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�O�OSU4FOi��QG� Town of Southold 4/16/2019 o - P.O.Box 1179 53095 Main Rd oy�os �p�� r Southold,New York 11971 CERTIFICATE OF OCCUPANCY No: 40332 Date: 4/16/2019 THIS CERTIFIES that the building ADDITION/ALTERATION Location of Property: 450 Mailler Ct., Southold SCTM#: 473889 Sec/Block/Lot: 70.-9-39 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 11/30/2018 pursuant to which Building Permit No. 43295 dated 12/11/2018 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: SUNROOM AND DECK ADDITION TO AN EXISTING ONE FAMILY DWELLING AS APPLIED FOR The certificate is issued to Koke,Frederick&Helen of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. 43295 04-10-2019 PLUMBERS CERTIFICATION DATED ti utho o ' d Signature TOWN OF SOUTHOLD So�Eo�,��dG BUILDING DEPARTMENT COy TOWN CLERK'S OFFICE W, 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#: 43295 Date: 12/11/2018 Permission is hereby granted to: Koke, Frederick 450 Mailler Ct Southold, NY 11971 To: construct additions and alterations to existing single-family dwelling as applied for. At premises located at: 450 Mailler Ct., Southold SCTM # 473889 Sec/Block/Lot# 70.-9-39 Pursuant to application dated 11/30/2018 and approved by the Building Inspector. To expire on 6/11/2020. Fees: SINGLE FAMILY DWELLING-ADDITION OR ALTERATION $296.00 CO -ADDITION TO DWELLING $50.00 Total: $346.00 Builds ctor 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 I%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- $100.00 3. Copy of Certificate of Occupancy-$.25 4. Updated Certificate of Occupancy- $50.00 5. Temporary Certificate of Occupancy-Residential $15.00, Commercial $15.00 Date. 01 —7— New Construction: Old or Pre-existing Building: V/ (check one) Location of Property: LIS() M dt lZA_r � , Sb�.L`{h 01 c_� House No. Street Hamlet Owner or Owners of Property: laj&, , C tL 4e Pel I-o Suffolk County Tax M`a�p,No 1000, Section �—1� Block '1 Lot Subdivision �M1`�I 1`�1�t A IPU► IL- Filed Map. Lot: As Permit No. Date of Permit. Applicant:d,JI)CM cl(, ] l�iJ rel S Health Dept. Approval: Underwriters Approval: Planning Board Approval: Request for: Temporary Certificate Final Certificate: (check one) Fee Submitted: $ _ App can ' ature pF SO!/r�,®l® Town Hall Annex Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 G Southold,NY 11971-0959 • a® roper.riche rtCD-town.south old.ny.us CO U ON BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To, Frederick Koke Address: 450 Mailler Ct City: Southold St: New York Zip: 11971 Building Permit#: 43295 Section: 70 Block: 9 Lot. 39 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: HOME OWNER DBA: License No: SITE DETAILS Office Use Only Residential X Indoor X Basement 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 Ceding Fixtures HID Fixtures Service 3 ph Hot Water GFCI Recpt 1 Wall Fixtures Smoke Detectors Main Panel A/C Condenser Single Recpt Recessed Fixtures CO Detectors Sub Panel A/C Blower Range Recpt Fluorescent Fixture Pumps Transformer Appliances Dryer Recpt Emergency Fixtures Time Clocks Disconnect Switches Twist Lock Exit Fixtures 11 TVSS Other Equipment. "SUN ROOM" Notes. Inspector Signature: - Date: April 10 2019 81-Cert Electrical Compliance Form.xls ot o�aOF SOUIyo # # TOWN OF SOUTHOLD BUILDING DEPT. Ulm, 765-1802 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) [ ] CODE VIOLATION [ ] CAULKING REMARKS: -F6oA 7-D DATE 3 INSPECTOR OF SO(/l�o� # TOWN OF SOUTHOLD BUILDING DEPT. o Mv,��' 765-1802 v 1 NSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PL13G. [ ] UNDATION 2ND [ ] INSULATION [ FRAMING /STRAPPIn [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING EMA KS: AID . w t g f wv rndyftD lvlA DATE INSPECTOR �o��OF SOUryo� # # TOWN OF SOUTHOLD BUILDING DEPT. �o • i� `ycourm��' 765-1802 INSPECTION ' [ ] FOUNDATION 1ST [ ] ROUGH PLBG. , �Y [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: DATE INSPECTOR OF SOUryO� # # TOWN OF SOUTHOLD BUILDING DEPT. � • 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PL13G. [ ] FOUNDATION 2ND ISULATION d Q [ ] FRAMING /STRAPPING [ FINAL StAe-00M [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: V2Al - om 1 O DATE INSPECTOR pF SOUlyolo * # TOWN OF SOUTHOLD BUILDING DEPT. `ycourm��'' 765-1802 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) [ ] CODE VIOLATION [ ] CAULKING REMARKS: DATE INSPECTOR r L' FIELD INSPECTIONktPORT DATE COMMENTS min O �v✓ FOUNDATION (1ST) -------------------------------------- 'FOUNDATION (2ND) Z cn ROUGH FRAMING& PLUMBING y 1 a V P INSULATION PER N.Y,. y STATE ENERGY CODE Lfl Yli FINAL ADDITIONAL COMMENTS 1� !Z 1q . o z a d H t TOWN OF SOUTHOLD BUILDING PERMIT APPLICATION CHECKLIST BUILDING DEPARTMENT Do you have or need the following,before applying? TOWN HALL , _Board of Health SOUTHOLD,Xy 1197) 4Dets of Building Plans TEL: (631)765-1802 +4am4ng Board approval FAX: 631 765-9502 /�� Gurve ( ) `7r� y SoutholdTown.NorthFork.net PERMIT NO. `7 �hPck �P�nt9 Form .bL-Y:S.D.E.C. -;Pr-astees (3).0.Application Q� aM -blood Permit Examined 20 U V 4ifrgle&Separate � D (JS`torm-Water Assessment Form 1 3 Q 2018 Contact: Approved / 20 l NOv Mail t :Moraw EV94tingServiwS Disapproved a/c 3 UR 'TOS OF S® Phone: - - o Expiration ,20 Swl4'�Q31-S$�1 Cc�,ll) Buil g In ector APPLICATION FOR BUILDING PERMIT Date , 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. ,I J_Z1 i- A I f r(Signat reJapplicEt-or name,if a corporation) - tJ M I (Mailing address of applicant) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder U Name of owner of premises `iy rtpy ( (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. Location of land on which proposed work will be done: House Number Street Hamlet County Tax Map No. 1000 Section 7O Block 9 Lot 3 -1 u Subdivision SMk rAe'tA 't''aOL Filed Map No. Lot a� 2. State existing use and occupancy of premises and intended use and occupancy of proposed construction: a. Existing use and occupancy S\Y !AW -�n 'i rP_S� c� p ro b. Intended use and occupancy Skvv Q,) 3. Nature of work(check which applicable): New Building Addition Alteration Repair Removal Demolition Other Work c� 4. Estimated Cost a of Opp- Fee (Description) (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 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. 7. Dimensions of existing structures, if any: Front (0a Rear�nq , � Depth L13 .0 Heigh j Number of Stories Dimensions of same structure with alterations or additions: Front (-0 q, Rear lLip q . 1 Depth �Ag\ Height 1)1 3" Number of Stories 8. Dimensions of entire new construction: Front IQ t�v Rear 1 81 Depth l Height U 13" Number of Stories 1 9. Size of lot: Front COD Rear IDI , `I S Depth 19-3. 4-3 f 9r� d/) 10. Date of Purchase Name of Former Owner 11. Zone or use district in which premises are situated !9-40 12. Does proposed construction violate any zoning law, ordinance or regulation?YES NO V 13. Will lot be re-graded? YES NO ill excess fill be removed from premises? YES N0� 14.Names of Owner of premises--:h9Ae"tJ )6J In 1 i pAlddressgSt)matter&--. Phone No. 63}-1[nc;- 1 Lo3-� Name of Architect A Address 11,n)W i 1Senar.M,&H Phone No Lai Name of Contractor-910 Mur' Address&UM Vo tC_ ql&n .hone No. v- U,3- -e .att�8 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�.EQUIRED. 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. � "7' Rosemarie Edith-Kilicarslan Notary Public-State of New York STATE OF NEW YORK) No 01K16360137 SS: Qualified in Suffolk Coun COUNTY OF3 k-) My Commission Expires I Nan&) I Ln t&-&� being duly sworn,deposes and says that(s)he is the applicant (Name of individual signing contract)above named, (S)He is the a a,,oA+ (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. Sworp to before me this /11 day of_nb\LaWbe4— 20f&2 UMA Notary Public Sig of Xl1plicant Scott A. Russell 6-- STO]K1MMIWA\T]E][Z SUPERVISOR MANAGEMENT SOUTHOLD TOWN HALL-P.O.Box 1179 v' 53095 Main Road-SOUTHOLD,NEW YORK 11971 Town of Southold CHAPTER 236 - STORMWATER MANAGEMENT WORK SHEET ( TO BE COMPLETED BY THE APPLICANT ) DOES THIS PROJECT IN VOLVE ANY OF THE FOLLOWING: Yes No (CHECK ALL THAT APPLY) ' ❑ A. Clearing, grubbing, grading or stripping of land which affects more ' than 5,000 square feet of ground surface. 1:1 EJ B. Excavation or filling involving more than 200 cubic yards of material it within any parcel or any contiguous area. ❑dC. Site preparation on slopes which exceed 10 feet vertical rise to i 100 feet of horizontal distance. ! ❑[71). Site preparation within 100 feet of wetlands, beach, bluff or coastal erosion hazard area. E. Site preparation within the one-hundred-year floodplain as depicted on FIRM Map of any watercourse. I ❑ �F. Installation of new or resurfaced impervious surfaces of 1,000 square feet or more, unless prior approval of a Stormwater Management Control Plan was received by the Town and the proposal includes i I in-kind replacement of impervious surfaces. 1 If you answered NO to all of the questions above, STOP! Complete the Applicant section below with your Name, Signature, Contact Information, Date & County Tax Map Number! Chapter 236 does not apply to your project. If you answered YES to one or more of the above, please submit Two copies of a Stormwater Management Control Plan and a completed Check List Form to the Building Department with your Building Permit Application. �: Date APPLICANT (Property Owner,Design Professional,Agent,Conti actor,Other) S.C.T.M. 1000 Dfstnct C/ 2cl n lei q I! NAME- I liy ow j SJ Section Block Lot FOR BUILDING DEP R'rMENT USE ONLY !I , II Contact Infoimation 1' CfAephrne hemler) � ! I Reviewed By: t i — — — — — — — — — — — — — 'i Date Property Address / Location of Construction Work: ; — — — — — — — — _ — — , (�— — — — Approved for processing Building Permit. Stol rnwater Management Control Plan Not Requned. — — — — — — — — — — — —�— II ❑ Stormwater Management Control Plan is Required. (Forwai d to Engineering Department for Review.) FORM # SMCP-TOS MAY 2014 '/fr l( Id'% � FFp1,�C BUILDING DEPARTMENT- Electrical Inspector s� TOWN OF SOUTHOLD a = Town Hall Annex - 54375 Main Road - PO Box 1179 y Southold, New York 11971-0959 �O1a Telephone (631) 765-1802 - FAX (631) 765-9502 roaer.richert@town.southold.ny.us APPLICATION FOR ELECTRICAL INSPECTION REQUESTED BY: l^�� /�� lc r� Date: Z- r •- Company Name: Name: License No.: email: Address: o Y r 5_0 U- p Z- /l Phone No.: JOB SITE INFORMATION: (All Information Required) Name: Address: o Cross Street: G Phone No.: 3 - - C 3Z • Bldg.Permit#: -S 2 email: i Tax Map District: 1000 Section: Block: Lot: .t BRIEF DESCRIPTION OF WORK (Please Print Clearly) Circle All That Apply: Is job ready for inspection?: NO Rough In Final Do you need a Temp Certificate?: YES / NO Issued On Temp Information: (All information required) Service Size 1 Ph 3 Ph Size: A # Meters Old Meter# New Service - Fire Reconnect- Flood Reconnect- Service Reconnected - Underground -Overhead # Underground Laterals 1 2 H Frame Pole Work done on Service? Y N Additional Information: PAYMENT DUE WITH APPLICATION 176 82-Request for Inspection FormAs OR ADD TERATION ITION ' w SO VEY IS A VIOLA • THt5 SUR STATE" W,YORK - - - �+ - 4��--- - _ --- - � •� a -_ _ �- -. - - ,� - I�r .� -- SECTION 7109-OF THE!jE ATION, irET EDUCTION LAW. rH COPS OF TFIl5'SURVEY MI+P NOT BEARING THE tf aND`SURYEYOR'S INKED SEAL OR EMBP55ED'SEAL SHALGNOT,8E G-0NSIDERED , tR_' q\ y = }t TO'BE A VALID-TRUE C-0PF GU/jgArFEEES INDICATED�IEREON SHALL AUN :'n ��'NV,f+'' ``'�, c _ r :• �` 1, ''- tEOR ERSON WHOM THE.5URVEY ONLXcT0 THE P THE -IS P�FPACCpf AND ON Ht5'B:HALF TO D I' 's •.F;. - `' -4 -,TITLE COMPANY,GOYERNMENTAL AGENCY LENSING I1 STITUTION LISTED HEREON,AND NEES OF 7Hd LENDING INSTI- r- I� _ , ' TO•THE ASSIG LTRANSFERA6LE ; �� TUT,(ON.GUARAN2EE5 ARE NQ r a r - - ., _ r9 ii •a - ; 1,_4 _ TO l 'ff I^ = 1j�DDITIONA.l o�,,l't,5. v J 21105,00. .3 r 84��8f20 ,- - - _ - - - �, •� _ - - 11'r � -` � „` '_ , - -_ _ _ IIS-' - O ' - -r 25 4`p4 , � .1 - .� ♦ • .Wl.`i - _ rip.ye,�,' '. �a., y ;, I. - "b well _tip,tank t� cestPools�i N IQ ,• =S' .: Q .'3C�� %''�rH: ==36.!` I. _ ; ,c. .4. Thum_ ?5 20 f - „ '' "r T - (c ,'k,. "_ f, _ -=5p_z„' - _ � .msµ ;•.r,�, _s' _-- - _ - -�- No 7.4-674 L.df 6 :7, SURVEY FOR', 4 so o` RAE'DERICK.5,k E. �, I L EN B.KOfCE - L T' f NEW o ' 1 O ►SSM/,TH_F/EL,O_; PARK-” tau D►ro:o R'f SDUTHnl 0,, co rtrcE T4N/N OF,,SOUTHO,LD =SUFFQLK COU/VTY,JI%Y. NorF'i a=moNuMENr_ =" `' - • ' ` - r, c o ° SUBD/V/S/ON MAP?f/LED IN THE DFF�CE: - �� _S�CAL f F. f `.,. -"OF THE CLERK OF SUFFol k COUNTY-DV �- SEP 7!,IT 1974 O,EC. Zr, /986 r�S'F!L E. IVO.,.4TTa: ALD k 61 ' PROF !NEER AND ' THE IaaCA77ON OP'WEL1i5 RND CESSPd�FS` " r 'y =' : ' a s} LAND SUR NYS LICN0./2845 Howx x fl OBSERVATIONS- `, R/VER11�.9D,N.Y. _- - . OM.DATA_OBTAINED_E-X_Wk - - „_, - • _r a5..-._ _� __� _'�.':._� :__� 1 _.__�_.l ._ �. �L ��__ _=� �r - L ' New York State Insurance Fund 199 CHURCH STREET,NEW YORK,N.Y. 10007-1100 CERTIFICATE OF WORKERS' COMPENSATION INSURANCE AAAAAA 743007449 �. LOVELL SAFETY MGMT CO.,LLC 110 WILLIAM STREET 12TH FLR NEW YORK NY 10038 . . SCAN TO VALIDATE AND SUBSCRIBE POLICYHOLDER CERTIFICATE HOLDER FOUR SEASON I,LLC D/B/A FOUR TOWN OF SOUTHOLD SEASON HOLBROOK 53095 ROUTE 25 5005 VETERANS MEMORIAL HIGHWAY P.O.BOX 1179 HOLBROOK NY 11741 SOUTHOLD NY 11971 POLICY NUMBER I CERTIFICATE NUMBER POLICY PERIOD DATE G 1256 031-4 724469 07/01/2018 TO 07/01/2019 05/29/2018 THIS IS TO CERTIFY THAT THE POLICYHOLDER NAMED ABOVE IS INSURED WITH THE NEW YORK STATE INSURANCE FUND UNDER POLICY NO. 1256 031-4, COVERING THE ENTIRE OBLIGATION OF THIS POLICYHOLDER FOR WORKERS' COMPENSATION UNDER THE NEW YORK WORKERS' COMPENSATION LAW WITH RESPECT TO ALL OPERATIONS IN THE STATE OF NEW YORK,EXCEPT AS INDICATED BELOW. IF YOU WISH TO RECEIVE NOTIFICATIONS REGARDING SAID POLICY, INCLUDING ANY NOTIFICATION OF CANCELLATIONS, OR TO VALIDATE THIS CERTIFICATE, VISIT OUR WEBSITE AT HTTPS://WWW.NYSIF.COM/CERT/ CERTVAL.ASP.THE NEW YORK STATE INSURANCE FUND IS NOT LIABLE IN THE EVENT OF FAILURE TO GIVE SUCH NOTIFICATIONS. THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS NOR INSURANCE COVERAGE UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICY. NEW YORK STATE INSURANCE FUND DIRECTOR,INSURANCE FUND UNDERWRITING VALIDATION NUMBER: 799008578 1111 1111010000[Blum all0 0001 in 00592�17551�������� Fonn WC-CERT-NOPRINT Version 2(02/29/2016)[WC Policy-12560314] U-26 3 99 [00000000000059217551110001.000012550314]1##G]114891-04][Cert_NoP-CERT 1][01-00001] 1 ' STATE OF NEW YORK WORKERS'COMPENSATION BOARD CERTIFICATE OF INSURANCE COVERAGE UNDER THE NYS DISABILITY BENEFITS LAW PART 1. To be completed by Disability Benefits Carrier or Licensed Insurance Agent of that Carrier Ia.Legal Name and Address of Insured(Use street address only) lb.Business Telephone Number of Insured 631-563-4000 ext.168 Four Seasons Solar Products LLC lc.NYS Unemployment Insurance Employer Registration 5005 Veterans Memorial Highway Number of Insured Holbrook, NY 11741 1 d.Federal Employer Identification Number of Insured or Social Security Number 205809702 DBA: Four Seasons Holbrook 2.Name and Address of the Entity Requesting Proof of Coverage 3a.Name of Insurance Carrier (Entity Being Listed as the Certificate Holder) Zurich American Insurance Company Town of Southold 3b.Policy Number of entity listed in box"1 a": 53095 Route 25 5291935.004 0.0. Box 1179 3c.Policy effective period: Southold,NY 11971 07/01/2018 to 07/01/2019 4.Policy covers: a.®All of the employer's employees eligible under the New York Disability Benefits Law b.❑ Only the following class or classes of the employer's employees: Under penalty of perjury,I certify that I am an authorized representative or licensed agent of the insurance carrier referenced above and that the named insured has NYS Disability Benefits insurance coverage as described above. Date Signed 11/30/2018 By (Signature of insurance carrier's authorized representative or NYS Licensed Insurance Agent of that insurance carrier) Telephone Number (631)845-2200 Title Administrative Services Manager IMPORTANT:If box"4a"is checked,and this form is signed by the insurance carrier's authorized representative or NYS Licensed Insurance Agent of that carrier,this certificate is COMPLETE Mail it directly to the certificate holder If box"4b"is checked,this certificate is NOT COMPLETE for purposes of Section 220,Subd 8 of the Disability Benefits Law It must be mailed for completion to the Workers'Compensation Board,DB Plans Acceptance Unit,20 Park Street,Albany,New York 12207. PART 2. To be completed by NYS Workers'Compensation Board (Only if box"4b" of Part 1 has been checked) State Of New York Workers' Compensation Board According to information maintained by the NYS Workers'Compensation Board,the above-named employer has complied with the NYS Disability Benefits Law with respect to all of his/her employees. Date Signed By (Signature of NYS Workers'Compensation Board Employee) Telephone Number Title Please Note:Only insurance carriers licensed to write NYS disability benefits insurance policies and NYS licensed insurance agents of those insurance carriers are authorized to issue Form DB-120.1. Insurance brokers are NOT authorized to issue this form. DB-120.1 (5-06) T ` KooJ _ APP DYED AS NOTED DATE: B.P.# FEE: b BY: ELECTRICAL NOTIFY BUILDING DEPAR ENT AT INSPECTION REQUIRE® 765-1802 8 AM TO 4 PM FOR THE FOLLOWING INSPECTIONS: 1. FOUNDATION - TWO REQUIRED FOR POURED CONCRETE 2. ROUGH - FRAMING & PLUMBING 3. INSULATION 4. FINAL - CONSTRUCTION MUST BE COMPLETE FOR C.O. TRUW PLACARDING REQUIRED ALL CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE CODES OF NEW YORK STATE. NOT RESPONSIBLE FOR DESIGN OR CONSTRUCTION ERRORS. All exterior lighting installed, replaced or COMPLY WITH ALL CODES OF repaired shall conform NEW YORK STATE & TOWN CODES to Chapter 172 AS REQUIRED AND CONDITIONS OF of the Town Code t0UW ING BOARD S OCCUPANCY OR USE IS UNLAWFUL WITHOUT CERTIFICATE OF OCCUPANCY RETAIN STORM WATER RUNOFF y PURSUANT TO CHAPTER 236 OF THE TOWN CODE. civ KOKERE51DENCEw_ 0 pny"ups S �}0N O 450 MAILER CT. , SOUTHOLD , NY 1 1971 °La CLn • J - DRAWING INDEX " ""'" _ �Lu LOT PLAN N W J 51 - PLOT PLAN o$$'� _ N o" 52 - GEN. NOTES 53 - FOUND./PLR. FRAMING PLAN app_G 54 - PARTIAL ROOF FRAMING 55 - STRUCTURAL DETAILS �s O =„M-2 SG - STRUCTURAL DETAILS O �___ "0 p- 57 - STRUCTURAL DETAILS I z _ =Gl'� G N 84°58'20” E 213.26 Z '�`m7 U r �o� a 58 - STRUCTURAL DETAILS r--- -- -- -- -- - - -- - - -- -- -- 0>- w o oLu € 59 - STRUCTURAL DETAILS o I cn o m IL "vo A I - PARTIAL FLOOR PLAN o �_ ' z z° w Q o X05'=5. KI - 5UNROOM PLAN * ELEV. R2 - 5UNROOM DETAILS I 22.3' I O Lu �° O o1a "o o�;orG R3 - 5UNROOM DETAILS I ASPHALT GARAGE u* ; N 0 o=v a€ DRIVEWAY N N S:F--. R4 - 5UNROOM DETAILS � I R5 - 5UNROOM DETAILS U ' 4.8' �.5' ' VI2mozE PROPOSED WOOD DECK O ����`E RG - 5UNROOM DETAILS I 13'-G"X7-10" R7 - 5UNROOM DETAILS UJ o V PROPOSED 5UNROOM " av R8 - 5UNROOM DETAILS —1 — ' o �0 12'-8 5/8"X 1 P-7 1/8" o Q O I N I STORY m In I a HOUSE 10 �O S SP y0 3G.10' N 3G.P O '/ �.9g° c r � 5 84058'20" W 193.43' cf�400R 08 359 FASTENER SCHEDULE FOR 230 SUN STARS �FEMID TO EXISTING STRUCTURES 4 FOUNDATIONS COMPONENT FASTENER DRAWING TITLE (MIN) NO/SPACING 3/8"OHILTI KWIK 2(MIN)@ EACH COLUMN A COLUMN/511-1- BOLT III w/WA5HER AND 24"O.0 (MAX.) PLOT PLAN 0 COVER S h E ET 2X8 RIDGE G I SCALE. I"=30' Z BOARD 3/8 O (2)ROW5 @ I G.O.0 J TO EXISTING W/WASHER NOTE. 3/8'0 2 IN TOP 6"(3"APART) I. THIS PLOT PLAN 15 FOR REFESCIALABBACE ONLY, REV15ION5 WALL COLUMN W/WASHER 30"O.0 (MAX)VERTICALLY FOR ADDITIONAL INFORMATION SEE SURVEY PROVIDED BY A LICENSED LAND SURVEYOR. ALUM.KIDGE 3/8"O BOLT wl (2)KOW5 @ I G"O C @ LEDGER WASHER 2. LOT COVERAGE CALCS (FOOT PRINT ONLY) INTERNAL RAFTER 3/8"O BOLT w/ CLIP WASHER LOT AREA: = 20,33G SQ.FT. (3)PER CLIP EXIST. HOUSE: = 1,851 5Q.FT. NOTE PROPOSED ROOM: = 134 SQ.FT. DRAWN BY: GWN I ALL FASTENERS CONNECTING ALUM TO ALUM 5HALL BE STAINLESS PROPOSED DECK. = i 06 SQ.FT. STEEL. REVIEWED BY: AS 2.ALL FA5TENER5 CONNECTING ALUMINUM COMPONENTS TO STRUCTURAL FRAMING OR FOUNDATION SHALL BE HOT DIPPED TOTAL: = 2,121 SQ.FT. SCALE: SEE PLAN GALVANIZED 3 ALL FASTENERS SHALL HAVE A MINIMUM OF 3"EMBEDMENT LION LOT COVERAGE = 10.43% DATE: I 1-1 5-1 8 S I OF 9 i GPS, V r 4� GENERAL NOTES NOO oz0,6 w i•,pu,;m N Z Z u M A FOUNDATIONS Ii LO GLA55 UNITS CONSISTS OF TWO PANES OF 1/8"THICK TEMPERED GLA55 N DESIGN LIVE LOADS tm O O I MAXIMUM PRESUMPTIVE ALLOWABLE SOIL BEARING PRESSURE FOR NEW FOOTINGS=3000 P5F STRUCTURAL MEMBERS HAVE BEEN DESIGNED FOR FULL DEAD LOADS AND THE U7— 2 FOOTING EXCAVATIONS AND FORMS SHALL BE REVIEWED BY LOCAL BUILDING OFFICIAL PRIOR TO PLACING CONCRETE WITH A 5/8"STAINLESS STEEL SPACER BETWEEN PANES WITH AN ARGON FILL FOLLOWING LIVE LOADS IN ACCORDANCE WITH THE 2015 INTERNATIONAL RESIDENTIAL ® m w cq 2 GLASS CONFORMS TO ASTM E 1300. „„,,,,„ 3 FOOTING ELEVATIONS SHALL NOT BE RAISED OR LOWERED WITHOUT APPROVAL OF THE ENGINEER. 3.ALL MC-16(CODE 78)CLEAR ARGON ROOF GLA55 HAS THE FOLLOWING BUILDING CODE AND NEW YORK DEPARMTENT OF STATE 2017 UNIFORM CODE SUPPLEMENT °"® i c- N u- xxU B.CONCRETE MINIMUM PROPERTIES I GROUND SNOW LOAD•20 P5F 9 C — J 6 I ALL CONCRETE SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 3,000 P51 VISIBILITY TRANSMITTANCE = 16% LY w W 8 U 50LARTRANSMITTANCE = 10% ��� 2 ALL CONCRETE WORK SHALL CONFORM TO ACI 318 2.WIND LOAD: �6 O 3 PLACE 1"EXPANSION JOINT MATERIAL BETWEEN EDGES OF SLABS AND VERTICAL SURFACES UNLE55 OTHERWISE NOTED ULTRAVIOLET IDE FEF ECTIVI =7% BASIC WIND SPEED 136 MPH 2 VISIBLE OUTSIDE REFLECTIVITY = I I% WIND EXPOSURE B VISIBLE IN51DE REFLECTIVITY =25% C.REINFORCING STEEL SHADING COEFFICIENT = 18 VELOCITY PRESSURE EXPOSURE COEFFICIENT,Kz 0 85 G w I BARS SHALL BE ROLLED FROM NEW BILLET-STEEL CONFORMING TO A5TM AG 15.GRADE 60 SOLAR HEAT GAIN COEFFICIENT =.15 DIRECTIONALITY FACTOR, 0 855 85 €3 2 WELDED WIRE FABRIC SHALL CONFORM TO A5TM A 185 OR A5TM A497 RELATIVE HEAT GAIN =39 GUST EFFECT FACTOR,G:O =i a IMPORTANCE FACTOR I• I 0 3 DETAIL AND FABRICATE REINFORCING STEEL IN ACCORDANCE WITH"ACI DETAIUNG MANUAL",PUBLICATION 5P-66 A5HRAE WINTER U VALUE =.25 4.REINFORCING STEEL SHALL BE REVIEWED BY THE LOCAL BUILDING OFFICIAL PRIOR TO PLACING CONCRETE. A5HRAE WINTER R VALUE =40 INTERNAL PRESSURE COEFFICIENT,GCpi ±O 18 C Q 28 5 PROVIDE BARS AT CORNERS AND INTERSECTIONS OF THE SAME NUMBER AND SIZE AS LONGITUDINAL BARS IN FOOTINGS 4.ALL MC-56(CODE 74)CLEAR ARGON WALL GLA55 HAS THE FOLLOWING O " ZY CJ I� QGc\ y f\O V' w— NcO M f"•yunptl > )-'0 O oz0OD lu dugv+P" O Z m N O oa) Jim— u_ m 1� pmp•i•pi .e N 1L_ ——)O�ZJ j N — LUw O DENOTES SMARTDECK PANEL AND TYPE. SEE DETAILS FOR Gv „ SPLICE AND CONNECTION oos � REQU I REM ENTS Gs��w �vs�vs` OUTSIDE FACE >(n OEXISTING WALL � N (@ STRUCTURAL OL J m LuWOR FRAMING)TYP. z �—m ��— z CONT. 2x I 0 LEDGER CONT. 2x 10 LEDGER N �,�— } 2gFF o B I I I z z o� J Z Hnam� �m� Lu <° Y o€=m s 55 I I I I �lO I I I O D W 0 I_— `I I, UQ] H �e o� o l0 N II w w w LON p I > No�G _ u Z Z Z xupp �_o N LU Lniz� B N n m N m U1 m n- m NSI `Q �� 0 O uo — — B B I� w/ Ln s� WWF o (` SG O ? N > N > N > Z cJ'7 I 58 r LI=L €o9� N o p I NkmONO N N N O > N I,Z, 4x4 POST ON 1 2"0 U h I I I I I I II oo< FOOTING TYP UON v v I o=Z -2 — (2) 2x I 0 DROP GIRDER (2) 2x I 0 DROP GIRDER 2 2x8 2iW N c ) ot 55ti+� Y 6"., OF Al EF Y N \+p (2) 2x 10 `� �Q- ��\S sP yq O,Q 2 - ----- --------------- I ----- DROP GIRDS (2) 2xG BAND 1 I Q Y`r r oC w Q I I I I I Z(P 7� ;oA X82359 Ftp? 9°FEss% G" 3'-b I I/I G' 2'-15/8" 2'-15/8 3'-8 1 1/I G DRAWING TITLE 6_0" 11 2'-8 5/8" I 13'-G" FOUND . It FLR. A B D db G � NOTE' FRAMING PLAN I FOR INFORMATION NOT SHOWN SEE SUNKOOM DRAWINGS. 