 3003•1-114 Pns =2(D1)(T1)(Ft„j)/n„ T1:Thickness of Piece 1 (in): .125 =( .164 )( .125 )( 20 )2/2.34= 350.4# A2:Alloy of Piece 2: 6005-T5 P. =2(D1)(T2)(Ftu2)/n T2:Thickness of Piece 2(in): .08 =( .164 )( .08 )( 38 )2/2.34= 426.1 # Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5'4.2(Fti2)for T2<=T1 Thread Type: SPACED THREADS =(( .08 )( .08 )( .08 )( 0.164 ))E0.5'4.2( 38000 )= 1462.5 Crown(C)or Valley(V)Fastening: C Pas =Ns'Pnst„In D2:Diameter of Head/Washer(in): .322 _( 6 )( 350.4 )= 2102.6 # D1:Nominal Diameter of Fastener(in): 0.164 L: Length of Fasteners(in): 0.500 #8 FASTENER MAXIMUM SHEAR IS 216.5# Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.018 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ft„f)(C)/ns tc,Thread Engagement Depth: 0.08 _( .322 - 0.164 )( .125 )( 20 )( 1 )/3= 131.7# Ns:Number of Screws: 6 Pnot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(Dl)(Ftu2)(tc-2/n))/ns 221.8# Pat =Ns'Pr6jn _( 6 )( 131.7 ) = 790.0# Aluminum Alloy Structural Values Ftut: Ultimate Tension of Piece 1 (ksi): 20 Ftyf:Yield Tension of Piece 1 (ksi): 17 F1i2:Ultimate Tension of Piece 2(ksi): 38 Fty1:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS CoeFfecients: SHEAR: 1299.0# Coeffiecient,Ks= 1.2 TENSION 790.0# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 Nord Ar..t[rica'c AGui[r"'rtou Mawe{au,..a JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY 3 SHEET NO: 20 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal __ DATE: 11/10/2003 Outdoor Living.-.Indoorsn±]?, A• uLrUarRAMa PLC r: ,�al1`,a0 IN' CLIP ANGLE TO EAVE FASTENERS: 6 0.190 "X 1.250 " TEK SCREWS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-TS Pns =2(D1)(T1)(Ft�t)/n" T1:Thickness of Piece 1 (in): .125 _( .190 )( .125 )( 22 )2/2.34= 446.6# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Fh12)/n„ T2:Thickness of Piece 2(in): .08 _( .190 )( .08 )( 38 )2/2.34= 493.7# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(F1i2)for T2<=T1 Thread Type: SPACED THREADS =(( .08 )( .08 )( .08 )( 0.19 ))E0.5*4.2( 38000 )= 1574.1 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsmin D2:Diameter of Head/Washer(in): .384 _( 6 )( 446.6 )= 2679.5 # D1:Nominal Diameter of Fastener(in): 0.190 L:Length of Fasteners(in): 1.250 #10 FASTENER MAXIMUM SHEAR IS 270.5# Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ft„t)(C)/ns tc,Thread Engagement Depth: 0.08 _( .384 - 0.19 )( .125 )( 22 )( 1 )/3= 177.8# Ns:Number of Screws: 6 Pnut _ ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns 257.0# Pat =Ns*Pr4nin _( 6 )( 177.8 ) = 1067.0# Aluminum Alloy Structural Values Ftut:Ultimate Tension of Piece 1 (ksi): 22 Ftyt:Yield Tension of Piece 1 (ksi): 16 MAXIMUM ALLOWABLE LOADS FW2:Ultimate Tension of Piece 2(ksi): 38 SHEAR: 1623.0# Fty2:Yield Bearing of Piece 2(ksi): 35 TENSION 1067.0# Coeffiecients: Coeffiecient,Ks= 1.2 Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 Mart„AN&iDWS r,t.vie.s xmm M2w fflzt"M JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 21 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 . .� ............. . " CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living-radoors?y AN YLT\lltt*M0 PLC C?u rp u:•�•, ' CORNER CLIP ANGLE TO 114" EAVE SLICE PLATE FASTENERS: 8 0.190 "X 1.250 " TEK SCREWS DETAIL ON E nation In uts• ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 5052-1-132 Pns =2(D1)(T1)(Ft t)/n„ T1:Thickness of Piece 1 (in): .25 _( .190 )( .25 )( 31 )2/2.34= 1258.5# A2:Alloy of Piece 2: 5052-H32 Pns =2(D1)(T2)(Ft 2)/n. T2:Thickness of Piece 2(in): .25 _( .190 )( .25 )( 31 )2/2.34= 1258.5# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(k,2)for T2<=T1 Thread Type: SPACED THREADS =(( .25 )( .25 )( .25 )( 0.19 ))E0.5*4.2( 31000 )= 7094.1 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pns6n D2:Diameter of Head/Washer(in): .384 _( 8 )( 1258.5 )= 10068.4 # D1:Nominal Diameter of Fastener(in): 0.190 L:Length of Fasteners(in): 1.250 #10 FASTENER MAXIMUM SHEAR IS 270.5# Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.018 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 24 Pnov =(D2-D1)(T1)(Ft„t)(C)/ns tc,Thread Engagement Depth: 0.25 =( .384 - 0.19 )( .25 )( 31 )( 1 )/3= 501.2# Ns:Number of Screws: 8 Pnot = 1.63(D1)(tc)(Ftu2)/ns 800.1 # Pat =Ns*Pntnln _( 8 )( 501.2 ) = 4009.3# Aluminum Alloy Structural Values #10 FASTENER MAXIMUM TENSION IS 270.5# Ftut:Ultimate Tension of Piece 1 (ksi): 31 Fly,:Yield Tension of Piece 1 (ksi): 23 MAXIMUM ALLOWABLE LOADS Ftuz.Ultimate Tension of Piece 2(ksi): 31 SHEAR: 2164.0# Ftyz:Yield Bearing of Piece 2(ksi): 23 TENSION 2164.0# Coeffiecients: Coeffiecient,Ks= 1.2 Coeffiecient 2/n= 0.08333333 Coeffiecient,4/n= 0.16666667 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 V NMtNAmtri"'sVtU44r5uttrC mMQw fgctur& JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 22 OF: 33 . o CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 T .. an INQ CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living—lisdoors'!1'r. EAVE TO RAFTER BAR (CONNECTS FROM UNDERNEATH) FASTENERS: 1 0.190 "X 1.250 " TEKSCREWS DETAIL ON E nation In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ft j)/n„ T1:Thickness of Piece 1 (in): .08 =( .190 )( .08 )( 38 )2/2.34= 493:7# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ft„2)/n„ T2:Thickness of Piece 2(in): .1 _( 190 )( 1 )( 38 )2/2.34= 617.1 # Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(k2)for T2<=T1 Thread Type: SPACED THREADS =(( .1 )( .1 )( .1 )( 0.19 ))E0.5*4.2( 38000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsn,ln D2:Diameter of Head/Washer(in): .384 _( 1 )( 493.7 )= 493.7 # D1:Nominal Diameter of Fastener(in): 0.190 #10 FASTENER MAXIMUM SHEAR IS 270.5# L:Length of Fasteners(in): 1.250 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.018 Pnov (D2-D1)(T1)(Ft„txC)/ns n,Threads Per Inch: 32 _( .384 - 0.19 )( .08 )( 38 )( 1 )/3= 196.6# tc,Thread Engagement Depth: 0.1 Pnot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns Ns:Number of Screws: 1 360.7# Pat =Ns*Pn j. _( 1 )( 196.6 ) = 196.6# Aluminum Alloy Structural Values Ftut:Ultimate Tension of Piece 1 (ksi): 38 MAXIMUM ALLOWABLE LOADS Ftyt:Yield Tension of Piece 1 (ksi): 35 SHEAR: 270.5# F,iiz:Ultimate Tension of Piece 2(ksi): 38 TENSION 196.6# Ftyz.Yield Bearing of Piece 2(ksi): 35 Coeffiecients: Coeffiecient,Ks= 1.2 Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 Nmtl+Aw�icaYYrnuitr5wsrww,Mawa{aa,,.a JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY r, i .' SHEET NO: 23 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 - -- -` CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...Indooril)'. 1/8"CLIP ANGLE TO RAFTER BAR (CONNECTS FROM SIDE) FASTENERS: 4 0.190 "X 1.250 " TEK SCREWS DETAIL ON Equation In uts• ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Ftut)/n„ T1:Thickness of Piece 1 (in): .125 _( .190 )( .125 )( 22 )2/2.34= 446.6# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ft„2)/n„ T2:Thickness of Piece 2(in): .09 =( .190 )( .09 )( 38 )2/2.34= 555.4# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Ft 2)for T2<=T1 Thread Type: SPACED THREADS =(( .09 )( .09 )( .09 )( 0.19 ))E0.5*4.2( 38000 )= 1878.3 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnc6n D2:Diameter of Head/Washer(in): .384 _( 4 )( 446.6 )= 1786.3 # D1:Nominal Diameter of Fastener(in): 0.190 #10 FASTENER MAXIMUM SHEAR IS 270.5# L:Length of Fasteners(in): 1.250 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.018 Pnov =(D2-D1)(T1)(Ft„t)(C)/ns n,Threads Per Inch: 32 _( .384 - 0.19 )( .125 )( 22 )( 1 )/3= 177.8# tc,Thread Engagement Depth: 0.1 Pnot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(Dl)(Ftu2)(tc-2/n))/ns Ns:Number of Screws: 4 = 360.7# Pat =Ns*Pr}mn _( 4 )( 177.8 ) = 711.3# Aluminum Alloy Structural Values Ftul:Ultimate Tension of Piece 1 (ksi): 22 MAXIMUM ALLOWABLE LOADS Ftyf:Yield Tension of Piece 1 (ksi): 16 SHEAR: 1082.0# Ft 2:Ultimate Tension of Piece 2(ksi): 38 TENSION 711.3# Fty2:Yield Bearing of Piece 2(ksi): 35 Coeffiecients: Coeffiecient,Ks= 1.2 Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 Nrnd,Ar.Vii.G7Y PVC,u1r 5uVJ'tow.M4wx{acturtr JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY _ SHEET NO: 24 OF: 33 - +• ` ¢ CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 1 1/1 0120 03 Outdoor Living...Indoorsl)'i AN ULTN4/\AM■ PLC f.' 1/4"CORNER CLIP ANGLE TO HIP BAR FASTENERS: 8 0.190 "X 1.250 " TEK SCREWS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 5052-1-132 Pns =2(D1)(T1)(Ft"t)/n T1:Thickness of Piece 1 (in): .25 _( .190 )( .25 )( 31 )2/2.34= 1258.5# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(F4i2)/nu T2:Thickness of Piece 2(in): .16 =( .190 )( .16 )( 38 )2/2.34= 987.4# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(FiU2)for T2<=T1 Thread Type: SPACED THREADS _(( .16 )( .16 )( .16 )( 0.19 ))E0.5*4.2( 38000 )= 4452.4 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pns6n 132:Diameter of Head/Washer(in): .384 _( 8 )( 987.4 )= 7898.8 # D1:Nominal Diameter of Fastener(in): 0.190 #10 FASTENER MAXIMUM SHEAR IS 270.5# L:Length of Fasteners(in): 1.250 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Perinch): 0.018 Pnov =(D2-D1)(T1)(Ft„t)(C)/ns n,Threads Per Inch: 24 =( .384 - 0.19 )( .25 )( 31 )( 1 )/3= 501.2# tc,Thread Engagement Depth: 0.16 Pnot _ ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns Ns:Number of Screws: 8 = 619.2# Pat =Ns*Pnnin _( 8 )( 501.2 ) = 4009.3# #10 FASTENER MAXIMUM SHEAR IS 270.5# Aluminum Alloy Structural Values Fwj:Ultimate Tension of Piece 1 (ksi): 31 MAXIMUM ALLOWABLE LOADS Ftyt:Yield Tension of Piece 1 (ksi): 23 SHEAR: 2164.0# Fa,2:Ultimate Tension of Piece 2(ksi): 38 TENSION 2164.0# Ftyz:Yield Bearing of Piece 2(ksi): 35 Coeffiecients• Coeffiecient,Ks= 1.2 Coeffiecient 2/n= 0.08333333 Coeffiecient,4/n= 0.16666667 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 NatalAAw"14R-sPvfmUr�vxw mar f=u.a JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 25 OF: 33 ry ,�X� � • s k CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...Indoors()� _h OLI toV WAS*9 ►LC RIDGE TO RAFTER BAR FASTENERS: 1 0.190 "X 0.375 " TEK SCREWS DETAIL ON Equation In uts. ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(FwtYn„ T1:Thickness of Piece 1 (in): .065 _( .190 )( .065 )( 22 )2/2.34= 232.2# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Fti2)/n„ T2:Thickness of Piece 2(in): .12 =( .190 )( .12 )( 38 )2/2.34= 740.5# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(k2)for T2<=T1 Thread Type: SPACED THREADS _(( .12 )( .12 )( .12 )( 0.19 ))E0.5*4.2( 38000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns*Prism, D2:Diameter of Head/Washer(in): .384 _( 1 )( 232.2 )= 232.2 # D1:Nominal Diameter of Fastener(in): 0.190 L:Length of Fasteners(in): 0.375 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.018 Pnov =(D2-D1)(T1)(Fwf)(C)/ns n,Threads Per Inch: 24 _( .384 - 0.19 )( .065 )( 22 )( 1 )/3= 92.5# tc,Thread Engagement Depth: 0.12 Pnot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns Ns:Number of Screws: 1 411.8# Pat =Ns*Pr6-n 92.5 ) = 92.5# Aluminum Alloy Structural Values Fwt:Ultimate Tension of Piece 1 (ksi): 22 MAXIMUM ALLOWABLE LOADS Fly,:Yield Tension of Piece 1 (ksi): 16 SHEAR: 232.2# Ftu2:Ultimate Tension of Piece 2(ksi): 38 TENSION 92.5# Ftg:Yield Bearing of Piece 2(ksi): 35 Coeffiecients: Coeffiecient,Ks= 1.2 Coeffiecient 2/n= 0.08333333 Coeffiecient,4/n= 0.16666667 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 mwt,.a urkasP�-d uU,5 r.A- JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 26 OF: 33 i CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 - CHECKED BY: Surya Lamsal DATE:_ 11/10/2003 Out"or Living—Indoors rl', AN YLI.^FkAM■ PLC t,•,usA—t4!4— - COMPRESSION RING TO RAFTER BAR FASTENERS: 2 0.250 "X 1.000 " TEK SCREWS DETAIL ON Equation Inputs, ALLOWABLE CONNECTION BEARING All:Alloy of Piece 1: 5052-11-1132 Pns =2(D1)(T1)(Ftut)/nu T1:Thickness of Piece 1 (in): .25 _( .250 )( .25 )( 31 )2/2.34= 1656.0# A2:Alloy of Piece 2: 6065-T5 Pns =2(D1)(T2)(F1u2)/n„ T2:Thickness of Piece 2.(in): .062 _( .250 )( .062 )( 38 )2/2.34= 503.4# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fi2)for T2<=T1 Thread Type: SPACED THREADS _(( .062 )( .062 )( .062 )( 0.25 ))E0.5*4.2( 38000 )= 1231.9 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnst„in D2: Diameter of Head/Washer(in): .480 _( 2 )( 503.4 )= 1006.8 # D1:Nominal Diameter of Fastener(in): 0.250 1/4"FASTENER MAXIMUM SHEAR IS 491# L:Length of Fasteners(in): 1.000 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Per:lnch): 0.032 P,,. =(D2-D1)(T1)(Ftut)(C)/ns n,Threads Per Inch:. 20 _( .480 - 0.25 )( .25 )( 31 )( 1 )/3= 594.2# tc,Thread Engagement Depth: 0.062 Pnot = (Ks)(D1)(tc)(Fty2)/ns Ns:Number of Screws: 2 = 182.6'# Pat =Ns*Pn jn _( 2 )( 182.6 ) = 365.3# Aluminum Alloy Structural Values Ftut:Ultimate Tension of Piece 1 (ksi): 31 MAXIMUM ALLOWABLE LOADS Ftyt:Yield Tension of Piece 1 (ksi): 23 SHEAR: 982.0# Ftu2:Ultimate Tension of Piece 2(ksi): 38 TENSION 365.3# FK:Yield Bearing of Piece 2(ksi): 35 Coeffiecients: Coeffiecient,Ks= 1.01 Coeffiecient 2/n= 0.1 Coeffiecient,4/n= 0.2 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 " iatH 4�wwa's»ters� ae" Maw f" +�' JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 27 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 931 - - - CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Livt£ng...indoorsr), COMPRESSION RING TO HIP BAR FASTENERS: 2 0.250 "X 1.000 " TEK SCREWS DETAIL ON E uation Inputs. ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 5052-1-132 Pms =2(D1)(T1)(Fhi1)/nu T1:Thickness of Piece 1 (in): .25 =( .250 )( .25 )( 31 )2/2.34= 1656.0# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ftu2)/nu T2:Thickness of Piece 2(in): .4 =( .250 )( .4 )( 38 )2/2.34= 3247.9# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Ftu2)for T2<=T1 Thread Type: SPACED THREADS =(( .4 )( .4 )( .4 )( 0.25 ))E0.5*4.2( 38000 )= NIA Crown(C)or Valley(V)Fastening: C Pas =Ns*Pns nin D2:Diameter of Head/Washer(in): .480 _( 2 )( 1656.0 )= 3312.0 # D1:Nominal Diameter of Fastener(in): 0.250 1/4"FASTENER MAXIMUM SHEAR IS 491# L:Length of Fasteners(in): 1.000 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.032 Pmov =(D2-D1)(T1)(Ftuf)(C)/ns n,Threads Per Inch: 20 _( .480 - 0.25 )( .25 )( 31 )( 1 )/3= 594.2# tc,Thread Engagement Depth: 0.4 Pmot = 1.63(D1)(tc)(0.375)/ns Ns:Number of Screws: 2 1935.6# Pat =Ns*Pr6n _( 2 )( 594.2 ) = 1188.3# Aluminum Alloy Structural Values Fmf Ultimate Tension of Piece 1 (ksi): 31 MAXIMUM ALLOWABLE LOADS Ftyf:Yield Tension of Piece 1 (ksi): 23 SHEAR: 982.0# Ftu2:Ultimate Tension of Piece 2(ksi): 38 TENSION 982.0# Fty2:Yield Bearing of Piece 2(ksi): 35 Coeffiecients: Coeffiecient,Ks= 1.2 Coeffiecient 2/n= 0.1 Coeffiecient,4/n= 0.2 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 • NathAry Awa'sPYLMierS1aYJC0,uMRN6fGEtlarK JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY W SHEET NO: 28 OF: 33 -wi • CALCULATED BY: Lawrence Duffy DATE: 1111012003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...Indoori�i' An ULTRA IRAMR PLC C COMPRESSION RING TO RAFTER BAR(BACK-TO-BACK) FASTENERS: 2 0,500 "X 2.750 " THRU-BOLTS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 5052-H32 Pns =2(D1)(T1)(Ftut)/nu T1:Thickness of Piece 1 (in): .25 _( .500 )( 25 )( 31 )2/2.34= 3312.0# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(FtuO/nu T2:Thickness of Piece 2(in): .2 =( .500 )( .2 )( 38 )2/2.34= 3247.9# Fastener Type: THRU-BOLTS Pms =((T2)(T2)(T2)(D1))E0.5"4.2(Ffu2)for T2<=T1 Thread Type: SPACED THREADS =(( .2 )( .2 )( .2 )( 0.5 ))E0.5*4.2( 38000 )_ ##### Crown(C)or Valley(V)Fastening: C Pas =Ns'Pns,,,;" D2:Diameter of Head/Washer(in): .75 _( 2 )( 3247.9 )= 6495.7 # D1:Nominal Diameter of Fastener(in): 0.500 L: Length of Fasteners(in): 2.750 Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.142 1/2"FASTENER MAXIMUM SHEAR IS 2195# n,Threads Per Inch: 13 tc,Thread Engagement Depth: 0.18 ALLOWABLE CONNECTION TENSION Ns:Number of Screws: 2 Pnov =(D2-D1)(T1)(Ftuj)(C)/ns _( .75 - 0.5 )( .25 )( 31 )( 1 )/3= 645.8# Pat =Ns'Pr6ln _( 2 )( 645.8 ) = 1291.7# Aluminum Alloy Structural Values Ftul:Ultimate Tension of Piece 1 (ksi): 31 Ftyf:Yield Tension of Piece 1 (ksi): 23 Ftu2:Ultimate Tension of Piece 2(ksi): 38 Ftyz:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 4390.0# Coeffiecient,Ks= 1.2 TENSION 1291.7# Coeffiecient 2/n= 0.15384615 Coeffiecient,4/n= 0.30769231 UNGTHREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 M*rtt+aM.erEas Maw fadwra JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 29 OF: 33 ""- CALCULATED BY: Lawrence Duffy DATE: 1 111 0/2 0 0 3 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...lndoorslj'` Y LINAVRAM/ PLC r..wsay..�„ .. CLIP INSERT(5RE)TO HIP BAR FASTENERS: 2 0.190 "X 1.000 TEKSCREWS DETAIL ON E uation In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Ft„tyn„ T1:Thickness of Piece 1 (in): .07 _( .190 )( .07 )( 22 )2/2.34= 250.1 # A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ft„2)/n„ T2:Thickness of Piece 2(in): .16 _( .190 )( .16 )( 38 )2/2.34= 987.4# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fti2)for T2<=T1 Thread Type: SPACED THREADS _(( .16 )( .16 )( .16 )( 0.19 ))E0.5*4.2( 38000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns*PnSmin D2:Diameter of HeadMasher(in): .384 _( 2 )( 250.1 )= 500.2 # 131:Nominal Diameter of Fastener(in): 0.190 L:Length of Fasteners(in): 1.000 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.018 Pnov =(D2-D1)(T1)(F, j)(Cyns n,Threads Per Inch: 24 _( .384 - 0.19 )( .07 )( 22 )( 1 )/3= 99.6# tc,Thread Engagement Depth: 0.16 Pnot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns Ns:Number of Screws: 2 619.2# Pat =Ns*Pr6ln _( 2 )( 99.6 ) = 199.2# Aluminum Alloy Structural Values Ftot:Ultimate Tension of Piece 1 (ksi): 22 MAXIMUM ALLOWABLE LOADS Ftyt:Yield Tension of Piece 1 (ksi): 16 SHEAR: 500.2# Ftu2:Ultimate Tension of Piece 2(ksi): 38 TENSION 199.2# Fty2:Yield Bearing of Piece 2(ksi): 35 Coeffiecients: Coeffiecient,Ks= 1.2 Coeffiecient 2/n= 0.08333333 Coeffiecient,4/n= 0.16666667 UNC THREADS: Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 North Arai.As Amuer M4—fact JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 30 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...Indoors'I)r CLIP INSERT ME)TO JACK BAR FASTENERS: 2 0.250 "X 1.000 " TEKSCREWS DETAIL ON Equation Inputs., ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Ft„j)/n T1:Thickness of Piece 1 (in): .07 =( .250 )( .07 )( 22 )2/2.34= 329.1 # A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Fti2)/n„ T2:Thickness of Piece 2(in): .09 _( .250 )( .09 )( 38 )2/2.34= 730.8# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(F,,,2)for T2<=T1 Thread Type: SPACED THREADS =(( .09 )( .09 )( .09 )( 0.25 ))E0.5*4.2( 38000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsi in D2:Diameter of Head/Washer(in): .480 _( 2 )( 329.1 )= 658.1 # D1:Nominal Diameter of Fastener(in): 0.250 L:Length of Fasteners(in): 1.000 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Perflnch): 0.032 P,,, =(D2-D1)(T1)(F,,,t)(C)/N n,Threads Per Inch: 20 _( .480 - 0.25 )( .07 )( 22 )( 1 )/3= 118.1 # tc,Thread Engagement Depth: 0.09 Pnot = (Ks)(D1)(tc)(Fty2)/ns Ns:Number of Screws: 2 315.0# Pat =Ns*Pr6n _( 2 )( 118.1 ) = 236.1 # Aluminum Alloy Structural Values Ftut:Ultimate Tension of Piece 1 (ksi): 22 MAXIMUM ALLOWABLE LOADS Ftyf:Yield Tension of Piece 1 (ksi): 16 SHEAR: 658.1 # Ftu2: Ultimate Tension of Piece 2(ksi): 38 TENSION 236.1 # Fty2:Yield Bearing of Piece 2(ksi): 35 Coeffiecients: Coeffiecient,Ks= 1.2 Coeffiecient 2/n= 0.1 Coeffiecient,4/n= 0.2 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT calculations Conform to(AA)ADM2000 North AAL&ic 's AYnulr SuvJeuw.MON+a{peMrer JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY i , SHEET NO: 31 OF: 33 i a CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsat DATE: 11/10/2003 Outdoor Living...indeorst)'! TRUSS BRACKET(CN4204)TO RAFTER BAR* FASTENERS: 3 0.250 "X 1.250 " TEK SCREWS DETAIL ON Equation In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ftujyn„ T1:Thickness of Piece 1 (in): .25 _( .250 )( .25 )( 38 )2/2.34= 2029.9# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(F1i2)/nu T2:Thickness of Piece 2(in): .062 =( .250 )( .062 )( 38 )2/2.34= 503.4# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Ft„Z)for T2<=T1 Thread Type: SPACED THREADS =(( .062 )( .062 )( .062 )( 0.25 ))E0.5*4.2( 38000 )= 1231.9 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsn;n D2:Diameter of Head/Washer(in): .480 _( 3 )( 503.4 )= 1510.3 # D1:Nominal Diameter of Fastener(in): 0.250 1/4"FASTENER MAXIMUM SHEAR IS 491# L:Length of Fasteners(in): 1.260 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Per.•.Inch): 0.032 Pn. =(D2-D1)(T1)(Ft„t)(C)/ns n,Threads Per Inch: 20 =( .480 - 0.25 )( .25 )( 38 )( 1 )/3= 728.3# tc,Thread Engagement Depth: 0.1 Pnot = (Ks)(D1)(tc)(Fty2)/ns Ns:Number of Screws: 3 350.0# Pat =Ns*Pr}nin _( 3 )( 350.0 ) = 1050.0# Aluminum Alloy Structural Values Ftul: Ultimate Tension of Piece 1 (ksi): 38 MAXIMUM ALLOWABLE LOADS Fly,:Yield Tension of Piece 1 (ksi): 35 SHEAR: 1473.0# Ftu2:Ultimate Tension of Piece 2(ksi): 38 TENSION 1050.0# FK:Yield Bearing of Piece 2(ksi): 35 Coeffiecients: Coeffiecient,Ks= 1.2 Coeffiecient 2/n= 0.1 Coeffiecient,4/n= 0.2 UNC THREADS:Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 nlm Antrira'sYYCMiLrSuwCONtMOW.tf"charn JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 32 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 saw CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...indeers?j'r. - - - -- -- - - AN ULTRA FR AM •LCC .. aw•.