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Home My WebLink About42405-Z o�511FFQl,�cpG Town of Southold 5/4/2018 P.O.Box 1179 o • 53095 Main Rd Southold,New York 11971 CERTIFICATE OF OCCUPANCY No: 39628 Date: 5/4/2018 THIS CERTIFIES that the building RESIDENTIAL ADDITION Location of Property: 490 Lupton Pt Rd,Mattituck SCTM#: 473889 Sec/Block/Lot: 115.-11-20 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 2/14/2018 pursuant to which Building Permit No. 42405 dated 2/22/2018 was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is: sunroom addition to an existing one family dwelling as applied for. The certificate is issued to D'angelo,Joseph of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. PLUMBERS CERTIFICATION DATED Aut o ' Signature TOWN OF SOUTHOLD SUFFutt.v' BUILDING DEPARTMENT a� TOWN CLERK'S OFFICE o V SOUTHOLD, NY y�al 11A BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS , UNTIL FULL COMPLETION OF THE WORK'AUTHORIZED) Permit#: 42405 Date: 2/22/2018 Permission is hereby granted to: D'angelo, Joseph 490 Lupton Point Rd Mattituck, NY 11952 To: remove existing deck and construct sunroom addition to single-family dwelling as applied for per DEC Non-Jurisdiction letter&Trustees,approval. At premises located at: 490 Lupton Pt Rd, Mattituck SCTM # 473889 Sec/Block/Lot# 115.-11-20 Pursuant to application dated 2/14/2018 and approved by the Building Inspector. To expire on 8/24/2019. Fees: SINGLE FAMILY DWELLING-ADDITION OR ALTERATION $260.80 CO -ADDITION TO DWELLING $50.00 Total: $310.80 Building nspector Form No.6 TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCUPANCY This application must be filled in by typewriter or ink and submitted to the Building Department with the following: A. For new building or new use: 1. Final survey of property with accurate location of all buildings,property lines, streets, and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal (S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of I%lead. 5. Commercial building,industrial building,multiple residences and similar buildings and installations,a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. B. For existing buildings(prior to April 9, 1957) non-conforming uses,or buildings and"pre-existing"land uses: 1. Accurate survey of property showing all property lines,streets,building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant. If a Certificate of Occupancy is denied,the Building Inspector shall state the reasons therefor in writing to the applicant. C. Fees 1. Certificate of Occupancy-New dwelling$50.00,Additions to dwelling$50.00,Alterations to dwelling$50.00, Swimming pool $50.00,Accessory building$50.00,Additions to accessory building$50.00,Businesses$50.00. 2. Certificate of Occupancy on Pre-existing Building- $100.00 3. Copy of Certificate of Occupancy-$.25 4. Updated Certificate of Occupancy- $50.00 5. Temporary Certificate of Occupancy-Residential$15.00, Commercial$15.00 Date. g131 1-1 New Construction: �O,,lddoorwPrre-existing Building: V (check one) Location of Property: 4Q1D U1"1 1l� S ?0(n+ CA• MCL H �L` �� House No. Street Hamlet r Owner or Owners of Property: Suffolk County Tax Map No 1000, Section Block " Lot oto Subdivision Filed Map. Lot: Permit No. 021( Date of Permit. Applicant: Health Dept.Approval: Underwriters Approval: Planning Board Approval: Request for: Temporary Certificate Final Certificate: (check one) Fee Submitted: $ Applicant Signature pF 50Ulyolo TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION ] FOUNDATION 1ST [ ] ROUGH PLEIG. [ ] FOUNDATION 2ND [ ] INSULATION - [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: DATE INSPECTOR SOUIyo TOWN-OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLSG. [ ] OUNDATION 2ND [ ] INSULATION [ FRAMING / STRAPPING. [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: DATE INSPECTOR TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLEIG. _- - - -- - - - _-- -- - - - - -- ----- -- -- [ ] FOUNDATION 2ND [ ] ULATCION [ ] FRAMING /STRAPPING [ J FINAL Lh r� [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: j G M r Cu 4 1 )OLDATE Y3 INSPECTOR o - )" e- t FIELD INSPECTION REPORT DATE A COMME;IlTs b 1aJyloNm FOUNDATION (1ST) --------------------------------- FOUNDATION (2ND) Jco z l i ° ROUGH FRAMING& tS! PLUMBING 1 r INSULATION PER N. Y. H STATE ENERGY CODE FINAL ADDITIONAL COMMENTS b � C � o Z 0, m N O z e I W SOUTHOLD BUILDING PERMIT APPLICATION CHECKLIST BUILDING DEPARTMENT Do you have or need the following,before applying? TOWN HALL Board of Health SOUTHOLD,NY 11971 4 sets of Building Plans TEL: (631)765-1802 Planning Board approval FAX: (631) 765-9502 /� Survey ✓ SoutholdTown.NorthFork.net PERMIT NO. (J� Check Septic Form N.Y.S.D.E. . Trustees D It.�l V D C.O.Application Flood Permit Examined 20� Single&Separate AU - 3 017 Storm-Water Assessment Form ContMORMO WED➢MG 5U1r� Approved 20 � 1�G -Mail to: D.'ank l.aSplSG ...., Disapproved a/c T® OF SO ® fhUli RDO Gk" &(60AN `(7a-1 Phone:(0 L(AS-5 Expiration 4 20 0 D a B ' din pector F E B 1 4 2018 PPLICATION FOR BUILDING PERMIT Date , 20 Tt u ly;+:i: INSTRUCTIONS TOWN OF SOUI'HOLD a.This application MUST be completely filled in by typewriter or in ink and submitted to the Building Inspector with 4 sets of plans, accurate plot plan to scale.Fee according to schedule. , b.Plot plan showing location of lot and of buildings on premises, relationship to adjoining premises or public streets or areas, and waterways. c. The work covered by this application may not be commenced before issuance of Building Permit. d.Upon approval of this application,the Building Inspector will issue a Building Permit to the applicant. Such a permit shall be kept on the premises available for inspection throughout the work. e.No building shall be occupied or used in whole or in part for any purpose what so ever until the Building Inspector issues a Certificate of Occupancy. f.Every building permit shall expire if the work authorized has not commenced within 12 months after the date of issuance or has not been completed within 18 months from such date.If no zoning amendments or other regulations affecting the property have been enacted in the interim,the Building Inspector may authorize, in writing,the extension of the permit for an addition six months.Thereafter, a new permit shall be required. APPLICATION IS HEREBY MADE to the Building Department for the issuance of a Building Permit pursuant to the Building Zone Ordinance of the Town of Southold, Suffolk County,New York, and other applicable Laws, Ordinances or Regulations, for the construction of buildings,additions, or alterations or for removal or demolition as herein described. The applicant agrees to comply with all applicable laws, ordinances,building code,housing code, and regulations, and to admit authorized inspectors on premises and in building for necessary inspections. ,f (Signat o a licant o name,if a corporation) Ar=�&n c+, ,Quam i n;n (Mailing address of applicant) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician,plumber or builder GLGz�� Name of owner of premises® an As on the tax roll or latest deed) - If applicant is a corporation, signature of duly authorized officer' ? (Name and title of corporate officer) Builders License No. Plumbers License No. Electricians License No. Other Trade's License No. 1. Location of land on which� proposed work will be done- Li al u� pl t�t�k� �- M O'k i) House Number Street Hamlet County Tax Map No. 1000 Section 115 Block 1 Lot -'20 S.uM ion Filed Map No. Lot 2. State existing use and occupancy of premises and in ended use and occupancy of proposed construction: a. Existing use and occupancy Cl b. Intended use and occupancy %ON-Jo / 3. Nature of work(check which applicable):New Building Addition Alteration Repair Removal Demolition Other Work (Description) 4. Estimated Cost eo,000 Fee (Tb be paid on filing this application) 5. If dwelling,number of dwelling units Number of dwelling units on each floor If garage, number of cars 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. 7. Dimensions of existing structures„if any: Front U_. Rear , - Depth 33 Height Number of Stories t, Dimensions of same structure with alterations or additions: Front -1Lo.7 Rear -7a Depth 14 3. 5S” Height - Number of Stories 1 8. Dimensions of entire new construction: Front Rear �o Depth q 1$ Height q Number of Stories l 9. Size of lot: Front 0 OC)N Rear oZ s 1% Depth 10.Date of Purchase Name of Former Owner r 11. Zone or use district in which premises are situated R_0 Q 12. Does proposed construction violate any zoning law, ordinance or regulation? YES NO ✓ 13. Will lot be re-graded? YES NO " Will excess fill be removed from premises? YES NO 14.Names of Owner of premises LCQKQ ! D Address CPhone No.Wk-g;Ag '19;)� Name of Architect CAUVi5 0-i'l Address 11aU1)A n 9d,.9,'SefCPhone No Name of Contractor jr- �41•s Addres 59 V�m. hone No. 63%-SUl-4M) Otto% 15 a. Is this property within 100 feet of a tidal wetland or a freshwater wetland? *YES V#O'NO * IF YES, SOUTHOLD TOWN TRUSTEES &D.E.C. PERMITS MAY BZ REQUIRED. b. Is this property within 300 feet of a tidal wetland? * YES NO * IF YES,D.E.C.PERMITS MAY BE REQUIRED. 16. Provide survey,to scale,with accurate foundation plan and distances to property lines. 17. If elevation at any point on property is at 10 feet or below, must provide topographical data on survey. 18.Are there any covenants and restrictions with respect to this property? * YES NO * IF YES,PROVIDE A COPY. STATE OF NEW YORK) SS: U COUNTY Ori. lll, ) /Y�o so being duly sworn, deposes and says that(s)he is the applicant (Name of individual Agning contract)above named, (S)He is the (A un (Contractor,Agent, Corporate Officer, etc.) of said owner or owners, and is duly authorized to perform or have performed the said work and to make and file this application; that all statements contained in this application are true to the best of his knowledge and belief; and that the work will be performed in the manner set forth in the application filed therewith. Sworn tq before me this Rosen s Edith K kmign ��-'' day of "JOU 20 i7 Notary Public-State of New ywk a- No.01K16360137 Qualified in Suffolk County MyCOMMissionaxpom 3IAO 13 /102% Notary Public ie of Applicant v� �Sz ?+••t. �d—'°-�r�1 �.._ / . i� Zr �'ftz '\� 1� `�'.!5 1"u•, f��'�a �t-i:. 1 ,:�I":tr��)r�i. :, f. j r��Jy� ��r v. �;1�.� t `�c / t. 't1r,1i. �,•, s r��to},� f;, r„t� �x?Yr`��)1a -�:;�l+yak; 1)1 � r ��.1� rt•Ja ,�i,� �)r, ,. ”\,'„'s^,.pty�r r (.1a1 :„,�. l..11l, rYr, � ,r tit /, '• �«q)-zx�=,gy .y,��„ rf .-(Ta,. V (✓J'.( � 3 i j ``:�},y � �? ,lf r,, 7„. , t� -� Y�, i'�',:r*.frP•rtf„' `'kdf uh:i � .,.Ntr;F,,.,Rx.4{§s}`;>.wt.,�}�.:, 1�A1' ,, �r„fi A� /IA ^J�/C `�. .•..a.a"�'�"�"�e,a."...,e.:. .:,....i�..-:: .fie....-..: .,. . ht,.;..i.=-.,s`i,.,, .:;.x T.,. : :;%"....r'."T'CC :'�".,?;.;""�-'� c:r, ..t.,..; x.... s �� t , IN all r , i' f r � L ` n j�_ 1 1 l i 1 1 • /•t 1 � 1 1 ' 1 1 1 1 1 c+_��`1',a�. k / � •C� f jY . u. ::.. y -� J J \ . ,.^ r ttY St, � .t.\:..A/ , <;�,,, /��.'.1• � '✓ � 46-0 RE ass>"r .n, C. {,: I Ir 1 l t u\, .r•, i;iq aui. � a17` �� .Ati_ "" fr�i•/! a.'tlt�< •''.: ,,,;,r:�,''� rqk�\'� � ilk. �"�fut.