2 5UNROOM DECK HEIGHT 15 21"±ABOVE FINISH GRADE REVISIONS 3. WOOD DECK HEIGHT 15 +20"±ABOVE GRADE 4. 5EE GENERAL NOTES FOR MINIMUM CONCRETE REQUIREMENTS 5 MAXIMUM ALLOWABLE CANTILEVER EQUALS"d" WHERE"d"15 DEPTH OF CANTILEVERED MEMBER AS MEASURED FROM EDGE OF SUPPORT. G. ALL GIRDER SPLICES SHALL OCCUR OVER DRAWN BY: GWN A FOUNDATION, FRAMING, CONSERVADECK PLAN AND DECK FRAMING PLAN SUPPORT REVIEWED BY: AS 53 3/8"= 1'-0' SCALE: SEE PLAN DATE: II-15-18 53 OF 9 �4v Q� U w—N� 6 }.0 O w n �ZU00 u EnZ Z Ln� M OO`� Ln L BZ LUruU O C�I� I I I I I I I NI� XIQ-17 I I O 3 °�uvoi,o w O - - ° v m J�m W W x N _ w — ch w Z Z O -1 m w 0 o =mo w JO LU O O= 0N8 =0 _ W wed"o I LU Lo o o G I I o <wzwea O ,—N O Fu�yo�e� WOOD FRAME CRICKET 2 O BETWEEN SUNKOOM ROOF d� a�° AND EXIST. 2ND FLOOR WALL o "" a I I SUNROOM ROOF OF NE FRAMING, REFER TO "R"SHEETS I I I I � w m � _ / �O �8235g !r,= AR�FESSI�NP� / DRAWING TITLE. m � / 2 / I\OOF 1 - - - - - - - - - FRAMING PLAN REV151ON5 12'-(5 5/8" DRAWN BY: GWN A PARTIAL ROOF FRAMING PLAN REVIEWED BY: A5 S4 sia^= I'-o° SCALE: SEE PLAN DATE: 1 1-15-16 54 of 9 a: O dl lieu',"ipt V >-- O ml 1"I w q7 z Z�d7 C C)C) o a: acm— Y� pmluiyu - u- 0 0 C Nlu�Q W 2�� N U WOOD POST O —/-- — (SEE PLAN) Gv , 51MP50N STRONG ER TIE PB POST BASE O 3 og3sno mw ��awo� CONCRETE FOOTING, p0[ _ CO G oG a m U SEE PLAN ON SHEET 53 Z _ t FOR LOCATIONSLu O Z m oN € Ur) LLJ �— N FINISHED 3/4" LIP AS PROVIDED (n �o w z o o BY FACTORY Z z O N =„ off GRADE O m O °€�mg LU °: w=O W T a O� O= �\ 44 �. \ OL F v S€oo01 6 LA 6`omo� VA APPLY SEALANT PRIOR TO LL 9��oF� INSTALLATION OF SPLINE d A. 8d NAILS @ 8" O.C. STEP I Q STAGGERED EACH of NEI�y 4- .QQ m SIDE OF SPLINE 2 X G SPLINE S Sp rO • PCOrN5ERVADECK \\/ a a cc W a W a /\\/\ NOTE: Mil ZLP\/ /o g� �C\i 8235 AT SIM. SECTION OA9pF pNP�'� FASTEN PANELS TO APPLY 5EALANT TO EDGE Of OSB PANEL N E f RST PANEL ESS1 DROP GIRDER IN ACCORDANCE TO DETAIL D STEP 2 HAS BEEN INSTALLED BUT SEE PLAN DRAWING TITLE S6 PRIOR TO INSTALLATION OF p p A SECOND PANEL. 5TKUCTUF-^L D ETA I LS A TYP. POST FOUNDATION B TYP CONSERVADECK CONNECTION AT SPLINE S 5 NOT TO 5CALE S 5 NOT TO 5CALE REVISIONS DRAWN BY: GWN REVIEWED BY: AS SCALE: SEE PLAN DATE: I 1-1 5-18 5 5 of 9 pngnrp, > 0 0 Z � O SUNROOM WALL ul i»i:: co z z�m (2) 2x6 CONT.TOP PLATE Ln a) o O c MIN.3/8"0 LAG BOLTS ®�, t N u- m WITH 3"MIN. EMBED 2xG STUDS @ I G"0 C �® c _ w J SEE SHEET 51 FOR ��'i bi o~C v MIN CONNECTIONS R-19 BATT INSULATION FLASHING AS 3g3 a O REQUIRED 1/2"THICK PRESSURE EXISTING 8d NAILS @ 8"O.0 Gv N TREATED PLYWOOD SHEATHING. STRUCTURE T�T G CONT. 2XG PRESSURE yes FASTEN W1 Od NAILS @ 8"O.0 TREATED SILL i i 9G0��D ALONG ALL PERIMETER EDGES� 12"O.C. @ INTERMEDIATE FRAMING. TRUFAST 5IPLD8000 I _ I I ��–I CONSERVADECK 0 = �d�HE SCREW @ I G"0 C. ---------L--� j O p � °° (P/N• HN8000) ------------,– Q[ _– �o (2) 2x 6 CONTINUOUS - - _• Q_ _ g BAND AROUND ENTIRE li Z � �? U FLOOR PERIMETER / / 1 I '�'" (� 2 z L° W °_� w>�"r� O€ CONSERVADECKj I ,_•,- UJ m w y ��€mo PANEL �� z 0 ((� J Z i;o N – W Q C] u°3.z o ISOLATOR TAPE --- m u J =� umu d (P/N HN3130) r1___--__ ISOLATOR TAPE O o W p oo�No \ FOR INFO. NOT 2X4 LEDGER ATTACHED W o O .�V N SHOWN SEEW/3/8"0 LAG BOLTS EXISTING HOUSE BAND I @ 12"O.C. `) p IF EXIST FLOOR FRAMING IS I oa w`om°moo DROP GIRDER—/ SG PARALLEL PROVIDE 2x LEDGER(SEE PLAN). FASTEN TO EXISTING SEE PLANS SOLID BLOCKING AS REQ'D STRUCTURE(3) ROWS 3/8"0 LAG BOLTS � z��ooFOR ADEQUATE CONNECTION W/MIN 3"EMBEDMENT @ 12"O C., BOLTS 2� � az�ag NO CLOSER THAN 2"FROM TOP 4.BOTTOM W AND NO CLOSER THAN 5"FROM ENDS. d a A TYP FRAMING CONNECTION AT EXTERIOR DROPPED GIRDER C TYP FRAMING CONNECTION AT LEDGER TO EXISTING STRUCTURE S 6 NOT TO SCALE NOT TO SCALE ��OF EW Y s sP yqo O _r cr 5UNROOM WALL n W TRUFAST 5IPLD8000 ti 2 FOR INFO. NOT SCREW @ 16"O.0 00 CON5EKVADECK PANEL 8235 SHOWN SEE: (P/N. HN80 ) O 0 9 DRO A (CONTINUOUS PED GI DER). A OF R EssoNP S6 ., R-19 BATT. MIN 3/8"0 LAG BOLT WITH 3" DRAWINGTITLE. p INSULATION ig– MIN. EMBED. SEE SHEET 52 STRU CTU RAL FOR MIN CONNECTIONS CONSERVADECK PANEL ISOLATOR TAPE D ETAI LS 8d NAILS @ I G"O.C. (P/N: HN3130) DROP GIRDER REV151ON5 i \ SEE PLANS P05T SEE PLANS } (2) 2xG CONTINUOUS BAND AROUND ENTIRE FLOOR 51MP50N STRONG PERIMETER(MIN fb=850) TIE 5C4 POST CAP DRAWN BY: GWN A-- TYP � REVIEWED BY: AS B TYP CONSERVADECK CONNECTION AT GABLE WALL D TYP CONSERVADECK CONNECTION TO INTERIOR DROPPED GIRDER SCALE: SEE PLAN SG NOT TO SCALE SG NOT TO SCALE DATE: 1 1-15-18 S6 of 9 qY a) iu— to co ti le¢leup: O > O nal,m3,t: En zz 00� NEW 1/2"PLYWOOD SHEATHING ® -2 EXIST 2x STUD WALL m ROOFING TO MATCH EXI5T rte' c � NEW 2x8 RIDGE BOARD �I�� T ® _ —C\J-J EXIST. FLOOR NEW(2) 2x4 TOP PLATE, PITCH I I I i3 M U-`-- FRAMING DECK PLANKS TO MATCH 5UNKOOM ROOF I I I �3y� Q a- -H COUNTER FLASHING AND I I I CONT. FLASHING AND Gv SEALANT BY CONTRACTOR I I I SEALANT BY CONTRACTOR 'g o 7/8" INSULATED GLA55 PANELS BY I I :>: } �000°f; FOUR SEASONS 5UNROOM5 3 2�<9)o 0 41 I I O C=9 W€ai,"�� I ° U J n m LLJ — Wg�FoG SIMP50N LU28 HANGER Z —`� U � m m� z Ln W °� ��2. I to 0 m wJ @ — EXIST. 2x FRAME WALL m u oo �mg Q �— oL^ Q p �" EXISTING HOUSE BAND d 2x JOISTS 16"O.C., I I IF EXI5T FLOOR FRAMING IS SEE FRAMING PLAN EXTRUDED ALUMINUM GLAZING BAR I LL'0� O= ou'o,�° PARALLEL PROVIDE SIMPSON LU28 BY FOUR SEASONS 5UNROOM5 _ LLJ LO~ `-.—.6 SOLID BLOCKING AS REQ'D HANGER TYP. I I Lu m 0 0 G OR ADEQUATE CONNECTION NOTE: I (f) Op Q (n N o W o a 2x 10 LEDGER FASTEN TO EXISTING SUNROOM ROOF DOES N07 `n °vs��� EXIST FOUNDATION a I I CONT. 2x6 PITCHED LEDGER, OL `3"�W W° STRUCTURE w/(2) ROWS 3/8"0 LAG APPLY ANY GRAVITY LOAD TO MATCH 5UNKOOM ROOF PITCH. BOLTS w/MIN. 3"EMBEDMENT INTO w EXIST. STRUCTURE I ATTACH w/3/8"0 LAG SCREWSsomo�° FV O �e git EXIST. FLOOR JOISTS @ I G"O C Q I I w/3"MIN. EMBED.TO EA STUD u— > NEW SHEATHING TO MATCH EXISTING I I w "sago A DECK FRAMING AND LEDGE_ R TO EXISTING STRUCTURE SHEATHING TO EXTEND TO TOP Of S 7 NOT TO SCALE EXIST WALL SHEATHING EXISTING I I EXIST. 2ND ROOF FRAMING i i I FLOOR FRAMING of NE_�yY s sp O .. s X — — — — — — — — — — — - r o� NEW GABLE END WALL IN ACCORDANCE r .".:'''• ":,''•r + + I I I m u FOR INFO. NOT SUNROOM DOOR TO LOCAL BUILDING CODE. 2x4 i SHOWN SEE: STUDS @ I G"0 C.. PROVIDE MINIMUM' FLASHING (2) 2x4 STUD COLUMN (MIN. G=0.49) _ I OA23 R ESS10 P�� @CRICKET RIDGE BEAM. OF N 5 z _ - - - - L- - - - - - - - - -1 WOOD DECK, I< x CONSERVADECK =_ (SEE PLAN) - PANEL DENOTES PORTION I DRAWING TITLE + OF EXISTING FRAMING MOVED I I 5TRU CTU RAL TO BE RE ' 11 1 2" EXIST (2) 2x CONT.TOP PLATE I-� D ETAI L5 EXIST 2x FRAME WALL REV1510N5 II I (2) 2xG CONTINUOUS II I BAND AROUND ENTIRE I I FLOOR PERIMETER (MIN fb=850) DRAWN BY: GWN B WOOD LANDING ADJACENT TO SUNROOM C TYP. VICTORIAN MODEL CONNECTION AT EXIST STRUCTURE REVIEWED BY: AS S7 NOT TO SCALE C� NOT TO SCALE SCALE: SEE PLAN J DATE: 11-1 5-1 8 57 of 9 cf w—Nod iimfrupz > p W Z p I unryuryL rn Z 2 U 600LO(n(n—� w� ;Imp a,it, C IJ lD N w ® ISA 0 a 0 00 I I � daz�o Q o�ooro iso PVC RAIL SYSTEM CONFORMING TO I I Z Q m U 2015 RESIDENTIAL BUILDING CODE. I — m z m=ate ATTACH TO DECK PER MANUF w z Lo W U z Oo SPECS. I I PVC RAIL SYSTEM CONFORMING TO I I (� :2�p m W z d g m o I I 2015 RESIDENTIAL BUILDING CODE. Z z p C9 (() =9 PVC RAIL POST SLEEVE OVER WOOD ATTACH TO DECK PER MANUF. O m W god.-o POST, INSTALL PER MANUF. �q SPEC'S. I p o �LLJ p Lo o�No o SPECIFICATIONS m I I > I I PVC RAIL POST SLEEVE OVER WOOD Luo N av -t I I PPRESSURE TREATED POST, INSTALL PER MANUF � � o O "=0ovoz 4x4 WOOD POST @ SPECIFICATIONS I �j OL g-o-lwyoO 0-0"O.C. MAX., SEE - w`om000 FRAMING PLAN I I PPRESSURE TREATED I 4x4 WOOD F05T @ O W-0 o o 0-0"O.C. MAX., SEE 4i FRAMING PLAN w - "Ll uLl 2x SOLID BLOCKING BETWEEN JOISTS TYP. DECK PLANKS ��of- NE�yY � s sP yRo O DECK PLANKS I I Q' �t r ¢ n w _ m ? ATTACH POSTS TO — Z�F - ooma} FRAMING w/(2) 1/2"0 THRU O X8235 �T BOLT5(COUNTERBORE) _/ A590" `QNP ATTACH POSTS TO FRAMING w/(2) 1/2"0 THRU _-- BOLTS (COUNTERBORE) DRAWING TITLE 2x JOISTS @ I G"0 C., (2) 2x RIM J015T SEE FRAMING PLAN STRU CTU RAL vJ (2)SIMP50N H2.5 2x JOISTS @ I G"O.C., (2) 2x RIM J015T D ETAI LS @ EA.J015T*GIRDER SEE FRAMING PLAN ON OPPOSITE CORNERS 2x SOLID BLOCKING EA SIDE OF REV1510N5 (2) 2x DROP POST, AND @ 24"O.C. BETWEEN GIRDER, SEE PLAN A TYP. FLR FRAMING CONNECTION TO DROP GIRDERS B TYPICAL EDGE OF DECK DETAIL 5 Q NOT TO SCALE Q Nor To scALE DRAWN BY: GWN V V REVIEWED BY: A5 SCALE: 5EE PLAN DATE: I 1-1 5-18 58 OF 9 • 4y @rl- 64``P�, UUl a) w— L0co Au C)Z Ocp w nu,u"Im z Z Ln 1D m � OO—G) N O— ® a) Ya ;""p:a�"10 u_ 0 N uj b2 U o NOTE: TOP OF DECK SEE STRUCTURAL NOTES SHEET Ix WOOD DECKING N<oo 51MP50N A35 ANGLE EA. 53 FOR CODE COMPLIANCE SIDE w/(G)8d TO HEADER 4. OR LANDING SIMPSON A35 ANGLE EA. (G)8d TO STRINGER SIDE w/(G)Sd TO HEADER (G) 8d O TO STRINGER 0 0Lu =G G I.� I I I I � O OWOOD STAR TREADS wz z> tLLJ AND RISERS. mn `mgey��ga €� N `2 O Z O U^ �i.G 0 3€"S o° ocm>>s m U 2 O in z�Ou F-0tF- 0_ °O"Vx° CLOSED RISER TYP o 0 0 ; =p Lu ? sso�G N h� Z I I I I 5. Lu o O o °; 5�° o (2) 1/2"0 x 4 1/4"HILIT KWIK 0L Fdi.0Wo WOOD DECK OR Z E 2t ". w BOLT 3 EXPANSION ANCHORSo o O LANDING(SEE PLAN) O Nk= E OR APPROVED EQUAL o STAIR HEADER(SEE LL ��°°� I I IDECK FRAMING PLAN) oz' s° 3' 3' CONT. 2x4 PLATE, w w �u PRESSURE TREATED u ° 2x 12 STRINGER @ 12"O.C. I I I I FINISH of: NE`yY I GRADE 51MP50N TAI OZ STAIR ANGLE TYP. Qy,�S sPY9O O� d - d 0 liu- 12"WIDE x 12"DEEP x 45" Z d ° ° d / / LONG CONCRETE FOOTING a 082359 =C? AR�FEss�oNP� d a a \x 1. ALL WOOD SHALL BE WEATHER SEALED 2 APPLICABLE BUILL LDING NONFORM G CODES (SEE G S.N.) DRAWING TITLE 3. HANDRAIL AND GUARDRAIL NOT SHOWN pp pp A FOR CLARITY. 5T RU CT U N/A L DETAILS (2)#5 BARS CONTINUOUS REVISIONS 3" 3G" MIN. 45" A TYP. WOOD STAIR CONSTRUCTION DRAWN BY: GWN 59 NOT TO5CALE REVIEWED BY: AS ✓ SCALE: SEE PLAN DATE: I 1-1 5-16 59 of 9 tKY `9•�. C3 f� PROTECTION OF GLAZING (5UNROOM): ��� I > -N GLAZING PROTECTION SHALL COMPLY WITH � o Z o REQUIREMENTS OF THE EXCEPTION OF � ""'""`'"� U) z z U m SECTION P,301 .2. 1 .2 PROTECTION OF Z C o p-m OPENINGS AND TABLE R301 .2. 1 .2 a III„� ,r _N �'mm° 7a LU to — mow F77 r— ��yR9 d O G� N € G 5 a> 17-3” C AGR, 0 3 Woo _ z 0 U a � IT KITCH EN z r m U � FAMILY ROOM :C21:> �, I Dflg LL! H— � ° O O mu LLJ 2 �€gym° w==O W Lf)1CL = w>g==� r[pu'�O / O €pa G LO M �7 I L / -HUHN" O s€mos, w�m�°o �_��� N Q N° EXIST. (3) 2040 D.H. EXIST. ILL L "� �_° u�00 i< Rio 3068G n DOOR EXI5T. BAY WINDOW w °- " 0 0 .<<G�F NEyyY r PROP05ED 5UNROOM PROP05ED WOOD DECK bp G,A 12'-8 5/8" x 1 1 '-7 1/8" 1 31-6" x 7- 1 O" n w Vn 2 F� 082359 Q, A90FESS10NP�' SECTION H 105 LIGHT AND VENTILATION/EMERGENCY EGRESS m DRAWING TITLE H 105. 1 General. Exterior openings PARTIAL required for light and ventilation shall be FLOOR PLAN permitted to open Into a patio structure conforming to Section AH 101 , provided that the patio REV1510N5 structure shall be unenclosed If such openings are serving as emergency 3'-8 I I/16" 5'-3 I!4" 3'-8 I I/16" egress or rescue openings from 12'-8 5/8" 13'-6° sleeping rooms. Where such exterior openings serve as an exit from the dwelling unit, the patio structure, unless DRAWN BY: GWN unenclosed, shall be provided with exits REVIEWED BY: AS A PARTIAL FLOOK PLAN conforming to the provisions of Section SCALE: SEE PLAN SCALE- 1/4" = 1'-0" R3 10 of this code. DATE: I 1-15-18 AI A I of I A� nn,u,,,r Q O O � z CO A �,i zzUm 41 41 E B 41 B 41 R8 U-1 R4 R5 R4 rd , a � �o Lu cm Q5.75 3 O 12 41 41 41 41 C A D R2 R4 R4 0 G ao R6 O D �3.G ( C y TC9R C8 TCBL TC9L O - ,— �G�o a w �o = 1 R 4 TCBL TC8 C Q w C8 TC8 B 5'-0" R3 _ w Tc9L CS C8 FIXED SLIDER R2 SLIDER J �0 1 Z arm W - W�n�ffia TC9P. WINDOW WINDOW V� �a rl) ,,, CD - z o0 o O�to � g�N��� D A w Un �z,n W �— .>r�ovo r0 Cf) uj _ TC9R R TC9L R3 3 R2 3 m r 0I NU7 j N N O- C) w z ; �o TC9L TC9R Z z�� Lu J— O O god to uOzO Lu NH was 3'-8 3/4" 5'-3 3/16" 3'-8 3/4" C) n NZ OUT TO OUT OF SILL 11'-7 1/8" p[ s€o€=o p�p V� 0414, EM LEON mss, _ � wom000 � 1 4 =1-0 O NWN�i� N� RS Q��O f NIF A S SP �yO R8 Atilil C9 12 12 A Q5.75 5.75 r Q W R5 — — — — m �v W - - - - ytp. 6A 823cn 59 � = 00 ROFESSIONP`. 5'-0" 5'-0" C >bo \w5'-0 5'-0" VINYL w-CD �' = VINYL 5'_p" B DRAM NG TITLE. VINYL VINYL R7SLIDE2'-6" XE5 U N ROO M VINYL SLIDER SLIDER -R3 0o Li N w `� w SLIDER WINDOR WINDOW WINDOW -i O 1 o WINDOW SLIDER CD FIXED C -C - A C r7 w 00 mC-n CD D� � C DOOR WINDOW PLAN * ELEV. R3 R3 R3 R3 00 Q i� w � R7 R3 m A PEV15I0N5 R7 3'-8 3/4115-3 3/16"---I 3'-8 3/4" 11'-7 1/8" 12'-8 5/8" �1 IG TION „ELEVATION SRO TIAL EL ION ,< _,-0 DRAWN BY: AS ��'4�=� REVIEWED BY: AS SCALE: SEE PLAN DATE: 1 1-1 5-18 P I OF 8 ° ty Qp at w—_ LnCO > NO r J6. G)z 0 unlnuln, Z Z � EXTR'D ALUMINUM cli O FIXED SAVE(A-7125) N .� _r) C — N8 x 1/2"TEK SCREW (7-150)TWO AT EACH POST _ $AT@10"OC 90 `y NwJ HORIZONTALLY AT SAVE �i�, N Q)IL \ (TYP ALL ELEVATIONS) UNDERSIDE OF EAVE �b�hM a O ELEV. 92-3/8" M C EAVE R2 5CALE G'-P-o° _ Q O O Woaao a _m L1J _^ O (I) o�mo€ Lf) W V_ IILJ — i 2 8 v`o W —Z GLAZING TAPE (h W o o ¢ Q NK1009ACP Z Z 2 W Q O oN>>5. ¢ W ~ O m 0 w L� Z W1— - O Oo�om� L� O ¢ u L 0 U-i inH d�=u�$ O W SNAP IN MULL G w2 lD W Lf) V^^ O O N U) � O Q�Wv�f�oJ ELI o WINDOW HEAD w O InB R2 SCAE 6°=t'-O a � ouao� o z ak'a'1 E �=oosO � oO 1-- U20 LD LF) 12 Lu J J ¢ Z u o0ac `iv m J 0 § U � F) lD C) ❑ Ilya1"Jl"r c9 U N O = —H W �F 0 m OF NEW ¢ c� w m Lulu � ' �Q"�F'y,�s sp y0 o W <¢ Oj Qy� 0 o p xw 0o cD Q m W 13 235° ��C? r` ❑ AR�FEss10NP\• DRAWING TITLE A SILL CS U N ROO M R2 SCALE 6°=1'-0° DETAILS N8 x I/2"TEK SCREW CD (7.150)TWO AT EACH P05T b AT@ 10"OC HORIZONTALLY AT SILL (TYP ALL ELEVATION5) REVISIONS TOP OF BASE WALL ELEV. 20-3/4" } � II MINIMUM CONNECTIONS ARE SHOWN IN THE 5CFIEDULE ON PAGE 51. DRAWN BY: AS REVIEWED BY: AS SCALE: SEE PLAN A DATE: 11-15-18 FOR DETAILS /� NOT 5HOWN 5EE R3 R2 OF 8 �tY • }IGt``a� c � I Q ffl r Lo co INSIDE �Q , > w fl OUOFDE OF #8 x 1/2" TEK SCREW (H7*150) z o gA. pmpu'p: S y.O ROOM ROOM = @ 16' O.C. MAX. EACH SIDE W m o O p W Innpuqu: Z Z ('n kZ EXTR'D ALUMINUM c o O `�m z CLOSED SILL (A*7CS) ® m J w m m WEEP HOLE (BY INSTALLER) / " ALUM JAMB ADAPTOR 2x6 DECKING OR 3 4 PLYWOOD --- ------ -- --- -- -- FLOOR SHEATHING #10 SCREWS - - - - - - - TWO YIN FROM ENDS & FLASHING - - + --- - ---- ------ - - TWO EVERY 18" O.C. MIN. (BY INSTALLER) #8 x 1/2" TEK SCREW g�v MINIMUM CONNECTIONS ARE SHOWN (H7*150) SIX AT ;G € IN THE SCHEDULE ON PAGE S1. OLUMN O �_ C ° "'� ruum D EXTR'D ALUMINUM Z i r� m W STD. H-COLUMN '(A7*111) 0- cmr) z m m�a��a DOUBLE 2X6 JOIST ROOM PERIMETE 2 z U U - ffl G= .42 (MINIMUM) } 1 MINIMUM CONNECTIONS p ARE SHOWN IN THE (!� o� J z ,tooio° / SCHEDULE ON PAGE S1. Z z ;, W Q o HEM. 2X BLOCKING lu o OL 00FINI (BYSINSTALLER) G= .42 (MINIMUM) o= O Ln oa IF REQUIRED FOR LAGS. PLAN VIEW Lu 8to avv�� PLAN P05T oL F�wWW° UNIT WIDTH/LENGTH R3 NOT TO SCALEmm �o O ILL A tz 4�Mp 51LL TO DECK CONNECTION DETAIL 2 LAG BOLTS @ TOP 6" w = d�u 4 NOT TO SCALECOLUMN SPACE @ 3" O.C. VERTICALLY & @ 30" O.C. EXTR'D ALUMINUM VERTICALLY (COORDINATE OF NES CLOSED SILL (A*7CS) WITH SCHEDULE) MINIMUM CONNECTIONS ARE ��' S SP yO OUTSIDE FACE OSHOWN EXISTING STRUCTURE ONPAGE S1. SCHEDULE co�PP���� yRo #10 x 1/2" TEK SCREW (HN21 O (@ STRUCTURAL FRAMING) w EIGHT AT EACH CORNER n EXTR'D ALUMINUM 45 DE APPLY CAULKING 2 2 BETWEEN SILL & WALL EXTR'D ALUMINUM P CORNER POST (7*118) CLOSED SILL (A*7CS) 08 35 = (H7*150)'SIX AT EACH �ACED VERTICALLY AGAINST AR�FESSIONP�� COLUMN MINIMUM CONNECTIONS AR #8 x 1/2" TEK SCREW SHOWN IN THE SCHEDULE EXTR'D ALUMINUM (H7*150) U 16" O.C. DRAWING TITLE ON PAGE S1. STD. H-COLUMN (A7*111) EACH SIDE VERTICALLY SUNROOM 1 EXCEPT AT TOP 9" ALUM JAMB ADAPTOR PROVIDE 3 EACH SIDE DETAILS (SPACE O.C.) EXTR'D ALUMINUM WINDOW JAMB ADAPTOR REV1510N5 C 45 CORNER CONNECTION AT SILL D R3 NOT TO SCALE DRAWN BY: AS D GABLE ATTACHMENT AT HOU5EWALL WANINDOW REVIEWED BY: AS R3 NOT TO 5CALE SCALE: SEE PLAN DATE: I 1-1 5-18 R3 OF 8 • v,TY P dLLQ — In co @ U �— N )wy:erlu �-- Q a) C Z 0 lnq.nyLrt 3tM OZ Z N('q O�(y) ® 'J 0 3W�m Y� ;u:gnulp C LL CO • � N •L W�xx LL- 0 Lu — Q #10x 3/8°PAN HEAD SCREW (HN201 1)AT CIL OF EACH GLAZING $� N U F_XTR'D ALUMINUM / BAR TO SECURE WALL BAR d _ a 0 SAVE END CAP(A-35M) P.'D / EXTALUMINUM 1/16°GLAZING TAPE / EAVE TRIM(A'4ET) EXTWD ALUMINUM 10-24 x 3/8" G W a (HK 1009ACK) / MUNTIN CAP(A•4MX8) SCREW(HN201 1) 3 o s Ci EXTR'D ALUMINUM / WALL BAR(A'6WBB) GLAZING CORD KS / / (RKSNGL) V 1 �G 3 SETTING BLOC \`\ / I/16°THK GLAZING 5 € 0 (HK 1023) �'„t, / / TAPE(HK 1009ACK) AT I/4 POINTS O oo 0 #8 1TEK 0 C 13LOCK(H1023)� / \ K()K _—— 61€ `0io (H7'Ls0)o)@12”2°oc 0 IL /1 � woazw O _AX w RUBBER SETTING Z C r — �'� o _ WWI)ALUM ® BLOCK(HK 10238 �) �`, (h (\ m€ d N LADDER SUPPORTS EXTR'D ALUMINUM Z Ln € CNLADCLP / / / MUNTIN(A-4MT5) EXTR'D ALUMINUM w Q U— i j u o EXTR'D ALUMINUM / / MUNTIN(A-4MTB) Cn W} X'u F m o L°ANGLE(CN 1 104) / (()OCD J Z m N o u Fy (ONE ON EACH SIDE / 10-24 x 3/4°MACHINE Z Q o OF GLAZING BAR) / SCREW(HN2008) O m N W o v m o WITH THERMAL �n U_ BUSHING(CN4201) F- O L o z #10x I 1/4°TEK SCREW / O c mao #10x3/4° W� O o SCREWS(HN2008) (H'2026)AT C/L OF EACH / _ W Vv" 5 z a E o INTO BAR SCREW 5055 RAFTER BAR TO SECURE EAVE RUBBER MUNTIN o 5 c 3 G EXTR'D ALUMINUM(AW^ EXTR'D ALUMINUM COVER •4MI) Lo Nz O ' 0 O FIXED EAVE(A-7125) A•4GBA RAFTER V J 0ii EXTR'D ALUMINUM In Y w ci GLAZING BAR(A'4GBA) F u W w F.XTR'D UNIVERSAL 6€o X F o GUTTER(A-K5G) g10x I I/4°TEK SCREW �� CR055 MUNTIN DETAIL pO" �'omcco EXTR'D ALUMINUM (H'2026)(THREE PER CLIP) R4 SCALE 6`=I•-O' V o<e l o CROSS MUNTIN GLAZING BAR CONNECTION ONFW° 4°SNAP-ON GUTTER swE 6• PI•-O• O i 0 o FASCIA(A•4GFG) R4 F 3 w 5 p EXTR'D ALUMINUM O = z`m 6` 1/4°WEEP HOLE DRILLED TRANSOM HEAD(A-7TTH) - ON EACH SIDE OF GLAZING O h BAK(BY INSTALLER) a of NE�Y y EAVE DETAIL ,`Q- \S SPr O� R4 5CALE 6•e 1�-o• Qi R�G W-XTR'D ALUMINUM /- EXTWD ALUMINUM r BEAUTY CAP(A-4BC) BEAUTY CAP(A•413C) _ _ _ cc FOUR#10.1 1/4°SELF n I u GLAZING ALUMINUM GLAZING ALUMINUM DRILLING SCREWS PER CLIP CN 104 TWO m GLAZING CAP(A•4GC8) GLAZING CAP(A'4GC8) CLIP ANGLE(H-2026) PER HIP Ix �GLAZING CORD GLAZING CORD (p / Ui (RKSNGL) �(RKSNGL) 82359 !vim ROFESSI�NP� 7/8"INSULATED \\� 7/8°INSULATED GLP55 GLA55 #10.1 1/2'55 #10x 1 1/2'55 DRAWING TITLE. MACHINE SCREW(HN2004) MACHINE SCREW(1-1112004) W/THERMAL BUSHINGS/ W/THERMAL BUSHING r BULL NOSE HIP BAR W/ U N�OOM (CN4201)@± 10'O C MAX (CN4201)@± 10"O C MAX R4 5CALE 6'-I'-0° UNIVERSAL RUBBER DETAILS i NO GABLE END FLASHING (RK45689) EXTR'D ALUMINUM MINIMUM CONNECTIONS ARE GLAZING BAR(A'4GBA) I SHOWN IN THE SCHEDULE ON PAGE 51 3/4° REV1510N5 30 5/5"0 C 30 518"0 C —� EXTR'D ALUMINUM GLAZING BAR(A'4GBA) 1 5/8° 30 5/8"0 C —� �� GLAZING BAR DETAIL R4 SCA E 6•=1'-0• E GLAZING BAR DETAIL AT HOU5EWALL R4 5CALE 6'=I`°' DRAWN BY: A5 REVIEWED BY: A5 SCALE: SEE PLAN DATE: I 1-1 5-15 \4 OF 8 P�,qV cli l'- o r to III tpu,11 �ss' > O r ALUMINUM w N 0p z 0 CD RIDGE RIDGE CAP(A•4RC7) W ;nv�wgm [A Z ZO(nCUT END OF RIDGE CAP C O O Ln In FOLD(CUT I/2"OVERLAP FOR FLAP) O lu N Q�cn #8 x 1/2"TEK SCREW w c � u d nrtte:.In N n Lu 51LICONE SEALANT Cly' bi U (BY INSTALLER) �d� - _ Q O COMPRESSION RING COVER AT BULLN05E — — EXTR'D ALUMINUM END OF BEAM RIDGE(A'8FRG) G UI^) (6)TOTAL 4 X 14"SD 5CREW5 VC J, } G (HN2080)PER RIDGE CONNECTOR L 3 m g m 1/IG"THK GLAZING O TAPE(HK I009ACR) i / \ #10x3/8"SCREW(HN2011) AT CENTERLINE OF BEAM //^^ z W y 5 m 9 P w U L2s€� / \ O Z � EXTR'D ALUMINUM Z ZZQ 4) W Q p Y o N' GLAZING BAR(A'41-113A) OW fD u 2 J o €z mu °o °;_° Ln Lu LO O ° �� „aa RIDGE CONNECTOR (CN4205) V, L0 � V �o / O to : �E 'd B RIDGE DETAIL LL him 33°`5p. R5 SCALE=6°=I'-O° u N F g w o l u K W N d of NEW Y EXTR'D ALUMINUM �G�,S.Sp'✓R OGLAZING BAR(A'4HBA) ONOTE 4GBA SHOWN JA � n I I W 114"x I I/4”SELF TREADING ZN \ SCREW(H'2080) 82359 (THREE PER TRU55 CLIP) A90FESSIONA� EXTR'D ALUMINUM TRU55 CLIP 5 13/1 G ON 12 PITCH(CN4205) DRAWING TITLE 5UNROOM D ETA I L5 REV15ION5 TRU55 BAR CONNECTION R5 SCALE=s•_'•_o• EXTR'D ALUMINUM TRU55 BAR(A'4AH) DRAWN BY: A5 1/4"x I"C5K5ELFTHREADING REVIEWED BY: A5 SCREW(H'2081) (THREE PER TRU55 CLIP) SCALE: SEE PLAN DATE: II-15-IS K5 of 6 ' P�ygY Q@ ani to Co p•ulorpl U >— N r aoC z � ) 000 la nxlsutias u Z Zt�D m C)Lf) J(noz ^ ® 3 Lu �'� pwp+sslu C iu— LlJ ....lD N Lu EXTR'D ALUMINUM 10 GLAZING BAR(A'4GBA) G w N 1/2"x 2 3/4"5 5 THRU BOLT(HOW 1043 1) C F G W WITH TWO 5 5 WA5HER5(HDW 10530) k Q o'o p ONE 1/2"HEX NUT(HOW 10776) O 3 °mid°o (FOUR PER COMPRESSION RING) O w a °0 TRAN5FER DRILL THRU GLAZING BAR FOR BOLT o _�t wJ zGwoG co W w z€mow —ch z AIR O> F p UaC30� --u&L w z `n W v— �vowo A Cn O lO J ui z �Npz_wJ Q ---.w p-f OZ� � W � �Ow�wO �ID U LJ U U W O O o Op L W ICI SOU' O A SECTION A-Ao 0 o � pLo °G A LL! � 0 `0 kyr LL FPHx-0 -ub p; -N UONwpp� _ ® pgn,QE �Np 1/4"X 1 1/4"5ELF THREADING � ."O°� SCREW(HN2080) F w (REMOVE BEFORE �Q w DRILLING FOR 1/2"BOLT) v F a w m pF NEW Y s C�2sp yRo O,Q r (x C7 I I W O 8235 v� esslo DRAWING TITLE SUNROOM D ETA I LS 114"x I"C5K 5ELF THREADING SCREW(H•2081) REV15ION5 (TWO PER GLAZING BAR) COMPRE5510N RING(C-427313) �A'� COMPRESSION RING DETAIL R6 SCALE 6°= I'_O° EXTR'D ALUMINUM GLAZING BAR(A-4GBA) DRAWN BY: AS REVIEWED BY: AS SCALE: SEE PLAN DATE: 1 1-1 5-18 R6 of 8 rl- 4q`Gt� I`G3 —Un OD pm;nupr tl >— c\1 O m •� �ZO�p tU ZZ Cn C 00'x°' a �LL_ � .� C NLu xx gd SILICONE SEALANT O°&Off Q (L U TRIM OFF FLANGES 13. WHEN GLASS TRANSOM IS REQUIRED ,^ 2-;03-G (1 _ c� SNAP IN MULLS G € Q 0-00.F0 TOP OF SLIDING DOOR ELEV 79-1/2" ALUM SLIDING DR HEAD ADAPTOR Lu Eol O O O CADO} Z pj Mw B SLIDER DOOR HEAD U) p— W z d�ouco w Z u; LU scntF s•a,-0• Z Z Q v o R7 EXTR'D ALUMINUM 45 DEG. CORNER POST (7*118) O m lU a .2.00 00 0 o � o"�01 Lu =O W in t So�"o A " o p n �mus�� Ln VJ OLO z5.V$v LIL 5�`o�om 6omoo� ALUM SLIDING DR ALUM SLIDING DR � Lm"g��� E JAMB ADAPTOR JAMB ADAPTOR O 0 6p I u U 0FO w w g���5d 10 IIII�I�I U � OO {� oo "��OF NEW y s Sp yRo O A SLIDER DOOR SILL R7 scn�c•-r•.a a Z = 0 O O EXTR'D ALUMINUM �,OR 82359 LITE H-COLUMN(A7'I 1 1) EMBEDD DOOR � O� �o o� �FESSIo IN SILICONE SEALANT O � 1/16"_ 1/16" /'6,� O 59-3/8" DOOR WIDTH DRAWING TRLe O C PLAN DOOR JAMB S U N p p OO M R7 SCALE 6° `O" D ETA I LS OUT OF SILL BEYOND REVISIONS ALUM FLASHING BY INSTALLER DRAWN BY: AS REVIEWED BY: A5 SCALE: SEE PLAN DATE: I 1-1 5-1,5 K7 OF 8 QP aa) w— ACCO �id3nu�u 2 >— N r-, W aupugna [A z Z CD C c)0 Lc)_ L J p ai �Lu t N W CxxO G W -- Lu vJ 0 V V) D 0 Q 0'36=0 et plo- ALUMINUM O �a �a 01 FINIAL (C*4230) m Wv��F-- (ALIGN WITH CENTER OF z — m U r` GLAZING BAR) (f) :z LO W 6 m ?g-28 W (n l m w z dma€m10 EXTR'D ALUMINU °G^m W Q 1°91. 