�,,.� TRUSS BAR TO TRUSS BRACKET (CONNECTS FROM SIDE) FASTENERS: 3 0.250 "X 1.000 " TEK SCREWS DETAIL ON E uation Inputs. ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 P. =2(D1)(T1)(Ft t)/n„ T1:Thickness of Piece 1 (in): .089 _( .250 )( .089 )( 38 )2/2.34= 722.6# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ft„2)/n„ T2:Thickness of Piece 2(in): .25 _( .250 )( .25 )( 38 )2/2.34= 2029.9# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fi2)for T2<=T1 Thread Type: SPACED THREADS _(( .25 )( .25 )( .25 )( 0.25 ))E0.5*4.2( 38000 .)= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsn,;,, D2:Diameter of Head/Washer(in): .442 _( 3 )( 722.6 )= 2167.9 # D1:Nominal Diameter of Fastener(in): 0.250 1/4"FASTENER MAXIMUM SHEAR IS 491# L:Length of Fasteners(in): 1.000 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Perinch): 0.032 Pnov =(D2-D1)(T1)(Ft„t)(C)/r1s n,Threads Per Inch: 20 _( .442 - 0.25 )( .089 )( 38 )( 1 )/3= 216.4# tc,Thread Engagement Depth: 0.1 Pnot = (Ks)(D1)(tc)(Fty2)/ns Ns:Number of Screws: 3 350.0# Pat =Ns*Pnmin _( 3 )( 216.4 ) = 649.3 # Aluminum Alloy Structural Values Ftut:Ultimate Tension of Piece 1 (ksi): 38 MAXIMUM ALLOWABLE LOADS Fly,:Yield Tension of Piece 1 (ksi): 35 SHEAR: 1473.0# Fti2:Ultimate Tension of Piece 2(ksi): 38 TENSION 649.3# FW:Yield Bearing of Piece 2(ksi): 35 Coeffiecients: Coeffiecient,Ks= 1.2 Coeffiecient 2/n= 0.1 Coeffiecient,4/n= 0.2 UNC THREADS:Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 Matti Ar AricaY AYW±1.Su1vCONt M4H4{sourer JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 33 OF: 33 i' CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Liviag...i»dooriy)'i ""-'--- -n YlT\A FRAME PLC Cw,.. :�„ SILL(7CS)(WALL)TO EXISTING STRUCTURE FASTENERS: 5 0.375 "X 3.000 " LAG BOLTS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Fw,)/n T1:Thickness of Piece 1 (in): .055 =( .375 )( .055 )( 38 )2/2.34= 669.9# Fastener Type: LAG BOLTS Pas =Ns*Pnsnln Thread Type: SPACED THREADS _( 5 )( 669.9 )= 3349.4 # Crown(C)or Valley(V)Fastening: C D2:Diameter of Head/Washer(in): .875 D1:Nominal Diameter of Fastener(in): 0.375 L:Length of Fasteners(in): 3.000 ALLOWABLE CONNECTION TENSION Ns:Number of Screws: 5 Pnm, =(D2-D1)(T1)(Fmt)(C)/ns _( .875 - 0.375 )( 055 )( 38 )( 1 )/3= 348.3# Pat =Ns*Pr6n Aluminum Alloy Structural Values _( 5 )( 348.3 ) = 1741.7# Ftut: Ultimate Tension of Piece 1 (ksi): 38 Ftyt:Yield Tension of Piece 1 (ksi): 35 WASHER OF 0.875" MAXIMUM ALLOWABLE LOADS SHEAR: 3349.4# TENSION 1826.7# NOTE: THESE CALCULATIONS PERTAIN TO THE CONNECTIONS UP TO,BUT NOT INCLUDING, THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION. THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION MUST BE ANALYZED ACCORDING TO CONDITIONS SPECIFIC TO EACH JOB BY OTHERS. UNC THREADS:Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculations Confirm to(AA)ADM2000 a Wirth Amevicct's Prew', tl,'S'"600w&Mciln.ufilatRrer Outdoor Li i Indoors AN U LT RA FRAME P LC f:; Ci3. F ANY� ALUMINUM DESIGN MANUAL REFERENCES FOUR SEASONS SOLAR PRODUCTS 5005 Veterans Memorial Highway Holbrook,New York 11741 (631)563-4000 Fax:(631)218-9076 Table 3.3-1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS TENSION COMPRESSION I SHEAR COMPRESSIVE ALLOY THICKNESS MODULUS OF AND PRODUCT RANGE Fist Ftyt F y F.� Fsy ELASTICITY$ TEMPER IN. ksi ksi ksi ksi ksi E ksi 1100-H12 Sheet,Plate All 14 11 10 9 6.5 10,100 -H14 (Rolled Rod&Bar) All 16 14 13 10 8 10,100 2014-T6 Sheet 0.040-0.249 66 58 59 40 33 10,900 -T651 Plate 0.250-2.000 67 59 58 40 34 10,900 -T6,T6510,T6511 Extrusions All 60 53 52 35 31 10,900 -T6,T651 Cold Finished Rod All 65 55 53 38 32 10,900 &Bar,Drawn Tube Alclad 2014-T6 Sheet 0.025-0.039 63 55 56 38 32 10,800 T6 Sheet 0.040-0.249 64 57 58 39 33 10,800 -T651 Plate 0.250-0.499 64 57 56 39 33 10,800 3003-H12 Sheet&Plate 0.017-2.000 17 12 10 11 7 10,100 -H14 Sheet&Plate 0.009-1.000 20 17 14 12 10 10,100 -His Sheet 0.006-0.162 24 21 18 14 12 10,100 _His Sheet 0.006-0.128 27 24 20 15 14 10,100 -H12 Drawn Tube All 17 12 11 11 7 10,100 -H14 Drawn Tube All 20 17 16 12 10 10,100 -His Drawn Tube All 24 21 19 14 12 10,100 -H18 Drawn Tube All 27 24 21 15 14 10,100 Alclad 3003-1-112 Sheet&Plate 0.017-2.000 16 11 9 10 6.5 10,100 H14 Sheet&Plate 0.009-1.000 19 16 13 12 9 10,100 H16 Sheet 0.006-0.162 23 20 17 14 12 10,100 _His Sheet 0.006-0.128 26 23 19 15 13 10,10D Alclad 3003-1-114 Drawn Tube 0.025-0.259 19 16 15 12 9 10,100 -H18 Drawn Tube 0.010-0.500 26 23 20 15 13 10,100 3004-H32 Sheet&Plate 0.017-2.000 28 21 18 17 12 10,100 -H34 Sheet&Plate 0.009-1.000 32 25 22 19 14 10,100 -H36 Sheet 0.006-0.162 35 28 25 20 16 10,10D -H38 Sheet 0.006-0.128 38' 31 29 21 18 10,100 3004-H34 Drawn Tube 0.016-0.450 32 25 24 19 14 10,100 -H36 Drawn Tube 0.018-0.450 35 28 27 20 16 10,100 Alclad 3004-H32 Sheet 0.017-0.249 27 20 17 16 12 10,100 -H34 Sheet 0.009-0.249 31 24 21 18 14 10,100 -H36 Sheet 0.006-0.162 34 27 24 19 16 10,100 -H38 Sheet 0.006-0.128 37 30 28 21 17 10,100 -H131,H241,H341 Sheet 0.024-0.050 31 26 22 18 15 10,100 -H151,H261,H361 Sheet 0.024-0.050 34 30 28 19 17 10,100 3005 H25 Sheet 0.013-0.050 26 22 20 15 13 10,100 HP8 Sheet 0.006-0.080 31 27 25 17 16 10,100 3105-H25 Sheet 0.013-0.080 23 19 17 14 11' 10,100 5005-1-112 Sheet&Plate 0.017-2.000 18 14 13 11 8 10,100 -H14 Sheet&Plate 0.009-1.000 21 17 15 12 10 10.100 H16 Sheet 0.006-0.162 24 20 18 14 12 10,100 -H32 Sheet&Plate 0.017-2.000 17 12 11 11 7 10,100 -H34 Sheet&Plate 0.009-1.000 20 15 14 12 8.5 10,100 -H36 Sheet 0.006-0.162 23 18 16 13 11 10,100 5050-H32 Sheet 0.017-0.249 22 16 14 14 9 10,100 H34 Sheet 0.009-0.249 25 20 18 15 12 10,100 -H32 Cold Fin.Rod&Bart All 22 16 15 13 9 10,100 Drawn Tube 15 12 10,10D -H34 Cold Fin.Rod&Bart All 25 20 19 Drawn Tube For all footnotes,see last page of this Table I-A-15 January 2000 Table 3.3-1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS TENSION COMPRESSION SHEAR COMPRESSIVE ALLOY THICKNESS MODULUS OF AND PRODUCT RANGE Fj Fnt F., F, F., ELASTICITY$ TEMPER IN. ksi ksi ksi ksi ksi E ksi 5052.0 Sheet&Plate 0.006-3.000 25 9.5 9.5 16 5.5 10,200 -H32 Sheet&Plate \ All 31 23 21 19 13 10,200 H34 Cold Fin.Rod&Bar' All 34 26 24 20 15 10,200 Drawn Tube ' -H36 Sheet 0.006 0.1 fi2 37 29 26 22 17 10,200 5083-0 Extrusions up thru 5.0D0 39 16 16 24 9 10,400 -H111 Extrusions up thru 0.5D0 40 24 21 24 14 10,400 -H111 Extrusions 0.501-5.000 40 24 21 23 14 10,400 0 Sheet&Plate 0.051-1.500 40 18 18 25 10 10,400 -H116 Sheet&Plate 0.188-1.500 44 31 26 26 18 10,400 -H321 Sheet&Plate 0.188-1.500 44 31 26 26 18 10,400 -H116 Plate 1.5D1-3.000 41 29 24 24 17 10,400 41 29 24 24 17 10,400 -H321 Plate 1.5013.000 5086-0 Extrusions up thru 5.000 35 14 14 21 8 i 0,400 -H111 Extrusions up thru 0.500 36 21 18 21 12 10,400 -Hill Extrusions 0.501-5.000 36 21 18 21 12 10,400 _0 Sheet&Plate 0.020-2.000 35 14 14 21 8 10,400 -H112 Plate 0.250-0.499 36 18 17 22 10 10,400 -H112 Plate 0.500-1.000 35 16 16 21 9 10,400 -H112 Plate 1.001-2.000 35 14 15 21 8 10,400 _H112 Plate 2.001-3.000 34 14 15 21 8 10,400 -H116 Sheet&Plate All 40 28 26 24 16 10,400 -H32 Sheet&Plate All 40 28 26 24 16 1.0,400 Drawn Tube H34 Sheet&Plate All 44 34 32 26 20 10,400 Drawn Tube 0.006-0.128 45 35 33 24 20 10,300 5154 H36 Sheet 5454-0 Extrusions up thru 5.000 31 12 12 19 7 10,400 -H111 Extrusions up thru 0.500 33 19 16 20 11 10,400 -H111 Extrusions 0.501-5.000 33 19 16 19 11 10,400 H112 Extrusions up thru 5.000 31 12 13 19 7 10,400 p Sheet&Plate 0.020-3.000 31 12 12 19 7 10,400 -H32 Sheet&Plate 0.020-2.000 36 26 24 21 15 10,400 -H34 Sheet&Plate 0.020-1.000 39 29 27 23 17 10,400 5456-0 Sheet&Plate 0.051-1.500 42 19 19 26 11 10,400 -H116 Sheet&Plate 0.188-1.250 46 33 27 27 19. 10,400 -1-1321 Sheet&Plate 0.188-1.250 46 33 27 27 19 10,400 -H116 Plate 1.251-1.500 44 31 25 25 18 10,400 -H321 Plate 1.251-1.500 44 31 25 25 18 10,400 -H116 Plate 1.501-3.000 41 29 25 25 17 10,400 -H321 Plate 1.501-3.000 41 29 25 25 17 10,400 6005-T5 Extrusions up thru 1.000 38 35 35 24 20 10,100 6061-T6,T651 Sheet&Plate 0.010-4.000 42 35 35 27 20 10,100 -T6,T6510,T6511 Extrusions All 36 35 35 24 20 10,100 -T6,T651 Cold Fin.Rod&Bar up thru 8.000 42 35 35 25 20 10,100 -T6 Drawn Tube 0.025-0.500 42 35 35 27 20 10,100 -T6 Pipe All 38 35 35 24 20 10,100 6063-T5 Extrusions up thru 0.500 22 16 16 13 9 10,100 T5 Extrusions 0.500-1.000 21 15 15 12 8.5 10,100 T6 Extrusions&Pipe All 30 25 25 19 14 10,100 6066-T6,T6510.T6511 Extrusions All 50 45 45 27 26 10,100 6070-T6,T62 - Extrusions up thru 2.999 48 45 45 29 2e 10,100 6105-T5 Extrusions up thru 0.500 38 35 35 24 20 10,100 6351-T5 Extrusions up thru 1.000 38 35 35 24 20 10,100 6463-T6 Extrusions up thru 0.500 30 25 25 19 14 10,100 d and Bar and Drawn Tube,t Cold Finished Ro F,,and Fy are minimum specified Sheet and 5050-H32,H34 Cold Fin sh dsRodcept and Bar which are-1 elmin mlum expected values);other strength properties are cor expo di g minimum expected values. *Typical values.For deflection calculations an average modulus of elasticity is used;this is 100 ksi lower than values in this column. I-A-16 January 2000 For angles,the gross width shall be the sum of the widths 5.1.10 Spacing of Stitch Rivets,Screws and Bolts of the legs less the thickness.The gage for holes in opposite in Webs legs shall be the sum of the gages from the back of the Where two or more web plates are in contact,there shall angles,less the thickness. be stitch rivets,screws or bolts to make them act in unison. For splice members,the thickness shall be only that part In compression members,the pitch and gage of such rivets of the thickness of the member that has been developed by or bolts shall be determined as outlined in Section 5.1.9.In rivets or bolts,beyond the section considered. tension members,the maximum pitch or gage of such rivets, screws or bolts shall not exceed a distance,in inches,equal 5.1.7 Effective Sections of Angles to 3+20t,(in mm.,76+20t)in which t is the thickness of the If a discontinuous angle(single or paired)in tension is outside plates. connected to one side of a gusset plate, the effective net section shall be the net section of the connected leg plus 5.1.11 Edge Distance of Rivets,Screws or Bolts one-third of the section of the outstanding leg unless the The minimum distance from the center of rivet,screw or outstanding leg is connected by a lug angle. In the latter bolt under computed stress to the edge of the sheet or shape case,the effective net section shall be the entire net section toward which the pressure is directed shall be twice the of the angle.The lug angle shall be designed to develop at least one-half the total load in the member and shall be nominal diameter of the rivet,screw or bolt when using the allowable bearing stress shown in Tables 5.1.