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HomeMy WebLinkAbout40357-Z ��o�,oSUFF�j'�cd� Town of Southold 7/22/2016 � �� P.O.Box 1179 N ? 53095 Main Rd �y,fjd �ap�� Southold,New York 11971 � CERTIFICATE OF OCCUPANCY No: 38400 Date: 7/22/2016 THIS CERTIFIES that the building ADDITION/ALTERATION Location of Property: 1300 Marratooka Rd,Mattituck SCTM#: 473889 SecBlock/Lot: 115.-9-12 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 12/9/2015 pursuant to which Building Permit No. 40357 dated 12/17/2015 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 addition to an existing one familv dwelling as applied for. The certificate is issued to Kujawski Susan M Revoc Trt of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. 40357 7/7/2016 PLUIVIBERS CERTIFICATION DATED ` Autho ' ignature ���u��c� TOWN OF SOUTFiOLD ¢ BUILDING DEPARTMENT a �� ' TOWN CLERK'S OFFICE o,�, • 4�� SOUTHOLD, NY , ������ Bl11LDING 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#: 40357 Date: 12/17/2015 Permission is hereby granted to: Kujawski Susan IVI Revoc Trt PO BOX 727 Mattituck, NY 11952 To: construct a sunroom addition to an existing single family dwelling as applied for. At premises located at: 1300 Nlarratooka Rd, Mattituck SCTM # 473889 Sec/Block/Lot# 115.-9-12 Pursuant to application dated 12/9/2015 and approved by the Building Inspector. ' To expire on 6/17/2017. Fees: SINGLE FAMILY DWELLING -ADDITION OR ALTERATION $264.40 CO -ADD O DWELLING $50.00 `� ~ . $314.40 I � .� - .r� . -'' Buil in e or Form No.6 TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 ' APPLICATION FOR CERTIFICATE OF OCCUPANCY This application must be filled in by typewriter or ink and submitted to the Building Department with the following: A. For new building or new use: 1. Final survey of property with accurate location of all buildings,property lines, streets,and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal (S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of 1% lead. 5. Commercial building, industrial building,multiple residences and similar buildings and installations, a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. B. For existing buildings(prior to April 9, 1957)non-conforming uses, or buildings and "pre-existing" land uses: 1. Accurate survey of property showing all property lines,streets,building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant.If a Certificate of Occupancy is denied,the Building Inspector shall state the reasons therefor in writing to the applicant. C. Fees ' 1. Certificate of Occupancy-New dwelling$50.00,Additions to dwelling$50.00,Alterations to dwelling$50.00, Swimming pool$50.00,Accessory building$50.00,Additions to accessory building$50.00,Businesses$50.00. 2. Certificate of Occupancy on Pre-existing Building- .$100.00 3. Copy of Certificate of Occupancy-$.25 4. Updated Certificate of Occupancy- $50.00 5. Temporary Certificate of Occupancy-Residential$15.00, Commercial$15.00 Date. ���E ��� New Construction: Old or Pre-existing Building: (check one) Location of Property: ���"� ��,t��,���. �� � �,�1"� House No. Street Hamlet Owner or Owners of Property: ���"'� �� �G����'0 Suffolk County Tax Map No 1000, Section � �� Block � Lot �� Subdivision Filed Map. Lot: , Permit No. Date of Permit. Applicant: Health Dept.Approval: Underwriters Approval: Planning Board Approval: Request for: Temporary Cert�ate Fina] Certificate: (check one) Fee Submitted: $ r1 ~ , � Appli t ignat re ���oF sovjy�l � o Town Hall Annex � � Telephone(631)765-1802 54375 Main Road F�(631)765-9502 P.O.Box 1179 � � �e roqer.richertC�town.southold.nv.us Southold,NY 11971-0959 Q �yCOUNTV,�� BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To: Kujawski Address: 1300 Marratooka Road City: Mattituck St: New York Zip: 11952 Building Permit#. 40357 Sect�on: 115 Block: 9 Lot: 12 WAS EXAMINED AfVD FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: DBA: BI'ady E12CtrIC License No: 44609-ME SITE DETAILS Office Use Only Residential X Indoor X Basement Service Only Commerical Outdoor 1st Floor X Pool New Renovation 2nd Floor Hot Tub Addition X Survey Attic Garage INVENTORY Service 1 ph Heat Duplec Recpt 4 Ceiling Fixtures HID Fixtures Service 3 ph Hot Water GFCI Recpt Wall Fixtures 1 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 1 Twist Lock Exit Fixtures TVSS OtherEqwpment. SUII ROOCYI, 1- Paddle Fan Notes: Inspector Signature: �.� pr—,� Date: July 7, 2016 z Electrical 81 Compliance Form.xls � " L � � . �0��0'F SOUTy�Io , . - � '� - . - ' � � �o . ��'y�OUMV,�1c� � TOWN OF SOUTHOLD BUILDING DEPT. .� � , 765-1802 � � � - � 1 NSPECTION - �- [ FOUNDATION 1 ST [ ] ROUGH PLOJMBING � [ ] FOUNDATION 2ND [ ] INSULATION . , � [ ] FRAMING I STRAPPING [ ] FINAL � [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION � [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) �[ ] ELECTRICAL (FIN�4L) [ ] CODE VIOL Old [ ] CAULKING � � 1 \ I�EMA KS: . . DATE �� �'Z �� INSPECTOR ��G� �o��pF SOUlyOlo , � � � � • �o /� ��'y�OUNi`I,�c� �i��� . TOWN OF SOUTHOLD BUILDING'DEPT. �� 765-1802 INSPECTION [ ] FOUNDATION 1 ST [ ] ROUGH PLUMBING [ ] FOUNDATION 2ND [ ] INSULATIOIeI [ ] FRAMING / STRAPPING [ ] FINAL _ [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION , [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) �] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: ��� � �� � ��� � ���.c � DATE � Z� INSPECTOR i � ; �� � ��OF SO(/l�, � ' � �� °�o #� #� � - - � � • �o ��'y�OUHi`l,�c� � YOWN OF SOUTHOLD BUILDING DEPT. � � 765-1802 � - 1 NSPECTION - � : �� � [ ] FAUNDATION 1 ST [ ] ROUGH PLUMBING [ ] FOUNDATION�2ND [ ] 1 ULATION � � [ ] FRAMING / STRAPPING [ FINAL [ ] FIREPLACE & CWIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT RENETRATION ". [ ] ELECTRICAL (ROUGFI) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: D/�� C t O . � . DATE O7 � INSPECTOR , ` '�� `� ���5� .��oN r.FsErS .�t�°�A � '-q r , � P '9 .� �;� 112 Wilson Drive s' _ - _ _ - = Port Jefferson,NY L = _ (c)631-560-0259 AS E S �f)631-938-0784 www.ase nq i neer i nqservi ces.com ' A.S.Engmeering Services,P.0 June 7, 2016 ���D�� o � Four Seasons Holbrook 3 2016 5005 Veterans Memorial Highway �UN 1 Holbrook, NY gtTII,DING DEPT• Re: Sunroom Addition TO�iVN�F S�UTg�;'D 1300 Marratooka Road Mattituck,New York This letter is in regards to the Four Seasons sunroom constructed at the above residence. Based upon the evidence provided and to the best of my knowledge,the ubove referenced sunroom had been constructed in accordance to the approved plans prepared by this office and the New York State Uniform Building Code in effect at the time the plans were approved. , Please feel free to contact me with any questions. . � ��pF NEl�y� ' �,�Q, ��,�s sP O P� o * * n i,,�� � � w m t� i = � C� N�� �82359 �t,� v R�FESStoNP . Alexis Spyrou, PE President �. �. �. . . � � � • 1 I. _� ��!��''" ��7�''�`:�''��.� �----_ f.,_ - - - � �!!`r!��!!�-�� i �Ir I I� .r � � ; . � � • • I ��� u ` -., ' ' II � -�C��' - --° :�����. - � _ - - �%� - ��i�r''' ' ' � � r.�..:��.� `w�. r I�r� � .1�� • �► � is• • • � • • � � = � _ . �� ��� � : � , _ /�� � _ - ��.: :+���r�� �I . `�"�����, � r « - -"-..r:. �� � / � + . . �� � � • /: 1 � � ` � ' � ■. � � � � ' � � . � � � � ` � �/i�:���.� � Ili� �i���� � " - � r • � � � � � — - - — 6 i e 3i�e� �+����il� _ � �� � /,� � � ., � • � l, y , . . � , , . 1 �� � �.. ��_ . � � �;i � /� i � � / � ` ./ / J " I.i r�r '�.�.w � � .SLS��. �� � . �. - � �G:�'�' / �� � � �}�' r � � � . l�� �, "-��.� �!' . _-:i► � � � !l�J'i�f►���;'�1�': , . : . .. - , .. r TOWN OF SOUTHOLD BUILDING PERMIT APPLICATION CHECKLIST BUILI)ING DEAARTMENT • � Do•you have or need the following,before applying? TOWN HALL , • ' Board of Health � SOUTHOLD� NY 1�1971 � ' 4 sets of Building Plans TEL: (631) 765-1802 - Planning Board approval � FAX: (631) 765-9502 Survey SoutholdTown.NorthFork.net PERMIT NO � Check ' Septic Form _ N.Y.S.D.E.C. - � Trustees - - Flood Permit , , . Exammed ,20 _ _.....__._________ _ Storm-Water Assessment Form �il;�� � . � � , �� �i'1� Contact: ��lJuslU, Lc��S� ; Approved ,20 ��� � � �� , �- �' �4 i �� I I J�OTldtdO� 21�1tt .SZI''dll�S Disapproved a/c �, i�; Ew�� �E� — � 2 � I � � \ �i. ¢ C� Phone: Expiration ,20 _ }�i?�' ����; — ,,, ��� �r,i���' Sl la- (o3-7-SS�t� � � " Buil ' Ins , APPLICATION FOR BUILDING I'ERMIT 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 Pemut. d. Upon approval of this application,the Building Inspector will issue a Building Permit to the applicant. Such a pernlit 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. � £ 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 inonths from such date. If no zoning amendments or other regulations affecting the property have been enacted in the interim,the Buildmg 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 buildmgs, additioiis, 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. . c1J r • , (Sig a r f app cant or name,if a corporahon) - • � �l �r�i I�fbr� C� �o�-rn� �`)� I17�7 - (Mailing address of apphcant) St�te whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder �.U,�,��- , Name of owner of premises �11�,1(1 1�1�,1 tA,UU���. � � (As on the tax roil or iatest deed) . , If applicant is a corporation, signature of duly authorized officer _ , l (Name and title of corporate officer) , Builders License No. ����� � Pluinbers License No. Electricians License No. Other Trade's License No. , 1. Location of land on which proposed work will be done: , �3 D�?' o(Y1��v-���r�1�� �r� . �v1 c�-}i'h�+ !� � ' � House Number Street Hamlet - ��� County Tax Map No. 1000 Section �`� �� �:��::;Block' '��.���`"""�' Lot � � .� '''``'�'� ''Fil''ed�IMap�No. Lot Subdivision - � � - -- . ._ �-='i ':..., ;-.�.�, 2. State existing use and occupancy of premises and intended use and occupancy of proposed construction: a. _ Existing use and occupancy����'�1 �t� a � _—� b. Intended use and occupancy �(�,1��� ' ;, ` .. / 3. Nature of work (check which applicable): New Buildirig� � Addition �/ Alteration Repair Removal Demolition � Other Worlc (Description) 4. Estimated Cost �(� � [��j� . �D Fee • (To be paid on filing this application) 5. If dwelling, nuinber of dwelling units Number of dwelling units on each floor If garage, number of cars , ,, ,-,,„ 6. If business,.commercial or mixed o.ccupancy, specify'nature and'extent of each type of use. 7. Dimensions of existing structures, if any: Front ��` Rear �� j Depth .��. � Height / Number of Stories � e ► Dimensions of same structure with alterations or additions: Front � 5 Rear �� Depth '�� � � Height Number of Stories oL 13 � da � �, � � �� 8. Dimensions of enti�e new construction: Front �o Rear V 3 � Depth 1 � I O Height `� S`` Number of Stories ( 9. Size of lot: Front �a`�i Rear I o�� •G9� Depth ��.G 1 , � - 10. Date of Purchase Name of Foi-mer Owner 11. Zone or use district in which premises are situated ��� 12. Does proposed construction violate any zoning law, ordinance or regulation? YES NO `� � 13. Will lot be re-graded? YES NO �Will excess fill be removed from premises? YES ✓NO � r,3oa���r�,�-o01�� �� 14. Naines of Owner of premisesS"t��n IL�p j�,1��5� Address rr1�4-�4'i�,ee� Phone No. �31"a�$� `� ��(v Name ofArchitect D�,Lp,XIS S�y�v�t�1 Address Ila Wi Isa�l�k•P.T S. phone No �31-�(_oo -p35� Name of Contractor�b�SQ..+C��nS Address ���v�'�• '�'��• Phone No. („31-5103��-IO�v-�ar�-. bwD ��1Lt l , ��log 15 a. Is this property within 100 feet of a tidal wetland or a fi•eshwater wetland? *YES NO "� * IF YES, SOUTHOLD TOWN TRUSTEES &D.E.C. PERMITS MAY BE �QUIRED. , 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, inust provide topograplucal data on survey. ' 18. Are there any�covenants and restrictions with respect to this property? * YES NO '°' * IF YES, PROVIDE A COPY. STATE OF NEW YORK) . SS: - COLTNTY OF____) . �� �(1� �G�Sot�i�/ being duly swom, deposes and says that(s)he is the applicant , (Name of individual signing contract) above named, (S)He is the � (Contractor,A ent, Corporate Officer, etc.) of said owner or owners, and is duly authorized to perform or have perfonned the said work and to make and file this application; that all statements contained in this application are true to the best of his lcnowledge and belief; and that the work will be performed in the manner set forth in the application filed therewith. Sworn to efore me this day of �.4-�'-�-,�-(�/f�, 20 /� ' � JUHtv M.BL�►v� � o Notar Publ'c • o Public,State Y No.016L45108C�4 Signat o pplica it -� Qualified in Ne 30�unen�.� Commission E� � _ �� �� �.���'-�zzr�,r, Scott A. Russell , `,�������F�`��� ��C'�0�]E�I��][���A\�C'�E)E� SUPERVISOR a � �� I��l[A\�A\�G��EI��IUEI��C' �� r SOUTHOLD TOWN HALL-P.O.Box 1179 p . � 53095 Main Road-SOUTHOLD,NE1N YOIiK 11971 � To wn of So u th o l d lj�� -���1�,C� CHA.PTER 236 - STORMWA.TER MANAGEMENT WORK SHEET ( TO BE COMPLETED BY THE APPLICANT) - - - -- '- - - - - -- - ��� ��� �������c �����[,� �� �� �� �'�g.�.�����: - (CHECK ALL THAT APPLl� Yes No . : ❑[�A. Clearing, grubbing, grading or stripping of land which affects more � _ than 5,000 square feet of ground surface. � � ❑�B. Excavation or f illing involving more than 200 cubic yards of material - = within any parcel or any contiguous area. ❑�C. Site preparation on slopes which exceed 10 feet vertical rise to - 100 feet of horizontal distance. ❑[� D. 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 F�RM-l�I-ap- of any watercourse:- - - � ❑�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 � in-kind replacement of impervious surfaces. � If you answered NO to a]] of the questions above, STOP! Complete the Applicant section below with your Name, Signature, Coniact 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 Contro] Plan and a completed Check List Form to the Building Department with your Building Permii Application. APPLICAN7�• (Property Owner,Des�gn Professional,Agem.Controctor,Otheri S.C.T.M. �: 1000 Datr. DuU ict NAME: PiL, �s� �� �i � la-� -�5 ,,,,u Sechon Block Lot �„�,�� ;.._- �:c��3 ��:►�r_;i�;c� L�r_���::���r:���u��T L�i� t),";z��� .,�. Cuntact)n(orm�tion W��d,!/"'����J�r� l�Iryliwx 4u�nOt� Peviewed By: 1L,Jl - - - - - - - - - - - fa-q -ls� Date Pr-operry Address /Locat�on of Construction Work: — — — — — — — — — — — — — — — — — ��� ������� � �; � Approved for proce�a�ng Building Permit �.�•� Siormwater Management Conirol Plai� Not Reqwred �`�.1 P K-- ❑ Stormwater Nlanagement Control Plan »Rcywred (Fon�,�ard to Engineering llepartment for Re��ew) f nKM " SMCP- TOS MAY 201�t ,f • � - t I _ o������yo - � � � � Tawn Hall A,nnex 1� � Tdephone(6�1)765-1802 54375 Mam It,�ad � . � �R�x 6�502 - � � P.O.sox ii�9 : � � � -- raq_er:r�dteR[cniow(r�iisoumola nv us s�ow,iv�r ii�i-osss , �l� � . . 1- �Ul11'i,� ! . I� , sv�t.n��nEr��rrn�rr�r � I 'I�OWN OF SQUTI�OLD ' APP�ICATION Ft�R EL�C�'RICAt� 1NSPECTiQN � � - i - REQUESi'ED BY: � Date: • � ��g� Compa�y Name: � . � �. Mame: � I���►+,pr-E� . ;: Li�ense No.: y y�oq - � Addness: t 5 ot � i w la-U�• �Fl��rz.rb � t�7 ' hone l�o.: � , - �3 � a�s� �3s.� JOBSlTE fNFORMATt41d: (*Indicates required informa�ion} � *Name; `�U�A�1til��-.B - *Address: 1300 ore�l,r��A,Too►� `�o D+� �„N+arr-r-l-ruu� NV I E�t S� *Cc+oss Street: �W S�FFou�.-. /�V� - *Phone No.: � 31 �q�S ��y� . ' � �s�. � Perrnit�io.: p Tax•Map District: 9000 Sec�on: d o Block:� Lo�: D � . � *BRIEF DESCRlIaT'iON OF WOF�K(Please Print�learly) � . � �1J�..�o Sunrizoo�. i � �' S�� � � T ins� i vtsT���,�-c�eu� �S vu� e.. n 1 ^ � - -�-- +�.,�.-� n� �toCA'T-e�, a�TS�c��-- � � 1 . , {Please Circie A117'hat APp1y) � � � *Is job r+eady for inspection: yEg ,Np ��gh In Fina �Do�you n+eed a Temp Certrf'rcate: - _ , . -YES/ NO � ' , h T�mp Information{1�ne�ded� - � � '� � *Sen�fce Size: 1 Phase 3Phas�e 100 150 200 30Q 3S0 400 (3ther . *Mew Serv�c�: Re-c�nnect Undergr+ound Number of AAeters Change of genrice pverfiead � . �►ddi�onal In�ormafion: � PAYMENT DUE il�iTH AcPPUCATION . � l c�•,.��, — . � . t�.-�-� � 82-Reqt�est far tr�spect;on Forxr� - � 1 �- � 4����. �ko..�.5� . , � a� I�- �IVlo�ctno E ec�itin Se�vice �� � 4 �-Camilton Ct. Coram, �V`Y11 T27 Thursday,December 17,2015 Town of Southold Building Dept. PO Box 1179 Southold,NY �11971 Re.: Kujawski Residence 1300 Marratooka Rd.,Mattituck Dear Building Department, Enclosed please find check no.4060 in the amount of$314.40 for the sunroom permit at the above referenced location. If you could kindly mail the permit to our office that would be greatly appreciated. If you should have any questions please feel free to call me at,631-698-5602. Thank you. Sincerely, � Diana n -LaS isa / --------- , -- rI`-' �I , y'1JI I�� _ ..,, �. P - � L� �� �-, � � , , � .'��5.,.. . .L_. I' I - DEC232015 �� �< _. , �.�� ,�: - � -,�_� , -�� ; ' _` l f�;: ,�t •','�r,,;�;',� . , Qa B U I L D t h e �E S'P � Four Seasons Sunrooms of New York '� C� FO U R S EAS O N S 5005 Veterans Memorial Highway• Holbrook,NY 11741 �� S U H R O O M S Telephone:(631)563-4000• Fax:(631)3399 Four Seasons Solar Products LLC www•Fshb.FourS¢asonsSunrooms.com - o �CC�C�Dd[� y D �u��,Zoi6 JUN 13 24�6 BiTILDING l�EPT. 7oum ofSoutFiold' TOWN OF SOUTSULD �Department of�u�ngs �1179 SoutFiold�2'11971 4�:�Perntit #40357 9VIrs �jawsl�} - 1300 9Karratooka 4� 9Kattituck9YtY11952 7o'Wftom It 9Kay Conceny AttacF:ed please find pictures and tFie engineer's letter regarfiing crn�,stn�ction approvaCof t�ie instaRation. Should you l'tave a�ty questions or concerns,please feeCfree to contact me at t(re num6er 6eCo�w. r�����y�Sr�cy���fi�m that this is sufficient to close out the pernli�. �I�ianl�ng you in advance. ,�anet Eppers �mject Coorfiinator 631-563-4000 ext 168 �R� _� y� � e� Vl � Na�ional � 1 ��� � �"� - Na�„�r�.,,� �:a ,Sunroom MA "°"��' .4ssociation .r«..w..��.W. AAade in Bdorth Ame�eca for Over 30 Years o�,ypF SOU��,OI - � o Town Hall Annex � � Telephone(631)765-1802 54375 Main Road N � Fax(631)765-9502 P.O.Box 1179 G • Q Southold,NY 11971-0959 '�Q � ��c4UNTY,�� July 20, 2016 BUILDING DEPARTMENT TOWN OF SOUTHOLD ��� Four Seasons Sunrooms of NY n/ 5005 Veterans Memorial Highway % Holbrook NY 11741 Re: Kujawski, 1300 Maratooka Rd, Mattituck TO WHOM IT MAY CONCERN: The Following Items(if Checked)Are fVeeded To Complete Your Certificate of Occupancy. Application for Certificate of Occupancy. (Enclosed) �� Electrical Underwriters Certificate. � A fee of$50.00. Final Health Department Approval. PIU171be1"S SO�del" C@P'tlf CatG'. (All permits involving plumbing after 4/1184) Trustees Certificate of Compliance. �ToW�rrustees#7ss-�a9z� Final Planning Board Approval. (P�anning#�s5-1938) Final Fire Inspection from Fire Marshall. Final Landmark Preservation approval. Final inspection by Building Dept. Final Storm Water Runoff Approval from Town Engineer BUILDING PERMIT — 40357 - Sunroom Addition [�J. ., _ _"... ��—^ _ ��" � ' _ _` ' _ �"" '_ _ +-______ ._ � Lcl �tl � " 1 TO�Id OF SOU1'i-IOLD �PROPEIt1'l��CO�D CARD r�j�� r'6 00 1/.s `� 'Ir� OWNER STREET t��� VILLAGE DIST. SUB. LOT � ��JVT,�. L � l �/Cu'GrWV�IW�� V�;=9��� �F' / ��'�d� loDh�� �Pf1Li � �� �fE ~�� � FG.. C _ ��t�l'� G� �� r I i � F RMER OWNE �� N � E A�CR. �"' � � .s� 1,.� n�r��s��,� "._� � Ir �� � ,_��,� �l,f� ��.,� 9. - ��'�� S � W • TYPE OF BUILDING ;; __����'"`' .�rp— , �J` ' t-►.���•r..i d�.tssilR' �.:� �' ��)Di� A� i��S�' �'-��"�;5'� � �� Fin RES.G�?�� r SEAS. VL.- �t FARM COM�M. CB. MICS. Mkt. Value LAND IMP. 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',# New York State Insurance Fund 199 CHURCH STREET,NEW YORK,N.Y. 10007-1100 (888)997-3863 CERTIFICATE OF WORKERS' COMPENSATION INSURANCE ^"^^" 743007449 LOVELL SAFETY MGMT CO.,LLC 110 WILLIAM STREET 12TH FLR NEW YORK NY 10038 , POLICYHOLDER CERTIFICATE HOLDER FOUR SEASON I,LLC D/B/A FOUR TOWN OF SOUTHOLD SEASON HOLBROOK 53095 MAIN ROAD 5005 VETERANS MEMORIAL HIGHWAY SOUTHOLD NY 11971 HOLBROOK NY 11741 POLICY NUMBER CERTIFICATE NUMBER PERIOD COVERED BY THIS CERTIFICATE DATE G 1256 031-4 35528 07/01/2005 TO 07/01/2016 06/05/2015 THIS IS TO CERTIFY THAT THE POLICYHOLDER NAMED ABOVE IS INSURED WITH THE NEW YORK STATE INSURANCE FUND UNDER POLICY NO 1256 031-4 UNTIL 07/01/2016, 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 IF SAID POLICY IS CANCELLED, OR CHANGED PRIOR TO 07/01/2016 IN SUCH MANNER AS TO AFFECT THIS CERTIFICATE, 30 DAYS WRITTEN NOTICE OF SUCH CANCELLATION WILL BE GIVEN TO THE CERTIFICATE HOLDER ABOVE. NOTICE BY REGULAR MAIL SO ADDRESSED SHALL BE SUFFICIENT COMPLIANCE WITH THIS PROVISION. 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 This certificate can be validated on our web site at https://www.nysif.com/cert/certval.asp or by calling(888)875-5790 VALIDATION NUMBER: 745027768 Ill�ll�lll�llli��iii�uumumiimumiimiiniiiniminii�m�iinmmnllllll�ll�ll� 00000000000018537479 Form WC-CERT-NOPRINT Version 1(03/24/2014)[WC Pol�cy-12560314] U-26 3 7 f000000000f1001A5374791f0001-0000725803141fWtGlf1 41 42-1 51fCrN NnP-CERT i1f01-000�11 , � '' STATE OF NEW YORK ' WORKERS' COMPENSATION BOARD CERTIFICATE OF INSURANCE COVERAGE UNDER THE NYS DISABILITY BENEFITS LAW PART 1. To be com leted b Disabili Senefits Carrier or Licensed Insurance A ent of that Carrier la.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 ofInsured Holbrook, NY 11741 ld.Federal Employer ldentification 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 Main Rd 5291935.004 Southold,NY 11971 3c.Policy effective period: 07/O1/2015 to 07/O1/2016 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 12/9/2015 By (Signature of msurance canier's authorized representatrve or NYS Licensed Insurance Agent of,that msurance carner) Telephone Number (631).845-2200 Title Administrative Services Mana�er IMPORTAN'I':If box"4a"is checked,and th�s form is signed by the insurance camer's authonzed representative or NYS Licensed Insurance Agent of that carner,this certificate is COMPLETE. Mail it directly to the certificate holder If 6ox"4b"is checked,this certificate is NOT COMPLETE for purposes of Section 220,Subd 8 of the Disabil�ty Benefits Law It must be ma�led for completion to the Workers'Compensation Boazd,DB Plans Acceptance Un�t,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'Compensahon 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 aizthorized to issue this form. 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'���J � ,�s �w.Ai. ....,.� :�t. �.r �': ar.a..�:::� t�+�h i rt-.c "�a'a�a' 'E� '�.._`�Lnl:r."�::i~ �.L�.tw... . s . . . � . . . c Qt�or�rmecrs ' , , _ .,���'�.`�`Q;cj �i.S. ���6����6���� �����������. , ,s., �:9 r�r _ '� Lonq Island New York '�t 112 Wdson Drive 630 Fifth Avenue, Suite 2000 ASE� Port Jefferson, New New York, New York Pro�ect Name Pro�ect Address 1300 MARRATOOKA ROAD Kujwaski Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet nolrev AS 4/21/2015 - 1_of 25 � ENGINEERING CAL�CULATIONS � FOUR SEASOIdS �ERIES 230 SUN � STi4RS STRAIGWT EAVE MODEL , 11'-10.5" PROJECTION �Y 13'-6.125" FRONT WALL WITH 5LB3 FZAFTER� @ 30" O.C. MAX � FOR THE KUJWASKI R�SIDENCE - LOCATED AT: . � � 1300 MARRATTOKA ROAD � MATTITUCK, NEW YORK 11952 � DATE: December 2, 2015 , THE ABOVE INDICATED PFZOJECT HA� BEEN EXAMINED FOR , � 20 psf EQUIVALENT UNIFORM ROOF LOAD � 120 mph EXPOSURE C WIND LOAD ' AS PER THE 2010 NEW YORK STATE BUILDING CODE � AND EITHER MEETS OR EXCEEDS THESE LOADINGS ��pF NEtN _ ,��. �y��s sP ,� op � �.� �,.�, ° � * * , � \ �� J�e W . m ' z �' ?� c� � ��O /8235g �li� � - 9�FEs stONP Office 631-560-0259 Fax: 631-938-0784 , www asenQineerinqservices com a4yON MEfTg ���°° °9��,� I4.S. ���o����a�� ����a���9��m �� 9� Lona Island New York ? ` 1 �` 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ��E� Port Jefferson, New New York,New York Pro�ect Name Pro�ect Address 1300 MARRATOOKA ROAD Kujwaski Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev. AS 4/21/2015 2 of 25 Table of Contents DETERMINE BASE SHEARS BASED ON WIND LOADS.............................. ..................... .......... . .................................................3 WINDSHEAR................................................ ... ......... ................................... ................ .... ... . ..... ...........................................4 COMPONENTSAND CONNECTIONS................. ..... ..... .......................................................................... ................... .................6 GLAZINGBAR............................ . ........... . ............................................ . .................... .. ...... .................................................. .7 BEARINGWALL COLUMNS............................... .... ... .................................................................. ........... ...............................8 GABLEWALL COLUMN...................................... ............................................. . .............................. ...........................................9 QUAD DOOR HEADER...................................... .............................................. ................... ...........Error! Bookmark not defined. EAVE.............................................. ...... .... . ................................ . .... ............... ... ..................................................... ...12 SECTIONPROPERTIES.............................................. .. .............................................................. ............... .............................13 CONNECTIONDESIGN...................................... ................................................... . .............. ........................................................14 Office. 