• t i.t � wtk y,ii:. `s� � "rr,Y,i'' Michael J.Domino,President V�*Of SOUrjyO Town Hall Annex John M.Bredemeyer III,Vice-President �O l0 54375 Route 25 P.O.Box 11 Glenn Goldsmith J�[ Southold,New York 11971 A.Nicholas Krupski G Q Telephone(631) 765-1892 Greg Williams O Fax(631) 765-6641 BOARD OF TOWN TRUSTEES TOWN OF SOUTHOLD CERTIFICATE OF COMPLIANCE # 1464C Date: April 26, 2018 THIS CERTIFIES that the existinglq.ft. one-story dwelling; and to replace the existing seaward side deck with a proposed 9'8"x16' (156sq.ft.)sunroom for a total of 2,102sq.ft. dwelling; At 490 Lupton Point Road,Mattituck Suffolk County Tax Map#1000-115-11-20 Conforms to the application for a Trustees Permit heretofore filed in this office Dated October 16,2017 pursuant to which Trustees Wetland Permit#9133 Dated December 13,2017,was issued and conforms to all of the requirements and conditions of the applicable provisions of law. The project for which this certificate is being issued is for the existing 1,946sq.ft. one-story dwelling; and to replace the existing seaward side deck with a proposed 9'8"x16' (156sq.ft.)sunroom for a total of 2,102sq.ft. dwelling. The certificate is-issued to Joseph D'Angelo owner of the aforesaid property. �D Authorized Signature DD MAY - 3 2013 TOWN OF SOUTHOLD NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION Division of Environmental Permits,Region 1 SUNY @ Stony Brook,50 Circle Road,Stony Brook,NY 11790 P:(631)444-03651 F.(631)444-0360 www.dec:ny,gov LETTER OF NO JURISDICTION Joseph D'Angelo January 25, 2018 490 Luptons Point Road Mattituck, NY 11952 Re: Application#1-4738-04568/00001 D'Angelo Property, Luptons Point Road, Mattituck SCTM# 1000-115-11-20 - Dear Mr. D'Angelo: Based on the information you submitted, the Department of Environmental Conservation has determined that the property landward of the 10' elevation contour as shown on the survey prepared by Wallace T. Bryan, last revised 9/29/17, is beyond Tidal Wetlands Act (Article 25)jurisdiction. Therefore, in accordance with the current Tidal Wetlands Land Use Regulations (6NYCRR Part 661) no permit is required. Be advised, no construction, sedimentation, or disturbance of any kind may take place seaward of the tidal wetlands jurisdictional boundary, as indicated above, without a permit. It is your responsibility to ensure that all precautions are taken to prevent any sedimentation or disturbance within Article 25 jurisdiction which may result from your project. Such precautions may include maintaining adequate work area between the jurisdictional boundary and your project (i.e. a 15' wide construction area) or erecting a temporary fence, barrier, or hay bale berm. This letter shall remain valid unless site conditions change. Please note that this letter does not relieve you of the responsibility of obtaining any necessary permits or approvals from other agencies or local municipalities. Sincerely, I R ronaI vans R Permit Administrator cc: Land Use Ecological Services, Inc . MHP File Enva mentof \\ L_IOPI PORNNIN Environmental J Conservation Scott A. Russell S`1F0JRMWA\T1E1K SUPERVISOR �''� MANAGEMENT SOUTHOLDTOWN HALL-P.O.Box 1179 � Town of'Southold r 53695 Main Road-SOUTHOLD,NEW YORK 11971 Ol CHAPTER 236 - STORMWATER MANAGEMENT WORK SHEET ( TO BE COMPLETED BY THE APPLICANT ) DOES THIS PROJECT INVOLVE AKIN OF THE FOLWWING: tCHECK ALL TH 4T 4PPLY Yes No []VA. Clearing, grubbing, grading or stripping of land which affects more than 5,000 square feet of ground surface. ❑[(B. Excavation or filling involving more than 200 cubic yards of material within any parcel or any contiguous area. ❑13/C• Site preparation on slopes which exceed 10 feet vertical rise to 100 feet of horizontal distance. [][3/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 FIRM Map of any watercourse. ❑[R(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 all of the questions above, STOP! Complete the Applicant section below with your Name, Signature,Contact Information, Date & County Tax Map Number! Chapter 236 does not apply to your project. If you answered YES to one or more of the above, please submit Two copies of a Stormwater Management Control Plan and a completed Check List Form to the Building Department witl-i your Building Permit Application. S.C.T.M. `: 1000 Date APPLICANT (Property Owner,Design Professional,Agent.Conti actor,Other) District NAMEV Section 131oct. Lot IPrmtl �1� [it.it.l),I\l.. KPARTMENT L'til; ttNL.Y `*xx Contact Infornunon; fielrp»rc humbrr Rc\iew•cd By: Date: Pro ert y Address/Location of Cons_tnictl(ann jWork: — — — — — — — — — — — — — — — "1 (0 u 5 `1, �'�D�• — — —Slot 1\\. t for processing Building Permit. — — — `, Slolm��•ater Management Conllol Plan Not Requn"ed, MIr a[,IG-•- Stormwatei Management Control Plan Is Required.o. (Foi ward to Engiiieei ing Department for Re\Ie».) FORM r SMCP-TOS MAY 2014 D 'ANGEL".0 S -m 490 LUPTON5 POINT RD . zz21 MATTiTUCK NY 11942 ��3 � Q� DRAWING INDEXcn cn 51 - PLOT PLAN PLOT PLAN 52 - GEN. NOTES :r:, o 53 - FOUND./fl-R. FRAMING PLAN I 54 - ROOF FRAMING PLAN 55 - STRUCTURAL DETAILS 5G - STRUCTURAL DETAILS �: 222• __.� 3 � 57 - STRUCTURAL DETAILS N 08°0520 _ ---'' I O z V 3 0 fS1 1 "" n7 � o 5& _ STRUCTURAL DETAILS i _ _ - - 1 �" o Lu 59 STRUCTURAL DETAILS _ z V1 Z- Y 510 - STRUCTURAL DETAILS J 4'S�' in b a DRIVEWAY o A 1 - PARTIAL FLOOR PLAN m N 1 u � R I - 5UNROOM PLAN ELEV. N a I �' 0 ° € m O I§ (� ul 76 53.2a z =.. w G � , " R2 - SUNROOM DETAILS l� , PROPOM6-:5UNROOM 0 V(' �� Eap (� , 9'•8 I/8"k10-O 1/8° � z � i lLJ (n � Q R3 - 5UNROOM DETAILS 1P1Gid w v - W a R4 - 5UNROOM DETAILS / gbwmrour WOOD DOCK t 4 LCADER ' b I a F R5 - ,5UNROOM DETAILS / _ , ap b °` tD C0 (� ` m 25.70' '� I Q•�`��ssPyAOO 0 `,OO„ W _ �d pRo 082359 5A�Iv�C� 5 Rm FESS10� FASTENER SCHEDULE FOR 230 SUN SHADE TO EXISTING STRUCTURES*FOUNDATIONS / DRAWING TITLE. COMPONENT FASTENER NOJSPACING (MIN.) FASTPNEH QQ A PLOT PLAN COVER 5 h EET I J/0 BOLT w/ Z(MIN.)@ EACH MAX.) APPROVED BY 1 SCALE: ►• 30' COLUMNP5ILL 11/4"WASHER AND t 6°O.G.(MAX.) 00wDGE 3,�,0 BOARD OF I RUSTEES -BOARD (2)ROWS p 10 O.C. NOTE: TOD05TING w/W A5HCR TOWN OF SOUTHOLDI . THIS PLof'PLAN 15 FOR REFERENCE ONLY, FOR �/15ION5 WALL COLUMN 3/8"0 2 IN TOP G"(3°APART) ; ADDITIONAL INFORMATION SEE SURVEY � E C E d V E W/WA5HER 30'O.C.(MAX.)VERTICAU_Y PROVIDED BY A LICEN5ED LAND SURVEYOP, ALUM.RIDGE 3/8"0 BOLT w1 � DATE q � 13 2 I-I Q LEDGER WASHER (2)ROWS @ 16 O.C. 2. LOT COVERAGE CALC5 (FOOT PRINT ONLY] 1 DEC 1 3 2011 LOT AREA, 25,349 5Q.FT. �!L FA5TENM CONNECTING ALUM,TO ALUM.SHALL BE EXIST. 1110,05E. — 1,94G 5Q.FT. $5i J 01d Town BY: GWN rAINLE55 STEEL PROPO5LD'I o 15G SQ,FT. if. ALL FA5TENER5 CONNECTING ALUMINUM COMPONENTS TO i Board Tr `^ REVIEWED BY: A5 STRUCTURAL FRAMING OR FOUNDATION SHALL BE HOT DIPPED GALVANIZED. TOTAL: = 2,102 5Q.FT. SCAM: 5EE PLAN 3.ALL FA5TENER5 5HALL HAVE A MINIMUM OF 3"EMBEDMENT LION. LOT COVERAGE = 8.29°X, DATE: OG-13-1 7 51 of 10 i k TOTAL PLOT AREA: 25,352 SQ. FT. t NOTES: * ELEVATIONS HEREON REFER TO N.G.V.D. 29 REV. DATE ITEM NO. 1 12/9/17 REVISED LUPTOl*,%9 POINT ROAD \09 VV/99 EDGE OF PAVEMENT k e$ (ASPHALT) EDGE OF PAVEMENT O 450.00' e, S73°2850"E o� 100.00' �; / © \s• POLE 0 b� a y � l 4 -7i N �4 STEPS WOOD <Y\� i Cd PORCH 17.4' 0 19.1 C C-APRON M 11 7' N 17'4 \DA 28 4 GARAGE ONE STORY FRAME RESIDENCE iv 0 49D 13.2' :v N GAR.FLELEV,=11.3' \� Q :¢ 26.0• ��, .;••: 23.8' c o Q13.3'.Y n 25.0 STEP ' 1 PROPZ �, OSED aO," ��7 \fid W o CONC:� SUNROom m \ip O Z O w� PERGOLA. '• ow F } i�1 od••„ . OVER' n o �N � kL i x11 (F TAX LOT 20 O tai Z 80)• t "voi•..... '^ Iii] ,r, O TIDAL WETLANDS LINE AS DELINEATED 3 BY C.W.BOWMAN,LAND USE ECOLOGICAL p o SERVICES INC.ON NOVEMBER 28,2017••.,, .m,., .(EL. 6.0'). �� O ZQ Km O 1 FLAG 1 +1 FLAG 2 Z IYOpO'REr v p -- ___ FLAG 3 AlN1NC IyA r Q VIA FLAG ,I~ HIGf/ � N —— f-V I, a WOp nNg J _` s , 1_A - $O °perr O � 1 A- (CANAL) A. j 3- C)TO EXISTING LOT OCCUPANCY CALCULATIONS EDLP OF WA RESIDENCE AREA= 2,026.2 SQ. FT. f i WOOD DECK &PORCH =288 6 SO. FT. t BRICK WALK AREA= 991 SQ. FT. t 0 DRIVEWAY AREA= 1,105.1 SO. FT. t TOTAL AREA = 3,519.0 SO.FL t /1388 7 OF LOT CqN� 1, Tq' (� NSW 1, E 4 R4 Y 01- PROPOSED FPROPOSED LOT OCCUPANCY CALCULATIONS M�RigM RESIDENCE AREA = 2,026.2 SO. FL t WOOD DECK&PORCH = 85.6 SQ FT. t 4-1&0 1 T __ 125.OQ, BRICK WALK AREA = 99.1 SO. FL t SOW OR`�X-�G7-.,26 DRIVEAY AREA= 1,105.1 SQ. FT. t O F SUNROOM AREA= 154.93 SQ. FT. t RMER�y Op M�RigM TOTAL AREA = 3,470.93 SQ FT. t /13.69 %OF LOT THE EXISTENCE DF RIGHT OF WAYS AND/OR EASEMENTS OF RECORD, IF ANY, NOT SHOWN ARE NOT GUARANTEED, THIS SURVEY WAS PREPARED IN ACCORDANCE WITH THE EXISTING CODE OF PRACTICE FOR LAND SURVEYORS ADOPTED BY THE NEW YORK STATE ASSOCIATION OF PROFESSIONAL LAND SURVEYDRS• ANY ALTERATION OR ADDITION TO THIS SURVEY IS A VIOLATION OF SECTION 7209 OF THE NEW YORK STATE EDUCATION LAW. COPIES OF THIS Sl IRVEY MAP NOT BEARING THE LAND SURVEYOR'S INKED SEAL OR EMBOSSED SEAL SHALL NOT BE CONSIDERED TO BE A VALID TRUE COPY, NO OFFICIAL I F THIS STATE, OR OF ANY CITY, COUNTY, TOWN OR VILLAGE THEREIN, CHARGED WITH THE ENFORCEMENT OF LAWS, ORDINANCES OR REGULATIONS Sf ALL ACCEPT OR APPROVE ANY PLANS OR SPECIFICATIONS THAT ARE NOT STAMPED. CERTIFICATIONS INDICATED HEREON SHALL RUN ONLY TO THE PERS IN FOR WHOM THE SURVEY IS PREPARED, AND ON HIS BEHALF TO THE TITLE COMPANY, GOVERNMENTAL AGENCY AND LENDING INSTITUTION LISTED HE REON AND TO THE ASSIGNEES OF THE LENDING INSTITUTION. CERTIFICATIONS ARE NOT TRANSFERABLE TO ADDITIONAL INSTITUTIONS OR SUBSEQUENT O WNERS. SUFFOLK COUNTY TAX MAP DIST: 1000 SECT: 115 BLK: 11 LOT: 20 Wallace T. Bryan MAP OF DESCRIQED PROPERTY 6 "° t Licensed Land Surveyor MAINTAINING THE RECORDS OF LOCATION: MATTITUCK BURTON, BEHRENDT & �SMITH ir4 a. Q„ k XG TOWN OF SOUTHOLD, COUNTY OF SUFFOLK, STATE OF NEW YORK 273Skedec®rl'eAvemme a! r Bqjpoii, New York 11 70 SURVEYED: SEPTEMBER 14, 2017❑' p 1® ACERTIFIED TO: JOSEPH ANGELO (631)472-1770 ~ Fax 472-1771 SCALE- 1 "=30' FILE NO: 99-795R1 New York State Insurance Fund Workers'Compensation&Disability Benefits Specialists Since 1914 199 CHURCH STREET,NEW YORK,N.Y.10007-1100 CERTIFICATE OF WORKERS' COMPENSATION INSURANCE 0 .0 ^^^A^^ 743007449 LOVELL SAFETY MGMT CO.,LLC 110 WILLIAM STREET 12TH FLR - NEW YORK NY 10038 Scan to Validate POLICYHOLDER CERTIFICATE HOLDER FOUR SEASON I,LLC D/B/A FOUR TOWN OF SOUTHOLD SEASON HOLBROOK 53095 ROUTE 25 5005 VETERANS MEMORIAL HIGHWAY P.O. BOX 1179 HOLBROOK NY 11741 SOUTHOLD NY 11971 POLICY NUMBER CERTIFICATE NUMBER POLICY PERIOD DATE G1256 031-4 670207 07/01/2017 TO 07/01/2018 8/3/2017 THIS IS TO CERTIFY THAT THE POLICYHOLDER NAMED ABOVE IS INSURED WITH THE NEW YORK STATE INSURANCE FUND UNDER POLICY NO. 1256031-4, COVERING THE ENTIRE OBLIGATION OF THIS POLICYHOLDER FOR WORKERS' COMPENSATION UNDER THE NEW YORK WORKERS' COMPENSATION LAW WITH RESPECT TO ALL OPERATIONS IN THE STATE OF NEW YORK, EXCEPT AS INDICATED BELOW. IF YOU WISH TO RECEIVE NOTIFICATIONS REGARDING SAID POLICY, INCLUDING ANY NOTIFICATION OF CANCELLATIONS, OR TO VALIDATE THIS CERTIFICATE,VISIT OUR WEBSITE AT HTTPS:/ANVWV.NYSIF.COM/CERT/CERTVAL.ASP.THE NEW YORK STATE INSURANCE FUND IS NOT LIABLE IN THE EVENT OF FAILURE TO GIVE SUCH NOTIFICATIONS. THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS NOR INSURANCE COVERAGE UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICY. NEW YORK STATE INSURANCE FUND J, DIRECTOR,INSURANCE FUND UNDERWRITING VALIDATION NUMBER:571347261 U-26.3 " STATE OF NEW YORK WORKERS' COMPENSATION BOARD CERTIFICATE OF INSURANCE COVERAGE UNDER THE NYS DISABILITY BENEFITS LAW PART 1. To be completed by Disability Benefits Carrier or Licensed Insurance Agent of that Carrier 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 of Insured Holbrook, NY 11741 1 d.Federal Employer Identification Number of Insured or Social Security Number 205809702 DBA: Four Seasons Holbrook 2.Name and Address of the Entity Requesting Proof of Coverage 3a.Name of Insurance Carrier (Entity Being Listed as the Certificate Holder) Zurich American Insurance Company Town of Southold 3b.Policy Number of entity listed in box"la": P.O Box 1179 5291935.004 54375 Route 25 3c.Policy effective period: Southold,NY 11971 07/01/2017 to 07/01/2018 