8 CRESTING (C*4229) O o p ,p .0 Lu QW ~ O y O W U) 9NQ a EXTR'D ALUMINUM o Hlo RIDGE COVER (A*4RC) p[ p:' O pON 60m00 ® VMH cmc LAY DOWN A BEAD OF o"uo CAULKING DOWN THE CENTER OF THE RIDGE \� CAP FOR ITS ENTIRE LENGTH TO SECURE of: NE CRESTING & FINIAL All, �y,�s sp y0 co Q�' O r W ZN 082359 !4 v �FESs10NP i DRAWING TITLE S U N RO O M DETAILS REV15ION5 #10 x 1 1/4" TEK SCREW (H*2026) (ONE PER FINIAL TO SECURE TO RIDGE COVER) 'G:) FINIAL CRESTING R8 SCALE 11T5 DRAWN BY: AS REVIEWED BY: AS SCALE: SEE PLAN DATE: 1 1-15-18 RV OF 8 o p1w■mot"c Project Job Ref. KOKE RESIDENCE Sbp "y4 3 § Section Sheet no/rev. ,q,S.ES 450 MAILER COURT 1 of 36 A.O.E.g—mvF ..O.Pc 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Caic.by Date ChWd by Date App'd by Date AS 7/12/2018 ENGINEERING CALCULATIONS FOUR SEASONS SERIES 230 SUN & STARS STANDARD 45 DEGREE VICTORIAN CONSERVATORY 11 '-7.125" PROJECTION BY 12'-5.625" FRONT WALL WITH 4GBA RAFTERS @ 30" O.C. TYP W/ TRUSS BAR a014" ABOVE TOP OF EAVE FOR THE KOKE RESIDENCE LOCATED AT: 450 MAILER COURT SOUTHOLD, NEW YORK 11971 DATE: November 20, 201 8 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR 25 psf EQUIVALENT UNIFORM ROOF LOAD Vult = 136 mph EXPOSURE B WIND LOAD AS PER THE 2015 NEW YORK STATE BUILDING CODE AND NEW YORK DEPARTMENT OF STATE 2017 UNIFORM CODE SUPPLEMENT Of NEyy- QN� r w n 2 m O 8235, ��C? v L � ��p1ow ettrt"a, Project Job Ref. KOKE RESIDENCE Section Sheet no./rev. ASES 450 MAILER COURT 1 of 36 AB.Eig.n V Sw RC 112 Wilson Drive,Por(Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Calc.by Date IChk'dby Date App'd by Date AS 7/12/2018 ENGINEERING CALCULATIONS FOUR SEASONS SERIES 230 SUN & STARS STANDARD 45 DEGREE VICTORIAN CONSERVATORY 11'-7.125" PROJECTION BY 12'-5.625" FRONT WALL WITH 4GBA RAFTERS @ 30" O.C. TYP w/ TRUSS BAR @ 14" ABOVE TOP OF EAVE FOR THE KOKE RESIDENCE LOCATED AT: 450 MAILER COURT SOUTHOLD, NEW YORK 11971 DATE: November 20, 2018 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR 25 psf EQUIVALENT UNIFORM ROOF LOAD Vult = 136 mph EXPOSURE S WIND LOAD AS PER THE 2015 NEW YORK STATE BUILDING CODE AND NEW YORK DEPARTMENT OF STATE 2017 UNIFORM CODE SUPPLEMENT of NEWy, S 8P v 2 N�oA 0`23 R°SES %0 L � Project Job Ref. KOKE RESIDENCE Section Sheet no/rev. ASES 450 MAILER COURT 1 of 36 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD, NEW YORK 11971 (cell)631-560-0259 Calc by Date Chk'd by` Date App'd by Date AS 7/12/2018 ENGINEERING CALCULATIONS FOUR SEASONS SERIES 230 SUN & STARS STANDARD 45 DEGREE VICTORIAN CONSERVATORY 11'-7.125" PROJECTION BY 12'-5.625" FRONT WALL WITH 4GBA RAFTERS @ 30" O.C. TYP w/ TRUSS BAR @ 14" ABOVE TOP OF EAVE FOR THE KOKE RESIDENCE LOCATED AT: 450 MAILER COURT SOUTHOLD, NEW YORK 11971 DATE: November 20, 2018 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR 25 psf EQUIVALENT UNIFORM ROOF LOAD Vult = 136 mph EXPOSURE B WIND LOAD AS PER THE 2015 NEW YORK STATE BUILDING CODE AND NEW YORK DEPARTMENT OF STATE 2017 UNIFORM CODE SUPPLEMENT a ,r, �, I IL .2 — , z N., � Lu ?7 4 48235° :•oROFE3S10�P�. ` Q � a4,o"mE¢ra Project Job Ref KOKE RESIDENCE Section Sheet no./rev s ASES 450 MAILER COURT 2 of 36 a.s.e��rn�s .rtc 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD, NEW YORK 11971 (cell)631-560-0259 Calc by Date I Chk'd by Date App'd by Date AS 7/12/2018 Table of Contents DETERMINEBASE SHEARS BASED ON WIND LOADS....................................................................................................................3 WINDSHEAR.............. .....................................................................................................................................................................4 COMPONENTSAND CONNECTIONS..................................... ...................................................................................................... ...7 GLAZINGBAR............. ........................................................ ............................................................................................................8 JACKBARS..................... .................................................... .................................. ......................................................................11 BULLNOSECOLUMNS................................................................................ ... ........................................................... .................20 FRONTWALL COLUMNS...............................................................................................................................................................22 LITEH OKAY........... .................................................................................................................................................... ..................23 EAVE............................... ................................................. ......................................................................................... .. ...............24 SECTIONPROPERTIES....................................................................................................................................................................25 CONNECTIONDESIGN......................................................................................................................................................................26 s � Project Job Ref. 3 9�" KOKE RESIDENCE s ? ` Section Sheet noJrev ASES 450 MAILER COURT 3 of 36 A.B,E7g7�,ecnpP Smnas,P.Q 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Calc by Date Chk'd by Date App'd by Date AS 7/12/2018 DETERMINE BASE SHEARS BASED ON WIND LOADS I I ,P�+ow muco A Project Job Ref. o % M KOKE RESIDENCE j Section Sheet no/rev. �►�IES 450 MAILER COURT 4 of 36 A.6_Ermiriaa,n0s--ipc 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Calc.by Date ChWd by Date App'd by Date AS 7/12/2018 WIND SHEAR FIRST CALCULATE WIND PRESSURES AND THEN BASE SHEARS AND LATERAL FORCE DISTRIBUTION ASCE 7-10' seterda dataset to viewcontours f ` 'East Marron j Kdnlokosle SYfncry',+ ' - f MRI 10-Year____-.--_.—__--_—'_—_-_...-___—__ —_._. 80 mph MR125-Year'___..____—___--___ —_.—_—_._.__ _—_—. 90 mph MRI 60-Year______. ..___. _ 100 mph p Grednport . - Greenport DednO Harbor 'MRI 1D0-Year------- 110 mph dad -West Shelter Island f 1 _ ' I'Risk Category,) 125 mph i ®- �� - h`Heights FZ ;pari fl, Coin ,Risk Categoryll __ -_ - _______.T_________A 136 mph j Spx✓ j Pointe 1'25ri I' - Shelterlsland sheitefdsia4 1 '--rte Risk Category III-IY A 146 mph (M- &1,rTPTM " aRR,;Yf)Ly0ZE (* - 1 Pnxfar Vineyards E�'=�f.�S!-nLtr'�b/3T3iutu'i31f�t�i CpaL`*Ji,�GC�C[� .. O V, t ,ASCE 7-05 Selectadatascttdo wcontours cutchopue Y �' r `�jnd-may 'North}loVen ASCE 7=06 Wind speed _.__.______._.._______.__A 122 mph ,2P` ' - Sag_1 Idtuckr - New iuff61k stere [RB]WINDBORNE DEBRIS REGION.Areas within hurricane-prone regions located In accordance with one of the following: 1.Within 1 mile(1.61 km)of the coastal mean high water line where the ultimate design wind speed,Vult, is 130 mph(58 m/s)or greater. 2. In areas where the ultimate design wind speed,Vult, is 140 mph(63.6 m/s)or greater;or Hawaii. WINDBORNE DEBRIS REGION i ,i"09 M-trp o Protect Jab Ref KOKE RESIDENCE a E4 Section Sheet no/rev. ASE450 MAILER COURT 5 of 36 a.8_Eig74a:cmmp SFVI,:,.PC 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Calc.by Date Chk'd by Date App'd by Date AS 7/12/2018 Wind Pressure Calculations (Main Wind Force Resisting System) Design Wind Pressure p=gGCp-gl(GCpI) Where, q= 0.00256 KZ Kn Kd V2 1 Velcity Pressure Exposure for Where, KZ= Coefficient= F0.8-51 Exposure [113 0.7 FOR EXP B 0.85 FOR EXP Kit= Topographical Factor= 1.0 1 C Kd= Directionality factor= 1 0.85 I Vult= Wind Speed= 1 136 0 mph I = Importance factor= 1.0 Therefore,q 34.21 psf Design wind pressure,p= gGCp-gl(GCpI) Where, q= 34.21 psf G= Gust Factor=0.85 + 0.55 FOR PARTIALLY EXPOSED GCpi= 18 for STRUCTURE Windward 0.18 FOR ENCLOSED Cp= 0.8 Wall STRUCTURE Leeward 0.5 Wall 07 Side Wall 0.9 Roof Therefore,p Windward = 29.42 psf for Wall Leeward 20.70 psf for Wall 26.51 psf for Side Wall 32.33 psf for Roof Pressures based on Vasd - multiply by 0.6 Windward 17.65 psf for Wall Leeward 12.42 psf for Wall 15.91 psf for Side Wall 19.40 psf for Roof I > 4"..MEEra n Project Job Ref. �o/'-_—,�Qac KOKE RESIDENCE 9 � � Section Sheet no./rev. ASES 450 MAILER COURT 6 of 36 AB_Enpacriin�ScME�,P.0 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Calc by Date Chk'd by Date App'd by Date AS 7/12/2018 ROOMINPUT _ PROJECTION 11.67! FT EAVE HEIGTH F 7.67 FT RIDGE HEIGHT 19.25 FT FRONT WALL LENGTH12.671 FT WIND PRESSURES 17.65 psf for Windward Wall 12.42 psf for Leeward Wall Side 15.91 psf for Wall 19.40 psf for Roof WIND BASE SHEAR CALCULATIONS X-Direction Surface Area= 110.3982 sq ft for peaked wall Y-Direction Survace Area= 97.1789 sq ft for side wall Therefore, X-Direction Wind'Shear,Vwx= 3320 lbs Y-Direction Wind Shear,VwY= 1715 lbs LATERAL FORCE RESISTING SYSTEM LOAD Vx= 3320 1/2 TO FOUNDATION = 1660 1660 1/2 TO HOUSE&1/2 TO FRONT WALL= 830 830 DIVIDED BY LENGTH OF FRONT WALL= 66 PLF Vx= 1715 1/2 TO FOUNDATION = 858 858 1/2 TO EACH SIDE WALL 429 429 DIVIDED BY LENGTH OF GABLE WALL= 37 PLF A a�opps`a 4qe' Project Job Ref. KOKE RESIDENCE Section Sheet no/rev y U AS_.ES. 450 MAILER COURT 7 of 36 ABEnFi°�"�ScrmccaP.C. 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD, NEW YORK 11971 (cell)631-560-0259 Calc by Date I Chk'd by I Date App'd by Date AS 7/12/2018 COMPONENTS AND CONNECTIONS COMPONENTS TO BE SIZED INCLUDE: GLAZING BARS JACK/HIP 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 .ION ME% Project Job Ref KOKE RESIDENCE Section Sheet no./rev. ASES 450 MAILER COURT 8 of 36 as_srgamn,g scrv�c�,nc, 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Calc byDate IChk'dby Date App'd by Date AS 7/12/2018 GLAZING BAR REQUIRED BEAM SECTIONAL PROPERTIES-GRAVITY LOADS (FOR WALL DESIGNS) LENGTH: 6.33 ft 76.02 in <<(Eave Height) <<(Average <<(Average O.C.: 2.500 it 30.00 in distance Distance DEFL.LIMIT L/ 120 = 0.634 in to each support) Between For ridge-WIDTH/2 Two Windows) DEAD LOAD: 5 psf (Zero) LIVE LOAD: 25 psf <<(Wind Pressure) TOT.w= 75 plf END REACTIONS= 237.5625 Ibs ft- Moment= 376 Ib 4514.875 in-Ib STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES Ob: 24000 psi ab: 19000 psi ab: 1600 psi E: 29000000 psi E: 10100000 psi E: 1600000 psi av: 110 psi SX>= 0.188 in3 SX>= 0.24 in3 SX>= 2.8 in3 Ix>= 0.148 in° IX>= 0.425 in4 IX>= 2.7 in4 Ax>= 3.2 int C= 1.787599 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 1.12 DEPTH= 1.62 in minimum ti OF ww MEL)a Project Job Ref. KOKE RESIDENCE Section Sheet no./rev. 'SES 450 MAILER COURT 9 of 36 A.&Eigino�np Say®,P.0 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD, NEW YORK 11971 (cell)631-560-0259 Calc.by Date ChWd by Date App'd by Date AS 7/12/2018 REQUIRED BEAM SECTIONAL PROPERTIES-WIND LOADS (FOR WALL DESIGNS) LENGTH: E6,335 ft 76.02 in <<(Eave Height) << (Average <<(Average O.C.: ft 30.00 in distance Distance DEFL.LIMIT L/ = 0.634 in to each support) Between For ridge-WIDTH/2 Two Windows) DEAD LOAD: - 0 psf (Zero) LIVE LOAD: 16.40 psf <<(Wind Pressure) TOT.w= 40.99296 plf END REACTIONS= 129.8452 Ibs ft- Moment= 206 Ib 2467.708 in-Ib STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES Ob: 24000 i psi ab: 19000 psi ab: 1600; psi E: 29000000 psi E: 10100000 psi E: 1600000 psi av: 110 psi SX>= 0.103 1n3 SX>= 0.13 in3 Sx>= 1.5 in3 Ix>= 0.081 in° IX>= 0.232 in4 IX>= 1.5 Ino Ax>= 1.8 int C= 1.787599 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 0.92 DEPTH= 1.33 in minimum GLAZING BAR DESIGN CONTROLLED BY GRAVITY LOADS AND 4GBA ADEQUATE BUT MUST CHECK ADDITIONAL STRESS DUE TO TRUSS BAR PLACEMENT op,oa ,'-0e Project Job Ref. f KOKE RESIDENCE Section Sheet no./rev. ASES 450 MAILER COURT 10 of 36 A.S.E'g�vy S—i—PC. 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Calc by Date Chk'd by Date App'd by Date AS 7/12/2018 NOW CHECK BAR FOR STRESSES DUE TO TRUSS BAR BEING PLACED ABOVE EAVE LEVEL Free body diagram is as follows: Fw�-] F -]_ Fh H measured from to of eave to to of ( P P Glazing Bar ridge) Truss Bar L(measured as'/ room width) FFv ypo�TME�ra o Project Job Ref. KOKE RESIDENCE Section Sheet no./rev. A$ES 450 MAILER COURT 11 of 36 A$.Egptxatrtg Scrvicc3,P.C. ' 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Calc.by Date I Chk'd by Date App'd by Date AS 7/12/2018 From free body diagram above,determine force in truss bar which is equal to Fh H=3.75 L=6.5 Bar Spacing;S=2.5 Roof Load; Ril=30 W=SxLx Rn=487.500 Fv=W Sum Moments about Eave Fh=(W x .5xL)/H=422.500 Therefore force in truss bar,Ft,is double Fh since have free body diagram mirrored on other side Ft=2 x Fh=845.000 Axial Force in Glazing Bar and therefore Reaction at Glazing Bar to Eave and Glazing Bar to Compression Ring Connection; A=�(Fh2+Fv2)=645.107 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 FT] FF] as".N M[Era° Protect Job Ref. KOKE RESIDENCE Section Sheet noJrev 450 MAILER COURT 12 of 36 A.8_En�*iwnn�Srn�v,P.C, 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD, NEW YORK 11971 (cell)631-560-0259 Calc.by Date Chk'd by Date App'd by Date AS 7/12/2018 rise=5.75 run= 12 y=rise/run=0.479 Roof slope;x=atan(y)=25.602° F= Fv x SIN(x)=210.659 Length of cantilever;LE=q((20/tan(x))2+202)=46.283 Therefore moment in bar; M=(F x LE)= 9750.000 Section Modulus 4GBA bar;S4=0.60 Bending Stress;fb= M/S4=16250.000 Fbau=19000 Now check to see if Allowable Stress is OK; If(Fbau > fb ,"OK","NG")_"OK" Max deflection for cantilever;DELTA=LE/60=0.771 Check deflection; Ireq=(FxLE3)/(3x10000000xDELTA)=0.903 lact=0.78 Now check to see if OK; If(lact> Ireq,"OK", "NG")_"NG" Axial Force;A=645.107 From Back up Calc's p. 10 allowable tension in bar;Tau =19000 x 0.448=8512.000 Now check to see if Allowable Tension is OK; If(Tan > A ,"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" But break out into components ".N f n Project Job Ref / KOKE RESIDENCE Section Sheet no/rev. 2 ASES 450 MAILER COURT 13 of 36 A S.Ergkimx p Smlcss PC. 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Calc-by Date Chk'd by Date App'd by Date AS 7/12/2018 Tension on Connection;Tt=A x SIN(x)=278.764 Shear on Connection;Ts=A x cos(x)=581.767 Allowable Tension ok per back up talcs Protect Job Ref KOKE RESIDENCE Section Sheet no/rev. ASEB 450 MAILER COURT 14 of 36 A.S.EnpaucrnV Sc—kc.PC 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Calc by Date Chk'd by Date App'd by Date AS 7/12/2018 JACK BARS x = 6.5 FT Y = 2.5 FT DEAD+LIVE, PSF = 30 PSF W= 75 LBS/FT L= 6.96 1 FT DEFLECTION = L/ 120 0.696419414 inches E= 101000001 PSI W= 261 LBS ((REQUIRED) = 0.282581568 in^4 Sx,aluminum (required)= 0.1866765 in^3 Sx,wood (required)= 1.40007375 in^3 Sx,STEEL(required)= 0.121745543 Reactions L 87.05242673 lbs R 174.1048535 lbs x w Y L r r M-k"`o9ec Project Job Ref. KOKE RESIDENCE Section Sheet no./rev. ASES 450 MAILER COURT 15 of 36 g Scrvxc,P.C. 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Calc.by Date Chk'd by Date App'd by Date AS 7/12/2018 Design Same for Jack/Hip Bars This is triangular load—towards high end Length of Bar;HL=6.96 Whip=261 Sum Moments about Eave Fh2=(Whip x.333 x HL)/H=161.311 F„2=Whip/3=87.000 Axial Force in Glazing Bar and therefore Reaction at Glazing Bar to Eave and Glazing Bar to Compression Ring Connection; A2=AFh22+Fv22)=183.276 Allowable Axial Force in Bar;Can =2011 x 2.648=5325.128 Now check to see if Allowable Force is OK;If(Cali>A2,"OK","NG")_"OK" Now check connection capacity: Allowable Hip to Comp Ring Connection from Back Up Calculations; HCall=982 Now check to see if Allowable Force is OK;If(HCall>A2,"OK","NG")_"OK" Allowable Hip to Eave Connection from back up calc's;HEall=1082 Now check to see if Allowable Force is OK;If(HEall>A2,"OK","NG")_"OK" aP,m®n cepa Project Job Ref. KOKE RESIDENCE Section Sheet no./rev. 450 MAILER COURT 16 of 36 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD, NEW YORK 11971 (cell)631-560-0259 Calc by Date ChWd by Date App'd by Date AS 7/12/2018 Now check Tension in Eave to Eave connection due to thrust from bars Tension in eave;T=(1.5 x Fh2)/cos(45)=342.191 This is resisted by shear in screws of 1/8"plate From back—up calc's,allowable connection capacity shear;Tall=2164 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; Htot1 =2 x Fh2 x cos(22.5)=298.063 Htot2=2 x Fh2 x cos(45)=228.128 Htot3=2 x Fh2 x cos(67.5)=123.462 Htot4=1 x Fh2 x cos(0)=161.311 HTOT=Htot1+Htot2+Htot3+Htot4=810.963 Length of glass times 2 since distributed to each side;Lg= 10 Shear force;Vs=HTOT/Lg=81.096 ai.N mt'�e Project Job Ref. ^It KOKE RESIDENCE Section Sheet no/rev ASES 450 MAILER COURT 17 of 36 A&EnU-ncmv Sm ki.,P,c, 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Calc.by Date ChWd by Date App'd by Date AS 7/12/2018 NOW CHECK BAR AT COMPRESSION RIGHT FOR STRESSES DUE TO TRUSS BAR BEING PLACED ABOVE EAVE LEVEL Free body diagram is as follows: F W h H(measured from top of eave to top of Glazing Bar ridge) Truss Bar L(measured as 1/2 room width) Fv o�p o�ate`.,,gtcf Protect Job Ref. KOKE RESIDENCE Section Sheet no./rev ASES 450 MAILER COURT 18 of 36 "E.97c .V S-.p.PC. 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD, NEW YORK 11971 (cell)631-560-0259 Calc by Date Chk'd by Date App'd by Date AS 7/12/2018 From free body diagram above,determine force in truss bar which is equal to Fh Reaction at top of jack bar;Jtop=87 Reaction at top of glazing bar;Gr=238 We=7 x Jtop+0.5xGr x 2=847.000 Fvc=W c Sum Moments about Eave Fhc=(We x.5 x L)/H=734.067 Therefore force in truss bar, Ft,is double Fh since have free body diagram mirrored on other side Ftp=Fhc=734.067 Axial Force in Glazing Bar and therefore Reaction at Glazing Bar to Eave and Glazing Bar to Compression Ring Connection; Ac=q(Fhc2+Fvc2)=1120.831 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 F71 F-1 rise=5.75 run= 12 y=rise/run=0.479 aP„o� Lam_q Project Job Ref. KOKE RESIDENCE 3 i 1 Section Sheet no./rev. ASES 450 MAILER COURT 19 of 36 A.6_Eng"apoina Sc"rvk�RC, 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Calc.by Date Chk'd by Date App'd by Date AS 7/12/2018 Roof slope;x=atan(y)=25.602° Fc= Fvc x SIN(x)=366.006 Length of cantilever;LEc=4((14/tan(x))2+142)=32.398 Therefore moment in bar;Mc=(Fc x LEc)= 11858.000 Section Modulus 4GBA bar;S4b=0.60 Bending Stress;fbc= Mc/S4b=19763.333 Fball=19000 Now check to see if Allowable Stress is OK; If(Fbail > fbc ,"OK","NG")_"NG" LESS THAN 5%OK Max deflection for cantilever;DELTA=LE/60=0.771 Check deflection; Iregc=(FcxLEc3)/(3x10000000xDELTA)=0.538 lact=0.78 Now check to see if OK; If(lact> Iregc,"OK","NG")_"OK" Axial Force ;Ac=1120.831 From Back up Calc's p. 10 allowable tension in bar;Tall =19000 x 0.448=8512.000 Now check to see if Allowable Tension is OK; If(Tari > Ac ,"OK","NG")_"OK" From Back up Calds allowable force at BACK-TO-BACK COMP RING; Fr=4389 Now check to see if Allowable force is OK;If(Fr > Ac ,"OK","NG")_"OK" Now check truss bar bracket capacity; Ftruss=1473 Now check to see if Allowable force is OK;If(Ftruss > Ac ,"OK","NG")_"OK" So now break up into vectors to check more accurately Tension on Connection;Tt=Ac x SIN(x)=484.334 Shear on Connection;Ts=Ac x cos(x)=1010.784 Therefore standard connection okay as is , ,pt�ME=ra q Protect Job Ref. KOKE RESIDENCE 3 A, , 1 i Section Sheet no/rev E ASS 450 MAILER COURT 20 of 36 1l8_Engkwarng Sctvi�,RC. 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Calc.by Date Chk'd by Date App'd by Date AS 7/12/2018 BEARING WALL COLUMNS REQUIRED BEAM SECTIONAL PROPERTIES-BEARING WALL COLUMN (FOR WALL DESIGNS) LENGTH: 7.670 ft 92.04 in <<(Eave Height) <<(Average <<(Average O.C.: 5.000 ft 60.00 in distance Distance DEFL.LIMIT L/ 120 = 0.767 in to each support) Between For ridge-WIDTH/2 Two Windows) DEAD LOAD: 0 psf (Zero) LIVE LOAD: 17.65 psf <<(Wind Pressure) TOT.w= 88.26232 plf END REACTIONS= 338.486 Ibs Moment= 649 ft-Ib 7788.563 in-Ib STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES Ob: 24000, psi at,: 19D00 psi ab: 1600psi E: 29000000 psi E: 10100000 psi E: 1600000 psi av: 110psi SX>= 0.325 1n3 Sx>= 0.41 Ina Sx>= 4.9 in3 IX>= 0.309 in4 IX>= 0.887 In° IX>= 5.6 Ino Ax>= 4.6 Int C= 2.164307 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 1.44 DEPTH= 2.08 In minimum Combined Ratio Check: Project Job Ref. KOKE RESIDENCE Section Sheet noJrev. AS.ES 450 MAILER COURT 21 of 36 A.6.En}rrt�:enn8 scvm.P.c. 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Calc.by DateChk'd by Date App'd by Date AS 7/12/2018 Member Force/stresses Member Properties Axial Force= 950.25 lbs Unsupported Length,Lx= 7.670_ ft Max Bending Moment Mz= - 1649 lbs-ft Unsupported Length,Ly= 1 ft Max Bending Moment My= 0 lbs-ft Cross Section Area= 1.25 sq in Section Modulus,Sx Allowable Axial Stress Fa= 3500 psi = 0.71 cu in - Section Modulus,Sy Allowable Bending Stress, Fbx= 19000 psi = 0.6- cu in Allowale Bending Stress,Fby = 19000 psi Radius of Gyrabon,rx= 0.98 in Young's Modulus E= 10100000 psi Radius of Gyration,ry= 1 in K= 1.00 Cmx,Cm = 0.85 fa= 950.25 / 1.25 = 760.20 psi fbx= 7788.563 / 0.71 = 10969.81 psi fby= 0 / 0.6 = 0.00 psi Fex=(7t)^2*E/(nu*(KLx/rx)^2) 5795.43 psi Fey=(7c)"2*E/(nu*(KLy/ry)^2) 354996.45 psi Is fa/Fa<0.15? NO fa/Fa= 760.2 / 3500 = 0.217 > 0.15 Equations to be checked: 1.fa/Fa+fbx/Fbx+fby/Fby<=1 0.217 + 0.577358 + 0.000 0.795 <= 1 (GOOD) 2 fa/Fa+Cmx fbx/(Fbx*(1-fa/Fex))+Cmy fby/(Fby*(1-fa/Fey)) <=1 0.217 + 0.564847 + 0 0.782 <= 1 (GOOD) t e Project Job Ref. 9 KOKE RESIDENCE ` '4 Section Sheet no./rev 5 450 MAILER COURT 22 of 36 45.Eftew�S--,� .PC, 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Calc.by Date Chk'd by Date App'd by Date As 7/12/2018 BULLNOSE COLUMNS REQUIRED BEAM SECTIONAL PROPERTIES-BEARING WALL COLUMN (FOR WALL _ DESIGNS) LENGTH: 7.6761 ft 92.04 in <<(Eave Height) <<(Average <<(Average O.C.: 5.000 f ft 60.00 in distance Distance DEFL.LIMIT L/ 120 j = 0.767 in to each support) Between For ridge-WIDTH/2 Two Windows) —� << DEAD LOAD: 0 psf (Zero) LIVE LOAD: 17:65 ; psf <<(Wind Pressure) TOT.w= 88.26232 plf END REACTIONS= 338.486 Ibs Moment= 649 ft-Ib 7788.563 in-Ib STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES Ob: 24000 psi ab: 19000 i psi Ob: 1600 psi E: 1290000001, psi E: __10100000 psi E: 1600000 psi crv: 110 psi SX>= 0.325 in Sx>= 0.41 in SX>= 4.9 in IX>= 0.309 in IX>= 0.887 in IX>= 5.6 in Ax>= 4.6 int C= 2.164307 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 1.44 DEPTH= 2.08 in minimum Combined Ratio Check: a'/Moro Project Job Ref. QaKOKE RESIDENCE s L Section Sheet noJrev. AS_,ES 450 MAILER COURT 23 of 36 A.6;ECKjmecrmg Sr",vxc.P.0 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Calc by Date ChWd by Date App'd by Date AS' 7/12/2018 Member Force/stresses Member Properties Axial Force= 348.2097 lbs Unsupported Length,Lx= - 7.670 ft Max BendingMoment Mz= _649 lbs-ft Unsupported Length,L = - <, 1 ft Max Bending Moment,My= .0 lbs-ft Cross Section Area= 9.25 sq in Section Modulus,Sx Allowable Axial Stress Fa= 3500 psi = 0.71 cu in Section Modulus, Sy Allowable Bending Stress Fbx= 19000 psi = - 0.6 cu in Allowale Bending Stress,Fby _ .19000 psi Radius of Gyration,rx= 0.98 in Young's Modulus E_ "90100000 psi Radius of Gyration,ry= 1 in K= _ 1.00 Cmx,Cm = 0.85 fa= 348.2097 / 1.25 = 278.57 psi fbx= 7788.563 / 0.71 = 10969.81 psi fby= 0 / 0.6 = 0.00 psi Fex=(n)^2*E/(nu*(KLx/rx)^2) 5795.43 psi Fey=(n)^2*E/(nu*(KLy/ry)^2) 354996.45 psi Is fa/Fa<0.15? YES fa/Fa= 278.5678 / 3500 = 0.080 <= 0.15 Equations to be checked: 1.fa/Fa+fbx/Fbx+fby/Fby<=1 0.080 + 0.577358 + 0.000 0.657 <= 1 (GOOD) LITE H OKAY r t ,11.%met'. 4 f Project Job Ref. Q� KOKE RESIDENCE i 1 Section Sheet noJrev. /4S�.r7 450 MAILER COURT 24 of 36 f18.F"e"w^9 sF p,pm 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Calc.by Date Chk'd by Date App'd by Date AS 7/12/2018 EAVE POINT LOAD ON CENTER - EAVE P= 475.125 LBS L= 5 FT E= - 10100000 PSI 18679 10100000 DEFLECTION= L/ 180 0.333333333 inches 1.50E+06 I (REQUIRED)= 0.635068069 in^4 Sx,aluminum (required)= 0.375098684 in^3 FIXED EAVE 1= 3.283 S= 1.16 Fb= 18679 P L FIXED EAVE IS ADEQUATE VP toutOu�M�L6 q Protect Job Ref. KOKE RESIDENCE 3 s 1.• Section Sheet no./rev. AS .S 450 MAILER COURT 25 of 36 A.6En'gaievsng S�,PR 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Calc by Date I Chk'd by Date App'd by Date AS 7/12/2018 SECTION PROPERTIES BEAM Ixx Sxx Ax TOP BOTTOM COLUMNS LITE'H' "" 1:09 . 