631-560-0259 Fax: 631-938-0784 www.asenqineerinqservices.com y�ON MEEi ���°"P e°Rq�j,� �1.5. ��������o�o�� ��������,�o�o 34 - - 9�a Lonca Island New York ` 3 112 Wilson Dnve 630 Fifth Avenue,Suite 2000 ,�,S�s Port Jefferson, New New York,New York Pro�ect Name Project Address 1300 MARRATOOKA ROAD Kujwaski Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev. AS 4/21/2015 3 of 25 DETERMINE BASE SHEARS BASED ON WIND LOADS Office: 631-560-0259 Fax: 631-938-0784 ' www.asen4ineerinaservices.com s�ow nvects ���°J� �q4�.,c A.S. �°��s�����o�� �������,�o�a 3� S (< Lona Island New York A��� 112 Wdson Drive 630 Fifth Avenue,Suite 2000 Port Jefferson, New New York, New York Pro�ect Name Pro�ect Address 1300 MARRATOOKA ROAD Kujwaski Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev. AS 4/21/2015 4 of 25 WIND SHEAR FIRST CALCULATE WIND PRESSURES AND THEN BASE SHEARS AND LATERAL FORCE DISTRIBUTION Wind Pressure Calculations (Main Wind Force Resisting System) As Per 2006 International Building Code based on ASCE 7-05 usmg Figure 6-6 Per NYS Residential code section R301.2.1.1,wind loads on every building or structure shall be determined in accordance with section 6 of ASCE 7. Design Wind Pressure p=qGCP-q,(GCp�) Where, q= 0.00256 KZ I(Zc Kd Vz I Velcity Pressure Exposure Where, KZ= Coefficient= 0.85 for Exposure C� 0.7 FOR EXP B 0.85 FOR EXP KZc= To o ra hical Factor= 1.0 C Ka= Directionality factor= 0.85 � V= Wind Speed= � 120 � mph i= Importance factor= 1.0 Therefore,q= 26.63 psf Design wind pressure, p= qGCp-q,(GCP,) Where, q= 26.63 psf G= Gust Factor=0.85 + 0.55 FOR PARTIALLY EXPOSED GCP,= 0.55 for STRUCTURE Windward 0.18 FOR ENCLOSED CP= 0 8 Wall STRUCTURE 0.5 Leeward Wall 0.7 Side Wall 0.9 Roof Windward Therefore, p= 32.76 psf for Wall 25.97 psf for Leeward Wall 30.50 psf for Side Wall 35.02 psf for Roof Office: 631-560-0259 Fax: 631-938-0784 www.asena m een nqservices.co m ,�IpPi MCFTe ���°°n Qgq�tic I�.S. ��������9��� ��������,�'�e 3� _ \9�< Lona Island New York � �� �= 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASE S Port Jefferson, New New York, New York Pro�ect Name Pro�ect Address 1300 MARRATOOKA ROAD Kujwaski Residence MATTITUCK, NEW YORK 11952 Calc.by Date Chk'd by Date Sheet no.lrev. AS 4/21/2015 5 of 25 ROOMINPUT PROJECTION � 11.83 � FT EAVE HEIGTH � 6.67 � FT RIDGE HEIGHT ' 8.50 � FT FRONT WALL LENGTH i___13,50 ' FT WIND PRESSURES 32.76 psffor Windward Wall 25.97 psf for Leeward Wall Side 30.50 psf for Wall 35.02 psf for Roof W/ND BASE SHEAR CALCULATIONS X-Direction Surtace Area= 89.73055 sq ft for peaked wall Y-Direction Survace Area= 90.045 sq ft for side wall Therefore, X-Direction Wind Shear,V�„�= 5270 Ibs Y-Direction Wind Shear,VWr= 2950 Ibs LATERAL FORCE RESISTING SYSTEM LOAD vx= 5270 1/2 TO FOUNDATION = 2635 2635 1/2 TO HOUSE&1/2 TO FRONT WALL= 1317 DIVIDED BY LENGTH OF FRONT WALL 1317 = 98 PLF vx= 2950 1/2 TO FOUNDATION = 1475 1475 1/2 TO EACH SIDE WALL 737 DIVIDED BY LENGTH OF GABLE WALL 737 = 62 PLF Office: 631-560-0259 Fax. 631-938-0784 www asenpineerin4services.com S�pN MEFts .��°°Q A'q�r, A.S. ��a���c���9e�� ���������,,��o v, o ?y \7�� _ Lonq Island New York A��� 112 Wilson Drive 630 Fifth Avenue, Suite 2000 Port Jefferson, New New York, New York Pro�ect Name Project Address 1300 MARRATOOKA ROAD Kujwaski Residence MATTITUCK, NEW YORK 11952 Calc.by Date Chk'd by Date Sheet no/rev. AS 4/21/2015 6 of 25 COMPONENTS AND CONNECTIONS COMPONENTS TO BE SIZED INCLUDE: GLAZING 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 Office: 631-560-0259 Fax: 631-938-0784 www.asen4ineerin4services.com PS�ON MEf7S ,a�,� A9qcF, A.�■ ���n�-���o�o�� ��a������g�.�m yQC. ` \9! 3 _ �< Lonp Island New York _ - � t ' = 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ASE.�s Port Jefferson, New New York, New York Pro�ect Name Pro�ect Address 1300 MARRATOOKA ROAD Kujwaski Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev. AS 4/21/2015 7 of 25 GLAZING BAR REQUIRED BEAM SECTIONAL PROPERTIES-GRAVITY LOADS (FOR WALL DESIGNS) LENGTH: ' 11.830 ft 141.96 in «(Eave Height) «(Average «(Average O.C.: � 2.500 ft 30.00 in distance Distance DEFL. LIMIT L/ ' 100 = 1.420 in to each support) Between For ridge-WIDTHl2 Two Windows) « DEAD LOAD: 5 psf (Zero) LIVE LOAD: �20 1 psf «(Wind Pressure) TOT.w= 62.5 plf END REACTIONS= 369.6875 Ibs ft- Moment= 1093 Ib 13120.21 in-Ib STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES ab. 24000 psi ab: 1'9000 . psi 6b' 1600 psi E: 29000000 psi E: , 10100000 psi E: 1600000 � psi 6�: 110 ? si Sx>= 0.547 in' Sx>= 0.69 in3 Sx>= 8.2 in' Ix>= 0.669 in° Ix>= 1.921 in4 Ix>= 12.1 in4 Ax>= 5.0 in2 c= 2.781807 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 1.86 DEPTH= 2.69 in minimum GLAZING BAR DESIGN CONTROLLED BY GRAVITY LOADS AND 5C65 ADEQUATE Office: 631-560-0259 Fax: 631-938-0784 www.asenclineerinqservices.com o�pi�oN naeers ��� �q�r,� A�.S. ���o�s�����r�� ����Q���,��m �4 9r 3 � Lona Island New York ���� 112 Wilson Drive 630 Fifth Avenue,Suite 2000 Port Jefferson, New New York, New York Project Name Pro�ect Address 1300 MARRATOOKA ROAD Kujwaski Residence MATTITUCK, NEW YORK 11952 Calc.by Date Chk'd by Date Sheet no./rev. AS 4/21/2015 8 of 25 BEARING WALL COLUMNS REQUIRED BEAM SECTIONAL PROPERTIES-WIND LOADS (FOR WALL DESIGNS) LENGTH: 11�.830 ft 141.96 in «(Eave Height) «(Average «(Average O.C.: 2.500 ft 30.00 in distance Distance DEFL. LIMIT L/ -'120_ = 1.183 in to each support) Between � For ridge-WIDTH/2 Two Windows) « DEAD LOAD: 0 psf (Zero) LIVE LOAD: 32.02 psf «(Wind Pressure) TOT.w= 80.06006 plf END REACTIONS= 473.5553 Ibs ft- Moment= 1401 Ib 16806.48 in-Ib STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES 6b: 24000 psi 6b: 19000� psi ab: 1600 psi E: 29000000 psi E• - 1010b000 psi E: 1600000f psi 6,.: '110 1 si Sx>= 0.700 in3 Sx>= 0.88 in3 Sx>= 10.5 in3 Ix>= 1.028 in4 Ix>= 2.953 in° Ix>= 18.6 in4 Ax>= 6.5 in2 c= 3.338168 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 2.15 DEPTH= 3.10 in minimum LITE H MIN OKAY Office. 631-560-0259 Fax• 631-938-0784 www.asenqineerinqservices.com aOdPtlOAa P,7EE75 .� °9q�., A�.S.�������������� �����������a�a �4� _ �- c?'4 . , � Lonq Island New York � '� � = 112 Wilson Drive 630 Fifth Avenue,Suite 2000 �,��,� Port Jefferson,New New York, New York Pro�ect Name Pro�ect Address 1300 MARRATOOKA ROAD Kujwaski Residence MATTITUCK, NEW YORK 11952 Calc.by Date Chk'd by Date Sheet no./rev AS 4/21/2015 9 of 25 FRONT WALL COLUMNS REQUIRED BEAM SECTIONAL PROPERTIES-BEARING WALL COLUMN (FOR WALL DESIGNS) LENGTH: � .6:670 � ft 80.04 in «(Eave Height) e «(Average «(Average O.C.: 5.000 ft 60.00 in distance Distance DEFL. LIMIT L/ �, 120 = 0.667 in to each support) Between For ridge-WIDTH/2 Two Windows) « DEAD LOAD: , � .� 0� psf (Zero) LIVE LOAD• 32;76_�j psf «(Wind Pressure) TOT.w= 163.8006 plf END REACTIONS= 546.2749 Ibs Moment= 911 ft-Ib 10930 96 in-Ib STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES ab: `,�24000 psi 6b 19000 psi 6b: � 1600 � psi E: 29000000. psi E: ,10100000 psi E: ( .1600000' psi 6v. � � 110, si Sx>= 0.455 in' Sx>= 0.58 in' Sx>= 6.8 in3 Ix>= 0.377 in° Ix>= 1.083 in4 Ix>= 6.8 in4 Ax>= 7.4 inz c= 1.882129 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 1.54 DEPTH= 2.34 in minimum Office. 631-560-0259 Fax: 631-938-0784 www.asenaineerinqservices.com O�p��ON CAEETg p �.�� �9�r,c A.S. �������o$o�� ���°����9�,�e 3� - q"< Lona Island New York ._ = � A��� 112 Wilson Drive 630 Fifth Avenue,Suite 2000 Port Jefferson,New New York, New York Pro�ect Name Pro�ect Address 1300 MARRATOOKA ROAD Kujwaski Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no./rev. AS 4/21/2015 10 of 25 Combined Ratio Check: Member Force/stresses Member Pro erties Axial Force= - 739:375 Ibs Unsu orted Len th, Lx= ' 6.670 ft Max Bendin Moment, Mz= 911 Ibs-ft Unsu orted Len th, L = 1 ft Max Bendin Moment, M = 0 Ibs-ft Cross Section Area= 1.25 sq in ` - Section Modulus,Sx Allowable Axial Stress, Fa= 4200 psi = 0.79 cu in Section Modulus,Sy Allowable Bendin Stress, Fbx= • 19000 psi = 0.33 cu in Allowale Bending Stress,Fby , � = 19000,� psi Radius of G ration,rx= 1� in Youn 's Modulus, E= 10100000 psi Radius of G ration, = 0:695 in K= 1.00 Cmx,Cm = � 0�.85 fa= 739.375 / 1.25 = 591.50 psi fbx= 10930.96 / 0.79 = 13836.66 psi fby= 0 / 0.33 = 0.00 psi Fex=(n)"2`E/(nu*(KLx/rx)^2) = 7979.44 psi Fey=(�)^2"E/(nu*(KLy/ry)^2) = 171472.16 psi Is fa/Fa<0.15? YES fa/Fa= 591.5 / 4200 = 0.141 <= 0.15 Equations to be checked • 1.fa/Fa+fbx/Fbx+fby/Fby<=1 0.141 + 0.728245 + 0.000 0.869 <= 1 (GOOD) Office: 631-560-0259 Fax: 631-938-0784 www.asenaineerinqservices.com PS�ON MEET� ��°, Q9qcri A.S. ����o�����a�� �������,8�n�ti 3S� _ .� - �4� � Lonq Island New York ���� 112 Wilson Drive 630 Fifth Avenue, Suite 2000 Port Jefferson, New New York, New York Pro�ect Name Pro�ect Address 1300 MARRATOOKA ROAD Kujwaski Residence MATTITUCK, NEW YORK 11952 Calc.by Date Chk'd by Date Sheet no/rev AS 4/21/2015 11 of 25 GABLE WALL COLUMN REQUIRED BEAM SECTIONAL PROPERTIES-GABLE WALL COLUMN (FOR WALL DESIGNS) LENGTH: 7.500 ft 90.00 in «(Eave Height) «(Average O.C.• 5.500 ; ft 66.00 in «(Average distance Distance DEFL. LIMIT L/ 120 = 0.750 in to each support) Between For ridge-WIDTH/2 Two Windows) � « DEAD LOAD: 0 � psf (Zero) LIVE LOAD: 32.76 psf «(Wind Pressure) TOT w= 180.1806 plf END REACTIONS= 675.6774 Ibs ft- Moment= 1267 Ib 15202.74 in-Ib STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES 6b: Z4OOO psi 6b: 19000 psi 6b: 1600 psi E: 29000000 psi E: 10100000 psi E: 1600000 psi 6�: 110 si Sx>= 0.633 in3 Sx>= 0.80 in3 Sx>= 9.5 in3 Ix>= 0.590 in4 Ix>= 1.693 in4 Ix>= 10.7 in4 Ax>= 9.2 inz c= 2.116337 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 1.78 DEPTH= 2.76 in minimum Office: 631-560-0259 Fax: 631-938-0784 www.asenqineerincaservices com �oJ�t�pPf P7FET�A4 �.� .��,� A.S. �������s���� ��������,�_�o �� `'" Lon4 Island New York 3 = '_ a ,a A��� 112 Wilson Drive 630 Fifth Avenue,Swte 2000 Port Jefferson, New New York, New York Pro�ect Name Project Address 1300 MARRATOOKA ROAD Kujwaski Residence MATTITUCK, NEW YORK 11952 Calc.by Date Chk'd by Date Sheet no./rev AS 4/21/2015 12 of 25 EAVE POINT LOAD ON CENTER - EAVE P= _ 369.6875 LBS L= � � 5 FT E= 10100000 PSI 19000 10100000 DEFLECTION = L/ 180 0.333333333 inches 1.50E+06 I(REQUIRED)= 0.494136757 in^4 Sx,aluminum (required)= 0.513692682 in"3 I ADJUSTABLE EAVE I = 2.03 S= 1.4 Fb= 19000 Office: 631-560-0259 Fax: 631-938-0784 www.asenqineerin4services.com `a�OSPZ10P1 MEF�s p94cr � .�� A.So ���o������� �������g�o�ti S � ' � 7i< Lona Island New York ' � 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ���.s Port Jefferson, New New York, New York Pro�ect Name Pro�ect Address 1300 MARRATOOKA ROAD Kujwaski Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev AS 4/21/2015 13 of 25 SECTION PROPERTIES BEAM Ixx Sxx Au 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 5LB3 � � 2'.29 1.28 1.2 1.35 � 5LB3-4RSB 10.16 3.04 3.48 2.56 5HB3 4.41 2.29 2.5 2.18 5HB3-4RSB 13.1 4.29 4.09 3.39 5LB5 4.72 2 1.77 1.62 5LB5-4RSB 17 4.17 4.87 2.82 5CB5 8.9 3.48 3.65 2 65 5CB5-5CBI 11.74 4.52 4.88 3.94 5CB5-CHANNEL 13.47 5.2 5.63 4.49 5C65-4RSB 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 7T6-STEEL 55 10.23 10.23 6.1 12LW 98.5 16.4 16.4 5.93 12LW-4RSB 154 21.2 21 7.14 4HCX 6.27 2.72 3.05 2 65 6NW 17.65 5.75 6 3.49 8VALLEY 46.62 11.6 11.7 5.57 8NW 44.23 10.72 11.63 5.22 Office: 631-560-0259 Fax: 631-938-0784 www.asenqineenngservices.com SION MEFTS ����°,P °'9��,� A.S. �¢�������o�� ������e�g�a�o �4r� , i�� `9�` _ _ . � Long Island New York � � 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ,�s�� Port Jefferson, New New York, New York Pro�ect Name Project Address 1300 MARRATOOKA ROAD Kujwaski Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no./rev AS 4/21/2015 14 of 25 CONNECTION DESIGN Office: 631-560-0259 Fax. 631-938-0784 www.asenqineennqservices.com o,Pt�aw nseers n .a� q4�, A.S. ���a����°a�� ��������9l�o�m 3a� -� , 9"� Lonq Island New York ���� 112 Wilson Drive 630 Fifth Avenue,Suite 2000 Port Jefferson, New New York, New York Pro�ect Name Pro�ect Address 1300 MARRATOOKA ROAD Kujwaski Residence MATTITUCK,NEW YORK 11952 Calc.by Date Chk'd by Date Sheet no/rev AS 4/21/2015 15 of 25 ALUMINUM GLAZING BAR CLIP TO WOOD CONNECTION 3/8" Lag Screw into Douglas Fir-Larch w/0 in. of Gap Space. 3/8' Lag Screw Wood Screw Type= 3.50 in Wood Screw Length= Wood Screw 3.00 in Embedment= Wood Screw Thread Z ZS m Length= D= 0.375 in ,Dowel Diameter Dm= 0.265 in ,Dowel Diameter at max.stress m main member D�= 0.265 in ,Dowel Diameter at max.stress in side member Fh= 70,000 psi ,Dowel bendmg strength Wood Screw Withdrawal Calculations Substrate. Mixed Maple-Southern Pine Tabulated withdrawal design value: W= 351 Ibs Penetretion Factor CP= 2.25 in (based on 1/2 screw length+.5) Duration Factor: Co= 1.60 Withdrewal Allowable(W')= 1263.0 Ibs Office: 631-560-0259 Fax: 631-938-0784 www.asencaineerinaservices.com p��ON P1E[T8 ��a°� �9�f,� A.S. ���e�����o�� ���a�a���,�.�m 3� _ ,r '� Lona Island New York ���� 112 Wilson Drive 630 Fifth Avenue,Suite 2000 Port Jefferson, New New York, New York Project Name Project Address 1300 MARRATOOKA ROAD Kujwaski Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no./rev. AS 4/21/2015 16 of 25 Wood Screw Lateral Calculations Substrete(Main Douglas Fir-Larch Member): Frame(Side Aluminum 6005-TS Member): 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 Fem= 3,646 psi ,Main member dowel beanng strength 13 38,000 psi ,Side member dowel beanng strength qm= 1,367 Ibs/m ,Main member dowel beanng resistance=Fe,„D q�= 14,250 Ibs/in ,Side member dowel bearing resistance=FQ�D Mm= 217 11 m-Ibs ,Main member dowel moment resistance=Fn(Dm3/6) M,= 217.11 in-Ibs ,Side member dowel moment resistance=Fe(Ds3/6) ,Maximum angle of load to grain(0°5 B 5 90°)for any member in a 9= 90 degrees connection Ke= 1.258 Ko= 3.000 Single Shear I Double Shear Office: 631-560-0259 Fax: 631-938-0784 www.asencaineennqservices.com .�IOPd MEETS ���°"P °�;�,� 1�1.5. ���n���o���a� ���a����9���e .3� k _ _ `'A ,� Lonq Island New York = 112 Wdson Drive 630 Fifth Avenue,Suite 2000 ��E� Port Jefferson, New New York, New York Pro�ect Name Pro�ect Address 1300 MARRATOOKA ROAD Kujwaski Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no./rev AS 4/21/2015 17 of 25 Mode ,Main Member Im Z�= 4101.79 Ibs 4101.79 Ibs Bearing ,Reduction 5 03 Term r _ _ _. . - - - --- --•- - - ---�- -----_. ._ .._ - - ---- -.- ._ ---- .- -- _- ----___�_•. __. _. _ .i I Mode - _ . i Im Z�= . 815.14 Ibs _ ___815.14�___ _�_Ibs___ ______�_ __ ��___ Mode ,Side Member I, Z�= 5343.75 Ibs 10687.50 Ibs Bearing ,Reduction 5.03 Term - - -- - -- --- -- ------ - - ---- - -- - - -- - - . _ _ _ _ _ __ - -- ---- --------- - -- t , --- - iMode � � �--- --- _� I:__�_- --�- -------�--Z�=-----1061,95----•-- Ibs- ---- -- 2123.91- ----- -----Ibs _---_` .__. ; ---- --�---� ,Side and Main Mode Member eeanng II Zu= 175439 Ibs A= 0.0002 B= 1.688 C= 3577.32 ,Redudion 3.52 Term j - - - - -- - - - -- - --- - - - - - -- � - - - iMode _ ' � � � - - �� - ----- - Zn=- -- 498.07,---- -Ibs - - - - - - -- - - - -- --- -- - - Mode ,Main Member Illm Z���= 1750.45 Ibs Beanng and Dowel Yielding in the Side Member A= 0.0002 Office: 631-560-0259 Fax• 631-938-0784 www asenqineerinqservices.com Oap��ON MEETe Q9 * 4�� ��,c A.S. ���������Q�� �����������e ? _ �9< Lona Island New York ���� 112 Wilson Drive 630 Fifth Avenue,Suite 2000 Port Jefferson, New New York, New York Project Name Pro�ect Address 1300 MARRATOOKA ROAD Kujwaski Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev AS 4/21/2015 18 of 25 B= 1500 C= 3293 45 ,Reduction 3 52 Term � --- -- - ---— -�- - -- -- ------- _ _-__ -_-- - -- --- - -- ---- --- - ----------- - ' � I � Mode - i � Illm Zm= 496.95 Ib5 • ,Side Member Bearmg Mode and Dowel Yielding in III� Z���= 1145.91 Ibs 2291 81 Ibs the Main Member A= 0.0004 B= 0.188 C= -718 09 ,Redudion 3.52 Term � • - - -- -- - - . - . �_ ._ ._ _ _ _ _. ._ _ , Mode - . , � '-_ -_-- -III, -- _'-- _ _- Zm=_ _325.32-- -Ibs _ 650.64 _ _ Ibs_ . ' - - - ----------- - ---- - -- _' ,Dowel Yielding in the Mode Side and Main IV Z,v= 1040.89 Ibs 2081.77 Ibs Member A= 0.0004 B= 0.000 C= -434 22 ,Reduction 3.77 Term Office: 631-560-0259 Fax: 631-938-0784 www.asen4ineerin4services.com S�ow n�eers �����P p9qcr.� ���■ �19�����I����81[6� �VGal9 �i'ID�a��y�o�a Pft� 3�r _ �� _ '1'e Lonq Island New York A��� 112 Wilson Drive 630 Fifth Avenue,Suite 2000 Port Jefferson, New New York, New York Project Name Pro�ect Address 1300 MARRATOOKA ROAD Kujwaski Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev AS 4/21/2015 19 of 25 �._---_.__-_-- -____�------- ------_..�..---- - - ------•-- -.____ ---�--- -. ____ ._ . _��. _._ �_.__ _�____�__.___ � � Mode - +` �� IV Ziv' �275.80 Ibs_ _ 551.61 __ __ __: Ibs � ___ _ -____—�—�--- ------- ---- -- Ca= 1.15 � ,Load Duration CP= 1.000 ,Penetration Factor SinQle Laterel Allowable(Z'�)= 317.2 Ibs Double Lateral Allowable(Z'a)= 634.4 Ibs 2 BOLTS FOR 3"BAR,THEREFORE TOTAL CAPACITY CONNECTION=634 LBS/BAR>ACTUAL REACTION Office: 631-560-0259 Fax: 631-938-0784 www asenqineerin4services.com aO�at{ON MEETS Q .� R4�, A.S. ���������°��� ����a���,�o�o L O V� `Qi ; � : a� Lona Island New York f 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ���s Port Jefferson,New New York,New York Pro�ect Name Project Address 1300 MARRATOOKA ROAD Kujwaski Residence MATfITUCK, NEW YORK 11952 Calc.by Date Chk'd by Date Sheet noJrev. AS 4/21/2015 20 of 25 WOOD LEDGER TO EXISTING WOOD FRAMING CONNECTION 3/8" Lag Screw into Douglas Fir-Larch w/0 in. of Gap Space. 3/8' Lag Screw Wood Screw Type= Wood Screw Length 6 00 in Wood Screw 3.00 - in Embedment= WoodScrewThread 3.50 in Length= D= 0 375 in ,Dowel Diameter Dm= 0 265 in ,Dowel Diameter at max stress m main member D,= 0 265 in ,Dowel Diameter at max stress in side member Fb= 70,000 psi ,Dowel bendmg strength Wood Screw Withdrawal Calculations Substrate: Mixed Maple-Southern Pine Tabulated withdrawal design value: W= 351 Ibs Penetration Fador. CP= 3.50 m (based on 1/2 screw length+.5) Duration Factor: Cn= 1:60 Withdrawal Allowable(W')= 1965.0 Ibs Wood Screw Lateral Calculations Office: 631-560-0259 Fax: 631-938-0784 www.asengmeerinaservices.com Z�ON MEFTg r��`�°�P 9�`y� A.So ��������Q�� ������:��9��o 3� _ _ _ , Lonq Island New York ���� 112 Wilson Drive 630 Fifth Avenue,Suite 2000 Port Jefferson, New New York,New York Pro�ect Name Pro�ect Address 1300 MARRATOOKA ROAD Kujwaski Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no./rev. AS 4/21/2015 21 of 25 Substrete(Main Douglas Fir-Larch Member). Frame(Side Douglas Fir-Larch Member): Cantilever Distance: � in ,Frame hollow space+shim g: 0 in ,Gap between members(if applicable cantdever/2) �= 3.000 in ,Main member dowel bearing length �= 3.000 in ,Side member dowel beanng length Fem= 3,646 psi ,Main member dowel beanng strength 13 3,646 psi ,Side member dowel beanng strength qm= 1,367 Ibs/in ,Mam member dowel bearing resistance=FQmD q�= 1,367 Ibs/m ,Side member dowel beanng resistance=Fe�D Mm= 217.11 in-Ibs ,Main member dowel moment resistance=Fn(Dm3/6) Ms= 217 11 m-Ibs ,Side member dowel moment resistance=Fb(D�3/6) ,Maximum angle of load to grain(0°5 6<_90°)for any member m a 6= 90 degrees connection Ke= 1258 Ko= 3 000 , Single Shear pouble Shear Mode ,Main Member Im Z�= 4101.79 Ibs 410179 Ibs Bearing ,Reduction 5.03 Term Office. 631-560-0259 Fax. 631-938-0784 www.asenq ineerin4services.com O�pS�CN MEETg A ��� 99��ic I�.S. ���o�������� ���������� o � ��� 3 _ �d Lonq Island New York � 112 Wilson Drive 630 Fifth Avenue,Suite 2000 „�„s�.� Port Jefferson,New New York, New York Project Name Project Address 1300 MARRATOOKA ROAD Kujwaski Residence MATTITUCK, NEW YORK 11952 Calc.by Date Chk'd by Date Sheet no/rev AS 4/21/2015 22 of 25 � __------- -------- ---=-- ---- -----__ __.,.._.�___. _-_-- --- - --• •----� ----. � __ _ �__--- — -- -• � Mode � - . � , - . � � ` � ' � ' I � , . Im Z,= • 815.14 - Ibs - , 815.14___�_______Ibs___,_,_________. ___�� Mode ,Side Member I� Z�= 410179 Ibs 8203.58 Ibs Bearing ,Reduction 5 03 Term C- --------- ----- -- - - -- ---�--�-- --_ - �-. __ ---� -- -_ ------ --•-------• _-�-, - -- - ------.-�y..- -- j Mode � . � - : � � - ' � _�_ _--_-��_.t.,_---- =— �----Z'-------815.14--�–___.Ibs ,___._-�-.__1630:25---- -- �--- Ibs ' - ' 'f ,Side and Main Mode Member Beanng II Z�r 1699.02 Ibs A= 0 0004 B= 3 000 C= 6152.68 ,Reduction 3.52 Term �.__ ' Mode -_. -.-- , -- , - -- -- ---- - -• r- - - - - - -- - -- - • - - , I ' II - . Zu= 482.35 Ibs � - - ' - . i �------- " -- - -_. _-_----•--- -- -_�._ Mode ,Mam Member Illm Z���= 1438 70 Ibs Bearing and Dowel Yielding m the Side Member A= 0.0005 B= 1 500 C= 3293.45 ,Reduction 3.52 Term Office. 631-560-0259 Fax: 631-938-0784 www asenQineerinqservices.com .��oN a�eers �aa°,P `�`'�r,� A.S. ����������a�� �������9�o�b 3� _ `9�s Lona Island New York � � 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ASE s Port Jefferson, New New York, New York Project Name Project Address 1300 MARRATOOKA ROAD Kujwaski Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev. AS 4/21/2015 23 of 25 ------ ------ ------- - ------ -- - ---- ---- - - ---- -- --- -• --•- -- -.�_ _. ___-- .- - - -- F. - -- . - � -- . . � - � - ` .- i Mode - , , , . - ' - , -Illm Zui= e 408.44_`____Ibs ` ' -� � - � ,Side Member Mode Bearing and Dowel IIIs Z���= 1438.70 Ibs 2877.40 Ibs Yielding m the Main Member A= 0.0005 B= 1.500 C= 3293.45 ,Reduction 3.52 Term - -- - _.. __�_-_------ - - �__.__. .------------ - - --- _ _..___ - -- ------ �. .-- --- ----.._._ --, �_--�-- - - � � Mode�' , . " ` ` • � � ' . - ,_ - ' _ � _ '! I..,_.._.__� III: „_ �_.--,---------Zm=�.,408.4'4 �-- Ibs _�_.___816.89__.._._._---_Ibs ______��._�._..__._.____. ,Dowel Yielding in the Mode Side and Main IV Z�v= 770.52 Ibs 1541.04 Ibs Member A= 0.0007 B= 0000 C= -434.22 ,Reduction 3.77 Term P' "�_ _' _ __" " " _ _ ' _"" _'...__ __ __ __ ___' _ " "_ ^ � _ _ " """_"_. ' _'_ _ _"_� _' ( ` - � , • � �Mode _ . . , ' ; .IV _ - Z,v_=_,_,, _.204,17, Ibs _ 408.33 _.______Ibs__ _ ' Ca= 1.15 ,Load Duration CP= 1.000 ,Penetration Factor Office: 631-560-0259 Fax: 631-938-0784 www.asenqineerinqservices.com .��ON ME�Tg `h�.a�°,P °g�r,' l�►.S. ���s����o�� �������9�0�0 � _ -_ � �� Lona Island New York ASES 112 Wilson Drive 630 Fifth Avenue,Suite 2000 Port Jefferson, New New York, New York Pro�ect Name Pro�ect Address 1300 MARRATOOKA ROAD Kujwaski Residence MATTITUCK, NEW YORK 11952 Calc.by Date Chk'd by Date Sheet no/rev AS 4/21/2015 24 of 25 Sinsle Laterel Atlowable(Z',)= 234.8 Ibs Double Lateral Allowable(2'e)= 469.6 Ibs 1@ 16"O.C.ONTO JOISTS AND 1@ 6"O.C. INTO TOP PLATE=588 PLF Office: 631-560-0259 Fax: 631-938-0784 www asen4ineerin4services com Z�ON MEE�s �a�°�P ,.._--.``,4��,� A.S. ���oa����0�� �������g�.�n 35�� q'� Lona Island New York g 112 Wilson Drive 630 Fifth Avenue,Suite 2000 As�� Port Jefferson,New New York, New York Pro�ect Name Pro�ect Address 1300 MARRATOOKA ROAD Kujwaski Residence MATTITUCK, NEW YORK 11952 Calc.by Date Chk'd by Date Sheet no./rev AS 4/21/2015 25 of 25 CONNECTION SUMMARY 230 SUN&STARS STRAIGHT EAVE MAX ALLOWABLE BACK UP ACTUAL FORCE CONNECTION FORCE(LBS) CALC PAGE (LBS) GOOD(Y/N) TENSION SHEAR RAFTER TO RIDGE CLIP-3"BAR N/A 1964 21 370 RAFTER TO RIDGE CLIP-5"BAR N/A 2946 21 370 RIDGE CLIP TO EXISTING-3"BAR 1379 2397 22 370 RIDGE CLIP TO EXISTING-5"BAR 1379 3596 22 370 RAFTER TO EAVE CLIP-3"BAR N/A 1623 20 474 RAFTER TO EAVE CLIP-5"BAR N/A 2164 20 474 EAVE CLIP TO EAVE-3"BAR 832 1623 18 474 EAVE CLIP TO EAVE-5"BAR 1110 2164 18 474 EAVE TO COLUMN-LITE H 1110 N/A 15 947 EAVE TO COLUMN-UTILITY H 1110 N!A 16 947 SILL TO COLUMN-LITE H 1300 N/A 12 947 SILL TO COLUMN-UTILILTY H 1300 N/A 13 947 SILL TO FOUNDATION 1478 1786 10 947 NOTE-FORCES SHOWN AS APPLIED IN CONNECTION, IE UPLIFT FORCE ON COLUMN TO SILL CONNECTION RESULTS IN SHEAR FORCE ON SCREWS Office: 631-560-0259 Fax: 631-938-0784 www.asenaineerinaservices.com .�-��-�����,��'��5 � l1aL� the �ES�`� ,t�_o��� ���.� ����� E o N s� h FouR s As � ��n � �.�\��; �� ' , �'�;�a;�t`s�, .��'`''���ui'. ��tiry�t��.__..i. � s u N R o o M s ;v*�Y�z�Pi.�F . � �1i�-a ;ti,:.is� � � q'���=�a�=� ,____, Made in N. America for Over 30 Years 230 SUN AND STARS: STRAIGHT EAVE DESIGN ENGINEERING CALCULATIONS: � � . AL�OWA�LE � � � � � � . � MEM�ER STRESSES AND CONNE.CTION LOADS _ � FOUR SEASONS SOLAR PRODUCTS 5005 Veterans Memorial Highway Hoibrook,New York 11741 (631)563-4000 Fax:(831)218-90T6 Narth.3n�tricnYprtnQcrSu.�rca�xntqwe�aceurtr JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET N0: 1 OF: 22 K4 � � , � / � ""` CALCULATED BY: Lawrence Duffy DATE: 90/1612�3 . . ��-.^' ' � � CHECKED BY: 5urya Lamsal DATE: 90/16/2W3 Osttdoor Zsvfng...lnrloors`�)'� , �N YLTl����N■ �LC.::tfPAhY� 90 DEGREE CORNER COLUMN WITH WINDOW JAMBS(7C9-7NFJ1 ALLOY:6063-T5 INPUTS Allowable Stresses for Buildin�q Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 83.000 6= 9500 psi Radius of Gyration, r(in): 1.278 SPEC 3.4.2 2 EDGE Width of Section,b (in): 2.839 6= 9500 psi Corresponding Thickness,t(in): 0.062 SPEC 3.4.7 SHEAR Height of Section, h(in): 3.571 6= 8.9-0.037(kUr) = 6498 psi Corresponding Thickness,t(in): 0.062 SPEC 3.4.9 Unbraced Length, Lb(in): 83.000 Q= 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 , Q- 9500 = 9500 psi Moment of fnertia,Weak Axis (in4): 3.066 , SPEC 3.4.16 Centroid to Outer Fiber Comp.Side, Y(inJ: 1.958 � 6= 11.8-0.083(b/t) = 7999 psi Torsional Constant, J(in4): 3.672 � SPEC 3.4.18 � a= 12500 = 12500 psi ! SPEC 3.420 MEMBER CONSTANTS , a= 6.7-.027(h/t) = 5145 psi KUr= 64.93 ' � 2 EDGE b/t= 45.79 , SHEAR h/t= 57.60 L�/ry 64.93 MAXIMUM ALLOWABLE STRESSES LblX/(0.5*Y*(ly*J)^0.5)= 77.39 TENSION = 9500 psi N N COMPRESSION: = 6498 psi o BENDING: = 7999 psi —._.� SHEAR= 5145 psi � � � n 0 078 �^ � � � ro m ALL BARS OKAY BY INSPECTION I.984 I.590 3 574— N C9 O O l9 � N � 0.078 '�? m � m , I .984 I .590 � � , I 3.574 � ---------------- REGIONS ---------------- ; Area: 1,8762 ' Perir�eter� 54,6695 Bounding box; X; -1,9836 -- 2,z152 � Y; -1,9884 -- 2.2111 � Centroid� X� 0,0000 Y� 0,0000 � Mor�ents of inertia� X� 3,07z3 Y� 3,0661 Product of inertia� XY; -0,6028 Radii of gyration� X� 1,2797 Y� 1,z783 Principal r�or�ents and X-Y directions about centroid� I� 2,4664 along C0.7053 -0.7089] J� 3,6720 along C0,7089 0,7053] N0. REVISION eY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6063-T5, 6005-TS � Q � 5005 VETERANS MEMORIAL HIGHVYAY NPICAL 0.078, 0.062 HOLBROOK, NEW YORK 1�741 WALL 2 � DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH ,�, 3 TITLE SECTION PROPERTIES o'E "o. 85s�. 4�82c 4 90 DEGREE CORNER PART N0. 7C9, 7NFJ 5 DO NOT SCALE DRAWINGS scA�E � "_� " DRAWN BY LJD DWG. s TOLERANCES � N - N APPROVEO � DATE 08-08-03 7C9-7NFJ nmrtnsy�+�t�+:usr�er.ue.sw,�mo�nna..�{a�ew-e�• �pg; 230 SUN AND STARS:STRAIGHT EAVE DESIGN fi � � , , SHEET NO: 2 OF: 22 ; �,i; . � � CALCULATED BY: Lawrence Dufiy DATE: 10/16/2003 � - - CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor L�tvstsg...indoors 1�'��! iN 1lG7���AAll17 �LC �^C'JPANi�Y LITE H COLUMNS WITH WINDOW JAMBS(7111-7NFJ1 ALLOY:6005-T5 INPUTS Allowable Stresses for Buildin�q Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 83.000 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 6= 51000/(k*Ury`2 = 3902 psi Corresponding Thickness,t(in): 0.050 SPEC 3.4.9 Unbraced Length, Lb(in): 83.000 6= 23.1-0.25(b/t) = 17430 psi Radius of Gyration, ry(in): 0.726 SPEC 3.4.16 Moment of Inertia,Strong Axis(in4): 1.089 6= 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 6= 15.6-.099(h/t) = 9652 psi MEMBER CONSTANTS � KUr= 114.33 2 EDGE b/t= 22.68 SHEAR h/t= 60.08 . L�/ry= 114_33 Lblx/(0:5'`Y�'(ly*J)"0.5)= 57.37 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi o.oso COMPRESSION: = 3902 psi BENDING:= 19000 psi o.062 � � SHEAR= 9652 psi = �-� � _ o � o cri � O ALL BARS OKAY BY IRISPECTION `� J 0.88 I 0.944 I.825 0.050 0.062 � m � � 0 0 m � 0 o.a8i 0.944 � I .825 � � . � ---------------- REGIONS ---------------- i _ z Area; 1,1393 ! Perir�eter; 40,4717 ' �ounding box� X; -1,5203 -- 1,5548 ` Y� -1.4198 -- 1,6002 � Centroid� X� 0,0000 ; Y� 0,0000 , Mor�ents of inertia; X� 1,0886 � Y� 0,6005 Product of inertia; XY: -0,0021 Radii of gyration� X� 0.9775 Y; 0,7260 Principal r�or�ents and X-Y directions about centroid� I� 0,6005 along C0,0044 -1,0000] J� 1,0886 along C1,0000 0,0044] N0. REVISION BY ALLOY 6105-T5, 6005-T5 FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER � � � 5005 VETERANS MEMORIAL HIGHWAY W����- 0.050, 0.062 HOLBROOK, NEW YORK 11741 2 �� DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMB FINISH ,� 3 TITLE SECTION PROPERTIES DIE N0. 