�1.3-1 and-2. connected to the main member by at least two fasteners. When a shorter edge distance is used,the allowable bearing For double angles placed back-to-back and connected to stress shall be reduced by the ratio: actual edge dis- both sides of a gusset plate,the effective net section shall be tance/twice the fastener diameter(See Section 3.4.5).The the net section of the connected legs plus two-thirds of the edge distance shall not be less than 1.5 times the fastener section of the outstanding legs. diameter to extruded, sheared, sawed, rolled or planed For intermediate joints of continuous angles,the effec- edges. five net area shall be the gross sectional area less deductions for holes. 5.1.12 Blind Rivets 5.1.8 Grip of Rivets,Screws and Bolts Blind rivets shall not be used unless the grip lengths and rivet-hole tolerances are as recommended by the respective If the grip (total thickness of metal being fastened) of manufacturers. rivets, screws or bolts carrying calculated stress exceeds four and one-half times the diameter,the allowable load per 5.1.13 Hollow-End (Semi-tubular)Rivets rivet,screw or bolt shall be reduced.The reduced allowable load shall be the normal allowable load divided by If hollow-end rivets with solid cross sections for a [1/2+Gf/(9D)]in which Gfis the grip and D is the nominal portion of the length are used,the strength of these rivets diameter of the rivet or bolt.If the grip of the rivet exceeds shall not be taken equal to the strength of solid rivets of the six times the diameter, special care shall be taken to insure same material,unless the bottom of the cavity is at least 25 that holes will be filled completely. percent of the rivet diameter from the plane of shear, as measured toward the hollow-end,and further provided that 5.1.9 Spacing of Rivets,Screws and Bolts they are used in locations where they will not be subjected Minimum distance between rivet centers shall be 3 times to appreciable tensile stresses. the nominal rivet diameter; minimum distance of bolt or 5.1.14 Steel Rivets screw centers shall be 21/z times the nominal diameter.In built-up compression members the pitch in the direction of Steel rivets shall not be used in aluminum structures stress shall be such that the allowable stress on the individ- unless the aluminum is to be joined to steel or where ual outside sheets and shapes,treated as columns having an corrosion resistance of the structure is not a requirement,or effective length equal to one half the rivet, screw or bolt where the structure is to be protected against corrosion(See pitch exceeds the calculated stress.The gage at right angles Section 6.6.1). to the direction of stress shall be such that the allowable stress in the outside sheets,calculated from Section 3.4.9 5.1.15 Lockbolts exceeds the calculated stress. In this case the width b in Lockbolts shall only be used when installed in confor- Section 3.4.9 shall be permitted to be taken as 0.8g where g, mance with the lockbolt manufacturer's specifications and is the gage. when the body diameter and bearing areas under the head and nut, or their equivalent, are not less than those of a Ilk conventional nut and bolt. I-A-59 January 2000 5.1.16 Steel Bolts In addition to the requirements of Section 5.1.17.4,bolts shall be proportioned so that the allowable slip load per unit When steel bolts are used they shall be hot-dip galva- of bolt area determined from the following table is not nized,mechanically galvanized,zinc electro-plated,alumi- exceeded.The nominal diameter of the bolt shall be used to nized, or 300 series stainless steel. When other platings calculate its area. and/or coatings are to be used,evidence shall be submitted Hole Type and Direction of Load to substantiate the corrosion resistance of these products. Any Direction ransverse Parallel 5.1.17 Slip-Critical Connections Contact Surface Oversizeof Bolted Parts Long Standard &Short Long Slots Slots 5.1.17.1 General Slots (ksi) MPa)(ksi) MPa) {ksi} (MPa) (ksi) (MPa) Slip-critical connections between aluminum members or between aluminum and steel members shall comply with the Class B(Slip 28 195 24 165 20 140 17 115 Research Council on Structural Connections (RCSC) Coefficient 0.50) Specification for Structural Joints Using ASTM A325 or A490 Bolts, Allowable Stress Design, except as modified Bolts shall be installed to develop the minimum bolt here.The shear on a bolt in a slip-critical connection shall tension specified in Section 5.1.17.7. not exceed the allowable shear for the bolt (Section The effect on slip resistance of temperature changes from 5.1.17.4),the allowable bearing for the connected members the installation temperature and the difference in coeffi- (Section 3.4.5),or the allowable slip load(Section 5.1.17.5). cients of thermal expansion of aluminum and steel shall be addressed. 5.1.17.2 Material 5.1.17.6 Washers Aluminum used in slip-critical connections shall have a tensile yield strength of at least 15 ksi (105 MPa). Bolts a) Washers shall be used under bolt heads and under shall comply with ASTM A325, nuts shall comply with nuts. ASTM A563 Grade DH or ASTM A194 Grade 2H, and b) At along•slotted hole in an outer ply, a galvanized washers shall comply with ASTM F436. Bolts, nuts, and steel plate washer or bar at least 5/16 in. (8 mm)thick with washers shall be,zinc coated by the hot-dip or mechanically standard holes,shall be used. The plate washer or bar shall deposited processes as specified in ASTM A325. completely cover the slot but need not be hardened. c)Where the outer face of the bolted parts has a slope 5.1.17.3 Holes greater than 1:20 with respect to a plane normal to the bolt axis,a beveled washer shall be used. Holes shall be standard holes, oversize holes, short slotted holes,or long slotted holes.The nominal dimensions 5.1.17.7 Installation for each hole type shall not exceed those shown in the RCSC Specification Table 1. Bolts shall be tightened in accordance with the RCSC Specification. 5.1.17.4 Design for Strength 5.2 Metal Stitching Staples The shear stress on a bolt shall not exceed 21 ksi (145 MPa) for bolts with threads in the shear plane and 30 ksi Allowable strength values for metal stitches in joints (205 MPa)for bolts without threads in the shear plane. Bolt carrying calculated loads shall be established on the basis of shear stresses are based on the nominal cross sectional area tests in accordance with Section 8. (unthreaded body area)of a bolt. The bearing stress on the connected parts shall not exceed the allowable bearing stress 5.3 Tapping Screw Connections specified in Section 3.4.5. The following notation applies to this section: 5.1.17.5 Design for Slip Resistance AS = thread stripping area of internal thread per Aluminum surfaces abrasion blasted with coal slag to unit length of engagement SSPC SP-5 to an average substrate profile of 2.0 mils(0.05 c = coefficient which depends on screw location mm) in contact with similar aluminum surfaces or zinc D = nominal screw diameter painted steel surfaces with a maximum dry film thickness of 4 mils(0.1 mm)are Class B surfaces. Slip coefficients for Dh = nominal hole diameter Other surfaces shall be determined in accordance with the D = nominal washer diameter RCSC Specification Appendix A. I-A-60 January 2000 D.,, = larger of the nominal washer diameter and pns shall be the lesser of the screw head F,111 = tensile ultimate strength of member in P., = 2F,ut D11 n, (Eq. 5.3.1.1-2) contact with the screw head n„ F,,,2 = tensile ultimate strength of member not in contact with the screw head n P.., = 2F,n,Dt2 s (Eq. 5.3.1.1-3) n Fry, = tensile yield strength of member not in contact with the screw head For t2/r� < 1.0,Pn,shall not also exceed K, = coefficient which depends on member thickness Pns = 4.2(t2D)��zFru2 (Eq. 5.3.1.1-4) n — number of threads per unit length for a screw n, = factor of safety=3.0 5.3.1.2 Shear in Screws Pn, = allowable shear force per screw The ultimate shear capacity of the screw shall be deter- Pn, = nominal shear strength per screw mined by multiplying the allowable shear capacity deter- mined according to Section 5.1.1 by the factor of safety Po, = allowable tensile force per screw used or by test according to Section 8.The ultimate shear Pn, = nominal tensile strength per screw capacity of the screw shall not be less than 1.25 Pns. P_, = nominal pull-out strength per screw 5.3.2 Tension Pnp� = nominal pull-over strength per screw For screws which carry tensile loads, the head of the t� = thickness of member in contact with the screw or washer, if a washer is provided, shall have a screw head diameter D„,not less than 5/16 in.(8 mm).Washers shall be at least 0.050 in.(1.3 mm)thick. t2 = thickness of member not in contact with the The tension force shall not exceed P., calculated as . screw head follows: t� = depth of full thread engagement of screw pat = pnr/n, (Eq. 5.3.2-1) into t2 not including tapping or drilling point Pn,shall be taken as the lesser of Pno,and Pna,determined All the requirements of this section shall apply to tapping below in Sections 5.3.2.1 and 5.3.2.2. screws with diameter D=0.164 in.(4.2 mm)through 0.25 in. (6.3 mm). The screws shall be thread-forming or 5.3.2.1 Pull-Out thread-cutting,with or without a self-drilling point.Alterna- tively, design values for a particular application shall be The nominal pull-out strength,P,,,,,for pulling a screw permitted to be based on tests according to Section 8. out of a threaded part,is: Screws shall be installed and tightened in accordance 1)for UNC threads(screw thread types C,D,F, G,and T) with the manufacturer's specifications. a)for 0.060 in. The tensile stress on the net section of each member = t<<_ 0.125 in. (1.5 mm< t< <_ 3 mm) joined by a screw connection shall not exceed the allowable pnaf=Ks D tc Fry2 (Eq. 5.3.2.1-1) stress from Sections 3.4.1 through 3.4.4. The net section shall be determined according to Section 5.1.6. where K.= 1.(1 for.5m <m 0t60 in. _ t<<0.080 in. (1t�<2mm) 5.3.1 Shear K,= 1.20 for 0.080 in. < t,< 0.125 in. (2 mm < t,< 3 mm) The shear force shall not exceed the allowable bearing b for 0.125 in.<t,<0.25 in. (3 mm<t<<6.3 mm) force for a screw according to Section 3.4.5 nor the allow- ) ables according to subsections of this section. pn,= 1.2D F,,2(0.25- t,.)