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 8/3/2017 By 4 (Signature of insurance carrier's authorized representative or NYS Licensed Insurance Agent of that insurance carrier) Telephone Number (631)845-2200 Title Administrative Services Manaizer IMPORTANT:If box"4a"is checked,and this form is signed by the insurance carrier's authorized representative or NYS Licensed Insurance Agent of that carver,this certificate is COMPLETE Mail it directly to the certificate holder. If box"4b"is checked,this certificate is NOT COMPLETE for purposes of Section 220,Subd 8 of the Disability Benefits Law It must be mailed for completion to the Workers'Compensation Board,DB Plans Acceptance Unit,20 Park Street,Albany,New York 12207 PART 2. To be completed by NYS Workers' Compensation Board (Only if box"4b" of Part 1 has been checked) State Of New York Workers' Compensation Board According to information maintained by the NYS Workers'Compensation Board,the above-named employer has complied with the NYS Disability Benefits Law with respect to all of his/her employees. Date Signed By (Signature of NYS Workers'Compensation Board Employee) Telephone Number Title Please Note: Only insurance carriers licensed to write NYS disability benefits insurance policies and NYS licensed insurance agents of those insurance carriers are authorized to issue Form DB-120.1. Insurance brokers are NOT authorized to issue this form. DB-120.1 (5-06) IM M�' Suffolk County Department of Labor, Licensing & Consumer Affairs Ww VETERANS MEMORIAL HIGHWAY HAUPPAUGE. NEW YORK 11788 sr DATE ISSUED: 3/28/2017 No. 58270-H SUFFOLK COUNTY R. Home Improvement Contractor License This is to certify that JOSEPH SEGRETI doing business as FOUR SEASONS SUNROOMS OF NEW YORK LLC having furnished the requirements set forth in accordance with and subject to the provisions of applicable laws,rules and regulations of the County of Suffolk, State of New York is hereby licensed to conduct business as a HOME IMPROVEMENT CONTRACTOR, in the County of Suffolk. License Category I NOT VALID WITHOUT Additional Businesses GC DEPARTMENTAL SEAL AND A CURRENT ZZ, CONSUMER AFFAIRS SUFFOLK COUNTY DEPT Of-LABOR, Xwwl LICENSING&CONSUMER AFFAIRS --70-ME IMPROVEMENT Commissioner CONTRACTOR I N AM JOSEPH SEGRET) This certif" les that the bearer is duly FOUR SEASONS sumoor,,S OF NEW licensed by the YORK LLC County Of Suffolk t0M 58270-H 03/28/2017 -XPRADroOAs 03101/2019 JPg�ON MCGTS `�� -�, A.S. Engineering Services,P.C. a "N' { Long Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASE S - Ke Port Jefferson, New New York, New York Project Name Project Address 490 LUPTONS POINT ROAD D'Angelo Residence MATTITUCK, NEW YORK 11942 Calc by Date Chk'd by Date Sheet no./rev AS 8/1/2017 1 of 26 ENGINEERING CALCULATIONS FOUR SEASONS SERIES 230 SUN & STARS STRAIGHT EAVE MODEL 9'-8.125" PROJECTION BY 16'-0.125" FRONT WALL , WITH 5LB3 RAFTERS @ 36" O.C. MAX FOR THE D'ANGELO RESIDENCE LOCATED AT: 490 LUPTONS POINT ROAD MATTITUCK, NEW YORK 11942 DATE: August 1, 2017 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR 20 psf EQUIVALENT UNIFORM ROOF LOAD Vult = 135mph EXPOSURE C WIND LOAD AS PER THE 2015 INTERNATIONAL RESIDENTIAL CODE AND NEW YORK STATE DEPARTMENT OF STATE 2016 UNIFORM CODE SUPPLEMENT AND EITHER MEETS OR EXCEEDS THESE LOADINGS '(SOF NE�,yy ��P S SPy9 O� n t W X82359 t!i= v ROFE SSI O�P Office: 631-560-0259 Fax 631-938-0784 www.asengineeringservices com O�PZO Pl MEETS C A.S. Engineering erVfiCes,P C. y Long Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASE S Port Jefferson, New New York, New York Project Name Project Address 490 LUPTONS POINT ROAD D'Angelo Residence MATTITUCK, NEW YORK 11942 Calc by Date Chk'd by Date Sheet no/rev AS 8/1/2017 1 of 26 ENGINEERING CALCULATIONS FOUR SEASONS SERIES 230 SUN & STARS STRAIGHT EAVE MODEL 9'-8.125" PROJECTION BY 16'-0.125" FRONT WALL WITH 51-133 RAFTERS @ 36" O.C. MAX FOR THE D'ANGELO RESIDENCE LOCATED AT: 490 LUPTONS POINT ROAD MATTITUCK, NEW YORK 11942 DATE: August 1, 2017 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR 20 psf EQUIVALENT UNIFORM ROOF LOAD Vult = 135mph EXPOSURE C WIND LOAD AS PER THE 2015 INTERNATIONAL RESIDENTIAL CODE AND NEW YORK STATE DEPARTMENT OF STATE 2016 UNIFORM CODE SUPPLEMENT AND EITHER MEETS OR EXCEEDS THESE LOADINGS 0F NE s sPLLJ yRo O� r— tt m s �O 82353 v ROFESSIONP Office. 631-560-0259 Fax 631-938-0784 www.asengineeringservices.com A.S. Engineering Services,P ° Long Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASES Port Jefferson, New New York, New York Project Name Project Address 490 LUPTONS POINT ROAD D'Angelo Residence MATTITUCK, NEW YORK 11942 Calc by Date Chk'd by Date Sheet no/rev AS 8/1/2017 1 of 26 ENGINEERING CALCULATIONS FOUR SEASONS SERIES 230 SUN & STARS STRAIGHT EAVE MODEL 9'-8.125" PROJECTION BY 16'-0.125" FRONT WALL WITH 51-133 RAFTERS @ 36" O.C. MAX FOR THE D'ANGELO RESIDENCE LOCATED AT: 490 LUPTONS POINT ROAD MATTITUCK, NEW YORK 11942 DATE: August 1, 2017 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR 20 psf EQUIVALENT UNIFORM ROOF LOAD Vult = 135mph EXPOSURE C WIND LOAD AS PER THE 2015 INTERNATIONAL RESIDENTIAL CODE AND NEW YORK STATE DEPARTMENT OF STATE 2016 UNIFORM CODE SUPPLEMENT AND EITHER MEETS OR EXCEEDS THESE LOADINGS OF NE �P S SPy9 O C.D P� G * r a: nzJ m <� �O A082359 9OFES S 1 O�P�. Office. 631-560-0259 Fax. 631-938-0784 www.asen,gineeringservices.com OAC'%CNN MEEys C a� A.S. Engineering Services,P.C. Long Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASF S Port Jefferson, New New York, New York Project Name Project Address 490 LUPTONS POINT ROAD 'Angelo Residence MATTITUCK, NEW YORK 11942 Calc.by Date I Chk'd by Date Sheet no./rev. AS 8/1/2017 2 of 26 Table of Contents DETERMINE BASE SHEARS BASED ON WIND LOADS............................................................... 3 WINDSHEAR................................................................................................................................ 4 COMPONENTS AND CONNECTIONS............................................................................................ 7 GLAZINGBAR............................................................................................................................... 8 BEARING WALL COLUMNS....................................................................................................... 10 EAVE........................................................................................................................................... 13 SECTIONPROPERTIES............................................................................................................. 14 CONNECTIONDESIGN..................................................................................................."".......... 15 Office: 631-560-0259 Fax 631-938-0784 www.asengineeringserylces.com .�1°PI MEETS a°4P A.S. Enginbering Services,P.C. Long Island New York AS E S 112 Wilson Drive 630 Fifth Avenue, Suite 2000 Port Jefferson, New New York, New York Project Name Project Address 490 LUPTONS POINT ROAD 'Angelo Residence MATTITUCK, NEW YORK 11942 Calc.by Date Chk'd by Date Sheet no/rev. AS 8/1/2017 3 of 26 DETERMINE BASE SHEARS BASED ON WIND LOADS Office 631-560-0259 Fax- 631-938-0784 www.asengineeringservices com J"%of,M.EETJ a 41110 ``pA.S. Engineering Services,P.C. Long Island New York I. 't 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASES Port Jefferson, New New York, New York Project Name Project Address 490 LUPTONS POINT ROAD D'Angelo Residence MATTITUCK, NEW YORK 11942 Calc by Date Chk'd by Date Sheet no/rev AS 8/1/2017 4 of 26 WIND SHEAR FIRST CALCULATE WIND PRESSURES AND THEN BASE SHEARS AND LATERAL FORCE DISTRIBUTION Search Results Map ' Satelhie = Y'Pecomc ,_ _ Query;Date:Tue Aug 012017' Bedell,Cellars•0 �' { Latitude:40 9899, 'L. Longitude:'-72-5167' ASCE 7=10 Windsp eeds - �- ,j3-pec peak gust ih mph"): -Risk Category"1:.124 Pa" Risk Cafegory,ll:135 k Category 1 III-1V: .45 nnattituck°' �, New Suffolk. Ris � j � MRI""10=Year:79 MRI"25-Year:00 _- V J 'MRI's*50-Year:99 .MRI-100=Year': 110, Laurer Ro6ins'lsfand' l� ASCE 7=05 Wiridspeed: 120(3-sec peak•gust in m_ ph) O, 1 Y- I`� ASCE 7'93,Windspeed:, GOOg e. ' �•Ma data 02017Gao I--Teras of Use- Re..(ama error 86'•(fastest mile in'mph) ISDDR ._ .a p B°: - __ -p�. p [RB]WINDBORNE DEBRIS REGION.Areas within hurricane-prone regions located in accordance with one of the following: 1.Within 1 mile(1.61 km)of the coastal mean high water line where the ultimate design wind speed,Vult, is 130 mph (58 m/s)or greater. 2. In areas where the ultimate design wind speed,Vult, is 140 mph (63.6 m/s)or greater;or Hawaii. WINDBORNE DEBRIS REGION Office. 631-560-0259 Fax 631-938-0784 www.asen,ineeringservices.com o,PSON AtEF��R A.S. Engineering Services,P.C. Lon4 Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 AS E S Port Jefferson, New New York, New York Project Name Protect Address 490 LUPTONS POINT ROAD 'Angelo Residence MATTITUCK, NEW YORK 11942 Calc.by Date Chk'd by Date Sheet no./rev. As 8/1/2017 5of26 Wind Pressure Calculations (Main Wind Force Resisting System) Design Wind Pressure p=gGCP-q,(GCP,) Where, q= 0.00256 KZ KZt Kd V21 for 0.7 FOR EXP Velcity Pressure Exposure Coefficient Where, K�= = 0.85 Exposure C B 0.85 FOR EXP KZt= Topographical Factor I 1.0 I C Kd= Directionality factor= 0.85 i Vult= Wind Speed= 135, 1 mph I= Importance factor= 1.0 Therefore, q = 33.71 psf Design wind pressure, p= gGCP-q,(GCp,) Where, q = 33.71 psf G= Gust Factor=0.85 + 0.55 FOR PARTIALLY EXPOSED GCP,= +218 for STRUCTURE 0.18 FOR ENCLOSED CP= 0.8 Windward Wall STRUCTURE 0.5 Leeward Wall 0.7 Side Wall 0.9 Roof Therefore, p ± 28.99 psf for Windward Wall 20.39 psf for Leeward Wall 26.12 psf for Side Wall 31.85 psf for Roof use 10psf Pressures based on Vasd -multiply by 0.6 min 17.39 psf for Windward Wall 10.00 psf for Leeward Wall 10.00 psf for Side Wall 19.11 psf for Roof Office' 631-560-0259 Fax. 631-938-0784 www.asengineerin-services.com SPI low Al Err f A yQ�, � �,,�� A.S, r�� 8-in Services, o o 3 f ` Long Island New York ( 112 Wilson Drive 630 Fifth Avenue, Suite 2000 AS E S Port Jefferson, New New York, New York Project Name Project Address 490 LUPTONS POINT ROAD 'Angelo Residence MATTITUCK, NEW YORK 11942 Calc by Date Chk'd by Date Sheet no/rev AS 8/1/2017 6 of 26 ROOMINPUT PROJECTION 967 FT FRONT WALL HEIGHT 6.67 ' FT RIDGE HEIGHT 900 ' FT FRONT WALL LENGTH i 16.00 ` FT WIND PRESSURES 17.39 psf for Windward Wall 1000 psf for Leeward Wall Side 10.00 psf for Wall 19.11 psf for Roof WIND BASE SHEAR CALCULATIONS X-Direction Surface Area= 75.76445 sq ft for peaked wall Y-Direction Survace Area= 106.72 sq ft for side wall Therefore, X-Direction Wind Shear,V,,x= 2075 lbs Y-Direction Wind Shear,VWy= 1856 lbs LATERAL FORCE RESISTING SYSTEM LOAD 1/2 TO BASEWALL vx= 2075 = 1038 1038 1/2 TO HOUSE&1/2 TO FRONT WALL= 519 DIVIDED BY LENGTH OF FRONT WALL 519 = 32 PLF vy= 1856 1/2 TO FOUNDATION = 928 928 1/2 TO EACH SIDE WALL 464 DIVIDED BY LENGTH OF GABLE WALL 464 = 48 PLF Office 631-560-0259 Fax- 631-938-0784 www asengineenngservices.com A.S. Enghmring Services,Iia n 4p s 4 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 490 LUPTONS POINT ROAD D'Angelo Residence MATTITUCK, NEW YORK 11942 Calc.by Date Chk'd by Date Sheet no./rev. AS 8/1/2017 7 of 26 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.asengineerinaservices.com OJ PS JON Meer. F�p'q A.S. Engineering Services,P.C. Long Island New York �� 112 Wilson Drive 630 Fifth Avenue, Suite 2000 Port Jefferson, New New York, New York Protect Name Project Address 490 LUPTONS POINT ROAD D'Angelo Residence MATTITUCK, NEW YORK 11942 Calc.by Date Chk'd by Date Sheet no/rev AS 8/1/2017 8 of 26 GLAZING BAR REQUIRED BEAM SECTIONAL PROPERTIES-GRAVITY LOADS (FOR WALL DESIGNS) LENGTH 9.670 ft 116.04 in <<(Eave Height) <<(Average <<(Average O.C. 3.000 ft 36.00 in distance Distance P DEFL LIMIT L/ 120 = 0.967 in to each support) Between For ridge-WIDTH/2 Two Windows) --1 << DEAD LOAD —^ psf (Zero) LIVE LOAD 20 psf <<(Wind Pressure) TOT.w= 75 plf END REACTIONS= 362.625 lbs ft- Moment= 877 Ib 10519 75125 in-Ib STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES 6b 24000 ; psi ab' 19000 psi ab. 1600 psi E 29000000 psi E- �10100000J psi E 1600000 psi i 6': 1101 psi Sx>= 0.438 in3 Sx>= 0.55 in3 Sx>= 6.6 in3 IX>= 0.526 in4 IX>= 1.511 in4 IX>= 9.5 1n4 Ax>= 4.9 int C= 2.728663366 RECTANGULAR DIMENSIONS 1.25 WIDTH 7.5 in 1.72 DEPTH= 2.48 in minimum Office. 