5328B, 4582 4 LITE H COLUMNS PART N0. �*����7NFJ 5 DO NOT SCALE DRAWINGS sc,a�E � "_� " DRAWN BY LJD DWG. s TOLERANCES � N - N APPROVED N DATE oa—os—os 7111 U-7NFJ r.o.tt�aK+trt=o•arrtw'u.swuzc�n.u�{ae�itr �pg: 230 SUN AND STARS:STRAIGFiT EAVE DESIGN SHEET NO: 3 OF: 22 � • .:.� , , , �+ � i i CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Oatdoor Zfving...indoors 1�� �`! uLilA��111M■ �Lc ��JueaN�� ELECTRIC H COLUMN WITH WINDOW JAMBS(7145 7NFJ) ALLOY:6005-T5,6005-T5 INPUTS Allowable Stresses for Buildinp Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 108.000 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 = 4687 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):� 108.000 6= 490/(b/t) = 13669 psi Radius of Gyration, ry(in): 1.640 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4): 4.381 6= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 1.747 � ' SPEC 3.4.15 Centroid to x-axis,Y, comp. side (in): 1.796 � a= 183/(b/t) = 15813 psi Torsional Constant, J (in4): 4.381 � SPEC 3.4.16 � v= 580/(b/t) = 16180 psi MEMBER CONSTANTS SPEC 3.4.17 KUr= 104.32 � 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 L�/ry 65.87 a= 15.6-.099(h/t) = 10962 psl Lblx/(0.5'Y*(ly*J)"0.5)= 47.95 MAXIMUM ALLOWABLE STRESSES o.osz � 0.066 � � TENSION= 19000 psi - � � COMPRESSION: = 4687 psi m BENDING: = 15813 psi � � SHEAR= 10962 psi N �� � 2.056 2.058-- ALL BARS OKAY BY INSPECTION 4.114 0.062 0.066 � m � � � 0 m m d- N 2.056 2.058 4. 1 14 ---------------- REGI❑NS ---------------- , , Area; 1,6297 Perir�eter: 50.9679 � Bounding box; X� -2,6815 -- 2,6828 , Y; -1,2666 -- 1,7956 Centroid; X� 0,0000 Y� 0,0000 � Mor�ents 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 C1,0000 0,0007J J; 4,3809 along C-0,0007 1,OOOOJ N0. REVISION eY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005-T5, 6005-T5 � Q � 5005 VETERANS MEMORIAL ffiGHIPAY WAP�Al 0.066, 0.062 HOLBROOK, NEw YORK 11741 2 �� DESIGNERS AND �ANUFACTURES OF FOUR SEASONS SUNROOMS FINISH ,,, 3 TITLE SECTION PROPERTIES d�E N0. 5339C, 4582 4 ELECTRIC H COLUMN PART N0. �*�45, 7NFJ 5 DO NOT SCALE DRAWINGS sca�E��{ � DRAWN BY WD �W�• �a ri ri s TOLERANCES � N - N APPROVEO � oAr� os-os-o3 7145-7NFJ N°'t�:.t""v'=as'''"-'�'e's.�.�c°"`"^R°""fe°b"'a JOB: 230 SUN AND STARS:STRAIGNT EAVE DESIGN � � � , ' SHEET NO: 4 OF: 22 � ', �-, . � � a CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 • CNECKED BY: Surya Lamsai DATE: 10/16/2003 Outdoor L�ving...It:doora`�)'� -� . ca u�iura�w■ rac��ur:.+.r��'i"�' ADJUSTABLE EAVE(7EB 7ET 7133) ALLOY:6005-T5 INPUTS Allowable Stresses for Buildinq Effective Length Factor, k: 1.00Q SPEC 3.4.1 Length, L{in): 48.000 6= 19000 psi Radius of Gyration, r(in): 1.093 SPEC 3.4.2 1 EDGE Width of Section, b(in): 0.584 a= 19000 psi Corresponding Thickness,t(in): 0.070 SPEC 3.4.7 2 EDGE Width of Section, b(in): 1.348 6= 20.2-0.126(kUr) = 14667 psi Corresponding Thickness,t(in): 0.060 SPEC 3.4.8 SHEAR Height of Section, h(in): 3.109 6= 23.1-0.79(b/t) = 16509 psi Corresponding Thickness,t(in): , 0.060 SPEC 3.4.9 Unbraced Length, Lb(in): = 46.000 a= 23.1-0.25(b/t) = 17483 psi Radius of Gyration, ry(in): 1.177 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4): . 2.291 6= 21000 = 21000 psi Moment of Inertia,Weak Axis(in4): 1.974 � SPEC 3.4.15 Centroid to Outer Fiber Comp.Side,Y(in): 1.632 ' a= 27.3-0.93(b/t) = 19541 psi Torsional Constant, J (in4): 2.451 � SPEC 3.4.16 i a= 27.3-0.29(b/t) = 20785 psi MEMBER CONSTANTS SPEC 3.4.18 KL/r= 43.92 � 6= 28000 = 28000 psi 1 EDGE b/t= 8.34 SPEC 3.4.20 2 EDGE b/t= 22.47 Q= 15.6-.099(h/t) = 10470 psi SHEAR h/t= 51.82 ���y= 40.78 Lblx/(0.5'Y"(ly`J)^0.5)= 49.00 4.375 MAXIMUM ALLOWABLE STRESSES z sa2 1.993 TENSION = 19000 psi COMPRESSION: = 14667 psi g ° 0 BENDING:= 19000 psi 0060 � � m SHEAR= 10470 psi ' � � P O ALL BARS OKAY BY INSPECTION I 559 I 592 3 I51 4.375 2.382 I .993 N o m o � � — 0 0.060 � 0 m r � � o `� o - , � I .559 I .592 `' � , 3. 151 ' ---------------- REGIONS ---------------- � Area: I .653 � � Perimeter: 50.630 ; Bounding box: X: -2.370 -- 2.013 Y: -2. I 02 -- I .443 Centroid: X: 0.000 Y: 0.000 Moments of inertia: X: I .J74 Y: 2.29 I � Product of inertia: XY: -0.277 Radii of gyration: X: I .OJ3 Y: I . I 77 Principal moment5 and X-Y directions about centroid: I: I .8 I 4 along [0.865 -0.502] J: 2.45 I along [0.502 0.865] N0. REVISION BY ALLOY � FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER �61�'��'� � � � 5005 VETERANS MEMORIAL HIGH�IAY INPuI-CAL 0.070, 0.062 HOLBROOK, NE�P YORK 11741 2 �� DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH ,., 3 TITLE SECTION PROPERTIES DIE N0.6258,6259,4582 4 ADJUSTABLE EAVE PART NO.�EB,��r,7133 5 DO N OT S CALE D RAW I N G S scA�E � »_� » DRAWN BY Wo owc. s TOLERANCES T N � N APPROVED � DATE 08-08-03 7EB-7133 NOK.MAMUICA�SPIEYAiEY5KMY80txMpNta�AGNYEY JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN fi_y � i i , , SHEET NO: 5 OF: 22 n �;�r . � � � CALCULATED BY: Lawrence Duffy DATE: 10h6/2003 CHECKED BY: Surya Lamsal DATE: 10/16l2003 Outdoor Liv6ng...Indoors I�'� � 5n uLTR1lRAIR■ ►a[a:..'Jr.�h��v�'� 5LB3 LITE RAFTER BAR ALLOY:6005-T5 INPUTS Allowable Stresses for Buildin�t Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 230.000 a= 19000 psi Radius of Gyration, r(in): 0.850 SPEC 3.4.2 2 EDGE Width of Section, b(in): 3.485 a= 19000 psi Corresponding Thickness,t(in): 0.100 SPEC 3.4.7 SHEAR Height of Section, h (in): 3.685 a�= 51000/(k'Ur)^2 = 696 psi Corresponding Thickness,t(in): 0.100 SPEC 3.4.9 Unbraced Length, Lb(in): 63.000 �'= 490/(b/t) = 14060 psi Radius of Gyration, ry(in): 0.850 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4): 2.289 a= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 0.980 SPEC 3.4.18 Centroid to Outer Fiber Comp.Side,Y(in): 1.909 6= 28000 = 28000 psi Torsional Constant,J (in4): _ 2.289 SPEC 3.4.20 , v= 15.6-.099(h/t) = 11952 psi � MEMBER CONSTANTS ? , KUr= 270.68 � 2 EDGE blt= 34.85 SHEAR h/t= 36.85 Lb/ry 74.14 MAXIMUM ALLOWABLE STRESSES LbIX/(0.5*Y*(ly*J)"0.5)= 2g,24 TENSION = 19000 psi i.000i COMPRESSION: = 696 psi —� 0.9999 BENDING:= 19000 psi � SHEAR= 11952 psi � � 0.I 000 n O m � M ALL BARS OKAY BY INSPECTION v 0 m 1.3119 I .000 I 0.9999 � � O. I 000 � O u� � � ai m 0 m � 1 .3 ! 19 s � ---------------- REGIDNS ---------------- Area; 1,3568 , PeriMeter: 28.4715 Bounding box; X� -1.3119 -- 1,3121 Y; -1,9094 -- 1,7756 Centroid� X� 0,0000 Y: 0,0000 Mor�ents of inertia� X; 2.2886 Y; 0,9795 Product of inertia� XY� -0.0003 RadN of gyration; Xi 1,2987 Y� 0.8497 Principal MOMents and X-Y directions about centroid� I� 0.9795 along C0,0002 -1,0000] J� 2,2886 along C1,0000 0,0002] N0. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005—T5 � Q � 5005 VETERANS MEMORIAL HIGH�PAY TYPICAL 0.010 HOLBROOK, NEW YORK 11741 WALL 2 �� DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH ,�, 3 TITLE SECTION PROPERTIES DIE N0. N 4 3-1/2" LITE BAR PART N0. � 5 DO NOT SCALE DRAWINGS scA�E � ��_� �� DRAWN BY WD DWG. s TOLERANCES � N - N APPROVED N DATE 09-18-03 5LB3 n+crtH�n.t.i:asvrew�ie•suwzooxn.wnu{a�turtv JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 6 OF: 22 � k,.� - �e- , ' �/ � , � CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 - CHECKED BY: , Surya Lamsal .� DATE: 10/16/2003 Outdoor Z�Evssag...Indoors t)'� ' an utrewr��w■ ■ac c_urz.,�., — 5HB3 HEAVY RAFTER BAR ALLOY:6005-T5 INPUTS Allowable Stresses for Bufidinq Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 230.000 6= 19000 psi Radius of Gyration, r(in): 0.751 SPEC 3.4.2 2 EDGE Width of Section,b(in): 2.935 6= 19000 psi Corresponding Thickness,t(in): 0.125 SPEC 3.4.7 SHEAR Height of Section, h (in): 3.684 a= 51000/(k'Ur)^2 = 544 psi Corresponding Thickness,t(in): 0.125 SPEC 3.4.9 Unbraced Length, Lb(in): 63.000 6= 23.1-025(b/t) = 17230 psi Radius of Gyration, ry(in): x 0.751 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4): c; 4.550 6= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 1.328 � SPEC 3.4.16 Centroid to Outer Fiber Comp.Side,Y(in): 1.902 i 6= 27.3-0.29(b/t) = 20491 psi Torsional Constant,J (in4): 4.550 ; SPEC 3.4.18 ! 6= 28000 = 28000 psi � , SPEC 3.4.20 MEMBER CONSTANTS � 6= 11000 = 11000 psi KUr= 306.26 � 2 EDGE b/t= 23.48 SHEAR h/t= 29.47 L�/ry 83.89 j Lblx/(0.5*Y*(ly*J)^0.5)= 19.33 ' MAXIMUM ALLOWABLE STRESSES �2 0000� TENSION= 19000 psi COMPRESSION: = 544 psi N BENDING:= 19000 psi � o i 2so SHEAR= 11000 psi � m � t� m v � n ALL BARS OKAY BY INSPECTION 0.9998 1.31 18 2.0000 N N O 0. I 250 � � m � �n ni �r � � 0.9998 � I .31 18 ! � � ---------------- REGIONS ----------------- ' Area: 2.354 sq in � Perimeter: 26.845 in Bounding box: X: —1 .312 -- 1 .312 in � Y: —1 .781 -- 1 .904 in Centroid: X: 0.000 in � Y: 0.000 in Moments of inertia: X: 4.550 sq in sq in Y: 1 .328 sq in sq in Product of inertia: XY: 0.000 sq in sq in Radii of gyration: X: 1 .390 in Y: 0.751 in Principal moments (sq in sq in) and X—Y directions about centroid: I: 1 .328 along [0.000 —1 .000] J: 4.550 along [1 .000 0.000] No. REVISION eY FOUR SEASONS SOLAR PRODUCTS CORP. T MPER 6005—T5 � Q � 5005 VETERANS MEMORTAL HIGHWAY TYPICAL �25 HOLBROOK, NE1P YORK 11741 WALL 2 �� DESIGNIIiS AND MAKUFACTURES OF FOUR 5EA50NS SUNROOMS FINISH �, 3 TITLE SECTION PROPERTIES DIE N0. � 4 3-1 /2" HEAVY BAR PART N0. SH63 5 DO NOT SCALE DRAWINGS sca�E � »_� �� DRAWN BY �o �wc. s TOLERANCES � N - N APPROVED � DATE 09-18-03 5HB3 NO,klf A�s�G✓�l'hPrEvwiLrSuxvpon�.MGnu�ActuKr JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN � ,, SHEET NO: 7 OF: 22 ; �c�� i , . �' � ' CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Z�Eving...Indoors"t)'� av vai����ww■ �ac.:.,_raY,�,., 5LB5 LITE RAFTER BAR ALLOY:6005-T5 INPUTS Allowable Stresses for Buildin� Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 230.000 a= 19000 psi Radius of Gyration, r(in): 0.868 SPEC 3.4.2 2 EDGE Width of Section,b(in): 2.151 a= 19000 psi Corresponding Thickness,t(in): 0.100 SPEC 3.4.7 SHEAR Height of Section, h(in): 5.000 a= 51000/(k*Ur)"2 = 726 psi Corresponding Thickness,t(in): 0.100 SPEC 3.4.9 Unbraced Length, Lb(in): 63.000 a= 23.1-0.25(b/t) = 17724 psi Radius of Gyration, ry(in): • 0.868 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4): ;; 4.729 a= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 1.219 SPEC 3.4.16 Centroid to Outer Fiber Comp. Side,Y(in): 2.659 6= 21000 = 21000 psi Torsional Constant,J (in4): _ 4.729 SPEC 3.4.18 MEMBER CONSTANTS i 6= 28000 = 28000 psi KUr= 265.10 } SPEC 3.4.20 2 EDGE b/t= 21.51 � v= 15.6-.099(h/t) = 10650 psi SHEAR h/t= 50.00 � Lb/ry= 72.61 ' Lblx/(0.5*Y*(ly''J)^0.5)= 12.22 ' i.0000 � i.0000 — MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi COMPRESSION: = 726 psi o i000 � BENDING:= 19000 psi N SHEAR= 10650 psi $ 0 N � � N ALL BARS OKAY BY INSPECTION 1.3120 i .0000 � i .0000 � 0 0.I O�0 m N O O O O � � u� � N � i I ! i 7 I .3 I 20 � ---------------- REGI�NS ---------------- ti Area� 1,6198 � Perimeter� 33.9256 Bounding box� X� -1.3120 -- 1,3120 Y� -2,6591 -- 2.3409 , Centroid� X� 0,0000 � Y� 0,0000 Mor�ents of inertla: X� 4.7287 Y� 1,2192 Product of inertla� XYi 0.0001 RadH of gyratiorn X= 1,7086 Y� 0.8676 Principal moments and X-Y directions about centroid� I� 1.2192 nlong C0.0000 1,0000] J� 4.7287 along C-1.0000 0,0000] No. REVISION eY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005—T5 1 Q � 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 N0. 776� 4 5" LITE BAR PART N0. 5LB5 5 DO NOT SCALE DRAWINGS sc,a�E3�4y=��� o�nwN eY WD DWG. s TOLERANCES � N - N APPROVEO ,.. DATE 09-18-03 5LB5 NC�M,.4Nid1:AY.P1"Lnu�YSwtYLON+.MOWtfNetultY JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN �z� i � � , SHEET NO: 8 OF: 22 � ,'��,� , � � CALCULATED BY: Lawrence Duffy DATE: 10H6/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 �utdoor Ldving...lndoors{j'� en �tr�we�ww■ .�c 4•,�•a;�,�3�' 5CB5 HEAVY RAFTER BAR ALLOY:6005-T5 IfVPUTS Allowable Stresses for Buildin�a Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 230.000 a= 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 = 605 psi Corresponding Thickness,t(in): 0.125 SPEC 3.4.9 Unbraced Length, Lb(in): 63.000 6= 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 a= 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 6= 21000 = 21000 psi Torsional Constant,J (in4): 8.900 � SPEC 3.4.18 ' a= 28000 = 28000 psi < SPEC 3.4.20 MEMBER CONSTANTS � a= 15.6-.099(h/t) = 11640 psi KUr= 290.40 � 2 EDGE b/t= 15.57 ! SHEAR h/t= 40.00 r L�/ry 79.55 LbIX!(0.5'Y*(ly*J)^0.5)= 9.21 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi COMPRESSION: = 605 psi BENDING: = 19000 psi a125� N lV SHEAR= 11640 psi 0 8 - o � m Q ALL BARS OKAY BY INSPECTION " 1.3121 1 3119 2 62A0 0.1250 N � � � N O O O — O � � � � N 1.3121 1.31 !9 2.6240 � ---------------- REGI❑NS ---------------- ; Area� 2,650 sq in , PertMeter+ 32.656 In Bounding box� X� -1,312 -- 1.312 In ' Y� -2,442 -- 2,558 in ' Centroid� X� 0�000 In Y� 0,000 in MoMents of Inertia� X� 8,900 sq In sq in Y� 1.664 sq in sq tn Product of inertla+ XY� 0,000 sq In sq in Radll of gyration� X� 1,833 In Y� 0.792 In Principal MOMents Csq In sq in) and X-Y directions about centroid� I� 1.664 along C0,000 1.000] J: 8,900 along C-1,000 0.000] Sectlon Modulus: Sx Top� 3.48 In^3 Sx Bot� 3.65 In^3 Sy Left� 1,27 In^3 Sy Right� 1.27 In^3 N0. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005—T5 � � � 5005 VETERANS MEMORIAL HIGHVYAY �IL AL 0.125 HOLBROOK, NEW YORK 11741 2 � DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH ,,, 3 TITLE SECTION PROPERTIES DIE N0. 6890 4 5" H EAVY BAR PART N0. 5C85 5 DO NOT SCALE DRAWINGS sc�E3�4y=�y ow+wN er Wo owc. s TOLERANCES f N - N APPROVED � DATE 08-12-03 5CB5 ,68 ,414' 2.609' .12 ' � � 5' 4,016' 2,392' ,304' .438' . � 1,203' � 1,412' , f 2,615' ' i , ---------------- REGI�NS ---------------- � ; Area� 4,489 sq In ' PeriMeter� 46.021 In , Bounding box� X� -1,203 -- 1,421 In , Y� -2,392 -- 2,608 In Centrold� X� 0,000 In + Y� 0,000 In ; ' Moments of inertia� X� 13.473 sq in sq in ! Y� 2.146 sq in sq in ' Product of Inertla� XY� 0.035 sq in sq In Radli of gyratlon� X� 1,732 In Y� 0,691 in Principal MOMents (sq in sq In> and X-Y directlons about centrold� I� 2,146 along C0.003 1,000] J� 13.473 along C-1,000 0,003] No. REVISION ev FOUR SEASONS SOLA.R PRODUCTS CORP. TEMPER 6005-T5, sOs1-Ts Q 5005 VETER�APIS I�MORIAL HIGHIfAY TYPICAL 0.125 1 � HOLBROOK, NER YORB 11741 FIN SH 2 DESIGNE&S AND MANUFACTURBS OF FOIIR SEASONS SUNIt003�3 ^' 3 TITLE SECTION PROPERTIES DIE N0. 6890 4 SYSTEM 5 CURIIED BAR WffH CHANNEL INSERT PART N0. gCB5 5 DO NOT SCALE DRAWINGS scA�3�4�-1" DRAWN 8Y RPL �wc. s TOLERANCES � N - N PPROVED � oA-� o4-as-sa 5C65—CHAN NCrN1Pn�LriW'SPYLr.ti�rSuavDOm7.lanuflftturtr JOB: 230 SUIV AND STARS:STRAIGHT EAVE DESIGN , � � � � , ' SHEET NO: 9 OF: 22 � �� . � � i CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 ' � �� � - - ' CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Z�Evsng...Indoars"i�'� - AN ULYI�l��M■ •Lc C.�ra,..� 5CB5 HEAVY RAFTER BAR ALLOY:6005-T5 INPUTS Allowable Stresses for Buildin� Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 230.000 6= 19000 psi Radius of Gyration, r(in): 0.763 SPEC 3.4.2 2 EDGE Width of Section,b (in): 1.947 a= 19000 psi Corresponding Thickness,t(in): 0.125 SPEC 3.4.7 SHEAR Height of Section, h(in): 7.563 6= 51000/(k"Ur)"2 = 561 psi Corresponding Thickness,t(in): 0.125 SPEC 3.4.9 Unbraced Length, Lb(in): 230.000 6= 23.1-0.25(b/t) = 19207 psi Radius of Gyration, ry(in): 0.763 ' SPEC 3.4.14 Moment of Inertia,Strong Axis(in4); 22.018 6= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 2.245 SPEC 3.4.16 Centroid to Outer Fiber Comp.Side,Y(in): 3.803 , a= 21000 = 21000 psi Torsional Constant,J (in4): 22.01 S SPEC 3.4.18 6= 28000 = 28000 psi SPEC 3.4.20 MEMBER CONSTANTS , 6= 15.6-.099(h/t) = 9611 psi KL/r= 301.44 2 EDGE b/t= 15.57 SHEAR h/t= 60.50 L�/ry 301.44 Lblx/(0.5`Y*(ly`J)^0.5)= 12.33 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi COMPRESSION: = 561 psi n BENDING: = 19000 psi SHEAR= 961'I psi � � n 0 � I 0009 0 9397 2 OODO u� m u� � m ---------------- REGIONS ---------------- Area: 3.858 sq tn Perimeter: 48.056 In � Bounding box: X: —1.312 -- 1.312 in N Y: —3.803 -- 3.760 im.;, �o Centroid: X: 0.000 In � , � Y: 0.000 In � 1� Momenfs of Inertia: X: 22.018 sq in sq In � Y: 2.245 sq tn sq in Product of inertia: XY: 0.000 sq in sq In , Radii of gyration: X: 2.389 in Y: 0.763 in ' Principal moments (sq in sq in) and X—Y directions about centroid: I I: 2.245 along [0.000 1.000] � �: zs.ots aion9 [—t.000 o:ooa] i � 0 m ; o • � mi i I .0003 0.9997 2.0000 N0. REVISlON eY FOUR SEA54NS SOLAR PRODUCTS CORP. TEMPER ��-j5, 64D5-T5 1 Q 5005 VETERANS MEMORIAL HIGHWAY API�AL C.125 � AOLBROOK, IQE�V YORK 11741 FINISN 2 DE3IGNERS AND M:iNUFACTURES OF FOUE3 SEASONS SIINROOhiS ^' 3 TfTLE SECTION PROPERTIES O�E N0. �$90 � 5" HEAV`� BAR WITH RAFTER STIFFENER PART N0.5C85, 4RS6 s DO N�T SCALE DRAWiNGS scA�E 3�4��_��� DRAW� BY ��o oW�• � T�LERAVCES + N — � �P��VED � QATE os-�2-o3 5CB5-4RSB N9tItAnlCrif.!"SFtYiril.iuMicontMGwtfpGtur:� JOB: 230 5UN AND STARS:STRAIGHT EAVE DESIGN i SHEET NO: 10 OF: 22 � '_?'� � • , � � � > CALCULATED BY: Lawrence Duffy DATE: 10/16/2603 ` CHECKED 8Y: Surya Lamsal ^ DATE: 10/16/2003 Outdoor Liv$ng..,Indoorsi)'` - � ... o�t�wriwaia �ac r. a�oa•� Z'„� SILL(7CS)TO FOUNDATION FASTENERS: 2 0.500 "X 3.000 " LAG BOLTS DETAIL ON AND 16"O.C. E uation In uts ALLOWABLE CONNECTION BEARING A1:Alloy of Piece 1: 6005-T5 P,� =2(D1)(Ti)(F�,�)/n� T1:Thickness of Piece 1 (in): .055 _( .500 )( .055 )( 38 )2/2.34= 893_2# Fastener Type: LAG BOLTS Pas =NS'Pnsm�� Th�ead Type: SPACED THREADS _( 2 )( 893.2 )= 1786.3 # Crown(C)or Valiey(V)Fastening: C D2:Diameter of Head/Washer(in): 1.5 D1:Nominal Diameter of Fastener(in): 0.500 L:Length of Fasteners(in): 3.000 ALLOWABLE CONNECTION TENSION Ns:Number of Sc�ews: 2 Pnov =�D2-D1)�Ti)�Fmt)�C)�ns _( 1.5 - 0.5 )( .055 )( 38 )( 1 )/3= 696.7# Pat =NS`P�1n�n Aluminum Allo Structural Values _( 2 )( 696.7 ) = 1393.3# F�,{Ultimate Tension of Piece 1 (ksi): 38 ; F,y�: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 COIdDITIONS SPECIFIC TO EACH JOB BY OTHERS. UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT , REVISION DATE 10-01-2D03(WD) . Calculations Confortn to(AA)ADM2000 DUT5IDE INSIDE OF OF ROOM RODM FXfR'D ALUMINUM CLOSED SILL(A'7C5) ' FOUNDATION (BY OTIIERS) ; / ' � ; MINIMUM OF(2) I/2" FASTENER w/I I/2°WASNER ; AT EACI1 COLUMN AND EVERY I 6"O.C. � AC7UAL DESIGN OF TIIESE CONNECTIONS MUST BE DETERMINED BY OTf1ERS. � � i SIDE VIEW � T V DRAWNBY:JP oescR�P-noN.SILLTO FOUNDATION DWG.#:O6 DATE:10/201D3 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#• N�.aMe.�oa•s»e�.�.ersw�nm+�Ma�..�{a�w.:r JOB' 230 SUN AND STARS:STRAIGHT EAVE DESIGN , � � ' SHEET NO: 11 OF: 22 ` �, y � � 3 CALCULA7ED BY: Lawrence Duffy DATE: 10/16/2003 - CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Liofng...lndoors"1�'.:{�� • - �A YLTl��l�llll •Lce- u .y �J SILL TO CORNER COLUMN FASTENERS: 8 0.164 "X 0.500 " TEK SCREWS DETAIL ON E uation In uts. ALLOWABLE CONNECTION BEARING A1:Alloy of Piece 1: 6005-75 P�5 =2(D1)(T1)(Fj��)!�� T1:Thickness of Piece 1 (in): .055 _( .164 )( .055 )( 38 )2/2.34= 293.0# A2:Alloy of Piece 2: 6063-T5 P„S =2(D1)(T2)(F�yn„ T2:Thickness of Piece 2(in): .062 _( .164 )( .062 )( 22 )2/2.34= 191.2# Fastener Type: TEK SCREWS P�5 =((T2)(T2)(T2)(D1))E0.5`42(F�2)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*Pn�,,;,, D2:Diameter of Head/Washer(in): .322 _( 8 )( 191.2 )= 1529.5 # D 1:Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread(Pe�Irtch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch; 32 P�ov =(D2-D1)(T1)(FW�)(CUfls tc,ThreadEngagementDepth: 0.062 t _( .322 - 0.164 )( .055 )( 38 )( 1 )/3= 110.1 # Ns:Number of 5crews: S ' F'not = (KS)(D1)(tC)(Fty2)!ns � = 54.8# � Pe� =Ns'Pf}�tn _( 8 )( 54.8 ) = 438.2# Aluminum Allo Structural Values F�„�:Ultimate Tension of Piece 1 (ksi): 38 F,y�:Yield Tension of Piece 1 (ksi): 35 F,,,2:Ultimate Tension of Piece 2(ksi): 22 Fty2:Yeld 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 Cceffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT EVISION DATE 10-01-2003(WD) Calculations Confarm to(AA)ADM2(!00 CONT. FXTR'D ALUMINUM CLOSED SILL(A'7CS)BPLOW D(TR'D ALUMINUM WINDOW JAMB(A7'I 31 U) #8 x I/2"TEK SCREW(N7'I 50) EIGl1T AT EACI1 CORNER EXTR'D ALUMINUM CORNER COWMN (A'7G9) ; ,--. . � • ; , t <� Jt� ; � �� ' , , % %� �__ '�' -- - , � ;� ,�_� � , , , , , � ; , � <�` �> ; � � , , , , , PLAN VIEW ' T/V T/V DRAWNBY:.1P oEscR�pT�or,:SILL TO CORNER COLUMN DWG #:09 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: ���,nnu.ka•swe�+uusuwemwMawtg+ca�r_v JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 12 OF: 22 � ' � � ' CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 �:,::� • � • CHECKED BY: 5urya Lamsal DATE: 10/16/2003 Oatdoor L�ving«.Itrdoors�� " :.�. YLi�a!laMf •Li�• urary SILL TO LITE H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON E uatlon In uts: ALLOWABLE CONNECTION BEARING A1:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ft��)/�� 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)(Ft��/n„ T2:Thickness of Piece 2(in): .05 _( .164 )( .05 )( 38 )2/2.34= 266.3# Fastener Type: TEK SCREWS P„s =((T2)(T2)(T2)(D1))E0.5`4.2(F�for T2<=T1 Thread Type: SPACED THREADS _(( .05 )( .05 )( .05 )( 0.164 ))E0.5'4.2( 38000 )=722.6 Crown(C)or Valley(V)Fastening: C Pas =Ns�Pns,,,;,, 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 Intemal Thread(Per�inch): 0.014 , ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 ' P�� =(D2-Di)(T1)(Ft��)(C)/r1� tc,Thread Engagement Depth; 0.05 � _( .322 - 0.164 )( .055 )( 38 )( 1 )/3= 110.1 # Ns:Number of Screws: 6 , Pnat = t�)���)�tC)�Fty2)lfls � = 96.6# Pa� =Ns`P�un _( 6 )( 96.6 ) = 579.7# Aluminum Allo Structural Values F�,�: Ultimate Tension of Piece 1 (ksi): 38 Fy�:Yield Tension of Piece 1 (ksi): 35 F�i2: Ultimate Tension of Piece 2(ksi). 38 F,y�:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1299.0# CoeffiecieM,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 REVISION DATE 10-01-2003(LJD) Calculations Conform to(AA)ADM2000 GONT. EXTR'D ALUMINUM CLOSED SILL(A'7G5) BELOW #8 x 1/2°TEK SCREW(117"I 50) SIX AT EACH COLUMN EXTR'D ALUMINUM WINDOW JAMB(A7'I 3 I U) � '� ; , F�(TR'D ALUMINUM � ; , ; ; � hf-GIIANNEL(A7'I I I) , _ , , , � . PLAN VI EW ' T � V DRAWNBY:JP oESCR�P-noN:SILL TO LITE H COLUMN DWG.#:07 DATE:10/20l03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: N�JfF:1A1411iL0.'SPKwiMu4M WN6MCwt{ACG�R' JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN �, � i � 1 , SHEET NO: 13 OF: 22 ' � � CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 s � CHECKED BY: Surya Lamsal DATE: 10M6/2003 Outdoor Livfng...lndoors'�)� " aH u�reare�M■ •ac� .. aa t„ - SILL TO ELECTRIC H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON E uation In uts: ALLOWABLE CONNECTION BEARING Ai:Alloy of Piece 1: 6005-T5 P�S =2(D1)(T1)(F�i�►1� T1:Thickness of Piece 1 (in): .055 _( .164 )( .055 )( 38 )2/2.34= 293.0# A2:Alloy of Piece 2: 8005-T5 Pns =2(D1)(T2)(F��/� T2:Thickness of Piece 2(in): .066 _( .164 )( .066 )( 38 )?J2.34= 351.5# Fastener Type: TEK SCREVUS Pf5 =((T2)(T2)(T2)(D1))E0.5*4.2(F,�)for T2<=T1 Thread Type: SPACED THREADS _(( .066 )( .066 )( .066 )( 0.164 ))E0.5`4.2( 38000 )=WA Crown(C)or Valley(V)Fastening: C Pas =Ns'Pns���� D2:Diameter of Head/Washer(in): .322 _( 6 x 293.0 )= 1757.7 # D1:Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners(in): 0.500 #8 FASTENER MAXIMUM SHEAR IS 216.5# Asn:Thread Stripping Area of Intemal Thread(Rer•Inch): 0.074 � ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 � P�o„ =(D2-D1)(T1)(F�,�)(C�r� tc,Thread Engagement Depth: 0.066 • _( .322 - 0.164 )( .055 )( 38 )( 1 )/3= 110.1 # Ns:Number of Screws: 6 , P„o, _ ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n)yns � = 137.7# i Pai =NS*Pr�„t„ ' _( 6 )( 110.1 ) = 660.4# lu inum Allo Structural Values � F���:Ultimate Tension of Piece 1 (ksi): 38 Fry�:Yield Tension of Piece 1 (ksi): 35 Fwz:Ultimate Tension of Piece 2(ksi): 38 F�:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coe�ecients: SHEAR: 1299.0# Coeffiecient,Ks= 1.01 TENSION 660.4# Coeffiecient?Jn= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT REVISION DATE 10-Ot-2003(LJD) Calcuialions Conform ta(AA)ADM2000 #8 x I/2°TEK SCREW(117`I 50) SIX AT EACt1 COLUMN IXfR'D ALUMINUM ELECTRIC Fi-CHANNEL(A7'145) FXTR'D ALUMINUM �--- WINDOW JAMB(A7'I 3 I U) , � �� '; �' ;'- � � ` �� �� � � �� ,� i ; � � � � i , . � PLAN VIEW CON7. FXTR'D ALUMINUM ' CLOSED SILL(A'7C5) BELOW � ; i T � V DRAWNBY:JP oESOR�PT�oN:SILL TO ELECTRIC H COLUMN DWG.#:OS DATE:10/20l03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: F7�rthAnadicG'SALwtYSur.r[dxLMiw[�fFabuL✓ JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN �,�� ' � , SHEET NO: 14 OF: 22 � " , � � ` CALCULATED BY: Lawrence Duify DA7E: 10/16/2003 ` CHECKED BY: Surya Lamsal DATE: 10/16/2003 Oai�doo�Liv��ng.`Indoors��'� EAVE TO CORNER COLUMN FASTENERS: 8 0.164 "X 0.500 " 7EK SCREWS DETAIL ON E uation In uts• ALLOWABLE CONNECTION BEARING A1:Alloy of Piece 1: 6063-T5 P�S =2(D1)(T1)(F��)!n� T1:Thickness of Piece 1 (in): .O6 _( .164 )( .06 )( 22 )2/2.34= 185.0# A2:Alloy of Piece 2: 6063-T5 Pns =2�D1)(T2)(F��J/� T2:Thickness of Piece 2(in): .062 _( .164 )( .062 )( ?2 )212.34= 191.2# Fastener Type: TEK SCREWS P„g =((T2)(T2)(T2)(D1))E0.5*42(F�„�for TZ<=T1 Thread Type: SPACED THREADS _(( .062 )( .062 )( .062 )( 0.164 ))E0.5'4.2( 22000 )= N/A Crown{C)or Valley(V)Fastening: C PeS =Ns"Pnsm�n D2:Diameter of Head/Washer(in): .322 _( 8 )( 185.0 )= 1480.2 # D1:Nominal Diameter of Fastener(In): 0.164 L:Length of Fasteners(In): 0.500 Asn:Thread Stripping Area of Intemal Thread(Per Pnch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 � P�o� =(D2-D1)(T1)(F���)(C)lns tc,Thread Engagement Depth; 0.062 � _( .322 - 0.164 )( .06 )( 22 )( 1 )/3= 69.5# Ns:Number of Screws: 8 � Pnot = ��)���)�t�)�F�)/nS ! = 54.8# ' Pa� =Ns'Pr}��n _( 8 )( 54.8 ) = 438.2# Aluminum Allo Structural Values F�,�: Ultimate Tension of Piece 1 (ksf): 22 Fri�:Yield Tension of Piece 1 (ksi): 16 F�i2: Ultimate Tension of Piece 2(ksi): 22 F�:Yield Bearing of Piece 2(ksi): 16 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1480.2# Coeffiecient,Ks= 1.01 TENSION 438.2# Coeffiecient?Jn= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT REVISION DATE 7 D-D1-2003(LJD) Calculations Conform to(AA)ADM2000 EXTR'D ALUMINUM ADJUSTABLE FAVE (A'7EB/A'7ETB) EXTR'D ALUMINUM WINDOW JAMB (A7'I 3 I U) #18 x I/2"7EK SCREW(H7'I 50) EIGIIT AT EACIi CORNER EXTR'D ALUMINUM CORNER COLUMN (A'7C9) � � ;' �� i l i i � ! I PLAN VIEW : T/V TN DRAWNBY:JP oEscRiPnoN:EAVE TO CORNER COLUMN DWG.