0.68- 0.77- • 1.14 LITE'H'-4RSB 7.22 2.76 2.45 2.35 UTILITY'H' 1.65 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 - .0.78 0.6;' 0.67 = 1.08 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 2.717 3.05 2.648 4HCX-4RSB 17.03 5.09 4.82 3.85 51-63 2.29 1.28 1.2 1.35 5L133-4RSB 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 51-65 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 5C135-CHANNEL 13.47 5.2 5.63 4.49 5CB5-4RSB 22 5.85 5.79 3.86 76P 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 SVALLEY 46.62 11.6 11.7 5.57 8NW 44.23 10.72 11.631 5.22 r' ,R pyCpH MCLIc A Project Job Ref. KOKE RESIDENCE i Section Sheet no./rev ASES 450 MAILER COURT 26 of 36 A6.En�np�Savco7.P.C, 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Calc.by Date Chk'd by Date App'd by Date AS 7/12/2018 CONNECTION DESIGN I Project Job Ref. eti 9 KOKE RESIDENCE Section Sheet no./rev ASES 450 MAILER COURT 27 of 36 A.B_Engaree+mg scvuc+.Fc. 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD, NEW YORK 11971 (cell)631-560-0259 Calc by DateChk'd by Date App'd by Date AS 7/12/2018 ALUMINUM SILL TO WOOD CONNECTION 3/8" Lag Screw into Douglas Fir-Larch w/0 in. of Gap Space. Wood Screw Type= 3/8" Lag Screw Wood Screw Length= 3.50 in Wood Screw 3.00 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 %= 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 lbs Penetration Factor: CP= 2.25 in (based on 1/2 screw length+.5) Duration Factor: CD= 1.60 Withdrawal Allowable(W')= 1263.0 lbs Wood Screw Lateral Calculations Substrate(Main Douglas Fir-Larch Member): Frame(Side Member): Aluminum 6005-T5 Cantilever Distance: in Frame hollow space+shim g: 0 in Gap between members(if applicable cantilever/2) = 3.000 in Main member dowel bearing length = 0:375 in Side member dowel bearing length F_= 3,646 psi Main member dowel bearing strength 13 38,000 psi Side member dowel bearing strength t' �jF„.N Protect Job Ref. KOKE RESIDENCE Section Sheet noJrev. ASES 450 MAILER COURT 28 of 36 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 FCa],- y Date Chk'd by Date App'd by Date AS 7/12/2018 q.= 1,367 lbs/in Main member dowel bearing resistance=F—D q.= 14,250 lbs/in Side member dowel bearing resistance=F..D Mm= 217.11 in-lbs Main member dowel moment resistance=Fb(D.3/6) M,= 217.11 in-lbs Side member dowel moment resistance=Fb(D.3/6) Maximum angle of load to grain(0°<-0:5 90°)for any member in a B= 90 degrees connection Ke= 1.258 Ko= 3.000 Single Shear Double Shear Mode Main Member I. Zi= 4101.79 lbs 4101.79 lbs Bearing ,Reduction 5.03 Term Mode I Zr- 815.14 lbs 815.14 lbs Mode Side Member I, Zr- 5343.75 lbs 10687.50 lbs Bearing ,Reduction 5.03 Term Mode - --- - --- ------- -----=--- ------------------ --- - --------- --------------- -- I. 75= 1061.95 lbs 2123.91 lbs i Mode Side and Main II Zu= 1754.39 lbs Member Bearing A= 0.0002 B= 1.688 C= 3577.32 Reduction 3.52 Term ' Mode _ - - - -- ------ - -- --- - - -; -Zu= 498.07 _-__Ibs Mode Main Member Bearing Ill. Zni= 1750.45 lbs and Dowel Yielding in the Side Member A= 0.0002 B= 1.500 Project Job Ref. MI ; KOKE RESIDENCE � Section Sheet noJrev. ASES 450 MAILER COURT 29 of 36 0.6.Eeg��Scrnn.�,RC, 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Calc by DateChWd by Date App'd by Date AS 7/12/2018 C= 3293.45 Reduction 3.52 Term Mode - ---= -Lr--�f-- -- - --- ---- 496.95 - -lbs _ Mode ,Side Member Bearing III, Zw= 1145.91 lbs 2291.81 lbs and Dowel Yielding in the Main Member A= 0.0004 B= 0.188 C= -718.09 Reduction 3.52 Term Mode Zni= 325.32 Ibs 650.64 Abs Mode Dowel Yielding in the IV Ziv= 1040.89 lbs 2081.77 lbs Side and Main Member A= 0.0004 B= 0.000 C= -434.22 Reduction 3.77 Term IV' Zni= 275.80 lbs' F - 551.61 lbs. t—— - - ,_- -_ - --- -- w _..�w - ---- --— -- Cd= 1.15 Load Duration Cp= 1.000 Penetration Factor Single Lateral Allowable(Z',)= 317.2 lbs Double Lateral Allowable(Z'd)= 634.4 lbs 7 , N Me„<.p Project Job Ref. A01 KOKE RESIDENCE 3 � Section Sheet no/rev. AJES 450 MAILER COURT 30 of 36 0.5.6j:+re 0sw .Pc 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Calc.by Date Chk'd by Date App'd by Date AS 7/12/2018 ALUMINUM GLAZING BAR CLIP TO WOOD CONNECTION 3/8” Lag Screw into Douglas Fir-Larch w/0 in.of Gap Space. Wood Screw Type= 3/8" Lag Screw Wood Screw Length= 3.50 in Wood Screw Embedment= 3.00 in Wood Screw Thread Length= 2'25 m 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 lbs Penetration Factor: CP= 2.25 in (based on 1/2 screw length+.5) Duration Factor: CD= 1.60 Withdrawal Allowable(W')= 1263.0 lbs Wood Screw Lateral Calculations Substrate(Main Douglas Fir-Larch Member): Frame(Side Member): Aluminum 6005-T5 Cantilever Distance: in Frame hollow space+shim g: 0 in Gap between members(if applicable cantilever/2) E375 = in Main member dowel bearing length in Side member dowel bearing length Fe = 3,646 psi Main member dowel bearing strength 13 38,000 psi Side member dowel bearing strength qm= 1,367 lbs/in Main member dowel bearing resistance=FemD oaN rn„n a Project Job Ref. KOKE RESIDENCE Section Sheet no/rev �4SES 450 MAILER COURT 31 of 36 11.6.Engtroerm;� 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Calc.by Date I Chk'd by Date App'd by Date AS 7/12/2018 q,= 14,250 lbs/in ,Side member dowel bearing resistance=F-D M.= 217.11 in-lbs Main member dowel moment resistance=Fb(Dm3/6) M,= 217.11 in-lbs Side member dowel moment resistance=Fb(D,3/6) Maximum angle of load to grain(0°<_G!5 90°)for any member in a B= 90 degrees connection Ke= 1.258 KD= 3.000 Single Shear I Double Shear Mode Main Member Im Zr- 4101.79 lbs 4101.79 lbs Bearing ,Reduction 5.03 Term Mode I ._----•-_-_-Im__ Y__= ^- Zr,_ - =815.141 �Ibs _-- <815:14- lbs__-_ Mode ,Side Member I, 71= 5343.75 lbs 10687.50 lbs Bearing ,Reduction 5.03 Term --Mo—de 74__— 1061.95 V lbs -__ 2123.91----- lbs Mode ,Side and Main II Ze= 1754.39 lbs Member Bearing A= 0.0002 B= 1.688 C= 3577.32 Reduction 3.52 Term — - - ----- -7-77— Mode -- -- - -- - - � II Zir 498.07 -lbs ' Mode ,Main Member Bearing Him Zur- 1750.45 lbs and Dowel Yielding in the Side Member A= 0.0002 B= 1.500 C= 3293.45 ,Reduction 3.52 Term � 1 �oaP'o�Mcer.c Project Job Ref. KOKE RESIDENCE 3 Section Sheet no./rev. ASES 450 MAILER COURT 32 of 36 &s.-Eiigawrmg s., P.r, 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 [C—aicby DateChk'd by Date App'd by Date AS 7/12/2018 Mode I 496.95 _ — lbs-— � �----`---- - —•- �_ - . - �i Mode Side Member Bearing III. Zn,= 1145.91 lbs 2291.81 lbs and Dowel Yielding in the Main Member A= 0.0004 B= 0.188 C= -718.09 Reduction 3.52 Term __Zn= 325.32__—Ibs —_ 650.64—_ lbs Mode Dowel Yielding in the IV Z1v= 1040.89 lbs 2081.77 lbs Side and Main Member A= 0.0004 B= 0.000 C= -434.22 Reduction 3.77 Term [ _� Mode = ------ -------- —:-- --,----------..— --.------------------� I _ .IV — Zor= - 275.80----Ibs. 551.61,_ _ lbs Cd= 1.15 ,Load Duration C'= 1.000 Penetration Factor Sinele Lateral Allowable(Z'.)= 317.2lbs Double Lateral Allowable(Z'd)= 634.4 lbs ,ptDµMEE,e Project Job Ref. "lei KOKE RESIDENCE a` i ( Section Sheet no/rev. AS@S 450 MAILER COURT 33 of 36 A.&e,ipinecm,p s?�.Pc. 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Calc.by Date ChWd by Date App'd by Date AS 7/12/2018 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= 3.00 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 lbs Penetration Factor: Cp= 3.50 in (based on 1/2 screw length+.5) Duration Factor: CD= Withdrawal Allowable(W')= 1965.0 lbs Wood Screw Lateral Calculations Substrate(Main Douglas Fir-Larch Member): Frame(Side Member): Douglas Fir-Larch Cantilever Distance: in Frame hollow space+shim g: 0 in Gap between members(if applicable cantilever/2) = 3.000 in ,Main member dowel bearing length P= 3.000 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 lbs/in Main member dowel bearing resistance=F—D opt,ok Mccrn a Project Job Ref. KOKE RESIDENCE s Section Sheet no/rev ASES 450 MAILER COURT 34 of 36 A.S,E,4x 9S?—P..c. 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD, NEW YORK 11971 (cell)631-560-0259 Calc by Date Chk'd by Date App'd by Date AS 7/12/2018 qs= 1,367 lbs/in Side member dowel bearing resistance=1`0 M.= 217.11 in-lbs Main member dowel moment resistance=Fb(D.3/6) Ms= 217.11 in-lbs Side member dowel moment resistance=Fb(Ds3/6) 9= 90 degrees Maximum angle of load to grain(0°<_0!5 90°)for any member in a connection Ke= 1.258 Ko= 3.000 Single Shear I Double Shear Mode ,Main Member I. Ir= 4101.79 lbs 4101.79 lbs Bearing 5.03 Reduction Term Mode - - ---- --- -- - ----- -- - -- -- _I Z1= 815.14 lbs 815.14 _ lbs Mode Side Member Is Zi= 4101.79 lbs 8203.58 lbs Bearing 5.03 Reduction Term -Mode- — - - - ----- - -- - - I 1, Z,_- 815.14 lbs -1630.28 lbs I Mode Side and Main Member II Zu= 1699.02 lbs Bearing A= 0.0004 B= 3.000 C= 6152.68 3.52 Reduction Term Mode - i II Zi= 482.35 lbs Mode Main Member Bearing Ill. Zm= 1438.70 lbs and Dowel Yielding in the Side Member A= 0.0005 B= 1.500 C= 3293.45 3.52 Reduction Term "'.0 roar, Project Job Ref. ^) a KOKE RESIDENCE Section Sheet no./rev. ASES 450 MAILER COURT 35 of 36 A6_6gino— S-,.P.C. 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Calc.by DateChk'd by Date App'd by Date AS 7/12/2018 Mode 408. ^_ Illm -Zin=. 44 -lbs ; Mode ,Side Member Bearing III: Zur- 1438.70 lbs 2877.40 lbs and Dowel Yielding in the Main Member A= 0.0005 B= 1.500 C= 3293.45 3.52 ,Reduction Term - _ � All. --=Y Zm=' 408.44- lbs' _._ 816.89. -..wlbs Mode ,Dowel Yielding in the IV Ziv= 770.52 lbs 1541.04 lbs Side and Main Member A= 0.0007 B= 0.000 C= -434.22 3.77 ,Reduction Term _ Mode � _._ .,I .r,___._,v—.-....� _-- - ---------------� ------ --------;------; IV _ Zrir= _ 204.17 ��Ibs 408.33 Cd= - 1.15 Load Duration C'= 1.000 Penetration Factor Single Lateral Allowable(Z'.)= 234.8 lbs Double Lateral Allowable(Z'd)= 469.6 lbs P.wu WE,,o Project Job Ref. KOKE RESIDENCE Section Sheet noJrev. ASES 450 MAILER COURT 36 of 36 48.6yre Savu�m.PG, 112 Wilson Drive,Port Jefferson,NY 11777 SOUTHOLD,NEW YORK 11971 (cell)631-560-0259 Calc.by DateChk'd by Date App'd by Date AS 7/12/2018 CONNECTION SUMMARY 230 SUN&STARS VICTORIAN 45 DEGREE CONSERVATORY MAX ALLOWABLE BACK UP ACTUAL FORCE GOOD CONNECTION FORCE(LBS) CALC PAGE (LBS) (YIN) TENSION SHEAR SEE PREY. TRUSS BAR TO TRUSS BRACKET N/A 1473 35 CALCS SEE PREV. TRUSS BRACKET TO BAR N/A 1473 34 CALCS COMPRESSION RING TO RAFTER-BACK TO SEE PREV. BACK 1292 4389 33 CALCS SEE PREV. COMPRESSION RING TO RAFTER 365 982 32 CALCS SEE PREV. RIDGE TO RAFTER BAR 370 930 31 CALCS RAFTER TO EAVE CLIP-2"BAR N/A 1082 29 130 RAFTER TO EAVE CLIP-5"BAR N/A 2164 29 130 EAVE CLIP TO EAVE-2"BAR 832 1623 27 130 EAVE CLIP TO EAVE-5"BAR 1110 2164 27 130 SEE PREV. EAVE CORNER SPLICE PLATE TO EAVE 2005 2164 24 CALCS EAVE TO COLUMN-45 DEGREE 1732 N/A 21 260 EAVE TO COLUMN-LITE H 1110 N/A 22 260 EAVE TO COLUMN-UTILITY H 1110 N/A 23 260 SILL TO COLUMN-45 DEGREE 1732 N/A 16 260 SILL TO COLUMN-LITE H 1300 N/A 17 260 SILL TO COLUMN-UTILILTY H 1300 N/A 18 260 SILL TO FOUNDATION 1478 1786 13 260 NOTE-FORCES SHOWN AS APPLIED IN CONNECTION, IE UPLIFT FORCE ON COLUMN TO SILL CONNECTION RESULTS IN SHEAR FORCE ON SCREWS r BUILD the BEST ' FOUR SEASONS' S U N R 0 0 M S d 4 w AN Made in N. America for Over 30 Years 230 SUN AND STARS: VICTORIAN 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 north AW&LMS PrerAlcr sawaau manu(l=Knr JOB. 230 CONSERVATORIES:VICTORIAN DESIGN ® a / SHEET NO: 1 OF: 36 k o CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 CHECKED BY: Surya Lamsal DATE: 11/4/2003 Ontdoor Living...Ladoors 0 fay . +M ULTRAPRAM■ !Lc 90 DEGREE CORNER COLUMN WITH WINDOW JAMBS(7C9-7NFJ1 ALLOY:6063-T5 INPUTS Allowable Stresses for Buildinq Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 96.000 a= 9500 psi Radius of Gyration,r(in): 1.278 SPEC 3.4.2 2 EDGE Width of Section, b(in): 2.839 C;= 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) = 6121 psi Corresponding Thickness,t(in): 0.062 SPEC 3.4.9 Unbraced Length, Lb(in): 96.000 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= 75.10 2 EDGE b/t= 45.79 SHEAR h/t= 57.60 Ldry= 75.10 MAXIMUM ALLOWABLE STRESSES Lbll/(0.5*Y*(ly*J)"0.5)= 89.51 TENSION = 9500 psi N Q COMPRESSION: = 6121 psi BENDING:= 7999 psi SHEAR= 5145 psica in h O 078 m C ALL BARS OKAY BY INSPECTION 1.984 1.590 3574— CV CD O O Lo ►n t` 0.078 Ln m m 1 .584 1 .590 low 3.574 ---------------- REGIONS ---------------- Area; 1,8762 Perimeter; 54,6695 Bounding box; X; -1,9836 -- 2,2152 Y; -1,9884 -- 2,2111 Centroid X1 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 [0,7089 0,70531 LOY NO. REVISION BY a FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6063-T5, 6005-T5 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 NO- 7C9, 7NFJ 5 DO NOT SCALE DRAWINGS SCALE I »_ DRAWN BY LJD DWG. 6 TOLERANCES + N - N APPROVED N DATE 08-08-03 7C9-7NFJ North Aw.0itas Frtmj&r SwWc. N14K4StdwCY JOB: 230 CONSERVATORIES:VICTORIAN DESIGN k , , SHEET NO: 2 OF: 36 z•.' CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor Living...Indoors°i)'! 4N VLTIATIIM■ ILCF 7ALL EE COLUMN WITH WINDOW JAMBS(7137-7NFJ1 OY:6105-T5 INPUTS Allowable Stresses for BUllding Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 96.000 a= 19000 psi Radius of Gyration,r(in): 0.821 SPEC 3.4.2 2 EDGE Width of Section, b(in): 1.441 a= 19000 psi Corresponding Thickness,t(in): 0.062 SPEC 3.4.7 SHEAR Height of Section, h(in): 3.264 a= 51 000/(k*Ur)A 2 = 3730 psi Corresponding Thickness,t(in): 0.062 SPEC 3.4.9 Unbraced Length, Lb(in): 96.000 a= 23.1-0.25(b/t) = 17289 psi Radius of Gyration,ry(in): 0.821 SPEC 3.4.14 Moment of Inertia, Strong Axis(in4); 1.107 a= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 0.808 SPEC 3.4.16 Centroid to Outer Fiber Comp. Side,Y(in):- 1.720 CF= 27.3-0.29(b/t) = 20559 psi Torsional Constant,J (in4): 1.107 SPEC 3.4.18 a= 28000 = 28000 psi MEMBER CONSTANTS SPEC 3.4.20 KUr= 116.93 a= 15.6-.099(h/t) = 10388 psi 2 EDGE b/t= 23.24 SHEAR h/t= 52.64 Lbtry= 116.93 Lblx/(0.5*Y*(ly*J)^0.5)= 81.48 MAXIMUM ALLOWABLE STRESSES 0 b TENSION= 19000 psi o COMPRESSION: = 3730 psi BENDING:= 19000 psi m SHEAR= 10388 psi I FL m N cli ALL BARS OKAY BY INSPECTION Cg n 1.8381 1.8403 3.6784 O O ON O O m Ln m m N cn 0O N 1� I .838 I 1 .8403 3.6784 ---------------- REGIONS ---------------- Area: 1.197 sq in Perimeter: 41.034 in Bounding box: X: —3.309 -- 2.615 in Y: —3.006 -- 2.469 in Centroid: X: 0.000 in Y: 0.000 in Moments of inertia: X: 1.107 sq in sq in Y: 0.808 sq in sq in Product of inertia: XY: 0.000 sq in sq in Radii of gyration: X: 0.962 in Y: 0.821 in Principal moments (sq in sq in) and X—Y directions about centroid: I: 0.808 along [0.000 —1.0001 J: 1.107 along [1.000 0.000] NO, RUISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6105-T5 1 O 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.050 HOLBROOK, NEW YORK 11741 WALL 2 6 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE No, 4 230 SERIES 30 DEGREE COLUMN PART N0.7*1370, 7NFJ 5 DO NOT SCALE DRAWINGS SCALE 1 11=1 „ DRAWN BY WD DWG. 6 TOLERANCES + N - N APPROVED - DATE 09-24-03 7137U-7NFJ JOB: 230 CONSERVATORIES:VICTORIAN DESIGN SHEET NO. 3 OF: 36 RIM' �x; We I'lo o CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 - CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor Living...Indoorsl)'! - - - --- - --------- AN ULTl1TNAM■ PLC.::yp,i:.♦ •�� 45 DEGREE COLUMN WITH WINDOW JAMBS(7118-7NFJ) ALLOY:6105-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 96.000 a= 19000 psi Radius of Gyration, r(in): 0.982 SPEC 3.4.2 2 EDGE Width of Section,b(in): 1.468 a= 19000 psi Corresponding Thickness,t(in): 0.062 SPEC 3.4.7 SHEAR Height of Section,h (in): 3.477 a= 51000/(k*Ur)A2 = 5338 psi Corresponding Thickness,t(in): 0.062 SPEC 3.4.9 Unbraced Length, Lb(in): 96.000 a= 23.1-0.25(b/t) = 17179 psi Radius of Gyration, ry(in): 1.005 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4);: 1.219 a= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 1.276 SPEC 3.4.16 Centroid to Outer Fiber Comp.Side,Y(in)-. 1.756 a= 27.3-0.29(b/t) = 20432 psi Torsional Constant,J (in4): 1.276 SPEC 3.4.18 a= 28000 = 28000 psi MEMBER CONSTANTS SPEC 3.4.20 KUr= 97.75 a= 15.6-.099(h/t) = 10047 psi 2 EDGE b/t= 23.68 SHEAR h/t= 56.09 Ldry 95.53 Lblx/(0.5*Y*(ly*J)^0.5)= 111.91 MAXIMUM ALLOWABLE STRESSES 0 TENSION= 19000 psi 0 0 COMPRESSION: = 5338 psi BENDING: = 19000 psi 0 SHEAR= 10047 psi n v � rn J Ln n ALL BARS OKAY BY INSPECTION n" 2.1323 4 2608 J O .O v, O O O cV cV t\ t\ cn Ln 2. 1323 4.2608 ---------------- REGIONS ---------------- Area: 1,2635 Perimeter; 43.2325 Bounding box: X• -4.0789 -- 3,2908 Y. -3,7555 -- 3.2709 Centroid: X• 0,0000 Y• 0,0000 Moments of inertial X• 1.2187 Y• 1,2759 Product of inertia; XY• -0.0002 Radii of gyration: X• 0.9821 Y• 1,0049 Principal moments and X-Y directions about centroid• I. 1,2187 along E1,0000 -0,00311 J• 1,2759 along [0,0031 1,00001 NO, REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 8105—T5 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.050 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 5325 4 230 SERIES 45 DEGREE COLUMN PART N0.7#118U. 7NFJ 5 DO NOT SCALE DRAWINGS SCALE 1 1 °° DRAWN BY WD DWG. 6 1 1 ITOLERANCES + N — N APPROVED DATE 09-24-03 7118U-7NFJ No.J+Arnaieas rl'rni•Sw,Ycax MAwe(AOturG' JOB: 230 CONSERVATORIES:VICTORIAN DESIGN , SHEET NO: 4 OF: 36 } n -21111-1901v CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor Living...lndoors ft'yI- LITE H COLUMNS WITH WINDOW JAMBS(7111.7NFJ) ALLOY:6005-T5 INPUTS Allowable Stresses for Builc ina Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 96.000 a= 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 = 2917 psi Corresponding Thickness,t(in): 0.050 SPEC 3.4.9 Unbraced Length, Lb(in): 96.000 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(M4): 1.089 a= 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 a= 28000 = 28000 psi Torsional Constant,J (in4): 1.089 SPEC 3.4.20 a= 15.6-.099(h/t) = 9652 psi MEMBER CONSTANTS KUr= 132.23 2 EDGE b/t= 22.68 SHEAR h/t= 60.08 Lb/ry= 132.23 Lb 1, 66.36 MAXIMUM ALLOWABLE STRESSES TENSION= 19000 psi 0.050 — COMPRESSION: = 2917 psi BENDING:= 19000 psi o.062 m SHEAR= 9652 psi = 0 -- o m J O ALL BARS OKAY BY INSPECTION 0.881 0.944 — 1.825 x 0.050 0.062 m Ln O L-JI 41 O m O 0.881 0.944 ---------------- REGI❑NS ---------------- Area: 1,1393 Perimeter: 40.4717 Bounding looxi X; -1,5203 -- 1.5548 Yl -1.4198 -- 1,6002 Centroid: X; 0.0000 Y: 0.0000 Moments of inertia-, Xi 1.0886 Y; 0.6005 Product of inertia; XY: -0,0021 Radii of gyration; X1 0.9775 Y; 0,7260 Principal moments and X-Y directions about centroid- I: 0.6005 along E0,0044 -1,00003 J 1,0886 along [1,0000 0.00441 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPE Q R 6105-T5, 6005-T5 1 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.050, 0.062 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH - 3 TITLE SECTION PROPERTIES DIE NO. 53286, 4.582 4 LITE H COLUMNS PART N0. 7-1 1 1,7NFJ 5 DO NOT SCALE DRAWINGS SCALE 11•=1 11 DRAWN W LJD DWG. 6 TOLERANCES + N - N APPROVED ,.. DATE 08-08-03 7111 U-7NFJ NortkAWrECA'SPrt-grsu JW%MAKUfdicturGr JOB: 230 CONSERVATORIES:VICTORIAN DESIGN ' 1101 7 ll i , SHEET NO: 5 OF: 36 CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 CHECKED BY: Surya Lamsal DATE: 1114/2003 Outdoor Lh44..lndoors.w) ELECTRIC H COLUMN WITH WINDOW JAMBS 17145 7NFJ) ALLOY: 6005-T5,6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L (in): 96.000 a= 19000 psi Radius of Gyration, r(in): 1.035 SPEC 3.4.2 1 EDGE Width of Section,b (in): 0.612 a= 19000 psi Corresponding Thickness,t(in): 0.053 SPEC 3.4.7 2 EDGE Width of Section,b(in): 2.366 a= 51000/(k*L/r)"2 = 5931 psi Corresponding Thickness,t(in): 0.066 SPEC 3.4.8 SHEAR Height of Section,h (in): 3.045 a= 154/(b/t) = 13307 psi Corresponding Thickness,t(in):. 0.065 SPEC 3.4.9 Unbraced Length, Lb(in): 96.000 a= 490/(b/t) = 13669 psi Radius of Gyration, ry(in): 1.640 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4): 4.381 a= 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 a= 580/(b/t) = 16180 psi MEMBER CONSTANTS SPEC 3.4.17 KL/r= 92.73 a= 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 58.55 a= 15.6-.099(h/t) = 10962 psi Lblx/(0.5*Y*(ly*J)^0.5)= 42.63 MAXIMUM ALLOWABLE STRESSES 0'062 0,066 � m n TENSION= 19000 psi COMPRESSION: = 5931 psi BENDING:= 15813 psi N SHEAR= 10962 psi - 2 056 -2058 ALL BARS OKAY BY INSPECTION 4.114 0.062 0.000 m t` Ln IT ai m d- (V 2.056 2.058 - 4. 114 .0584. 114 ---------------- REGIONS ---------------- Area: 1,6297 Perimeter: 50.9679 Bounding boxy X= -2,6815 -- 2.6828 Y: -1,2666 -- 1.7956 Centroid: X: 0.0000 Y: 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: I: 1.7468 along [1,0000 0.00071 J: 4.3809 along E-0,0007 1,00001 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005-T5, 6005-T5 04 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.066, 0.062 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 5339C, 4582 4 ELECTRIC H COLUMN PART N0. 7*145, 7NFJ 5 DO NOT SCALE DRAWINGS SCALE 192=1 » DRAWN BY WD DWG. 6 ITOLERANCES + N - N APPROVED N DATE 08-08-03 7145-7NFJ Nortk AmtAen'S PrEvAtly SA-WD MQ—fAaturtr SOB: 230 CONSERVATORIES:VICTORIAN DESIGN ow L ' SHEET NO: 6 OF: 36 CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor living.-Indoors 1)'! -- 4W VLTAAPSAM■ PLC 7 IN 12 EAVE WITH WINDOW JAMB (7E7B 71331 ALLOY:6005-T5 INPUTS Allowable Stresses for BUiIding Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 48.000 6= 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= 20.2-0.126(kUr) = 15486 psi Corresponding Thickness, It(in): 0.080 SPEC 3.4.8 SHEAR Height of Section, h (in): 4.648 6= 23.1-0.79(b/t) = 17361 psi Corresponding Thickness,t(in):,, 0.080 SPEC 3.4.9 Unbraced Length, Lb (in)i 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 6= 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 6= 27.3-0.29(b/t) = 18679 psi MEMBER CONSTANTS SPEC 3.4.18 KUr= 37.41 6= 28000 = 28000 psi 1 EDGE b/t= 7.26 SPEC 3.4.20 2 EDGE b/t= 29.73 6= 15.6-.099(h/t) = 9848 psi SHEAR h/t= 58.10 Lb/ry= 37.41 Lbll/(0.5*Y*(ly*J)^0.5)= 25.42 MAXIMUM ALLOWABLE STRESSES o TENSION = 19000 psi �' m m COMPRESSION: = 15486 psi BENDING:= 18679 psi SHEAR= 9848 psi N 0 ALL BARS OKAY BY INSPECTION 12111 x.6333 3 9478 O O �O 0 d" CC) N m QD N 2.2046I .0833 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. TEMPER 6005-T5,6005-T5 1 Q 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.080 HOLBROOK, NEN' YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 7269 4 7 I N 12 EAVE PART NO. 7E7,7133 5 DO NOT SCALE DRAWINGS SCALE I "=1 » DRAWN BY LJD DWG. 6 TOLERANCES + N - N APPROVED DATE 09-24-03 7E7-7133 y JOB: 230 CONSERVATORIES:VICTORIAN DESIGN ll SHEET NO: 7 OF: 36 n CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 s CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor Living...lndoors 01 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): 113.000 6= 19000 psi Radius of Gyration, r(in): 0.593 SPEC 3.4.2 2 EDGE Width of Section, b(in): 1.395 6= 19000 psi Corresponding Thickness,t(in): 0.090 SPEC 3.4.7 SHEAR Height of Section, h(in): 2.440 6= 51000/(k*Ur)^2 = 1402 psi Corresponding Thickness, t(in): 0.090 SPEC 3.4.9 Unbraced Length, Lb(in): 113.000 6= 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 6= 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 _ 6= 28000 = 28000 psi SPEC 3.4.20 6= 11000 = 11000 psi MEMBER CONSTANTS KUr= 190.72 SHEAR b/t= 15.50 2 EDGE h/t= 27.11 Lblry= 190.72 Lblx/(0.5*Y*(ly*J)"0.5)= 85.43 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi t COMPRESSION: = 1402 psi 12812 BENDING:= 19000 psi SHEAR= 11000 psi 0.0900 — 2.4400 Ln ALL BARS OKAY BY INSPECTION 0.8551 j 0.5549 1.7100 i r 1.2812 0.0900 2.4400 ►n 0.8551 0.8549 1 .7100 ---------------- REGIONS ---------------- Area: 1.0796 sq In Perimeteri 23.4878 in Bounding boxi Xi -0.8551 -- 0,8549 in Yi -1.1588 -- 1,2812 in Centroid: Xi 0.0000 in Yi 0.0000 in Moments of inertia: Xi 0,7826 sq In sq in Y, 0.3790 sq in sq In Product of Inertiai XYi 0.0000 sq in sq in Radii of gyration, Xi 0.8514 In Yi 0.5925 In Principal moments (sq in sq in) and X-Y directions about centroid, Ii 0.3790 along [0.0000 1.00003 Ji 0,7826 along C-1.0000 0.00001 Section Modulus, Sx Top, 0.611 Ina Sx Bot, 0.675 Ina Sy Left, 0,443 In3 Sy Right, 0.443 in3 NO. REVISION BY a FOUR SEASONS SOLAR PRODUCTS CORP. T MPER 6005—T5 1 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. 