+ 1.16A,,,Fru2(t, -0.125) 5.3.1.1 Connection Shear (Eq. 5.3.2.1-2) The shear force per screw shall not exceed P.calculated c)for 0.25 in. < t,s 0.375 in. (6.3 mm _< t,s 10 mm) as follows: Pno,=0.58A,nt�F,.2 (Eq. 5.3.2.1-3) IrPas = Pns In. (Eq. 5.3.1.1-1) where I-A-61 January 2000 2)for spaced threads (screw thread types AB, B,BP,BF, The block shear rupture allowable force P,.,of welded and BT) connections on a failure path with shear on some segments and.tension on the other segments is: a)for 0.038 in. _ t,< 2/n (1 nun :5 t,< 2/n) for F,u As, > F,,,As„ Pnor=Ks D tr F,Y, (Eq.5.3.2.1-4) Psr= (F),Ag�,+Fru Agf)lnu (Eq. 5.4-3) s where K.= 1.01 for 0.038 in. s t,<0.080 in. (l mm < t,<2 mm) otherwise K,=1.20 for 0.080 in. <- t,s 2/n psr= (Fru Ag,,+F0,AR,)lnu (Eq. 5.4-4) (2 mm s t,< 2/n) where b)for 2/n<tr<4/n A,�v=gross area in shear P.,= 1.2D F,YZ(4/n- t,)+3.26D Fru_,(tc- 2/n) As,=gross area in tension A„,=net area in shear (Eq.5.3.2.1-5) An =net area in tension c)for 4/n -< t,-< 0.375 in. (4/n <- t<< 8 mm) 5.5 Laps in Building Sheathing Pna,= 1.63D tA, (Eq.5.3.2.1-6) 5.5.1 Endlaps 5.3.2.2 Pull-Over Minimum endlaps shall be those expressed in Table The nominal pull-over strength, P„o,,, for pulling con- nected material over the.head of a screw or washer, if present,is: 5.5.2 Sidelaps P = Ct F (D -D ) (Eq.5.3.2.2-1) For a sinusoidal corrugated sheet,the minimum sidelap uov 1 rul ws h where C is a coefficient that depends on screw location(1.0 for roofing shall have a width equal to the pitch of the cor- forvalley fastening and 0.7 for crown fastening),Dw,is the rugations,and the minimum sidelap for siding shall have a larger of the screw head diameter or the washer diameter, width equal half the pitch. and shall be taken not larger than 112 in. (13 mm). For a trapezoidal sheet of a depth greater than 1 in.(25 mm)the minimum sidelap for both roofing and siding shall 5.3.2.3 Tension in Screws have a developed width equal to the width of the narrowest flat plus 2 in.(50 mm)A trapezoidal sheet with a depth of The ultimate tensile capacity of the screw shall be 1 in.(25 mm)or.less shall have an overlap of proven design determined by multiplying the allowable tensile capacity including an antisiphoning feature. - determined according to Section 5.1.1 by the factor of safety used or by tests according to Section 8.The ultimate 5.5.3 Fasteners in Laps tensile capacity of the screw shall not be less than 1.25 P,,,. Minimum size of#12 screws or 3/16 in.(5 mm)diameter 5.4 Block Shear Rupture rivets shall be used in end laps and side laps. Maximum spacing for required sidelap fasteners shall be 12 in. (300 The block shear rupture allowable force P,r of bolted mm).Endlap fasteners added for the purpose of improving connections on a failure path with shear on some segments closure shall be located not more than 2 in. (50 mm)from and tension on the other segments is: the end of the overlapping sheet. for F,LA., > F_A.,, 5.6 Flashings and Closures PS.r= (F ,A ,+F`°A"`)ln (Eq.5.4-1) n �' Flashings shall be formed from aluminum alloy sheet of otherwise approximately the same thickness as the roofing or siding P - (F A ,+F,A )ht (Eq.5.4-2) sheet. Unless engineering computations determine other- s•- s� ^' " 8` wise,use minimum#12 screws or 3/16 in.(5 mm)diameter rivets to secure flashings to the roofing or siding.. January 2000 I-A-62 Table 5.5.1-1 MINIMUM END LAPS Minimum End Laps Depth of section Roofing,slope greater than 2 on Roofing slope 3 on 12 or more Siding 12,less than 3 on 12 4 in. 1 in.or less 6 in. (25 mm or less) (150 mm) (100 mm) Greater than 1 in., less than 2 in. 9 in. 6 in. 4 in. (greater than 25 mm, ( 230 mm) (150 mm) (100 mm) less than 50 mm) 2 in.or more 9 in. 6 in. 6 in (50 mm or more) (230 mm) (150 mm) (150 mm) I-A-63 January 2000 Section 6. Fabrication 6.1 Laying Out c. Some elevated temperature processes, such as factory paint curing or firing of porcelain enamel coatings,can a. Hole centers shall be center punched and cutoff lines reduce the mechanical properties of the metal.Since the shall be punched or scribed.Center punching and scrib- amount of the reduction will vary with the alloy and ing shall notbe used where such marks would remain on temper used, as well as with the elevated temperature fabricated material. exposure,the supplier shall be consulted for mechanical b. A temperature correction shall be applied where property specifications for the processed material. necessary in the layout of critical dimensions. The coefficient of expansion shall be taken as 0.000013 per 6A Punching, Drilling, and Reaming degree Fahrenheit(0.000023 per degree Centigrade). The following rules for punching,drilling,and reaming shall be observed: 6.2 Cutting a. Rivet or bolt holes shall be either punched or drilled. a. Material shall be sheared, sawed, cut with a router,or Punching shall not be used if the metal thickness is are cut. All edges which have been cut by the arc greater than the diameter of the hole. The amount by process shall be planed to remove edge cracks. which the diameter of a sub-punched hole is less than b. Cut edges shall be true and smooth, and free from that of the finished hole shall be at least 1/4 the excessive burrs or ragged breaks. thickness of the piece and in no case less than 1/32 in. (0.8 mm). c. Re-entrant cuts shall be filleted by drilling prior to b. The finished diameter of holes for cold-driven rivets cutting. shall be not more than 4% greater than the nominal d. Oxygen cutting shall not be used on aluminum alloys. diameter of the rivet. 6.3 Heating c. The finished diameter of holes for hot-driven rivets shall be not more than 7%greater than the nominal diameter Structural material shall not be heated,with the follow- of the rivet. ing exceptions: d. The finished diameter of holes for bolts shall be not a. Material shall be permitted to be heated to a temperature more than 1/16 in.(1.6 mm)larger than the nominal bolt not exceeding 400°F (200 °C) for a period not diameter,unless slip-critical connections are used. exceeding 30 minutes.Such heating shall be done only e If any holes must be enlarged to admit the rivets or when proper temperature controls and supervision are bolts,they shall be reamed.Poor matching of holes shall provided to insure that the limitations on temperature be cause for rejection.Holes shall not be drifted in such and time are carefully observed.If structural material is a manner as to distort the metal. All chips lodged subjected to elevated temperatures or times in excess of between contacting surfaces shall be removed before the foregoing, the allowable stresses shall be reduced assembly. consistent with mechanical properties specified for the material after the heating process. 6,6 Riveting b. For SXXX series alloys with magnesium contents 6.5.1 Driven Head greater than 3 percent,holding within the temperature range from 150 (66 °C) to 450 °F (230 °C) must be The driven head of aluminum alloy rivets shall be of the avoided in order to minimize the possibility of flat or the cone-point type,with dimensions as follows: sensitization to exfoliation and stress corrosion cracking. The length of time at temperature is a critical factor in a. Flat heads shall have a diameter not less than 1.4 times determining the degree of.sensitization. Hot forming the nominal rivet diameter and a height not less than 0.4 techniques must include quick heat up to a temperature times the nominal rivet diameter. not to exceed 550°F (290 °C) to minimize loss of b. Cone-pointheads shall have a diameter not less than 1.4 mechanical properties. Forming must be completed times the nominal rivet diameter and a height to the before the metal cools below 450°F(230°C).The metal apex of the cone not less than 0.65 times the nominal shall then be fan cooled,to drop the metal temperature rivet diameter. The included angle at the apex of the from 450OF(230°C)to 150°F (66°C)in the minimum cone shall be approximately 127°. time possible to prevent sensitization. I-A-64 January 2000 6.5.2 Hole Filling surfaces shall be given a heavy coat of alkali resistant bituminous paint or other coating providing equivalent Rivets shall fill the holes completely.Rivet heads shall protection before installation.Aluminum in contact with be concentric with the rivet holes and shall be in proper concrete or masonry shall be similarly protected in cases contact with the surface of the metal. where moisture is present and corrodents will be entrapped between the surfaces. 6.5.3 Defective Rivets c. Aluminum surfaces to be embedded in concrete Defective rivets shall be removed by drilling. ordinarily need not be painted, unless corrosive components are added to the concrete or unless the 6.6 Painting assembly is subjected for extended periods to extremely Structures of the alloys covered by this Specification are corrosive conditions.In such cases,aluminum surfaces not ordinarily painted.Surfaces shall be painted where: shall be given one coat of suitable quality paint,such as zinc molybdate primer conforming to Federal Speci- a. 2014-T6 alloys are exposed to corrosive environments, fication TT-P-645B or equivalent,or a heavy coating of alkali resistant bituminous paint, or shall be wrapped b. aluminum alloy parts are in contact with,or are fastened with a suitable plastic tape applied in such a manner as to,uncoated steel members or other dissimilar materials, to provide adequate protection at the overlaps.Alumi- c. exposed to extremely corrosive conditions, num shall not be embedded in concrete to which cor- d. required by the designer for reason of appearace. rosive components such as chlorides have been added if the aluminum will be electrically connected to steel. Painting procedure is covered in the following Sections d Aluminum shall not be exposed to water that has come 6.6.1 and 6.6.2, and methods of cleaning and preparation in contact with a heavy metal such as copper as such are found in Section 6.7. (Treatment and painting of the metals can cause corrosion of aluminum. The heavy structure in accordance with United States Military metal shall be painted or coated with plastic or the Specification MIL-T-704 is also acceptable.) drainage from the metal diverted away from the aluminum. 6.6.1 Contact with Dissimilar Materials e. Prepainted aluminum only requires additional protection Where the aluminum alloy parts are in contact with,or when specified by the designer to abate extremely are fastened to,steel members or other dissimilar materials, corrosive conditions. the aluminum shall be kept from direct contact with the steel or other dissimilar material by painting as follows: 6.6.2 Over-All Painting a. Steel surfaces to be placed in contact with uncoated Structures of the alloys covered by this Specification are aluminum shall be painted with good quality non lead either not ordinarily painted for surface protection(with the containing priming paint,such as zinc molybdate,alkyd exception of 2014.