#:12 DATE:10/20l03 FOUR SEASONS SOLAR PRODUCTS� LLC. REV.DATE: E.C.O.#: NaYt:iAnlfi'IOGYYIlMaLY.+�awcDMl.MFw4�Lt4r[Y JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 15 OF: 22 j , � � , CALCULATED BY: Lawrence Dufty DATE: 10/16/2003 ' `*'�` • � � ° CHECKED BY; Surya Lamsai DATE: 10/16/2003 O�tdoor Livi�ag...Indoors�'� sw u«�ar�wr■ •�c r >�.a., �.6'^" EAVE TO LITE H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON E uation In uts: ALLOWABLE CONNECTION BEARING Ai:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(F��)/n� Ti:Thickness of Piece 1 (in): .06 _( .164 )( .06 )( 22 )2/2.34= 185.0# A2:Alloy of Piece 2: 6005-T5 P�g =2(D1)(T2)(FwZ)/�� T2:Thickness of Piece 2(in): .05 _( .164 )( .05 )( 38 )2/2.34= 266.3# Fastener Type: TEK SCREWS P„S =((T2)(T2)(T2)(D1))E0.5'4.2(F�,Z)for TZ�=T1 Thread Type: SPACED THREADS _(( .05 )( .05 )( .05 )( 0.164 ))E0.5"4.2( 38000 )=722.6 Crown(C)or Valley(V)Fastening: C P� =Ns'Pns,,,;,, D2:Diameter of Head/Washer(in): .322 _( 6 }( 185.0 )= 1110.2 # D1:Nominal Diameter of Fastener(fn): 0.164 L:Length of Fasteners(In): 0.500 Asn:Thread Stripping Area of Intemal Thread(Per-Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 � P�ov =(D2-D1)(T1)(F�,�)(C)/ns tc,Thread Engagement Depth: 0.05 I � _( .322 - 0.164 )( .06 )( 22 )( 1 )/3= 69.5# Ns:Number of Screws: 6 � Pnot = (Ks)(D1)(tc)(Fty2)/ns = 96.6# Pa� =NS'PI��n _( 6 )( 69.5 ) = 417.1 �! Aluminum Allo Structural Values � F�,�:Ultimate Tension of Piece 1 (ksi): 22 F�,�:Yield Tension of Piece 1 (ksi): 16 F�,Z: Ultimate Tension of Piece 2(ksi): 38 F�:reld Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1110.2# Coeffiecient,Ks= 1.01 TENSION 417.1 # 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 REVISION DATE 10-01-2003(LJD) Calculations Conform to(AA)ADM200 FXfR'D ALUMINUM ADJUSTABLE EAVE (A'7EB/A'7ETB) #8 x I/2"TEK SCREW{H7'I 50) SIX AT EACH COLUMN EXTR'D ALUMINUM WINDOW JAMB (A7'I 3 I U) EXTR'D ALUMINUM H-CHANNEL(A7'I I I) , PLAN VIEW ! � T V DRAWNBY:JP oescR�PT�or,:EAVE TO LITE H COLUMN DWG.#'10 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: .��.a,�s.ua•:rn�ters�wiwwMa�.,�{aaw.n JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN ;p , � � , SHEET NO: 16 OF: 22 , � � f CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 ° �' CHECKED BY: Surya Lamsal DATE: 10/i6/2003 Oatrtoor L�oing...Indoors i)` Av YLT1a/f11N{ ►te r �.oaH �� EAVE TO ELECTRIC H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON E uation In uts: ALLOWABLE CONNECTION BEARING A1:Alioy of Piece 1: 6063-TS P�5 =2(D1)(T1)(F���vn� T1:Thickness of Piece 1 (in): .06 _( .164 )( .06 )( 22 )2/2.34= 185.0# A2:Alloy of Piece 2: 6005-T5 P,� =2(D1)(T2)(F�i2)/n� T2:Thickness of Piece 2(in): .066 _( .164 )( .066 )( 38 )212.34= 351.5# Fastener Type: TEK SCREWS Pf5 =((T2)(T2)(T2)(D1))E0.5*4.2(Fj„Z)for T2<=T1 Thread Type: SPACED THREADS _(( .066 )( .066 )( .066 )( 0.164 ))E0.5*4.2( 38000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns"Pns,,,;,, D2:Diameter of Head/Washer(in): .322 _( 6 )( 185.0 )= 1110.2 # D1:Nominal Diameter of Fastener(in): 0.964 L:Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Intemal Thread(Per�tnch): 0.014 ; ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 P�o� =(D2-Dl)(T1)(F�i)(C)/� tc,Thread Engagement Depth: 0.066 } _( .322 - 0.164 )( .06 )( 22 )( 1 )/3= 69.5# Ns:Number of ScFews: 6 1 P„o, _ ((Ks)(D1)(Fty2}(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns , = 137.7# Pa� =NS*P�n , _( 6 �( 69.5 ) = 417.1 # Aluminum Allov Structural Values � F,,,�:Ultimate Tension of Piece 1 (ksi): 22 Fry�:Yield Tension of Piece 1 (ksi): 16 Fi„Z: Ultimate Tension of Piece 2(ksi): 38 F�:reld Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coefflecients• SHEAR: 1110.2# Coeffiecient,Ks= 1.01 TENSfON 417.1 # 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 REVISION DATE 10-01-2003(LJD) Calculations Confortn to(AA)ADM2000 #8 x I/2"TEK SCREW(t17'150) SIX AT EACFi COLUMN EXTR'D ALUMINUM ELECTRIC H-CIIANNEL(A7'I 45) EXTR'D ALUMINUM WINDOW JAMB(A7`I 3 I U) � � PLAN VIEW �R'D ALUMINUM ADJUSTABLE EAVE (A'7EB/A'7ETB) , T V DRAWN BY:JP DEs�R�PT�or,:EAVE TO ELECTRIC H COLUMN DWG.#:11 DATE:10/20/D3 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O #: NmtnArvLrica'sPnn�rsrwun�rtianu{aawer ,JQB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 17 OF: 22 a'c � � ' � A °� �� , � � ° CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 " CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Eivfm,g«.Indoorsi)'i • ;.v u�,.....e�. .�c,• w.av.�„3�— 1/8" EAVE CORNER SPLICE PLATE TO EAVE FASTENERS: 8 0.190 "X 0.500 " TEKSCREWS DETAIL ON E uation In uts: ALLOWABLE CONNECTION BEARING A1:Alloy of Piece 1: 5052-H32 P�5 =2(D1)(T1)(F���)/�� 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)(F��ln� T2:Thickness of Piece 2(in): .062 _( .190 )( .062 )( 38 )2/2.34= 382.6# Fastener Type: TEK SCREWS Pns =��T2)(f2)(T2)(D1))E0.5*4.2(F1i2)for T2<=T1 Thread Type: SPACED THREADS _(( .062 )( .062 )( .062 )( 0.19 ))E0.5"4.2( 38000 )= 1074.0 Crown(C)or Valley(1/)Fastening: C Pas =NS'�P�srnm D2:Diameter of Head/Washer{in): .384 _( 8 )( 382.6 )= 3060.8 # 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 Intemal Thread(Per.I�ch): 0.018 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(F���)(C)/r� tc,Thread Engagement Depth: 0.062 � _( .384 - 0.19 )( .125 )( 31 )( 1 )/3= 250.6# Ns:Number of Screws: 8 � Pnot = (Ks)(D1)(tc}(Fty2�ns = 138.8# • Pe, =Ns'P�1,,;,, _( 8 )( 138.8 ) = 1110.5# Aluminum Allo Structural Values Fw�:Ultimate Tension of Piece 1 (ksi): 31 Fty�:Yield Tension of Piece 1 (ksi): 23 F�1z: Ultimate Tension of Piece 2(ksi): 38 Fm:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 2164.0# Coeffiecient,Ks= 1.01 TENSION 1710.5# 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 REVISION DATE 10-D1-2003(WD) Calculations Confortn to(AA)ADM200 NertHAYULvlaA'sAYN±2f5KY�cOniMOwa{pr.tr.� JOB_ 230 SUN AND STARS:STRAIGHT EAVE DESIGN i � � t SHEET NO: 18 OF: 22 ,� �"� � � � CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 O�stdoor L�v�ag...indoors�'i�_ cN uarewra�a■ �acr u . 1/8" EAVE CLIP ANGLE TO EAVE* FASTENERS: 6 0.190 "X 1.250 " TEKSCREWS DETAtL ON E uati n In u : ALLOWABLE CONNECTION BEARING A1:Alloy of Piece 1: B063-T5 P�s =2(D1)(Ti)(Ft���ll� T1:Thickness of Piece 1 (in): .125 _( .190 )( .125 )( 22 )2/2.34= 446.6# A2:Alloy of Piece 2: 6005-T5 Pns =2�Di)(T2)(F�z)/fl� T2:Thickness of Piece 2(in): .062 _( .190 )( .062 )( 38 )2/2.34= 382.6# Fastener Type: TEK SCREVUS P„S =((T2)(T2)(T2)(D1))E0.5*4.2(Fti,Z)for T2<=T1 Thread Type: SPACED THREADS _(( .062 )( .062 )( .062 )( 0.19 ))E0.5*4.2( 38000 )= 1074.0 Crown(C)or Valley(V)Fastening: C Pas =Ns'Pr1sm�� D2:Diameter of Head/Washer(in): .384 _( 6 )( 382.6 )= 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(Pe�Inch): 0.018 I , ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 � � P�a� =(D2-Dl)(T1)(F��)(C)/►lg tc,Thread Engagement Depth: 0.062 ; i _( .3B4 - 0.19 )( .125 )( 22 )( 1 )/3= 177.8# Ns:Number of Screws: 6 P�o� _ (Ks)(D1)(tc)(Fty2)/r1s � = 138.8# � Pa� =NS i P�nm ' _( 6 )( 138.8 ) = 832.8# Aluminum Allov Structural Values F�„�:Ultimate Tension of Piece 1 (ksi): 22 Fy�:Yield Tension of Piece 1 (ksi): 16 MAXIMUM ALLOWABLE LOADS Ftuz:Ultimate Tension of Piece 2(ksi): 38 5LB3/5HB3+ SHEAR: 1623.0# F�:Yield Bearing of Piece 2{ksi): 35 TENSION 832.8# 5L65I5C65 SHEAR: 2164.0# TENSION 1110.5# oeffiecients: 8 SCREWS Coeffiecient,Ks= 7.01 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 REVISION DATE 10-01-2003(LJD) Calculations Conform to(AA)ADM2000 ------------------------- ---- ----------------- __��� � � , EAVE CLIP p(TR'D ALUMINUM � (CN I 3004) FAVE TOP(A'7ETB) � (2 PER RA�TER) � � i #I 0 x I I/4°TEK SCREW ' 1 (H'2026) (3 PER CUP) � � (6 TOTAL) • i i � 3 T V DRAWNBY:JP oescR�PT�oN:EAVE CLIP TO EAVE DWG.#:SBSTRSS-03 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: ------------------------------ -- ----------------- � � � � � ----------------- --------------- ' � ----- -------- . -- - , � � , � � ' ! EXTR'D ALUMINUM ' ; EAVE TOP(A'7ETB) � � � EAVE CLIP � � (CN I 3004) � (2 PER RAFTER) F � � #I 0 x I I/4"TEK SCREW (ti'2026)(4 PER CLIP) (8 TOTAL) T V DRAWNBY:JP oescR�Pz�or,:EAVE CLIP TO EAVE DWG.#:S&STRSS-06 DA7E:10f20/Q3 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#. NarthArudi�a'tPrlwier5wvcon�Mawa{am..� JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN � � � , SHEET NO: 19 OF: 22 '�� CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 _ # • CHECKED BY. 5urya Lamsal DATE: 10/16/2003 Outdoor Living...indoors�'� " r.w ut�ewrewr■ ►tcr u:a EAVE TO RAFTER BAR* (CONNECTS FROM UNDERNEATH) � FASTENERS: 1 0.190 "X 1.250 " TEKSCREWS DETAIL ON E uation In uts. ALLOWABLE CONNECTION BEARING A1:Alloy of Piece 1: 6005-T5 P,� =2(D1)(I'1)(F�,�)/n� Ti:Thickness ofPiece 1 (in): .062 _( .190 )( .062 )( 38 )2l2.34= 382.6# A2:Alloy of Piece 2: 6005-T5 Pns =2�D1)(T2)(F�)/�� T2:Thickness of Piece 2(in): .1 _( .190 )( .1 )( 38 )212.34= 617.1 # Fastener Type: TEK SCREWS P„5 =((T2)(T2)(f2)(D1))E0.5"4.2(Fj„Z)for T2<=T4 Thread Type: SPACED THREADS _(( .1 )( .1 )( .1 )( 0.19 ))E0.5'4.2( 38000 )= N/A Crown(C)or Valley(V)Fastening: C P� =Ns"Pnsm�� D2:Diameter of Head/Washer(in): .384 _( 1 )( 382.6 )= 382.6 # 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 Intemal Thread(Per:lnch): 0.018 , P,w„ =(D2-D1)(T1)(Ft„�)(C�ns n,Threads Per Inch: 32 ; _( .384 - 0.19 )( .062 )( 38 )( 1 )/3= 152.4# tc,Thread Engagement Depth: 0.1 P�or = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(Di)(Ftu2)(t�2/n)�ns Ns:Number of Screws: 1 { i � = 360.7# � Pa� =NS"P�� ; _( 1 )( 152.4 ) = 152.4# � Aluminum Allo Structural Values i MAXIMUM ALLOWABLE LOADS F,��:Ultimate Tension of Piece 1 (ksi): 38 � 5LB3" Fty�:Yield Tension of Piece 1 (ksi): 35 SHEAR: 270.5# Fw2:Ultimate Tension of Piece 2(ksi): 38 TENSION 152.4# Fm:reld Bearing of Piece 2(ksi): 35 5LB5 SHEAR: 270.5# TENSION 152.4# 5HB3 Coeffiecients: SHEAR: 270.5# Coeffiecient,Ks= 1.2 TENSIDN 152.4# Coeffiecient 2/n= 0.0625 5CB5 Coeffiecient,4/n= 0.125 SHEAR: 270.5# 7ENSION 152.4# UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,S,BP,BF,BT REVISION DATE 10-01-2003(LJD) Calcuiations Conform to(AA)ADM2000 -------------------------- --------- #I 0 x I I/4"TEK SCREW (li'2026)(I)AT EACH - -- RAFTER ----------------- EXTR'D ALUMINUM - 3"RAFfER BAR � �� (A'5LB3)(S110WN) ----� ----- 3"11EAVY RAFTER BAR - ------------ --- (A'5 HB3) ' i i EXTR'D ALUMINUM � EAVE TOP(A`7ETB) T V DRAWNBY:JP oescR�PT�oN:RAFTER TO EAVE DWG.#:SBSTRSS-01 DATE:10l20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#. ---------------------------- - '--"- #I 0 x I I/4"T�K SCREW - - -- (li'2026j I A7 EACI1 ---------------- RAFT�R � � FXfR'D ALUMINUM � 5"RAFfER BAR � � � (A'5LB5)(St10UVN)` � ----------------- -------------- 5°FIEAVY RAFTER BAR - ------ --------- (A'5CB5) --- � � � � . � ; EXTR'D ALUMINUM , ; EAVE TOP(A'7ETB) ' i t � � , � I------- � I �-------- OPTIONAL RAFTER STIFFENER • T V DRAWNBY:JP oescR�PnoN:RAFTER TO EAV� DWG.#.S&STRSS-04 DATE:ID/20/03 FOUR SEASONS 50LAR PRODUCTS� LLC. REV.DATE: E.CO.#: N�GAr.ioma0.'SAC.�LISuvreo�xM4wa{4ctwrcY JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN � � � , SHEET NO: 20 OF: 22 . � CALCULATED BY: Lawrence Duffy DATE: 10/16l2003 ` �"'� � � ` CHECKED BY: Surya Lamsal DATE: 10H6/2003 Qutdoor Litiing...,fndoors't')'� � aH u�re�rawe�■ ►�cr. >.. ,.H.� 1/8" EAVE CLIP ANGLE TO RAF7'ER BAR'` {CONNECTS FROM SIDE) FASTENERS: 6 0.190 "X 1.250 " TEK SCREWS DETAIL ON Eauation Inuuts: ALLOWABLE CONNECTION BEARING A1:Alloy of Piece 1: 6063-T5 P�5 =2(D1)(T1)(F��U�� 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)(F��/n� T2:Thickness of Piece 2{in): .1 _( .190 )( .1 )( 38 )2/2.34= 617.1 # Fastener Type: TEK SCREVYS P„S =((T2)(T2)(T2)(D1))E0.5'4.2(Fj„�for T2<=T1 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`Pnsm�� D2:Diameter of HeadNVasher(in): .384 _( 6 )( 446.6 � 2679.5 # D1:Nominal Diameter of Fastener(in): 0.990 #10 FASTENER MAXIMUM SHEAR IS 270.5# L:Length of Fasteners(in): 1.250 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Intemal Thread(Fer Inch): 0.098 Pnov =(D2-D1)(T1)(Fp��)(C�lns n,Threads Perinch: 32 , _( .384 - 0.19 )( .125 )( 22 )( 1 )/3= 177.8# tc,Thread Engagement�epth: 0.1 , P�o� _ ((Ks)(D1)(Fty2)(4/n-tc)+3.26(Di)(Ftu2)(to-2/n)�ns Ns:NumberofScrews: 6 ; i = 360.7# , Pa� =Ns'P►}�tn _( 6 )( 177.8 ) = 1067.0# ' Alumin m Allo Structural Values MAXIMUM ALLOWABLE LOADS F�,�: Ultimate Tension of Piece 1 (ksi): 22 5L63` Fy�:Yield Tension of Piece 1 (ksi): 16 SHEAR: 1623.0# F�„Z:Ultimate Tension of Piece 2(ksi): 38 TENSION 9067.0# Fyl:Yield Bearing of Piece 2(ksi): 35 5LB5 8 SCREWS SHEAR: 2164.0# TENSION 1422.7# 5HB3 Coeffiecients: SHEAR: 1623.0# Coe�ecient,Ks= 1.2 TENSION 1067.0# Coeffiecient 2!n= 0.0625 5CB5 8 SCREWS Coeffiecient,4/n= 0.125 SHEAR: 2164.0# TENSION 1422.7# UNC THREADS:Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT EVISION DATE 1�-01-2003(WD) Calculations Conform to(AA)ADM2000 �t I 0 x I I/4"TPK SCREW (Fi'2026) (3 PER CLIP) (6 TOTAL) EXTR'D ALUMINUM EAVE CLIP(CN I 3004) ________________ EXTR'D ALUMINUM - 3"RAFTER BAP. �� � (A'5LB3)(5110WN) ----------------- -- 3°t1EAVY RAFTER BAR - ------------- --- (A'5FiB3) � � � V U T DRAWNBY:JP oEscR�P�r�or,:EAVE CLIP TO RAFTER DWG.#.SBSTRSS-02 DA7E:1D/20/03 FOUR SEASONS SOLAR PRODUCTS� LLC. REV.DATE: E.C.O.#: #I 0 x I I/4"TEK SCREW (H'2026)(4 PER CLIP) (8 TOTAL) FXfR'D ALUMINUM ----------" EAVE CLIP(CN I 3004) ----------------- , �X EXTR'D ALUMINUM � 5°RAFTER 6AR ' � � (A'5LB5) (5t10WN) ' ----------------- ---------------- 5"IIEAVY RAFTER BAR i '-----�� (A'SCB5) ' _ - --- , � � i � , � � I � y � � , � � ; � ; � � � � � � � � F OPTIONAL RAFfER � � "--"--- STIFFENER V V T DRAWN BY:JP oescR�PT�or,:EAVE CL1P TO RAFTER DWG.#:SBSTRSS-05 DATE:10l20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: WmtNAtu[ruA'sACMkrSurycow.M7W<{.x.� JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN ��� , � � , SHEET NO: 21 OF: 22 , ,�,, � � � `` CALCULATED BY: Lawrence DufFy DATE: 10/16/2003 - CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor tiving.Indoora�'� �n uLT\AIR11111■ •Lc� .asi RIDGE CLIP TO RAFTER BAR* (CONNECTS FROM SIDE) FASTENERS: 4 0.250 "X 1.250 " SELF-TAPPING SCREW DETAIL ON E uation In uts• ALLOWABLE CONNECTION BEARING A1:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(F��)/n� Ti:Thickness of Piece 1 (in): .25 _( .250 )( .25 )( 22 )2/2.34= 1175.2# A2:Alloy of Piece 2: 6005-T5 E'ns =2�D1)(T2)(Fh2�n� T2:Thickness of Piece 2(in): .1 _( .250 )( .1 )( 38 )2/2.34= 812.0# Fastener Type: SELF-TAPPING SCREW P„5 =((T2)(T2)(T2)(D1))E0.5'4.2(Ff,,,Z)for T2<=T1 Thread Type: SPACED THREADS _(( .1 )( .1 )( .1 )( 0.25 ))E0.5"4.2( 38000 )=2523.5 Crown(C)or Valley(V)Fastening: C Pas =Ns'P�Sm�� D2:Diameter of HeadlWasher(in): .480 _( 4 )( 812.0 � 3247.9 # 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 Intemal Thread(Per,�inch): 0.032 , P�oy =(D2-D1)(T1)(F��)(C)/ns n,Threads Per Inch: 20 , _( .480 - 0.25 )( .25 )( 22 )( 1 )/3= 421.7# tc,Thread Engagement Depth: 0.1 ' P�oe = (Ks)(D1)(tc)(Fty2)/ns Ns:Number of Screws: 4 � = 350.0# � � Pa� =NS`P►1m�n _( 4 )( 350.0 ) = 1400.0# I minum Allo Structural Values MAXIMUM ALLOWABLE LOADS Fw�:Ultimate Tension of Piece 1 (ksi): 22 5LB3* F�,�:Yield Tension of Piece 1 (ksi): 16 SHEAR: 1964.0# Fta2:Uitimate Tension of Piece 2(ksi): 38 TENSION 1400.0# Fm:Yield Bearing of Piece 2(ksi): 35 5LB5 6 SCREWS SHEAR: 2946.0# TENSION 2700.0# 5HB3 Coefflecients: SHEAR: 1964.0# Coeffiecient,Ks= 1.2 TENSION 1400.0# Coeffiecient 2/n= 0.1 5CB5 6 SCREWS Coeffiecient,4/n= 0.2 SHEAR: 2946.0# TENSION 2100.0# UNC THREADS: Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT REVISION DATE 10-01-2003{LJD) Catculations Confortn to(AA)AOM2000 ------------� I 1 � ������������ J _��__��������__ ���_������r-^,�� __��__________�___�__.__ f���__��� 1 I �I _ _ i � � ' ' ~ I/4"x I I/4"SELF THREADING ! ' (o�� SCREW(11'2080) , ; �; (fW0 ON EACFi SIDE C�'�RF��TER BAR) � � O ty _ _ (4 70TAL) ; ; RIDGE CUP ` ' '��- (CN4210L) �- --"""_ _ � ------- ------------- ------ ------ � i EXTRD ALUMINUM 3"RAFTER BAR '• (A'5LB3)(SHOWN) , 3"FIEAVY RAFTER BAR (A'5 HB3) � V . V T DRAWNBY:JP oEscR�Pr�or,:RIDGE CLIP TO RAFTER DWG.#:S85TRSS-07 DATE:10/20/�3 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: -------------- � � � ; --'------------=- -------- ., -------------------- .---------� ---------- � ,- - ---- � t�' . � � - - - --- I y I I ; � I/4"x I I/4"SELF THREADING � ��- - --- SCREW(11'2080) , ; O ty__ _ ____ (3 ON EACI1 SIDE OF`f�AFTER BAR) � (6 TOTAL} � � � � ! ��� RID6E CLIP ; ; ; ; BAR 5LB5 -(CN42'I I L) � ! O t�� - ---- BAR 5CB5-(GN42 I I) � EXTR'D ALUMINUM � '-- W I T h 5 1 1iM PLA7E ' '____--------' , 5" RAFfER BAR -- (CN42 I 2) , - --- ------------------------------ ---- - . (A'SLB5) (SI10WN) ---�----- � r 5° hEAVY RAFfER BAR � � (A'5CB5} t � { � i � ---------------------------; OPTIONAL RAFFER � 571FFENER ---------------------------� U V T DRAWNBY:JP oescR�PT�oN:RIDGE CLIP TO RAFTER DWG.#:SBSTRSS-09 DATE:10l20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O#: �h�FNAmLri6A'SAYwiLlSurlcGnlMpNufNdxr:Y JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN � 1 SHEET NO: 22 OF: 22 ��� � � ' CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 ; :.� • � , CHECKED BY: Surya Lamsal DATE: 10M6/2003 Outdoor L3ving...lndoors?i`� ;.x utTiwr�waic •tc r .,.,,a �„�`"' RIDGE CLIP TO EXISTING STRUCTURE* FASTENERS: 2 0.375 "X 3.000 " LAG BOLTS DETAIL ON Eauation inauts: ALLOWABLE CONNECTION BEARING A1:Alloy of Piece 1: 6063-T5 P�S =2(Dl)(Tl)(Fi��)/11� T1:Thickness of Piece 1 (in): .25 _( .375 )( .25 )( 22 )2/2.34= 1762.8# Fastener Type: LAG BOLTS Pas =NS+Pnsm�� Thread Type: SPACED THREADS _( 2 )( 1762.8 )= 3525.6 # Crown(C)or Valley(V)Fastening: C D2:Diameter of Head/Washer(in): .563 3/8"FASTENER MAXIMUM SHEAR IS 1798.5# D1:Nominal Diameter of Fastener(in): 0.375 L:Length of Fasteners(in): 3.000 ALLOWABLE CONNECTION TENSION Ns:Number of Screws: 2 Pnov =(D2-D1)(T1)(Ftut)�C��s _( .563 - 0.375 )( .25 )( 22 )( 1 )/3= 344.7# Pa� =Ns*Pn,,,i„ Aluminum Allo Structural Values ! _( 2 )( 344.7 ) = 689.3# F�,�: Ultimate Tension of Piece 1 (ksi): 22 i Fryi:reld Tension of Piece 1 (ksi): �g i MAXIMUM ALLOWABLE LOADS 5LB3/5HB3* SHEAR: 2397.0# TENSION 689.3# 5LB5/5CB5 SHEAR: 3595.5# TENSION 1034.0# 3SCREWS NOTE: THESE CALCULATIONS PERTAIPI 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 REV�SION DATE 10-01-2003(WD) Calculations Conform to(AA)ADM2000 EXISTING ADEQUATE STRUCTURALFRAMING -------------i � � ---'-�--"----� MINIMUM OF(2)3/8°FASTENERS AT EACFi RAFfER BAR _________________ ACTUAL DESIGN OF TFiESE CONNECTIONS -------- _------__,-- '-�-------� �y �-- MUST BE DEfERMINED BY OTf1ERS ; O �J � _ _ 1 F - I `y 1 � Q� 1 y - ; O �J _ � � ; RIDGE CLIP � -- - '"J� (CN42 I OL) --------------------------------- , U T DRAWNBY:JP oescR�QT�oN:RIDGE CLIP TO EXISTING STRUCTURE DWG.#:SBSTRSS-0B DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DA7E: E.C.O.#: EXISTING ADEQUATE STRUCTURALFRAMING ------------, I � I I --- J MINIMUM OF(3)3/8"FASTENERS AT EACH RAFfER BAR ---------------= ACTUAL DESIGN OF THESE CONNECTIONS -------------------- ------------------- `---------��_ - --'- MUST BE DE1'ERMINED BY OTt1ERS � �.J � `1 _ _ ___ � � � I 1 � I 1 1 � ; �,� _ ____� 1 j �_ ; o ty _ _ ___ ; , ; , . � RIDGE CLJP I ��E- - � --- BAR 5LB5-(CN42 I I L� � O �;�' ' "'- 6AR 5CB5 -(CN42 I I) ; '-- WITH St11M PLATE � '---�------� � (CN42 I 2) - --------- -------------------- -- � � � I � � � ! � , I 1 � � --------� ------------------- , � � -----� , --------- � V T DRAWNBY:JP oEscR�PT�oN:RIDGE CLIP TO EXISTING STRUCTURE DWG.#:SSSTRSS-10 DATE;10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: y0yt� ,n�yu.e�i,ctt's�revu.�.,Ev Suwrpow�.MGiv4u.f��t�.rer , °i �'�'.��?���,�,_f��' � � � � ''� 4 �� � �J� i"' �k�� ;.'-F i% — � � 't'��: i.� ��,.'� `r`I�ii Ih"�,�i�•" �� "e ti�f �,�� ��c���a�� .�►��v�i�,g�.,��'�nc�'v�r�r� �� ;�, , '� i� 11 tTRA FRAME P ! C K`- �� ��� FrN 'v� ALUMINUM DESIGN MANUAL REFEREN�ES , , . ; ; � � � FOUR SEASONS SOLAR PRODUCTS 5005 Veterans Memorial Highway Holbrook,New York 11741 (631)563-4000 Fax:(631)278-5076 Table 3.3-1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS � TENSION COMPRESSION SHEAR COMPRESSIVE ALLOY THICKNESS MODULUS OF AND PRODUCT RANGE F�t F�,t F�y F,,, Fey ELASTICITY# TEMPER �N• ksi ksi ksi ksi ksi E ksi 1100-H12 Sheet,Plate All 14 11 10 9 6.5 10,100 -H14 (Rolled Rod&Bar) All 16 14 13 10 b 10,100 2014-T6 Sheet 0 040-D.249 66 58 59 4D 33 10,900 -T651 Plate 0.250-2.00D 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 3B 32 10,900 &Bar,Drawn Tube Alclad 20'i4 T6 Sheet 0.025-0.039 63 55 56 38 32 10,800 -T6 Sheet 0.040-0.249 64 57 58 39 33 10,8D0 -T651 Plate D.250-0.499 64 57 56 39 33 10,800 3003-H12 Sheet&Plate 0.017-2.000 17 12 10 11 7 10,100 -H14 5heet&Plate D.OD9-1.000 20 17 14 12 10 10,100 -Hi 6 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 _Hy 2 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 _}{yg Drawn Tube All 27 24 21 15 14 10,100 I Alclad ' 3003-H12 Sheet&Plate 0 017-2.ODD 16 11 9 10 6.5 70,100 I -H14 Sheet&Plate 0 009-1.000 19 16 13 72 9 10,100 � -H16 5heet 0.006-0.162 23 20 17 14 12 10,100 ; _H1g Sheet 0006-0.128 26 23 19 15 73 10,100 , Alciad � 3003-N14 Drawn Tube 0.025-0.259 19 16 , 15 12 9 10,100 � _}i18 prawnTube 0.010-0.5D0 26 23 20 15 13 10,100 • � 3004-H32 Sheet&Plate 0.017-2.000 28 21 1 S 17 12 10,100 ; -H34 Sheet&Plate 0.009-1.000 32 25 22 19 14 10,100 -H36 Sheet 0.006-0.162 35 28 25 20 16 10,100 , -H38 Sheet 0.006-0.128 36 31 29 21 18 1Q,100 i 30D4H34 Drawn Tube 0.018-0.450 32 25 24 79 14 10,100 , -H36 Drawn Tube 0.018-0.450 35 28 27 20 i 6 10,100 Alclad 3004-H32 Sheet 0.017-0.249 27 20 17 i6 12 10,100 , -H34 5heet 0.009-0.249 31 24 21 18 14 10,100 -H36 Sheet 0.006-0.162 34 27 24 19 16 10,1p0 -H38 Sheet 0.006-0.128 37 30 26 21 17 10,100 -H131,H241,H341 Sheet 0.024-0.050 31 26 22 18 15 10,100 -H157,H261,H367 Sheet 0.024-0.050 34 3D 2B 19 17 10,100 3D05-H25 Sheet 0.013-0.050 26 22 20 15 13 70,100 .HZg Sheet 0.006-0.080 31 27 25 17 16 1D,10D 3105-H25 Sheet 0 013-0.080 23 19 17 14 11 10,100 5005-H12 Sheet&Plate 0.017-2.000 18 14 13 11 8 10,100 -H14 5heet&Plate O.OD9-1.000 21 17 15 12 10 10,100 -H16 5heet 0.006-0.162 24 20 18 14 12 10,100 -H32 Sheet&Plate 0.017-2.00D 17 12 1'I 11 7 10,100 _H34 Sheet&Plate 0.009-1.000 20 15 14 12 8 5 10,100 -H36 Sheet 0.006-0.162 23 18 16 13 11 10,10D 5050-H32 Sheet 0.017-0249 22 16 14 14 9 10,100 _H34 Sheet 0.009-0.249 25 2D 18 15 12 10,100 -H32 Cold Fin.Rod&8arr All 22 16 15 13 9 10,100 Drawn Tube -H34 C�Id Fin.Rod&Barr All 25 20 19 15 72 10,100 Drawn Tube For all footnotes,see last page of this Table � January 2000 I-A-15 Table 3.3-1 MINIMUM MECHANICAL PROPERTIES FOR ALUM1NUhA ALLOYS TENSION COMPRESSION SHEAR COMPRESSIVE ' ALLOY THICKNESS MODULUS OF AND PRODUCT RANGE FNt Ftyt F'�, F,,, F,r ELASTICITY$ TEMPER �N• ksi ksi ksi ksi ksi E ksi 5052-0 Sheet&Plate 0.006-3.000 25 9.5 9.5 16 5.5 1 D,200 -H32 5heet&Plate All 31 23 2'1 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 10,4D0 -H111 Extrusions up thru 0.500 40 24 21 24 14 10,400 -H111 Extrusions 0.501-5.000 40 24 � 21 23 14 10,400 -0 Sheet&Plate D.051-1.500 40 18 18 25 10 10,400 -H116 5heet&Plate 0.188-1.500 44 31 26 26 18 10,400 -H321 5heet&Plate 0.166-1.500 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 10,4D0 5066-0 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 -H111 Extrusions 0.501-S,D00 36 21 18 21 12 10,40a -O Sheet&Plate 0.020-2.000 35 14 14 21 S 10,400 -H112 Plate 025D-0.499 36 18 17 22 10 10,400 -H112 Plate 0.500-1.OD0 35 16 16 21 9 10,400 ' -H112 Plate 1.001-2000 35 14 15 21 B 10,40D -H712 Plate 2.001-3.000 34 14 15 21 B 10,40D -Hi i s Sheet&Plate Al) 40 28 26 24 16 10,40� -H32 Sheet&Plate All 40 28 26 24 16 10,400 i Drawn Tube � -H34 Sheet&Plate All 44 34 32 26 20 70,400 ! Drawn Tube 5154-H38 5heet 0.006-0.128 45 35 33 24 2D 70,300 ; 5454-0 Extrusions up thru 5.000 3'1 72 12 '19 7 10,400 � -Hi i'I Extrusions up ihru 0.500 33 19 16 20 11 10,400 � -Hiii Extrusions 0.501-5.000 33 19 16 19 11 10,40D -H712 Extrusions up thru 5.000 31 12 13 19 7 10,400 . -p 5heet&Plate 0.020-3.000 31 12 12 19 7 10,400 -H32 5heet&Plate 0.02D-2.000 36 26 24 21 15 10,400 , -H34 Sheet&Plate D.