4G6A 5 DO NOT SCALE DRAWINGS SCALE 1 "_1 " DRAWN BY WD DWG. 6 ITOLERANCES + — APPROVED - DATE 08-12-03 4GBA r+o.th.+c.tasre«�esu.+z. Maku{a .+e. JOB: 230 CONSERVATORIES:VICTORIAN DESIGN p ® SHEET NO: S OF: 36 CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor Living...lndoorsl)'i AN ULTRA FRAM■ FL[ 4HBA HEAVY RAFTER BAR ALLOY:6005-T5 INPUTS Allowable Stresses for Bulldlng Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 113.000 6= 19000 psi Radius of Gyration, r(in): 0.551 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*L/r)"2 = 1214 psi Corresponding Thickness,t(in): 0.140 SPEC 3.4.9 Unbraced Length, Lb(in): 113.000 6= 23.1-0.25(b/t) = 20898 psi Radius of Gyration, ry(in): 0.551 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4);r• 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 CT= 11000 = 11000 psi MEMBER CONSTANTS KL/r= 204.93 SHEAR b/t= 8.81 2 EDGE h/t= 17.43 Lb/ry= 204.93 Lblx/(0.5*Y*(ly*J)^0.5)= 82.09 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi COMPRESSION: = 1214 psi _ BENDING:= 19000 psi n 0 1400 ' SHEAR= 11000 psi O 0 � N co ALL BARS OKAY BY INSPECTION _ 0.8551 I.7 100 I N m 0.1400 0 0 - � N ca 0.8551 - 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 1.0000] 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. ALLOY TEMPER 6005—T5 1 0 2rh 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.140 HOLBROOK, NEW YORK 11741 WALL 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 SCALEDRAWINGS SCALE 1 11=1 » DRAWN BY WD DWG. 6 TOLERANCES + N - N APPROVED DATE 08-12-03 41-18A JOB: 230 SUN AND STARS.GEORGIAN CONSERVATORY SHEET NO: 9 OF: 33 IN MWI CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 ® 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 6= 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 - __- _ _ — _- ?-EDGE Width of Section, b(in):— 0.500 _ 6= 8.9-0.037(kUr) = 7336 psi — Corresponding Thickness,t(in): 0.065 _ _SPEC 3.4.8 _ -_ _ SHEAR Height of Section, h (in)_ 1.555 _ Q= 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 -- - Y - ---- 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, ?(in): 1.479 6= 9500 = 9500 psi Torsional Constant,J (in4): 3.819 SPEC 3.4.20 _ _ ---- 6=— 5500 = 5500 psi MEMBER CONSTANTS - ---------- - KUr= 42.26 1 EDGE b/t= 7.69 ----------- �_ --- �- --_ -- 2 EDGE b/t= 7.69 - - - - - --• - - — •-- -•• --------- - -- --- SHEAR h/t= 23.92 - ---2 - --- - --- ---- -- --- - L /r- 21.65 - - - - -- -- - -- LbI> (0.5`$•(ly'J)^0.5)= 12.83 — ------ o I MAXIMUM ALLOWABLE ALLOWABLE STRESSES TENSION = 9500 psi �- COMPRESSION: = 7336 psiZn ' BENDING: _ _ _ 9454 psi - - - ;'. cm SHEAR= _ - _ 5500 psi ALL BARS OKAY BY INSPECTION —--3.1109--- — 3.1115-- - -— - — -- 6.2224 —- • I .0000 1.0000 m 0 0.1000 m N O O O O tri O u7 O N 1.3120 ---------------- REGIONS ---------------- Areal 1.6199 Perimeter, 33.9256 Bounding boxi Xs -1.3120 -- 1.3120 Yi -2.6591 -- 2.3409 Centrold, X, 0.0000 Y, 0.0000 Moments of Inertias Xi 4.7287 Yl 1.2192 Product of Inertlai XY, 0.0001 Radil of gyrations X, 1.7086 Y, 0.8676 Principal moments and X-Y directions about centrold, I1 1.2192 along [0.0000 1.00003 Ji 4.7287 along E-1.0000 0.00003 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. ALLOY R 6005-T5 1 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.010 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH - 3 TITLE SECTION PROPERTIES DIE NO. 7767 4 5" LITE BAR PART NO. 5LB5 5 DO NOT SCALE DRAWINGS SCALE 3/4"=1" DRAWN BY WD DWG. 6 1 TOLERANCES + N - N APPROVED DATE 09-18-03 51-135 r , NCrth Pntlri:A's Prt✓A+l✓S1xrrona MANKfACtu1'Lr JOB: 230 CONSERVATORIES:VICTORIAN DESIGN M'u i i , SHEET NO: 10 OF: 36 o CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor Livming....indoors'if'i . ?.�— K YLTRAFRAM■ ILC C-UrANl�✓ - 5C 55 HEAVY RAFTER BAR ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 160.000 6= 19000 psi Radius of Gyration, r(in): 0.792 SPEC 3.4.2 2 EDGE Width of Section, b (in): 1.947 6= 19000 psi Corresponding Thickness,t(in): 0.125 SPEC 3.4.7 SHEAR Height of Section, h (in): 5.000 6= 51000/(k*Ur)"2 = 1250 psi Corresponding Thickness,t(in): 0.125 SPEC 3.4.9 Unbraced Length, Lb (in): 160.000 a= 23.1-0.25(b/t) = 19207 psi Radius of Gyration, ry(in): 0.792 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4):• 8.900 6= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 1.664 SPEC 3.4.16 Centroid to Outer Fiber Comp. Side,Y(in): 2.558 a= 21000 = 21000 psi Torsional Constant,J (in4): 8.900 SPEC 3.4.18 6= 28000 = 28000 psi SPEC 3.4.20 MEMBER CONSTANTS 6= 15.6-.099(h/t) = 11640 psi KUr= 202.02 2 EDGE b/t= 15.57 SHEAR h/t= 40.00 LblrY 202.02 Lbl)A0.5*Y*(ly*J)^0 5)= 23.39 MAXIMUM ALLOWABLE STRESSES TENSION= 19000 psi COMPRESSION: = 1250 psi 01250- BENDING: 12510BENDING:= 19000 psi N N SHEAR = 11640 psi i; 0 - o N Q ALL BARS OKAY BY INSPECTION " 1 3121 1 3119 2.6240 r2 U.125U a rz IfI N O O O O to 't N 1.3121 1.31 19 2.6240 ---------------- REGIONS ---------------- Areas 2.650 sq In Perimeters 32.658 In Bounding boxi X+ -1.312 -- 1.312-In Ys -2.442 -- 2.558 In Centroido Xi 0.000 in Y, 0.000 in Moments of Inertial X, 8.900 sq In sq in Y, 1.664 sq In sq In Product of Inertia XY, 0.000 sq In sq In Radii of gyration, Xs 1.833 In Yi 0.792 in Principal moments (sq in sq in) and X-Y -directions about centroids Is 1.664 along [0.000 1.0003 Jl 8.900 along C-1.000 0.0003 Section Modulus Sx Topt 3.48 In-3 Sx Boto 3.65 In^3 Sy Lefty 1.27 In^3 Sy Rights 1.27 In-3 No. REvisloN eYFOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005-75 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.125 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH - 3 TITLE SECTION PROPERTIES DIE NO. 6890 4 5» HEAVY BAR PART NO. 5C85 5 DO NOT SCALE DRAWINGS SCALE 3/4"=I"l DRAWN BY WD DWG. 6 TOLERANCES + — APPROVED DATE 08-12-03 5CB5 liana,o;+i�v'd's»6ersuwoow iiow.aetKnr JOB: 230 CONSERVATORIES:VICTORIAN DESIGN ' s , SHEET NO: 11 OF: 36 ' CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor Ldv>ina...Indeorsli j 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 Cr= 9500 psi Radius of Gyration, r(in): 0.866 SPEC 3.4.2 1 EDGE Wdth of Section, b(in): 0.500 a= 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(kUr) = 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): ' 36.600 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 Cr= 5500 5500 psi MEMBER CONSTANTS KUr= 42.26 1 EDGE b/t= 7.69 _ 2 EDGE b/t= 7.69 S H EAR h/t= 23.92 --- -- ----•—•-•---:--- - Lb/ry—--21.42-- -- -- Lbl„/(0.5'Y*(ly*J)"0.5)= -- 12.69-- — ---- o _ MAXIMUM ALLOWABLE STRESSES_ 0�,� _ TENSION= 9500- psi COMPRESSION:= 7336 psi BENDING: _ 9454 psi '_--'' --- ---�•• -------- -�--��" ---•---- -- SHEAR= 5500---psi --------•- I �' , ); i It '`' ~ ALL BARS OKAY BY INSPECTION 31109- 3.1 1 15 ,�--._-- - 6 2224 - 0 'o �s 0 m m N cn 3. 1 109 �1-� 3. 1 1 15 6.2224 ---------------- REGIONS ---------------- Area; 1,307 sq in Perimeter; 40,366 in Bounding boxi X; -3.128 -- 3.129 1n Yl -1,820 -- 1,487 in Centroids Xi 0,000 in Y; 0,000 in Moments of inertia; X, 0.979 sq in sq in Y; 3,819 sq 1n sq in Product of inertia, XY: 0,000 sq in sq in Radii of gyration, X, 0,866 in Y; 1,709 in Principal moments (sq in sq in) and X-Y directions about centroid.- I; 0,979 along [1,000 0,0001 J: 3,819 along [0,000 1,0001 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6063—T5 1me! 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.065 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 31 TITLE SECTION PROPERTIES DIE NO. 4988 4 CONSERVATORY RIDGE PART NO. 8FRG 5 DO NOT SCALE DRAWINGS SCALE 1 11_1 DRAWN BY LJD DWG. 6 TOLERANCES + N - N APPROVED N DATE 09-24-03 8FRG-8FRG ucrth Awcr"u7x Pnn er5�krwm JOB: 23D CONSERVATORIES:VICTORIAN DESIGN ® L / SHEET NO: 12 OF: 36 CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 ICE;jLqxp_Ag CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor Living...indoors(�'• - V L T R A F R A M■ PLC.__ 4AH TRUSS BAR se-gies �e�S ALLOY:6005-T5 INPUTS Allowable Stresses for Bulldigg Effective Length Factor, k: 0.650 SPEC 3.4.1 Length, L(in): 114.000 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*Ur)^2 = 3007 psi Corresponding Thickness,t(in): 0.089 SPEC 3.4.8 SHEAR Height of Section,h (in): 1.750 Cy= 154/(b/t) = 7832 psi Corresponding Thickness,t(in): 0.089 SPEC 3.4.9 Unbraced Length, Lb (in): 114.000 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 = 3461 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 KUr= 130.23 a= 4900/(b/t)^2 = 12674 psi 1 EDGE b/t= 19.66 SPEC 3.4.18 2 EDGE b/t= 19.21 a= 28000 = 28000 psi SHEAR h/t= 19.66 SPEC 3.4.20 Lblry= 158.55 a= 11000 = 11000 psi Lbll/(0.5*Y*(ly*J)"0.5)= 126.36 I MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi N �. COMPRESSION: = 3007 psi ALL BARS OKAY 1 N °o ' BENDING: = 3461 psi BY INSPECTION o in SHEAR= 11000 psi � I —� 0.8554 AREA OF THE BAR= 0.448 SQ IN 0.8546 �-+— co ALLOWABLE COMPRESSIVE FORCE= 1347 # 1.7100 0 NC.th.4.xLr1,CA'x PrtvaaEr SwwynMawafA0.`urfv JOB: 230 CONSERVATORIES:VICTORIAN DESIGN j SHEET NO: 12& OF: 36 w CALCULATED BY: Lawrence Du DATE: 11/4/2003 { = 0, KY CHECKED BY: Surya Lamsal DATE: 11!4/2003 Outdoor Living.,.,Fndoors 101 4N OLTRAPRAMN PL[ 4AH TRUSS BAR 15 _S2,0'te� SVIo,je S ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 0.650 SPEC 3.4.1 Length, L(in): 136.000 a= 19000 psi Radius of Gyration, r(in): 0.569 SPEC 3.4.2 1 EDGE Width of Section, b (in): 1.750 6= 19000 psi Corresponding Thickness, t(in): 0.089 SPEC 3.4.7 2 EDGE Width of Section, b (in): 1.710 6= 51000/(k*Ur)^2 = 2113 psi Corresponding Thickness,t(in): 0.089 SPEC 3.4.8 SHEAR Height of Section, h (in): 1.750 Cr= 154/(b/t) = 7832 psi Corresponding Thickness,t(in): 0.089 SPEC 3.4.9 Unbraced Length, Lb(in): 136.000 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 6= 87000/(Lb/ry)^2 = 2432 psi Moment of Inertia,Weak Axis (in4): 0.145 SPEC 3.4.15 Centroid to Outer Fiber Comp.Side, Y(in): 1.128 6= 183/(b/t) = 9307 psi Torsional Constant, J (in4): 0.232 SPEC 3.4.16 Cy= 21000 = 21000 psi MEMBER CONSTANTS SPEC 3.4.17 KUr= 155.36 Cr= 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= 189.15 a= 11000 = 11000 psi Lblx/(0.5*Y*(ly*J)"0.5)= 150.75 MAXIMUM ALLOWABLE STRESSES TENSION= 19000 psi N COMPRESSION: = 2113 psi ALL BARS OKAY N o BENDING: = 2432 psi BY INSPECTION SHEAR= 11000 psi 0.8554 AREA OF THE BAR= 0.448 SQ IN 0,8546 cmv ALLOWABLE COMPRESSIVE FORCE= 947 # 1.7100 0 Nprh Rlxlrwa'a DYLINtLYSuVJTjp:d M9YgChRY1 JOB: ALLOWABLE FORCES ON FOUR SEASONS TIE BAR L ® SHEET NO: iQ� OF: 3fp a.kN CALCULATED BY: Surya Lamsal DATE. 10/28/2004 i CHECKED BY: Lawrence Duffy DATE, 10/28/2004 Outdoor Living...Indooreo', All YLr RAFRAM9 PLC _Ca ..•t�9� 4AH TRUSS ALLOY:6005-T5 INPUTS Allowable Stresses for Building '—Effective Length Factor, k: 0.600 SPEC 3.4.1 Effective Length, L (in): 155.000 6= 19000 psi Radius of Gyration, r(in): 0.569 SPEC 3.4.2 1 EDGE Width of Section, b(in): 1.660 6= 19000 psi Corresponding Thickness, t(in): 0.089 SPEC 3.4.7 2 EDGE Wdth of Section, b (in): 1.530 6= 51000/(k*Ur)^2 = 1909 psi Corresponding Thickness, t(in): 0.089 SPEC 3.4.8 SHEAR Height of Section, h (in): 1.660 a-= 154/(b/t) = 8257 psi Corresponding Thickness, t(in): 0.089 SPEC 3.4.9 Unbraced Length, Lb(in): 80.000 6= 23.1-0.25(b/t) = 18802 psi Radius of Gyration, ry(in): 0.719 SPEC 3.4.11 Moment of Inertia, Ix(in4): 0.145 6= 87000/(Lb/ry)^2 = 7027 psi Moment of Inertia, ly(in4): 0.232 SPEC 3.4.15 Y, Centroid to comp. side(in): 1.128 a= 183/(b/t) = 9811 psi Torsional Constant, J (in4): 0.232 SPEC 3.4.16 6= 21000 = 21000 psi MEMBER CONSTANTS SPEC 3.4.17 KUr= 163.44 6= 40.5-1.41(b/t) = 14201 psi 1 EDGE b/t= 18.65 SPEC 3.4.18 2 EDGE b/t= 17.19 6= 28000 = 28000 psi SHEAR h/t= 18.65 SPEC 3.4.20 Lb/ry 111 27 a'= 11000 = 11000 psi Lblx/(0.5*Y*(ly*J)^0.5)= 179.42 MAXIMUM ALLOWABLE STRESSES TENSION= 19000 psi COMPRESSION: = 1909 psi ALL BARS OKAY BY INSPECTION BENDING:= 7027 psi SHEAR= 11000 psi L70V AREA OF THE BAR = 0.448 SQ IN ALLOWABLE COMPRESSIVE FORCE = 855 LBS (V r N N t � — O p _ O >n t\ 0.8554 0.8546 N N 1 .7100 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 Radii of gyration: X: 0.569 in Y. 0.719 in Principal moments (sq in sq in) and X—Y directions about centroid: l: 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 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPE Q R 61 05—T6 1 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0 089 HOLBROOK, NEW YORK 11741 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 UD DWG. 6 ITOLERANCES, + — N APPROVED , DATE 09-24-03 4AH NORM AmvEca'L AMtilr SUMJ -Maw ftldxKY JOB: 230 CONSERVATORIES:VICTORIAN DESIGN SHEET NO: 13 OF' 36 CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 " CHECKED BY: Surya Lamsal DATE:_ 11/4/2003 Outdoor Living...fndoors°j', -- AN ti LTNAIRAMN PLC SILL(7CS)TO FOUNDATION FASTENERS: 2 0.500 "X 3.000 " LAG BOLTS DETAIL ON AND 16"O.C. Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 P"5 =2(D1)(T1)(Ft�fyn. T1:Thickness of Piece I (in): .055 =( .500 )( .055 )( 38 )2/2.34= 893.2# Fastener Type: LAG BOLTS Pas =Ns*Pns,,l„ Thread Type: SPACED THREADS _( 2 )( 893.2 )= 1786.3 # Crown(C)or Valley(V)Fastening: C D2:Diameter of HeadlWasher(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)(Ftuf)(Cyn.. =( 1.5 - 0.5 )( .055 )( 38 )( 1 )/3= 696.7# Pat =Ns*Prnto Aluminum Alloy Structural Values _( 2 )( 696.7 ) = 1393.3# Ft„,: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)ADM2000 , L Nath/U+LkaYAtaux.surrco{uMQN+tf6lGhafa' JOB: 230 CONSERVATORIES:VICTORIAN DESIGN SHEET NO: 14 OF: 36 CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 o o CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor Living:..IndoorAl ---- _ ..n ULTMAPRAMa PLC SILL TO CORNER COLUMN FASTENERS: 8 0.164 "X 0.500 " TEK SCREWS DETAIL ON Equation Igputs., ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ftu1)/nu 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)/nu T2:Thickness of Piece 2(in): .062 =( .164 )( .062 )( 22 )2/2.34= 191.2# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D 1))E0.5"4.2(Ftuz)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•Pns,,,ln 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 Threac!4, ere,1160): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnnv =(D2-D1)(T1)(Fti1)(C)/ns tc,Thread Engagement Depth: 0.062 _( .322 - 0.164 )( .055 )( 38 )( 1 )13= 110.1 # Ns:Number of Screws: 8 Piot = (Ks)(D1)(tc)(Fty2)/ns 54.8# Pat =Ns'Prnin _( 8 )( 54.8 ) = 438.2# 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): 22 F1y2: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)ADM2000 1 , Mmtn A—ica'z Aen.?er 5uwuna mgfact - JOB: 230 CONSERVATORIES:VICTORIAN DESIGN Y , ' SHEET NO: 15 OF: 36 CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 CHECKED BY: Surya Larnsal DATE: 11/4/2003 Outdoor Lioing...dndoors+j, -" A% ULT.APUAM■ PLC/. - ," SILL TO 30 DEGREE COLUMN FASTENERS: 8 0.164 "X 0.500 " TEKSCREWS DETAIL ON Equation Inputs. ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pas =2(D1)(T1)(Ft j)/n„ T1:Thickness of Piece 1 (in): .055 =( .164 )( .055 )( 38 )2/2.34= 293.0# A2:Alloy of Piece 2: 6005-T5 Pas =2(D1)(T2)(Fhi2)1ns T2:Thickness of Piece 2(in): .05 =( .164 )( .05 X 38 )2/2.34= 266.34 Fastener Type: TEK SCREWS Pns =((T2XT2XT2)(D1))E0.5'4.2(Fu2)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'PnSa,ln D2• Diameter of Head/Washer(in): .322 _( 8 )( 266.3 )= 2130.6 # 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): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 P.. =(D2-D1)(T1)(Fs,j)(C)/ns 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 119.8# Pat =Ns'Pr}nm _( 8 )( 110.1 ) = 880.6# Aluminum Alloy Structural Values Ft.,: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: 1732.04 Coeffiecient,Ks= 1.01 TENSION 880.6# 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 Calcutatlans Conform to(AA)ADM2000 , L NkeAAWrizassveAL.UfS m Ma�faae,.a JOB: 230 CONSERVATORIES:VICTORIAN DESIGN SHEET NO: 16 OF: 36 r.,� i • CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor Living...Indoors7l'i, SILL TO 45 DEGREE COLUMN FASTENERS: 8 0.164 "X 0.500 " TEK SCREWS DETAIL ON Eciluation Inputs. ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ftuj)/n„ T1:Thickness of Piece 1 (in): .055 _( .164 )( .055 )( 38 )2/2.34= 293.0# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(FW2)/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(FVu2)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`Pnsn,ln D2:Diameter of Head/Washer(in): .322 _( 8 )( 266.3 )= 2130.6 # 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.lPer%Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ft,t)(C)/ns 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 119.8# Pat =Ns"Pr6ln _( 8 )( 110.1 ) = 880.6# Aluminum Alloy Structural Values F,,,,:Ultimate Tension of Piece 1 (ksi): 38 Ftyl:Yield Tension of Piece 1 (ksi): 35 Ftu2:Ultimate Tension of Piece 2(ksi): 38 FW:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1732.0# Coeffiecient,Ks= 1.01 TENSION 880.6# 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 North AmtrUatv,tnuerS rcommawfaao,rar JOB: 230 CONSERVATORIES:VICTORIAN DESIGN SHEET NO: 17 OF: 36 ` _*;:., � • ® x CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor Living—ladoors i) ---- As YLTAAFAAMO PLC/` 1 -1 SILL TO LITE H COLUMN FASTENERS: 6 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)(Ft,t)/n„ T1:Thickness of Piece 1 (in): .055 =( .164 )( .055 )( 38 )712.34= 293.0# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ftu2Nnu 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(Fti2)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*Pnsn,in D2:Diameter of HeadlWasher(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,hvch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ft j)(C)/ns tc,Thread Engagement Depth: 0.05 =( .322 - 0.164 )( .055 )( 38 )( 1 )/3= 110.1 # Ns:Number of Screws: 6 Pnot = (Ks)(D1)(tc)(Fty2)/ns 96.6# Pat =Ns"Pn i,, _( 6 )( 96.6 ) = 579.7# Aluminum Alloy Structural Values Ft:Ultimate Tension of Piece 1 (ksi): 38 Ftyt:Yield Tension of Piece 1 (ksi): 35 Ftu2:Ultimate Tension of Piece 2(ksi): 38 Fv: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)ADM20D0 Nmtn.►.atrWYrrewier sKr�cow.Maw.{aw._r JOB: 230 CONSERVATORIES:VICTORIAN DESIGN SHEET NO: 18 OF: 36 a CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor Living...lndoors O.I. %N "LT■11"AML PLC SILL TO ELECTRIC H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON Equation In uts. ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-TS P. =2(D1)(T1)(Ftui)ln„ T1:Thickness of Piece 1 (in): .055 =( .164 )( .055 )( 38 )212.34= 293.0# A2:Alloy of Piece 2: 6005-T5 P"s =2(D1)(T2)(Ft„2)/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(F,112)for T2<=T9 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,ln 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 #B FASTENER MAXIMUM SHEAR IS 216.5# Asn:Thread Stripping Area of Internal Threa&(Perdnch): 0.014 i ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-Dl)(T1)(Ft„f)(C)/ns tc,Thread Engagement Depth: 0.066 _( .322 - 0.164 )( .055 )( 38 )( 1 )/3= 110.1 # Ns:Number of Screws: 6 Pnot = ((KsXD1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns 137.7# Pat =Ns*Pr4nin _( 6 )( 110.1 ) = 660.4# Aluminum Alloy Structural Values Ft.,:Ultimate Tension of Piece 1 (ksi): 38 Ftyf:Yield Tension of Piece 1 (ksi): 35 F12:Ultimate Tension of Piece 2(ksi): 38 FW:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffieclents: SHEAR: 1299.0# Coeffiecient,Ks= 1.01 TENSION 660A# 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 /J9rFh AWA0'L VW-ler.S.— JOB: 230 CONSERVATORIES:VICTORIAN DESIGN L / SHEET NO: 19 OF: 36 CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 f' 4••'.M CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor Living...IndoorsrT- A% YLi■•PRAM■ PLC I ..11 EAVE TO CORNER COLUMN FASTENERS: 8 0.164 "X 0.500 " TEK SCREWS DETAIL ON Equation louts., ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-TS Pns =2(D1)(T1)(Fti1)/n„ - Ti:Thickness of Piece 1 (in): .08 =( .164 )( .08 )( 38 )2/2.34= 426.1 # A2:Alloy of Piece 2: 6063-T5 P"s =2(D1XT2)(Fw2)/n„ T2:Thickness of Piece 2(in): .062 =( .164 )( .062 )( 22 )2/2.34= 191.2# Fastener Type: TEK SCREWS P,,s =((T2)(T2)(T2)(D1))E0.5*4.2(F1u2)for T2<=T1 Thread Type: SPACED THREADS =(( .062 x .062 )( .062 )( 0.164 ))E0.5*4.2( 22000 )= 577.7 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pns,n,n D2:Diameter of Head/Washer(in): .322 _( 8 X 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(Perlhch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 P. =(D2-D1)(T1)(Ft„f)(Cyns 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)1ns = 54.8# Pat =Ns*Pn j. _( 8 )( 54.8 ) = 438.29 Aluminum Alloy Structural Values Fwf:Ultimate Tension of Piece 1 (ksi): 38 Ftyf:Yield Tension of Piece 1 (ksi): 35 Ft„2: Ultimate Tension of Piece 2(ksi): 22 FW: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)ADM2000 NmtN JOB: 230 CONSERVATORIES:VICTORIAN DESIGN SHEET NO: 20 OF: 36 CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 _400411M.SIXIM0 CHECKED BY: Surya Larnsal DATE: 11/4/2003 Outdoor Living...Indoorsf)� ""--- AN YL7l AFMAME PLC- 1n 4 rM EAVE TO 30 DEGREE COLUMN FASTENERS: 8 0.164 "X 0.500 " TEK SCREWS DETAIL ON E uation Inputs.• ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 P"s =2(D1)(T1)(Ft„f)/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)(Ft„2)/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(Fti2)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*PnS61n D2:Diameter of Head/Washer(in): .322 _( 8 )( 266.3 )= 2130.6 # 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): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ftut)(C)/ns tc,Thread Engagement Depth: 0.062 =( .322 - 0.164 )( .08 )( 38 )( 1 )/3= 160.1 # Ns:Number of Screws: a + Pnot = (Ks)(D1)(tc)(Fty2)/ns 119.8# Pat =Ns*Pnm,n _( 8 X 119.8 ) = 958.5# Aluminum Alloy Structural Values Fto+: Ultimate Tension of Piece 1 (ksi): 38 Ftyt:Yield Tension of Piece 1 (ksi): 35 FW2:Ultimate Tension of Piece 2(ksi): 38 Fty2:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coef iecients: SHEAR: 1732.0# Coeffiecient,Ks= 1.01 TENSION 958.5# 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 No,t+A—:a•c JOB: 230 CONSERVATORIES:VICTORIAN DESIGN SHEET NO: 21 OF: 36 CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor Living..Jtsdoors x)'i _y YLTRAP\AM■ Pact EAVE TO 45 DEGREE 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)(Ft„1)/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)(Ftu2yna 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(F„2)for T2`=T1 Thread Type: SPACED THREADS i _(( .05 )( .05 )( .05 )( 0.164 ))E0.5*4.2( 38000 )= 722.6 Crown(C)or Valley(V)Fastening: C Pas =Ns`Pnsn,tn D2:Diameter of Head/Washer(in): .322 _( 8 )( 266.3 )= 2130.6 # 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): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Fwi)(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)(Fty2yns 119.8# Pat =Ns'PrImin _( 8 )( 119.8 ) = 958.5# Aluminum Alloy Structural Values Fmt: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: 1732.0# Coeffiecient,Ks= 1.01 TENSION 958.5# 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)AOM2000 W.0 AniYrGaY AY.giNSu veoq..MquufactrUb' JOB: 230 CONSERVATORIES:VICTORIAN DESIGN maj SHEET NO: 22 OF: 36 CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 I CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor Liv ..indoors)'i EAVE TO LITE H COLUMN FASTENERS: 6 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)(Ftuj)1n„ T1:Thickness of Piece 1 (in): .08 =( .164 )( .08 )( 38 )212.34= 426.1 # A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ffta)/nu 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(1�„2)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*Pnsjn 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 Pno„ =(D2-D1)(T1)(Ft.t)(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*Pmol,, _( 6 )( 96.6 ) = 579.7# Aluminum Alloy Structural Values Fl,{Ultimate Tension of Piece 1(ksi): 38 Fly,:Yield Tension of Piece 1 (ksi): 35 Ffi2:Ultimate Tension of Piece 2(ksi): 38 F1y2: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)ADM2000 r , Wats Anterrca'L Pvvmkr$uwwnL MANLLfALtur9' JOB: 230 CONSERVATORIES:VICTORIAN DESIGN i R ' SHEET NO: 23 OF: 36 z, CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 ' CHECKED BY: Surya Lamsal _DATE: 11/4/2003 Outdoor Living...indoers"01 A% ULTRA rRR4■ PLCF 1-1 V„Y EAVE TO ELECTRIC H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEKSCREWS DETAIL ON E uation In uts• ALLOWABLE CONNECTION BEARING A1:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ftuj)/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)(Fti2)/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(F„2)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`Pnsn,l„ D2:Diameter of Head/Washer(in): .322 _( 6 )( 351.5 )= 2109.3 # 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)/ns tc,Thread Engagement Depth: 0.066 _( .322 - 0.164 )( .08 )( 36 )( 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'Pnmtn _( 6 )( 137.7 ) = 826.39 Aluminum Alloy Structural Values Ft.,:Ultimate Tension of Piece 1 (ksi): 38 Ftyt:Yield Tension of Piece 1 (ksi): 35 Ftt2:Ultimate Tension of Piece 2(ksi): 38 Ftyl.Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1299.6# Coeffiecient,Ks= 1.01 TENSION 826.3# Coeffiecient 2/n= 0.0625 Coefflecient,4/n= 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to(AA)AOM2000 hlat'.1AWbtGAS Aerier SUYJCO"L MAwa{ActuH_r JOB: 230 CONSERVATORIES:VICTORIAN DESIGN : SHEET NO: 24 OF: 36 tl_ CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 ;1 ` i i • CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor ZirsnS..Indoors f) = - AN YLTR AtRAM I P 9 NSANAZ> 1/8" EAVE CORNER SPLICE PLATE TO EAVE FASTENERS: 8 0.190 "X 0.500 " TEK SCREWS DETAIL ON E uation In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 5052-1-132 Pns =2(D1)(T1)(Ft„j)/nn T1:Thickness of Piece 1 (in): .125 _( .190 )( .125 )( 31 )2/2.34= 629.3# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ft„2)/n„ T2:Thickness of Piece 2(in): .08 =( .190 )( .08 )( 38 )2/2.34= 493.7# Fastener Type: TEK SCREWS PAs =((T2)(T2)(T2)(D1))E0.5`4.2(Ftu2)for 72<=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'Pnsn,ln D2:Diameter of Head/Washer(in): .384 _( 8 )( 493.7 )= 3949.4 # D1:Nominal Diameter of Fastener(in): 0.190 L:Length of Fasteners(in): 0.500 #10 FASTENER MAXIMUM SHEAR IS 270.5# Asn:Thread Stripping Area of Internal Thread(ppr,lnah): 0.018 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnw =(D2-D1)(T1)(Fs,j)(C)/ns tc,Thread Engagement Depth: 0.08 _( .384 - 0.19 )( .125 )( 31 )( 1 )/3= 250.6# Ns:Number of Screws: 8 Pnot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns = 257.0# Pat =Ns`Pnrnin _( 8 )( 250.6 ) = 2004.7# Aluminum Alloy Structural Values Ftu,: Ultimate Tension of Piece 1 (ksi): 31 Ftyl:Yield Tension of Piece 1(ksi): 23 Fti2:Ultimate Tension of Piece 2(ksi): 38 Fty2:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 2164.0# Coeffiecient,Ks= 1.2 TENSION 2004.7# 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)ADM200(j JOB: 230 CONSERVATORIES:VICTORIAN DESIGN ' SHEET NO: 25 OF: 36 - o CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor Loving-..Indoorsl)'e ---- _. AN ULTRA/MANC V&C/ a..to - 1/8"EAVE CORNER SPLICE PLATE TO EAVE FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON E uation In uts: ALLOWABLE CONNECTION BEARING Al:A11Dy of Piece 1: 3003-1-114 Pns =2(D1)(T1)(Ftu1)/n" T1:Thickness of Piece 1 (in): .125 =( .164 )( .125 )( 20 )2/2.34= 350.4# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Fw2)/n" TZ Thickness of Piece 2(in): .08 =( .154 )( .08 )( 38 )2/2.34= 426.1 # Fastener Type: TEK SCREWS P. =((T2)(T2)(T2)(D1))E0.5*4.2(Ftu2)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 Pa. =Ns*Pnsnln 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 Threa&(i?#r44ch): 0.018 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ft"j)(C)/r6 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(D1)(Ftu2)(tc-2/n))/ns 221.8# Pat =Ns*Pr6ln _( 6 )( 131.7 ) = 790.0# Aluminum Alloy Structural Values Ftul:Ultimate Tension of Piece 1 (ksi): 20 Fyt:Yield Tension of Piece 1 (ksi): 17 F,,,2:Ultimate Tension of Piece 2(ksi): 38 Ft,,:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: 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 North Aatrica's Twoutr SuK com MAw faawv JOB: 230 CONSERVATORIES:VICTORIAN DESIGN SHEET NO: 26 OF: 36 § • i� CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 ° CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor Laving.-Indoors 17' --� ` AN YLTRAPRAMt PLC r 1 �„ 1/8"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-T5 Pns =2(D1)(T1)(Ft„t)/n„ T1:Thickness of Piece 1 (in): .125 _( .190 )( .125 )( 22 )212.34= 446.6# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Fw2)/n„ T2:Thickness of Piece 2(in): .062 _( .190 )( .062 )( 38 )2(2.34= 3B2.6# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Ft„2)for T2<=T1 Thread Type: SPACED THREADS =(( .052 )( .062 )( .062 )( 0.19 ))E0.5*4.2( 38000 )= 1074.0 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnstnin D2:Diameter of Head/Washer(in): .384 _( 6 )( 382.6 )= 2295.6 # 131: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(F.erilpich): 0.018 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ft„t)(C)/ns tc,Thread Engagement Depth: 0.062 =( .3B4 - 0.19 )( .'125 )( 22 )( 1 )/3= 177.8# Ns: Number of Screws: 6 Pnot = (Ks)(D1)(tc)(Fty2Nns = 138.8# Pat =Ns*Pn in _( 6 )( 138.8 ) = 832.8# Aluminum Allo Structural Values Ft.,:Ultimate Tension of Piece 1 (ksi): 22 Fly,:Yield Tension of Piece 1 (ksi): 16 MAXIMUM ALLOWABLE LOADS F,,,Z:Ultimate Tension of Piece 2(ksi): 38 4GBA/4HBA* SHEAR: 1623.0# F1y2:Yield Bearing of Piece 2(ksi): 35 TENSION 832.8# 5LB5/5CB5 SHEAR: 2164.0# TENSION 1110.5# Co ffiecients: 8 SCREWS Coeffiecient,Ks= 1.01 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] NlT"Arum='s AY.viff SUvJ mmdN fgCCna JOB: 230 CONSERVATORIES:VICTORIAN DESIGN SHEET NO: 27 OR 36 L 'N,AN CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 • • CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor Living..Ittdoors'�'- 1/4" CORNER CLIP ANGLE TO EAVE* FASTENERS: 6 0.190 "X 1.250 " TEK SCREWS DETAIL ON Equation Ignuts. ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Fi„,)/n„ T1:Thickness of Piece 1 (in): .25 =( .190 )( .25 )( 22 )2/2.34= 893.2# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ftu2)/nu T2:Thickness of Piece 2(in): .062 =( .190 )( .062 )( 38 )2/2.34= 382.6# Fastener Type: TEK SCREWS P. =((T2)(T2)(T2)(D1))E0.5*4.2(RU2)for T2<=T9 Thread Type: SPACED THREADS =(( .062 )( .062 )( .062 )( 0.19 ))ED.5*4.2( 38000 )= 1074.0 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsmin D2:Diameter of Head/Washer(in): .384 _( 6 )( 362.6 )= 2295.6 # 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,(Pes4ach): 0.018 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ftuj)(C)/rls tc,Thread Engagement Depth: 0.09 _( .384 - 0.19 )( .25 )( 22 )( 1 )/3= 355.7# Ns:Number of Screws: 6 Pool = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns , = 308.9# Pat =Ns*Pnmin _( 6 )( 308.9 ) = 1853.1 # Aluminum Alloy Structural Values #10 FASTENER MAXIMUM TENSION IS 270.5# Ftut:Ultimate Tension of Piece 1 (ksi): 22 Fly,:Yield Tension of Piece 1 (ksi): 16 MAXIMUM ALLOWABLE LOADS Ftu2:Ultimate Tension of Piece 2(ksi): 38 5LB3/5HB3* SHEAR: 1623.0# Ftp:Yield Bearing of Piece 2(ksi): 35 TENSION 1623.0# 5LB515CB5 SHEAR: 2164.0# TENSION 2164.0# Coeffiecients: 8 SCREWS 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 W.0 Aralkal JOB: 230 CONSERVATORIES:VICTORIAN DESIGN SHEET NO: 28 OF: 36 1 CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 t CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor Loving.lndoorse' $� ..wrr. A� ULTRAFRAMS PLC P-1-1 EAVE TO RAFTER BAR* (CONNECTS FROM UNDERNEATH) FASTENERS: 1 0.190 "X 1.250 " TEK SCREWS DETAIL ON E uation In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ft,f)/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)(Fn,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(F1ii2)for T2<=T1 Thread Type: SPACED THREADS =(( .1 )( .1 )( .1 )( 0.19 ))ED.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 j)(C)/ns n,Threads Per inch: 32 _( .384 - 0.19 )( .08 )( 38 )( 1 )/3= 196.6# tc,Thread Engagement Depth: 0.1 Pnot = ((Ks)(Di)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns Ns:Number of Screws: 1 360.7# Pat =Ns*PrWn _( 1 )( 196.6 ) = 196.6# Aluminum Alloy Structural Values F,„t:Ultimate Tension of Piece 1 (ksi): 38 MAXIMUM ALLOWABLE LOADS Ftyt:Yield Tension of Piece 1 (ksl): 35 SHEAR: 270.5# Fw2:Ultimate Tension of Piece 2(ksi): 38 TENSION 196.69 FW: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 Mmti,Aratriaa's OrtwitrJOB: 230 CONSERVATORIES:VICTORIAN DESIGN SHEET NO: 29 OF: 36 CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor Livang..Indoors+iN :.n UL7AAIRAMS PLC f. ..say -- 118"CLIP ANGLE TO RAFTER BAR* (CONNECTS FROM SIDE) FASTENERS: 4 0.190 "X 1.250 " TEK SCREWS DETAIL ON Equation louts., ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Ft"jUnu 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)(Fti2yn„ 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(Fai2)for T2<=T9 Thread Type: SPACED THREADS =(( .1 )( .1 )( .1 )( 0.19 ))E0.5*4.2( 38000 )=2199.9 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnspn;n D2:Diameter of HeadM/asher(in): .384 _( 4 )( 446.6 )= 1786.3 # D1:Nominal Diameter of Fastener(in): 0.190 #10 FASTENER MAXIMUM SHEAR IS 270.6# L:Length of Fasteners(in): 1.250 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(P•errinch): 0.018 P.. =(D2-D1)(T1)(Ftu1)(Cyns n,Threads Per Inch: 32 =( .384 - 0.19 )( .125 )( 22 )( 1 )/3= 177.8# tc,Thread Engagement Depth: 0.1 Pnoi = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns Ns:Number of Screws: 4 360.7 # Pat =Ns*Perm _( 4 )( 177.8 ) = 711.3# Aluminum Alloy Structural Values MAXIMUM ALLOWABLE LOADS Ful: Ultimate Tension of Piece 1 (ksi)- 22 4GBA/4HBA F,yj:Yield Tension of Piece 1 (ksi): 16 SHEAR: 1082.0 # Ftu2:Ultimate Tension of Piece 2(ksi): 38 TENSION 711.3# FW:Yield Bearing of Piece 2(ksi): 35 5LB5/5CB5 SHEAR: 2164.0 # TENSION 1422.7# 8 SCREWS 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 r_ North Arll,(eASRYnSerSwvmiw.Maw.{Act.uCY JOB: 230 CONSERVATORIES:VICTORIAN DESIGN i SHEET NO: 30 OF: 36 p o o CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 - CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor Living...lndoors-11' -' ;- LT..-.9 PLC 1- ...arc 1/4"CORNER CLIP ANGLE TO RAFTER BAR* FASTENERS: 4 0.190 "X 1.250 " TEK SCREWS DETAIL ON Equation Ipputs. 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)(Fai2)/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(Fj 2)for 72<=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*Pns.In D2:Diameter of Head/Washer(in): .384 _( 4 )( 555.4 )= 2221.5 # 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-(R.ecdnch)s 0.018 Pn.,, =(D2-D1)(T1)(Fwt)(C)/na n,Threads Per Inch: 32 =( .384 - 0.19 )( .25 )( 31 )( 1 )/3= 501.2# tc,Thread Engagement Depth: 0.09 Prot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n)yns Ns:Number of Screws: 4 308.9# Pat =Ns*PrWn _( 4 )( 308.9 ) = 1235.4# #10 FASTENER MAXIMUM SHEAR IS 270.5# Aluminum Alloy Structural Values Fwt:Ultimate Tension of Piece 1 (ksi): 31 MAXIMUM ALLOWABLE LOADS Ftyt:Yield Tension of Piece 1 (ksi): 23 SHEAR: 1082.0 # Fw2: Ultimate Tension of Piece 2(ksi): 38 TENSION 1082.0# FW: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 Calwlations Conform to(AA)ADM2 00 NmthA UrUQ'SMAeufRltff JOB: 230 CONSERVATORIES:VICTORIAN DESIGN L ' SHEET NO: 31 OF: 36 .Mon M i a CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor Living...Iudoora'�'% --- -" - -'-- '- .---- A% "ITR■/"AM■ PLC RIDGE TO RAFTER BAR'' FASTENERS: 4 0.190 "X 0.375 " TEK SCREWS DETAIL ON E uation Inputs- ALLOWABLE n uts:ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Fhi1)/nt T1:Thickness of Piece 1 (in): .065 _( .190 )( .065 )( 22 )2/2.34= 232.2# A2:Alloy of Piece 2: 6005-T5 Pts =2(D1)(T2)(Ft„2)/n,, T2:Thickness of Piece 2(in): .12 _( .190 )( .12 )( 38 )2/2.34= 740.5# Fastener Type: TEK SCREWS Pts =((T2)(T2)(T2)(D1))E0.5*4.2(Ftu2)for T2<=T9 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'Pnst,in D2:Diameter of Head/Washer,(in): .384 _( 4 )( 232.2 )= 928.9 # 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 Pno„ =(D2-D1)(T1)(Ftd)(C)/ns n,Threads Per-inch: 24 _( .384 - 0.19 )( .065 )( 22 )( 1 )/3= 92.5# tc,Thread Engagement Depth: 0.12 Prot = ((Ks)(D1)(Fty2)(4/n4c)+3.26(D1)(Ftu2)(tc-2/n))/ns Ns:Number of Screws: 4 411.8# Pat =Ns*Perin _( 4 X 92.5 ) = 369.9# Aluminum Alloy Structural Values Flu,:Ultimate Tension of Piece 1 (ksi): 22 MAXIMUM ALLOWABLE LOADS Fty1:Yield Tension of Piece 1 (ksi): 16 SHEAR: 928.9# FUi2: Ultimate Tension of Piece 2(ksi): 38 TENSION 369.9# FW: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 Marti.wurua•svrwuersu Cb. Maw.{aaarer JOB: 230 CONSERVATORIES:VICTORIAN DESIGN SHEET NO: 32 OF: 36 CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 ut ' i t CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor Ldvfrsg...Ioadoorit)4 -n ■LINANUAM[ PLC r• —AN COMPRESSION RING TO RAFTER BAR* FASTENERS: 2 0.250 "X 1.000 " TEK SCREWS DETAIL ON E uation In uts: ALLOWABLE CONNECTION BEARING A1:Alloy of Piece 1: 5052-H32 P"5 =2(D1)(Tl)(Ftuj)/n. T1:Thickness of Piece 1 (in): .25 =( .250 X .25 )( 31 )2/2.34= 1656.0# A2:Alloy of Piece 2 6005-T5 Pns =2(D1 XT2)(Fv2)/n„ T2:Thickness of Piece 2(in): .062 =( .250 )( .062 )( 38 )2/2.34= 503.4# Fastener Type: TEK SCREWS Pns =((T2)(T2XT2)(D1))E0.5*4.2(Fw,2)for T2<=TI Thread Type: SPACED THREADS =(( .062 X .062 )( .062 )( 0.25 ))E0.5*4.2( 38000 )= 1231.9 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pns,,,ln D2:Diameter of Head/Washer(in): .480 _( 2 )( 503.4 )= 1006.8 # D1:Nominal Diameter of Fastener(in): 0.250 114"FASTENER MAXIMUM SHEAWIS 491# L:Length of Fasteners(in): 1.000 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread fPerneli: ; 0.032 Pnov =(D2-D1)(T1)(Ft„w)(C)/ns n,Threads Per Inch: 20 _( .480 - 0.25 )( .25 )( 31 )( 1 )/3= 594.2# tc,Thread Engagement Depth: 0.062 Pnut = (Ks)(Dl)(tc)(Fty2)/ns Ns:Number of Screws: 2 182.6# Pat =Ns*P%.n _( 2 )( 182.6 ) = 365.3# Aluminum Alloy Structural Values Ftut: Ultimate Tension of Piece 1 (ksi): 31 MAXIMUM ALLOWABLE LOADS Ftyf:Yield Tension of Piece 1 (ksi)- 23 SHEAR: 982.0# F1u2:Ultimate Tension of Piece 2(ksi): 38 TENSION 365.3# FW:Yield Bearing of Piece 2(ksi): 35 Coefflecients: 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)AOM2000 9 , M ti. JOB: 230 CONSERVATORIES:VICTORIAN DESIGN SHEET NO: 33 OF: 36 CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 CHECKED BY: Surva Lamsai DATE: 11/4/2003 Outdoor�dtisttg...Indoor�?)'' ..N usrRartart Pscr 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: 5052-1-132 Pns =2(D1)(T1)(Fn,i)/n„ 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)(Fti2)/n„ T2:Thickness of Piece 2(in): .2 _( .500 )( .2 )( 38 )2/2.34= 3247.9# Fastener Type: THRU-BOLTS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fu2)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,nin 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): 2.750 112"FASTENER MAXIMUM SHEAR IS 2194.5# Asn:Thread Stripping Area of Internal Thread(Per-lheh): 0.142 n,Threads Per Inch: 13 tc,Thread Engagement Depth: 0.18 ALLOWABLE CONNECTION TENSION Ns:Number of Screws: 2 Pnov =(D2-D1)(T1)(Ft j)(C)/ns _( .75 - 0.5 )( .25 )( 31 )( 1 )/3= 645.8# Pat =Ns*Pn In _( 2 )( 6458 ) = 1291.7# Aluminum Alloy Structural Values Ftut: Ultimate Tension of Piece 1 (ksl): 31 Fly{Yield Tension of Piece 1 (ksi): 23 Ftu2:Ultimate Tension of Piece 2(ksi): 38 Fty2:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 4389.0# Coeffiecient,Ks= 1.2 TENSION 1291.7# Coeffiecient 2/n= 0.15384615 Coeffieclent,4/n= 0.30769231 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 n,ar[n Arusrtca's A[w,er sawww.Maws{adxrer JOB: 230 CONSERVATORIES:VICTORIAN DESIGN SHEET NO: 34 OF: 36 CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 t CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor Living...iadoorAl _ - - - YLINA FKAM! FLC I, —AN.T,,,.i� TRUSS BRACKET(CN4204)TO RAFTER BAR* FASTENERS: 3 0.250 "X 1.250 " TEKSCREWS DETAIL ON Equation In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ft„jyn" T1:Thickness of Piece 1 (in): .25 _( .250 )( .25 )( 38 )2/2.34= 2029.9# A2:Alloy of Piece 2: 6005-T5 P. =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(Ft„2)for T2<=T9 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*Pnsln D2:Diameter of Head/Washer On): .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): 1.250 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Per-Inch): 0.032 Pnov =(D2-D1)(T1)(Ftj)(Cyns 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)Ins Ns:Number of Screws: 3 350.1)# Pat =Ns*Pr6n _( 3 )( 350.0 ) = 1050.0# Aluminum Alloy Structural Values Ftut:Ultimate Tension of Piece 1 (ksi): 38 MAXIMUM ALLOWABLE LOADS Ftyt:Yield Tension of Piece 1 (ksi): 35 SHEAR: 1473.0# Ftt,2:Ultimate Tension of Piece 2(ksi): 38 TENSION 1050.0# F,yz: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(AM ADM2000 Wxth AruGricR'sMA—fa—b— JOB: 230 CONSERVATORIES:VICTORIAN DESIGN SHEET NO: 35 OF: 36 by o a CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 CHECKED BY: Surya Lamsal DATE: 11/4/2003 Outdoor L ivirag...Iudoorsl)'i 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 Pns =2(D1)(T1)(Ftut)/nu 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)(Ftu2)/nu 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(Flu2)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,ln 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;(P,,er Inch): 0.032 P.. =(D2-D1)(T1)(Ftut)(C)/ns n,Threads Per Inch: 20 =( .442 - 0 25 )( .089 )( 38 )( 1 )/3= 216.4# tc,Thread Engagement Depth: 0.1 Pnot = (Ks)(D1)(tc)(Fty2yns Ns: Number of Screws: 3 350.0# Pat =Ns*Pr4nm _{ 3 )( 216.4 ) = 649.30 Aluminum Alloy Structural Values Ftut:Ultimate Tension of Piece 1 (ksi): 38 MAXIMUM ALLOWABLE LOADS Fye:Yield Tension of Piece 1 (ksi): 35 SHEAR- 1473.0# Ftu2:Ultimate Tension of Piece 2(ksi): 38 TENSION 649.3 # 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)ADM200D Ofta AW.M IS Pre-LUrSovco.,L MQw fstawv JOB: 230 CONSERVATORIES:VICTORIAN DESIGN SHEET NO: 36 OF: 36 CALCULATED BY: Lawrence Duffy DATE: 11/4/2003 CHECKED BY: Surya Larnsal DATE: 11/4/2003 Outdoor Living:..ladoorsl)'y AN ULTRAPSAMC PLC(` -- t.&— SILL MS) (WALL)TO EXISTING STRUCTURE FASTENERS: 5 0.375 "X 3.000 " LAG BOLTS DETAIL ON E uation In uts• ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ftujyn„ T7: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 Pnov =(D2-D1)(T1)(Ftut)(C)/ns =( .875 - 0.375 )( .055 )( 38 )( 1 )/3= 348.3# Pat =Ns'Pnml„ Aluminum Alloy Structural Values _( 5 )( 348.3 ) = 1741.7# Ft,,:Ultimate Tension of Piece 1 (ksi): 38 i Ft,,: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 Confbrm to(AA)ADM200(1 NorUi A erima'S PreKt er SKvwoom MAV k fact"rer r k{.itr' outdoor Livia ..Jndoors3'N AN V L1rRAFRAME PLC u j ?J FAN 'Y`4Q�✓ ALUMINUM DESIGN MANUAL REFERENCES FOUR SEASONS SOLAR PRODUCTS 5005 Veterans Memorial Highway Holbrook,New York 11741 (631)563-4000 Fax:(631)21 B-9076 Table 3.3-1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS TENSION COMPRESSION 5HEAR COMPRESSIVE ALLOY THICKNESS MODULUS OF AND PRODUCT RANGE Fwt Ftyt Fey Fsu Fsy ELASTICITY$ TEMPER IN. ksi ksi ksi ksi ksi Eksi 1100-1-112 Sheet,Plate All 14 11 10 9 6.5 10,100 -1-114 (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 3003-1-112 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 -H16 Sheet 0.006-0.162 24 21 18 14 12 10,100 H18 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 -H16 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 -1-114 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 -1-118 Sheet 0.006-0.128 26 23 19 15 13 10,100 Alclad 3003-H14 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 3004-1-132 Sheet&Plate 0.017-2.000 28 21 18 17 12 10,100 -1-134 Sheet&Plate 0.009-1.000 32 25 22 19 14 10,100 -1-136 Sheet 0.006-0.162 35 28 25 20 16 10,100 -1-138 Sheet 0.006-0.128 38 31 29 21 18 10,100 3004-H34 Drawn Tube 0.018-0.450 32 25 24 19 14 10,100 -1-136 Drawn Tube 0.018-0450 35 28 27 20 16 10,100 Alclad 3004-1-132 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 -1-1131,H241,H341 Sheet 0.024-0.050 31 26 22 18 15 10,100 -1-1151,H261,H361 Sheet 0.024-0.050 34 30 28 19 17 10,100 3005-1-125 Sheet 0.013-0.050 26 22 20 15 13 10,100 -1-128 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 -1-114 Sheet&Plate 0.009-1.000 21 17 15 12 10 10,100 -1-116 Sheet 0.006-0.162 24 20 18 14 12 10,100 -1-132 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 -1-136 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 -1-132 Cold Fn, Rod&Bart All 22 16 15 13 9 10,100 Drawn Tube -H34 Cold Fin.Rod&Barr All 25 20 19 15 12 10,100 Drawn Tube For all footnotes,see last page of this Table January 2000 I-A-15 s Table 3.3-1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS TENSION COMPRESSION SHEAR COMPRESSIVE ALLOY THICKNESS I MODULUS OF AND PRODUCT RANGE FNt F,yt F.y F8. F,y ELASTICITY* TEMPER IN• ksf 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 0.006-0.162 37 29 26 22 17 10,200 5083-0 Extrusions up thru 5.000 39 16 16 24 9 10,400 -H111 Extrusions up thru 0.500 40 24 21 24 14 10,400 -Hill Extrusions 0.501-5000 40 24 21 23 14 10,400 Sheet&Plate 0.051-1.500 40 18 18 25 10 10,400 - -0 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 1.501-3.000 41 29 24 24 17 10,400 -H321 Plate 1.501-3.000 41 29 24 24 17 10,400 5086-0 Extrusions up thru 5.000 35 14 14 21 8 10,400 -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 -O Sheet&Plate 0.020-2.000 35 14 14 21 8 10,400 -0 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 B 10,400 -H112 Plate 2.001-3.000 34 14 15 21 8 10,400 -H112 Sheet&Plate All 40 28 26 24 16 10,400 -H32 Sheet&Plate All 40 28 26 24 16 10,400 Drawn Tube -H34 Sheet&Plate All 44 34 32 26 20 10,400 Drawn Tube 5154-H38 Sheet 0.006-0128 45 35 33 24 20 10,300 5454-0 Extrusions up thru 5.000 31 12 12 19 7 10,400 -H111 Extrusions up thru 0.50D 33 19 16 20 11 10,400 -H111 Extrusions 0.501-5000 33 19 16 19 11 10,400 -H112 Extrusions up thru 5.000 31 12 13 19 7 10,400 -0 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 -1134 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 -1-1116 Sheet&Plate 0.188-1.250 46 33 27 27 19 10,400 -H321 Sheet&Plate 0.188-1.250 46 33 27 27 19 10,400 -H116 Plate 1.251-1500 44 31 25 25 18 10,400 -H321 Plate 1.251-1.500 44 31 25 25 18 10,400 1-1116 Plate 1.501-3000 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 10,10D -T6,T6510,T6511 Extrusions All 38 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 B.