631-560-0259 Fax: 631-938-0784 www asengineeringservices.com {iota murr, 6 f &B tE Irl A.S., S Q wi � rVice ��f� .C. _ Lona Island New York r 5 1 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASE S Port Jefferson, New New York, New York Project Name Project Address 490 LUPTONS POINT ROAD D'Angelo Residence MATTITUCK, NEW YORK 11942 Calc by Date Chk'd by Date Sheet no/rev AS 8/1/2017 9 of 26 REQUIRED BEAM SECTIONAL PROPERTIES-WIND LOADS (FOR WALL DESIGNS) LENGTH 9:670' ft 116.04 in <<(Eave Height) !.`; <<(Average - O.C.. 3.000 ft 36.00 in <<(Average distance Distance DEFL. LIMIT L/ 120 = 0.967 in to each support) Between For ridge-WIDTH/2 Two Windows) ps << DEAD LOAD 0 f (Zero) s LIVE LOAD: 16.11 } f <<(Wind Pressure) 233.718779 TOT.w= 48 33894096 plf END REACTIONS= 5 lbs ft- Moment= 565 Ib 6780.181795 in-Ib STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES ab 24000,1 psi ab. 1,9000 j psi ab 1600• psi ` 1010000.1 E- 29000000,1 psi E _0{ psi E- 1600000 psi aV. 1161 psi SX>=' 0.283 in3 Sx>= 0.36 in3 Sx>= 4.2 in3 IX>= 0.339 in4 IX>= 0.974 in° IX>= 6.1 in° Ax>= 3.2 int C= 2.728663366 RECTANGULAR DIMENSIONS 1.25 WIDTH. 7.5 in 1.48 DEPTH= 2.14 in minimum GLAZING BAR DESIGN CONTROLLED BY GRAVITY LOADS AND 5LB3 ADEQUATE Office: 631-560-0259 Fax 631-938-0784 www asengineenngservices com o�o-t�oa nreere n •a`' 'cT, A.S. Engineering Sep-vices,P.C. Long Island New York Z 1 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASES Port Jefferson, New New York, New York Project Name Project Address 490 LUPTONS POINT ROAD D'Angelo Residence MATTITUCK, NEW YORK 11942 Calc by Date Chk'd by Date Sheet no/rev. AS 8/1/2017 10 of 26 BEARING WALL COLUMNS REQUIRED BEAM SECTIONAL PROPERTIES-BEARING WALL COLUMN (FOR WALL DESIGNS) LENGTH 6.6701 ft 80.04 in <<(Eave Height) <<(Average O.C.- 6.000' ft 72.00 in <<(Average distance Distance DEFL. LIMIT Betwee L/ 126 l = 0.667 in to each support) n _ For ridge-WIDTH/2 Two Windows) DEAD LOAD: w0 psf (Zero) LIVE LOAD- 17.39:1 psf <<(Wind Pressure) 104.362940 348.050405 TOT.w= 2 plf END REACTIONS= 4 lbs 6964.48861 Moment= 580 ft-lb 3 in-Ib ALUMINU STEEL M WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES ab' 24000 psi ab' psi ab 1600 ' psi q' 11-107790001 0E -290000001. psi E psi E. 0- psi a,: 110-_1 psi Sx>= 0.290 in3 Sx>= 0.37 1n3 Sx>= 4.4 in3 IX>= 0.240 in4 IX>= 0.690 in4 Ix>= 4.4 in4 Ax>= 4.7 int RECTANGULAR C= 1.882128713 DIMENSIONS 1.25 WIDTH, 7.5 in DEPTH 1.32 = 1.91 in minimum Office 631-560-0259 Fax: 631-938-0784 www.asengineeringservices.com vo-�at'o�a�+oN o99cf'cTr' A.S. E 9i tlee i Ilt� B.�Ye ices,P.C. Long Island New York s 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASE s Port Jefferson, New New York, New York Project Name Project Address 490 LUPTONS POINT ROAD 'Angelo Residence MATTITUCK, NEW YORK 11942 Calc by Date Chk'd by Date Sheet no./rev. AS 8/1/2017 11 of 26 Combined Ratio Check: Member Force/stresses Member Properties Axial Force= 725.25 lbs Unsupported Length, Lx= 6.670, ft Max Bending Moment, Mz= 580 lbs-ft Unsupported Length, Ly= 1 ft Max Bending Moment, My= 0-• lbs-ft Cross Section Area= 1.25 sq in Allowable Axial Stress, Fa= 4200 psi Section Modulus, Sx= 0.79 cu in Allowable Bending Stress, Fbx= 19000 psi Section Modulus, Sy= 0.33, cu in Allowale Bending Stress,Fby Radius of Gyration, rx 19000 psi = 1 in Radius of Gyration, ry Young's Modulus, E_ = 10100000- psi = '0.695 in K= 1•.00 Cmx, Cmy= 0.85 fa= 725.25 / 1.25 = 580.20 psi 6964.48861 fbx= 3 / 0.79 = 8815.81 psi fby= 0 / 033 = 0.00 psi Fex=(7C)^2*E /(nu*(KLx/rx)^2)= 7979.44 psi Fey=(7c)^2*E /(nu*(KLy/ry)^2)= 171472.16 psi Is fa/Fa<0.15 YES fa/Fa= 580.2 / 4200 = 0 138 <= 0.15 Equations to be checked 1.fa/Fa+fbx/Fbx+fby/Fby<= 1 0.46398991 0 138 + 4 + 0 000 0.602 <= 1 (GOOD) LITE H MIN OKAY Office. 631-560-0259 Fax. 631-938-0784 www.asengineeringservices.com OJP.j"pw MEE",a A.S. Engineering :ervices,P.C. 3 Lonq Island New York A��+Sl 112 Wilson Drive 630 Fifth Avenue, Suite 2000 Port Jefferson, New New York, New York Project Name Project Address 490 LUPTONS POINT ROAD D'Angelo Residence MATTITUCK, NEW YORK 11942 Calc.by Date Chk'd by Date Sheet no/rev AS 8/1/2017 12 of 26 GABLE WALL COLUMN REQUIRED BEAM SECTIONAL PROPERTIES-GABLE WALL COLUMN (FOR WALL _ DESIGNS) LENGTH. 8.000 ft 96.00 in <<(Eave Height) <<(Average O.C. 4.500 I ft 54.00 in <<(Average distance Distance DEFL. LIMIT ° L/ 120 ; = 0.800 in to each support) Between —` For ridge-WIDTH/2 Two Windows) ps << DEAD LOAD: 0 ! f (Zero) ps LIVE LOAD: 17.39 f f «(Wind Pressure) 78.2722051 TOT.w= 2 plf END REACTIONS= 313.0888205 lbs ft- 7514.13169 Moment= 626 Ib 2 in-Ib STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES ps i 6b' T 24000 ; i 6b 190001 psi 6b' 1600 i psi ps 1010000 I E 29000000 1 E 0; psi E 1600000 ' psi 6v 110 ; psi Sx>= 0.313 in3 SX>= 0.40 1n3 Sx>= 4.7 in3 IX>= 0.311 in4 IX>= 0.893 in4 IX>= 5.6 in4 Ax>= 4.3 int RECTANGULAR C= 2.257425743 DIMENSIONS 1.25 WIDTH' 7.5 in DEPTH 1.44 = 2.08 in minimum LITE H MIN OKAY Office 631-560-0259 Fax 631-938-0784 www asengineeringservices com @gyp,Pt�ON MEETS hAgC A.S. Engintering .9eivices,P.C. S A 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 490 LUPTONS POINT ROAD D'Angelo Residence MATTITUCK, NEW YORK 11942 Calc by Date Chk'd by Date Sheet no/rev. AS 8/1/2017 13 of 26 EAVE POINT LOAD ON CENTER- EAVE P" "1362.P25 LBS L= 6' FT E= 10100000 PSI 19000 10100000 DEFLECTION= L/ 180 0.4 inches 1.50E+06 1(REQUIRED)= 0.697963366 In^4 Sx,aluminum(required)= 0.604654933 in^3 I ADJUSTABLE-EAVE 1 = 2.03 S= 1.4 Fb= 19000 Office. 631-560-0259 Fax. 631-938-0784 www.asengineennaservices.com tptd MEFT6 A A.S.. n ini3eri nServices, .C. o 2r 4Lona Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASE S Port Jefferson, New New York, New York Project Name Project Address 490 LUPTONS POINT ROAD D'Angelo Residence MATTITUCK, NEW YORK 11942 Calc.by Date Chk'd by Date Sheet no./rev. AS 8/1/2017 14 of 26 SECTION PROPERTIES BEAM Ixx Sxx Ax TOP BOTTOM COLUMNS LITE'H'• : 1.09- 0.68 - 0.77 1.14, LITE'H'-4RSB 7.22• 2.76 2.45 2.35 UTILITY'H' ' = - 1.65 s " 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 1.89 213 45 DEGREE WITH 2-1/4"PL 1.93 233 30 DEGREE COLUMN 1.09 1.19 SYS 8 CASE COLUMN 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 41-113A 1.05 0.79 0.93 1.66 4HBA-4RSB 6.41 2.68 1.77 2.86 4HCX 627 2.717 3.05 2.648 4HCX-4RSB 17.03 5.09 4.82 3.85 51-63 2.29, : 1.28- 1.2 1.35 5LB3-4RSB 10.16 3.04 3.48 2.56 5HB3 4.41 2.29 2.5 2.18 5HB3-4RSB 13.1 4.29 409 3.39 51-135 4.72 2 1.77 1.62 5L135-4RSB 17 4.17 4.87 2.82 5C135 8.9 3.48 3.65 2.65 5C65-5CBI 11.74 4.52 4.88 3.94 5C135-CHANNEL 13.47 5.2 5.63 4.49 5CB5-4RSB 22 5.85 5.79 3.86 713P 2.88 1.64 1.64 1.61 7TB 254 712 712 3.31 7TB-STEEL 55 10.23 10.23 6.1 12LW 98.5 16.4 16.4 5.93 12LW-4RSB 154 21.2 21 7.14 4HCX 627 272 3.05 2.65 6NW 1765 575 6 3.49 8VALLEY 46.62 116 11.7 5.57 8NW 4423 10.72 11.63 5.22 Office: 631-560-0259 Fax: 631-938-0784 www.asengineeringservices.com ,gq�` 10N�4EETS aQ a A.S..LEnginringr g ® _ Long Island New York } It 112 Wilson Drive 630 Fifth Avenue, Suite 2000 AsE B Port Jefferson, New New York, New York Project Name Project Address 490 LUPTONS POINT ROAD 'Angelo Residence MATTITUCK, NEW YORK 11942 Calc.by Date Chk'd by Date Sheet no/rev AS 8/1/2017 15 of 26 CONNECTION DESIGN Office' 631-560-0259 Fax 631-938-0784 www asenaineerinaservices.com PcE J .low Mr" --- ,. 9 I i i -i � � -vices,R o A.S. y �t w4 Long Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASESPort Jefferson, New New York, New York Project Name Project Address 490 LUPTONS POINT ROAD D'Angelo Residence MATTITUCK, NEW YORK 11942 Calc by Date Chk'd by Date Sheet no/rev AS 8/1/2017 16 of 26 ALUMINUM GLAZING BAR CLIP TO WOOD CONNECTION 3/8" Lag Screw into Douglas Fir-Larch W/0 in. of Gap Space. Lag Screw Wood Screw Type= 3.50 in Wood Screw Length= Wood Screw3.00 I in Embedment= Wood Screw Thread 2.25 in Length= D= 0.375 in Dowel Diameter Dm= 0 265 in Dowel Diameter at max.stress in main member D,= 0.265 in Dowel Diameter at max.stress in side member Fb= 70,000 psi Dowel bending strength Wood Screw Withdrawal Calculations Substrate, Mixed Maple-Southern Pine Tabulated withdrawal design value- W= 351 lbs Penetration Factor: CP= 225 in (based on 1/2 screw length+.5) i Duration Factor. C)= 1.60 Withdrawal Allowable(W')= 1263.0 lbs Office 631-560-0259 Fax 631-938-0784 www asengineeringservices corn "i Long Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASS Port Jefferson, New New York, New York Project Name Project Address 490 LUPTONS POINT ROAD D'Angelo Residence MATTITUCK, NEW YORK 11942 Calc.by Date Chk'd by Date Sheet no/rev AS 8/1/2017 17 of 26 Wood Screw Lateral Calculations Substrate(Main Douglas Fir-Larch Member): Frame(Side Aluminum 6005-T5 Member)- Cantilever Distance, 0 in Frame hollow space+shim g: 0 in Gap between members(if applicable cantilever/2) in Main member dowel bearing length in Side member dowel bearing length F_= 3,646 psi ,Main member dowel bearing strength 13 38,000 psi Side member dowel bearing strength qm= 1,367 lbs/in Main member dowel bearing resistance=F—D q,= 14,250 lbs/in Side member dowel bearing resistance=FoD Mm= 21711 in-lbs Main member dowel moment resistance=Fb(Dm3/6) K= 21711 in-lbs Side member dowel moment resistance=Fb(D:3/6) Maximum angle of load to grain(0°<_0<_90°)for any member in a 9= 90 degrees connection Ke= 1258 KD= 3.000 Single Shear Double Shear Office 631-560-0259 Fax 631-938-0784 www asenaineenneservices.com C,P.��ON 0.4CETS b A.S. Engii Lonq Island New York - 112 Wilson Drive 630 Fifth Avenue, Suite 2000 AS FES` Port Jefferson, New New York, New York Project Name Project Address 490 LUPTONS POINT ROAD D'Angelo Residence MATTITUCK, NEW YORK 11942 Calc.by Date Chk'd by Date Sheet no/rev AS 8/1/2017 18 of 26 Mode Main Member Im Z,= 410179 lbs 4101.79 lbs Bearing ,Reduction 5 03 Term Mode 6 Zi= 815.14 lbs 815.14 lbs Mode Side Member Is Z,= 534375 lbs 10687.50 lbs Bearing ,Reduction 5.03 Term j Mode I: Z,= 1061.95 lbs 2123.91 lbs Side and Main Mode Member Bearing II Zu= 1754.39 lbs A= 00002 B= 1.688 C= 3577.32 Reduction 3.52 Term Mode II Zu= 498.07 lbs Mode Main Member Illm Z,,,= 1750.45 lbs Bearing and Dowel Yielding in the Side Member A= 0.0002 Office. 631-560-0259 Fax- 631-938-0784 www asenalneeringservices.com t+Q�n:eers .