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 -Hy16 Sheet&Plate 0.188-1250 46 33 27 27 19 10,400 , -H321 Sheet&Plate 0.188-1.250 46 33 27 27 19 1�,400 -H116 Plate 1.251-1.500 44 31 25 25 1 B 1�,400 -H321 Plate 1.251-1.500 44 31 25 25 18 10,400 -H116 Plate 1.501-3.000 41 29 25 25 17 10,400 -H321 Plate 1.507-3.000 41 29 25 25 17 10,4�0 6005-T5 Extrusions up thru 1.000 38 35 35 24 20 10,100 6067-T6,T651 Sheet&Plate 0.010-4.000 42 35 35 27 20 10,100 -T6,T6510,T6511 Extrusions Ail 38 35 35 24 20 10,100 -T6,T651 Cold Fin.Rod&Bar up thru 8.000 42 35 35 25 20 10,1D0 -T6 DrawnTube 0.025-0.500 42 35 35 27 20 10,1�0 -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 D.500-1.000 21 75 15 12 8.5 10,100 -T6 Extrusions&Pipe All 30 25 25 19 14 10,100 6066-T6,76510,76511 Extrus�ons All 50 45 45 27 26 70,100 6070-T6,T62 Extrusions up thru 2.999 48 45 45 29 26 10,100 6705-T5 Extrusions up thru 0.5D0 38 35 35 24 20 1�,100 6351-T5 Extrusions up thru 1.000 38 35 35 24 20 10,100 ' 6463-T6 Extrusions up thru 0.500 30 25 25 19 14 10,100 t F�,and F,y are minimum specified values{except Fry for 1100-H12,-H14 Cold Finished Rod and Bar and Drawn Tube,Alclad 3003-H1 B -"' Sheet and 5050-H32,-H34 Cold Finished Rod and Bar which are minimum expected values};other strength properties are corresponding , mirnmum expected values. --- • $Typical values.For deflection calculations an average modulus of elasticity is used,this is 100 ksi lower than values In thls column. {-A-16 January 2000 For angles,the o oss width shall be the sum of the widths 5.1.10 Spacing of Stitch Rivets,Screws and Bolts of the legs less the thiclaiess.The gage for holes in opposite in Webs legs shall be the sum of the gages from the back of the �ere two or more web plates are in contact,there shal] � angles,less the thiclrness. be stitc]I rivets,screws or bolts to make them act in unison. For splice members,the thickness shall be only that part of the thielcness of the member that has been developed by �compression members,the pitch and gage of sueh 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+20t,(in mm,76+20t)in which i is the thicicness 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 secrion of the connected leg plus 5.1.11 Edge Distance of Rivets,Screws or Bolts one-third of the section of the outstanding leg unless the The minimum distance from the center of rivet,screw or , outstanding leg is connected by a lug angle. In the latter bolt under computed stress to the edge of the sheet or shape case,the effective net section shall be the enure net section 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 least two fasteners. �lowable bearing stress shown in Tables 5.1.1.3-1 and-2. For double anoles placed back-to-back and connected to �en a shorter edge distance is used,the allowable bearing both sides of a gusset plate,the effective net section shall be stress shall be reduced by the ratio: actual edge dis- the net section of the connecteci legs plus two-thuds of the tance/twice the fastener diameter(5ee 5ection 3.4.5).The section of the outstanding legs. edge distance shall not be less than 1.5 times the fastener For intermediate joints of continuous angles, the effcc- diameter to extruded, sheared, sawed, rolled or planed tive 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 thiclaicss of inetal being fastened) of rivet-hole tolerances are as recommended by the respecrive � � manufacturers. rivets, screws or bolts cazrying calculated s�ess exceeds i 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 Tf hollow-end rivets with solid cross sections for a ' [1/2+G�/(9D)]in which Gfis the grip and D is the nominal portion of the length are used,the strength of these rivets � diameter of the rivet or bolt Tf the grip of the rivet exceeds shall not be taken equal to the strength of solid rivets of ihe 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 fiurther 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 rimes to appreciable tensile stresses. the nominal rivet diameter; minimum distance of bolt or 5.1.14 Steel Rivets screw centers shall be 2i/z times the nominal diameter. In built-up compression members the pitch in the direction of Steel rivets shall not be used in aluminum structures s�ess shall be such that the allowable siress 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 arequirernent,or effectrve length equal to one half the rivet, screw or bolt where the structure is to be protected against corrosion(5ee pitch exceeds the calculated stress.The gage at right angles Secrion 6.6.1). to the direction of stress shall be such that the allowable stress in the outside sheets, calculated from Section 3.4.9 5.1.15 Lockbolts exceeds the calculated stress. In this case the width b in Section 3.4.9 shall be permitted to be taken as 0.8g where g Lockbolu shall only be used when installed in confor- is the gage. mance with the]ockbolt 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 , � conven[ional nut and bolt. January 2000 I-A-59 5.1.16 Steel Bolts In addibon to the requirements of Secrion 5.1.17.4,bolts shal]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. VJhen 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 produets. Any Direciion ransverse Parallel 5.1.17 Slip-Critical Connections Contact Surtace oversize of Bolted Parts 5tandard &ShorY Long 51ots �ong 5.1.17.1 General s�ots siots Slip-cntical connections betWeen aluminummembers or (ksi) MPa)(k�i) MPa) (ksi) (MPa) (ksi) (MPa) between aluminum and steel members shal]comply with the Class B(51ip 28 195 24 165 20 140 17 115 Research Council on Structural Connecrions (RCSC) Coefficient 0.50) Speci,fication for Structural Joints Using ASTM A325 or A490 Bolts, Allowable Stress Design, except as modified Bolts shall be installed to develop the minimum bolt herc.TI�e shear on a bolt in a slip-critical connection shall tension specified in Section 5.1.17.7. not exceed d�e allowable shear for the bolt (3ection The effect on slip resistance of temperature changes from 5.1.17.4),the allowable bearing for the connected members the installation temperature and the difference in coeffi- (Section 3.4.5),or the allowable slip load(Secuon 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 shal] be used under bolt heads and under � shal] 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. ($mm)thick with ' washers shal]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. � i 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 bcveled washer shall be used. + Holes shall be standard holes, oversize holes, short , slotted holes,or long slotted holes.The nominal dimensions � for each hole type shall not exceed those shown in the 5.1.17.7 Installation RCSC Specificarfon Table]. Bolts shall be rightened in accordance with the RC3C Specification. � 5.1.17.4 Design for Strength The sheaz stress on a bolt shall not exceed 2] ksi (145 5.2 Metal Stitching Staples 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 secrional area tests in accordance with Secrion 8. (unthreaded body area)of a bolt. The bearing stress on the connectedpartsshallnotexceedtheallowablebearings�ess 5.3 Tapping Serew Connections specified in 5ection 3.4.5. The following notation applies to this section: 5.1.17.5 Design for Slip Resistance As� = thread stripping azea of intemal thread per Aluminum surfaces abras�on blasted with coal slag to unit length of engagement 3SPC SP-5 to an average substrate profile of 2.0 mils(0.05 C - coefficient which depends on screw]ocation mm) in contact with similar aluminum surfaces or zinc ' painted stee]surfaces with a maximum dry film thickness of D = nominal screw diameter 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 DM, = nominal washer diameter RCSC Specificarion Appendix A. , I-A-60 January 2000 D,� = larger of the nominal washer diameter and p�S shal]be the]esser of the screw head F = tensile ultimate strenoth of inember in ns � ���� P = 2F Dt — (Eq. 5.3.I.I-2) ns iul ] n , contact with the screw head „ F,,,z = tensile ultimate strength of inember not in contact with the screw head ns P - 2F Dt — (Eg.5.3.1.1-3) ns 1u2 Z n Fy, = tensile yield strength of inember not in ° ' contact with the screw head For rzlt� s ].0,P�,shal]not also exceed KS = coefficient which depends on member 3 ��2 thickness P,�S = 4.2(tzD) Fr�Z (Eg. 5.3.I.1-4) n = number of threads per unit length for a screw nr = factor of safery-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- mined by multiplying the allowable shear capacity deter- P,� = nominal shear strength per screw mined according to Section 5.1.3 by the factor of safety po, = allowable tensile force per screw used or by test according to Section 8.The ultimate shear Pn� = nominal tensile strength per screw capacity of the screw shall not be less than 1.25 P„a• P„p, = nominal pull-out strength per screw 5.3.2 Tension P„ov = nominal pull-over strength per screw For screws which cazry tensile loads, the head of the t� = thickness of inember in contact with the screw or washer, if a washer is provided, shall have a ! screw head diameter D,,,not less than 5/16 in.(S mm).Washers shall be at least 0.050 in_(13 mm)thick. t2 = thickness of inember not in contact with the 'I'he tension force shall not exceed Po, ca]culated as ' screw head follows: � t� = depth of full thread engagement of screw pQ� = pn�/ns (Eg. 5.3.2-1) ; - into tZ not including tapping or drilling point : P,,,shall be taken as the]esser of Pno�and P„a„deternuned � All the requuements of this section shall apply to tapping below in Scctions 5.3.2.1 and 53.2.2. ; screws with diameter D=0.164 in. (4.2 mm)through 0.25 ' in. (6.3 mm). The screws shall be thread-forming or $,3.2.1 Pull-Out � thread-cutting,with or without a self-drilling point.Alterna- tively, design values for a particular applicadon shal] be The nominal pul]-out strength,P„o,,for pulling a screw I 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 specificarions. The tensile stress on the net secrion of each member a)for 0.06D in. <_ t<<_ 0.125 in. (1.5 mm s t< <_ 3 mm) joined by a screw connection shall not exceed the allowable p�o�=gSD t�Fn,2 (Eq. 5.3.2.1-1) stress from Sections 3.4.] through 3.4.4. The net section shall be determined according to Section 5.1.6. where KS=1.01 for O.D60 in. s t<<0.080 in. (1.5 mm <_ t<<2 mm) 5.3.1 Shear Kr= 1.20 for 0.080 in. <_ r<<_ 0.125 in. (2 mm<_ t�s 3 mm) The shear force shall not exceed the allowaUle bearing b for 0.125 in.<t<<0.25 in.(3 mm<t<<63 mm) force for a screw according to Section 3.4.5 nor the allow- � ables according to subsections of this section. p���=7,�Fry2(0.25- r�.)+7.16Af�F,�Z(r� -0.125) (Eq. 5.3.2.I-2) 5.3.1.1 Connection Shear The shear force per screw shall not exceed P�calculated c)for 0.25 in. s t�s 0375 in. (6.3 mm <_ r�<_ 10 mm) as follOWs: P�o�=0.58A:�t�F'ruz (Eq. 5.3.2.1-3J , �` P = P ln (Eq. 5.3.1.]-1) , as ns .+ where January 2000 I-A-61 2) for spaced threads(screw thread types AB,B, BP,BF, The blook shear rupture allowable force P,,,.of welded and BT) connections on a failnre path with shear on some segments and tension on the other segments is: a)for 0.038 in. _< t<<_ 2/n (l mm s t�s 2/n) � for F,,,As,> FS„A�� P -b'D t F (Eg. 5.3.2.1-4) � noi— s c ry� E 5.4-3 ps�- (FsrAs��+F,,,As,)ln„ ( 4• ) where K,=1.�1 for 0.038 in_ <_ t<<0.080 in. (1 mm s t<<2 mm) otherwise K,=1.20 for 0.080 in. _< t�` 2/n P - (F A ,+F,A )/n (Eg. 5.4-4) (2 mm <_ 1�_< 2/n) ar— ru c, � s� � where b)for 2/n<1<<4/n ,qF�,-gross area in shear P - 1.2D F (4/n- t )+3.26D F (t - 2/n) Ag,=gross area in tension °°`- "Z ` `u2 ` Am=net area in shear (Eg.5.3.2.1-5) ,9n�=net area in tension c)for 4/n_< t<<_ 0.375 in. (4/n <_ t�s 8 mm} Pno�=1.63Dr��,� (Eg.5.3.2.1-6) 5.5 Laps in Building Sheathing 5.5.1 Endlaps 5.3.2.2 Pall-Over Minimum endlaps shall be those expressed in Table ' The nominal pull-over sirength, P„o,,, for pulling con- 5.5.1-1. nected material over the head of a screw or washer, if present,is: 5.5.2 Sidelap5 Pna„ = Ct�Fru�(Dwr-Dh) (Eg.5.3.2.2-I) For a sinusoidal corrugated sheet,the mi.nimum 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),DWS is the rugations,and the minimum sidelap for siding shall havc 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 forboth roofing and siding shall - 5.3.2.3 Tension in ScreWs havc 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 �cluding 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].25 P,,,. Minimum size of#12 screws or 3/16 in.(5 mm)diameter 5.4 Bloek 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 Ps� of bolted mm).Endlap fasteners added for the purpose of improving connecrions 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 FS�A�� 5.6 Flashings and Closures P - (F ,A +F A )ln (Eq.5.4-I) "- n s,' `" "` " Flashings shall be formed from aluminum alloy sheet of otherwise approximately the same thickness as the roofing or siding pSr= ��s fq�,.}Fn,qB�)�71� (Eg.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 � pepth of seotion 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 m. 4 m. (25 mm or less) (150 mm) (10D mm) Greater than 1 in., less than 2 in. 9 in. 6 in. 4 m. (greaterthan 25 tnm, (230 mm) (150 mm) (100 mrn) less than 50 mm) 2 in.or more 9 in. 6 in. 6 in (50 mm or more) (230 mm) (150 mm) (150 mm) I i � � i i ! � January 2000 I-A-63 Section 6. Fabrication 6.1 Laying Out c. 5ome elevated temperature processes, such as factory paint curing or fu-ing of porcelain enamel coatings,can ; a Hole centers shall be center punched and cutoff lines reduce the mechanical properiies of the metal.Since the shall be punched or scribed.Center punching and scrib- amount of the reduction will vary with the alloy and ing shall not be used where such marks would remain on temper used, as wel] as with the elevated temperature fabricated material. exposure,the supplier shal]be consulted for mechanical b. A temperature correction shall be applied where property specifications for the processed material. necessary in the layout of crirical dimensions. The coefficient of expansion shall be taken as 0.000013 per 6.4 Punehing, DI'lllltlg, and Rearning degree Fahrenheit(0.000023 per degree Centigrade). �e 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 arc b eater than the diameter of the hole. The amount by process shal]be planed to remove edge cracks. which the diameter of a sub-punched hole is less than b. Cut edges shall be tr�e 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 shal]not be used on aluminum alloys. diameter of the rivet. 6.3 Heating c. The finished diameter of holes forhot-driven rivets shall ; be not more than 7%greater than the nominal diameter 5tructural material shall not be heated,with the follow- of the rivet. ing exceptions: d. T'he finished diameter of holes for bolts shaI] 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 , when proper temperature controls and supervision are e• ��Y holes must be enlarged to admit the rivets or provided to insure that the limitations on temperature bolts,they shall be reamed.Poor matching of holes shall 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 rimes 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 tl�e assembly. material after the heanng process. 6.5 Riveting b. For SX7� 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 �e 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 craclang. The]ength of rime at temperature is a critical factor in a. Flat heads shall have a diameter not less than].4 times determining the degree of sensitization. Hot forming the nominal rivet diameter and a height not less than 0.4 techniques must include quick heat up to a temperature times the nominal rivet diameter. not to exceed 550°F (290 °C) to minimize loss of b. Cone-pomt heads shall have a diameter not less than 1.4 mechanica] properties. Forming must be completed times the nominal rivet diameter and a height to the before the mecal cools below 450°F(230°C).The metal apex of the cone not less than 0.65 times the nomina] 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°. rime possible to prevent sensirization. , 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 complete]y.Rivet heads shall protection beforeinstallation.Aluminum in contact with � be concentric with the rivet holes and shall be in proper concrete or masonry shal]be similarly protected in cases contact with the surface of the metal, where moisture is present and corrodenu 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 Sti-uctures of the alloys covered by this Specification are corrosive conditions.In such cases,aluminum surfaces not ordinarily painted.Surfaces shall be painted where: shall be given one coat of suitable quality paint,such as zinc molybdate primer conforming to Federal Speci- a. 2014-T6 alloys are exposed to corrosive environments, fication TT-P-645B or equivalent,or aheavy coating of alkali resistant bituminous paint, or shall be wrapped b. aluminum alloy parts are in contact with,or are fastened �,�,ith a suitab]e plastic tape applied in such a manner as to,uncoated steel members or other dissimilar materials, to provide adequate protection at the overlaps. AIumi- 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 elech-ically connected to steel. Painting procedure is covered in the following 5ecrions 6.6.1 and 6.6.2, and methods of cleaning and preparation d. Aluminum shal]not be exposed to water that has come in contact with a heavy metal such as copper as such are found in Secrion 6.7. (Treatment and painting of the metals can cause corrosion of aluminum. The heavy � structure in accordance with United States Military Specification MII��'-704 is aiso acceptable.) metal shal] be painted or coated with plastic or the drainage from the metal diverted away from the � aluminum. ;' 6.6.1 Contact with Dissimilar Materials � Where the aluminum alloy parts are in contact with,or e• Prepainted aluminum only requires addirional protection when specified by the designer to abate ex�emely � � are fastened to,steel members or other dissimilar materials, corrosive conditions. the aluminum shall be kept from direct contact with the ' stee]or other dissimilar material by painting as follows: 6.6.2 Over-All Painting � a. Steel surfaces to be placed in contact with uncoated 5tructures of the alloys covered by this Spec�cation are ; aluminum shall be painted with good quality non lead containing priming paint,such as zinc molybdate,alkyd either not ordinarily painted for surface protection(with the type primer in accordance with Federal Specificarion exception of 2014T6 when exposed to corrosive envuon- TT-P-645B,followed by two coats ofpaint consisting of inents) or are made of prepainted aluminum components. 21b.of aluminum paste pigment(ASTM Specificahon �ere structures are to be exposed to extremely corrosive D962-81, Type 2, Class B) per gallon of varnish conditions over-all painting shall be specified. meeting Federal Specification TT-V-81,Typc II,or the 6,7 Cleanin and Treatment of Metal equivalent. Where severe corrosion conditions are g expected, addirional protecrion can be obtained by Surfaees 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 P�nted shall be cleaned immediately before painting,by a prolonged service in addition to the zinc molybdate, me[hod that will remove all dirt,oil,grease,chips,and other alkyd type primer. Alurninized,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. 5tamless 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-10575.Abrasion-blasting shaIl not be used on environments. aluminum less than or equal to 1/8 in. (3 mm)thick. b. Aluminum shall not be plaeed in direct contact with wood,fiberboard or other porous material that absorbs � water and causes corrosion.When such contacts cannot be avoided,an insulatingbarrier between the aluminum and the porous material shall be installed. Aluminum January 2000 I-A-65 Section 7. Welded Construction 7.1 Allowabie 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] in.(25 A„, ' mm) to each s�de of the center of a weld. Mechanical Fnw - F�, - A �Fn - FN�� (Eq. 7.1.2-7) proper[ies for weld-affected metal shal]be tal:en from Table 3.3-2 except thatF,,,M, values shall be multiplied by 0.9. The where modulus of elasticity for weld-affected metal is the same as F�N,= allowable stress on the cross section,part of for non-welded metal. which is weld-afFected. Allowable su�esses calculated in accordance with Secrion F'„ _ ��o�'�'able stress if no part of the cross section 7.1.1 apply to: were weld-affected.Use bnckling constants for 1) Members in axial tension with �ansverse welds unwelded metal from Table 3.3-3 or 3.3-4 and affecting their enrire cross section, mechanical properties from Table 3.3-1. 2)Bearing sttesses at weld-affected metal, FW = 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 affecring their entire cross section and no annealed material(Table 33-3)repardless of the farther than O.OSL 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]ongitudinal with transverse welds affecting their entire cross section, welds values for Fry,,,, and F�,,,, from Table 3.3-2 , and shall be multiplied by 0.75. i 5)Flat components of columns or beams with welds at ' the supported edges only. A = net cross sectional area of a tension member or 3 tension flange of a beam; gross cross sectional Allowable stresses for these welded members shall be area of a column or compression flange of a ; calculated from the same formulas as for non-welded beam. Abeam flange shall consistof the poraon � ; members with the following adjustments. of the section farther than 2c/3 frorn the neu�al -__ " 1) Allowable stresses for axial or flexural tension axis,where c is the distance from the neutral axis � (Secrions 3.4.1 through 3.4.4),bearing(Sections 3.4.5 and ��e ex�-eme fiber. ; 3.4.6),and axia]or flexural compression or sheaz(Sections A,,, = weld-affected cross sectional area. ' 3.4.7 through 3.421)with slendemess less than S, shall be If AW<O.15A,A„,shall be taken as zero. ' calculated using welded mechanical properties from Table , 3.3-2. 7.1.3 Columns or Beams with Transverse 2)Allowable stresses for tubes and curved components Welds Away From Supporfs 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 S1 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 �ansverse welds farther than O.OSL from the member ends regardless of ternper 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 die entire cross sectional area were 3 4.7 through 3.4.21)with slenderness greaterthan S� shal] weld-affected. be calculated using non-welded mechanical properiies from Table 3.3-] and buckling constants from Table 3.3-3 or 3.3- 7,2 Fi Iler W i re 4 as appropriate for the temper before welding; however, the allowable suess at the weld shall not exceed the allow- Filler alloys shall be se]ected from Table 7.2-1. The able stress calculated in accordance with (])abovc. allowable shear stress in fillet welds shal] be taken from Table 7.2-2 or 7.2-3 For filler wires not shown in Table 7.2-2 or 72-3 minimum mechanical properties shall be determined by testing in accordance with Section 8. I-A-66 January 2000 � se�. Table 2-20 � Ty, f Stress Type of Member or Component 3 4 ,.,.,uwable Stress Allowable Stresses for BUILDING w'��'��:�� and Similar Type Structures TENSION,axial Any tension member 1 1g �;��y�,�si�� r��`���4�' 6005—T5 Extrusions 4�Y4�� ` Thlcknesses U Throu h 1.00 in. Rectangulartubes,structural ��'�;-.��� p 9 -�-�� 1{4 2 19 R����;�.�� shapes bent around strong axis �'"'�'�� 6105—T5 Extrusions TENSION IN ���s;�r��5; 6EAM5, ��y�ra�:;�,;; Round or oval tubes $ 24 ��°.�„ Thicknesses Up Through 0.50 in. extreme Bber, �-a O- �",�„;;,��- �k � `.���'� netsection K'�'�'�' � WHITE BARS Shapes bent about weak axfs, � _H ;<xy�;`s�; apply to nonwelded members and to welded • � 2S 3����t�� bars,plates �.,y;a�!r�M.�� members at locations far�her than 1.0 in.from a weld. �i;ir.�SF���.�„ � � �*��F��� {>Fr��'�!`��R%��.�.,��' apply within 1.0 in.of a weld. On rivets and bolts �j 39 ��x �i'; ���yj���! Equations that streddle the shaded and unshaded areas app/y to both. ttFc`,,.� BEARING On flat suHaces and pins and on bolts in slotted ���r`'��r��'fy+ 'For tubes with circumferential welds,equations of Sectlons 3 4.10, holes 6 z6 �,���o�z�� ,�„ ,r���„�� 3.4.12,and 3.4,16.1 apply for Ab/t_ 20. �.� ." Allowable Allowable Stress Sec. Slenderness Slenderness Alloweble Stress Type of Stress Type of Member or Component 3 4 Stress Lfmit S Slenderness Lfmit S Slenderness z S Slendemess s S, � Between S,and SZ z z COMPRESSION kUr=0 20.2-0.126 kUr kUr=66 51,000/kUr 2 IN COLUMNS, — � � ( � All columns axial ross ��:;`k .� -` g J�'- =�� :�c;�;�s,;�;,.;,�;>.���, .. �,�:s�., �,F.;< �.a. ris.,'�'"Y'.!a e;�G'�tP�u�-i-�:r'i,d r �i��',�;"i .�p' '�J >Y x.c.a+=• I�%:,%.,`'t T"> ..� >`,�"_1 ,F'3,bF;�;'i' ;S�-�� "u� g w�' �Fi� ;6F..vg � ^.6 t 1."�A,��,�,v�,�r,4 x,�:fF',�'r'a h� r," �""?'/•.. ,,,.'�C ^ _ $'�'7L*' � Nu '`� 4�ahr�`'<- :� ���v;w,.�� ��x�x� �r„s"�y<a.__,�:-"' x?�:n;e,.�'t,�'�r� _;,, '%'' - ,�,,�:..,,,��ryi,;" ` y�;.� . seCtion : �-z-�Uif�`;;t�>'�; '"';r��� �' ��'�s�a.��,�� .�;r.;:;,�'p �r<.���rY'r;,cf` z�_,�<'� ��'��8w'�w����:_'•r`,�:.c�.'"•�j,1�1 �r(fi[j�'���, r s< �- v_:� cl�e.a,�.• t .aa�� �.�F�va�'8,�'. :i��'. f'-?�; e'' :.� ..i �+r, i'A%'� q�' ,�',t,•M�• t,,;l a f 47 �y�� ��^:.; c x.�ni. ;�z�'zxarx :.I�:. .;'�iv �.,- ,w"�'.���3'.n,,'.rL.a�`�i.. 4.`��:..�ax,�^i� .a;t�,u'.�,„;.r:u�'ch��a�,�°.�e .$:#•w,"",�u.�.�.r<� Flat plates supported along one 21 _� G/t=2.7 23.1-0.79(G/t) 6/f=]0 1541(b/q edge-columns buckling about a -I- - $ �, •�. •�;, �.; •• ••, ., .,,�- ,y,M -. ,,,rv ���_,.�.,, � s�;�.� ";�;�Y ;�q, ��>�:�; �:��=�:�: -�...,x x �»',�`.,�°��_, r. .,.z�:�;,., �,. .�� r� ,S�F'�{'-'��.� ,u'�r, r+.fi�.u.. '"��'+.��' �-a���s��>�. .r�%'�s�•Y�:" 7.,,,�",3 � v��"-,�� r Qax 9M;,� .:�ir"t 'tsiw E..r �s��,::�YS<.; ,t�v;?�""�L i� � '�< x,,.,«^t":` e�.`-.::.��-:� 7'�'3'M1`.,>..,. r .��>�:`{�+�.^� .r 'x ^`�>`,� f $6 zs` ��,,2�,. ...yY,»rF� ,�,t ,�,•,�-,, .�,?�'� ` ,���x4,�,x symmetry axis �' ;�, �,�k�x<tM.��,r. 3:.,:,-�;_=,�:�iS ;t'= �; ,��1����� �t�, ,;b1t„_��°�;;',s�.`�,- b�,, F ,�*>�`��'�!/�il�•; a> ..£'`��i'.•��'rt., �#�7,v."3' y� Al .�. �,��� n`�r�` ?;.'�i °-� r rar.v f+,,:�'�!�+'lr' �}.r= 6 H� �"..�^)' �l n lJp7ty'Fy°�b� �% 'i d�. x�3r�c:�_'i''3it3:.,73':s�€'Sv�Zr:'i �, z,' ,�ax,,, .r.�..<,�-^.,3., .'�,..;.a rt rx',_,gj r•.< �' r.�siz�a=M y,.r<a;�j r:,;..,r,. 4t � "s. s w�';'w-�t�tsr,"N -��.i� �, ��.'.Ts�`ws�" "'::v�<. tu`es$w Flat plates supported along one Zl z bR=2.7 23.1-0.79(6/r) 6/r=12 1970/(b�r) edge-columns not buckling about -�- � $.1 ;g. �,Z��•�a�.��,„. w xq;, r•r<��..�X;�.,�.�� e z;e,<- .;,� � � '�'�£ �`r%�•. ���,, ta:�:rz�� saRr •,;uxxn:ir.x:w��,�x ;>=r M �v yw. �<n •,.<� �.:;,,.� �w< �.��;;�;,'�.�� ;.r,?;: �3'�`;��r�.,x,`��;�, r��..��,t�„ v: .�kr,�",,,'°tr��t:�;.,:„ v3.;,�`�.;�;"r„�;'�`,�`='"<:3.�;o�;:;r=^ r:.a rx. c�.*:�.�"l;Yr .y'�;`": � �P�; *r,F„r, n �t��',:n. �f;:,^,a��a�%">.^•r.4, R*-. �.� ,,nx• ra>r s°ar�y:; ;x;4ux'r .z-�„%:c",,v?'� a s mmet a is � � r� �a o � ' ^� �,� �., fw ;>_;� Y rY �?: � rl� ���,x�• �.•._. f t¢�,,,,r..,,. X �,`�?-��.�`b�� � ;��-�,.���=;��;���� .�< ��Y ,��. bt-�t � r>.f:�. �?��r:i�;ror�v r� �;.�.,. �,G C x s€�� .� -C �l;t::x 4ro:,� '�✓:. ' N .•:� F�€r�� e, ,.5� ':�a���, r���v�,.�'S:�,��`•.�,�i.s�•rh:r,r�€��`,'�"-+,�,�3�;.ziG�`�.r�;=:������r���.;`�;'�<.:�,c;��:�.'?� !;:..zz���,w,��.�;��� COMPRESSION Flat plates with both 1H1 /-��b�� (� Z� b/r=8.4 23.1-0.25(b/r) b/i=33 490/(h/r) 11�1 ' �.:J .7 s��;+;;x•µ?a�.�1''/•,';="v,?a'.��ta,Yi;:��.`-`s"�sz�;�`µ�:�:.:yric:w:�s�:..,�k;rx `n;k;�n�1:';`.��.f:%ta•.��t�,�''�'*%"' ;�"" �"r's ��"'�r� �.�y'�i'"e.:s. �+:�.x s$n^ .">xR.�`r'Yv't� �N edges supported 1 1 1�'��y�>-Y<l.a;�f�v r,'��ih'.'� r:a$;f,�,?gi`>,�x! `�??siyf�w�p�, ,c.,r.+4'y� nX�i- tl�'" "{' ��'•'F; .cF �.�.f.s -�b�- =s«�,r ,,� ��'�M:�","'z"�+ �:'i,� ? s4�x �, _2.`�'f5<t,.,i.,r�;•;2y;..YR:.s'".tv.[,�+.;��tKiS''x.,YZ�;��r.we.�r�,,,�; ^c{%�.7 y r 3: � .J �y�� t��F's.! L^ c--,si-,""ow�R e t...i•r.,,, y:.,r6.�",��kx/ ►,r,�t? a.,.w° °y�� �• /°a) �'J.. T�•� s��4�E.� .�y i�f5c;evt �.,�'w.ve-,. ��'�a!;�Y& �>bRa����t'� . °'�+�' ..,v,e:�,• <��#�'r:' '`��" r�'r^t�rC�>:SL.