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-T63 T62 Extrusions up thru 2 999 48 45 45 29 26 10,100 6105-T5 Extrusions up 1hru 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 0.50D 30 25 25 19 14 10,100 t FN and F,,are minimum specified values(except F,y for 1100-H12,-H14 Cold Finished Rod and Bar and Drawn Tube,Alclad 3003 H1 B ' Sheet and 5050-H32,-H34 Cold Finished Rad and Bar which are minimum expected values);other strength properties are corresponding 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 -A-1 s January2000 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 of the thickness of the member that has been developed by In compression members,the pitch and gage of such rivets rivets or bolts,beyond the section considered, or bolts shall be determined as outlined in Section 5.1.9.In tension members,the maximum pitch or gage of such rivets, 5.1.7 Effective Sections of Angles screws or bolts shall not exceed a distance,in inches,equal to 3+201,(in mm,76+20t)in which tis 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 case,the effective net section shall be the entire net section bolt under computed stress to the edge of the sheet or shape of the angle.The lug angle shall be designed to develop at toward which the pressure is directed shall be twice the least one-half the total load in the member and shall be nominal diameter of the rivet,screw or bolt when using the connected to the main member by at]east two fasteners. allowable bearing stress shown in Tables 5.1.1.3-1 and-2. For double angles placed back-to-back and connected to When a shorter edge distance is used,the allowable bearing stress shall be reduced by the ratio: actual edge dis- both sides of a gusset plate,the effective net section shall be the net section of the connected legs plus two-thirds of the tance/twice the fastener diameter(See Section 3.4.5).The edge distance shall not be less than 1.5 times the fastener section of the outstanding legs. For intermediate joints of continuous angles,the effec- diameter to extruded, sheared, sawed, rolled or planed live net area shall be the gross sectional area less deductions edges. ` 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 If the grip (total thickness of metal being fastened) of rivet-hole tolerances are as recommended by the respective rivets, screws or bolts carrying calculated stress exceeds manufacturers. 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 [112+Gf/(9D)]in which G.isthe 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 21h 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 Loekbolts exceeds the calculated stress. In this case the width b in Section 3.4.9 shall be permitted to be taken as 0.8g where g Lockbolts shall only be used when installed in confor- is the gage. mance with the lockbolt manufacturer's specifications and when the body diameter and bearing areas under the head and nut, or their equivalent, are not less than those of a conventional nut and bolt. January 2000 I-A-59 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 Transverse Parallel Contact Surface Oversize 5.1.17 Slip-Critical Connections of Bolted Parts Standard &Short Long Slots Long 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 Theeffecton slipresistance 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 a long 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 connectedparts 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 DN5 = larger of the nominal washer diameter and pits shall be the lesser of the screw head tensile ultimate strength of member in 1, _ 2F,., n" (Eq. 5.3.1.1-2) contact with the screw head "s "� n • u F,u2 = tensile ultimate strength of member not in contact with the screw head n P,,, 2P,u2 DtZ n., (Eq. 5.3.1.1-3) F,Y, = tensile yield strength of member not in u contact with the screw head For t.1t, -< 1.0,P.shall not also exceed K, = coefficient which depends on member pns - 4'2(t2D)12Ftuz (Eq.5.3.1.1-4) thickness n = number of threads per unit length for a screw n, = factor of safety=3.0 5.3.1.2 Shear in Screws P,, = allowable shear force per screw The ultimate shear capacity of the screw shall be deter- P", = 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 P", = allowable tensile force per screw used or by test according to Section 8.The ultimate shear capacity of the screw shall not be less than 1.25 Pn, P,,, = nominal tensile strength per.screw Pno = nominal pull-out strength per screw 5.3.2 Tension Pnov = nominal pull-over strength per screw For screws which carry tensile loads, the head of the tl = thickness of member in contact with the screw or washer, if a washer is provided, shall have a ; screw head diameter DM,not less than 5116 in.(8 mm).Washers shall be at least 0.050 in.(1.3 mm)thick- t, — 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 p __ p l n (Eq. 5.3.2-1) P., nt s into tZ not including tapping or drilling point P",shall be taken as the lesser of P"o,and PMV 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"o,,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 rightened in accordance 1)for UNC threads(screw thread types C,D,F,G,and T) with the manufacturer's specifications. The tensile stress on the net section of each member a)for 0.060 in. s t,< 0.125 in.(1.5 mm s t,s 3 mm) joined by a screw connection shall not exceed the allowable pnot=K,D t�F,Z (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,=1.01 for 0.060 in. s t,<0 080 in. (1.5mmst,<2mm) 5.3.1 Shear K,=1.20 for 0.080 in. <_ t,s 0.125 in. (2 mm <_ t,:5 3 mm) The shear force shall not exceed the allowable bearing force for a screw according to Section 3.4.5 nor the allow- b)for 0.125 in.<t<<0.25 in.(3 mm<t,<6.3 mm) ables according to subsections of this section. pnot= 1.2D Fry2 c(0.25- t.)+ 1.16Asn Fm—,(tc -0.125) 5.3.1.1 Connection Shear (Eq. 5.3.2.1-2) The shear force per screw shall not exceed P.calculated e)for 0.25 in. s t<<_ 0.375 in. (6.3 mm s t,s 10 mm) as follows: Pno,=0.5 8A,.t�F,,,Z (Eq. 5.3.2.1-3) Pa: = pnJ/ns (Eq. 5.3.1.1-1) where January 2000 I-A-61 2) for spaced threads (screw thread types AB, B,BP,BF, The block shear rupture allowable force P,,,of welded and BT) comiections 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 mm -< t, <- 2/n) for F,"As,> F,"AB,, P,,.,=K,D t,F,, (Eq. 5.3.2.1-4) Ps._ (FOAc,,a-F,"As,)/n„ ( 9•E 5.4-3) where K,= 1.01 for 0.038 in. < t,<0.080 in. (1 mm-< 1,<2 mm) otherwise K,=1.20 for 0.080 in. < t,<- 2/n (Eq. 5.4-4) (2 mm< 1,< 2h7) Pr._ (F,"Age+Fn,A�t)/n" where b)for 2h7<t,<4/n A� =gross area in shear P - 1.2D F,,(4/n - t )+3.26D F (t - 2/n) A,,,=gross area in tension " mz A",,=net area in shear (Eq.53.2.1-5) A",=net area in tension c)for 4/n < t,-< 0.375 in. (4/n s t,<- 8 mm) 5.5 Laps in Building Sheathing P"o,=1.63D V.2 (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., for pulling con- 5.5.1-1. nected material over the head of a screw or washer, if present,is: 5.5.2 Sidelaps P,W„ = CtjF,„I(D.-Dd (Eq.5.3.2.2-1) For a sinusoidal corrugated sheet,the minimum sidelap 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- for valley fastening and 0.7 for crown fastening),D.,is the rugations,and the mimmum sidelap for siding shall have a larger of the screw head diameter or the washer diameter, width equal to half the pitch. and shall be taken not larger than 1/2 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 Pn,. 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„ 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,,A", z F_A"� 5.6 Flashings and Closures Ps,_ (FsxAV+F,"Aj/n� (Eq.5.4-1) 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- wise,use minimum#12 screws or 3/16 in.(5 mm)diameter rivets to secure flashings to the roofing or siding. I-A-62 January 2000 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 1 in.or less 6 in. 4 in (25 mm or less) (150 mm) (10D 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 mon:) (230 mm) (150 mm) (150 mm) January 2000 I-A-63 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 mg 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 6.4 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 arc cut. All edges which have been cut by the are 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 cutting. b. The finished diameter of holes for cold-driven rivets 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%n 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 and time are carefully observed.If structural material is be cause for rejection.Holes shall not be drifted in such subjected to elevated temperatures or times in excess of a manner as to distort the metal. All chips lodged the foregoing, the allowable stresses shall be reduced between contacting surfaces shall be removed before consistent with mechanical properties specified for the assembly. material after the heating process. 6.5 Riveting b. For 5X3X series alloys with magnesium contents greater than 3 percent,holding within the temperature 6.5.1 Driven Head 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. a. Flat heads shall have a diameter not less than 1.4 times The length of time at temperature is a critical factor m determining the degree of sensitization. Hot forming the nominal rivet diameter and a height notless 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-point heads shall have a diameter not less than I.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 450'F(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 Speccorrosive conditions.In such cases,aluminum surfaces Specification are 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 NMT-704 is also acceptable.) drainage from the metal diverted away from the 6.6.1 Contact with Dissimilar Materials aluminum. Where the aluminum alloy parts are in contact with,or e. Prepainted aluminum only requires additional protection 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 ments) or are made of prepainted aluminum components. TT-P-645B,followed by two coats of paint consisting of Where structures are to be exposed to extremely corrosive 2 lb.of aluminum paste pigment(ASTM Specification conditions over-all painting shall be specified. D962-81, Type 2, Class B) per gallon of varnish 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 tion MIL-M-10578.Abrasion-blasting shall not be used on environments. aluminum less than or equal to 1/8 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 January 2000 I-A-65 w 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„, E 7.1.2-1 mm) to each side of the center of a weld. Mechanical FnN, - F„ A (F„ - F"' ( q. ) properties for weld-affected metal shall be taken from Table 3.3-2 except thatF,., values shall be multiplied by 0.9. The where modulus of elasticity for weld-affected metal is the same as Fp,,,= allowable stress on the cross section, part of for non-welded metal. which is weld-affected. Allowable stresses calculated in accordance with Section F„ = allowable stress if no part of the cross section were weld-affected.Use buckling constants for 7.1.1 apply to: unwelded metal from Table 3.3-3 or 3.3-4 and 1) Members in axial tension with transverse welds 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 F,,., and Fes,,,, 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. A beam flange shall consistof 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 AH = weld-affected cross sectional area. 3.4.7 through 3.4.21)with slenderness less than SI shall be If A,,,<0.15A,AN,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 Ty, f Stress Type of Member or Component Sec. , ..awable Stress Table 2-20 ' 3.a. Allowable Stresses for BUILDING y and Similar Type Structures TENSION,axial Any tension member 1 19 1MV -V1 6005—T5 Extrusions Rectangular tubes,structural Thicknesses Up Through 1.00 in. >�:-�3�+x shapes hent around strong axis (}F 2 19 nis; TENSION IN 6105—T5 Extrusions BEAMS, + extreme fiber, Round or oval tubes 3 24 "yt Thicknesses Up Through 0.50 in. •��'" 9 2 netsection &z * WHITE BARS ' Shapes bent about weak axis, f _i--r �`�" apply to nonwelded members and to welded 4 bars,plates 28 '"': P members at locations farther than 1,0 in.from a weld. Vit-., W,I rid pply within 1.0 in.of a weld. On rivets and boltsEN rJ 39 Equations that straddle the shaded and unshaded areas apply to both. 4 PPY BEARING On flat surfaces and Ins and on bolts in slotted "" *For tubes with circumferential welds,equations of Sections 3.4,10, P 6 26 V. '16��� 9 holes 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 i S Slenderness s 5, , Between 5,and S, s COMPRESSION kUr=0 20.2-0.126(kUr) Wr=66 51.000/(kUr)' IN COLUMNS, All columns 7 s ^ .y ^E' '>•,r s kr:,N,,:t^<ay wt' 'S•sxy ,j,.f. „;: .,r,s.< =< a;;. � '"F ,> axial gross .��;,::;(,r^sr`"N:te,:3,.i;:: :xE' �r��r�'.�L"'�%�;.,��� ;�Z��.s�,;.; t<;;ia„rc�•.,`-:�nv�:�i��a`r'^'"^�-•�;, �t ,•s'�, '�yv.•�� :,�:"d<>,•a;�:'- -'.~Y'.- `!s! k'f: g' ;tk•:i rte.• a... oH J1 . l,)yrL' ,!':� `ar ' y^, section :5?`.$, u11g1 y�� s;n: t)' w .. : rakL3i:=`7 -:� Yi)t)4/kC1wz sa �, f a,s,ier '{'' �k?:. :.:L' <isr rc ny SF.2n,:eXi .•^c' :,F Y'z x.ry.,Y'S'" {.,,,, <w '7a?..•,. r• rt 4.xi, f.¢;n 'J-lrxw�.dsr. f ,4 !X;.,J:%i•`4Y ,4 .Lc:,.�`•w1:F `^t,. :`.f" xaiG.:.✓ ,,.:3'w.".€a'•.+,s, rte" :rias'b::h.k'..,, ""i.rxn .y�� G�,, ✓� a:w. )•' :.> ,. ..,•'s's-<x.",":z7,a-rx.`�.rx i'�y,,.,Y(QS Flat plates supported along one 21 b/r=2.7 23.1-0.79(b/r) b/r=10 154/(b/t) edge-columns buckling ---- --�--4 $ r :M Ate; about a I Y'vnsi. ��c''>i�' { ye,4�:""�M°,y','t"rw n{� ✓dw''iC:;,, '�:,.y 3;t'';,,X>n' f i :kr,�Z„}>i ?�,,'a' >.Y.• ''C <6`i"'', Yl4r_: ,,;,'?ry:i SfZ,�" }.,Kf' — s�-i•" ny. .,�• _,,.,^<,f4•N: symmetry axis 3;f :^ a .t _'.0 xi}` r` ar. ,x,1�; rrPfy•`: �3jlfr ?': _ �,7y; �7/ —.1S h.�>> 7�;2i^vr '11/b/ �.i;'�`"' „ )^tK,°• �' 'x��,�•oc=r�. £s3 w_``rr'3:iar�i�.::.,y:;�iF:�'�vi,,>k s!,c: �`:"� ;f` '''°; 4 ,:;�;^� r :�, �.S ✓sr`,>: k c,.,:=i' ��c'r,:��1)' z=r.`: 'sY,'.i%,;Y?�'� sJ:rs"�k^:�•r�;,�:r %E��" \•:a`s:,.�•...,t^s 4^•` Flat plates supported along one 21 b/r=2.7 23.1-0.79(b/t) 6/t=12 1970/(b/r)' edge-columns not buckling about -�- I $,1 - + '' '" i':=�:•'�.;>:..�- u:% �}. x ":.4�';'�;,?cn$. /"-„q<s,•x,• �^'�y,<”.,�'".t' :{,r..,_.r�,,.:xt.,;- x r•eyr.,,ry<.,� t<..Tyr, a,3"j �`�,.:1 >:�� "r`"•i>,.3'' `"`r.+,.3� —. 's��.ft�''''�"•;,( a symmetry axis s ;10.x. r•z r ;.::A; x.. 1�•.<, 'z� n�^.c�'a` .,c 7:?'L:'3S3'�,552"'{,'��`:".�<'�?i,•`zi'ik"�ts Q,�A�'��3�s�7,�:.'„�a��"t°l •M .�eya€H�"•y.;;��: t£. �ti>�.,1.R'L4�, �,"�x'w,'�,r�r,t>,r'F�'h .t,;k�� ,:r:'r1S's:.rs' COMPRESSION Flat plates with both ���b/ (� 21 b/r=8.4 23.1-0.25(b/r) b/r=33 490/(b/t) ' V/ .7 �f•'.y�✓.%.r,Jcr .�:al" "p"-"" ry -_:.r'a''",,�r. :�r,�xj rw,.. <��� •��a""�'z, cw - cx�a�.E ''<'"' Y.,�<rrra�xt",, r"X' +krs'}':<e. :,,`;r'`tiis<; ''�,N'ry ¢�i t's'`.,. r.:q ?r,',r�.>•�,rx" ^off.t"'�tt^�+'d"''7u,< ,•.>; Srt ar rY. 1J r^'c•". IN edges supported °T j:y" la Ws e$Y. fE rte;:s zi rr` of r,c� ".xkx '.'.y i .� •^ 'Fa f s'ae•x r ter:;sC :t"i rk 4b COMPONENTS b�— ,�1;� yy,,.r+,.,py�3•ts ., ,'sy, s,�,y; „?�„> :•"'F� F*s x;�,,�,,.,�x y�{.� �l,,.r, ;3,w.�.,..,r ,,x� et., ,�VlJ <�,r,..d;;: ,",". :'a.sa;^«:YfSy"i>;�`�' ta; �,:”r'ee'�'��:�.""�.1Q���^s� i�".."=w'+•�I.,Re'a-YE'.?:"^ ("r'T' <;!'"an;2.y',zy,�:L:'"'`:6ufa n �" �. COMPONENTS :, 3; ,' ' .. n: r;L�s:s; .; 3r.1•r g, :kr�: . , ;<:.f z , 49tSlblr'r: t�' OF COLUMNS Flat plates with one edge gross supported and other edge with 9.1 See Section 3.4.9.1 section stiffener E_ C_ W Flat plates with bothm C edges supported and with I I 9,2 See Section 3.4.9,2 w an intermediate stiffener N oCurved plates supported Rb Rb R, 21 Rb =2.2 22.2-0.80 Rh/t R,A=141 on both edges,walls of 10* 3200 g �' .^f�,k r =i:r:��. •X7,�,�r>,•^�y���,{',z, FY's �=zt;.„�'�;'h%a5':�'��,is, ;:r"^�^'s ir, i'-•">;,< z, �;� (R /I 1 i' R Ir/35 ' z 1 mss' ,z:?;.. .xn..• .;rct”s:,,. += - nti''.,,,c round or oval tubes 7;': 3 � 1 JS . a4` f>E•r� '?,©it), "'�4:{<;:� ,r y�)y✓f�3fU''€'q3(y " 6 )( ) +si,qoR�$zx w^F,aid:a�': 'I% AV CSec. Allowable Slenderness Allowable Stress Slenderness Allowable Stress Type of Stress Type of Member or Component 3 4 Stress Slenderness e Limit 5 lendemess s S, t Between S,and Sp Limit S, Slenderness i 92 N N Single web beams bent about _T_ _[ _ 1 21 L,/r =23 23.9-0.124L�/r, L,/r,=79 87,000 -ITE 'ti;:'_+^23•`F;Q.Y ;Y', +,r<:;-: r•.'t>�' •;n��-�i,�+'. .sTMa`•>ra-tsy�rrw;w x ;,<,,5?'.y< o strop axis sy 'x t <" Y' 'or :,.2 r:; A ;y oF�"` ?``t r ^n r i sft rx`d a d' i�z. a X <. COMPRESSION Re Sn R, 25 R,11=28 39.3-2.70p,—/t Rlt=81 Round or oval tubes 12* Same as IN BEAMS tomXyam?%a a ", 5 a 4.' •>�:',s r y t Section 3.4.10 extreme fiber �.r.,;�';a;��',�: r4#' �'<.��=i�•�i,, I2-i'r�= i= gross Solid rectangular and tom~ ® 28 dItLb/d=13 40.5-0.93d/t L61d d/t F,/d=29 11,400 13 section round section beams —I 3' 4 � grnK x.<'z.3x• w<s, z >t 11. s�Fy y',�>>,y���� (dlt) (L6/d) �,ti gam}•�'�t 'ia'✓� �'` „§F:'' :f.prKyp' 'ti Y.'•sY •JF :4�<Y.., JfA'S-:-r w wi �.'r''. Rectangular tubes and 21 LhS .S /�,J=146 23.9-0.24 LyS� .5 T„J L,,S�1.5 I:,7=1700 24,000 box sections t❑{`-� 14 xr:= >n =�: ,.;^ ;�,,�;��.;�.. ._ �.r.. ,w,r�:. ,., LI I ” 7`' .' r�^^„ 7r< -. a—,." `5; .tt:t:z 'x': ='x.-,."1•° i r,� ` (i '=gym � 5� `''= � "t T ,;5 l `2H15: L S 5 I I Flat plates supported on b-i t-1 i--b b--I F i 5 21 b/t=6.8 27.3-0.93 b/t b/t=10 183/(b/t) >„Y”";5z t^;?::;,5.�r"��"'',_"•;'u�" ^�,?-.$ r+.M»,rn ;<;„%r�:x'.rs., q r.?r+;i•r ys: .:ra ;s ,......... .,,a:•ig"t g._.sry-btu;.".. ..s;*i:.` ::X•; one edge T /L` _ y S r ,rte.> hyz;4 ,•,;x 5 ,, i-;",.�". ..L � i�; C<;A Zr,••F:�^�=inr Ci' S''S"`c'''a ��u�.. f! "'�Fax'.k .fy ^3>"„�.wrs43,'.•;ya'i= .l„s o'aA,•Y,,'`""c..:. 'w'=`:.''N'rtiSn: COMPRESSION Flat plates with both -it~—Ib f` 6 21 b/t=22 27.3-0.29 b/r b/t=33 580/(b/r) V �- ;ftw ,A"' : .,Kfar^,< w£« > IN edges supported r t::~rtM ,:,.F;>x r , r,. %," `» Via• ;i' T ^•ass. m�; JA' Kw �..,,"- i,��� •'r`;y ;z. ,�r� ,. :y�3"z t, .�tg ^^.z:>� i :' "w�:r'�, '� „r-su£- �S�} �� x..r.�• r`:T""'t''''i"�' s #.,r; COMPONENTS max ''" ta c : •"s{.' '�" arYr^'tom F,�:,. ,�, OF BEAMS, Curved plates supported Rb 25 R,/r=1.6 26.2-0.94 Rblt RVt=141 3800 (component on both edges f 161* ?4>e ,,. W,"yr'gsz.'rjy As.:a;:z`; See. Table 2-21 ' 1 of Stress Type of Member or Component ,owable Stress rn 3� Allowable Stresses for BUILDING TENSION,axial Any tension member 1 19 and Similar Type Structures - 6061-T6, -T651, -T6510, -T6511 }y"xY Rectangular tubes,structural 2 19 , Extrusions up thru 1 in., Sheet&Plate, Pipe, shapes bent around strong axis Standard Structural Shapes, Drawn Tube, TENSION IN - BEAMS, extreme fiber, Round or oval tubes - 24 3 �` Rolled Rod and Bar,6351-T5 Extrusions -Q-a C3 net section WHITE BARS Shapes bent about weak axis, I �,•,� -��- = apply to nonwelded members and to welded bars,plates 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 1. ,{ Equations that straddle the shaded and unshaded areas apply to both. sem 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 N, 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 3A• Stress Limit S Slenderness Limit S Slenderness i S Slenderness s S, , Between S,and S, a z COMPRESSION IN COLUMNS, — kLIr=0 20.2-0.126(Wr) Wr=66 51.000/(kUr)2 axial,gross All columns •,.ntt,r.��:,.�i. ;1 .G5;„•�u;i>>> ym.xit,r N, ;s,� , �''.z ra<':a.fpr.v,r-,Y�'%;x.i*.a.°�X'r-••�%t''`"�t'^,teaS?cam'y:;,.:F,f <'FPI�S2C11on '4t°?'.rr�..y^,.a�;.:•.'^.v�„,Z.,zr'A�SFns:.'rH•{,'`.S^;vt;sy:r,<';^��rG';Ms„t'„^5. f ��•` ,.g:,.,�. R•�r s3���”X .�e .,x. It�,�OI ,r 1��' �.s �z '^`'`�`vx ..Y�s'h+.^ fi %s ”'`�a`i�-ya.„�vs' raKs��at�-'..ss i�=;r::}:r�•.s;�'�t��3�., Flat plates supported along one _L ' 21.�tkts"�a R`r•f:�w.Ytn-�c'.`. ,l<?r�b�/„ct=C3i2,.E`7a•;i:�'fl":€�`�•'r`• 23.1 3e?,'.fi,1}�r-.0.79(b/yrr)s'��',,`�•i•`�k.,a`F,.,�a'':•'r°<c�A,:sb"/tt=1';0l' ;1r'5<�4"/(xbF,/r) edge-columns buckling about s 8 x^YI Q sYmmetrY axis ; It NO ..,r ` r. �. �'>f%w. y<• s""i'r'i;:�4:yk'�3u.xk f ;�ii.' v ask Flat plates supported along one 21 b/t I JJI 'g:'-»f 1a>Frbi�s.,`.4:r'u.srxr;s;:,.,'•n+r.j'�a� mL.,h �=°•"✓IJC2x'.'i7�.' 23,py}.1Y -•.0G�?.79(b/.>r) boJ,/ir=' 12{5M', /`y.-�/,,-�.r•'t'°:o-tr,'n.;•ai`afk',.'Su"v1�97=W(0y"]!'(w(s�b/t) z edge-columns not buckling about � ^ - '; �•u iLL ' . a symmetry axisatt YsfiA. Mv "'SAMA 4TY � 0 <.,^:za:,;��; COMPRESSION Flat plates with bothH ;.r2;.•!`1 b:/tt=8'.F M4^9g?s3:�.s•ur'h'?t�c}a r's'dg=•,_Y.;sy, 23.1 3.41#?ias-ri,xr0.2'c5�(b/ra)'�x;":.�r f.t"a>;.',''�.,:,:.�x•`r�;=•i'•Y••Ss�L Vi,wai�..xY..b?or,W/;t`dK=3A..3:;„Jeak"i''H.i;r��C•r'Ys.:s�l.r^Cnx4}�kyY',_';z^.y`9Yi�agnr.s.`;,'�fes3",rrF!4rF'^•r9`'aa.`0.y7!,;m(Jc.br'..f ,.t/Na�r`.v)9 IN edges supported rSr COMPONENTS 9 M4-4y ;' tG 3,t , 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 w edges supported and with I I 9.2 See Section 3.4.9.2 an intermediate stiffener N oCurved plates supported R, R, Rb 21 R6/r=2.2 22.2-0.80 Rh/t RF/t=141 3200 on both edges,walls of 10# , �� , r w. r ry Y xua, @'s,' 'Rns�.'.n K -.^vls�= ^^zyC.Rr".,a':t .rvY-.e.#ka'F J:, W.Jr,+• y,a•yrva r:YCT.Y„f'* j�' 'f d H+ x, •:�#•a c's4". 6r."- mr.'. k✓ Fw.• 'a r;{ij:,��,.;sJ". ;""'L'F?'x'40.i �: round or oval tubes fryz r aP`, �. ` " ,:. .,x: ,.< ; a, s w (R /f)(1 + R /t/35)2 - + l s la x.. 5 isi ''' s,3.' z+* zz" n� 6 / 6� A'W 41 C_ Allowable Allowable Stress = Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component Stress Slenderness 3.4. lenderness s S, Limit S, Between S,and S. Limit Sx Slenderness>Sz C:) Single web beams bent about -T-T L_[ 21 Ldr,=23 23.9-0.124L,/r, L,/r, =79 97,000 o strong axis 1 11 ;,-=,'r{ w°,,7> ;.M4iV+S r.Y: C:sti x's: x`X at ., NiA l r,w s. Y„S,:"':C• Y:,f:l<.uY'^ 2 +'i<>x?kr� H�. t .„<;;s'3x;^ .'Y r,�'�'s ;,ns}:.<p?;�(;i+,y >":,`✓•"s+..'riA":::�r`'�' ;t?<1,'1Y'= - 5,u W ':. I>b/r- L"i ,%'j, an `-a=i'�c'. .<:�; ;c=:s a'�-r W T�. .f Stress Type of Member or Component See. -,owable Stress Table 2-22 Allowable Stresses for BUILDING TENSION,axial Any tension member 1 and Similar Type Structures 9.5 ;k r5S '01M- 6063-T5 Rectangular tubes,structural '•'` '>� -1-11T 2 9.s P g :"ti:d Extrusions shapes bent around strop axis K`-` •<=' (Thickness up thru 0.500 in.) TENSION IN BEAMS, xF Round or oval tubes 3 11.5 �'11 sw extreme fiber, -0-0ED- :�� , rQ net section WHITE BARS Shapes bent about weak axis, ;: apply to nonwelded members and to welded bars, lates f — r-r • 4 12.5 P SKr members at locations farther than 1.0 in.from a weld. .> F1kl X>� ' PP Y a I within 1.0 in,of a weld. `'. On rivets and bolts 5 23 r< Ia Equations that straddle the shaded and unshaded areas apply to both. BEARING On flat surfaces and pins and on bolts in slotted y=�tt�� 'For tubes with circumferential welds,equations of Sections 3.4.10, holes 6 15 E;' 3.4.12,and 3.4.16.1 apply for Ry/t s 20, Allowable Allowable Stress Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component Stress Slenderness 3.4. Slenderness s S, Limit S, Between S,and S. Limit Sz Slenderness i S= COMPRESSION IN COLUMNS, — kL/r =0 8.9-0.037 QLlr) Wr=99 51,000/(Wr)' All columns axial, rosy 7 's""':i.,wy.,'-'r %:3 ••r>a.,OEM , �,nr, ;*s,•��`Rxu„�?,�. _.+��,�`;;r�"`r'�'r.