�0.4P A.S. EngineeHng BerVices,P.GO e LonaIsland New York 112.Wilson Drive 630 Fifth Avenue, Suite 2000 ,AS E S Port Jefferson, New New York, New York Project Name Project Address 490 LUPTONS POINT ROAD D'Angelo Residence MATTITUCK, NEW YORK 11942 Calc by Date Chk'd by Date Sheet no./rev. AS 8/1/2017 19 of 26 B= 1.500 _ C= 3293.45 Reduction 3.52 Term Side Member Bearing Mode and Dowel Yielding in III, Tau= 1145.91 lbs 2291.81 lbs the Main Member A= 0.0004 B= 0 188 C= -718.09 Reduction 3.52 Term i. Mode ; I 'Ills Z01--_ _ 325.32 lbs ___._ 65M64 -- Itisy --- -- Dowel Yielding in the Mode Side and Main IV Zrv= 1040.89 lbs 2081.77 lbs Member A= 0.0004 B= 0.000 C= -43422 Reduction 3.77 Term Office 631-560-0259 Fax- 631-938-0784 www.asenaineerinaservices corn ,�YoN fi9E[TS� a A.S. Engineering Services,P. . = Long Island New York � = 112 Wilson Drive 630 Fifth Avenue, Suite 2000 Port Jefferson, New New York, New York Project Name Protect Address 490 LUPTONS POINT ROAD D'Angelo Residence MATTITUCK, NEW YORK 11942 Calc by Date Chk'd by Date Sheet no/rev. AS 8/1/2017 20 of 26 Mode IV Ziv= _ 275.80 lbs 551.61 lbs Cd= Ll�j Load Duration CP= 1.000 Penetration Factor 5insle Lateral Allowable(Z'J= 317.2 lbs Double Lateral Allowable(Z'd)= 634.4 lbs 2 BOLTS FOR 3"BAR,THEREFORE TOTAL CAPACITY CONNECTION=634 LBS/BAR>ACTUAL REACTION Office 631-560-0259 Fax, 631-938-0784 www asengineeringservices corn ZION ftQ@£Ta L`r9aP A'.5., -ngiiibei-'ng Services,LRI m Long Island New York G € 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ABBs Port Jefferson, New New York, New York Protect Name Project Address 490 LUPTONS POINT ROAD D'Angelo Residence MATTITUCK, NEW YORK 11942 Calc by Date Chk'd by Date Sheet no/rev AS 8/1/2017 21 of 26 WOOD LEDGER TO EXISTING WOOD FRAMING CONNECTION 3/8" Lag Screw into Douglas Fir-Larch w/0 in. of Gap Space. 3/8' 1 Lag Screw Wood Screw Type= Wood Screw Length 600 in Wood Screw_ in Embedment= A Wood Screw Thread 3.50 in Length= D= 0.375 in Dowel Diameter Dm= 0.265 in Dowel Diameter at max.stress in main member D,= 0.265 in Dowel Diameter at max.stress in side member Fb= 70,000 psi Dowel bending strength Wood Screw Withdrawal Calculations Substrate: Mixed Maple-Southern Pine Tabulated withdrawal design value- W= 351 lbs Penetration Factor: CP= 3.50 in (based on 1/2 screw length+.5) Duration Factor: Co= .1.60] Withdrawal Allowable(W')= 1965.0 lbs Wood Screw Lateral Calculations Office- 631-560-0259 Fax 631-938-0784 www.asenalneeringservices.com F.T�pN n'ECT9 A.S. Engineering Services,R.C. s 4 Long Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 AS E S Port Jefferson, New New York, New York Project Name Project Address 490 LUPTONS POINT ROAD D'Angel® Residence MATTITUCK, NEW YORK 11942 Calc by Date Chk'd by Date Sheet no./rev AS 8/1/2017 22 of 26 Substrate(Main Douglas Fir-Larch Member): Frame(Side Douglas Fir-Larch Member): Cantilever Distance: I_._,9_1 in Frame hollow space+shim g. 0 in Gap between members(if applicable cantilever/2) = 3.000 in Main member dowel bearing length I = 3.000_ in Side member dowel bearing length Fem= 3,646 psi ,Main member dowel bearing strength 13 3,646 psi Side member dowel bearing strength qm= 1,367 lbs/in Main member dowel bearing resistance=FemD qs= 1,367 lbs/in Side member dowel bearing resistance=FO Mm= 217.11 in-lbs ,Main member dowel moment resistance=Fb(Dm3/6) Ms= 217.11 in-lbs ,Side member dowel moment resistance=Fb(W/6) Maximum angle of load to grain(0°<_0<90°)for any member in a B= 90 degrees connection Ke= 1258 KD= 3.000 Single Shear Double Shear Mode Main Member Im Zr 4101.79 lbs 4101.79 lbs Bearing ,Reduction 5.03 Term Office: 631-560-0259 Fax 631-938-0784 www.asendlneeringservices corn tow rx�ers A.S., innerin Services, , _ Long Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 �E Es' Port Jefferson, New New York, New York Project Name Project Address 490 LUPTONS POINT ROAD D'Angelo Residence MATTITUCK, NEW YORK 11942 Calc.by Date Chk'd by Date Sheet no./rev. AS 8/1/2017 23 of 26 ! Mode ' Z' __. _.815.14 - Abs 815.14 -`- - lbs"__ Mode Side Member Is Zr 410179 lbs 8203.58 lbs Bearing ,Reduction 5.03 Term `Mode'_.--• -_ � --- -,-- •-_ .__---i.-=:----- - -_.---- - _ -,--__ ;`. - ---=-- ------- - -- -. f♦ _'- ' I:; __...__.- Z,= 81514 .lbs _ -_ _1630.28 lbs Side and Main Mode Member Bearing II Zu= 1699.02 lbs A= 0.0004 B= 3 000 C= 615268 Reduction 352 Term Mode Zu= 482.35 lbs Mode Main Member Illm Zm= 1438.70 lbs Bearing and Dowel Yielding in the Side Member A= 0.0005 B= 1500 C= 3293.45 Reduction 3.52 Term Office. 631-560-0259 Fax: 631-938-0784 www.asenciineeringservices.com P.��pYN M14,EC7a a �,�}{� Engineering 3 %< Lona Island New York = 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASE Port Jefferson, New New York, New York Project Name Project Address 490 LUPTONS POINT ROAD D'Angelo Residence MATTITUCK, NEW YORK 11942 Calc.by Date Chk'd by Date Sheet no./rev AS 8/1/2017 24 of 26 I - j Mode Ill. Zni= 408.44 . lbs Side Member Mode Bearing and Dowel IIIc Z,,,= 1438.70 lbs 287740 Ibs Yielding in the Main Member A= 0.0005 B= 1.500 C= 3293.45 Reduction 3.52 Term � Mode Ills Zoi= 408.44 lbs 816.89 lbs Dowel Yielding in the Mode Side and Main IV Ziv= 770.52 lbs 1541.04 lbs Member A= 0.0007 B= 0000 C= -434.22 Reduction 3.77 Term Mode IV Ziv= 204.17 lbs 408.33 lbs I Cd= 1.15 Load Duration Cp= 1 000 Penetration Factor Office: 631-560-0259 Fax- 631-938-0784 www asengineeringservlces.com C,P"0%n1trr� A.S. Engineenng - rvi n a JJ Lona Island New York 4 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASES Port Jefferson, New New York, New York Project Name Project Address 490 LUPTONS POINT ROAD D'Angelo Residence MATTITUCK, NEW YORK 11942' Calc by Date Chk'd by Date Sheet no/rev. AS 8/1/2017 25 of 26 Sinsle Lateral Allowable(Z',)= 234.8 lbs Double Lateral Allowable(Z'd)= 469.6 lbs 2@16"MIN =354PLF Office 631-560-0259 Fax 631-938-0784 www asengineerinaservices corn CJ PSfON M€�r�e 4UN A.S. Engineering SeMces,.P.C. 3� Long Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 AS E S Port Jefferson, New New York, New York Project Name Project Address 490 LUPTONS POINT ROAD D'Angelo Residence MATTITUCK, NEW YORK 11942 Calc.by Date Chk'd by Date Sheet no/rev. AS 8/1/2017 26 of 26 CONNECTION SUMMARY 230 SUN&STARS STRAIGHT EAVE MAX ALLOWABLE BACK UP ACTUAL FORCE CONNECTION FORCE(LBS) CALC (LBS) GOOD(YIN) TENSION • SHEAR PAGE RAFTER TO RIDGE CLIP-3"BAR N/A 1964 21 363 RAFTER TO RIDGE CLIP-5"BAR N/A 2946 21 363 RIDGE CLIP TO EXISTING-3"BAR 1379 2397 22 363 RIDGE CLIP TO EXISTING-5" BAR 1379 3596 22 363 RAFTER TO EAVE CLIP-3"BAR N/A 1623 20 234 RAFTER TO EAVE CLIP-5"BAR N/A 2164 20 234 EAVE CLIP TO EAVE-3"BAR 832 1623 18 234 EAVE CLIP TO EAVE-5"BAR 1110 2164 18 234 EAVE TO COLUMN-LITE H 1110 N/A 15 467 EAVE TO COLUMN-UTILITY H 1110 N/A 16 467 SILL TO COLUMN-LITE H 1300 N/A 12 467 SILL TO COLUMN-UTILILTY H 1300 N/A 13 467 SILL TO FOUNDATION 1478 1786 10 467 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 asengineeringserwces.com 3e %\Jy e � UILD the BEST -} F4UR SEASO NS , s U N R O a M S Made in N. America for Over 30 Years 234 SUN AND STARS: STRAIGHT EAVE DESIGN ENGINEERING CALCULATIONS: ALLOWABLE MEMBER STRESSES AND CONNECTION LOADS FOUR SEASONS SOLAR PRODUCTS 5005 Veterans Memorial Highway Holbrook,New York 11741 (631)563-4000 Fax:(631)216-9076 NvIthA-CICASPYGwtY Swwca.lt MGHu(pC.1(YC✓ JOB: 230 SUN AND STARS_:STRAIGHT EAVE DESIGN SHEET NO: 1 OF: 22 t r ' CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Lsving...Iwdoors o'I AH ULTRAFNAM■ PLC.; uP—'t�bo— 90 DEGREE CORNER COLUMN WITH WINDOW JAMBS(7C9-7NFJ) ALLOY:6063-T5 INPUTS Allowable Stresses for Building Effective Length Factor,k: 1.000 SPEC 3.4.1 Length, L(in): 83.000 a= 9500 psi Radius of Gyration,r(in): 1.278 SPEC 3.4.2 2 EDGE Width of Section, b(in): 2.839 a= 9500 psi Corresponding Thickness,t(in): 0.062 SPEC 3.4.7 SHEAR Height of Section, h(in): 3.571 Cr= 8.9-0.037(kUr) = 6498 psi Corresponding Thickness,t(in): 0.062 SPEC 3.4.9 Unbraced Length, Lb(in): 83.000 Cr= 10-0.071(b/t) = 6749 psi Radius of Gyration, ry(in): 1.278 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4):. 3.072 a= 9500 = 9500 psi Moment of Inertia,Weak Axis(in4): 3.066 SPEC 3.4.16 Centroid to Outer Fiber Comp. Side, Y(in): 1.958 a= 11.8-0.083(b/t) = 7999 psi Torsional Constant, J(in4): 3.672 SPEC 3.4.18 a= 12500 = 12500 psi 1 SPEC 3.4.20 MEMBER CONSTANTS a= 6.7-.027(h/t) = 5145 psi KUr= 64.93 2 EDGE b/t= 45.79 SHEAR h/t= 57.60 Lb/ry= 64.93 MAXIMUM ALLOWABLE STRESSES LbIX/(0.5*Y*(ly*J)^0.5)= 77.39 TENSION = 9500 psi N U COMPRESSION: = 6498 psi 0. BENDING: = 7999 psi SHEAR= 5145 psi 2n n - O 078 ILn m m ALL BARS OKAY BY INSPECTION 1984 1.590 3.574 N L9 O O Ln r 0.078 in m Ln m 1 .984 1 .590 3.574 ---------------- REGI❑NS ---------------- Area: 1.8762 Perimeter: 54.6695 Bounding , box: X: -1,9836 -- 2.2152 Y: -1,9884 -- 2.2111 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 3.0723 Y: 3.0661 Product of inertia: XY: -0,6028 Radii of gyration: X: 1.2797 Y: 1.2783 Principal moments and X-Y directions about centroid: I: 2.4664 along [0,7053 -0,70891 J: 3,6720 along E0,7089 . 0,70531 NO. REVISION 6Y FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6063-45, 6005-T5 1 0 % 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.078, 0.062 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SEC_ TION PROPERTIES 01E N0 8562, 45820 4 90 DEGREE CORNER PART No- 7C9, 7NFJ 5 DO NOT SCALE DRAWINGS SCALE 1 DRAWN BY LJD DWG. 6 TOLERANCES + N N APPROVED .. DATE 08-08-03- 7C9-7NFJ Nc.th A.%Cri:A'S rrer itr5ww6ax uAHtffAIItWCI JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 2 OF: 22 M` a CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living...indoors 1)" AN OLTRAlRRM7 PLL Ct UPANI� — LITE H COLUMNS WITH WINDOW JAMBS 2111-7NFJ1 ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 83.000 Cr= 19000 psi Radius of Gyration, r(in): 0.726 SPEC 3.4.2 2 EDGE Width of Section, b(in): 1.134 a= 19000 psi Corresponding Thickness,t(in): 0.050 SPEC 3.4.7 SHEAR Height of Section, h (in): 3.004 a= 51000/(k*Ur)A2 = 3902 psi Corresponding Thickness,t(in): 0.050 SPEC 3.4.9 Unbraced Length, Lb(in): 83.000 a= 23.1-0.25(b/t) = 17430 psi Radius of Gyration, ry(in): 0.726 SPEC 3.4.16 Moment of Inertia,Strong Axis(in4): 1.089 a= 27.3-0.29(b/t) = 20723 psi Moment of Inertia,Weak Axis(in4): 0.601 SPEC 3.4.18 Centroid to Outer Fiber Comp. Side,Y(in): 1.596 Cy= 28000 = 28000 psi Torsional Constant,J (in4): 1.089 SPEC 3.4.20 (y= 15.6-.099(h/t) = 9652 psi MEMBER CONSTANTS KUr= 114.33 2 EDGE b/t= 22.68 SHEAR h/t= 60.08 . Lb/ry= 114.33 Lbl)(0:5*Y*(ly*J)^0.5)= 57.37 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi 0.050 COMPRESSION: = 3902 psi BENDING:= 19000 psi o.o6z SHEAR= 9652, psi > = 0 m 7 CO Ulu 0 ALL BARS OKAY BY INSPECTION 0.881 0.944 1.825 0.050 O.OG2 m .o o _ m 0 0.881 0.944 I .825 ---------------- REGIONS ---------------- e Areal 1,1393 P Perimeter• 40.4717 Bounding box: X• -1,5203' -- 1,5548 Y• -1,4198 -- 1,6002 Centroid. X: 0.0000 Y: 0,0000 Moments of inertial X• 1,0886 Y• 0.6005 Product of inertial XY• -0.0021 Radii of gyration: X• 0.9775 Y; 0.7260 Principal moments and X-Y directions about centroid• I• 0,6005 along E0,0044 -1.00001 J: 1,0886 along E1,0000 0.00441 ALLOY NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6105-T5, 1115-T5 V 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.050, 0.062 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH_ , 3 TITLE SECTION PROPERTIES DIE NO. 5328B, 4582 4 LITE H COLUMNS PART NO, 7*111,7NFJ 5 DO NOT SCALE DRAWINGS SCALE 1 "=l "[DRAWN BY UD DWG. 6 TOLERANCES + N — N APPROVED .. DATE 08-08-03 7111 U-7NFJ North Ax&L'A's rrtm!-P•S.Y-ntm P-AQ+ flctury JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 3 OF: 22 s CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living...indoors.1t)'' ELECTRIC H COLUMN WITH WINDOW JAMBS'(7145 7NFJ) ALLOY:6005-T5,6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 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*Ur)"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 a= 490/(b/t) = 13669 psi Radius of Gyration, ry(in): 1.640 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4): 4.381 a= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 1.747 SPEC 3.4.15 Centroid to x-axis,Y,comp. side(in): 1.796 a= 183/(b/t) = 15813 psi Torsional Constant, J (in4): 4.381 SPEC 3.4.16 a= 580/(b/t) = 16180 psi MEMBER CONSTANTS SPEC 3.4.17 KL/r= 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 Lb/ry 65.87 a= 15.6-.099(h/t) = 10962 psi Lbl,/(0.51(*(ly*J)^0.5)= 47.95 MAXIMUM ALLOWABLE STRESSES _ 0.062 0 066 � TENSION = 19000 psi n N Q COMPRESSION: = 4687 psi m BENDING: = 15813 psi SHEAR= 10962 psi N 2.056 2.056 ALL BARS OKAY BY INSPECTION 4.114 - 0.062 0.066 � m r Ln , d- JL .90 O d- N 2.056 2.058 4. 