-T6 when exposed to corrosive environ- type primer in accordance with Federal Specification TT-P-645B,followed by two coats ofpaint consisting of ments) or are made of prepainted aluminum components. Where structures are to be exposed to extremely corrosive 2 lb. of aluminum paste pigment(ASTM Specification D962-81, Type 2; Class B) per gallon of varnish conditions over-all painting shall be specified. meeting Federal Specification TT-V-81,Type II,or the 6.7 Cleaning and Treatment of Metal equivalent. Where severe corrosion conditions are expected, additional protection can be obtained by Surfaces applying a suitable sealant to the faying surfaces, prior to field painting of structures, all surfaces to be capable of excluding moisture.from the joint during painted shall be cleaned immediately before painting,by a prolonged service in addition to the zinc molybdate, method that will remove all dirt,oil,grease,chips,and other alkyd type primer. Aluminized, hot-dip galvanized or foreign substances. electro-galvanized steel placed in contact with alumi- Exposed metal surfaces shall be cleaned with a suitable num need not be painted. Stainless steel (300 series) chemical cleaner such as a solution of phosphoric acid and placed in contact with aluminum is not required to be organic solvents meeting United States Military Specifica- painted except in high chloride containing lion MIL-M-10578.Abrasion-blasting shall not be used on environments. aluminum less than or equal to 118 in. (3 mm)thick. b. Aluminum shall not be placed in direct contact with wood,fiberboard or other porous material that absorbs water and causes corrosion.When such contacts cannot be avoided,an insulating barrier between the aluminum and the porous material shall be installed. Aluminum I-A-65 January 2000 Section 7. Welded Construction 7.1 Allowable Stresses for Welded 7.1.2 Members with Part of the Cross Section Members Weld-Affected For members with part of the cross section weld-af- 7.1.1 General fected,the allowable stress is The weld-affected zone shall be taken to extend 1 in.(25 A,,, mm) to each side of the center of a weld. Mechanical F N- - F,, - A (F,, - F,,,) (Eq. 7.1.2-1) properties for weld-affected metal shall be taken from Table 3.3-2 except that F,,,„, values shall be multiplied by 0.9. The where modulus of elasticity for weld-affected metal is the same as ]4 — allowable stress on the cross section, part of for non-welded metal. which is weld-affected. Allowable stresses calculated in accordance with Section Fn = allowable stress if no part of the cross section were weld-affected.Use buckling constants for 7.1.1 apply to: 1) Members in axial tension with transverse welds unwelded metal from Table 3.3-3 or 3.3-4 and mechanical properties from Table 3.3-1. affecting their entire cross section, 2)Bearing stresses at weld-affected metal, F„, = allowable stress if the entire cross sectional area 3) Columns or beams supported at both ends with were weld-affected. Use buckling constants for transverse welds affecting their entire cross section and no annealed material(Table 3.3-3)regardless of the farther than 0.05L from the ends, temper before welding,and mechanical proper- 4) Columns or.beams of tubes or curved components ties from Table 3.3-2 except that for longitudinal with transverse welds affecting their entire cross section, welds values for Fry„, and F,,„, from Table 3.3-2 and shall be multiplied by 0.75. 5)Flat components of columns or beams with welds at the supported edges only. A = net cross sectional area of a tension member or tension flange of a beam; gross cross sectional Allowable stresses for these welded members shall be area of a column or compression flange of a calculated from the same formulas as for non-welded beam. Abeam flange shall consist of the portion of the section farther than 2c/3 from the neutral members with the following adjustments. axis,where c is the distance from the neutral axis 1) Allowable stresses for axial or flexural tension to the extreme fiber. (Sections 3.4.1 through 3.4.4),bearing(Sections 3.4.5 and 3.4.6),and axial or flexural compression or shear(Sections A„, = weld-affected cross sectional area. 3.4.7 through 3.4.21)with slenderness less than S, shall be If A,,,<0.15A,A„,shall be taken as zero. calculated using welded mechanical properties from Table 3.3-2. 7.1.3 Columns or Beams with Transverse 2)Allowable stresses for tubes and curved components Welds Away From Supports and in axial or flexural compression or shear(Sections 3.4.10, Cantilevers with Transverse Welds 3.4.12, and 3.4.16.1)with slenderness greater than S, shall be calculated using welded mechanical properties from For columns or beams supported at both ends with Table 3.3-2 and buckling constants from Table 3.3-3 transverse welds farther than 0.05L from the member ends regardless of temper before welding. and cantilever columns or cantilever beams with transverse 3)Allowable stresses for all other members and compo- welds,allowable stresses shall be calculated in accordance nents in axial or flexural compression or shear (Sections with Section 7.1.2 as if the entire cross sectional area were 3.4.7 through 3.4.21)with slenderness greater than S, shall weld-affected. be calculated using non-welded mechanical properties from Table 3.3-1 and buckling constants from Table 3.3-3 or 3.3- 7.2 Filler Wire 4 as appropriate for the temper before welding; however, Filler alloys shall be selected from Table 7.2-1. The the allowable stress at the weld shall not exceed the allow- able stress calculated in accordance with(1)above. allowable shear stress in fillet welds shall be taken from Table 7.2-2 or 7.2-3 For filler wires not shown in Table 7.2-2 or 7.2-3 minimum mechanical properties shall be determined by testing in accordance with Section 8. I-A-66 January 2000 <_ Sec. Table 2-20 Ty, f Stress Type of Member or Component 3 4 .,..uwable StressCY) Allowable Stresses for BUILDING y and Similar Type Structures TENSION,axial Any tension member 1 19 i 1( S x�? 6 6005—T5 Extrusions �¢ Thicknesses Up Through 1.00 in. Rectangular tubes,structural 2 19 shapes bent around strong axis 1 Y„ TENSION IN 6105—T5 Extrusions BEAMS, Round or oval tubes ('�O_ 3 24ri Thicknesses Up Through 0.50 in. extreme fiber, V I net section WHITE BARS7 apply to nonwelded members and to welded Shapes bent about weak axis, bars,plates I f-i 4 28 ': members at locations farther than 1.0 in.from a weld. apply within 1.0 in.of a weld. On rivets and bolts 5 39 Equations that straddle the shaded and unshaded areas apply to both. t BEARING On flat surfaces and pins and on bolts in slotted *For tubes with circumferential welds,equations of Sections 3.4.10, holes 6 26 3.4.12,and 3.4.16.1 apply for Rb/t s 20. Allowable Allowable Stress Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component 3 4 Stress Limit S Slenderness Limit S Slenderness z S Slenderness s S, Between S,and S2 z z COMPRESSION — Wr =0 20.2-0.126(kUr) kUr=66 .91,000/(kUr)z IN COLUMNS, All columns 7 y s, f , axial,gross , t, r 1i15 ° ri' 10 k19r 7Q 6 a al 6A01kr) Section �,-�' xA�y t»s ,rs M'ru�S`'^�s::' `!t?<, u��.,."'�#;..�N'v ` .;,�.c�.: ;�";�; "£:, .,,s..', A,„srr.t ,,..�':.•,..;,r.7isz.�rz „r,•> Flat plates supported along one 21 b/t=2.7 23.1-0.79(b/r) b/r=10 1541(b/q edge-columns buckling about a -I-D-4 j j r r ` r• symmetry axis 5 541 b!t "...#z �,.�'.z.�)s3w rsa•k:�:Fs���._S%z,i.�,�P,�.. .�i�..J?•W;•wex. F £1£,.� 7.��rcF�vr Zf�,v i>:;. .r> .r�x�a, f�,...t','x. '�.£ tea?-..,.,ax a,�. .,,_....�c.F v. Flat plates supported along one 21 b/f 2.7 23.1 0.79(b/t) b/r 12 1970/(b/r)2 edge-columns not buckling about -�-- �— 8 1 , 3sa1111 a symmetry axis 970/bit. ,�. ....._,. . .,_ ;:��;_<� .'..�a�ru,�;,.� , .,�;,: :trsr•`.. � �r,�z=n,.:£, S.x3�.£'^>�,:� „,�,�,��.�..�,,s"��: IN>,�.,;..,vr AYE i b-I Flat plates with both b 21 b/f 8.4 23.1 0.25(b/i) b/i 33 490/(b/l) COMPRESSION P u � 9 r I I II IN edges supported —I b r i r xs z } { fiF A n° �F x .+ %•,spat7 y' R > „ y3'�Y�C ,S f i ? ; y;�' fHA{ 'I t' °`C•, #, Y�©/�bl tv sa+,�YS..t rF[t 3-s1.vS� tq«ob x'n, .1 f. '�Rx ai;, £.�H .... }, ;,.Y,\U 3Y,.,, .i,.6`as v �:.•,.#. , :�. <: COMPONENTS ' OF COLUMNS Flat plates with one edge gross supported and other edge with 9.1 See Section 3,4.9.1 section stiffener C_ Flat plates with both _`7 71 c See Section 3.4.9.2 edges supported and with 9.2 an intermediate stiffener N oCurved plates supported R� Ro R� * 21 Rh/1 22 222 080 R,/t Rh/r 141 3200 on both edges,walls of 0 rN bs z round or oval tubes 5 ee 1tlf y1 �3Q h t X�1t4t b V h x. , 4 ,. . •. y.3.r • s,.z .,;a,t1 t4u, ,w x t 1 4,0 Sec. Allowable Slenderness Allowable Stress Slenderness Allowable Stress Type of Stress Type of Member or Component 3.4 Stress Limit S Slenderness Limit Sz Slenderness 2 SZ lendemess s 51 Between S,and Sz w N Single web beams bent about _T-E _ 21 L,Iry 23 23.9 0 124Wr, L,/r, 79 87,000 Q 11f 1'Yr`i r fr x ,.e', ,y ",,f ..° {� �` i 1. I r Z o strong axis —� ,. s a B �� z �1 i u t,P�p� : [ s ( b ,,) f 4,� cvr Y.az. COMPRESSION Rp Re Rn * 25 Rdt=28 39.3 2.70 R,,tr R/t 81 Same as Round or oval tubes 12 r K. �� � � _ , ' Y r IN BEAMS, � xYP 3 th t3' 7 Section 3.4.10 t r, Sw x s extreme fiber gross Solid rectangular and ram~ 28 d/t Lbld 13 405 093d/t Lbld dit Lbld 29 11,400 _ • 13 v m ca h. »�i � s¢'r ..„r±' vy� t ' �' °�'S�-Ea.r saw,' x�'s� 'S ( )2( ) Section round section beams —I— d .,I rrt".i "' rdee�, �'."� �`� `Y Sssyyy r,;'j.'' p�.� { Sy.3.. t�v F dlt Lbl[l Rectangular tubes and 44 4 21 L,S��5 !rJ 146 23 9 0.24 LbS 5� L,S�1 5 I,J 1700 24,000 -.L-4 14 3�f' „'`•,"C*'^-s"1.. i" `' ��,y�� '"s' rX '`"tik.�i ?R, 'u'"..r..f� ,7 .w EfY.i', Y !�5 box sections (Lb Flat plates supported on b-1 r-1 F-b n 21 bit 6.8 27 3 0.93 b/t bit 10 183/(b/t) —�i 15 �sr 76 Fr ,r ; fx 3 ;t" p ; r•'.. one edge �/- a15 , x a�YJ , 't� a1(1,$ zxz, aroma; � f1 ?r I �ra31(bi)� s 21 bit 22 27.3 0.29 b/t bit 33 5801(b/t) COMPRESSION Flat plates with both c �--� /- 1 6 e x y4 & Fz � i F i� 5 fAr r y 3�fi e �a ki 9 a 5 3g IN edges supported ' v ��6z a. �� y� (7 �� 3xfzK uk ,€ Sf1 �t� �� COMPONENTS �,n ¢ . �. .,xa Y;e ,•r< , a ,s . c. > , f . . 4,,. a: OF BEAMS, Curved plates supported Rb c .72 5 R,/t 1 6 26.2 0.94 Rb/t RVt 141 3800 16 .sta `3 �>vty^ra.Y`3`Rws"yy >�G^? 3` s-a^: .cv A: ff':• _.a« "sti g^zYrw� _�•>s>. z{+' - 2 (component on both edges � ., r f� � �a � � 3riR7r �X � zyn { 31a (R6/r)(1 + Rb/t/35) under uniform ''„ 3 'r£ ;,.. .«.0 *. .. �<a..,;: .r.. Flat plates with one edge compression), gross section supported and the other 16.2 See Section 3.4.16.2 edge with stiffener El Flat plates with both edges supported and with I 116.3 See Section 3.4.16.3 an intermediate stiffener 111 Flat plates with _ 28 bit 8.9 40.5 1.41 b/r bit 19 4 900/(b/t)' COMPRESSION b ^J compression edge free, —f 1/ s x 4t ww }� / 3 # �£es t 7 c+ z {'f g Kfr IN -H a, �` 'flaws, « y (n6 s13 a7j�. 