`..} �Y�3'• ��gf h COMPONENTS ;+)z�jysdan:'d<�.9.*�." '.�,+ ,•aa�.� "si��ixltF ��° ,.::�:ni:"&+x';a's� �'a�`.'�Y�r:d`,auc"r � � !' 3 ,`"'S ` �t' q�<a:.<a.:s: As�e«- M::ti`,3;Iy 3e�Wr'Ya .�,.'r.�,:��i'�'d �w�.,:t.sf��'£,� �: .?t..r.,v OF COLUMNS Flat plates wlth one edge gross supported and other edge wlth 9.1 See Section 3.4.9.1 section stiifener � � Flat plates with both m � edges suppolted and with � I I 9.2 See Section 3.4.9.2 N � an intermediate stlffener N oCurvedplatessupported R� R� Rb 21 RF/�=z.2 22.2-0.80 Rh/t Rh/r=141 on both ed es,walls of 1 Q* „�.���,, ,,� � . �. ,�„ . , . . x � _ 3200 s 3��+�' �k`z3�'�,;:{�nf<nu�ii���',"'�„'�� ��``y.�ny. ',EF,�'a:,:s.���%'ve:r^„kn'��£�«�h.t::t ";;a�4'sK�'� :.Y4's'�'eif�r?, �V',T`_m�4i"'r�""�..w��&.�� :r. :x >i ^t !'i�ia.��,�.�nF^,r�c�'%�.,a�'^u' t „ b,,,�' :' • Z b `E• e:. �3, �': c,ya'�' round or oval tubes � � ��a•1`5h�;i�;���;;�r�>«: �y -�'�- ��w..�<xit;;�,• `� u w,.�•;�;: ��,:„ `�,3�.�� ���; �Rb/►)(1 + Rbl�l35) t3:- c. �, `��'.; � � �~+ �"�:.,p�, t2 �� �,F.r,•. r�.- U.�: �'�'o �Yi;�'�"�v"'v�s�"''�� x'�;� �'> ",�gx=�� `�e.��-.�....�.:x'�.r�,';'��"'r�3;�,; .a,�?a��;.�c.'�n�°�;'�'c�.h���,�'��a�r;R��.'���'�� ,� � � � mQ�, Allowable Allowable Stress Sec. 5lenderness Slendemess Allowable 5tress Type of Stress Type of Member or Component Stress Slenderness w3'4' lendemess s S, Limit S� getween S,end S, Limit Sz Slendemess z Sz � o Single web beams bent about -T�_� - 11 �/, ✓� ,/,� r,=23 23.9-D.124L r L r =79 87,000 -� rr�;K K�.rns� ,,.,.;.,;;.�,.c;:r�-.x� a„L� ,. n. � StfOfl cIXIS x..a�:+\7�" .�,=�" X a � ��, v�°r .�,�`"'"p�'i:',�"'.:���s?�• ,�^�xn>S°"�:i �,b` c"�,�y�7';;;r„`.:,:aa�3z^...;r; 2 1 g ���," r <� ��` :�`�=��'•r��. ,�'r�,;r�� ��'��:� ra s�.��,sy;'. (L lr ) �" -:,: sY� �x'�`����� '��r:���a� � n ,� �s. � .:� .;���r�•z COMPRESSION RD Re R, 25 R✓t=28 39.3-2.70 R�/t R�,/t=81 Round or oval tubes 12* ,.�.. Same as IN BEAMS �'��. s;:�,¢'��,,-tyca>„#l+: +.�����'3;r �; „�, qs;�,%,L,k.aG,'.:W, �.:,-s�;x�:xz�.s�s, ,��,.��v�;;;ea,,;?�., D ��r>_:xvy:i , � . r .�� '��t;�; '� �' � ,� �F .��,,�:, n„�,!�,•"-r,;��,,>.Y.s Section 3.4,10 extreme fiber ���`� ��" �' �_ ��,��I�%=�;�''it�s��,£> ;a,�-.�r��'�t�,'' ��:;c'=� �:v gross Solid rectangularand ��~ � 28 d/t Lbld=13 4�.5-0.93d/t Lb/d d/r Lhld=29 11,400 section round se lo -I�d �3 ,.�-�r", '�; ,�'" `s�' ,� .��s'`�>v - _, '���,.,� �:��, ��r,..T.�;��-s_aH.,�''�''� '�+ z ct nbeams � ��; ,�;'��'; �:� „�,., .�s�:`�"s-`�?,� �� �.. � x:�,, � d/r L Id I: ?�` ���' ��„' '°�n '��"x ''�y��".`.a �;�-'�,�ftr�'�'.iFP"'=28:j;=-,;p;� � ) � b ) c� � ".� :��" �- �"_', -�r..y"��'` Rectangular tubes and -4'_ J' II 14 21 L�,S��.S I�,J =146 23.9-0.24 LbS� .5 I�J LbS��.S 7�J =1700 24,000 box sections � LJ I `E�� ���` ������x:x��`. °:7w'��''i..�',-y�S,�."�y->�axr�:::r''.�.,;:.�,Tirs 3�^' tY.Ycx-o:.a4' `�'tniy='�;f� �� �� `�'_.{ ,v`,�.��i`�"' .,�ti.G'��, ��"��r�s:�' �`x,�`��j'���`�"� '� �Lbs��•5�7 i y ���k' �'3Sz >�: �f, Flat plates supported on b���re 21 6/r=6.8 27.3-0.93 b/t b/t=l0 183/(G/r) b�� -'Rs`�"".,�✓�.`sl�� x � ,<�zr .k ��Cn��R�%''�r�9'�.�k�P�" r�;a',i�`Se'�^"�8^,:`3.s;-��kz���:�s�"Y�%,:J�:`S^•,"3�€�;f`ff'"�x'«,.'.w�%z. �a .r'�".�+5^s�e�xr;e�,,�rt�yd;d J`��< one edge I [ �- 1`J �s r, c�;�`,��r�-�-�z,:.��x'�r �� �c�`�' � i� .:t, "�";����,;�, �. ?'.�r '�,,�'�' �y' �ys. �:'�.a _P �'�a ��� g�=.c��=":�.2Y` s"G� � %'�`-sLysx'°�.�'�i� i?'�.:t.. ,L � r � '`�d�' >� k. °�' �.`'g Sf�'Y ar [s:�".;-,. �'', "�µr 1. �4'��r A�is•�� �` '�` "4� � S '�s4, e�'� .�'',:� ';:t��e.<�,�e+���i�s,x�� COMPRESSION Flat plates with both �b~-I b I` 16 21 b/t=22 27,3-0.29 b/r „ bl�=33 580/(b/r) �N ed e /--� /�- ;��?�4'�'^�4'�: ,y ���,�n�.Swa,>s � .� �At�'„>s '�"'' �3�'-� '6. q`,vmy�;.. 'Py?nwY»'i;""�����s`: ?R;�� Y'"t> �:�"�sif,t:; g s supported T ' V .;� � � �� r �r�°�'., �; �. � � y, r: ��",; ��^��•;���: � .£-�''r' � �x�� �,.,.G x f^�,.�i.""�r-...�;Y•�""^�'`�` 1s .�; �=..: s��"v 2��' T � Y `a' -'�,��� g. ;� ,;,�,'��'...���s+��,�:`'i "i�'t:;z�;°�:s s�= bf�,:� :�����'"�1.'.",-,' C�MPOMENTS � �� �� .� sz.. w;.�=�,r�`�.9,� ,.�;�':�a�`�'"• a�„�°�-`-�` �ti; OF BEAMS, Curved plates supported Rb 25 R,/r=1.6 26.2-0.94 R6/t R,/r=141 3800 com onent on both ed es . �s.i* �-�'^';r�:�"�"-�`x,":fi=,�, ��!!.:,:,��°'. �. ��.,..�.��-.,s�!^�. ,w,�3��r��µ•,1 a���s�d.�x,.y,; � ��i S""� :i� 3c Sd^-n'RG r il'."� '�'�`�+�"k' � J.` v+:<lr Y>.�+� f�zr � P 9 �,ti;� w��r .�,� ;a ;����� 'i # ;��'���;:����y :�s^'- � �,,:_�,;�;; 2 '� �.,. t � '�,� �"`�' it��.�:�_��.�;; `���:�:� �r�� (Rb/�)(1 + Rh/r/35) under uniform aompression), Flat plates with one edge ^K gross section supported and the other � y 6.2 See Sectlon 3.4.162 edge with stiffener F1at plates wlth both edges suppotted and with � � 16.$ See Section 3.4.16.3 an intermediate stiffener Flat plates with 2 COMPRESSION �_ - b z8 b/c=8.9 40.5-1.41 h/r b/r=19 4,900/(b/l) compression edge free, 17 �<;��,, �:,�. IN -f ,;a���;s,��� �'-��$,��;�,��`'��?�"w„� .;�. .�;J,?�����-•,.,r,.�„, ,�,, xR ,.�> �, :,;�n ..�,v,...,�,� ,�r4. ;.f�.s �' �.s >r,;$;';n� ,ff,, x rc.'��' '�a>�' �; ss%^ e•a� �v � ��}�"i�"ys:� �S;.Ae"€� 4�'S���`�4ri?"`��.I�rr k.��,,rr;'�' r�i' tens(on ed e su orted :�� s�ti��- �. �`- `m.�<�.�.��%:C „��'� �Fs, �'s..:.� '��•"�, � �z;�� y=:�,` ����.`''�%,,. �-r;: COMPONENTS 9 PP ",. �� F.�'�;��;,�k:�`�s� '�';`�',t��° �, ,��,.�,5b X t � •��� OF BEAMS, Fla L z8 h/t=46 40.5-0.27 Wr i✓r=75 15 !d t plaie with both edges h Q 20/( t) (component SlJ O 0d TT h 1 O ?��t�s,'tin�L"<;a�t`��s ivtc✓r>•��.�^�:�?��:��a�el.n;#�v�"�;�.��-,�,,;{�a�u;^, i���'<��",'�r"u:1 �{�(�'tr�5� tr�M.Rr.. ^z;"`�"q;�; � PP rt 11 � , �3 �;a�:, S »' � �.��.�;:_ � 3' :' .��<,� �'���;y�'�' � � .w: a +i'v-H,as ¢ ''�J`. "F✓�fly�i�'.1�,j��>A' 9��Y�'''w"� �a � a��X.t f B dlllg lfl :gy k�r �?`�• "�.`�,.'F�-z�`� �_�;'$�- �'-,`i.'�� :s�:�„�'''�'.�^�'���£-��,�,;,'.�s ..�.��. x ,:s �.�l,.5;?c`�ai;,,'��"' �`,?.�,����C'a��. a.r� unde b n ��+�� • E� .� .,�a•:;�A=' .:��' �'.��- :�'{�.. �•,• �'�a . own F�at plate with horizontal lO4d� plane) T�d 28 /�Ir=107 40.5-0.117 h/r /�/r=173 3500!(J�/r) stiffener,both edges h ' 1 g �`"F�R-,� s�,z r�g,� �`�,•��� �y;M'a, .�p�;,:�z'��.,a��s�:y:�,zx �;s;.+s �^B��g�1s�'». ��,3A r. ri,«•`•' ! a gross section I� �.� � a�x. �M��;,� �''�'e� 4 _�;.. ,, `���a,� �•.:,.,y:..;:F,_.� �4°;�K'�.�;+�.,s w>;�,�vi��. ,[ fM' P, .��, n �:s ,t �+' z'.r.. v� qA, h F,� �n x'�3�.�. :la4c�"`� �7 Z� a;i� ak;: � L !�'"°.� �''. �s.ze �"+i'r>�t �t 5 "�va�S.«- f'#L,=�"' 'dso£%�; supported ,� ���,'; "� '��,���� �.�„ �N,a, �,` s.�.��..,.��:�5�" :�� �;x r�,,��� „>�.� .� �� � `��n; � :,�� n-' ;� � �;" �� _.�:�u..�-.;�• � < SHEAR Unstiffened !� 12 h/t=36 15.6-U.099/�/r lilc=65 39,000/(Idi)2 � flat webs h d0 ;Y�'q:�,''�M,S'v^rS�,6'���%4'�"a iv���*$„�' �'i; „'°�'�'` y„�>�3'F`;� `f XA���F' .,yvx, ; r3," � � �r nY q"�:/ °R"v�^�� �'^ »�'` �b"':.' Y 4••:K^' S $n 7�C,..`�'v y* (N WEBS, zss', ";�� 3-;z�;x ���r�,�a . .s��i' r.`�y � :�'� �'�s`,. `t."`r' ,y�dR���"'�'b �^� ��,t �� �;ia'� `'�-< s• .,�;?k,��` �?�"., ,g.4;°° a�'�'�",� �, ,��, w�a.v,x.;,� p x�,� � �" m;�n :z� �j�� :r., K,�� ',�;.';«'%�°.'c�',����'�'""�y'X.��c. .r.�.��2�������,fj�'f'��°"`�r�s. Ul s"�"^ gross Stiffened ilat webs _-1ei� a. 12 - + 12 n� t ""' Y � v , ' Z p section T T I� / =66 53,000!(a�/t) 1 0.7 a � Z 1 w� L� �.�:.`�S'<i h��y.'F:x r&'�'+";s%'('F`y"�"',�:N;",�,` c.rg:r 5;�;�3`;y'a��"m'r�f?>`.w � s�.`a ��� a�c;�: ,•`�.;' i.;',m �r�.��r:v a =a / + 1-� � a sd? w �,��s' ,¢., m�`' %�'� `x•r�.. ,ay'�='�" =� , a.,1,�� ��:�� k',�",�`(� e 1 � 1 82� �„�'.�t�,.�°-t '�r� �'�S`.,�` .5�n�(� ..��r°�,;2'w'i��rF u�id;���,,,��'�Y, ��9;�"�'`;.'rw,s.T i`¢��_e x t��'y � ni;"„f �,k.�AM �'s' ts�r''`�`i".�;,� �' �.z`,�",��-,� ar. �':r x�T, i�i +;��'� �''r.�._�.�"'�� �-# �„'�'d. �wy ��K�����{lt,�/ �'`'�"r;,���„i c�'� l• 1 .c��:; ��z%' � $eC. Table 2-21 1 nf Stress Type of Member or Component .oweble Stress � 3•4• Alfowable S#resses for BUILDING � and Similar Type Structures TENSION,axial Any tension member � 19 { � , . • �� ��� 6061-T6, -TG51, -T6510, -T6511 n 9 � Rectangular tubes,structural .�_�.�� 2 19 ��� 5�� Extrusions up thru 1 in.�Sheet&Plate, Pipe, TENSION IN shapes bent around strong axis M Standard Structural Sha pes, Drawn Tube, BEAMS, Round or oval tubes „O!1 0_ $ 24 �w < Rolled Rod and Bar,6351-T5 Extrusions extreme flber, V . � net section �' WHITE BARS Shapes bent about weak axis, � � F„i f,�. .��� apply to nonwelded members and to welded bars,plates � 4 28 members at locations farther than 1.0 in.from a weld. .>� ; �F�� L�`A. -�.z���_�:`t,�.���.` apply within 1.D fn.of a weld. On rlvets and bolts r'J 39 -, • a:�, EquaHons that stradd/e the shaded and unshaded areas apply to both. BEARING olesat surfaces and pins and on bolts in slotted 6 26 �,', `For tubes with circumferential welds,equatfons of Sections 3.4.10, ;�.. 3.4.12,and 3.4.16.1 apply for Re/t s 20. Allowable Allowable Stress Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component Stress Slenderness 3•`�• Slendemess s s, Limit S� BBtween S�end Sz Limit Sz Slenderness z S, COMPRESSION IN COLUMNS, — kUr =0 ( ) All columns 20.2-0.126 kUr kLr=66 51.000/(kI/r)1 3X10�, fOSS 7 �;�,'.^�" °�`C' P�' .a'�;,�.a c',�:-'.�d <si aei:! �.;�.,; �a-' a'�,';�srr,^r'^" ;�,;"�'�';�' t y �.'^„Kr `�n.:'T�`"�c'w `r. `' �;£r;5" yt�"r.,';.p�;a, i� � i ew�s� W.rrY �.a�s`x�Y o;� ���<•.,,��, ��.�, 9 ;���_`:�:`.� �'q�i� ,,,,�';�f�,.;' y��:.�;. k ,�rc":a.;��',���i:;�'.�;� � � `�:�y;` .�x`"•�;:r� `' ��; `' section � 'x � � �"'.� �. r' {� `� f �'%�L'• 'r�,�"" 2ra s,::.�;A� ,a�i.� .E � S�,y� �;z;'�'� ��`:?. ,�;`yVF"p< �,s,�,�',< '��'".. "�'� ", � �i''�.,.,. 'S� ����, �� �. '�'•w ,� ;���a r,, s'�'��'`' s�iri ��.p� �� .�.��';�y ���f3 � {�.¢. ��•.'��:� -.�,_p„a� �:< � Y'`�-v.a• m��a� s��, Flat plates supported along one 21 6/r=2.7 23.1-0.79(bR) b/t=S O 154/(b/r) edge-cotumns buckiing about a -I�-I--�• $ ��•,,9�� ;�;,kn_� �%%Y,�C�*r,',g� '';z,�,�z,z�"z'�`�"""�'z,�.,' �" r �r '�'.;s'�""�'rv?r,�'"'b�""�d.'<�;:.etd`T;,x'.b'�>:e-S.7r .aq'L',�x�,^•�'"r,'i�fr`N>'t'"`'c� Y!s"?�g��,'^� S R1ff10t 3X�5 ,'�}F _ r.� � r��>�„���a' `� ,��'Y;�e�zr;��sp..� P�e.."��i,��L`�r�'r'frv :'��S��aj<QS,�,:Ey;Gee��•.,Y�i 2aW::,, .,5�<.�a�.:� ����1".`.:F'"' Y �Y ,,��`.•z��; ,.r'` ;a+� � ,.r�`�.'�2� 'k�°�1"'.`'�'`�k; ,.e�,+"'�;�:i,�n�"y%';:;��%i«;�N�, •s`',, �., q�y> 7 iw t' ; �i*����'..���'d ,l �. ly'q,.� "�Y'� �r` �`".��� ,(�� ,�$� i"�J.x l�p`.S`�`.�';,&t�"`Fi ��$�F R y�'n. � . �hSa 0. !s� Y �f,��t���n i`.w F�c''£ah,V..F' ����C;era�' '�:,.� Flat plates supported along one 21 6/r=2.7 23.1-0.79(b/r) bh=12 1970/(b/r)� edge-columns not bucklin about -�--{--� $,1 � , • 9 �y�"�.w.'�.i. ' � '�.,Rr-=` 'Ft �§�" '"-'9.; 'Y�,";^.s,5$�'T��?,� r:�.%,���;,v,t¢v;N u"�t"�"k� s �r�h..n.w sR.>. .;r,;t,• �� .,«t�� ��34;��.- �� �.r�"-"�1,�,'g+�' >L^s�:��'�� X��: c...�;�x�a,'§:...ts.,,. YY;HiY'� j.'�'3^"';�.<,..ti�,.. �' � ».,r.f{� x�: ,z: �,'� Sa' ��� ,�i• �t';%Y<. '�.,s�. �:4r.. , ,'�""'. .�1'r t s, mmet axis �.�.., �� �,. ��,.�� .�. �r.�. ��a�° ;w �_��;.,��'',-`,�. ,��a�x�;1�v a sy ry � � � -�,� a� � ��; `'��,:'•a..?;;�• "� ;�: Y "s� '`�kiz� �'�^ t,����`� ,§� M �: zs•� E�:r, a"�: i' '?�"A '�;�,;.�`,,,�'z,�3��'� �-��.�'.. :��;.;`'�' ,�s �.i•� �.'C'�a�,, t�.:. a3.�,r..� � '�`�`�<..r�a>' 4;�i, e�., ���'+'=,a: •�a:i �a'��:_. COMPRESSION Flat plates with both H /-��p 21 b/t=8 4 23 1-0.25(b/t) b/r=33 490/(b/r) " � 9 �.%✓"'-r?�>,7�g�a,'�X" Z�*t,�''"'xd<7':trt's,'C;2� t wri�"�4r�"'h4�. F�'� '�x�.r��ra r�� Y ,�n?n;.�:�" .�".y" �'k IN edges suP � :r �, � .s��.�� �. „a �` .� ,�"`���,��'��a•raa��, ,�"�i"��'�.,;v,��� �,,,3�'�' r7��.�;e;v��c����%��'�"�'�;�� orted �• s ,�",�.-�.-~':.> �� .�'�t�`x"�h �z �� �t�,�c�:�"' � s>;ee".�-.'`°�.. � �S"�` P � � r � �»'�`�' b r��ti !�}' s> � ,�"_..7f.�"^r�„r="';';. � �,. x tr . �� r,'A� t?f.��?»,Y. b a� t+�:c 4� ��x$e ",.'r{+�".. sv�"p,¢�''6�'i'M';�n.z� 'i°a,�-y�^� �:�r'-;'t'��r:t�e� �E�. �r-�rF: �' t�.,�`aY'i�.::<�.Fe � � � k�!$_ n'�'=x .��" � �i��r: >v,�?.�6.,��'(�� ;�''a`+, � COMPONENTS by� �` '� ��� €. �� >a, �� � .�`� ,�:,��„ .,,�::i:+A�;.. OF COLUMNS Flat plates with one edge gross supported and other edge with 9.� 5ee Sectlon 3.4.9.1 section stiffener � w Flat plates With both � �''j� � edges supported and w(th 1 I 9.2 See Section 3.4.9.2 w � an intermediate stiffener N oCurved plates supported � R Rh 21 Rb/r=2,2 22.2-0.80�Rblt R6/r=141 3200 on both edges,walls of � 10* ,�..�;;,�� ,, ��. ��x,� ,, < . >..���^� , �a�^ �.,�-'�;. s�,.zn,,.-"•,„,f �, 54 n�. z.�r ,;v^��' nS�.�;�%� o:sxF'=z-�F<`�u�7- r�.�.'�' y+.'�' 4; 'sYrbn--x"""aY�<', .�vtxr�+< 7,ry�;,�tk.,p, �f"� c.�^ �s` ,c,.,:�u�,p.i�.�iai�',`*-..�,c .is� '+>�� a a.:sAt"r .,�,,,� ��i�1,°'';' 2 round or oval tubes ;� �=� y r � �' -�� �� X��� ���'`"` , �5'�-�?��,�;< (R /�)(1 + R /t/35) � .b'��<. . "'+' .;:` �•��• :��`'���"�X����:. � r�s. . � 6 6 ti�p � il , � � {� r� �_� . � � � � Allowahle Ailowable Stress � 5ec. Slenderness Slenderness Allowable Stress w Type of Stress Type of Member or Component 3 4 Stress Lfmit S Sienderness Ltmit S Slenderness z S � lendemess s 5� � Between S,and S� z z p 5ingle web beams bent about _��"[�_[ 11 Zl Lhlr,=23 23.9-D.I24L,Jr, L,/r,=79 87,000 p L - .s�ys�.n•vyf +r v �a� ��x „�;u...�k`"�iP'L`'.^5�^J`Y.„•.. :<'�." ,,....,ar�n . o strong axis 1 ��:a�� x y+,i��i. �� x„a .,,r,ev�•., ae'+ri';,'x�".�;i,,,.��.>.';�c; �?:���:�;ri�y"'i.� ,..y� �r.x 2 ,.�x;�.,*J�yf`:o'i} �T{r a�,�t�`;�fr,��°y:�>� �Mw� j't.�.�5*d,�,."Y' �.z..,� +��",i�:s"r.�,.. "ix�.. j''" ' si ��. �I' � �+i'P,' S ���C ;s �ti,�. HdY, �.,���� y� ;k i"'" i X x� 5'�� 'f" S...11y � �:��A b v .�25f',. ..f�, w�• �:��Y'�:�i'��;.�+��h"T^ � ,��' ea" � �. N �t��s� �<-��ty�� u,,.�& i�' i�:f.x-�'�S':'✓z�r>^r t Em'x�'�`'J.'.�i�2'•"�."4 u�k�h•:��".:�s�;."��;,t�°::£�;� COMPRESSION Rb,� (�R°��R" ZS R�/t=28 39.3-2.70 R�,/t R�� Round or oval iubes * -8� Same as IN BEAMS, -C:rT"1�1� 1`Z w��:�r�'�H�i,�,:°�'�:��b�,�i�? p �s�,,X,ia >� r�; �rs�-u� x�;-�F.,<s:;��,.: y�,...�yY - ...»� �`✓,.5'F v � � �t' a•"•ej��.?��"6 ✓s��,�f„a`rµr s":hi°T. �;��'� ��•g,'��_'�F r �'' "rs:^n�'c,r sie,, 'i� � '�"T;,fr�"v�, 5eCt10�1 3.4.10 � .;.�y i;�j. ��&}��fi.�a,�:��k,��sw{�v.An�� ��t a�„ ;'���`��fi'��s�'^�� u., rr•�Z��c��``r k,. Y extreme flber � ^`�` y� -�` �� � � ,��:�� ,���a�� ` ��i 'a.� .�fi��~• <'&k'��'' '�.c.., x '�'+'i':e�:i^"' gross Solid rectangular and ��~ � 28 d/t L�,ld'=13 40.5-0.93d/i Lhld dlr`L,,ld =29 1],400 section round section beams -��d 13 �'��'""e..��:��'�'(�:��r5�`�r;`�""`..n�tlfi^�l�yn� r°'�^�<�:s�r....,_ ,- ;,.�;� . , ... .,..� a�;;• " z `�t'i r,�;°"`��.'��-'ifl,�r'dz•�'� x,;.�,-4Q.3�� , ��',,.':�t•, i;'' x' (dl�) (Lhld) t�+5-..�,'r,"r r�;r.;,•s�eu,.r (�,-�y„�.,,��:�",�.�y'-i „� .,a;i1`9'��aVf Y-�1.�+!ty� q,�il1 L�lds=,251,;�,4::� .a. i !:- .+ �'.. �, ay` �i<.;u�,'k4.�..v"s.,,tc: .3 j�:ti� °;"{��`v,2t>e a�N,D,Y'�1^*:.'•r`1:;•,1�r"�S Rectangular tubes and _[]. JnI Zl L�,S��5 7�,J =146 23.9`-0 24 LhS� .5 I,J LhS��.S !�J =.1700 24,000 box sectians •L � U 14 �y'yF��,S"�rd{S;v ,f.y'a�:.�fr°=s�t,.^;et���dy�`-,�'�r"��� �i �#.^�4�5'-r},�' nf;:`;,.M;.�. .�x} ��3 .s � . LJ �;��.�_`Y ���ja'�.."ps`',�"�y' ;P��nrr+ "'�,'^ z`3";✓:.i�=mi`;��`�,< .�r.,,k {, W:..,s• : .�Y��;y� ?��;�,�-s����: 1�.�'.<"«'�. £'<�f,���,' .FrFi4".�.`.�. + �' �'a�'i): 1�S;c ��M1:���"'yg,:"�z��s�,?:�F ;.E'r:��E'• >.'.��_�i ''Faf�3�.Y5��+.z'�;".".�4,d,�`c�..�'„�'`I�...?�.. a�`�„�xr I:T,."�'�2D00, ., (L 5 /.5�) _ �•Fw� �ti r:.`�'-.�.y`7.'��x`� `�*y:,�'p���<. $�^.• h r v Flat plates supported on by�-� ~b b�� z� b11=6•8 273-0.93 6/r 6/t=10 � 1S2/h/r one ed e 1 5 e%i�p�' ft,S•"x. r�*n�ry:�y�:'�i4w'"'=�`7=�Y�S^�i t:ni r� . , yt. .. � �.x P • _Sr, � � ' '^ g I C � �k�;�Y��4� �� �� �r��N�,�.��. ���� ����--�= ,���- ;:Y. ., �.... -�:y,u:. �:: �:� ��.. � r�'3? � 'E�*.`.li .J�'s .:__vs >,.�.�Is k�;^ d�.'�� xs,t q ir r5 � ��,�t, ,��";t"�/ .,i' A. , ,, �:�5 F J's ':.£ .S'+f' mfn x�L Y�'2:.G`�,.LfJ,.1,A /� j v> Ni✓••�Ft ��;� ,��t'i'�t =r�ss„,�.- �s,"p," 's>t'� �.��r:`�' �" rb 2' � �?:su i.'•'- ���- ?I b {'� '%`rf�` �� <yy�� ,�.:'����rlr. -�2:�;s;s�v.` �'?a�,�;��?;.r��;.irF' ;�,c„��u� .r��1� .,7s+�. :»-`✓sC '.�";� .3„ :yL-��A�w.�Ytn&:a COMPRESSION Flat plates with both � �b��b f"' 21 Glr=22 27 3-0 29 6/t A` 6/r=33 5gp/ ^ (h/r) / ` � 1 �: ;ti�•.�..� .�,� IN edges supported ' `� s R,'��'"°`�• 2id`��".�,�'�',�+':,Q�>.�,�`4;�'.`P"�'�e F x �'f.'•�s��'�;^✓r'� -"4 r;:, >. S.Fr„�- •r � T :i';'�t'��' fiv���"���:;£r�L�o-,✓i'���..:t'�'�r�>y�',l px,.�.''���]"M�Y�rv..,.F.:.,,;•`' 1� � }t� �}'�a%;a y x''�'�{•�-[%`�7 i''`�d,:,-:f� o�;.�-„s COMPONENTS ,��+.�t;;�.„4a, �� g3� �,�„�v�>�,�i�,:+(+�`.�%"�"�'"=;F<'"�,�2�:,� Y�i}fa=+�#�' `' rr�-,��,.:�"3�5�0!�Il,�=�,�. �:�; �` ,�is�i�'N.:� .�'I�' •�' �- a,. �;<'.� � ? l.a:r� ��i�p. .:;:y'k;;£'��5�:� t' .:�`u'3'Ssr.ra.: a�.; OF HEAMS, Curved plates supported Rb * 25 R�li=].6 26.2-0.94 R /t �[''� c � R�/t=141 3$00 (aomponent on both ed es I \ ' 1 V.1 �,r,�"5,-"�%��-�$'c:�l,;,�y,3';�",�`�S`tTjz'f;:'�:rfusy',�, hx;�xw�"�,�r#"y"'^s. . :t^.z,�;r�%.�^'S'.i>� T F �+ ,�,, . .. . ,..;.�.3,.�.T. �--- � g E��:1_{�h��<q�s�:� "�'"st�t`!�'��"�����3�F,��.���-�,���S�;�R<ltr�f;_-,�� .k„n '�,"'�����F�.�k (R /t)(1 + R l�135)- �a G �z�,�` .�� s : e�-;��� :� .��: 3 � �~:�::��>�`j ;��• '9D .�`:2 b . V n under uniform .;Gia� ��M�r:,.F,r a. � �„"'.���, �,�s�:� -��=-r 3; � ��.�`. s-^.�:,�°c�'�'� ,c,�,.,. compression), Flat plates with one edge gross section supported and the other �6.2 See Sectlon 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 Flat plates with COMPRES510N �� - b �7 Z$ b/I=8.9 40.5-1.41 b// b/r=19 4.9D0/(b/t)� �N compression edge free, � - ,�, , , � �,� _ x H s�=¢�'si�:s�xS?` '+�'.�:�s;,;:ca• _ry,-s,,rs -,y�.., x...k: <..,..,.: �,. � • ,.,� �� ,}'� �iL <I''� s.� e'" ;,,e-` ` <• ti r� ,t,^ :.r, . tension ed e su orted ,�?'�: ��s��;� �"`,��;i.'�f)2.Y-�`T�='�^`��''s :«;r�Y ��,: = M� a ,V r. � ;-;'h.?rf• �>., -; NENTS 9 PP � ,��. �'x ,>�,�. �_��� ;�� rdti� ..� -��,"�,s :�,•_'�`�°�'`�bl"r�:k4{�E�w� -z'� �,9DD>�b/��.�:,,:s^;. k,�� .N�nxd., -.y`s d^l4 1 �?x�,t,wfz'?ti�.�c'.�st x: ��'>�,.'����"tr' ,x�t,�4a+'.`.�, � "`1�,.� x; t:a.����tar COMPO .:Fa. .x,.., ��- ,i...-':rr�•se�> '�'� :z.:� "'�i`It; OF BEAMS, Flat plate with both edges Lh 28 Idr=46 40.5-0.27 Ti/1 !�lv=75 1520/(l�/t) (component supported Th 18 :x�„�f,;':�;rv.�h�,�;+��'^`�r';r�i�rc���+r����,'�..z'°',�; `.�;'.';ra i:�.,;`;;�;3 .>k^�:;s,�:•,;::�'�rA.. ,;d:":„,<;v::' ,v,,..,��.:k�; • I1. � l: � Y s c,,�'c"'' >. _• ,y,.F,,..��„r%.'y�• , .,,.... v,�"J,�-,�8.r- §w re�� ~`;�`s- � " a"r �� � =r i#.�',;.:;� .f,' ."�.; z z y.:x;, •,�, � �`�-,�;�,�„'3, ���: �: „��� �3 �:�•�,�, m��# ���h',�� ��'.95�'��".���- ..t kk•`;LS�OI�� }�•' �'*��• undef bending In �c .1" �F•=�,<� >��,'`�.�',�'�,��> ";zt�'v`:�,'`Ca,r�„��' n. .r"�'>r;'�::'.�t:`�;x�:s�:� <��_ � ; `"° °!. �,,,•``;`'-,k,•�. Flat plate with horizontal .[04d� �N� � �`x���'f"� '�'��' ��"�'us• -•C?'rYt!x•,. 3..��rJ" .x�.a own plane) rI T�d 28 h/t=107 40.5-0.117 I�/i h/1=173 3500/(!dt) stiffener,both ed es r, gross section s { - 19 �k'��`�n:i..zf'�ic�`i;�z ts��-x'�f�"<.�v.�awA�%'v'Fy�.�•���,'� ���csi..;�'�l'X:r;?'x^F'°a� ce+�F..Y ��it.' '`�'1r`a:„;:. ,,,,•`}•�,y,� ��g,i �� I 'Y. 1r' ._ k �-�; M �;+�:»r`�° �x..;yx, ,;Y N�.t.:, iSA; ':`�i�.•Td,�i. :,,a',. .��w;o�,. .. �: k�''W`i= SU O BC� L %� �.{1J,. a i� 3c < �3`' ,r.t x'k �r %T" ` 'Sn 54�:•"�`_4:: �r�' ,��, PP rt r� �s:�;F �_�� �� .�;� s��r ,��,��,�. �. � � , ��.�.�_�, �' �.� .��� �� :�� k�;�� .�rv.����:�'•.�'����,��;�x � N�>'�: .�.�� :�s�#i���i' ,���. c�e:.r ..r:, �vl >} t�a..PK:S;.w�:.:z���rr7�x..�% �k�3'3� r K�:»tr`S„.> C SHEAR Unstiffened ^ 12 h/r=36 5 �r=65 9,000/(h/r)Z ` `T n I 6-0.099)�/r !/ 3 � flatwebs 1 �-�J 1 LO :�`�?�'�i'-�"-�.�,»"z�;�v�."e:�'zs���.�UM.' 'yy�,'po�."S 'XB3��4�rF`rrbJ.t..���;`r,5�.r.�a" iX3%,r"i` '�""` ' ..a'.�;';•- *u i.'z"�. � IN WEBS, :,�^,•` i �•,�s..�r r�',c"�„r 'n,'^,'`df k�''��� �i+7.t`'k7>�'° y •r. r r''K''%-. .k ''�,•'i";t,s,.•' � � .� e ,;� E� a�s,�v ".:;•.s.,Y•� � ra^ ✓�s> `.G'i<. � " �r x•::i� }� • ,�.. 7YE>. V =,�..'E;rs�, t�„• �i+ti;�'m�.'�'>` ��;�t3 ,"'cn��.��"�vF`""��r t�?3'f„�.. :r°.�:. •x��t � s,^�i%�'aL%., n�,yJ° ��'� �,.�t/t ��;�f;, :� ., ti � �'A NM. '�;"';r`�?; '"E;aw'�""1" .�'.�t�.. '�,v^�'i tA V i }'i ...�, a ,t,,., +.,�. �.S cc:. ^^+=v.' ae �& ;;. .�E<�4;x�a<.�h...` 9f055 ^ � .� R. . Stiffened flat webs �a 12 - �2 section a a r�i n�/i=66 53.000/(a�/r)� 2 =8 � 1 �.� a /a Z I�z���� G 1 ?�,?P" ,�i'�-^r�..�`.�'y�Ks��aa�g"•���'� '�¢� ;�����w r'� '.� r..^`�:M":�Y '-'�t .ro�`. �{J':� -,7>� i.i'�P: -,'.�¢. 1:y'�'M• •, « e 1 � 1 2� `����,>r�H ;.",,�:���;Taar�r`_a..,�F,��p�Cr';`�°;qt ',y,;r�r'aa?`"y�au;� '1^'�'r:<dn r�,.;r> y..,. .p '�i,c; ' r,`.y: :Yi,�;$,/,�i`ryq/,, i��>„iu',YaY. �s,�ytw�K�"1.�4'9 t�3 Y7 tiA a#'4K'''� "V,'H�V^,,�.'ty���LJS� K `�ji' S��i.$�Y'�'@ iY`.�•...,�N�(f"YY'CU,�. aC`il:• K V�7 i i �"'�:a,:.i,,...� ��:'s r.Y='T a�E�z .�,��S^'��.� �':.a�,ev;i.�s`,�:'i�'�cx:a,.Sz�'i�^�,s,s�«•:i�8.""s%�.�'�4H.�.�r,�r:'YS+.w.'"'�'"'��'� "i.tS+yi{����=n�i z,A�� t,�:y'i..,a,.-.,..7sn k: S se�. Table 2-22 � Ty, �f Stress Type ot Member or Component 3 4 ._..owable Stress Allowable Stresses for BUILDING ����=���'�� and Similar Type Structures 7EN510N,axlal Any tension member 1 9,5 ���?`��' ���'���� 6063-T5 ..�, R:S'.r,.xpf_r�9 Rectan ular tubes,structural �z'"F'�'x� �M,t" ri g -�-Q-� � 2 9.s ��;;�;�� Extrusions TENSION IN shapes bent around strong axis ��'�-��n;�� (Thickness up thru 0.500 in.� BEAMS, g�`��'����� �. ��'`�'t, Round or oval tubes 3 11.5 �;�:�$;�,s extreme ffber, ���- �;=i;��� �„`�;�-``,�_. net section �'��`a�.."Y''i< WHITE BARS Shapes bent about weak axis, ��Yx�'�`� apply to nonwelded members and to welded i -F-�+ � 4 izs ��.��:.r� bars,piates ������;Ai� members at locat(ons farther than 1.0 in.from a weld. ��r��„: :�,�'.�'�1p .f,:...�� .�'�T.'�� apply withln 1.0 in,of a weld. On rivets and bolts r'J 23 ����;;��; E uattons thaf straddle the shaded and unshaded areas a ! to both. r�;,,��l� 4 PPY BEARING ie.�Y'�?`°`"�` On ilat surfaces and pins and on bolts in slotted 6 15 ������ 'For tubes with circumferential welds,equations of Sectfons 3,4,10, holes ���N���,� 3.4.12,and 3,4.16.1 apply for Ab/t_ 20. Alloweble Allowable Stress Sec. Slenderness Slenderness A11owa61e Stress Type of Stress Type of Member or Component 3 4 Stress �imit S Sienderness Limit S2 Siendemess a S2 Slendemess s S, � Between S�ertd S� COMPRESSION - kUr=0 8.9-0.037(kUr) kL/r=99 S L,OQO/(kUr)2 IN COLUMNS, AIi columns 7 ri•E� �•.- � -•�-r - r�.- } � - - -• - -- axial,9fO5S �'ilaM"%b�za��,�'u'e":�", a,�; •xa�•;s��=":i`.i.' ;F; r�,.�+^'.w�",r"..,.;.;, ,•,� ,i�i';�;"i ,x:"'„t';,, `+ ,�.,F-�., Y. ,�� u '�„°�`,'�".�.�� :�'M'`G,;;�;<1,,.. -,,. r,,�.,� �%: . F's^, `" � �1 ;= ,f�y,� �St oj,p'��1.� z�" ,'1M^ �i.rt'.F.yfs.,,�is �,�c `_ i��,:':_..... �' v r ��" r�j"n:3�s. ��t����;,Y: ` ��'�f �` E:�w�3'=�; �:•- � � f�/ �t �� ��z��`�;:r °.,�%�;;,�: ��r�lfi�`� >���.���, ,.�3,3�ki.�r,;=}y "'n �,�''�k�;%x.<• 9�.ra�<.s�'w ,�t., a•-.� section � � .b ��_x :� a 'i�s r3::'�Y3i. nl>. ,5�':�°f t, R,..,�3 „�4*���M�"" s `.vR�'�'6��,3�.�%»��*;'<f�+,.'.�', :€,9�w,,,�,`';�,�.r,�q�''•'•��.���,�;f'°a.,'`.�''3..kz�. .T:r•r%c2r°' wx*" ��?�,.`d..'�' `�%�`.',�,".�r�`-;i'�oY'�a•. .,+t+:'`-""'d .,S:r ..'N.���i '�''."«+ x�.,. �#` .� ,.xt 's,, ..�r;,,SY> Flat plates supported along one 9.5 b/t=23 10-0.22(G/�) b/r=16 IOII(GA) ed e-columnsbucklin abouta ---- --� 8 �sx:.�;��r� „xg�s -�,��rrr,���;�-pr.z.a ,�?? ;��r: ,.�,=:�•vz�'d'y�t�;..;;f�.r,.._X�� `�*. .w<�,. , �, •,y,;,...*� �� ;� .d' 9 9 I � „Y;�'h.::� ;��;; m; � � , <<;,:a.; -r axn,;.,..,�����.; �> f��+:`.;;•r.•:,'y_w�.. � sbay„„r �'>*'�." � 'V�U' d:"� �i'e�S•,-r' Nr ¢Tic. . '�" �. a;Yy�' ' �:R, r.;, i,�;.,=Pr .Iff'y: a�w¢' �C ..F"��,1•"�2.�5-,..�.�.5"r:."�. .�"�.. �.r.�'� a,�,-t,�. > .�.a,r'�� �.' S.,d.- s mmet 3RIS s�";�ix�u'"�.g� :j�'�e.im� ;t� :3y�;�#'e` t��^krT+'.=.°;.4; �.�r.K�i'�? .��3,.i�ufi:��i.�ifli:3.�3�h�'r• t i�:i-':;�T,�f�''�wrlbl�'bs ��' a�•; Y �Y •i'C.�.:. «f ..'��':,�;,:s,,��' <��r�:.i`3�': r �t:H � X.. ''r� �^ i�,1p �i,".:i ;'�^,.-sr �� "��... �,�N^`%1n,. :�. $^ S,� „s.v:� �:�v,`,'°�" 7 ym�i'�t d-�' � �`""h'r, a""� �1,�,�:r a ir,��;r �.s,tzi.x`+mr.�,'�;i�;'v�d�?£%�:�v�•`�.,�r��.,...� +:z{�.v, 7e c,saa.i.'s:s�- ��. & S>' �`,'<-,`•s :v v-£�.(,'x 3T' .��i e'� ;�r"��-: Flat plates supported along one 9.5 b/r=2.3 ]0-0.22(bA) b/r=18 19701(b/r)2 edge-columns not buckling about -- --- $.1 �;�P�.i�r.�:�„r�, .dxM �:°^n�.:r^�;r. ;�.��•Y �r -r :�:;. . +;.- Y•s- �:�„M•. �� �� �' :yr';`e,�w'A�":.x .�:r,�,'e`^ ..�¢;;,[ �s.�s�xMa't.,s.. '.f�,wW,h, '��: t• `� '>`'Y�"'': -.5��''3�; sn..y":;`,4'�': �';4 3s.!.���� x ;'s '?,.�Y• '' ��Y`�s�,. '6a`^"�!< ,x 'S���zr,=�,.,�;,�`' zij:,"�;J.;,, ...4".,y" �� v .y: '�Y'.�r: .r�s as�` s Y "'si`"M�y n; z. •�3v;s� ;,, fL J Y'•<�.`Sx� • T... �a`�. a�' 2• a s mmet axls �,'�.f�;�� s�����y >�+u<�ilr�;.-3 ����,�,�.�;�. 1U.,� 2 b7! ���¢#:--�"�±s��bC.k..�8'�.r f���F •;�':,-;����7tllZbIQ,[• :'i-f� Y N ��. „ C:�,d fi�.�.,.����7A:.�.;T{.4?i. >y:>lbek��,M1'G� ��.�i .�5��;f'm^�Syey��a4:�I t»^A. ,. p . g ,�..,-:n`., X v:D:1!.E �x 1��5• � Ft!"'.. E °sk:w�"��"['l:tP_Flc9:s.�dK'� M;,q.�1'i.J:M���,"e�,. ,.a. �rF�u. �. C'e�, Sie...R6S'.'`",�e2�,'w& ;z�atr'•if,^.�''Y" �R v� .rYjr�%w��uraP[�.i 4�.'"` rn.'/:=A'S�',^v�J.�a''1x^.-�:+�9dn""nY'/.t#`u' COMPRESSION Flat plates with both � /""�.C\�� (f 9•5 b/r=7.0 10.0`-0.07](h/r) b/i=50 W 320/(G/�) ' V .7 "f��';',;s�tkY°'.'v..' .x .�n. i.�k�;Y.� ;�� f :�� t. .. <-a� .. • , vur .k, .t^ '^'f:�y �;�w ,f��� •ss.:S tsx-K`: :r�E%,,,,.�i„a "i" ��:S;.i�;k`.�.i��rKS;T�^':.,' �•r:�7r ��;� �r,r::�w�z,. :�'�K�.;;.v"��` .a (,< � d�'t��'�A � `�.Y;C .S. ..'r '.`:"-�.;.:1,*�Yi• �d�I� �= edges supported � � � •:,cz G� ;�� �- •�+ r �N b 4�? S. s 3�, 5 'r�i��it`^�'�7. �c.. 'r�"�� r� i�;�w«e'� a. ' ^pr, �•+�X'•• „ !rl w'.,x,•x.� "?s'' i ke;r��,sr� �r. 4` .i�J' .Pr,�drv.w4 ak-fr+ �, v...-',%�"��.:�`tS � ,:.%'� �j' ��.t3:"'r;'.:. COMPONENTS 'n���6:� ,c� ��� 4��3�'';�t��� `= w;���"�s�•�.S�;fr:� � �� .��t,-��>^ � •�'s,:E�, y�2f)1(bti)�w"��:;i��, >;�s-:;r�i.r.:'Sz �s>.. �.:Y�>��':, f,.;.r..,>.�`��.'x'.�':as..t�:v:..;:�m,• v,s;>a�,�ti�i:Y'�. i.rt�sv.�fi'i'�aa,: Y,si'r-:.:,§ ;s.�%k�m.a:.,,l�..�w�'�,^r•..,.r..r..i�M:«w<w OF COLUMNS Flat plates with one edge gross supported and other edge with 9.1 5ee Section 3.4.9.1 sectian stiffener � Flat plates with both m � edges supported and wlth � I I 9.2 See Section 3.4.9.2 w � an intermediate stiffener N o CuNed plates supported �h R, R,, 9.5 Rn/r=1.2 9.8-0.27�R�,/t R�,/r=270 3200 � on both edges,W8115 Of 1 0* .,;r�„x��-.:�^t?�'�'^.�'�c'�.�z.„.r,;,�,,r.;� �;,'�,c,,-,�,m:,i+!"-;� ���'w.;�� �;„�,;.x�r^,xz�r��;., -x,-ws"'i,t.�;;: � -.F ?="3�:z� � ��� :r d;� ��+' �^. .� ;z�,,;�:�r�r-: �':,. _ t�;� v;,;,.�-•. _ '=�"i` (R !t)(1 + R /l/35)� ;,.y�� '",�t',�3jC; �s f` `�r:�+.�n �;-':"S . 4�- z �7c---�- N . '��� ," �. �� �+.. �- round or oval tubes � :�",�;�:'�:�`N`',,�� ,'��,�'_ �1t�'�ll}��s-�s��;���s'�:�'�"0��2j``�I�.