1 14 ---------------- REGI❑NS ---------------- Area: 1.6297 ' Perimeter: 50.9679 Bounding box: X: -2.6815 -- 2,68218 Y: -1,2666 -- 1,7956 Centroid: X: 0,0000 Y: 0.0000 Moments_ of inertia: X: 1,7468 Y: 4.3809 Product of inertia: XY: 0,0017 Radii of gyration: X: 1.0353 Y: 1,6396 Principal moments and X-Y directions about centroid: I: 1,7468 along [1.0000 0,00071 J: 4,3809 along [-0,0007 1.00001 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005-T5, 6005-T5 Q5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.066, 0.062 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH - 3 TITLE SECTION PROPERTIES DIE NO. 5339C, 4582 4 ELECTRIC H COLUMN PART NO. 7*145, 7NFJ 5 DO NOT SCALE DRAWINGS SCALE)'.* » DRAWN BY LJD DWG. s TOLERANCES + N N APPROVED ,., DATE 08-08-03 7145-7NFJ NCk�:AMAU'L^AS PYCYA.tCrSwxvcax MANK'FAC1l/rtx JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN n , , SHEET NO: ' 4 OF: 22 o o x CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living...Indooril)k ADJUSTABLE EAVE UEB 791 1133) ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 48.000 a= 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 a= 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 a= 23.1-0.79(b/t) = 16509 psi Corresponding Thickness,t(in): 0.060 SPEC 3.4.9 Unbraced Length, Lb(in): 48.000 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 a= 21000 = 21000 psi Moment of Inertia,Weak Axis(in4): 1.974 SPEC 3.4.15 Centroid to Outer Fiber Comp.Side,1"'(in): 1.632 ' a= 27.3-0.93(b/t) = 19541 psi Torsional Constant, J (in4): 2.451 SPEC 3.4.16 a= 27.3-0.29(b/t) = 20785 psi MEMBER CONSTANTS SPEC 3.4.18 KUr= 43.92 a= 28000 = .28000 psi 1 EDGE b/t= 8.34 SPEC 3.4.20 2 EDGE b/t= 22.47 a= 15.6-.099(h/t) = 10470 psi SHEAR h/t= 51.82 Lb/ry= 40.78 LbIX/(0.5`Y"(ly"`J)^0.5)= 49.00 4.375 MAXIMUM ALLOWABLE STRESSES 2 382 -1.993 TENSION = 19000 psi N O m COMPRESSION: = 14667 psi o BENDING: = 19000 psi o.oso g m SHEAR= 10470 psi - � P O ALL BARS OKAY BY INSPECTION 1 559 1 592 3.151 4.375 2.382 1 .993 N 0 m o J - 0 0.000 0 m 0 0 1 .559 — 1 .592 3. 151 ---------------- REGION 5 ---------------- Area: I .G53 Perimeter: 50.630 Bounding box: X: -2.370 -- 2.013 Y: -2. 102 -- 1 .443 , Centroid: X: 0.000 Y: 0.000 Moments of Inertia: X: 1 :974 Y: 2.29 I Product of Inertia: XY: -0.277 Radii of gyration: X: 1 .093 Y: 1 . 177 Principal moments and X-Y directions about centroid: I: 1 .814 along [0.865 -0.5021 J: 2.45 1 along [0.502 0.8651 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER WA 6105"lk 25'T5 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.070, 0.062 HOLBROOK, NEW YORK 11741 FINISH 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS 3TITLE SECTION PROPERTIES DIE N0.6258,6259,4582 4 ADJUSTABLE SAVE PART NO.7EB,7ET,7133 s IDO NOT -SCALE DRAWI NGS SCALE 1 Sf=1 ff DRAWN BY LSD DWG. 6 TOLERANCES + N - N APPROVED DATE 08-08-03 7EB-7133 NDYFA<kn.trica'S Aytxt[YSuar00tx MARta�AN`IAKY JOB: ' 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 5 OF: 22 CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Larnsal DATE: 10/16/2003 Outdoor L1iv>ing..Jndoori i AN YLTXA TAARI■ PLC C FL"§LB3E RAFTER BAR OY:6005-T5 INPUTS Allowable Stresses for Buildina 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 rs= 19000 psi Corresponding Thickness, t(in): 0.100 SPEC 3.4.7 SHEAR Height of Section, h (in): 3.685 6= 51000/(k*Ur)^2 = 696 psi Corresponding Thickness,t(in): 0.100 SPEC 3.4.9 Unbraced Length, Lb(in): 63.000 6= 490/(b/t) = 14060 psi Radius of Gyration, ry(in): 0.850 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4): 2.289 Cy= 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 a v= 15.6-.099(h/t) = 11952 psi MEMBER CONSTANTS KUr= 270.68 2 EDGE bit= 34.85 SHEAR h/t= 36.85 Lb/ry 74.14 MAXIMUM ALLOWABLE STRESSES Lbl,,/(0.5*Y*(ly*J)^0.5)= 28.24 TENSION = 19000 psi 1 0001 COMPRESSION: = 696 psi 09999 BENDING:= 19000 psi SHEAR= 11952 psi i7lN 0.1000 ` n N to ALL BARS OKAY BY INSPECTION ADAD ' o Q 1.3119 1 .0001 0.9999 Ln 0. 1000 O Ln �9 O 0� 1 .3119 { ---------------- REGI❑NS ---------------- 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 Moments of inertia: X: 2.2886 Y- 0.9795 Product of inertia: XY: -0.0003 Radii of gyration: X: 1.2987 Y: 0,8497 Principal moments and X-Y directions about centroid: I: 0.9795 along 10.0002 .-1,00001 J: 2.2886 along [1.0000 0.00021 ALLOY 6005—T5 N0. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 1 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.010 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 31 TITLE SECTION PROPERTIES DIE NO. 4 3-1 /2" LITE BAR PART NO. 5 DO NOT SCALE DRAWINGS DRAWINGS SCALE =1 DRAWN BY wD DWG. 6 TOLERANCES T N - N APPROVED ,.. DATE 09-18-03 5LB3 Ncltk APUK--t TWWAZ+sumzo MAw fAa wtr JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO:' 6 OF: 22 ' CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Livsng...indoors 1)'j IN VLT AA@RAM■ ■Lc � .UP 5HB3 HEAVY RAFTER BAR ALLOY:6005-T5 INPUTS Allowable Stresses for Building 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 a= 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 fin): 63.000 6= 23.1-0.25(b/t) = 17230 psi Radius of Gyration, ry(in): x• 0.751 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4): 1T 4.550 6= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 1.328 SPEC 3.4.16 Centroid to Outer Fiber Comp.Side, ?(in): 1.902 a= 27.3-0.29(b/t) = 20491 psi Torsional Constant,J (in4): 4.550 SPEC 3.4.18 6= 28000 = 28000 psi r SPEC 3.4.20 MEMBER CONSTANTS CF= 11000 . = 11000 psi KUr= 306.26 2 EDGE b/t= 23.48 SHEAR h/t= 29.47 Lk,/ry 83.89 i Lbl,/(0.5'Y*(ly`J)^0.5)= 19.33 MAXIMUM ALLOWABLE STRESSES 2.0000 TENSION= 19000 psi COMPRESSION: = 544 psi N BENDING:= 19000 psi 0.1250— SHEAR .1250 SHEAR= 11000 psi Ln -- Kl v ALL BARS OKAY BY INSPECTION 0.9998 1.31 16 2.0000 N N O 0. 1 250 m m �r 0.9998 I .31 18 ---------------- REGIONS ---------------- i 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 BYFOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005-T5 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 125 HOLBROOK, NEW YORK 11741 WALL Z DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH - 3 TITLE SECTION PROPERTIES DIE NO. 4 -3-1 /2" HEAVY BAR PART NO. 5HB3 5 DO NOT SCALE DRAWINGS SCALE DRAWN BY LD DWG. 6 TOLERANCES + N - N APPROVED DATE 09-18-03 51-1133 NCI-hR.Htriea'a P/EVAtLYSWWprnx MG.w{Aa'.urtr SOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN Well] . , SHEET NO: 7 OF: 22 M C* CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 ` CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living...rndoors rj',y.�. 44 V167RAFRAMN PLL..-._^hN,�J 7LSLB5E RAFTER BAR OY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor,k: 1.000 SPEC 3.4.1 Length, L(in): 230.000 a= 19060 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): t 4.729 a= 21000 = 21000 psi Moment,of Inertia,Weak Axis (in4): 1.219 SPEC 3.4.16 Centroid to Outer Fiber Comp. Side,f(in): 2.659 a= 21000 = 21000 psi Torsional Constant,J (in4): 4.729 SPEC 3.4.18 MEMBER CONSTANTS a= 28000 = 28000 psi KUr= 265.10 SPEC 3.4.20 2 EDGE b/t= 21.51 a= 15.6-.099(h/t) = 10650 psi SHEAR h/t= 50.00 Lb/ry= 72.61 Lbix/(0.5*Y*(ly*J)"0.5)= 12.22 1.0000 -� 1.0000 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi 0) 0 COMPRESSION: = 726 psi 0.1000- - m N BENDING:= 19000 psi SHEAR= 10650 psi 0 tn m i9 N ALL BARS OKAY BY INSPECTION 1.3120 I .0000 --� 1 .0000 O 0.1000 m N LAO O O O Ln in O N i — 1 .3120 ---------------- REGIONS ---------------- Arew 1,6198 Perimeter: 33.9256 Bounding box: X: -1.3120 -- 1.3120 Y: -2,6591 -- 2.3409 Centroid; X: 0.0000 Y: 0.0000 Moments of Inertia: X: 4.7287 Y: 1.2192 Product of inertia XY: 0.0001 Radii of gyration: X: 1,7086 Y: 0.8676 Principal Moments and X-Y directions about centroid: I: 1.2192 along 10,0000 1,00003 J: 4,7287 along 1-1.0000 0.00003 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005—T5 1 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.010 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 7767 4 5" LITE BAR PART NO. 51-135 5 DO NOT SCALE DRAWINGS SCALE 3/4„=1" DRAWN BY WD DWG. 6 TOLERANCES + - N APPROVED DATE 09-18-03 51-135 NC,'tM.4we&-ir..WEmwswuz mavWfhcwrer JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 8 OF: 22 - o CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 U CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living...lnsdoors() <p ULT RA a RA P4 •LCC.'II ;'i� 5CB5 HEAVY RAFTER BAR ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 230.000 6= 19000 psi Radius of Gyration, r(in): 0.792 SPEC 3.4.2 2 EDGE Width of Section,b(in): 1.947 6= 19000 psi Corresponding Thickness,t(in): 0.125 SPEC 3.4.7 SHEAR Height of Section, h (in): 5.000 6= 51000/(k*Ur)"2 = 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 6= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 1.664 SPEC 3.4.16 Centroid to Outer Fiber Comp.Side,Y(in): 2.558 6= 21000 = 21000 psi Torsional Constant, J (in4): 8.900 SPEC 3.4.18 Q= 28000 = 28000 psi SPEC 3.4.20 MEMBER CONSTANTS 6= 15.6-.099(h/t) = 11640 psi KUr= 290.40 2 EDGE b/t= 15.57 SHEAR h/t= 40.00 Lb/rY 79.55 Lblx/(0.5*Y*(ly*J)^0.5)= 9.21 - MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi COMPRESSION: = 605 psi 01250 � BENDING: = 19000 psi N SHEAR= 11640 psi 0 0 _ - o N P v N ALL BARS OKAY BY INSPECTION 1 3121 1.3119 2 6240 0.1250 N Ln Lq N O O O — O �P N 1 .3121 1 .3119 2.6240 ---------------- REGI❑NS ---------------- Area: 2.650 sq In Perimeter: 32.658 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 in Product of inertial XY: 0.000 sq In sq In Radii of gyration: X: 1.833 In Y: 0.792 In Principal moments (sq In sq In) and X-Y directions about centroid: I: 1.664 along 10.000 1.0001 J: 8.900 along C-1.000 0.0001 Section Modulus: Sx Top: 3.48 In^3 Sx Bob 3.65 In^3 Sy Left: 1.27 In-3 Sy Right: 1.27 In-3 LOY NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005—T5 0 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.125 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 6890 4 5" HEAVY BAR PART NO. 5C85 5 DO NOT SCALE DRAWINGS SCALE3/4"=I" DRAWN BY WD DWG. 6 TOLERANCES + N - N APPROVED DATE 08-12-03 5CB5 ,68 ,414' 2,609' ,12 ' 5' 4,016' 2,392' ,304' .438' i i 1,203' 1,412' 2,615' j 1 ---------------- REGIONS ---------------- Area, 4,489 sq In Perimeter, 46,021 In Bounding box, Xi -1,203 -- 1.421 In Yi -2,392 -- 2,608 In Centrold, Xi 0,000 In Yi 0,000 In Moments of Inertial Xi 13.473 sq in sq in Yi 2,146 sq In sq In Product of Inertia, XYi 0,035 sq In sq In Radii of gyration, Xi 1,732 in Yi 0,691 in Principal moments (sq in sq In) and X-Y directions about centrold, I1 2,146 along [0,003 1.0001 Ji 13,473 along E-1.000 0,0031 N0. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 600545, 6061-T6 1 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.125 HOLBROOK, NEW YORK 11741 FINISH 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS ^' 3 TITLE SECTION PROPERTIES DIE NO. 6890 4 SYSTEM 5 CURVED BAR WITH CHANNEL INSERT PART N0. 