3e"t R � 'wI �ZIYf/ 7xf) s, w; COMPONENTS tension edge supported a.. < �...sH OF BEAMS, Flat plate with both edges 1n Q 28 h/r 46 40 5 0 27 Wt Wr 75 1520/(J�/r) Ih '8 i� g. s�(component supportedc '� ka7 t, �;..=zP {.I� � under bending in own lane Flat plate with horizontal T�a, 2g hit 107 40.5 0 1171t/r hit 173 3500/(h/r) plane) stiffener,both edges jh 19 s r ?. y r+gross section supported '� .�: r' x'�.Sk£K'.-''r xu:.. ,. �st 4 „_ 'st..., ,.'i:` ''"1'R"v;2' :�-a°.:. s:r:°Y&''.`•`: srvz>,i�,`t^s`.K`i ;,+:t:r=R.,,. ..,.�",,'":„'. fi Unstiffened r� 12 Ith 36 15.6 0.099 Wt JL/t 65 39 000/(h/t)' < SHEAR h 20 r z 'q 'w' r4 r�, e.Y oa x -j — flat webs I & n s � t7 �i ss 1�3 IN WEBS, .......... (Il gross ,a,� a. 12 12 n It 66 53000/(a /t)' Stiffened flat webs T=�� � SeC110n 2 j a. ai 21 br.,ev �4gg .z „A 'r�'.c«'",iz m y ><..�. r , - .y l' >$y yS'y ae=a�/ 1 +q.7(ai/a2) � r a<. a.x u s / REIWI c. �' 7 .' s r�tr1111t� < Sec. Table 2-21 F of Stress Type of Member or Component 3 4 owable Stress Allowable Stresses for BUILDING and Similar Type Structures TENSION,axial Any tension member 1 19 6061-T6, -T651, -T6510, -T6511 Rectangular tubes,structural � ,'� i-&T 2 i9 Extrusions up thru 1 in., Sheet& Plate, Pipe, TENSION IN shapes bent around strong axis tee= Standard Structural Shapes, Drawn Tube, BEAMS, * {�-�O extreme fiber, Round or oval tubes 3 a �ry Rolled Rod and Bar,6351-T5 Extrusions - 24 a net section WHITE BARS Shapes bent about weak axis, i _ f--� apply to nonwelded members and to welded bars,plates 4 28 members at locations farther than 1.0 in.from a weld. cl A x �• :s apply within 1.0 in.of a weld. On rivets and bolts 5 39 Equations that straddle the shaded and unshaded areas apply q to both. BEARING On flat surfaces and pins and on bolts in slotted 6 26 � a< `For tubes with circumferential welds,equations of Sections 3.4.10, holes E 3.4.12,and 3.4.16.1 apply for Rb/t s 20. Allowable Allowable Stress Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component 3.4. Stress Limit S Slenderness we Limit S Slenderness z S Slenderness s S, Between S,and Sz z 2 COMPRESSION Wr =0 20.2-0.126(kL/r) kL/r=66 51.000/(kL/r)' IN COLUMNS, All columns axial,gross 75 ? s C fiseaKe s �K y C€s rtiF section �, �� z'�r.<..? t��`�,�+�`�,`:,.�'r {u�� :��3� �:r�e2.V,?3�;Y�..rz�,r.����� a�` .�:;x,u�'at�.'w,�>C."''.�ss��..z .'�rY r>�.fi:r'F'.•van.sfi z'��.,�.'�: Flat plates supported along one 21 b/r 2.7 23.1 0.79(b/t) b/t 10 154/(b/t) edge-columns buckling about a .,.js^ xcFhi #, symmetry axis sf �{ zz 3 b 6/t- l rs3a4/brt �F� ',sd�' �}�a �trd `M aa . .��R.B.d ��E �LR���c^�^'�a^'s..`AE>tis3'xzLR,•�,��.» s.d%s �, x Ss`P �b f � )C cf x'z Flat plates supported along one 21 b/t 2.7 23.1 0.79(b/r) b/t 12 1970/(b/t)' edge columns not buckling about -�--{— 8.1 n a r ' { s at�yt sY i 5 x-,�h � 0£ -.s, .rx�ti.„ { :y.5 E 1�E �c a symmetry axis :, z E �a r v x: ch r _[ y{w #s tr i b COMPRESSION Flat plates with both H 9 21 b/r 8.4 23.1 0.25(b/r) b/t 33 490/(b/t) ,�, u �'g" Y3sY ,�x-flays ,r .aPM F a- c. rn � z 'ram .�N+:rte ` fi ; •r sz .,ra.wrY." ir" rt '" IN edges supported b 5 L kF Eq IJ 4n l 1 f w 4S 5t Y� 4 Y7W VIt7 Sp s'' COMPONENTS . , ..�, {# •,: ,•.. w., ,Ya..t; & r • , ,�. E x . � . OF COLUMNS Flat plates with one edge gross supported and other edge with 9.1 See Section 3.4.9.1 section stiffener C- Flat plates with both �/�� M edges supported and with ( I 9.2 See Section 3.4.9.2 an intermediate stiffener N oCurved plates supported Rb R, Rb 21 R6/t=2.2 22.2-0.80 Rr,/t R6/r=141 3200 on both edges,walls of 10* .s ..7 x z;fit +-. sr �3 d x t e,;. ,,, P E- �` t 5YY. round or oval tubes r 5 Nb 51 lip ' f `' (R /t)(1 + R /t/35)2 .,.�r.r#•.��` ,.,, � .ts F r ,ra, t�t>`'•._�",�,�,:.� i•.. .. 3.x�'t�?f �a��„?�:,:�.;'ieS. 4E:�� '�?'_.�..' r ....................... ....... ..... . AV I C- Allowable Allowable Stress P) See. Slenderness Slenderness Allowable Stress D Type of Stress Type of Member or Component Stress Slenderness Limit S,. Slenderness a S� 3.4. lenderness S, Limit S, Between S,and S. 21 23 23.9-0.124L,1rx L/r, 79 97,000 Single web beams bent about 0 )2 Vc�.Y 0 -ITE - strong axis p A�� AB ii8%" 0 COMPRESSION Rb Rp Re 81 Same as Round or oval tubes 12 IN BEAMS Section 3.4.10 , extreme fiber 28 11,400 gross Solid rectangular and 13 id) (dlt)'(Lb section round section beams g-, t A 21 hS 1.5 )J 146 23.9-0.24 .1. rJ Y,1.5r�J 1700 24,000 Rectangular tubes and L hS 5 (L S,1.5r�J) Al 14 -gy box sections b Flat plates supported on b-1 t--1 b -b 121t 6.8 27.3-0.93 bIr bit 10 1821(blt) 15 ...... one edge Y/i yk COMPRESSION Flat plates with both --j b r---j b 21 bit 22 27.3-0.29 b1t bit 33 58,0.I(b.fi) 16 !:K'�1�3. IN edges supported T COMPONENTS R RIt 1.6 26.2-0.94 0—,/t R�f 141 3900 OF BEAMS, Curved plates supported b — 16.1* �7? K�" Iffiit/35)2 (component on both edges BA (R It)(I 2 4 under uniform Flat plates with one edge compression), supported and the other 16.2 See Section 3.4.16.2 gross section edge with stiffener E Flat plates with both edges supported and with I I I I 16.3 See Section 3.4.16.3 an intermediate stiffener Flat plates with 28 bit 9.9 40.5-1.41 b1t bit 19 4.9001(10)' COMPRESSION b compression edge free, 17 bit IN � -4 *19 tension edge supported U COMPONENT 1 28 hit t 46 40.5-0 27 h1t hit 75 1 5 201(10) OF BEAMS, Flat plate with both edges Ih h 18 (component 5 supported "'.V'�'�3 u % under bending in Flat plate with horizontal 0.117 IL/t hit 173 35001(h/r) 1,,13,1d 28 hit 107 40.5 own plane) -r Id, .... ..... stiffener,both edges 19 gross section supported Unstiffened 12 hit 36 15.6-0.099 10 hit 65 39.000/(h/0' < SHEAR Ih 20 flat webs .......... gm& .rn "A A IN WEBS, gross Stiffened flat webs -4 12 12 a,It=66 53.0001(a,10' section 21 )2 'il�tuk? 1420-'4 q a,, a,1 0.7(a,ta 2 KWXT-41i K < Sec. Table 2-22 Tj. A Stress Type of Member or component 3 4 _.,owable Stress c, Allowable Stresses for BUILDING °D and Similar Type Structures TENSION,axial Any tension member 1 9.5 6, ' 4, 6063-T5 Rectangular structural ` Extrusions9 �-&T 1 2 9.5 � 6 TENSION IN shapes bent around strong axis (Thickness up thru 0.500 in.) BEAMS, t Round or oval tubes 3 extreme fiber, 0- net section I WHITE BARS Shapes bent about weak axis, i _ F--+ apply to nonwelded members and to welded 4 1zs bars,plates �.x 4��� members at locations farther than 1.0 in.from a weld. r SH,lll31� 1FS; apply within 1.0 in.of a weld. On rivets and bolts 5 23 17" Equations that straddle the shaded and unshaded areas apply to both. BEARING On flat surfaces and pins and on bolts in slotted ^tr x5 'For tubes with circumferential welds,equations of Sections 3.4.10, holes 6 15 1' 3.4.12,and 3.4,16.1 apply for Rb/t:� 20. Allowable Allowable Stress Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component 3 4 Stress Limit S Slenderness Limit S Slenderness z S Slenderness s S, Between S,and S. z z COMPRESSION — kUr =0 8.9—0.037(kUr) kUr=99 51,000/(kUr•)2 IN COLUMNS, All COILmnS 7 axial,gross section I,h ,x f F kt✓ 99>r, !ss 3 (l�Jit r e .eiS Flat plates supported along one 9.5 b/r-2.3 10-0.22(b/r) b/r=16 1011(b/t) edge columns buckling about a -I- -�— 8 9 g ) e T § & J symmetry axis ,x�F65 t , fir` rY b5 b!t 15 10i!(blrj 'i,i a,.[>:.z?�,.s..t..z.. ,.�.,, js ,><�.'d'»<�s, �e w.a •s:� : R '?..:...€' D, ,-t,n,s,x;.�T.;s.3Y. >>�n.,r� .�.s ,e.,.s„ �... Flat plates supported along one 9.5 bit=2.3 10-0.22(b/f) b/r=18 1970/(b/t)' edge columns not buckling about -i— 8.1 X 9 -- C dF. a symmetry axis ,.i,as,3„;�..>. � ,sf.,:x ""`.�3..,.�," ,r � �..rv,>...��, ' ; �`,. .,..'.1 '� x.„:.. a;x• ;�, rat." £„;?::.:,.,.�>..t.`i" 17/f- 'i20/b/t Flat lates with both b 9.5 b/r-7.0 10.0 0.07I (6/r) COMPRESSION F P 9Ed x edges supported b I,— IN srr _ ! 9� .r. bjf) f COMPONENTS «. OF COLUMNS Flat plates with one edge gross supported and other edge with 9.1 See Section 3A.9.1 section stiffener w Flat plates with both m edges supported and with I I 9.2 See Section 3.4.9.2 1;2 an intermediate stiffener N o Curved plates supported Rb Rb Rb 9.5 Rb/t 1.2 9.8 0.27 Rh/t Rb/t 270 3200 on both edges,walls of 10* ~ 'j s (R /t)(i Rah/35)2 g F i 1 /t �d R!t 510 6 +V h round or oval tubesHE _. . . _.. ..... ....................._........... ................ Allowable Allowable Stress C_ Sec. Slenderness Slenderness Allowable Stress � Type of Stress Type of Member or Component Stress Slenderness 3.4. tenderness s S, Limit S, Between S,and S, Limit Sz Slenderness z S2 9.5 LIr 28 10.5 0 036L,/r Llr, 119 87,000 o Single web beams bent about —T_ F 1 L 4% A e�vY Y 2 o strong axis �+pp� a qp� / {{ L lr xA'r§ucJ�,r a iU��,����'�r) ��. ( 6 r) COMPRESSION Rb Rb Rb * 11.5 R,Jr 43 17.5 0 92 Rh/r Ro 140 Same as IN BEAMS Round or oval tubes J �- 12 , r , f ' V �' <Y `li �15 `' br �.x aa: Section 3.4.10 extreme fiber " gross Solid rectangular and ram~ 125 dA F,Id 18 172 026d1t L,,ld dlr L,-Id 45 11,400 section round section beams —I�d 13 fk r } d/! L ld g E;' ( D Zrrt/t t,��d11b7 4 R ( ) n ) Id 3 [] S 1 J 204 10 5 0 070 S 5xi L S/S I J 3830 Rectangular tubes and _1.. _ ,�4 g 5 L n ��5 Y , n L , a � 24,000 box sections Flat plates supported on b1 r-1 1—b 9.5 b!t 8.5 11.8 0.27 b/t b/t 16 1201(b/t) I [ b�� 15 /\ Ft 3 £ one edge f y xz a� x0lblt�? $ '_. COMPRESSION Flat plates with both --ibl----jb f` 9.5 b/r 28 11 8 0.083 b/t b!r 50 380/(b/r) 16 IN edges supported TX, ;6 r , r i r hf ; COMPONENTSF € " OF BEAMS, Curved plates supported Rb * 11.5 Rjt 0.1 11.6 0 32 Rh/t Rblt 270 3800 (component on both edges 16 1 x � z 3 { "f k4 u7 r r (R /t)(1 + /R�lt/35)2 ';� a! rh under uniform Flat plates with one edge compression),gross section supported and the other 16.2 See Section 3.4.16.2 edge with stiffener Flat plates with both edges supported and with F—'*v7 F7 16,3 See Section 3.4.16.3 an intermediate stiffener Flat plates with _ b 2 COMPRESSION 12 5 bh 12 17 2 39 0 b/r blr 29 4 9(10/(b/i) compression edge free, -H—f 17 „ , IN tension edgesupport6d COMPONENTS OF BEAMS, Flat late with both edges L 12.5 lilt 64 17.2 0 07410 h/r 115 990/(!r/r) P 9 I Ih n .