��j�Z,f.�'�,�`�;��;.;� 12`li,�;�lll,'�+,��";>� e V b py�� .�� >�:,2,'z(-,`�''���'S•�b vl k�'� ;'c3a'y�{. ,5;;.'.x`,.�`-:>i;s'°"'...^:^•„�;`J%` '""'',,`�,s'-`� ��,�'t•'•Mwim.t�kx""',%`��. <�z A, t:.wx , a�.,i'�.�.d�r.F ,:, r�, �#.•.�:K�-, rx>y i 4` :�. .s?7fi:.;;'u'"�, ,•,��.s...:.�..���u� - -^. I I V ' , � _�' � � � . � Allowable Stress Allowable Slenderness Slendemess Allowable 5tress c Type of Stress T e of Member or Com onent Sec. Stress Slenderness Limit S Slenderness z S, YP P 3.4. lendemess s S, Limit S� getween S,and S, 2 � N9,g Gh/r,,=28 10.5-0 036L�/r� n Lr/r�=119 87,000 o Single web beams bent about _ _ _ _ 1.� ,x,� ;m;�. ,. �� z T �; �, y�,.> -+>- ;f,r:�r.,;.� .�,tt-�;,'3; ��t'.����� O 1 ri���k h.;,, • ,;,r! �.��. ••.. , r,`' ,.°' �"�.iu,`.. i.;... ��:at.' ��}"''r��� �L �I' � �`..,.�q ..Y,i.fi ''s� %,� '��r�.:Y„� 5,'..;.p�i,•• ��,`. `w� x � Y,` n` ;s�°y h p p strongaxis K.x��;5„a��w+xs'�h�"�;,�r+�•�l��:s�q�?� ;;-,��-�p.5�h�;�,Q3 L-f`t'=y" �'��:`>;��i�'��,���.� ,-�a, ,ars"+������a� e.:��S.;�i>t .e'"�`�`F�=.i.����.h.a":f .���•;A�,i'�'=.�;�:,���,�..,.;.�x•-ra:a<t�.i:"•eN�::�'S?f Rb Rn Re 11.5 R,/r=43 17.5-0.92 Rh!r R,/f=140 Same as COMPRES510IV 1�* „r; t7�i;7h:a 3 :';K'P�:�;;, fzb3'� *;'';� ',,t4 � .t�. � �t..;� ,.'rn°.�.;�.''_" T'." Round or oval tubes -�}��- ^' ��`"tti°�,�t;�,�'« "�`'�, : %� "�`�,��" ` "'';` 'w' �:""' .ai.. �f�� Section 3.4.10 IN B AMS _ v 1 �'�,�,��"�yat�,.�,.�;����•ti i >,•;,� r •�;;�� � x t�<����?.t� �,',206� �:� � ;J:s E�T'xa� v: ;;��w»�I4j�,t� .;b2 =i���:w� 12:5;�,.�,���j,�'�``��,;�,, i�y/.C. ,,,�z�;�',,,x � �.;�,'3,_s�:y.x,ts,��;xW - i..k:.iiN.z s.ln;.�sg�r�y�''� � .� 'g�"!ir P.a. .J,:^.r .t..�`c'�'w�l7�:4. ro... extreme fiber ��� dlr L !d =45 11,400 tz.s dir t,,�d =�s 172-0.26d/t �hid h gross Solid reotangular and � 13 "` . �• .: �.�•� •� ,.� Y� � .z•>.» ;:�:.;��.��, �.s.� 4� �.,;��� y.. ; �=„�< (dlr)�(L ld -r �u' �:�" �i��� 'N,`�,',r"',r s„�;�:� r ��•'';�',��� r� ,�-�----�, y<,,. h � section round section beams - �d M���'';8'����s' �Sd�,S �•L`!."i.�3�.:;�',;��"°��s�`�-`�=2�zt�t° �f�Y£y-r.���i,�i3t1�L^�/�E'���}�k:k.,f I �' �r�:; �t�:�� �- f� rs�r,,: y�,�y.�'_ 3,�,>�_V r•.i.'§�;?s`f,Y�:... ��?:.;s�� .,�t�.. �'�kr`r�� '`�i'�. ,�s'.,:�.. .�a�r� �v�.�a r.,"?•< r:. a✓.:..'�a v,s. ..w..,:..�:.:e�>m3,r ,. g'S ` LhS��5 !�J =204 ]0.5-0.070 LFS� ^S l�J LnS��.S l�,.l =3830 24,000 Reotangulartubesand -�•� �_ 14 x�, . y ,,,, ,..�,., ,,. � y • -� • ..�' ,.�: *,�'��,•:,,w,s,� ,:�.>-e,�� w�,,,•;;. � :,� ' : box sections .��ro�:�>�a =� �=5" ��X�•3,``t,�2 Q`:>:j,ii.3��. 70'�L.�'„:�'I�`J f4-`L,y��y�'.� I�J��-�-�•�J 3t1��. �Lns< <,� ��7 :.�{+Y, ,���.7'w �r,t�F.`.. - e� �;..g �n'`h�a-:�'t"",.aY..�h^ s'}'r ''Y`it'��.,iTS�.,. 5 � NA.C;4� i tt »`'Y'�� .l:7` b �.�, ?:�3i3 F�' .:�£.�iLr tiJY b1 r-I t-b 9.5 blt=8.5 1].8-0 27 U/r b/r=16 120/(b/r) Flat plates supported on h-1 t- 15 , , �'. ; •••; -•`�rY� r � • ?3.' �;+..��+'J`:.���= ;�?;;n",:°k::c"-,=.. ..��r���<. ..^ y�..wr%'"` ::✓•'ix'xf'w�r. ' ' .:.A'+`ra"'':�:: ' t ',.¢4'i'.'�::� r?�^"""�; �+,�� ��m:�,»,� .`�,�t:� �.'� +�">};i ,.., �.�s.'���♦ M1 r»r+�:;., :,�,-" F.(a`s^,ai" `j n::�:"" �tie�.;i�^ �,�" -�.,:..�•' ,� ;e. .�,s�w, ;� ;;�:.::1� ,.�;tA�:•ti;���"�a�?3:' „ a� F� � ��%�wrr��4J,b t .,�. �� one edge � [ nf ,�?{��.�� ",�r� � �s r,�v ��;r��.�� �,��5.�'`' �;��"s�� ����it-; $� W' f.� �r, �.1.�`¢� 4;,� <L�i � y 0 r•, r .i�� ^,X',� ,,.���;;�'e�':'i;' 1Y� s1.r?�.�:zP✓�:c�3.�2i:�Yt�:ir�yf."��r.r'" �",W%=.. „� -.<d�+'�1'"`.:��::%.'.�AL �asa.?'ri.*,i :�;izrFk•�.y.C'�;.:.4�.e'.�"£�x,., Mias4•.a�>:'=�.��•.SaS���''".�'s3A -1 b F-�b� 9.5 N 6/t=28 11.8-0.083 h/t blt=SO 380/(b/t) COMPRESSION Flat plates with both :A,. .,t� •„. - . . „�.;>�x_,.�„M:y•.- :�rs�ya^) r:r-„,`�:�,x•;:�>• :y-va... 16 �;�,fy".-✓,'�:�.��;y"ti�''.w'�.''�'v���",^-'z•�`_,:"�;:�r.�t_`�'%`"i:G:X"i:h,"3ta''7"�.'/<'�"}`i'�.j5y.t,'•'�,"� u'�������R:>` .�3,!!���'Y:ye�� °''s��T:�'38(�b'���;�:'�^.+Ys IN edges supported T � ��;_:?(�:SN' '���.�x�.�.�.��,;�Nrs';'"::r�v=�<;�� :t.F�,k��fi�a%,r�a�,��."�;�.;c�"„�,'�7:�b�j.�����:,w s ��^�;h.t��Marr��s��'w��k�,� ��e''•as�:'593�: ''s,;°q3,1, ,�,'�`�'�F„ ,z.e d' .�,h�.a'' �s... Fs.z�r.�a'.w.'a^+�;� £�:'r .r:a :�.�'.s:x ..:� �a: COMPONENTS V . 38U0 Rb 11.5 Rn/t=0,1 11.6-032 Rh/i Rh/t=270 OF BEAMS, Curved plates supported * , , ,,;,. ... _ , 16.1 r"�a< aYh'Ya'^rs a;<-�`�v"';Fa{�a�.�r"�w .�:�r�x�s,r.'F."�.'�,�"�" y:y;y....-5.• �2;p r�J....•^�i',_.: nr�������Y �Rb�l��l + Rh/r/35)x ���a jbk •{� y n, �.'�, ,sv '� +i'�, , < �„�..�'4`xtT',i:~�!z��J µ �s's"si � (component on bolh ed es � ������;,�,s3+:� ���;�...�;;�� �t�^�'�`�3,:����x`��`�'��; �:��r-������U:��'�`,,�;,.,";,,u,�.u��,�;,� k,.���0�:,•,r� 9 �5� `�����e�i;,� .:cx: �'rSyf'a�,. ." -;�`-� •",�k.,F',.a'�� W.+ee.^'.+c�;�£:r.,z.��f� s,R ,r..�»,=�� 4�;>,.�,,, z••-a. under uniform cornpression), Flat plates with one edge supported and the other � 16.2 5ee Section 3.4.16.2 gross secilon edge with stiffener Flat plates with both m edges supported and with � I I 16.3 See Section 3 4.16.3 an intermediate stiffener Flat plates with _ _L - 12.5 b/r=12 17.2-0 39 1�/r G/r=29 4,900/(b/r)1 COMPRESSION _�- b `�7 K+ity^•"' ,- +F < : , . ,u. '� ' .-�•'•--� compression edge free, � i� ��.�Ntec.+;��+:.aS i'��c�'�F;�wit';�,:t""� _ �z� r�� „+ i'r"�„� :; :�� -+`kr,�a,Yc a��i,,, x'" .9> �; 'i"�-aF..��'ir:s�'a4^ ''�`,�,�„a` Y J s..j.� t i�£'�,.�" , � "57.9 a¢!'�3^'.',�>y,3 i.r,,.:y;`F:.� °9�Y�{�rt *t:'✓yt:r'�;,,i IN tensfon edge supported � �,�°t��.,g:��tt;>�:7 `'��j& '�S/,l,s?'>;�'�'�`";u ,y;��,: +'�,3�a":�7�,,^b. Y lT>f >. r�'+ �.», k�r,`c>'` z �,.� ri..��v� ��5..;:r� ��:��...�,v.� ,.,}i,�+"i.:..w'�kE..�. �"r`-aiti.:7.�tt:k< <^'��\�� f.,.�:�r���.�..�...7:OS..,...i2eaxY,zm ':a'�S�'AT.. }t k> : ... .�: .�''.- .x�' .�.. - . COMPONENTS 990/(/�/tl y 12.5 h/t=64 17.2-0.074!�/t h/t=115 OF BEAMS, Flat piate with both edges p 7 , „�, ,�F„�;;{. ,���� „xu�,_ ��,„ .•�„�iKY`�kr;>,i�,�;„�w �}.,>N°r'r`=`' : �;��r;; q '= � h 1 V ' '�s^` %•�;x'`�`�`a"�f?'�`. "•',1; , '; •z<' ,�.. .�, ;,';��� " • ::. r��> TT `K�r �� a ,�.. t' ���> �r' �' `' .� :c.. *,- v;, u:,.,Rc.•��9 D� os": t SU orted �� �"=�� :�^�'j�{�%v�.5�'<=�c"r,;,2,','�•.u^'�a;' � .a��,;�%. c,.x''"s:{v9 1Y'�,jf�a"�. 7�,5 3x r�'����..�v".:m)-.<x,.`�.. � �iJy.,KiP��g.�q (componen PP 11 � �,�`�'+$ra��,.����r�;.�:�;.::�.��.;a,=:�«��.��€,a�: h,��,x �a"s:;;.k;��r•� s����„��:, �U�•�n :�' �, _ -a�:r,<�-, �.,u�: �'t�<x�..� �:s sz<:N,.�, 3z�. �,..�,.,i�.t�aE'�.t F.�.�+". .ct�"'< §. under bending in Flat plate with horizontal lo ea, ^ 230o11✓r .._ -� 12.5 . h/r=147 T., 17.2-0.032 Idr h/r=270 ( 1 ownplane) T di 19 '",�4:,�»at�.•w'^'� m'ir���.�;d.rr,_W:��r6s a'^i(sLrh�"�;"^`:'z'C..;f,..:p.a�K-N�y,m�. Fr�- _,.�Y,t;�;�j yf;;�^r�yM".f; ,S�,x�%��:� stiffener,both edges h �:`.,� ..�x?r,> •�.a; ;�t r�;�: !�"^ rjYJ,;;:l�= •��s �;�r;ti;„�. . . �� �, , �,,� fOSS S@CtlOfl a$x�c �i, 'r i,.^'",q::rir�°A x�(���1 .v„�a.��,�,,, i����.;�.:; .,,Q;�...�,�;..S:tjf,'''..�_-''����"t�:'s.t'' ,y�,M'''�'"�+�4147z��lr�r,�,;'.z„r;kr supported �� �M - ;� � -•r�,: <r, a�';" �. ��;.�„�4y �;. ar� 4 9 -.r'a-"�a�,-?3�%'.r ;� ,"y�w�<..%.�z:;3 .y.r�a r'��a.:a,.;�"��`.�:4R �RYt'�;•kNak '42w�,�,,.�' ss.vL.:C".¢4�<7;�F;.sF'•x�=i;.n�'�F"^:fi.d .'s=�s�.�v�. ;s4" ..� ..5...-; ,nx .. ,....,xx`: g.g h11=44 "`M< 6.7-0.027 I�/t h/�=99 39.00�/U✓r)' , Unstiffened rfn � � . ; .� � h GL 'V`��"%i` r�:�' w"s'�'�:���>';.'`Tt:��x;x;�'`r:".'�.%"rt''°^s'^'" ��''-�F.r:�:C;;;'�f�~�,'•_, _ ,•y�. '_ti�r.�.��.�� �r z ,�.r.�� SHEAA T a „� f , � � - ,;,,.�,�is��=3UU,r �`='', .� 9��1 /(.,) :xn �,;i�... �b-jFw. flatwebs 1 c t.�"^�'� LA 'd���' d:lE.w.ia`..AS7;.4 se�£..r.F,� Zi..C�JZ�ys3..�.��_ ij:..'.i�r`�3����e. M�.. F dr< �3� � ;; ��g�:x��;7erp���^p#`.4�'=.`"�j�Y:d��;r��i.��'x'� �r_� t..,�;aY`,.;..,''�`:,k=t # rsr;i� _ 4:,, n"'. ,w<tY.s�a;< IN WEBS� ��;�� �;n v� } �� •x �i,;�< ,ti;MR,,, ��r �•�`air�r:N�r�.�::�:� ._�< � ,.�_.;��: - ' S.5 n�/�=9R 53,000!(n�/f)x gross Stiffened flatwebs T_��"ja��� T� a. i 5.5 - , � a. T� 21 rh.�v.'T.��',i�*,x�.",��+."!£.?<;.�'�%:.f�<.�yT��,rr ry'�� :`YCY.`de �'G',?'%>.;»<<.i�y:.�`�iY. %�•" ::a :.��,:.,rV� „Ytatr��»;f ::q:.`1�"„��"� section z 1_11 1 T.1_�1 ,��<,., ys�.;.;��'�;^;�yN;��:,3,��:..;�;,rf�%�`a�R �Y��•,..,��,�� ;cjz.5,i���sn,;c .ri.�:�'z�"ti•/C.W}�7�`•`�;� x:; ,�53;ODIl)�¢i3t a;,:"���rF.;� a =a / 1 �0 7 a /a `�'�, • ;,-+ �<, f F � f " ,�, �z.;.. 7'` '-�°�' � ,�.�<�' � � Z� ' �F�l� � .'�*.� ,`-v*� r'r.t ✓ �1��:, ��aas ;�,� a:� s.1'�Y,�t.i,+�r�1: ;;u' �..:,cs��c�. .r,� e � ;��.�'",�`;, ;i° :;,. ,�:��.�;� ��", -�S;z �L� fi�:a� �:SF a°�.e,��K;4<�.,�R<:, z c,v,:: 'p.:,{ S se�. Table 2-23 ,- Ty,. �f Stress Type of Member or Camponent 3 4 .,�iowable Stress o Allowabfe Stresses for BUILDING ;����'���� and Similar Type Structures TENSION,axial Any tension member 1 IS �',,';���ar��& ��;:���� 6063-T6 :., ��,�e? Rectan ular tubes,structural ��e��-� 9 �-[�� � 2 is ��°•�,���=� Extrusions, Pipe TENSION IN shapes bent around strong axis g;�„�?�;;�'��,�y; ���gx���'�"E BEAMS, "`�'�'����� extreme fiber, Round or oval tubes � 3 18 �,��'";��z0� � � ''�'}..�s;S w+ net section �`��h'�`��,`'". W HITE BARS Shapes bent about weak axis, � _� ������,{��;�: apply to nonwelded members and to welded bars,plates � 4 Z� �,��,`,�.���;�r` members at locations farther than 1.0 in.trom a weld. �xs.�x=:5,: Rs�-,>����� '�`��'�,-�,��dN�����_.apply within 1.0 in.of a weld. On rivets and bolts rJ 31 ;����'�'? ��t��;���'E Equafions fhat stradd/e the shaded artd unshaded areas apply fo both. Y:�•-.�;;��>:.r BEARING On tlat surfaces and pins and on bolts in slotted ��,�r•.�=„ •For tubes with clrcumferential welds,equations of 5ectlons 3.4.10, 6 21 ��;��.s�; holes <i,.,�=�; 3.4.12,and 3.4,16.1 apply for Rb/t�20. `�+,�;,z>wS�i.,=, Allowable Ailowable Stress Sec. Slende�ness Slenderness Alloweble St�ess Type of Stress Type ot Member or Component 3 4. Stress Limit S Siende�ness Limit S Slendemess z S Slenderness s S� � Between S,and Sz z 2 COMPRESSION z IN COLUMNS, — kUr =0 14,2-0.074(kUr) kUr=78 51,0(10!(kUr) AII columns 7 :�;,�:r�»,,,R�, �¢,r� x r.'>r€�, _�. ��:.��;�;; � � ,... ;�= ,�;:.�-.. ;�, _ �,-�..Y:<fa��_ ..,�;-W.�txY;�c�,.<«.;���, axial fOSS �fPs_Lraa�e'�^�c ���...����i.�F�.�:�i .�%�'��`�': T 1 Ycl:<-3."9 `i ;��w. „ o.> ". _ � � �`� �:•e ds�.�. G. 9 '� '�"�` � ='�'"" �:... `�"' •';,'•;;• �,fi�wr,;:,: �a �- �,5�r .� '�..3'i� (� �' ;�.:' P' s":, t"�S"<4.r`":;:. x,�� �d t�- a;�'• �x; #��"�'�` � �_ m�r,.L,,3��" '1?�d;.�.. ,ix �,::•.,: '-i>,;., $eCtfofl a'.'��,�3:3'�*��;'"..��>.��'Tv,4�..: ���-x�.��:`kw;''�� ��.��`k��• s;y�.�;a..' "_ k,�r;�j�/Cr�,B�" r�'. �r�s �k�����x"•.s,5;�,'4 �,z., i+,�3 a �;s "�' ;' `� �' sS'� �p�:. a�` s �'"4�n,7'. .3�F.,�-n-`v�,3 �kc��.dJa+��, s.�<..'Ft•��r�a:�g.�, tN.F�va�,'�',���sK�f?2;k�.n<.��'-w?^�?'<�`- '::KY,��.er:� ,ru,,.�aS.�k�3a�d,:v�a:.i�'�.,;��^, �.;r.fF��, ..w`.����t Flat plates supported along one 15 6/r=2.4 16.1-0.46(bh) G/r=12 129/(b/r) edge-columns buckling about a -T--- - $ ;_ .-.,� a s ��,;v,�srs: a� � ����:%„Y`-�.x ��x� .s, „^u�.� -•rr»��.,:•:: •., ^7..,,,,.�r�i=;�., .� _..1_ �`� :4•.' �3�>"'" ,'8;.:< " `.�—'<y:c�, �:?,a,',Y.�r?;s`,��"�9�,s�y' s z .,rn,�'73�, x`9`'i�'.'• �'��`w'v�: „%''�•..:v^�''J':� S.'-L%i.�s G"�.< •'e^,�"� � '>i,�a���,-. ;�..r; i� i'`r. s"Y4 � �y,:� �'r,r i �h,x„�,., yr � � i; .r��<<,.�F" i.>C y'�q )s,, � „5� irm t,��• e :c.,-q .e.'�' ,r,. t ,��; ;, • a;K^-� �{D1�J;,�,��^L�< ""•3.�CY ` < �.�^ :�'+.$,r�,`'�` ;a;...-c`'.. rQ' x�'',','...- ,,M .xr t;•, ' r,,, .� s mmet axls r'tr�✓�6$�'�i''i` i�,:�'"�''����'���y� sw s5a..�rrr,''�':`�''�,.,��'S`.qi!.<: 0.�::"�,`,• r'r e' ��''{�;��� b!li=���?��sfsa i,, �c,+ 2� r'n� Y rY , �.��r��j,�:,�', .,, <,t ,�{ :i�. � m k �xr.. s'�. �' -� �r� 'L� �w�s��� .;,r�_��: <a!r;;.YF:�c�`.e4x�,� ,r,:' r�.s.,;„. «r;�::�"":�a�, *�� +4,r�v"�::.aY-s, .srCa;�`�-ai��Y"�,�:��,.�' r�;�?�4z^�.C:.�s•.�k.. .�s;�;a tE•. _�r�''�5x.°s�• .�'�i;i� Flat plates supported along one I I 15 h/r=2.4 16 1-0.46(6/r) 6/r=15 19701(6/r)Z edge-columns not buckling about -F---}—�---} 8.1 �;,�.:,��ti�,.r-.�'� '�.*,�'���:�;;��";„'����°x �t'��¢,.s � ,s �;_.n. ;n,, ,. �;3;�-�x�=••-v �.x;�s <TJy J<�Y.t`.� .hJXYJP:L't 1 ��� L I u r;"#' 'r�?'� v�x.�&,,.� ,.ed,`'.d" .n,�:��'y'>...^�+�,�:�e.a�.r.�£..";..'r'��i�:% »`..'<�"s�F': YSS�Sz�;,..>.,. �w -,':i�,t,�,,•„�£,.1G �"f£��;"l.y�"Cx.x ,;y, �f,�,'J �+�r, _�Slr...."�'cz,�.3; �%,�F�,'f� "''i:. .�„q k'.. _ r ,,�s,.�^i.^: :i;�"'(+`''.:'��.�r.,z'x " +y Z�jyv'*ryr} 8 S mmetry axis "� � r�.y::�` :j��n,.s'��,o;�3,,,a'�;,�,? a_ ..zm e"�' �s a„ ;� �1 �Ys,x'�;tr i;�s�'rs��„t�l,(�ill ez ,;:�:i�rb"�'r. t ,:�: r �z'�;.�'�`•x";c°Y;: " �.�1�'""�3:-.�, <. Y t ,�.�� �.1e� ..,�� x ;� �:•�:;�' a;�t��;;,����,.;, ��: �j� �,� k,. ,� � , „�, ���.xY'.L .e2s�i...%h:�*".. '°dct��`=4�'!��y..�a.�.2>'""�?�e�Yr�-G.0��i`-�F.�d���aq.^;t�'��,�" �.�tr.s�;#'d�.1zr...�X'«:.'tNs,s$.;.�a^'<'..' �.�,3,�'` xL'F`�;.��m'S'C�1'�`'%:s:�,e.� COM RESSION Flat lates with both H e ]5 h/t=7.6 ]6.1-0.144(b/r) b/r=39 4101(b/i) P F �. �7 r r,,v�r d a -wk: •.,-x :.r •x s<;,r� „ ,�1;�S�.y;^p� �'I�Yqn�•. � .7 ���sjt�is'"S"'';i�„�"lv:�',�:%{•F}i s�i�„`'„�`s,T�= ��7,'?1�� �y^'b`�rY[Tai";�'a•X�1�+�'��,3?r��;F��,='�`�"� i�,S��;N.:?���". .'�.,,�^YS„r . IN edges supported � ""�`��a ;s;�;�,'??,�',.�;rR�''����;��,h:� ,��' _ �-f<;.r,ny �� �. .y,< ,: �.�' .;t ,:� ,,rr�.;� .;�s �s�,�;` —�b�— i.r.'� .� �3 ;k .��� •.2 �4*'�z�s�`q`�f�?�>a.Y " M�•�s;:x•a, .S` §'S.v' ��M `t�r``'�a,.;, t�F^r�'.�<":�:F'..r���W. ,1 �'S",..5.� Y�,;`,�s �,�..�ft;��,'S+.r�:,,�„�5• k %:;�',,:'^�'��'r�'7�'�'.vNx, �.-`cs... y�;�as��'v ,�j:.,.��,K a..rf� Y�Fk4a`���r"',��:�'"••m s:�cm,�°x" { t�� �i':�;��i, COMPONENTS � y u;, ���: rk ���. b• fi'•��r x�k£ "�v s,��ih:;.r��., c � �<<'� ,, as ��x,er.,,.».,;f:'r. .�(.�e.�`� :�.i�:�e�.' :�.�S�,:aa �.r '�fi.r�. �- 3 ''v���d;�`�i�'.,,%�t!'n;"'r"�.au.�C�'.K.,,S�:`Ye,b 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 m � edges supported and with � I I 9.2 See 5ectfon 3.4,9.2 � an Intermed(ate stiffener N o Curved plates supported Rb \R—e R,, 15 R�/t=1.4 15.6-0.50 Rh/r Rti/r=1R8 3200 � on both ed es,walls of (/��) �0* �;r s'i v�.x� y,r gr s;; �'- - r,: ,.M%'•.-r�.�i�-..;;, s'.! 21i 4':b £ "a."` c=f �`.'��s�;:: 9 V ��:�3���,.:�3!'�s��� ,:�>ti,[.��"„s',r,�F:� """�:�+-%<���;��,�z: .�,,x,,�.,''=�r''T�"�x.��;:"�. a;i 5r r'..s'sy�'>y'�,'�&�:,.�;,�,�,j�.�.�-':.n�. 2 round or oval tubes � v � �vc.d,»..y�i`YJ.4o:�+'�t ���3>?%�s.� K h• *�'-��•�%�• ^�`1.,,t L�"�r �F L t3�i:r ��< �;:X h#,�t.� �R �i��1 + R !t/35) :s n:�r,+° �. *���3F�r' �S= d��:F; z'3�,�.,�.,��, �.',;,'� , ��. .':f�.{);,,rv.e;��r;,,l b h i "-`, .� ar. y,,.�t' ,t.„lF°t: e�� "',�'��P'° � f,�.?s�.�°�. "n'fi�.+'�u' a.,st;'Ki,.„'a>si;�,°';a. "f!ti�"x^y�u'�v,� .�; � �r,. aea^i�"R.t,sd'rt3r�'c. a;i:;^� :,5 .�'�'u�� :z, tt>�o.:,: ,..w��``e,.. ''i°��`.=- a <:s I � s 7 -� -� •---. .. ---------- ___._.__�—---- -- - ---- . .. �- --- •— - L' � � � c- Allowable Aflowable 5tress Sfenderness Allowable Stress p� 5ec. Slenderness Sienderness � T e of Stress Type of Member or Component Stress Limit S Limit Sx Stenderness z S2 C yP 3•4• lenderness s S� + Between S�and SZ N15 Ln/r,=23 16.7-0.073L�/r�. Li/r,=94 87,000 o Singlewebbeamsbentabout _ _ _ _ r�� r �.�x�,��;;�, �� , -=k^H�~v�:�'< ""''�r L (r 2 I E 11 -;��:�i.��,"�j'"`�: �s.x�.,�s�,,"r.�fi�;ce\"�����'+�'1�s�i"'s';;*'�'r�>'-:';S."r; ,-N ��r��. .�'. k.,,.�y".>j'�;�.r'��.5�'�r�� � � � � `s�c yx s `u w?e.,.'i �,a>;�s�`.N �a< �i�.r � a}}�.}'.�7,5 �:'�'���(�' ` h y stron flX�S p.�'�;s`6'�li,.h«.,c`��;,,«�i,�v„F� �€rc�'`�i'�m�iF �'r�r •rsf'�--, �y��'�'�:�'„'i:,.��,^�z,�����s�,,�',., �/�,�'w O 9 r�� ,�"(�:��„-,�^.'��'�„I`"7>��'s-:X i�:7��' r,�-"^s '`1 '+�gA�?.X�.x" q"�7�^i;+ts; ,��d''R:�.,. .r.`',3,.�.';;�3:x�"����s ,f,�.,, ..xK� .,�.�z'� :�>tb r«�" Re RD Re 18 �2 R�,lt=33 27.7-1.70 R�,/t R7/�=102 COMPRESSION , Same as Roundorovaltubes 12* ;���..�x"° +. '� '"��;s'�"`��'Ft�;>�:x�� �r�3R�. ,,�'`y'�a'�`•- �°-•' ��';"M``�'�� '�"4{ Section3.4.10 � � q �,. n �, •,aX r<•• �' Z..�,.,�rs.�.,•,�"5 s',�.5 s � , �i% �j.r..Y ��sry' � 'C%. �a��" �' °},rim,:,�•„� "�� a is y�`yx��,�p��a�4" �hS.'z;'t<'� rt�.Y Ar .:, 3s5�'c,. a.�'i,S.S:I,� �.n T.."'�e, INBEAMS 't'�'� �.}<���N.,�y�'��%s°'��""c�2'�!"§i_,, :r.A ����f.._;'3,U,��"�{l4b!' .ez�a ry h,�=,;s:z:b''=�, vs�a I .dr�1�':�^`f.: 1� %I H�'s �,�•iF.J� �c�:.'ti��`:�'a ��v'�.,.i•2 s �`i..i:Y`r;.`��ai Js �.�:'�'r"y°. �,; ��;«, extreme fiber ��� � dlt L !d =3S 11,400 Zp dJt L�,ld =15 27 9-0.53d1t Lhld h gross Solid rectangular and � �3 ,. •= ^ �����z�Lh/�� �.�, y�' ,��.X?y9'�`yx .:.t,s ;;r,rv„��w ?=F�..vr3�=k��; .,^�,'�'iy'i$:_.,�s' '.ry�e�-`a'x"z�.�, round section beams -I- d �;�.=:.�''k';,.7:� �'`` �y�4�,;`r�:.�='.�'�a�r�'" ,«.����• �� �re•�,�,x� � s.,. i �r�c,�C' { ^�'"'��`�T��+.�'y' o u�,txsnv �`�b's'f":a $"�.J`:��`.: r � .�Y31,t L,'�.'!„!t''_.���:,`��''. section �'�w�;=5'x .�b"�,'.�,��.>.<c;r�---�-�'r����-�;i� ?'�,��;° ,>.d'�k,�%�`:,�*���,�r�;;;�,�; �-:u-.r1�'� w� :�� ,��z ��`�u ���; .�„�<u:. .,� M.��ux,.�H- 15 Lns��'S I�,J =145 16.7-0.141 L�,S�/.5 I�J �hS��.S !�J =2380 24,000 Rectangular tubes and -4•_ _ 1� , , ,,,.�. ,- M,,..�-�u;<•�a._,�_ . A��<-%�� ,�3 Y+✓ i��, �c.a;w-� ga t.� .:x;c:^ .rts.�}�„ :='^.�`:"K q ��u,, ar., .�n k. ,�'sh �r:�'?"�.;�<�^�"m%!':�,'s»���r,<,3•;�r� y;y<yk.�n-71,:' :,', 8r,'.:�+,.�'��:,. 'v yr � �70X SBC�Of1S '�k�` a�r`��"�'�y'�"3�✓r r��` �N's��';•c���'�''u ,,�,h` x ��r.�:r � "`'��.` 'l 3,,,��,0��y<£ ��'A`St/.S f�,.� t ���{,.,.�' .9 5'" �.�-^�r'Y"z'�- u ;.Yt.;"•°P?��..� '�'.$�• �"';h4��� ��� "�,��3 z�...,, ,�,�;��;:�'"Aiw'�J�sitrt�.i. .a�%ew.`.'�s� .� '�'� .�:. �i� - b1 I--I rb 15 blf=7.4 19.0-0.54 b/r bJt=12 1521(b/r) Flat plates supported on b�F... yC �, ,.y ,r ,. ,,.nn, ,�;,,«;�, +� � , :,r;. ^. ^"F�'� IJ �i±3:�,,<�,'*o'f� �'iJa�%:"'^?y�:'ivi','.C,`.",r "A'2`;'9..i', ",�b�fi;'P da':�h�'%�".�'s.^, ,".�'a Y,�;�',� ;;�ro.,t�, �� v��"'l�f,-'�.,i��:.�^;) �:�n;N'r3 �.>,r�� ar=.�m;"''�1"a;„t};�b�ri,;�:'Y'�zya;�t"j:riJifi3��„.?wVys�`aF '��..� �=k• ,�:�' K >. k.{ .c5'w',:� �t«.�� a�,[I�J'�<,4�a�•.;•,Yu. '' 4;,.w �s�?�ti� �!: t �"<�q'< ,�r ai�eX � r ��t s ��a :S �`:�` ���'~.G�';'F �1 r.r ,.x.:s�, 7i-r „:� r,'�a.: ��.�`y�, z; rr +�a f .F r�„ z oneedge �'f `y`;*:��.�'`,���'y'u: '�y,Sy�k����-,��<�:�ati: SS�.�s.l�,f- •.ai,„.a'� �� 'n:iba,��` '�' :a.� �"�'�'.�'t'��':>f'.r.••,�,. •.�; �?�%' � "'+ �b r�b�-- 15 6/t=24 19.0-0.170 b/t bN=39 480/(b/t) COMPFESSION Flat plates with both 16 , < � -9• �- _ =" ` � /- p>a T;3.-x:��-s'�'x w,9.�H.�,,.f y�F.�':.�„Tk�s�C.'f,'hr�.j•a��F. ��nl�a„ +�'� na'*xnw.r. ri>:"':`<'r ¢�i JnYz^�;.£..,'�;r,�'..rnlo-��.<' i�'E" �i T .� ,+�,':" �' 'ta i' ���s'"' x�'y ��`�( �J �k�'' ed es su orted � L/ 6;w�;:�,v .��,�<nr�,'"�a`,���^'�ixa�;�R`� ,a":��' ;�`�Tx� �� {j-$ -�,�,�;�ir,y .� c �b11=�7?'�'� b�x.�s,• c:�S::t�,'q�F (�ilj��sr..,�r� IN 9 PP 1 ��.;,��'".a•���$n��:°°e*,;,�s;i,�,:��'.l�.:z;?vK�`,ar s.�:?;,�,rz.�t;�,>;�i��,x,�;�.a 5�,�:�','�`r;s,' �, r:?'�,f?;�.., .,.�: f =`F, a, *: �' �i ,� msa'Y ti a "� x, ..�r.%�. a,j�•r��- .s�r s:•nr�<., ,�' �:i�;�s, n, Y:� COMPONENTS R � ~ 18 5-0.59 R�,1 t Rh!►=188 3800 18 Rb/f=0.7 OF BEAMS Curved plates supported h * :r,..;--;<<a• .^�s�»•:-:n_•;p xy ma;,��s3 �-�s- ;. =-v-y�^� 't.�rv �:h�'-:�'��;:t�.�4af;`•t.�:=;;;��"y.>,-, Z ' 16.1 `r'"�'����.�,,�F ����s?i��� 5=�'';x:�s ,s����,.,; � �,. >� ,, ;_ ,-�;�;::: (R /t)(1 + R /1135) an both ed es `� ����ti �:�r-� t "� �?;n>,�;��'�:�r'Ozi: {j�6�,�M�fa cti`,qx":� `lY,�-S���,.` ,..k b n (component 9 ��,y�.,S.T,�,.�.x'�sd"W�'��x�n��''s�� ;�. �i.� "u,�r;�;�.a����`'�>��°;�"y�n.• e: �..,:�;A�r. ��a:, .r s��„ �?� �# f.�, � .a.r`<c,- ,z ,.��; under uniform � Flat plates with one edge � compression), �6.2 See Section 3.4.16 2 supported and the other gross section edge with stiffener Flat plates with both m edges supported and with � I I 16.3 See Section 3.4.16.3 an intermediate stiffener � Flat plates with _ � 20 blt=9.R 27.9-0.81 b/r 6/i=23 4.900!(h/r1' COMPRE5510N 1 ' b , d•�n _.�.�,�;��x.s�;;�:�i�'��r :°:�•�,r,.•�, ,,,•.,,, COfTI ression ed e free, t -�- 17 ?js;�h"K�;�?'�r�"��tip r'��'a��'�k�YY�,*�^s�}��=�..�,�z,'�5�rr�.:="K"?'"��„%i;�'�i�?�''''�''2�.�.�zsy;'"��`r ,.y,� �,.,,3»M ., ty-�: cs:7:3;±,1 P -f � ��. :,��' s�;.��'�. " ,��'`"r,s,�s,��;« 24;, >a;;:':�#:'°"�49��I��i%�)�'a;�a�:,r„ �N 9 H �'�`"�s��k f"'`M°'. 4 �.,r. i a •. ��,',r 4 S� .� ��".���',� 3 u�hw..; t �7�1�' .4;;� tx<y sy"i. orfed �,::�'�`•.�'�"r�.�' "�:; � �'r��'4��F_ d....r,�,,�,wM '�;. ��`�.. �.�.;�„. �;«<,,,;,<�, ���„., �.;,.��s3;• ��.a•�, tension edge supp �� i� �# < .ra u3r�;�: .�s���nsv, e��.:..5,�,.:�;ax�u. .,. x„�_ �. . COMPONENTS � h/t=90 12601(l,�r) y 20 h/(=51 27 9-0.155 h/t OF BEAMS, Flat plate wfth both edges h h .�8 ,,,_ � .* -- � °xw.� K z�•;;=,=�, �`> 4� � ..! :�f. TT l s.r:,"Lr''�'-an: '�..;�i�<„';;>+zy,�a��;s,: ;��.,t �r.�s. ,.�1..'.`a.��`r_ar`':' za;#��:�:'�ia%� `"Ew j �• ',�. �V rt� aw��^ � Q % �.ir�, ;�,7;�% ''y,h+,�., y�,,.+. 2'��?��,:a.''Yi�'u- ..."7M �� h� f�^,s...i''"� �COfTI onent SU orted 1.1 � �%���`�. �rxng� c�i�)-w. �aY'.r�::��%�?�C�i�<;s'r':4.,<.+%��:�� 3;�$•Jj''a`�.'iz.':'.,�'w`..,':���x. R�.'��y -9:;.1i��.i"�:lr��'x�C1 i.?'A�a'� •2.�.t�:' P PP .�i„r°",r.'�3�'-.;�';i„•� is a•::� .�,�, ,::i�'+�.;s.�m+a)r"`i.��r":�."'�?y;t=t:;'t` ,}'_a. :�.,_ �.:� ,��>'`. under bending in It/r=Z09 2900/(I�/f) Flat plate with horizontal .[0 4°� 2p h/r=I 18 27.9-0.0671,/t own plane) T�d� .x,�Y.;` - x•.�,Y�e.>7�n. „�w,e,s vwrk:%c�wYa ' ,ro -� ri'. .�.,. • L.S"i^p,�_�•C:r�;=tc".,�: c"2iira;�:s�sa'_%< •.-z:i<��� stiffener,both edges h 19 °"rr%��s'^��;,,�., ���:�a�:�•r�c�> �i> ,� �.,, , •s;`:�.a,�;<����,�(;�,;s�... �.:;.�;p�.�.-,���,v :,.� t?"r'� 29IJb�(hlt���-. � � 2^,a ,�jr� h.,y�� i �p��,' 6yKiH,=3v''�4.`p`4' �SkN.;'�s�kyn,';�4ru,.�.r:i1-.w 2"� � .u. '�a.M�:�rfl sr^'!Jt;"A. grosssection I� '�iz;fCr�.�%`:Jf ..��r��Ka;r���;�'- *rt��;��5;:i�z�*"�`�.�;�`.,�c tw�,�ii .'t�..�'�,imp�ti�.��,��� .a�'?si1t�ts"�R='`� �.4�„,a���,;1f'4 SuppOr[Ed 9 , s,�"�'-<.�r;..,;,,{;t. ��" ,z?i.,..-+G r:.o f�r.�<L.x-r;��'�.� am Sa ,.!`' .�..^'^�'a.',`r;.`r^-: 1 :L.,.z.:$iix:-.kYN§'P 6 ,r -"`;"s ` 8.5 h/r=39 ]0.7-0.0561�/t h/r=76 39.�00!(!�/r) Unstiffened y-r .,w,,v j � ,:;S�:zi.x.> z� ,��.cr . ^ •Es2: • ' �. a w.. � �rrr,;r� ;s � y.�, { ;�(�,y�M `'`�,.:'.�>.. < SHEAR T h ZO %-I»��='��pT.x,,Ji��v"i3"��" »'��°2? ����;���:•'�w�r'•`"9<rh;� �;'rYv'�'C��Y�:�uiJ�i��%��a��t��V�;yJ�1i'�� r':4a�'�7jVWJ�[YI:��•Aj�"�� flat webs 1 �� � :Q •;�:i�?�'�,s��> �t�;�?f.w��,.,��,: n��.r_ 3 9k -" �„�,� �,...> x„ x,�,_.x .I IN WEBS, � *" .�3 -n:.l.ti:+�C� ���'t?�s'2r`'''van�rY3`:r� :"sM`Ukw;���'faTR'i�`r.st).�t.�n��„'.�U�`a.,r.. .za. .�tr � i ,cs���s..'�sls.�u�c.n s?�rs3�`�:s'c.:X i'--�^v K�,., s: a h ,v. 1 grass _ - 8.5 n�H=79 x # 53.000/(nJ/t)x Stiffened flat webs T •a.� a. e� 8.5 . ���,K v�y .- . �. �r�' ,5��;,�_ -�%`�• a_ a - x,n +.; .r...+ `Lfi'a; .� ' , �x: '^�>:w^... . d;r :�'s �'< ���, �. �;� .:����;��.xi�:�;�,,��TM�,�=�-��k�.�� �>.��; ��,,r•., ���-,;,:� - ' ,��n..�; ��s�r�iwt�,r� . � SBCt10� � L1 i.�ufr��s��:fa.j+:��',•„t�:.:r ' c;;;;,�'°,t.• n.�'r.. "�x;s'<p"!��"''.l,.?'•x�"' `II'��.:��7 ,,r.ae'i�i:>. y ` �i� ,,;v'' aa=a�/ 1 0.7(a /a�z 1_�Z z�.��]:,�;�:�,,;,��,��,�; s � „�s,. �',;�r._ -�s,�:� � s--s=v� ` � e..x��:���` .�F�: �' � .�.r�;•�. ., 1 2 �c�� -7�� :� t s �a�•z: ,� ,�, z` ;.;�'e,>� :a ,-�"i�'.�` �.�3s.,. va; sa:'•, z� Ys7 .�,`�r" �Y;�'.:c'�„ .,��' r.�v.'^T.r<'•x�"�`'°✓.t:�Sirs:,�'r:.2s, Z'i.;a«��3w r.Wx'` .w�r:; t ,r•.t.x TABLE 6. • NOMINAL SHEAR ANb TENSILE STRESSES FOR STAINLESS STEELSTEEL BOLTS 1�lA1JIE TYPE DIAMETER HREA DIA HEAD F�� F„+ P� P� in in` in. ksi ksi Ibs Ibs i #6 S.S. 0.138 O.D15 0.262 33 7 56 0 295 565 � #8 S.S. 0.164 0 021 �.312 33.7 56 0 416 798 ' # 10 S.S. 0.190 O.D28 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" S.5 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.D 2176 4173 ; '!/2 " S.S. 0.500 0.196 0.750 33.7 56.0 3869 7418 � 3/4 " S S. 0.750 0.442 1.D00 33.7 56.D 8705 16691 � REFERENCE� ASCE STANDP,RD: Specification for the design of Cold-Formed Stainless Steel Structural Members ASCE-8-90 page 29 r t � I i ; � � �- � au'�° tr'� ��s� 230 SUN & STARS ROOMS: STR�4IGHT EAVE F�UR SEAS{�NS� (2 in 12 ROOF PITCH) .� �► suNRoon� s ._____ _ __. ,,id:��.,�,�� .��,�Y,,:t����r",E.,:il=��« ENGINEERING AND STRUCTUi�AL LOADING INFORMATION EFFECTIVE DATE 12-04 LD REVISION A ROOM GLAZING B AR RAFfER ROOF LIVE EXPOSURE B ROOM GLAZING B AR RAFTER ROOF L1VE EXPOSURE B MODEL O.0 SPACING 1YPE LOAD WIND LOAD MODEL O C SPACING TYPE LOAD WIND LOAD s m h (p mph) S"M-6DH 2'-6 5/8" 5L83 150 740 S'M-15DH 2'-6 5/8" 5HB3 25 115 5'-5 3/4' 3-0 518' 5L83 130 125 (14'-9114' 3-0 5/8' SHB3 21 715 5'M-7DH 2'-65l8" 5LB3 105 140 2'-65/8" 5LB5 26 115 6'-5 7!2° 3-0 5/8' 5LB3 90 125 3-0 5/B° SL65 23 115 5'M-9DH 2'-65/B" 5L83 65 140 7-65l8' SCB5 49 115 (8'-7112") 3-05J8' SL83 54 125 3-05lB" SC85 41 115 2'-6518" SH83 87 140 S'M-16DH 2'-65/8' 5H83 20 115 3-0518' SHB3 73 125 (15'-111lY) 3-05/B" SH83 16 115 S•M-10DH 2'-65/B" 5LB3 47 140 2'-8518" SLBS 21 115 (g'-81J8°) 3-0518° 5LB3 39 125 3-0518° 5L65 77 115 2'-65/8" 5H03 88 140 2'-65/B" 5C85 39 115 3-051B° 5H83 74 125 3-05/8' SCBS 32 115 5'M-11Dr1 2'-6518" SLB3 33 140 2'-65/B' SH07 48 115 (10'-8518") 3AS�8° 5LB3 29 125 3-0S/B" 5HB7 38 115 2'-65/B' 5H63 67 140 S'M-17DH 2'-65/8" SL85 18 105 3-0518° 5HB3 57 125 (16'-101t4' 3-05/B" SLBS 15 105 S'M-12DH 2'�5/8" SLB3 24 125 2'-6 5/B" SC05 33 105 (it'-101/8") 3-05J8" 5L63 21 119 3-05/B" SCBS 28 105 2'-6518" 5HB3 50 135 2'-65l8' SH87 45 105 3-0 518' 5HB3 42 125 3-0 518" SH87 36 105 5'M-13DH 2'-85I8" 5LB3 20 119 S'M-18DH 2'-65/8" 5CB5 28 100 (12'-8 3/4') 3-0 5/8' SL63 16 119 (17'-10') 3-0 519' SCBS 23 100 2'-65/B° 5HB3 39 125 2'-65/B" 5H87 42 10D 3-O S/B• SHB3 32 125 3-0 51B" 5H87 34 100 2'-65/8" 5LB5 41 125 S'M-19DH 2'-6518° 5CeE 2? 100 ` 3-p,�i/R' SL65 34 125 (1�-10') °-05/8" 5C05 2G ; 1Q0 � L'•6 5/B" 5CB5 60 125 2'-8 51B' SH87 40 100 3-05/8' SC85 50 125 3-05IB" 5HB% 32 100 *WIfVD LUADS ARF_BASED ON ACTUAL CONDITIONS, 120 MPH pND OVER ARE BASED UN A PARTIALLY ENCLOSED!]ESIGN. THERE IS NO NEED TO"SUBTRACT"OVER 120 MPI-I ,�i r '�; 7 �{'',-"'�G.`. t a ` ;+_v�,` r* }.� ��,F..�L f �,�a-��\ r� 1 ,,:;1 /y,! _rt• x r, � 2 / �r��_. � �y '�J. /£+��.�,x��Y,:• ,l�� ���an) ��RYiss ' �`�i��:.irw�r 2��:�rl ! �:��Il.�i.n���I��:�,;�„J11 /;°������}- y �� �`: ..o.,i ''t .iF a+�! »'� `:y;•R,m•,�' +�... 1 �^l�4.�i��"^ .�� -�� 4^�xA� ,v,�,t �.,,.�,tr." pE��� ���� •�'hi:;Nf '44rw,• ALABAMA ARIZONA ARKANSAS CALIFORNIA COLORADO CONNECTICUT DELAWARE FLORIUA GEORGIA IDAHO ILLINO�S �� ry y�p.�;4 , t „\� ,J,• ' \l' �. t ^-�'Pw / �. •�. �� fC'" w('",.,ti:S %��.,��i; / .��fi} �7• !' r "��xry:t �" ,I.'n'� � ;f�ti rv t� �� i �w-.R w" �.M1"� ql�����t�t�, ��v�l;��nw'�i' �'?��� ^P•�}:f7'.�e'T � �--3��f. Ju���2 r�.� ���~ _r.ki_�� `• m.o � ° � '�...... _ � l�,�-'�q"���� 'i�:f,. �s x�N� L2z� �:•' `3+j,• %� �,�"n.,,� �'. ,r'.