5CB5 5 DO NOT SCALE DRAWINGS SCALE3/4"=1" DRAWN BY RPL DWG. s TOLERANCES + N N APPROVED N DATE 04-08-98 505—CHAN Ncrthn.xcriea's PrtwuCr Suxroorx Manu(actwtr JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN ' SHEET NO: 9 OF: 22 �r3CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living...lndoors 1)'' 2N UL7RAlRaM■ .Lc 5CB5 HEAVY RAFTER BAR ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 230.000 a= 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 a= 51000/(k*Ur)^2 = 561 psi Corresponding Thickness,t(in): 0.125 SPEC 3.4.9 Unbraced Length, Lb (in): 230.000 a= 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 a= 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): 22.018 SPEC 3.4.18 a= 28000 = 28000 psi SPEC 3.4.20 MEMBER CONSTANTS a= 15.6-.099(h/t) = 9611 psi KL/r= 301.44 2 EDGE b/t= 15.57 SHEAR h/t= 60.50 Lb/ry= 301.44 Lblx/(0.5'Y"(ly*J)^0.5)= 12.33 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi COMPRESSION: = 561 psi BENDING:= 19000 psi SHEAR= 9611 psi 0 0003 03997 2 0000 m ►n r m ------ --------- REGIONS ---------------- Area: 3.858 sq in Perimeter: 48.056 In uOBounding box: X: —1.312 —_-1.312 In N Y: —3.803 3.760 in1;_ co Centrold: X: 0.000 In u7 Y: 0.000 in i'- Moments of Inertia: X: 22.018 sq in sq in Y: 2.245 sq In sq in I 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 centrold: 1: 2.245 along [0.000 1.0001 J: 22.018 along [-1.000 0:000] i O m t 0 co m i 1 .0003 -- 0.9997 2.0000 ALLOY 6005—T5, 6005—T5 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 1 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.125 HOLBROOK. NEW YORK 11741 FINISH 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS 3 TITLE SECTION PROPERTIES DIE N0. 6890 4 5" HEAVY BAR WITH RAFTER STIFFENER PART N0.5C65, 4RSB 5 DO NOT SCALE DRAWINGS SCALE 3/4"=1�� DRAWN BY UD DWG. 6 ITOLERANCES + N - APPROVED DATE 08-12-03 5CB5-4RSB Nwt.Ar"AA'f?IYmsU Survwvu Ma—fuLtxr_Y JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 10 OF: 22 Nis )0=9 CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surys Lamsal DATE, 10/16/2003 Outdoor Ltivting...Indoors°i)'.' SILL(7CS)TO FOUNDATION FASTENERS: 2 0.500 "X 3.000 " LAG BOLTS DETAIL ON AND 16"O.C. E uatlon Inputs. ALLOWABLE CONNECTION BEARING A1:Alloy of Piece 1: . 6005-T5 P.. =2(D1)(T1)(Fta1)/n„ T1:Thickness of Piece 1 (in): .055 _( .500 )( .055 )( 38 )2/2.34= 893.2# Fastener Type: LAG BOLTS Pas =Ns*Pns,,,ln Thread Type: SPACED THREADS _( 2 )( 893.2 )= 1786.3 # Crown(C)or Valley(V)Fastening: C D2:Diameter of HeadlWasher(in): 1.5 D1:Nominal Diameter of Fastener(in): 0.500 L:Length of Fasteners(in): 3.000 ALLOWABLE CONNECTION TENSION Ns:Number of Screws: 2 Pnov =(D2-D1)(T1)(Ft„t)(C)/rts _( 1.5 - 0.5 )( .055 )( 38 )( 1 )/3= 696.7# Pat =Ns*Pr6in Aluminum Alloy Structural Values _( 2 )( 696.7 ) = 1393.3# Fm1:Ultimate Tension of Piece 1 (ksi): 38 Ft,,,:Yield Tension of Piece 1 (ksi): 35 WASHER OF 1.5" 16"O.C.WILL CONTIBUTE A MAXIMUM OF 85#BASED ON A 0.1"DEFLECTION OF SILL. MAXIMUM ALLOWABLE LOADS SHEAR: 1786.3# TENSION 1478.3# NOTE: THESE CALCULATIONS PERTAIN TO THE CONNECTIONS UP TO,BUT NOT INCLUDING, THE CONNECTIONS TO THE'EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION. THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION MUST BE ANALYZED ACCORDING TO CONDITIONS SPECIFIC TO EACH JOB BY OTHERS. UNC THREADS: Types C,D,F,G,T -SPACED THREADS: Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(WD) Calculations Conform to(AA)ADM2000 OUT5IDE INSIDE OF OF ROOM RODM EKTR!D ALUMINUM CL05ED 51LL(A'7C5) FOUNDATION (BY OTHERS) ; / MINIMUM OF(2) 1/2"FA5TENERw/1 1/2"WA51-lER AT EACH COLUMN AND EVERY I G"O.C. ' ACTUAL DE51GN OF THESE CONNECTION5 MUST DE DETERMINED BY OTHERS. ; I 51DE VIEW T v DRAWN BY:JP [DESCRIPTION-SILL TO FOUNDATION DWG.#:O6 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O #: Nath Aru daa's Pkew S Wim.maw j{tm"r JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 11 OF: 22 CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor L>iv$ng...indoors�'; :N ULTRAFRAML PLL" SILL SILL TO CORNER COLUMN FASTENERS: 8 0.164 "X 0.500 " TEKSCREWS DETAIL ON E uation louts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 P. =2(D1)(T1)(Ftii1)/n„ Ti:Thickness of Piece 1 (in): .055 =( .164 )( .055 )( 38 )2/2.34= 293.0# A2:Alloy of Piece 2: 6063-T5 Pns =2(D1)(T2)(Ft„2ynn T2:Thickness of Piece 2(in): .062 =( .164 )( .062 )( 22 )2/2.34= 191.2# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(FW2)for T2,9=T1 Thread Type: SPACED THREADS =(( .062 )( .062 )( .062 )( 0.164 ))E0.5*4.2( 22000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns*Pns,nin D2:Diameter of Head/Washer(in): .322 _( 8 )( 191.2 )= 1529.5 # D1:Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pno„ =(D2-D 1)(T1)(Ft 1)(CYN tc,Thread Engagement Depth: 0.062 ! _( .322 - 0.164 )( .055 )( 38 )( 1 )/3= 110.1 # Ns:Number of Screws: 8 Pnot = (Ks)(D1)(tc)(Fty2yns = 54 8# Pat =Ns*Pnmin _( 8 )( 54.8 ) = 438.2# Aluminum Alloy Structural Values F1ii1:Ultimate Tension of Piece 1 (ksi): 38 Fty1:Yield Tension of Piece 1 (ksi): 35 FW2:Ultimate Tension of Piece 2(ksi): 22 Fty2:Yield Bearing of Piece 2(ksi): 16 MAXIMUM ALLOWABLE LOADS Coeffieclents: SHEAR: 1529.5# Coeffiecient,Ks= 1.01 TENSION 438.2# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT IEVISION DATE 10-01-2003(UD) Calculations Conform to(AA)ADM2000 CONT. EXMD ALUMINUM CL05ED 51LL(A'7C5) BELOW EXTR'D ALUMINUM WINDOW JAMB(A7'131 U) #8 x 1/2"TEK 5CREW(H7'150) AV EIGHT AT EACH CORNER EXTR'D ALUMINUM CORNER COLUMN (A'7C9) PLAN VIEW TN T/V DRAWN BY:JP DESCRIPTION:SILL TO CORNER COLUMN DWG.#:09 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: MDrtNArnLricaY YnlruiGrSuwCON.MPwafGctw[v JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 12 OF: 22 1 CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 ° CHECKED BY: Surya Lamsal DATE: 10/1612003 Outdoor Lava ng«.104100rs fr! Ah "LTRAFRAM■ VLi SILL TO LITE H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON Enuation Inouts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Fti1)/n„ T1:Thickness of Piece 1 (in): .055 _( .164 )( .055 )( 38 )2/2.34= 293.0# A2:Alloy of Piece 2: 6005-TS Pns =2(D1)(T2)(Fta2)/nu T2:Thickness of Piece 2(in): .05 =( .164 )( .05 )( 38 )2/2.34= 266.3# FastenerType: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Ft„2)for T2<=T1 Thread Type: SPACED THREADS =(( .05 )( .05 )( .05 )( 0.164 ))E0.5*4.2( 38000 )=722.6 Crown(C)or Valley M Fastening: C Pas =Ns* Pnsn,,n D2:Diameter of HeadMasher(in): .322 _( 6 )( 266.3 )= 1597.9 # D1:Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners(in): 0.500 #8 FASTENER MAXIMUM SHEAR IS 216.5# Asn:Thread Stripping Area of Internal Thread(Per-inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pao„ =(D2-D1)(T1)(Ft„t)(C)/ns tc,Thread Engagement Depth: 0.05 _( .322 - 0.164 )( .055 )( 38 )( 1 )/3= 110.1 # Ns:Number of Screws: 6 Pnot = (Ks)(D1)(tc)(Fty2)/ns 96.6# Pat =Ns*Pr}ain _( 6 )( 96.6 ) = 579.7 # Aluminum Alloy Structural Values F1i1: Ultimate Tension of Piece 1 (ksi): 38 F1y1:Yield Tension of Piece 1 (ksi): 35 Ftu2: Ultimate Tension of Piece 2(ksi): 38 Fty2:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1299.0# Coeffiecient,Ks= 1.01 TENSION 579.7# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT REVISION DATE 1001-2003(LJD) Calculations Conform to(AA)ADM2000 CONT, EXTR'D ALUMINUM CL05ED 51 LL(A'7C5) BELOW #8 x 112°TEK SCREW 017'150) 51X AT EACH,COLUMN EXTR'D ALUMINUM WINDOW JAMB(A7'131 U) WR'D ALUMINUM H-CHANNEL(AT I 1 1) PLAN VIEW I T V DRAWN BY JP DESCRIPTION:SILL TO LITE H COLUMN DWG.#:07 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.D.#: M.tt,An,uieasvrtwurswico n+ar {aw.rer JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN r + L , SHEET NO: 13 OF: 22 r 5 e"I, CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living...indoors`� AN ULTRAPRANC PLC,' -AN L„ SILL TO ELECTRIC H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON E nation In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ft„1Xn„ 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)(T2XFt„2)/n„ T2:Thickness of Piece 2(in): .066 _( .164 )( .066 )( 38 )2/2.34= 351.5# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fi2)for T2<=T1 Thread Type: SPACED THREADS _(( .066 )( .066 )( .066 )( 0.164 ))E0.5*4.2( 38000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns*Pns,nin D2:Diameter of Head/Washer(in): .322 _( 6 )( 293.0 )= 1757.7 # D1:Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners(in): 0.500 #8 FASTENER MAXIMUM SHEAR IS 216.5# Asn:Thread Stripping Area of Intemal Thread(Per.lnch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pno, =(D2-D1)(T1)(Fdi1)(CXns tc,Thread Engagement Depth: 0.066 _( .322 - 0.164 )( .055 )( 38 )( 1 )/3= 110.1 # Ns:Number of Screws: 6 Pnot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n)Xns 137.7 # Pat =NS*Pr6n _( 6 )( 110.1 ) = 660.4# Aluminum Allov Structural Values Ftu1:Ultimate Tension of Piece 1 (ksi): 38 F,Yt:Yield Tension of Piece 1 (ksi): 35 F1i2:Ultimate Tension of Piece 2(ksi): 38 FW:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1299.0# Coeffiecient,Ks= 1.01 TENSION 660.4# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(LID) Calculations Conform to(AA)ADM2000 #8 x 1/2'TEK 5CREW(1-17'150) 51X AT EACH COLUMN EXTW'D ALUMINUM ELECTRIC H-CHANNEL(A7'145) EXTR'D ALUMINUM WINDOW JAMB(A7'131 U) PLAN VIEW CONT. EMD ALUMINUM CL05ED 51LL(A'7C5) BELOW T V DRAWNBY..1P DESCRIPTION:SILL TO ELECTRIC H COLUMN DWG.#:08 DATE.10120/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV DATE: E.C.O.#' Nath Aru1&A*5 A enutr Surf MAM4Mat-tr JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: - 14 OF: 22 CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 y • • ► ! CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living..Indoors)) L. VLIRAF RAM 9 •LCI EAVE TO CORNER COLUMN FASTENERS: 8 0.164 "X 0.500 " TEK SCREWS DETAIL ON E uation In uts- ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Ft„t)/n„ T1:Thickness of Piece 1 (in): .06 =( .164 )( .06 )( 22 )2/2.34= 185.0# A2:Alloy of Piece 2: 6063-T5 Pns =2(D1)(T2)(Fa,2)/n„ T2:Thickness of Piece 2(in): .062 =( .164 )( .062 )( 22 )2/2.34= 191.2# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5`4.2(Ft„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"Pnsmin D2:Diameter of HeadMasher(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 Internal Thread(Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 I Pno„ =(D2-D1)(T1)(Ftu1)(CYns tc,Thread Engagement Depth: 0.062 _( .322 - 0.164 )( .06 )( 22 )( 1 )/3= 69.5# Ns:Number of Screws: 8 i Pnot = (Ks)(D1)(tc)(Fty2)/ns 54.8 # Pat =Ns'Pno in _( 8 )( 54.8 ) = 438.2# Aluminum Alloy Structural Values Ft„1: Ultimate Tension of Piece 1 (ksi): 22 Fty,:Yield Tension of Piece 1 (ksi): 16 Ftii2:Ultimate Tension of Piece 2(ksi): 22 Ftyz:Yield Bearing of Piece 2(ksi): 16 MAXIMUM ALLOWABLE LOADS Coeffiecien : SHEAR: 1480.2# Coeffiecient,Ks= 1.01 TENSION 438.2# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(UD) Calculations Conform to(AA)ADM2000 EXTRV ALUMINUM ADJU5TABLE SAVE (A'7EB/A'7ETB) EXTR'D ALUMINUM WINDOW JAMB (A7'131 U) #6 x 112"TEK 5CREW(H7'150) EIGHT AT EACH CORNER EXTR'D ALUMINUM CORNER COLUMN (A'7C9) i 02 � 4 I i i I I PLAN VIEW T/V T/V DRAWNBY:JP DESCRIP'nON:EAVE TO CORNER COLUMN DWG. 12 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: North ArvOioa's A�[nutr suwcax Manx{acwrer JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 15 OF: 22 "s` • , , $ CALCULATED BY: Lawrence Duffy DATE. 10/16/2003 af CHECKED BY; Surya Lamsal DATE: 10/16/2003 Outdoor Living...Indoors I)rl AN YLf Ii FRAM■ PLC C MTzv �,,,,:Y� E"E TO LITE H COLUMN FASTENERS: 6 0.164 "X 0.500 TEKSCREWS DETAIL ON E uation Inputs., ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Ftuj)/n„ T1:Thickness of Piece 1 (in): .06 =( .164 )( .06 )( 22 )2/2.34= 185.0# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(F1i2ynv T2:Thickness of Piece 2(in): .05 _( .164 )( .05 )( 38 )2/2.34= 266.3# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fv2)for 