(\ Day & a zi 3 F a brig i Y (component supported 93 4 r v��tk fl at t u r8 E T R �k Y 3 � 9t ( tJ under bending in own lane Flat plate with horizontal 12 5 h/r 147 17 2 0 03210 htt 270 2300/(/✓r) p ) stiffener,both edges n1_,0,1d, �Zd' 19 r , , x y gross section n a supported ssf Unstiffened 5.5 h/t 44 63 0.027 lilt lilt 99 39 0001(hlt)2 SHEAR I I 20 flat webs F t a� IN WEBS, ; y. AM { gross Stiffened flat webs ia, -r a 5.5 5.5 a,It=98 53 000/(a /t)2 section 21 -0.7(a,laz)2 trSx a� sz r k 3 29n r s£§ Sec. Table 2-23 — TYr _)f Stress Type of Member or Component 3 4 „aowable Stress Allowable Stresses for BUILDING ' and Similar Type Structures TENSION,axial Any tension member 1 15 y 6063-T6 Rectangular tubes,structural 3-o-T 2 15 a� Extrusions, Pipe shapes bent around strong axis , ; TENSION IN _ _ , BEAMS, Round or oval tubes �� 3 18 £ D extreme fiber, 0- vr3 net section Shapes bent about weak axis, �r WHITE BARS apply to nonwelded members and to welded H PP Y • 4 zo � . bars,plates . t., members at locations farther than 1.0 in.from a weld. apply within 1.0 in.of a weld. On rivets and bolts rJ 31 Equations that straddle the shaded and unshaded areas apply to both. ,a 9 PPY BEARING On flat surfaces and pins and on bolts in slotted `For tubes with circumferential welds,equations of Sections 3.4.10, holes 6 21r 3.4.12,and 3.4.16,1 apply for Ab/t<20. sa fin. Allowable Allowable Stress Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component 3 4 Stress Limit S Slenderness Limit S Slenderness t S Slenderness s S, , Between S,and S, z , COMPRESSION z IN COLUMNS, kUr 0 14.2 0.074(kUr) kUr 78 51 000/(kUr) All columns 7S C 3 kSi a; k axial,gross '. x k x s ) section �' ' t s d�S n is kL! g9 S1 t500((ktJr 1: x a<3x x 1'.G y"' s`�3 of zy ? �„ r,u>r ,, s t� ,s✓,s *<, a_:1� ,t .,: a ,•��v ,„?:T �w.,�>1^. <.. .t.;:r & 1'�'iz',g.s,. �a.,,.�<3) -s.zni>,�-+� s.TA .,�k,� �''�. `<�� ,,.c.,:a�'?_2'r,,.. Flat plates supported along one 15 b/t 2.4 16.1 0.46(b/t) bh 12 129/(b/r) edge columns buckling about a -�- -� -� 8 y symmetry axis Div s w S `F h� k £7 Ot3 Y ry AW. Flat plates supported along one 15 b/r=2.4 161-0.46(b/r) b/r=15 1970/(b/r)2 edge-columns not buckling about , Ek r , 3 r r Y - .,.�' x5r ✓ j..s [r`a i'a�e yx x �, '# e .: ; a symmetry axis .,, s ..:•n: l > � . ..,1 N m > , .: Fe I COMPRESSION Flat plates with both 15 b/r 7.6 16.1 0.144(h/r) b/r 39 4101(b/r) 9 ^x, IN edges supported Ib z r 6 5 , brrk ,h 4t /(brr COMPONENTS OF COLUMNS Flat plates with one edge gross supported and other edge with 9.1 See Section 3.4.9.1 section stiffener E_ C W Flat plates with both m C: edges supported and with I I 9.2 See Section 3,4.9,2 N an Intermediate stiffener N pCurved plates supported R� R, R, * 15 Rh/r 1.4 15.6 0.50 Rr/t R,/I 188 3200 on both edges,walls of �C'� 10 Z� t 7 ryi Y z 1 \ 1 li -x r r'Y r �'ha xN,'�' k;.r 4 .�r ''� (R /t)(1 + R /r/35) round or oval tubes r h h i Al Al ` w Sec. Allowable Slenderness Allowable Stress Slenderness Allowable Stress w Type of Stress Type of Member or Component 9 4 Stress Slenderness Limit S2 Slenderness z S2 tenderness s 9, Limit S, Between S,and S. IR p Single web beams bent about pp15 L,f r 23 16 7 0 07 iGrJr yL,/r 994 87,000 o strong axis -I E 11 k qw f}t C t Fi t 4Fk`�s 7r ly "11 rx (Lb COMPRESSION Ry Rn % 18 Rdt 33 27.7 1.70 Rb/t R,/r 102 Same as Round or oval tubes 12* x } €ls, r Section 3.4.10 IN BEAMS `R � `•" s'#{z�as.,€£, �. „h"'3;.�x �x^.-C"4...�.a�' v. ;•5��,ivf""�C 'adz.. .1�.>:.�1�i:G e x� t,.C.;owm._rk,<'S..e..�:r�•..-.0�"> extreme fiber r 20 d/r L,,ld 15 27.9 0 53d/t L,,/d dlr L,,ld 35 11,400 gross Solid rectangular and d 13 s Yak �y F YY h f W.c sG x F K (dlt)2(Lb section round section beams —I gf € zx{f „,a,ssi.,.w�.,`•, 'hx.. '„'a�..n"+. M` ., < ,y t. >a! wk Ct ar, ,D x.�i:,:>✓;;'.:,<. Rectangular tubes and 15 L,5�1 5 !yJ 145 16.7 0.141 LbSr�5 !,J LhS�� 5 !J 2380 24,000 box sections at c Z Jzy /' P �✓r r= rl 5 ICJ ii9y ZZ (LbS� S I�.J) r. r,<a.�.,; .«a�.��.c�2%:.r � .u�zF.a +��s ,ca.-<r..?i'v„u „�•.�<. ✓;.<, ,a.� F�edge ed on b1 r-1 r-b b 15 b/t 7.4 19.0 0.54 b/t b/t 12 ]52/(b/r) -I f- 15 3 => r a z di r s K a o I ��� f?5 ?, �i,(, x: <.s£rw„ .x•-.,xn:„N...:<:�' .L.,.�.,zt, �r y:'�>s.:•„.5";:� ,,,.�.,r-:. c,,.r.. r..,,. ..,.<: xv< rw,. ,.,"k„: -1 b 1-�b f- 15 b/t 24 19.0 0,170 b/r blt 39 COMPRESSION Flat plates with both rrt i s 1 ca IN edges supported s e z � s48(1/(�iltr aria, x ,x.„� _,.. ✓f�. 3 ...�>.,.... o,?.. '; zss�:A • .`..±: z..+.rr.,.~eu,,'..�;.'� �. s............. i�.,> •.•. COMPONENTS OF BEAMS, Curved plates supported Rb * 18 R6/r 0.7 18.5 0.59 Rblr Rhlt 188 3800 16.1 � ( , arm (R /r)(1 + R /r/35)a (component on both edges ` .�: �,;�ri � 72T� tl ' cx 7} 1 ,Rb1Fz , 7; Rblt 51U �F b b NZ under uniform Flat plates with one edge compression), supported and the other 16.2 See Section 3A,16.2 gross section edge with stiffener Flat plates with both -N�/'''"� M edges supported and with I 16.3 See Section 3.4.16.3 an intermediate stiffener Flat plates with _ _L 20 bit 9.9 27.9 0 81 b/t b/t 23 4 900/(b/t)' COMPRESSION compression edge free, t y •-T 17 s F x x f NfV IN ,. BsS r w F I Y Y 31'w •yb1!� 4 x F 4.R stt4U01(b!t) tt 1}, tension edge supported COMPONENTS h 20 lilt 51 27.9 0.155 1dt lilt 90 1260/(l1/1) OF BEAMS, Flat plate with both edges ITh } �X + � a x /f 148' '✓ M t 126f2 Mr/if n (component supported under bending in Flat plate with horizontal s�•Qd 20 Jt/r 118 27 9 0 067 lilt 1,/r 209 2900/(12l1) own plane) rT_Id, stiffener,both edges n 19 k C r A K wh �ja toss section 1 g �'8 5 tss r5r r a n t supported Unstiffened 8.5 lilt 39 10.7 0.056 h/r lr/r 78 39 000/(h/r)' SHEAR h i 51 xaC3i fti t 4 ��) I I 20 n h flat webs ✓s � hr c Y 7 (yN a N# 1�1� T7esl�t}/( Z J IN WEBS, , A»: T x gross �B,r �a.`�. 9.5 8.5 a!t=79 53 OOOI(a/r)' Stiffened flat webs z I-��LIJdIa. 21 section 1 1 f w 1 a =a ! -0.7(a�/az) hx si` , ( 3�� I tiYlt Liz3s0001a�7x)� e 1 4k t„? r �g�" 3'ss.Y .."",: ::3, ....,.,..r• . .s. ..:,3'w:.:'.^�.:d,att:",..<-. >< ......vMa... P_,. .re.....,w..,r.,r ,.c<:> M TABLE 6. NOMINAL SHEAR AND TENSILE STRESSES FOR STAINLESS STEEL STEEL BOLTS NAME TYPE DIAMETER AREA DIA. HEAD Fnv Fg Pv Pt in in` in. ksi ksi Ibs Ibs #6 S.S. 0.138 0.015 0.262 33.7 56.0 295 565 #8 S.S. 0.164 0.021 0.312 33.7 56.0 416 798 # 10 S.S. -0.190 0.028 0.361 33.7 56.0 559 1071 # 14 S.S. 0.242 0.046 0.48D 33.7 56.0 906 1738 1/4 " S.S. 0.250 0.049 0.480 33.7 56.0 967 1855 # 17 S.S. 0.285 0.064 0.500 33.7 56.0 1257 2410 3/8 " S.S. 0.375 0.110 0.625 33.7 56.0 2176 4173 1/2" S.S. 0.500 0.196 0.750 33.7 56.0 3869 7418 3/4 " S.S. 0.750 0.442 1.000 33.7 56.0 8705 16691 REFERENCE: ASCE STANDARD: Specification for the design of Cold-Formed Stainless Steel Structural Members ASCE-8-90 page 29 t BUILD the REST 230 CONSERVATORIES: GEORGIAN DESIGN FOUR SEASONS SUNRoo � ENGINEERING AND STRUCTURAL LOADING INFORMATION _.__.__................;Made iti N.Arn-vic:a f13r O.er 30 YOWS EFFECTIVE DATE B-04 LD REVISION:B SYSTEM 4 SX MODEL SH,BT MODE. FX,FH MODEL Ff MODEL GEORGIAN TRUSS 6 GLALNG RAFTER ALLOWABLE EXPOSURE EXPOSURE EXPOSURE EXPOSURE CONSERVATORY BAR O.C.SPACING BAR TYPE ROOFLOAD B C 0 B C D B C D B C D •MODELS (pso (mph) (mph) (mph) (mph) (mph) (mph) (mph) (mph) (mph) (mph) (mph) (mph) 1005 T-6 518" 4GBA 75 170 150 140 170 150 140 155 140 125 120 105 95 1008 2'-6 519" 4GBA 75 170 150 140 170 150 140 155 140 125 120 105 95 1010 2'-6518- 4GBA 75 165 ISO 135 165 ISO 135 145 13D 115 120 105 95 1013 Y-6 SIB" 4GBA 75 155 140 125 1S5 140 125 140 125 115 115 100 90 1015 2'-6 SIB" 4GBA 65 145 130 115 145 130 115 130 115 105 110 100 90 1018 2'-6 Sir 4GBA 60 145 130 115 145 130 115 120 105 95 105 95 85 1206 3'-0 SIB" 5LB5 75 170 1S0 140 170 150 140 145 130 115 115 100 90 1209 T-0 516" SLB5 75 160 145 130 160 145 130 140 125 115 115 100 90 1212 T-0518" SLBS 75 ISO 135 120 150 135 120 130 115 105 110 1D0 90 1215 3'-0 518" 5LB5 75 14S 130 115 145 130 115 130 115 10S 105 95 85 1218 T-0 518" SL85 65 140 125 115 140 125 115 125 110 100 100 90 80 1221 T-0 SIB" SLBS 55 135 120 111) 135 120 110 120 105 95 100 90 80 4GBA 40 130 115 105 130 115 105 130 115 105 120 105 95 1608 2'-6 SIB" 4HBA 40 ISO 135 120 150 135 120 ISO 135 120 120 106 95 4GBA 40 130 115 105 130 115 105 130 115 105 120 105 95 1610 2'-6 SIB" 4HBA 40 ISO 135 120 1SD 135 120 150 135 120 120 105 95 4GBA 18 130 115 105 130 115 105 130 1 115 1 105 115 100 90 1613, 2'-6 518" 4HBA 25 140 125 115 140 125 115 135 120 1 111) 115 100 90 4GBA 18 130 115 105 130 115 105 125 110 100 110 100 90 4HBA 25 130 115 105 130 115 105 12S 110 100 110 100 90 460A 18 125 110 100 125 110 100 120 105 95 105 95 85 1618 2'-6 SIB" 4HBA 25' 125 110 100 125 110 100 120 105 95 105 95 85 4GBA 18 120 105 95 120 105 95 115 100 90 105 95 BS 1620 2'-6 518" 4HBA 25 120 105 95 120 105 95 115 100 90 105 05 85 1809 T-0 518" ••SL65 70 160 145 130 160 145 130 140 125 115 110 1 100 90 1812 3'-0 5I8" 5LB5 80 140 125 115 140 125 115 135 120 110 110 100 90 1815 3'-0 Sir 5LB5 50 125 110 100 125 110 100 125 110 100 105 95 85 1818 T-0 518" SLBS 45 120 105 95 120 105 95 120 105 95 H. 95 85 1821 3'-0 SIB" 5LB5 35 120 105 95 120 105 95 115 100 90 100 90 80 1824 3'-0 5!8" 5LB5 35 120 1D5 95 120 105 95 115 100 90 100 90 80 Ith ,{t; e!!w.'"'4 n„w.. --f p e'+,�.�+.. •- l nau /,s+�l' I J arar tv i1>r+ aa,e wiV \ J ►;!;� �~I ra.. `a:,.'s`S .,.t{' .'•tr+.c^=. y:Y,.�.. >.`/r ALABAMA ARIZONA ARKANSAS CALIFORNIA COLORADO CONNECTICUT DELAWARE FLORIDA GEORGIA IDAHO} ILLINOIS /' ..�' n;rla�'�"v., �. .q _°"7'r"w,��J, p �!j�l�' :�M KI aW irk t.r4fl\ �� `'t fSY`•rm*^ i" tsti r^ '1cr1° /f V� ,fs +•w °+o-ar� ., ...;;w,•yw,. ,._, '•., -+' I IND IP.NA IOWA KANSAS KENTUCKY LOUISIANA MAINE MARYLAND MASSACHUSETTS MICHIGAN MINNESOTA ;MISSISSIPPI c`* y6y+�T .�ar.v �( s /J drs "•. .;ro ,f h. `ov r� � MISSOURI MONTANA NEBRASKA NEVADA NEW HAMPSHIRE NEW JERSEY NEW MEXICO NEW YORK NORTH CAROLINA NORTH DAKOTA OHIO •'-� . , NOTES: ID"I 1)4GBA=2.5LITE BAR,4HBA=2.5'HEAVY BAR,5LB5=S'LITE BAR � 2)ALUMINUM ALLOY FOR GLAZING BARS IS 6005-T5.e s. ,� 3)DEAD LOAD OF ROOF SYSTEM IS 7 PSF +r"�.n J 4)ALL UNITS SHOWN ON THIS PAGE ARE ACCEPTABLE FOR CONSTRUCTION IN OKLAHOMA OREGON PENNSYLVANIA PUERTO RICO RHODE ISLAND SOUTH CAROLINA SEISMIC ZONE 4. �a 5 DEF E I CRITERIA,U180 LIVE CRITERIA. 6)WINDS RE BASED ON AN ENCLOSEDDTRUCTURE . 7)THIS SUMMARY PERTAINS TO THE STRUCTURAL INTEGRITY OF OUR UNIT UP TO,BUT NOT INCLUDING,THE CONNECTIONS TO THE EXISTING STRUCTURE . �.+ •• y a g ,f AND/OR ME NEW SAND CONNECTIONS IONS T THE SUBS EXISTING STRUCTURE DESIGN -'LAY: ? `'4,,,uv� ~•ox ,�d,,,"' REQUIREMENTS AND CONNECTIONS TO THE EXISTING STRUCTURE ARE NOT SOUTH DAKOTA TENNESSEE TEXAS UTAH VERMONT VIRGINIA INCLUDED IN THE SCOPE WORK FOR THE FOUR SEASONS PRODUCT,AND MUST BE DESIGNED BY OTHERS. Jar ti4 rt �,py r. s'Y'` 8)THE ENGINEERING DESIGN SCOPE FOR THE FOUR SEASONS PRODUCT DOES NOTACCOUNT FOR SPECIAL LOAD CONDITIONS CREATED BY _. l{„` .+u• f q;i .y. l .+ w• ' ATTACHMENT TO THE EXISTING STRUCTURE.THESE MAY INCLUDE SNOW - 4j 1'+ht" C - DRIFTING OR UNBALANCE SNOW LOADING.ANY SPECIAL LOADING t4 CONDITIONS MUST BE EVALUATED BY OTHERS. 9)ENGINEERS CERTIFICATION:I CERTIFY THATTHESE ENGINEERING SPECIFICATIONS HAVE BEEN PREPARED UNDER MY DIRECT SUPERVISION AND THAT I AM A REGISTERED PROFESSIONAL ENGINEER IN THE STATES SHOWN. REFERENCE NUMBER 1300