�t"r �.• _w� q r 4,ry �. 'e:c .� ��.+. �,. •`•-;.w.�,..,,• ��.,T``«. , �V,,, INDIANA IOWA KANSAS KENTUCKY LOUISIANA MAINE MARYLAN� �SSACHUSETTS MICHIGAN MINNESOTA MISSISSIPPI t,.Y�n� a'd��k�ti �w�_� � .d j `a J, '+"'";;'•, f• � n�u� 1, /�,.�"* ���' �r„ ''� �'" "�"'"� � � ^l ! � •y/ p ���^a4� !1�jbs�+f�� �u!st '�`,"f'`� •s��e•..,4,J�� ���y.� r 'j'�f�,�'�, y„�:�.x i� / -'/�ve;fa'�J�����r'�' 'F��"' �,.� � � ��i�t1.f a 3I '\i �:t f� `����[l��` '•..�` �.��,TV�� • � ����'� •n��0 f �? O� ,�,~w�� '�� '�}�ns.' ,...� �",,�.�j� • ,•'3.;.,�..` M ?�+.Fper' . � Muae. :•c�e MISSOURI MONTANA NEBRASKA NEVADA NEW HAMPSHIRE NEW JERSEY NEW MEXICO NEW YORK NORTH CAROLINA NORTH DAKOTA OHIO ��.� � " .•. ,.i, 9�y��� s,��``� i: :y.y�� �� : � , / NOTES ,�n.�y�� xf �• .�� �•.�t%�j�-`� _ �L � 'n.+� 1)5LI33=3°LITE IiAR,5HB3=3'HEAW BAR,5L65=5'LITE BAR � � /��-..,, t L �� �� z���„Ir`�` �� �'.µy SCOS=5'HEAW BAR SH87=T"HEAW BAR 5;,;_„A„_,,, 2)ALUMINUM ALLOY FOR GLAZING BARS IS 6005-T5. OKLAHOMA OREGON PENNSYLVANIA PUERTO RICO RHODE ISLAND SOUTH CAROLINA 3)DEAD LOAD OF ROOF SYSTEM IS 5 PSF r 4)ALL ROOMS AREACCEPTABLE FOR CONSTRUCTION IN SEISMIC AREAS WITHA .�^'O�"4 '� . � � '��� � �,.,y �, ���"�'`� SPECTRAL RESPONSE ACCELERATION,Ss LE55 THAN OR EQUAL TO 741�g �� j� ' ,�,,�'-,�T�f't^ OTHER SEISMIC LOADS MUST BE EVALUATED ON AN INDNIDUAL BASIS !d�° � / �'� � 'r..,.«+.�"�;� 5)DEFLECTION ARE BASED ON L1120 DEAD+�IVE CRITERIA. "�.../~ \ •.t;nr k�,,,- ';�., ° 6)WINDSARE BASED ONAN ENCLOSED STRl1CTURE EXCEPT WHEN 120 MPH AND ��� �"'+n�e. � �yn� �,,,'w�,�.?�� �..,M.�- �h;�+� GREATER,THEN WINDS ARE BASED ON AN PARTIALLY ENCLOSED STRUCTURE SOUTH DAKOTA TENNESSEE TEXAS UTAH VERMONT VIRGINIA 7)LOADING IS DASED ON 20031NTERNAT10NAl.DUILDING CODE �;r;,",� F �, pk � � w B)LOADS REPRESENT ALLOWABLE VALUES UP TO A 8'-0'EAVE HEIGHT,AND A 15' S'. � f ''"�.�;1 •�I. /o r � I• ROOMWIDTH OTHERCONFIGURATIONSMUSTBEEVALUATE�ONAN p- "��.� � v,•,,,,••��" � .aiw�� 4�,=�� INDIVIDUALBASIS. 1+;.;�,: r .. -•t :m�, !�, —�J". .,.;,�,� ;������; g� �y � - ,, �t 9)THIS SUMMARY PERTAINS TO THE STRUCTURAL INTEGRITY OF OUR UNIT UP TO, •'�:...•• `^`�•'o +, .,p� BUT NOT INCLUDING,THE CONNECTIONS TO THE EXISTING STRUCTURE ANDIOR �;cs.� ia.n�,•' ��nnud v.�.r- WASHINGTON WEST VIRGINIA WISCONSIN WYOMING D C ANY NEW CONSTRUCTION ALL SUBSTRUCNRE DESIGN REQUIREMENTS AND CONNECTIONS TO THE EXISTING STRUCTURE ARE NOT INCLUDED IN THE SCOPE OF WORK FOR THE FOUR SEASONS PRODUCT,AND MUST BE EVALUATED DY OTHERS 10)THE ENGINEERING DESIGN SCOPE FOR THE FOUR SEASONS PRODUCT � �OES NOTACCOUNT FOR SPECIAL LOAD CONDIT10N5 CREATED BY ATTACHMENTTOTHE EXISTING STRUCTURE.THESE MAY INCLUDE SNOW DRIFTINGORUNBAIANCESNOWLWWING ANYSPECIALLOADING CONDITIONS MUST BE EVALUATED BY OTHERS. 11)ENGINEERS CERTIFICATION 1 CERTIFY THATTHESE ENGINEERING SPECIFICATIONS HAVE BEEN PREPARED L1N�ER MY DIRECT SUPERVISION REFERENCE NUMBER 1200_12U AND THA71 AMAREGISTERED PROFESSIONAL ENGINEER IN THE STATES � �,�` ry U��� '`��4 �� � I �L�,/' j �. � P : � lA �Q7�' �4�� ' i�i�,,��.� � Q Z O O I 3 0 0 M A I�I Z A T O O K A i�D , M A T T I T U C K N Y I I 9 5 2 �►' r,.���� �� � � oo�� � � ��� � � ��vm 7 ,�.�„�� � N W CD P LOT P LAN �� Q = - ��� a�.�.. �, w 2.`-. �j �U�'- . ,1,,� �, a o � - - - - - - - - -- - - - -N68°28'40" W -- 320_IO' — - - - - - - - - - - - - � N ����� � � o °o �i � �- Q����� � �����Fl�� �� ����l� N a 93'pp Q � ����o,� o^' � W �Fa3�� I ��3��� PROPOSED 9UNROOM � � a �m W �� ��o�a� LI! �V'� v G�i ��Y��s� DATE: Z' '/'� B.P.# i s�-6 i/a��x i�-i o i/2�� i �_ � p ��� I STORY � � (� �Z� � �� ��� �� i �W��� � � BY.�, I o � (f7 �p m W o z ����o� N � F _ ,- n � r 186.59' p� i �i�.' �..� � � m 765-1802 8 AiVI TO �-P� FOR THc � o Z z o 1° � �=ws�� N � � 0 �`O � �� �����`� — i FOLLOWING INSPECTIO�aS: �p �, �y ;,�,�t4� r;�,� �����'�� �F I o � �°" � �� �����o r l�!�f t_i �4 t'.e � -1. FOUNGATlON - TWO R�QUIRED �' ;�,; � �"��lj� CC)���` 2 STORY rn O � � ?� �� ��€p G G � Y�Y=�K 5 ��t .._ -�-, r c: � Q Q Q"�� �a I FOR POURED COVCR�T� �lE� n[,�-zt F FRAME ► O � o Q _� N3€� � , r �vlu��i 1 4�I�u 2. ROUGH - FRAPviIiJG & F'�UUBIiVG (�S �EQUiR�� P`��' '�' tiOUSE � 3 i + � � � ������ 3. INSULATION g ��" ' µ,� � �� � s����� iv I _ _ Wom o0 � � 4. FINAL - COI�STRUCTION MUST , , �,p �� �r � R� � O �����o �r,u � N O � ���oo< o I BE COi�PLETE FOR C.O. , ; " ��� �� •'• ALL CONSTRUCTION SN,�LL P1fEET THE S• , �r i �r'„'�'hi' �'��CES� � � � � G o�"��� N i �O�.J:W���P I STORY I� a � � ��" � z i REQUIREMENTS OF THE CODES OF NEW ��--�°-- YORK STA?E. NOT ��cSFO�lSIBLE FOR Y_��,,,�. �5•'�• •-�'�-`�' I DESIGN OR CONSTRUCTION ERRORS. `�""'��� ' �► ,��OF NELv y i � I �,�P ��S s�y,� O N 1 P�'� � '� L� —— — — — � � � — — — — — — — � — — � — ^ — —— — — — — — — — — , * � * � f'� w (L C7 {� i ` W .T S 68°28`40" E 336,46' — — � 2� �- �/� � oV������� 0�'1 �O,o �82359 ��,2 USE !S UNLA FUL R�FESS1oN�' �f�TH�UT CERT����A�E FASTENER SCHEDULE FOR 230 SUN �STARS TO EXISTING STRUCTURES� FOUNDATIONS DRAWING INDEX �� ��CUPI � C� DR,4WINGTITLE: COMPONENT FASTENER NO./SPACING 5 I - PLOT PLAN (MIN.} FASTENERS S2 - GEN, NOTES -�^---^--'-"" � PLOT PLAN GOLUMW5ILL 3/8"OHILTI KWIK 2(MIN.)@ EACIi COIUMN COVEI� S N EET BOLT III w�NASHEP. AND 24"O.C,(MAX.) SCALE; I"= 30'-O" 2Xb RIDGE 3�8„� 53 - FO U N D./FLR. FRAM I N G PLAN S I HOARD �y/WASIIER �z�ROWS @ 16�o,�. 54 - STRUCTU IZAL DETAI LS TO EXISTING RtvisioNs NOTE: sia"0 2 IN TOP 6"(3"APART) 55 - STRUCTU RAL DETAI LS I. THIS PLOT PLAN IS FOR REFERENCE ONLY, WALL COLUMN W/WA511ER 30"O,C.(M/4Y.)VERTICALLY 56 - STRUCTU RAL DETAi LS FOR ADDITIONAL INFORMATION 5EE SURVEY ALUM,RIDGE sIe"m eo�r w! A I - PARTIAL FLOOR PLAN PROVIDED BY A LICENSED LAND SURVEYOR. , (a�LEDGER WASHER �z�rows @ i s^o.c, R I - SUNROOM PLAN � ELEV. 2. LOT COVERAGE CALCS (FOOT PRINT ONLY} INT2RNCL�RAFfER 3�8��HER W� �3)P2RCLIP DRAWN BY: GWN R2 - SUNROOM DETAILS L�TAREA: = 4o,6�i sQ.�r, NorE: REVIEWED BY: A5 R3 - 5 U N ROOM DETAI LS EXIST. 11OUSE: = I,878 SQ.FT, I. ALL FASTENERS CONNECTING ALUM.TO ALUM.SHALL BE PROPOSED ROOM: = 161 SQ.FT, 5TAINLE555TEEL, SCALE: 5EE PLA,N R4 - SU N ROOM DETAI L5 TOTAL; = 2,039 SQ.FT. 2. ALL FAS7ENER5 CONNECTING ALUMINUM COMPONENTS TO STRUCTURAL FRAMING OR FOUNDATION SHALL 6E HOT DIPPED DATE: I I-20-I �J R5 - SU N ROOM DETAI LS LOT COVERAGE = 5,0 I% 3. A�L FASTE ERS 9F1ALL HAVE A MINIMUM OP 3"EMBEDMENT � I OF 6 UON, ,l . � t4 GP�' C7 r. ♦ 44 �: h �7���1�/"� �o A I�./ 4� °� W ��°� a� pri3n npi � > -N � �� � �/}�p �^ �} Z � A FOUNDATIONS h ��S M.DESIGN LIVE LOADS w ,;`�1°�1°�'" � Z Z�� I.MAXIMUM PRESUMPTIVE ALLOWABLE SOIL BEARING PR2SSURE POR NEW FQOTIN6S=3000 PSF. STRUCTURAL MEMBERS hIAVE BEEN DESIGNED FOR FULL DEAD LOADS AND TI1E � c �O�� I.GLA55 UNITS CONSISTS OF TWO PANES OF I/8°THICK TEMPERED GLASS „" 2,FOOTING FXCAVATION5 AND FORMS SHALL BE REVIEWED BY LOCAL BUILDING OFFICIAL PIZIOR TO PLACING CONCRETE. FOLLOWING LIVE LOAbS IN ACCORDANCE WITIi TF1E 2010 NEW YORK STATE � `� W I T F 1 A 5/8"S T A I N L E S S S T E E L S P A C E R B E T W E E N P A N E S W I T H A N A R G O N F I L I p � J�m 3.POOTING EIEVATIONS SNALL NOT BE RAISED OR LOWERED WITHOUT APPROVAL OP THE ENGINEER BUILDIN6 CODE: �•W w � 2 GLA55 CONFORMS TO ASTM E I 300. �. � �'s�t9�p 3 AlL MG-I 6(CODE 787 ClEAR ARGON ROOF GLA55 11A5 THE POLLOWING Q' ������������ R'r cV °- B CONCREfE I.GROUN�SNOW LOAD•20 PSF r C � MINIMUM PROPERTIES: � - '�� I ALL CONCREi E 5h1ALL DEVELOP A iV11NIMUM COMPRESSIVE STR�NGTH AT 28 DAYS OF 3,000 PSI. /y� � w� 2.ALL CONCRETE WORK SHALL CONFORM TO ACI 3 I 8 VISIBILI7l'TRANSMITTANCE = I 6% Q,W�ND LOAD: Zi� � �V� SOLAR TRANSMITTANCE = I0% 6ASIC WIND SPEED. I 20 MPH 3ty�.,� � O 3 PLACE�"EXPANSION JOINT MATERIAL BETWEEN EDGES OF SLABS AND VERTICAL SURFACE5 UNLE55 OTHERWISE NOTED. ULTRAVIOLET TRANSMITANCE =7% 3y ' 0- VI5IBLE OUT5IDE REFLECTIVITY = I I% WIND EXPOSURE:C /N� G REINFORCINC�STEEL VI5IBLE INSIDE REFLECTIVITY =25°!o VELOCITI'PRESSURE EXPOSURE COEFFICIENT,Kz:0.85 I BARS SHALL BE ROLLED FROM NEW 81LLET-5TEEL CONFORMING TO ASTM A6�5,GRADE 60, DIRECTIONALITY FACTOR,Kd:0 85 ,� SHADING COEFPICIENT = .18 �� , 2.WELDED WIRE FA6RIC SHALL CONFORM TO ASTM A I 85 OR ASTM A497. GUST EFFECT FACTOR,G:0,85 p 3 G SOLAR I1EAT GAIN COEFFICIENT =.I 5 � < 3.DETAIL AND PABRICATE REINFORCING STEEL IN ACC012DANCE WITFi"ACI DETAILWG MANUAL",PUBLICATION 5P-66. RELATIVE I1EAT GAIN =39 IMPORTANCE FACTOR,I: I,0 (� N a�`��� 4.REINFORCING ST�EL SFiALI BE REVIEWED BY TNE LOCAL BUILDING OFFICIAL PRIOR TO PLACING CONCRETE. INTERNAL PRESSURE COEFFICIENT,GCpu 1-D.55 �G � A511RAE WINTER U VALUE = 25 � } "���� 5 PROVIDE BARS AT CORNERS AND INTERSECTIONS OF TI1E SAME NUMBER AND 51ZE AS LONGITUDINAL BARS IN FOOTIN65 ASHRAE WINTER R VALUE =4 O DESIGN WIND PRESSURE(WALL):33 PSF d ��4 �� WALLS. 4,ALL MC-56(CODE 74)CLEAR ARGON WALL GLA55 HA5 THE FOLLOWING DE51GN WIND PRESSURE(ROOF):35 PSF O � ����o MINIMUM PROPERTIES. CONFORMS WITH PARTIALLY ENCLOSED DE51GN AND DOES NOT REQUIRF HURRICANE SI1UTfERS O � W ��ai�� D.STRUCTURAL LUMBER VISIBILITYTRANSMITTANCE =56 ,�/ z^ U m I STRUCTURAL LUMBER HALL BE GREEN DOU�LAS FIR LARCH NO. 2,OR BETTER,UNLESS OTHERWISE NOTEQ WIND-B02NE DEHRIS REGIONS:iEITHE� LI� d'°a W W���� ON THE PLANS WITH THE FOLLOWING MINIMUM PROPERTIES. SOLAR TRANSMITTANCE =29 ��m Z I)AREAS W�THIN tiURRICANE-PRONE REGIONS WITHIN I MILE OFTHE COASTAL � Q _ m pN ��� o� ULTRAVIOLET TRANSMITANCE = I 3 � a. Fb=850 PSI MEAN tiIGN WATER LINE WHERE TI1E BASIC W1ND SPEED 15 I I O MILES PER t10UR OR GREATER, �-m W oL� m€���� VI5181E OUTSIDE REFLECTIVITY = I 0 � b Fc(PERPENDICUTAPJ=625 P51 2)AREAS WITh A BASIC WIND SPEED OF I 20 MILES PER t10UR OR 6REATER. >- � � �m 6� VISIBLE INSIDE REFLECTIVITY = 17 (� �Z tr) �- �a � � c Fv=95 PSI SHADING COEFFIGIENT = .38 IN TtiESE REGION5 ACGORDiNG TO SECTION I S09 I.2 OF 2010 NYSBC,Tf1E GLA55 SHALL BE I^ ��L'� � �}- o�=�$ d E= I,600,000 P51 SOLAR HEAT GAIN COEFFICIENT =.33 m W � �� ��� 2 ALL PRESSURE TP.EATED LUMBER SHALL BE No. 2 50UTHERN YELLOW PINE,OR BETTER,WITIi A5SUMED TO BE OPEN. THE SUNROOM IS TtiEREFORE ANALYZED AS A PARTIALLY OPEN STRUCTURE V, ��� I- � �N�?°� RELATIVE t1EAT GAIN =79 O � z��W ACQ(ALKALWE COPPER QUATERNAR`n TREATMENT ACCORDING TO ASCE 7-05 Z Z�-� s�� AStiRAE WINTER U VALUE _.25 � � �� �'���� 3 PROVIDE WASHER5 HETWEEN ALL THE BOLT F1EAD5 AND WODD AND BETWEEN ALL NUTS ASNRAE WINTER R VALUE =4.0 O ����-- �[ Q U ������ AND WOOD 3.LATERAL DESIGN CONTI20LLEp BY WIND, Q p �� W�o 4 LAG BOLTS AND SCREWS SFIALL BE PROVIDED WITH LEAD I10LE5 HAVING A DIAMET�R NOT I,SEALANT > ` � O� ���'� G GREATER THAN 70 PERCENT OF TI1E THREAD DIAMETER OF Tf1E BOLT OR SCREW. ALL LAG BOLTS 4.PLOOR LIVE LOAD=40 P3F. � p 5 �o� I.ALL SEALANT CONFORMS TO TT-5-001 543-A,TT-5-002306, tS: Q o AND SCREWS SHALL 6E INSERTED M LEAD FiOLES BY TURNING AND UNDER NO CIRCUMSTANCES ASTM G920 TYPE 5,GRADE N5,CLA55 25, ,^ p Q m� n����w BY DRIVING WITIi A 11AMMER ENERGY INFORMATION: U J O � �3 �� � R-VALUE 3"50LID ROOF PANEL• 13.4 5 THROUGH BOLTS 5HALL BE PROVipED WITf1 BOIT t10LES WF11Ct1 ARE 3g TO rg INCIi LAR6ER THAN J.�ASKETS � � �w� R-VALUE 4.25"50LID ROOF PANEL• I 8.6 I �� TF1E BOLTS I ALL GA5KET5 ARE CO-EXTRUDED AND ARE NON-NII6RATORY. SL ��w�� R-V A L U E 7/8"1 2 0 0 P G L P,5 5 P A N E L•4.0 � �o m o o a 6.STEEL FOR ALL ACCES90RIES SFIALL CONFORM TO ASTM A36. R-VALUE 3"SOLID WALL PANEL: I 3.4 ��'���� 7 PLYWOOD SHALL BE C-C EXTERIOR,DFPA GRADE MARKED OR EQUIVALENT,OF THE THICKNE55 K ROOM SPECIFICS O � �'"° R-VALUE 7/8"WALL GLA55 PANEL:4 0 z��^o�� St10WN ON Tt1E DRAWINGS. LL ��W 5�� 8 PROVIDE OTf1ER MANUFACTURED ACCESSORIES AS REQUIftED AND A5 SPECIFIED I ROOM DEAD LOADS G ����,� 9 ALL FABRICATED STEEL A55EMBLIES EXPOSED TO WEATt1ER AND ALL STEEL FASTENEI2S INGLUDING ROOF•7 P5F N COORDINATION �Z o_� W BUT NOT UMITED TO NAILS,ANCHOR BOLTS,CONNECTION BOLTS,NUTS,WASt1ER5,LAG BOLTS W A L t S:5 P SF I THE CONTRACTOR St1ALL VERIFY CONDITIONS IN Tt1E FIELD AND IMME�IATELY � � F�'" �, OR SCREWS SHALL BE GAWANIZED IN ACCORDANCE WITti ThE ASTM STANDARD FOR TI1AT ACCE550RY, FLOOR� 10 PSF NOTIFY THE ENGINEER OF ANY CONDITION NOT A5 ASSUMED HE SNALL TAKE FIELD � ASTM A2 I 3,A I 53 OR OTHER. MEASUREMENTS AND BE RESPON51@LE FOR THE SAME. I O FABRICATED ITEMS INDICATED ON Tt1E PLANS RRE DESIGNATED AS PRODUCTS PRODUCED BYTt1E REFERENCE STANDARDS; O ABBREVIATIONS I I ALL LAMINATEp VENE2R WM ER(LV)SHA�LL ti VE TOE FOLOLOWING MINIMUM POROPERTIES: STM E I 300 THE POLLOWING LIST OF ABBREVIATIONS(5 NOT INTEND�D TO REPRESENT �! Q� NE�/y a. Fb=2,600 P51 ASCE 7-05 ALL THOSE USED ON TFiESE DR,4WING5.6UT TO SUPPLEMENT THE MORE P v,��S S P}. O b Fv=2B5 P51 CQMMON ABBREVIATIONS USED: �� P��G R c Fc(PERPENDICULA�=750 P51 a)ROOF GLASS CODE 78,R-VAWE=4.0 I.TYP -IYPICAL * * d. E= I,900,Q00 P51 WALL 6LA55 COpE 74,R-VALUE=4.0 2,51M -SIMILIAR b)WALL PANELS TO BE 3"INSULATED,R=13 4 r � E.STRUCTUrtAL STEEL 3.UON-UNLESS OTHERWISE NOTED ' ' W I ALL STRUCTURAL STEEL CONFORMS TO ASTM A36 OR ASTM A572 GRApE 50. L.DEFLECTION CRITERIA 4.CONT.-CONTINUOUS m � �- A W I.ALL MEMBERS MEET OR EXCEED5 THE PpLLOWING MINIMUM p,CONSTRUCTION SAFETY 2 � F ALUMINUM DEFLECTION LIMITS: N /�� �� (J I,THESE DRAWINGS DO NOT CONTAIN NECE55ARY COMPONENTS FOR SAPETY I,ALL STRUCTURAL ALUMINUM CONFORMS TO Th1E MINiMllM RPQUIREMENTS OF 6005-T5 FOR ALLOY AND TEMPER LL pL+LL C� DURING CONSTRUGTION, � 235g �j EXCEPT A5 NOT�D BELOW: a.STRUCTURAL ALUMINUM. ----- UI 20 2,Th�INSTALLER SNALL PROVIDE ADEQUATE TEMPORARY BRACING.SHO(21NG� A!� P� CORNER COLUMN...............................6063-TS b.GLA55: U175 ----- GUYING OF FRAMlN6 AGAIN3T WIND,CONSTRUCTION LOApS�OTh1ER �FESSION H-COLUMN... ....... ......... ..... ... .. ..6063-T5 c.FLOORS: U360 U240 TEMPORARY FORGE5 UNTIL NO LONGER REQUIRED FOR Th1E SUPPOR7 OF UTILITY'H'COLUMN........ ..................6063-T6 THE FRAMING. 2,ALL STRUCTURAL ALUMINUM WORK CONFORMS TO"PART I-A-SPECIFICATIQNS FOR ALUMINUM STRUCTURES- Q.MISCELLANEQUS ALLOWABLE STRESS DESIGN"OR"PART I-B-SPECIFICATIONS FOR ALUMINUM STRUCTURES-BUILDING LOAD AND I.ALL CONSTRUGTION SHALL MEET THE REQUIREMENTS OF THE 2010 BUILDING CODE DRAWING TITIE RSISTANCE FAGTOR DESIGN°OF TF1E ALUMINUM A550CIATION,INC.SEVENThi EDITION,EFFECfIVE JANUARY 2000. OF NEW YDRK 5TATE,TI1E RESIDENTIAL CODE OF NEW YORK STATE,TNE ENERGY 3 IN ALL INSTANCES WFIERE ALUMINUM COMES INTO CONTACT WIThi STEEL,PROVIDE DIELECTRIC SEPARATION. CONSERVATION CONSTRUCTION CODE OF NEW YORK STATE,AND TtiE LOCAL G E�l E I�A L 4 ALL EXPOSED P,IUMINUM RECEIVES ONE COAT OF PAINT, COLOR TO IS COORDINATED WITti MODEL AVAILABILIN. ZONING RULES AND REGULATIONS. 5.ALL FASTENERS CONNECTING ALUMINUM COMPONENTS ARE STAWLESS STEEL TYPE 300 I 8-8 UNLESS OTHERWISE 2.NO NOTE OR LACK THERE OF ShiALL BE CONSTRUED A5 RELIEVING THE NOTED ON PLANS. CONTRAC70R FROM Fa(ECUTING ALL Tt1E WORK IN ACCORDANCE WITIi TI1E N OT ES BUILDING CODE OF NEW YORK STATE,TNE RESIDENTIAL CODE OF NEW C.STAIRS YORK STATE AND ALL LOCAL REGULATIONS HAVING JURISDICTION. SEE NEW YDRK STATE RESlDENTIAL BUILDING CODE 3.TI1E ENGINEER SNALL NOT 9E RESPONSIBLE FOR ACTS OF OMISSION OF REVISIONS SECTIONS R3 I I.5 TI1RU R3 I I,5.8.I FOR STAIR REQUIREMENTS. Tt1E CONTRACTOR OR ANY SUBCONTRACTOR QR AGENTS OR ANY OTHER PERSONS PERFORMING THE WORK. 4,THE ENGINEER IS NOT RESPONSIBLE FOR OBTAINING P,NY BUILDIN�PERMIT9 AND/OR VARIANCE APPROVAL. CLIMATIC � GEOGRAPhIC DESIGN CRITERIA DRAWN BY: �wN �ROUND SNOW ��Np SEISMIC 5U6JECT TO DAMAGE FROM FLOOD REVIEWED BY: AS L0�1D D���N FROST LINE HAZARD SCALE: SEE PLAN SPEED(MPH) CAT�GORY WEATHERING TERMITES D�CAY DEPTN SEE CENERAL SEE GENERA C SEVERE 36" MOD.TO HEAVY SLIGHT TO MOD, NO DATE: I I-20-I 5 N(�TES NOTES S2 oF 6 �. `y.t 4'C����� � Q, � '¢,f't J � W �N�O - �C�+ ' ��{,,,��„� (tj � ��� s! - � �Q�Q� ��� r�� ,� � 3 Ii �CmD ,,r.t�i�,; DENOTES SMARTDECK PA Q��3,, � N ;W� U tn AND TYPE. 5EE DETAILS FOR �,��� Q � o u� � SPLfCE AND CONNECTION �:a,,,� ---a a a. REQUIREMENTS ao���N � �� � � =���W� CONT. 2x LEDGER n O � ������ �� ' � � � � _ w �Fa��� I� 4 � r�„m z ������ I--�—I � a _ m W �N r�� �� � °= o��n ' ��� � � �� I II I (f� �z� � �� ��` �€ _ 2-0 I/2 � z Z Z h (,(� �p m W o Z ����o� � a a�.�. a � z ��� � �� ������ � w -� - �G Q� ���- � II Q � � U � � I� � �°o c.f� �� w ���� � II = � U � _ � = I� /� � � �j ap� s��a�� N N N o m a ��w�=a - -- S5 --- --- --- ----- - -- - - - - � � S6 � o � _ g ������ u � � o (2) 2x8 DROPPED Q ������ � � ( � GIRDER I II LL- ����s� p � ` � � G ����� I C9 �I � � Ln I � �' � w"w I � � �� " � � N � B � � I � � II � � ( OF NE� � �, I S4 I ,� � �- "' z I I �,�P���5 sp�-R � II II * 4� G � i DROPPED ' 4 n a .�_ l� w (2) 2x8 GIRDER m � • � w z 2N ����'� �� ���-� '� - -- -------- - — ---_ -_ --- - ----- ---- --- �O 82359 �!i , CONT, (2, 2x6 BAND , AR�FEsstoNP� � � � � � � A Q � I �� I I DRAWING TITLE• 4x4 POST ON I 2��� � , , FOU N D. � FLI�. FOOTING TYP. UON � � � 6" � 6'-3 I/I 6" � 6'-3 I/I 6" � 6" F RA M I N G P LA N � I I � I 3'-6 I/8" � � f�VISIONS A B C A FC�UNDATION � CONSERVADECK PLAN DRAWN BY: GWN S3 s�a„_ ,�_o� REVIEWED BY: AS SCALE: 5EE PLAN DATE: I I-20-I 5 53 0� 6 , �;�'f\���`y� �� � �6��t 4•�; � c w "��O rGr �<<.,.��� � � � >'O O r' ' e' � ZO�O W jl ;� .,,,,, , cn z z�0 m �f r,� �' pp�a� ,� ���� Y� "„r,�, � � u. m� 7�°y` � N��v�( � W Q 3tiry,� N �V� WOOD POST 3��.��`aE a p (5EE PLAN) �Hzj °- SIMPSON STRONG ���,� TIE PB POST BASE (n ����� �� � CONCRETE FOOTING, � � ������ SEE PIAN ON SHEET S3 � __ _ U �°a`�;t� FOR LOCATIONS Z Q�m z N �����a � LL.1 � �� � � N FIN1511ED 3/4" LIP AS PROVIDED � ��� � �°' ������ GRADE BY FACTORY � �o� � o Z ��8��� . • °', O �o°�o � � �U ��€��� \\//\\/ �a . \/\\ �,y,,.'4..�',.��".=..' �; ` ,.;'. .' .. .v'� `�'O� � � �- ������ /�� a. � � ���/ ;�� : ,'�: 1. � � � O Q Q����G a �,`�<: :ti•� ," .;.. \ ',��. M`.' ' ~:� � O Q —� �q€��� . . 7,\:..: ��•� � L(� � �3 � s����Q APPLY SEALANT PRIOR TO = 6�� �� �� ', � INSTALLATION OF SPLINE � �����s ' a z G ����g� � �-<� d•a • • �� STEP I � � o°�W'W .' • • p 8d NAILS @ 8 O,C. � � �� � � STAGGERED EAC11 ' � m SIDE OF 5PLINE 2 X 6 SPLINE p' °Q, • \ �� � ; � CONSERVADECK `��'O S SP �yO :; PANEL �P �� YR � ��\� �'. . �/j\ �..}��., .. :,� .�.• . �: :,,�,; :::{' �,� � ��,� o .a �,y� ''> ;`,': :.;:, , �'L� .,. •��..�. • ir � * %�/ a ' a �//��/, :'�,' ' �<' ,,•• � � � �., :� ;�;.. ` '•,.�,", ; '•.�� n � � w \\\// n , a \/\\\/� '�<.� ,���; .,, .,. � /\ NOTE: 2 � Z \\�� ��\\��\\��\\��\\� ��\\�� FA5 I N PANELS TO N�4 R �8235 P��C? � /������������ j\��� DROP GIRDER IN ACCORDANCE OSB PANE ONCEOF RST POANEL A ��ESSION � SEE PLAN TO DETAIL p STEP 2 HAS BEEN INSTALLED BUT 55 PRIOR TO INSTALLATION OF SECOND PANEL. °�""�N�Tir�E: STRU CTU I�AL A TYP. POST FOUNDATION B TYP CONSERVADECK CONNECTION AT SPLINE DETAI LS S4 NOT TO SCALE - �� NOT TO SCALE R�V��J��I��'"J DRAWN BY: GWN REVIEWED BY: AS SCALE: SEE PLAN DATE: i I-20-I 5 . 54 �F 6 . `�� �h��'��~ �' p: � SUNROOM WALL �:�, N � w�N c`�'o t`.';:' ,,,,,,.;, .� Q Z Q o 3/8" QS LAG BOLTS T� r TRUFAST SIPLD8000 w�� ` ����������� � � Z Z�� W I T f 1 3" M I N. E M B E D. � � S C R E W @ I 6" O.C. F L A S F I I N G A S �� � °' O O�� SEE 511EET S I FOR (P/N: HN8000) REQUIRED o� � -'�m m MIN. CONNECTIONS I I EXISTING 8 d N A I L S 8" O.C. Y�4's ����� �t't ��' �w� � I I CONSERVADECK STRUCTURE ��T @ 21•� � u - �w'� � PANEL � � �,��� N o�� i i ����a a � i��-J CONSERVADECK 1� \/ � • �t ::� ----------L- \� �€ � .'� -� � =G��� /\ /\ .. ;,:. i� i •;� . , .,:..:,.. : � '� ����g� . '� �I'1 � . i�'"•a'' ,`. ..'' • ', �� O �U' W �oa��o (2) 2x 6 CONTINUOUS ' ��� �'`' ;�;;• ; ,�'r. _- - U ���� BAND AROUND ENTIRE � � „,�, '•.,; `,,'• t,� � Q�m z ����s� •• • ,• , .:,.;•, .,• ,,•, ; ,. , . •.,.... FLOOR PERIMETER / ISOLATOR TAPE i� � .�`. .::' ..��, •,: •'..•..,.:.:.••.::��' • � o�- m m�� • o m W �� ��o��� d (P/N: f1N3 I 30) � �' � � �� � -----�___- (n �z u� �- �� ��o 150LATOR TAPE w � p- �w�i � FOR INFO. NOT r l � Z°o� � �Z ����;� / I 2X4 LEDGER ATTACIIED °C� _ ��' ����w� St10WN SEE �/�// 3/g�� p Lp,G BOLTS � �o� � � � ������ D EXISTING 110USE BAND @ I 2" O.C. >_� � o "'����G 55 IF EXIST FLOOR FRAMING IS o m� §�,���"' Df�OP GIRDER � I � o Q oW3p � SEE PLANS • • PARALLEL PROVIDE � 2xl 0 LEDGER FASTEN TO EXISTING N o -� 3€��W �s� �� � SOLID BLOCKING AS REQ'D STRUCTURE (3) ROWS 3/8"f1� LAG BOLTS p[ � � g����� FOR ADEQUATE CONNECTION W/MIN 3" EMBEDMENT Q I 2" O.C., BOLTS � �o�000 — ��- - NO CLOSERTIIAN 2" PROM TOP �BOTTOM � ����N� NuiN�z AND NO CLOSER Tt1AN 5" FROM ENDS. � =�w°s°o � G ���,��-��. 4 O- N� A TYP FRAMING CONNECTION AT EXTERIOR DROPPED GIRDER C TYP FRAMING CONNECTION AT LEDGER TO EXISTING STRUCTURE � � ��W "' S5 NOT TO SCALE S5 NOT TO SCALE ��pF �1Ey�� �,�P �.��s sPyR ,A �� TRUFAST SIPLD8000 * � * SCREW @ I 6" O.C. r , d � (P/N: 11N8000) CONSERVADECK PANEL � � _� ,� w (CONTINUOUS OVER cT► , � DROPPED GIRDE�. 2� �`''�'�` �� � �4 /�82359 k,= SUNROOM WALL �,'�' •,,;.' �� :�;,,�; %� AR�FEss1oN�� � �j;•.,;�.. . '.:, , �.';-�` ;.`;, ':� r 7 P DR.4WING TITLE: CONSERVADECK � � 3/8" � LAG BOLT PANEL WITI13 MIN. EMBED. � STI�UCTUIZAL �� SEE Sf1EEf S I FOR ISOLATOR TAPE MIN. CONNECTIONS (P/N: tiN3130) � DETAI LS � DROP GIRDER .;..s ;�. � ::,� :^ :'�.�. \ SEE PLANS .��'.,5�• „k ` ;'����'� ��` '� 8d NAll.9 I 6" O.C, REVISIONS C ,:; '•'>•'; \ 1 @ POST SEE PIANS � `; : ::,� .,�� (2) 2x6 CONTINUOUS BAND AROUND ENTIP�E � � � FLOOR PERIMEfER . 51MPSON STRONG (MIN fb=850) TIE BC4 POST CAP -� DRAWN BY: GWN REVIEWED BY: AS B TYP CONSERVADECK CONNECTION AT GABLE WALL � TYP CONSERVADECK CONNECTION TO INTERIOR DROPPED GIRDER SCALE: SEE PLAN �5 NOT TO SCALE 55 NOT TO SCALE DATEt I I-20-I 5 S 5 oF 6 ' 4l�`i GS',,...- Cj f� G�,.,�+' � �d) Q'7.�'� G ILJ — N� y�+i i�i� ��,� � � � � � � •-`y'.i �i��p�i��� � Z Z �� �� � 'L �� �= o � ��mm rdd��` ii��i�ii,�,a� .� ���� '7 \ .�- W ���` � � � W`'� �/1 '`•�, y/ �v� ''Jfi�`•-�._R a � H�1 �o� .� s EXISTING ROOF FRAMWG � ¢ ������ O � (aDN��Z� O (,�� � W�?��m SOLID 2x BLOCKING 6ETWEEN EACH RA�ER � � _.�.cp U WG�w� CUT TO FIT AND MATCh EXIST SLOPE / ���� z ��m W �N ���€�� � � = o>-� L� m m���"'� NEW PIYWOOD SNEATHING,TO i o�� s�€ MATCfi EXIST. FASTEN TO END OF �i � � '�L',�� (n O- ����€g 51MPSON A35 ANGLE EA. RAFTERS w/3 ROWS 8d NAILS i � � N �O� W �z �N�z� SUNROOM DOOR � SIDE w/(6)8d TO f1EADER� FIA5111NG AND SEALAN7 � �i � �i� � O ��� � �v z�€3�� {6) 8d TD STRINGER {BY CONTRACTO� � � %� � � �i�o tn ��" ���� � (2) 2x6 BAND 2xl 2 STRINGER @ I 2"O.C. SUNROOM ROOF BY i�_ _ _ _ _ _Ti� _ _ _ _ � N � p Q 5����G FOUR SER50NS � �I � o Q m� �"�F�Z� WOOD STAIR TREADS i AND RISERS. .�� �i� � � `� � �����a FOR INFO, NOT , . , o Sf10WN SEE "}�' :',=',.''._`. ". (2) I/2"f�7 x 4 I/4"HILIT KWIK _ _ - — -- � �� � � �o���o B .• : ��� `�% : BOLT3EXPANSIONANCI10R5 I - - - -- ! " • - - - - - - - - - - - - - - � O "� ��� ;���� �„ •• � OR APPROVED EQUAL i� � X lL =>�5°0 S5 • '�� > : G o��,N� «�' CLOSED RISER IYP. . - — � o �w „, V a �a m CONT. 2x4 PIATE, � ' • , - � � � � NEW SIMPSON STRONG TIE F12.5 11URRICANE CONSERVADECK PANEL , ° o ° , PRESSURE TREATED �RUDED ALUMINUM � -�' ' ' — — — , " I I ANCHOR AT EACN RAFTER FINISII RAFfER 6AR BY FOUR I I ��pF NE►y� SIMPSON TAI OZ STAIR ANGLE TYP. GRADE SEASONS I I ,�Q.����S sPyRo O - p - p PORTION OF EXIST. ROOF � \\ \\ , o \ \\ \\ \\ FRAMING TO BE REMOVED I I ,� � � * (2)#5 BARS CONTINUOUS � � �� a 9 � � � � I I �- ' „� � � � � p � � � NEW FOUR SEASONS RIDGE. FASTEN n W /�\ � . , �\��\��\/ TO 2x8 LEDGER w/(2) 3/8"PJ LAG I I N �, � °p /��/��/ BOLTS w/MIN.3"EMBEDMENT PER I I 2 � � NOALLSWOOD SHALL BE WEATIIER \��\� D o ° � o \�/\�� CLIP, ONE CLIP PER BAR. ~—F�(IST. FRAME WALL F R �� P�� \ ° \ � � OA 082359 Q, �� , , � NEW 2x8 LEDGER. FASTEN w1(I)3/8"�d IAG I I �FESSION 2. RISE�RUN SHALL GONFORM TO � q b �� BOLT w/3" EMBEDMENT TO ENDS OF EXIST. I I APPLICABLE BUILDING CODES ��� • � RAFfERS @ I 6"O.C. �TO EXISTING TOP PLATE (SEE G.S.N.) ����� � � � � � @ 6"O.C., COUNTERSINKING BOLTS AS I I ������� ����� � � REQUIRED TO INSTALL SUNROOM RIDGE. I I DRAWINGTITLE " �-�- L STf�U CTU RAL m I 2"WIDE x I 2" DEEP x CONT. CONCRETE FOOTING D ETA I LS A WOOD STEPS TO SUNROOM DECK FRAMING A TYP. 5UN � STARS RIDGE CONNECTION DETAIL AT EXIST. STRUCTUR� R�vI5ION5 S6 NOT TO SCALE rJ6 NOT T�SGALE DRAWN BY: GWN REVIEWED BY: AS SCALE: SEE PLAN DATE: I I-20-I 5 S6 oF 6 , ,'� �t�✓'"��� Q�.' � Q'�°� e; �-�� �fr i,it�.,��;u � � -" Q t` ",f � � O W� �- �,,.��r� C�7 Z Z�t'�� �� :, � �� ^� 4 � � � — O � � W �m �a i [ili�j�i�1 � � �..� ,�,� •CJ7 N W •-• a << v --��� �`!;•�t,,. N7 �U u' 3�`'„�...-_� Q � c i m = - `�"�� XO � w c� �€? � � ������ � '���� Q � � � ����g� o V—' _ W �oa3�o . __ �, U ,.�a=� � � _����� � Q �re' W �' ���gg� _ �— c�j �`n n����� N � �Z ul � �� o�N��$ i — MASTER w ��U� �' c� �o m w o°Z ����m� cn��n �/ �- ������ BEDROOM p �o,� � �j ��o��� 0 I 5'-6" �y � o a o����� t!� o <C `—"� ������ � � o� ��� � � s����� � m = KITCHEN � ������ � oo =��,00< F- ��FC� � G cSFZ'-UO W O�zU'NU � � wp�'t�l w U � r a u� ��pF NE(yY EX15T, EXIST. 6068 EXIST. 6068 �,tP����S SPyqo O 3036 S.G.D. S.G.D. * * DH r , ,� � n �� "�_ ,I w m '� r� � 2 �� ' . _ SECTION 11 I 05 LIGh1T AND VENTILATION/EMERGENCY EGRE55 ���,oR��8235 Py�,`'� � oFEss�oN ° PROPOSED SUNROOM t1 I 05. I General. Exterior openings rec�uired for light and ventilation � I 3'-6 I/8" x I I '-I O I/2" shall be permitted to open into a patio structure conforming to DRAWINGTITLE. - Seetion AI1 I 01 , provided that the patio structure shall be � PAI\TIAL unenclosed if 5uch openings are serving as emergency egress or rescue openings from sleeping rooms. Where such exterior openings FLOO� PLAN serve as an exit from the dwelling umt, the patio structure, unless unenclosed, shall be provided with exits conforming to the provisions REVI510N5 of Section R3 I O of this code. DRAWN BY: GWN A PARTIAL FLOOR PLAN REVIEWED BY: AS 2'-o I/2" I3'-6 I/B" A I SCALE: I/4° = I'-0" �jCALE: 5EE PLAN DATE; I I-20-I 5 A � �F � , - �R,� � ��,.�,.,_�, � t� ' ���e�� �: � � ¢�`'�", � � w r N Ct � �Et' i,�4s�„„e� �"�'' Q�O O ��� i#_t,.,,„�.��.,.Spa U7 Z Z�� � � �� �� �� � .� � = � � �� �m �,� ���.�,�,�:, � N w��o h � � � W� ?(} 4� — 7 �'�'�`'' yJ —� U�- - �a��:`"",�-�a a � C M f��l R4 � �€> � 34 34 34 34 34 p (� ���g��� - oC 6����� 5�-��� � L ¢ #����� W SLIDER SLIDER � � ����a� � � WINDOW WINDOW � w � O � W �oau�� � = 0 — a�� p� B cr� —� � �o = w OL =v��o U z � � � 34 34 rn 34 R4 34 34 R3 R3 D ro� �W Z � �m W �uNi m�o��� � � � � �o � (n �z� � �� ������ z � �O- � �Z ���u�� q � m W � �� ���, R5 GLASS KICK Z z�� � � �����& g�} 34 34 34 34 Q �m °� �c� � �z �O� 1L Q� S��-�� � � �� w��� o , >_� p� o��o�G �a R�} A R5 ii'-io i/8" (� o Q m� ��€��� 34 34 34 R43q 34 B LEFT ELEVAT�ON = � �€���� � 60�oop SCALE: 1 4=1—0 O �����t . � c��J�Np'��a ��u"1 �O - 13'-6 1/8" � � ����� PLAN VIEW � u � �� � SCALE 1 4'=1—0 - ��pF NEIy� ,`Q- ���s spyA O �'3 ��' G * * � � _ n ' � > m ,� ' Lu 2 � 5'-0"REV. 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