�.s 't�section ;� Ssi 4 .?h„Ee> y..•ii;:`:s;..;:,. ` <s ..;.✓n;5i£z z-a ss Flat plates supported along one 9.5 b/t=2.3 edge-column _T_ __ 10-0 22(b/t) b/r=16 l01/(b/r) g s buckling about a LL $ �.Y— gx"?e`,�,Yv.. ieE '. �si:••"F�i�rr,w<<�£�':�a;i.�a".'ri,u n"k`��� "r;Kj�i.c�r::.',£r.�c;,'^^,e.= %�.� ">`h's,`:✓;:�s,�-':="< •:S�•,..,us ::�;r symmetry axis :r r"• :" I )•" a •xs�"'�t<•,r: fir: ", a; `: r ='%=;S;wt`^_z.”, rtnti,. , ',''h",S_.�, w,�;a:j�?�S�ilt='16•,� `�1;•-F t3T!(b%l�aC;.4 i sem" `a> " 't> .e U:% •13 `f'• v ;:x'< a "ij r,^, s,r+r.3,;: i 9:7;• ..'�� i;=E ��,r.'-i*• 'r..>•: a .�. c3:,:.:• „s::,.La.C�.�:it'G,.-r_. ,.�x•.hXb..a.��:5,:"'��`" rT.>•sir7,:�>'.wtrc's;,�.�^ex:s �.�..�,�'.,::m .5�.. �k Flat plates supported along one 9.5 b/t=2.3 ]0-0 22(b/i) b/r=18 1970/(b/r)x edge-columns not buckling about -�- $,1 ;;1 >,,,- ” q' ,.5 _,: M• ,.� ;,4 v" " ', s :'"¢i Y�:° .tt:"'-"x lip' :3 R KF• .:w, r •.,T"'^ ,. yua�,�_ o�"gxr,.,"„S:; o� is<i. fy 4r rs�,,,,i Yi 'x', r, ,e:s,:;�, G', g �"` ".�;{� L%y� 4^` `;? .:,''.\>"YMil.;ii`r„' -'rt'=7,•'.Y.i`3.,'�4�,!,',r"'..V.? M'��< ir� 4:s G�" 'Sh� if"�'y'Y,•� a symmetry axis 7 =..,N�.�;Gr� •� ,��„:• hb r� O''�;'<�,.,�,»M�Et4 3 ?s';�r ) �. ,r,,,..t�`�`�,< ! n<, , � 19 �l 1s 1 K"">. '�,�,v,> F� >S.�..>calFr`a�`•l`:h,;i�s.ss ,��;s..-K. .c:E�:,bY L.?: "s s:. k �+,�>'n�';4' n Jia f'.:•„�::C:. srn«,_ u:a�'rrz.wr<'s a sat,•'.k�.;,;!.,�`;�;rh:�e.�:�.�>s. ,�;s .,a•<,,r•, ,x. COMPRESSION Flat plates with both H \�n/ ' (] 9.5 b/r=7.0 10.0-0.071(b/r) b/t=50 3200/6 9 zii� TY:s:I• i ''ri. �1 f ^i?. x-yz.s >.,C,✓ .,� - _ t- .•>s�x< ;,s.+'T”<rRr._Y.. �,, F �� IN edges supported ,. .4 b I- ri... , ",n A',L'1: r�� .r-":.Y' �,K".•'3%^ti��x t ri�:� n?kv i'.,x� .r,(a :%`',r.{ - ,•i. .;;.}q3 ,,.F`^,,,.. {..��,` C'h`,,"3': _ ! S �; a3Y s' y'v,:{s ), .n':`.i"• 1 ",' �"" ' ,y;. k5°-<r COMPONENTS ,isw l sd, ,r` t y s: r"od y6J5 .ys �'• ,sW7s �xwyit- •]' fq bit >v ;u •,.v.r<i�-.Y,s:>., ,,.,,,u. ..v at'4n: '.a. " �?',w%r.,.t�•.>x?>,rn.=fi..""��i':g@ '• , e, �, ).xr'� -�....,'�r9',•a:r+.laaF: Ya, .�.r.. ,L:: r,a rg. 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 1 I 9,2 See Section 3.4.9.2 2 an Intermediate stiffener 1 R1 oCurved plates supported R, Rb R, 9.5 R,/r=1.2 9.R-0.27 Rh/t Rh A=270 3200 on both edges, O walls f 10* r: a ?�:'s�r;�` x�'� S�':S,,.:cru;c,>�•.''Y<r r.,G.�s5�#s"'��ie:"r`suis{;�, "'-a;+=`•*`^'3.,.... �;•s �r�r,� �.�.� s`•:,��„> ._r:s �_.jjr;,, :�:�:.`;"§,""-�°..�"'� ":' ,��1•iH ST: 2 round or oval tubes .'"r [r;'>g"h' `>,+,'n,�?K, E. ," r"a:r,,"�s'. • =rte. 'S, Yr 7,.N., x.r' - , (R h)(1 + R /r 135) �.��';���gy,W i 3:.IYS.'}"�.�"/!"y i�7.�tf',. },.� FS.Si rvL'ay_+,.li(L/+ i�yYi+ }{""> ' k•s�'•"` h Tn• •%'ir>kk�� ..vr.''S�...�".z� c�'f;i-&'St k3% ��,rs yr'v Ca'.b,-�.j�=.r:k,.�^'S �rt-rt:�K�r.� f A C— Slenderness nderness Allowable Allowable Stress Slenderness Allowable Stress Type of Stress Type of Member or Component 3 4 Stress Limit 9 Slenderness Limit S Slenderness z S tenderness s S, Between S,and S, z z p Single web beams bent about -T- _[ 9.5 L,,lr,,=28 10.5-0.036Lh/r-, L,/r,=119 87,000 g axis o strop S s•.� COMPRESSION R, R, Rs 11.5 Rdt=43 17.5-0.92 P,-It R,/r=140 IN BEAMS Round or oval tubes 12* ;, _., Same as s ' u ? :, r ss` 5[?.Sv, �. f.; ;: r,.a =<.'r.;Via;:;,>:'g"`': < ^ Section 3.4.10 f,' l s Y w : extreme fiber N: n, >, yr ;i f .r rR 206'• ,4`w.. ir^•'+i-z _.?x-.. ,��-:rei�+'n.� •;t'y`:��,sr�.`':��_ `R.�:.-'.t"^ aV.'r" ,,Y,_^`..�, �:f�:.f t.7#tiJ,"fu�.^h., gross Solid rectangular and r�~ 125 �d/t F,/d =18 i 17 2-0.26d/r Lt,/d d/tF,—Id =45 11,400 round section beams I- • 13 section i�Tj"�-:S '' a,9":-•< :irt�T{,•,.>••.t;;a,,:?'i,r:"+�H.:,a'.Y3'.`>SY,aa eq.y^ u`a:' ;''i4>y•:5.-.,:;r.s'� '�>t.0`>i,e 11jt, - :t; 'zr,. Z !f'7.3 S (dlt (L6/d )L't. .?t Rectangular tubes and �- 9.5 LhSr1.5 1`-,j=204 10-5-0070`L,Srl5 I,J Lr,Srl /,J 5 =3830` 24.000 box sections g 14 f �,.; i;4 .s:•Y yx yx-,:^ t '•„xs.. �v*".._ _ .. 's.G:S ' `nj�5eeFx1/ 37i`SU. �O;Q7tl' G�=St tSIT''" 5 ,,'�` ..J== g }J":= 5 /.5 (L ) r.,x'ST n a..;;"..vrr,t• <.dhre a ;;,�, ��: b.t.r �/(t•u'... r• h r , Flat plates supported on b—i h-1 r—b b9.5 9.5 b/r=8 5 11.8-0 27 b/t bit=16 120/(b/i) 9 one edge 15 ''k%vVs ?fs^`'M'� %` Ai}?:H"C: ;" n F [;,r`; 'c'q .'; ;•. •_ xtirrls'r : . .:^.r � �l rp'y-.('at in rajl�j.;R.�Wi7!-�.%.�:3.i. �.�. -�'S,ti.� Ott n^' S!. '3�`,,.j xr. ,3'F'- <.,'tu,t: '%hf�,�>��i 's t7.G:•t `".�,$�£�i�'.�':''•`t.y�;.;w„,;,r� `;,'« ,^Vd N"L ;..z..FC,,, '�4;xa,;lsr _ a.a aS; ,?ss;-T - ,- .�.. �t "ib/1`•1�'�'� e..��: :`�>••l)/}7 t,µ,;;, , +�l f»��k "�-`.F;??n'r``' SS>'ia"•.a+••`ea5, :.��>;y�',X�,c^z.,,'>”;-'.�' ,4t .�s����x- ���ar. .�s,„�.•.;-a i^'r..:;,;�f°'°„,1;�~r -y .1h. COMPRESSION Flat plates with both 1b~'I b f- 9.5. b/t=28 `11.8-0.083 b/r =5 P \ b/r 0 380/(bR) IN edges supported 16 ""5; `%p'E n�s.7,y. '.i Y "X1 tM w`R'amu+k y i a ,r:yi,:• :r?.. ,'" i,<d ^r'"' T �( ;x epi^^,a'a \,t}} -i•" ' — a:r�)":`a {yfr> ;atf rtr:>�•• :5 r' S}„ y: Ly./ p . 1n,a X;4:=Y` pj j i3>U^v;•'GSL,Y.S:,j&Yh�, '' .:CC'1T"YK. edit:<,.. q'{.)'Af, i15>'^ _ Y' ,.> i "� J �S.i^,< �S���y Ul t=� D^ :,,"vj ri'`.:.ni^ :�j�.6f' !l•Wr.(b/t,/ itS COMPONENTS >. - '•ei.G,.. ..F:=3u... ..�?.+r�i�, :.::•x=r'.t:-,,n, ,�., w.�a�.l=i.x<:,:.,;•,.�r;,.f..<•„-. OF BEAMS, Curved plates supported Rb 11.5 Rh/t=0 1 1`1.6-0.32 Rh/t R,tr=270 3800 (componenton both edges 16.1* r r ":- fy'FS f;•r ar: :,;,a,`;'n`z h; .m?> r ir`;� =:yeMs> r``'` R /t z q; Mxr%4 ii r>3».x iY"c-r ...M- ,i >. > ^,�^`�-•• �s l35) under uniform 1`�=�.;%r;. `.,�f,�;,g:`y;5s„>%s,.,-; K:sxY•'rz'J"S max;:,y t ;,ka`�,;.4.. '��*an;E.�asb:Fi;a7r??L;?ry,s�'i'+.",`,,"s'.'tr. ;Y'yr.«"• :� f y W Flat plates with one edge compression), supported and the other gross section 16.2 See Section 3.4.16.2 edge with stiffener Flat plates with both edges supported and with 16,3 See Section 3.4,163 an intermediate stiffener Flat plates with COMPRESSION — b 17 125 blr=12 17.2-0.39 b/r b/r=29 4,9()0/(b/r)z compression edge free, - P'-1-1i „. IN y7'.7.`i�'•�• ,it#'�,:. z>`*ri..:.:r„>�i y.�:rik��'4, `,z `s:�t�f =,r,:s:F '..s': t�,,, - r.r,�r v..,,,•j/• - >.tt <, ,S.z• : tension edge supported :8 <r;r•; .t.. K yrlil 2 %r;i .) PP li" :ca3 d>r,>c' ” ;rtiu c.<x F'", Q,39 blr 9 N yr4 t>:, =bJt a 29M.;j i , 3�{30/ib�t11 , COMPONENTS ,3.., ,> :3. :t',.,sh., Ft 43> F .3 s,t<< �..,?c.l{a •af 3 OF BEAMS, Flat plate with both h edges y 12 5 hlt=64 17 2-0 074 lilt h/t=115 g n 990/(lilt) PP (component supported 1 T T 8clu aK'agh; z r. :, 'M_ .. ti u8.5 a ,,, tm?3l�zk:" under bending in ',�: _„__” ..i,-6,. ;.. � E,,:.„.:�,�,>:::,£_” :� ,_ .,>±•.; .>�. .-:��;<�,. ..,;:�:�•,', .ice. •4 �1•,:„ Flat plate with horizontal o 4d, own lane) TId125 12517.2 'l'ii/t=1„24?Y 7 wr1l,7�4.r.2z•<-,0w.k0,-32 lilt y„`I„.Gs w"x ,ah,/t^=270 .n '23•00,J/y(, �/r�/t)) stiffener,both edges jh 19gross section SUPPorted % k rr•`,. �,t aw:;.;>=`#•..,�» EL'� t;S,'Xc'Lr z�`Y�'H`�p'?'_`iC�.�`C^•.eCt.,^ ,.�'.,u: '��',2a;> SHEAR Unstiffened T 5.5 lilt=44 6.7-0.027 10 lilt=99 39.000/yo)2 flat webs I n 2U x t } 'rY.suLs o) IN WEBS ;3i xz ,5:. 1.:. .w 5€"^7rFy: '=r4.1-pcc (� v,y �r, _ rt•in :: ' r�,rrr>y.x /yam(t f 2. 5,`•=; ,. ., ` ,�K;., :..v;' '>.l rh.j', AJ t.s>l y.-a','3:, ny n�•�" �`Tip-w1U � i n' '�,��r + ��VSw�l•"t�e'..r :.,tom• °i:" .i:��< ''�.'A,«,.A;i'`<•_t., �:«. :�...�.,>,.tgs t,i..-<rf- � �' ti��.x xr,bp _� gross Stiffened flat webs ya -4 A 5 5 - 5 5 a'lt=98 53,00 z section I-al 0!(a�/r) a -a / 1 -0.7 a /a z 1 1= 1 2� .:," yi,:�w5s-{:a x�a,. JF(T �>r• 1�a: s 's>'^ =-4'.":.; •>; ." d��. i \ 7 2) :xJ ":t;na ' ',?,;•,z.�;_SX:br J,. >>4,i:"+%•Ki,>•Rt, 3:,�»+° � .'.,, "`: � ,-sS 'si;nZ: iZ'-•^sr.-:3 >h 'ri� _raussl..at*i."n;at;�.< :��-„_ir� •�:; rarz::,rMi��"" ^+.<. ,�'k'•,r',z xv,,:� :da 2., .s>.si '"`'iY;,�.'�;�''.." s'- .� „�, 7tr J Ty, if Stress Type of Member or Component $eC' miowable Stress Table 2-23 0 3.4. Allowable Stresses for BUILDING rp and Similar Type Structures TENSION,axial Any tension member 1 15 6063-T6 Rectangular tubes,structural ' shapes bent around strong axis &T 2 15 f Extrusions, Pipe TENSION IN �x'k•S+M•..rv' ' BEAMS, 1Y=Jr extreme fiber, Round or oval tubes 3 18 � . net section x �> Sha bent about weak axis 4 WHITE BARS Shapes _ F--t apply to nonwelded members and to welded P • 20 +� members at locations farther than 1.0 in.from a weld. bars,plates apply within 1.D in.of a weld. On rivets and bolts CJ 31 Equatlons that straddle the shaded and unshaded areas apply to both. BEARING On flat surfaces and pins and on bolts in slotted 'For tubes with circumferential welds,equations of Sections 3.4.10, holes6 21 iaq ...�., ; 3.4,12,and 3,4.16.1 apply for R,,/t!,20. Allowable Allowable Stress Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component 9.4. Stress Limit S Slenderness Limit S Slenderness a S Slendemess s S, , Between S,and S, z z COMPRESSION IN COLUMNS, — kUr =0 14.2-0.074(kUr) kLIr=78 51,000/(kUi•)' axial All columns :gr055 v ' :,` ;v ,:^ r• ii 3, (": vx+5 *4; zy < t ;;':.r a: ' nsp'}:L,'.ag�.;:,::`,ro`.�'�>v:�:.�'>.>i�>,ur++- r iri xt;.rxr'`,� l,,V., .:j>ri��,a;ori•r ;t;"l�'.•''.`"� Y�i'�" i. section J>ii✓,'Y s`ti, r Y':•+.:' '-/:s" y� i r .urY.'���'?•,V.ar_ =>•%'�..y. 5,`��,.a:e':`":'t %�`.�+" �r=�' .s•r�`: ^lrry; v ��,,,'`Sj3,,�',i^,. 63. 1 t;'D^•'Pdr-^i,:�tirS�:'k��` '�""'�,:+A;> x€`'�,• K;�?'jh �"F y' ?F�5,wT`�S•. �"F t`,;.m;�:F`r, 7S�.x".?'fi �r;`1... >,:;k��.u,. ti��a'." ,x t Y✓'>w�s.�`,d "a+,. .'a-,r.. Flat plates supported along one 15 b/t=2.4 16.1- 0 46(b/t) h/t=12 129/(b/r) edge-columns buckling about a 8TE- - -��(?��,v,��,�5:"�.:,q;�>�z ^r,:4an��-,���'.i;��;;< �f�k>�'2x�,._ <•: R� ..v�. r� az.;-v": x>;>��:. 'fX;�RJs"r:�,'my"'rrs:,f...;,`:x %fie �' '.f+(;:X.y. 's"�: 4f'y .i K•.e%? t> iT y;�,��4.•Z,•.� J;; •''3..,...,'''N.., .J.s''% 6,r,'2x;Ftt<i;,,3 f�✓::'F':r3w,.n,..,., `, .�;`j''£I�.rs,,�`�,;<£i'5yfi;2'�rJ4,,�",:'%r''..✓'.h"`-,`SnL;,ars"sy rrxk<,''';,�',_'i;"<^•"a.',;w✓yi3s y=XS.�,..C'.}r.,�`'„t'slsrrvar.f o-r'SiX,:r g:w• x,:,'a^vaM.JS•/t4.> � : :,/s symmetry axis sa3t arFS:•f., f7 x' sas .;.>o'z^, °fs:;r,:Y�,_... %%r,,''',>•r+C,�i r:&. :' > Flat plates supported along one 15 b/t=2 4 16.1-0.46(b/r) b/r=15 1970/(b/r)2 edge-columns not buckling about -� —}— 13,1 +: wx y1zNOW a symmetry axis "'?Y'yi*,,�,.w. >yr�yi>'ys'}.i�cF2•ty"ri,;";a'pY aS.p><'Y��:�?j=w,:s:;,.die n y ,chi:c-;'v,�}yt,gYh^•Xr"' �r<z.E snfi_;. "w�.L3s'�6.:,e;f;-•.x�'�_ '"�"rc,wiia�.wr',"";;r�,ii..R'+r,v?z`'Yx^, 4 �z s.>• o y•✓ 1� :1'=0` ; .3:;4;,-Y,w==y"5zr 1„Sr't i..J< v,.J4ss >yrs:f,?i5.,.� :'�'bt ;"L,.. .,r~� .::'73 < i,°>k,�,'b Wr`� ;bio-aJt�..:"£.ts>LA.`:'S<rX•,aiv",,.d`r',-'d+Y�'•:,i 00Y 5W COMPRESSION Flat plates with both , 12/f 7.6 16.1z'-”-;0.1?4;y4J:;y(�b.'/r')v b/r=39 :K,-.>nr'<• t i ��x'"41/0/(.,b/, r) 7 ". � IN edges supported x�-4 b 2'Y rJ F at,sr:i µµ v q r ry x i a..L:r` h-,��.: a,_rx a r,"I• jr'a ��,X ^,�'^ �� ..M^6 ....�'t.,'t. ,Mu. �i�>'�.y''�:'a.K (•n y'•. -6.y,• QHS^y`L fi�• Y a: COMPONENTS w �.,,,..: .. 3Jyr ��ii z :A ;: we Jr° t" ir> a . "y r s•.a:.?"' ([/. ✓sk. 4tj '; ".. ".,a,):/�'k°: Y.1+,Jn 9.JA'S` .i>"i Y,'`,r/,,.�,: .G+�h:.. >t3tf�_ „R-' ...'3.•'%� OF COLUMNS Flat plates with one edge gross supported and other edge with 9.1 See Section 3.4.9.1 section stiffener Flat plates with both N edges supported and with F—""/7 Fr] 9,2 See Section 3.4.9.2 an Intermediate stiffener N O o Curved plates supported RRb R„ 15 Rh A=1.4 15.6-0.50 Rh/t R,/I=188 3200 13 on both edges,walls of 10* x i.f round or oval tubes s n a� F?F r& C.,rY �Zsr((�} ?a'doxFCy?4 f n( ��yy' ::y e: r 'jy� � '^K` (Rlr 1t)() +VY1t 135)2 �'S},r'a ,$ n '•YF� '' -4+.V'•o*" 3 i'•'!:.''{t.�L�•^. Y,L it`><'t''�,' .ft `. LVJ,t^>+t• "'sy�,r <3 "'sa £, H'saS'"i, `x.8'r..,.�.t�.. ;✓'' r 6n¢'4:%'��- '4ts'..i".sv: F. •J i .iY=y `N '$,%�y.J.t,..ts i<�y```t V�»t.'r" aF .,�^�'se:;:s:�:�::,<_r�,�.`� xx: �w:.�,ac�r.�;i�` -».n x�` a. ..;?��. •sz;����3 psi Allowable Allowable Stress See. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component Stress Slenderness W 3.4. Tenderness s S, Limit S, Between S,end S. Limit SZ Slenderness i SZ No Single web beams bent about -T- _C - 15 LM1/r„=23 16.7-0.073Ldr-,• LE/r, =94 87,000 C) I L n; :fr,^;';c .•x.rv,,, „ ,'.e,;�s';'-`' r,":fir :;r r a^ ..,. R...yf,,, z,;rjr•^ -wu.s<..r.,,.�:-skr�, ) strop axis O :J •, 5='G�'" „��•.'.t S:'Gi :>_`_ �.��r,.< ��"•,�, ,x`.,.t: <yg:', t t• �. r�s; g r^'r_'3'ty " �,(i iN^:,�'^" ';::sY:`�l r, ;; .<�;£...'sV• 'rn' ;"<-',.. ��'�W..�1Dt'ifi'sY"ff' h )' !';�<.rg.N,,h:='x?"'aY�?f<May''+f,'%r ,::�. ca r;.t,<,Slrr tzv�y.'.r�• =.Y;.2`-: COMPRESSION Rb R. Rb 18 Rdt=33 27.7-1.70 Rblr R/r=102 Same as Round or oval tubes 12 8N"' y, ;,:v W;; IN BEAMS, ��i�J�\,�•(([/�J1���/1y/1ptl 'r;r? .: +;M [-� , y °( $i{r y� / saw:' ,�:;,.; yL,�Fs, Section 3.4.10 — 1 CAyYf�'k l!}t 6NL Ab n3'� ,Ri.i �VtU1 tLl I��'<a`iS�p,ytj'"^� extreme fiber r; = s } zs r-a• �+ = 'at $f 'w,. ..4:,Yz 't gross Solid rectangular and r�~ 20 d/t LEld =15 27.9-0 53&t Lh/d d/t Lh/d =35 11,400 d 13I i ".' k section round sectio beams �Lzs=r:,y<s..k `„;`'.3 s. i:'' " 'F 1,+, v ,•�',, n, ' .2_.F a': (dlt) (L b ld) av � R S�i`�,-:^,rw^.:T>:C�a:X�A'3�',;�`rr¢i':<k:' '< •a"-r. '3 .:..'✓i»^. Rectangular tubes and �- 14 15 LbS�1.5 /=145 16.7-0141`LbS, .5 I�,J n LhS°l 5 1�•J =2380 24,000 F. x,:t;.•,!�•<s�• ,f: r ..,. ^rz3r..:.y. T#^<',{rz»a-..^`•S,">�.,Ya Y} s;,t box sections ^ ,zVv y,%"!s ( `jzi r. f'-' sE="- Flat plates supported on b-i r-I I-b 15 b1i=7 4 19.0-0.54 b1t b1t=12 152/(b/t) b--i F 15 �. ,au� r t, l4x tY3ir.JY:'t?<f,,"`�`ell<:' i(•rKS''.3y.:� Y ^y•�'S '^!5.>Y.N.;°fZ., `,,:�.. .�`. Ar.,C'n:4 �y> q S f 7''`Y^~M ! ' one edge l ,�. ��„ x ,�,.=°: .�Q''�, �x.T,." �,:6as:� �� '<�r �;�� sb/.�'-�31:°. 1:�;.,>-�„�,5?.�{bI ;,�•<<°�>, `r4„7.{:�.�:=� `K" •air 7 �.�,<"; 3�.: •Lye�fi:. s'; „s Y'.'�•ti:<� :.,Mr. �v=r3'i F,�;,: ','t<• .<...�<`..j '.i'y�.,':.M .;.'.�"�r..,�,d.:'> _ .:,iF e.F�":w`d.gX...,t.`.R.'v:.��.>✓� ,Eo-` ort ,<✓wr COMPRESSION Flat plates with both 1bf`�b}- C 15 b1t=24 19.0-0 170 b1t b1t=39 480/(b/t) /--� �- 16 IN edges supported ' V '"> .;.� s'°` r:t` a a ;", •,„ i. =._ =sem 2w.. ;r,:-,.. :yy^^x> ,X•, 9 PP , ,5>';;+ -s�r*;'r••�'::�',.ti� .,:� ..:a'.,;�� d �.,�,.�"3•;�o-� i COMPONENTS zm ,zr r..$ ?s,y .a; ..f;,..•,. a3aj OF BEAMS, Curved plates supported Rb 1�i 8.V.�S:E", 1di.!J,F`r`•�Ff r�. <R.belt=a0'l.Lr>7a» �`^.i.;','•�51�18 75"-•V0nr5-F9•.,Y.r;Rh/tir`. Rh/(tt='J1`y8mol"V8 3800 16.1 (R(component /r)(1 + /35)z on both edges � £ Rr^ under uniform t. <,:;::',;^ .,+;•¢:�.:.,,t�<.:, Fiat 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 16,3 See Section 3.4.16,3 an intermediate stiffener F -7 Flat plates with _ w�2f�0ev, b1t 9.8 /r=9r•..8 r27: ,.>9Lw-.�0.8:-,1,.sYTb/�r? b/lt r c='2243z 5%-;„, =r.,`'_•,'`. ra`'•a�r":;is;v;t 4.900/(b/0' .900/(b/0' COMPRESSION � b compression edge free, - 17 IN 0/btension edge supported /4 COMPONENTS i .'a OF BEAMS, Flat plate with both edges �T 1$ M;;-•;',ix:?x�2=:.0�-•=$:�,.•r",rLy cc?sr=�`c7q^:,:5 lT^il.`;t_=5'sN';1;= 2!7."9''-`.d0a,�155 55 7rWft hlilt 90 . 11'v,22 &60011_(�11✓✓„t) hh under bending InsuPPorted(component ) <x %'r=t,: _. "� �,., s •r,., r. ;� ;s , rr ��•-:,,;_.. 't= ::-:- .`, '.�'': I%c wY ..:`',ri#:a:d:: ,. !J`? 'tt r'" ."s"<', A..,�,r.d:�'r-g:,.;s <i�''• own plane) Flat plate with horizontal �l0 4d 2:.5'40S..,.i.5.t2:"�•a rn vh>C3'�.';;:isriwY��4sfF:,i.",°.hs<1.t=>£1'1rr�8 27.9 7.(9,-Yrs�=0 s50;s67,^I,✓.;ti.t:�s, r:.�..>r<;t L^ww<.,>.`.<,•n���lilt :r=` 2099Q 22•9.•9.�0Q,0/i^(✓}:/•'�,) hT d, ,S„stiffener,both edges 19 gross section TV ='3 supported "�;;,",�:x`>'e�,k;<'`C>„:""•r:�' ' Unstiffened T 8.5 fill=39 10 7-0.05610 hlr=78 -19.000/yo),-19.000/yo),G SHEAR T ��} h flat webs 20 i. y+,>: ..' '?` i<y ?» ;2'.:�' M."x`I v'• '` ;>4;sin 7ix e"�g$'i- ?» �. _ 1 �—J " tt::. z''; _ �5: > �` -::� ;.•:.. >,,t ,,, , r; '}� t`> ;,.0 vfi�°'• �',�z"�<+" .�'1Yaf:'<5 ,:'h�"'t"i gS;tR:.r" :.,fit,>�.�f °'*a, :'"` ' ,; „M, 9,t�(]0�.( 13s4-•r":ar�'E �l IN WEBS, 32-ladsF: W tea:':, z. vP'.u• 1 grass Stiffened flat webs Y T -4 8;95 =79 _v'?;%r;,.w:.wxtsr<:_�w•�':•ar,.a' o>:38 59n,Tr�{/rr=79 53,y000:(((-Yn.;,f//1{) z — 1l1P 21section )zae=at �7(a,laz .20 , ..,_,�<,.r.•r ;eiSt�,;; ,:,'r.`rrcx.�S+Kr .Z:^v.�,7•:ra.s ,.r,���`'.,. 5 r.�:�,'i<..no .,r-.-:.w,' .,>n.,.. >,z:. TABLE 6. NOMINAL SHEAR AND TENSILE STRESSES FOR STAINLESS STEEL STEEL BOLTS NAME TYPE DIAMETER AREA DIA. HEAD Fnv F.t P, Pt in in` in ksi ksi lbs lbs #6 SS. 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 0 480 33.7 56.0 906 1738 1/4 " SS. 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 0.750 337 560 3869 7418 314 " I S.S. 1 0.750 0.442 1 000 1 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 I r L LUD ')'e IL+)rST 230 CONSERVATORIES:VICTORIAN DESIGN FOUR SEASONS' (45 DEGREE BULLNOSE) ► S U N R O O M S ENGINEERING AND STRUCTURAL 'AeUc it N Arioe+ur Int eV.,31Yra•s LOADING INFORMATION EFFECTIVE DATE 12-04 LD REVISION:A SYSTEM 4 BX MODEL BH,BT MODEL FX FH MODEL FT MODEL VICTORIAN TRUSS&GLAZING RAFTER ALLOWABLE EXPOSURE EXPOSURE EXPOSURE EXPOSURE CONSERVATORY BAR O.C.SPACING BAR TYPI ROOF LOAD B C DB C D B C D B C D MODELS (psn (mph) (mph) (mph) (mph) (mph) (mph) (mph) (mph) (mph) (mph) (mph) (mph) 1306 2'-65!8' 46BA TO 170 150 140 170 ISO 140 170 150 140 170 150 140 1309 2'-6 518' 468A 70 170 150 140 165 150 135 165 150 135 150 135 120 1312 7-65121 4GBA 50 170 150 140 165 150 135 160 145 130 140 125 115 1314 2'-6 SRT 4GBA 50 165 150 1 135 165 150 135 135 120 110 115 100 90 1317 2'-6 518' 4GBA 45 150 135 1 120 ISO 135 120 130 115 105 110 100 90 1319 7-6518, 46BA 39 135 120 110 135 120 110 125 110 100 110 100 90 1506 3'-0 518' 4HBA 55 150 135 120 150 135 120 150 135 120 150 135 120 1511 3'-0 518' 4HBA 55 150 135 120 150 135 120 150 135 120 130 115 105 1514 3'-0 518' 4HBA 37 150 135 120 150 135 120 150 135 120 120 105 95 1517 3'-0 518' 4HBA 37 145 130 115 145 130 115 130 115 105 105 9S 95 1520 3'-0 518' 4HBA 31 140 125 115 140 125 115 125 110 100 100 Be OD 1523 3'-0 518' 4HBA 27 135 120 110 135 120 110 120 105 95 100 9D 80 STANDARD GLAZING ALUMINUM TRUSS CHANNEL BAR 17-8 518'WIDE MODELS HEAVY GLAZING BAR 15'-1 114' HEIGHTS TO BOTTOM OF TRUSS CHANNEL(71N 12 PITCH) WIDE MODELS 9'-0' FX HEIGHT MODELS 9'-1 118' FH HEIGHT MODELS 9'-11 7118' FT MODELS 17-8 515'5 FT 1306 THRU 1319 - WINDOW MODELS 15-1 114'6 FT 1508 THRU 1523 WINDOW MQDELS f�e�'i�i,a1•��.t - � � •'•' � � �: 1.•�.•• 'iia r- /M':.y.+./+fir �••' j'..'�.., _ j' •�Mis� ,�I1`.ow �`,L Ar} /'r• � �:.� ALABAMA ARIZONA _ARKANSAS CALIFORNIA COLORADO CONNECTICUT DELAWARE _ FLORIDA GEORGIA IDAHO ILLINOIS f.ii•.pa yy_ !r �`' / 90.021,t, y, J•'r �!dF- '%;,•a�w,;:f �+o„�'ef• `-;•. :ti,�'4�• _._.�.. INDIANA IOWA KANSAS KENTUCKY LOUISIANA MAINE MARYLAND MASSACHUSETTS MICHIGAN MINNESOTA MISSISSIPPI o ow- IP + } /.fig ..�5 i�' a!o. � .�7 .� 1�.-f� 1�4.•lr a' •' '' MISSOURI MONTANA NEBRASKA NEVADA NEW HAMPSHIRE NEW JERSEY NEW MEXICO NEW YOLK NORTH CAROLINA NORTH'DAKOTA OHIO j° ary NOTES• �. „ as . i '� �• 1)4GBA-26'LITE BAR.4HBA a 2.5'HEAVY BAR � .� 2)ALUMINUMALLOY FOR GLAZING BARS 1S 6005-T5.EWA _zral- a +• . 3)DEAD LOAD OF ROOF SYSTEM IS 7 PSF OKLAHOMA OREGON PENNSYLVANIA PUERTO RICO RHODE ISLAND SOUTH CAROLINA 4)ALL UNITS SHOWN ON THIS PAGE ARE ACCEPTABLE FOR CONSTRUCTION IN SEISMIC ZONE 4. 5)DEFLECTION ARE BASED ON U120 DEAD•LIVE CRMIA. 6)WINDS ARE BASED ON AN ENCLOSED STRUCTURE _ 7)THIS SUMMARY PERTAINS TO THE STRUCTURAL INTEGRITY OF OUR UNIT UP MIS NOT INCLUDING.THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION.ALL SUBSTRUCTURE DESIGN REOUIREMENTSAND CONNECTIONS TO THE EXISTING STRUCTUREARE SOUTH DAKOTA TENNESSEE TEXAS UTAH VERMONT VIRGINIA NOT INCLUDED M THE SCOPE OF WORK FOR THE FOUR SEASONS ' �r ^ / PRODUCT,AND MUST BE DESIGNED BY OTHERS. d '� - •�" 8)THE ENGINEERING DESIGN SCOPE FOR THE FOUR SEASONS PRODUCT J 1 DOES NOT ACCOUNT FOR SPECIAL LOAD CONDITIONS CREATED BY �' —u•.ys �� J ATTACHMENTTOTHE EXISTING STRUCTURE THESE MAY INCLUDE SNOW � • cONUR ONG NS UNBALANCE U587 ENECNESNOWAUTATED BY OTHERAS�SPECIAL LOADING WASHINGTON WEST VIRGINIA WISCONSIN WYOMING D.C. REFERENCE NUMBER 1310 12D L) < CCii SYSTEM 5 VICTORIAN CONSERVATORIES FOUR SEASONS (30 DEGREE BULLNOSE) ► SUNROOMS h1c Ic p.h A,„.ct 0. ENGINEERING AND STRUCTURAL LOADING INFORMATION ' EFFECTIVE DATE 1244 LD REVISION•A BH,BX BT MODELS FK FX MODELS FT MODELS SYSTEM 5 ALLOWABLE WIND LOADS ALLOWABLE WIND LOADS ALLOWABLE WIND LOAD5 30 DECREE VICTORIAN TRUSS A CLA23NO GLAZINGBAR ALLOWABLE WIND EXPOSURE WIND EXPOSURE WIND EXPOSURE CONSERVATORY BAR O.C.SPACING TYPE ROOF LOAD B C DB C D B (mC D MODELS ( (mph) (mph) (mph) (mph) (mPh) (4) (mph) (mph) (mph) 1910 2'•6518' 5LB5 130 175 135 120 170 130 115 145 110 100 7.6518' SCBS 150 175 135 120 170 130 116 145 110 100 1912 2.6518' 5LB5 es 175 135 120 170 130 115 145 110 100 2'-0518' SCBS 85 175 135 12D 170 13D 115 145 110 100 1915 7-6518' 5LB5 60 175 135 120 170 130 115 145 110 1W 2'-6515' SOBS 60 175 135 120 170 130 115 145 110 100 1817 7-6518' 5LB5 55 170 130 115 ISO 125 110 140 1D5 95 7-6516 seas ESDI 170 130 115 ISO 125 110 140 105 95 1920 2'-G 518' 5LB5 170 130 115 150 125 110 140 105 95 7-6518' 5CB5 170 130 115 180 125 110 140 105 95 1923 7-66 61-65 f11' 170 130 11b 160 125 110 140 105 952'-6541• 5CB5 170 130 115 180 125 110 140 105 95 2312 3'-05/8' 5LB5 100 16D 125 110 145 110 1DO 130 100 90 3'-05W 5CB5 125 160 125 110 145 110 100 13D 1DO SO 2315 3'-0518' 5LB5 45 160 125 110 145 110 100 130 100 90 3'-05f8' SC135 w 160 125 110 145 110 100 13D 1D0 90 2318 TOW 5LB5 40 160 125 110 145 11D 100 130 100 90 3'-Osla' 5CB5 55 180 125 110 145 110 100 13D 1D0 90 2321 3LOW 5LB5 35 155 120 105 140 105 95 125 95 85 3•-0Sf8• 5CB5 SO 155 12D 105 140 105 95 125 95 85 2324' 3'-0516' 5LB5 35 1s5 2 105 140 105 95 125 95 BS 3'-0518' SOBS SO 155 120 105 140 105 95 125 95 85 2327 7-0518' 5LB5 35 155 120 105 140 105 95 125 95 85 3'-0518 . 5CB5 50 165 120 105 14D 105 95 125 95 85 1 � / !�•w.,wyr• 1 �'rl�• l���'�. �' 41ttt_p., •-�'Al:ua•r. '��.T�•i•3 ,y ;fir '/.., tr ALABAMA ARIZONA ARKANSAS CALIFORNIA COLORADO CONNECTICUT DELAWARE FLORIDA GEORGIA IDAHO ILLINOIS 01,J)Et,I°!N4.�. i �"..1=�1/ � �••4t• / r...,,� / Gl•'l'� ./:H`►- ,vJr � INDIANA IOWA KANSAS KENTUCKY LOUISIANA MAINE MARYLAND MASSACHUSETTS MICHIGAN MINNESOTA MISSISSIPPI r �:•• . i.�F>~T"i►{ <u►""'J�_ ®RM. � " �' 1uet� i:'rlti � yliet d'�,,�,., V rte" r��'-`!,►y. `�4• a ,"l�L MISSOURI MONTANA NEBRASKA NEVADA NEW HAMPSHIRE NEW JERSEY NEW ME!lXyy/JCO NEW YORK NORTH CAROLINA NORTH DAKOTA OHIO taJlty i 404 E +•? ..1 ai7r�. .• •+., 1)51-65=S'LITE M.SCB5=5'HEAW BAR OKLAHOMA OREGON PENNSYLVANIA PUERTO RICO RHODE ISLAND SOUTH CAROLINA 2)ALUMINUM ALLOY FOR GLAZING BARS IS 6006-75. 4a—is. 3) DEAD LOAD OF ROOF SYSTEM IS 7 PSF 4)ALL LMRS SHOWN ON THIS PAGEARE ACCEPTABLE FOR CONSTRUCTION IN SEISMICZONE4. 5 DEFLECTION ARE BASED ON U129 DEAD{LIVE CRITERIA 6)WINDS ARE BASED ON AN ENCLOSED STRUCTURE 7)THIS SUMMARY PERTAINS TO THE STRUCTURAL INTEGRITY OF OUR UNIT UP SOUTH DAKOTA TENNESSEE TEXAS UTAH VERMONT VIRGINIA TO,BUT NOT INCLUDING,THE CONNECTIONS TO THE EXISTING STRUCTURE ANDIORANY NEW CONSTRUCTION.ALL SUBSTRUCTURE DESIGN ! REQUIREMENTS AND CONNECTIONS TO THE EXISTING STRUCTURE ARE NOT „ Y"`y y.,)h•' INCLUDED IN THE SCOPE OF WORK FOR THE FOUR SEASONS PRODUCT,AND ti. .�-M_�r }- t• 'p r `sem • MUST BE DESIGNED BY OTHERS. 8)THE ENGINEERING DESIGN SCOPE FOR THE FOUR SEASONS PRODUCT ;.:�-+ b 4� �•uf w,� DOES NOT ACCOUNT FOR SPECIAL LOAD CONDITIONS CREATED BY WASHINGTON WESTVIRGINIA WISCONSIN WYOMING D.C. ATTACHMENT TO THE EXISTING STRUCTURE.THESE MAY INCLUDE SNOW DRIFTING OR UNBALANCE SNOW LOADING.ANY SPECIAL LOADING CONDITIONS MUST BE EVALUATED BY OTHERS. REFERENCE NUMBER 1311 120