72<=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*Pnsnin D2:Diameter of Head/Washer(in): .322 _( 6 )( 185.0 )= 1110.2 # D1:Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread(Per-inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ft„t)(C)/ns tc,Thread Engagement Depth: 0.05 _( .322 - 0.164 )( .06 )( 22 )( 1 Y3= 69.5# Ns:Number of Screws: 6 Prot = (Ks)(D1)(tc)(Fty2)/ns 96.6 # Pat =Ns*Pr6n _( 6 )( 69.5 ) = 417.1 # Aluminum Alloy Structural Values Ftu1:Ultimate Tension of Piece 1 (ksi): 22 F,,t:Yield Tension of Piece 1 (ksi): 16 Ftu2:Ultimate Tension of Piece 2(ksi): 38 Ftyl:Yield 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(UD) Calculations Conform to(AA)ADM2000 EMD ALUMINUM ADJU5TA5LE SAVE (A'7EB/A'7ETB) #8 x 1/2°TEK SCREW(1-17'150) 51X AT EACH COLUMN EXTRD ALUMINUM WINDOW JAMB(A7'131 U) EXTRD ALUMINUM H-CHANNEL(A7'I 1 1) i PLAN VIEW T V DRAWNBY:JP FESCRIPTIMEAVE TO LITE H COLUMN DWG #.10 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: Nacn Ame.Iaa's Avsrwte�5�Yyoow.Maws{acr Yer JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 16 OF' 22 h - CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outstoor Living--.Indoors;' ." A% UL i RAFRAIAS PLC w EAVE TO ELECTRIC H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Fn,Un„ T1:Thickness of Piece 1 (in): .06 =( .164 )( .06 )( 22 )2/2.34= 185.0# A2:Alloy of Piece 2: 6005-T5 P. =2(D7)(T2)(Fr„2)/n„ T2:Thickness of Piece 2(in): .066 =( .164 )( .066 )( 38 )2/2.34= 351.5# Fastener Type: TEK SCREWS Pts =((T2)(T2)(T2)(D1))E0.5*4.2(Fj12)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): 0.164 L:Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread(PerAnch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Fr,,,)(C)/n; tc,Thread Engagement Depth: 0.066 f _( .322 - 0.164 )( .06 )( 22 )( 1 )/3= 69.5# Ns:Number of Screws: 6 ? i Pnor = ((Ks)(D1)(Fty2)(4/n-tc)+3,26(D1)(Ftu2)(tc-2/n)yns = 137.7# Par =Ns*Pr4wn _( 6 )( 69.5 ) = 417.1 # Aluminum Alloy Structural Values Ft,,,:Ultimate Tension of Piece 1 (ksi): 22 Ft,,:Yield Tension of Piece 1 (ksi): 16 Fw2: Ultimate Tension of Piece 2(ksi): 38 FW:Yield 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 00 REVISION DATE 10-01-2003(UD) Calculations Conform to(AA)ADM20 #8 x 1/2"TEK 5CREW(117'150) 51X AT EACH COLUMN EXTR'D ALUMINUM ELECTRIC H-CHANNEL(A7'145) EXTR'D ALUMINUM WINDOW JAMB W-13 I U) i i PLAN VIEW EXTR'D ALUMINUM ADJU5TA13LE SAVE (A'7EB/A'7ETB) T v DRAWN BY:JP DESCRIPTiOMEAVE TO ELECTRIC H COLUMN DWG.#11 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.# Nath Arvlrfca's Prtn+=tr suwww,!•awa{aca,.-� JOB: 230 SUN AND STARS.STRAIGHT EAVE DESIGN SHEET NO: 17 OF: 22 ?C` ' # ��•� i e CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 ' CHECKED BY: Surya Lamsal DATE: 10116/2003 Outdoor Living...lndoors i)'i/ . AN YLTIa.t.M■ •LC(' 1/8" EAVE CORNER SPLICE PLATE TO EAVE FASTENERS: 8 0.190 "X 0.500 " TEKSCREWS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 5052-H32 Pns =2(D1)(T1)(F1"1)/nu 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)(Ftu2)/n„ 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(Si2)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*Pnsmin 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 Internal Thread(Per.'IAch): 0.018 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pno„ =(D2-D1)(T1)(Ftu1)(C)/ns tc,Thread Engagement Depth: 0.062 _( .384 - 0.19 )( .125 )( 31 )( 1 )/3= 250.6# Ns:Number of Screws: 8 Pn"t = (Ks)(D1)(tc)(Fty2yns = 138.8# Pet =Ns*Pr6,n _( 8 )( 138.8 ) = 1110.5# Aluminum Alloy Structural Values Ftu1:Ultimate Tension of Piece 1 (ksi): 31 Fh,1:Yield Tension of Piece 1 (ksi): 23 Ftu2:Ultimate Tension of Piece 2(ksi): 38 Ftg:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 2164.0# Coeffiecient,Ks= 1.01 TENSION 1110.5# 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 10-01-2003(UD) Calculations Conform to(AA)ADM2000 m r� a.wca:r rz e.s�wour,nw.{a ..� JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 18 OF: 22 CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living...lmdoors1)'' sn ULTRA/IAM■ PLC.' ..".. 118" EAVE CLIP ANGLE TO EAVE* FASTENERS: 6 0.190 "X 1.250 " TEK SCREWS DETAIL ON E uatlon In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(F1 1)/n„ T1:Thickness of Piece 1 (in): .125 =( .190 )( .125 )( 22 )2/2.34= 446.6# A2:Alloy of Piece 2: 6005-T5 Pm =2(D1)(T2)(FW2)/n" T2:Thickness of Piece 2(in): .062 =( .190 )( .062 )( 38 )2/2.34= 382.6# Fastener Type: TEK SCREWS Pns =((T2)(T2)(f2)(D1))E0.5*4.2(F312)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*Pnst„i" 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(Per-inch): 0.018 i ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 P.. =(D2-D1)(T1)(Fn,t)(C)/ns tc,Thread Engagement Depth: 0.062 f _( .384 - 0.19 )( .125 )( 22 )( 1 )/3= 177.8# Ns:Number of Screws: 6 I Pnot = (Ks)(D1)(tc)(Fty2)/ns i 138.8# Pat =Ns*Pr6n I _( 6 )( 138.8 ) = 832.8# Aluminum Alloy Structural Values Fto1:Ultimate Tension of Piece 1 (ksi): 22 Fyt:Yield Tension of Piece 1 (ksi): 16 MAXIMUM ALLOWABLE LOADS Ftu2:Ultimate Tension of Piece 2(ksi): 38 5LB3/5HB3* SHEAR: 1623.0# Ftyz:Yield Bearing of Piece 2(ksi): 35 TENSION 832.8# 5LB5/5CB5 SHEAR: 2164.0# TENSION 1110.5# Coeffiecients: _ 8 SCREWS Coeffiecient,Ks= 1.01 Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(WD) Calculations Conform to(AA)ADM2000 ----------------- ------------- EAVE CLIP EXTR'D ALUMINUM I (CN 13004) EAVE TOP(A'7ET6) (2 PER RAFTER) #10 x 1 114"TEK SCREW j (H-202G) (3 PER CLIP) (G TOTAL) ' i i T V DRAWNBY:JP DESCRiPnON:EAVE CLIP TO EAVE DWG.#.S&STRSS-03 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: ------------------------- ----------------------------- ----------------- x - - --- ' EXTRV ALUMINUM i EAVE TOP (A'7ETB) EAVE CLIP j (CN 13004) -------- (2 PER RAFTER) F #10 x 1 1/4"TEK SCREW (H'2026)(4 PER CLIP) (8 TOTAL) T V DRAWNBY:JP DESCRIPTION:EAVE CLIP TO EAVE DWG.#:SBSTRSSos DATE:10)20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.# 14.0 AIACAc21 Aew:er 5w -M4-fgc rdY _ JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 19 OF: 22 CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 a • • CHECKED BY: Surya Lamsal DATE: 10/16!2003 Outdoor Living...lndoorsl)', to YLTRAWRAM■ PLC�. -AN 4j EAVE TO RAFTER BAR* (CONNECTS FROM UNDERNEATH) FASTENERS: 1 0.190 "X 1.250 " TEKSCREWS DETAIL ON Equation In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-TS P"5 =2(D1)(T1)(Fhi1)/n„ Ti:Thickness of Piece 1 (in): .062 _( .190 )( .062 ){ 38 )212.34= 382.6# A2:Alloy of Piece 2: 6005-T5 P„s =2(D1)(T2)(Ft„2)/n„ T2:Thickness of Piece 2(in): .1 =( .190 )( .1 )( 38 )2/2.34= 617.1 # Fastener Type: TEK SCREWS Pt,s =((T2)(T2)(T2)(D1))E0.5*4.2(q,,2)for T2<=Tf Thread Type: SPACED THREADS 0.19 ))E0.5*4.2( 38000 )=NIA Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsi„ 132: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.,Inch): 0.018 P,w„ =(D2-D1)(T1)(Ff11)(CYns n,Threads Per Inch: 32 i _( .384 - 0.19 )( .062 )( 38 )( 1 )/3= 152.4# tc,Thread Engagement Depth: 0.1 P"ot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(Di)(Ftu2)(tc-2/n))/ns Ns:Number of Screws: 1 I 360.7# Pat =Ns*Pr6n _( 1 )( 152.4 ) = 152.4# Aluminum Alloy Structural Values I i MAXIMUM ALLOWABLE LOADS Ftu1:Ultimate Tension of Piece 1 (ksi): 38 5LB3* Ft,,:Yield Tension of Piece 1 (ksi): 35 SHEAR: 270.5# Fla:Ultimate Tension of Piece 2(ksi): 38 TENSION 152.4# F,2:Yield Bearing of Piece 2(ksi): 35 51-135 SHEAR: 270.5# TENSION 152.4# 5HB3 Coefflecients. SHEAR: 270.5# Coeffiecient,Ks= 1.2 TENSION 152.4# Coeffiecient 2/n= 0.0625 5C135 Coeffiecient,41n= 0.125 SHEAR: 270.5# TENSION 152.4# UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(UD) Calculations Conform to(AA)ADM2000 -------------------------- --------- #10 x 1 1/4"TEK SCREW (11.2026)(1)AT EACH _ - RAFTER ------- EXTRD ALUMINUM ----------------- 3"RAFTER BAR (A'5LB3)(SHOWN) -- -- 3"HEAVY RAFTER BAR --- - -------- (A-51-1153) E i EXTRD ALUMINUM SAVE TOP(A`7ETB) 6v q T so V DRAWNBY:JP DESCRIPTION:RAFTER TO EAVE DWG.#:SBSTRSS-01 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#. ----- #10 x 1 114"TEK 5CKEW - - -- (11'2026) I AT EACH ----------------- RAFTER EXTRI)ALUMINUM i 5" RAFTER BAR (A-51-155)(5HOWN)' ----------------- -------- ___-- 5" HEAVY RAFTER BAR - ---- -------- (A'5C55) i EXTR'D ALUMINUM SAVE TOP(A'7ETB) ------- OPTIONAL RAFTER STIFFENER T V DRAWN BY:JP DESCRIPTION:RAFTER TO EAVE DWG.#.S&STRSS-04 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: nIwtk Arorca's Art xitr Surrm.x Maau{acn..:r JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 20 OF: 22 h CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living...daradoors()'. ,-N ULTRA FRAMX PLC f- -All 1/8" SAVE CLIP ANGLE TO RAFTER BAR* (CONNECTS FROM SIDE) FASTENERS: 6 0.190 "X 1.250 " TEK SCREWS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Ftiijyn„ T1:Thickness of Piece 1 (in): .125 =( .190 )( .125 )( 22 )2/2.34= 446.6# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ft„2)/n„ T2:Thickness of Piece 2(in): .1 =( .190 )( .1 )( 38 )2/2.34= 617.1 # Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fji2)for T2<=T9 Thread Type: SPACED THREADS =(( .1 )( .1 )( .1 )( 0.19 ))E0.5*4.2( 38000 )=2199.9 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pns,n,n D2:Diameter of Head/Washer(in): .384 _( 6 )( 446.6 )= 2679.5 # D1:Nominal Diameter of Fastener(in): 0.190 #10 FASTENER MAXIMUM SHEAR IS 270.5# L:Length of Fasteners(in): 1.250 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.018 Pno,, =(D2-D1)(T1)(Ftu1)(C)/ns n,Threads Per Inch: 32 _( .384 - 0.19 )( .125 )( 22 )( 1 )/3= 177.8# tc,Thread Engagement Depth: 0.1 Pnot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(Di)(Ftu2)(tc-2/n)yns Ns:Number of Screws: 6 360.7# Pat =Ns*Pr6,n _( 6 )( 177.8 ) = 1067.0# Aluminum Alloy Structural Values MAXIMUM ALLOWABLE LOADS Ftj: Ultimate Tension of Piece 1 (ksi): 22 5LB3* Fty1:Yield Tension of Piece 1 (ksi)- 16 SHEAR: 1623.0# Ft,2:Ultimate Tension of Piece 2(ksi): 38 TENSION 1067.0# FW:Yield Bearing of Piece 2(ksi): 35 5LB5 8 SCREWS SHEAR: 2164.0# TENSION 1422.7# 51-11133 Coefffecients: SHEAR: 1623.0# Coeffiecient,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 REVISION DATE 10-01-2003(LJD) Calculations Conform to(AA)ADM2000 #10 x 1 1/4"TEK 5CREW (H'2026) (3 PER CLIP) (6 TOTAL) EXTR'D ALUMINUM EAVE CLIP(CN 13004) -____-_-___-__-_ EXTR'D ALUMINUM ------- ------- 3"RAFTER BAR x (A'5LB3) (5110WN) ----------------- ----- 3° HEAVY RAFTER BAR -- --------- - --- (A'5HB3) i V V T DRAWNBY:JP DESCRIPTION:EAVE CLIP TO RAFTER DWG.#:S&STRSS-02 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: #10 x 1 1/4"TEK 5CREW (H-2026)(4 PER CLIP) (8 TOTAL) EXTR'D ALUMINUM ------ EAVE CLIP(CN 13004) ---- ----------------- i� EXTR'D ALUMINUM 5"RAFTER BAR W51-135) (SHOWN)' ---------------- ---------- __-- 5"HEAVY RAFTER BAR 1 ----- --------- (A'5CB5) , , z , , I _ OPTIONAL RAFTER f `"""---- STIFFENER V V T DRAWNBY:JP DESCRIPTIOMEAVE CLIP TO RAFTER DWG.#:SaSTRSS-05 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: Horw An rica•s wrMler stW aa�xr�a {aac...r JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 21 OF: 22 CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 x CHECKED BY: Surya Lamsel DATE: 10/16/2003 Outdoor Liv ng Indoors7) AN ULTRAFRAIAO PLC'--AN IZ� RIDGE CLIP TO RAFTER BAR* (CONNECTS FROM SIDE) FASTENERS: 4 0.250 "X 1.250 " SELF-TAPPING SCREW DETAIL ON Equation In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 P„s =2(D1)(T1)(Ftu1)/no T1:Thickness of Piece 1 (in): .25 _( .250 )( .25 )( '22 )2/2.34= 1175.2# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Fti2vn„ T2:Thickness of Piece 2(in): .1 =( .250 )( .1 )( 38 )2/2.34= 812.0# Fastener Type: SELF-TAPPING SCREW Pns =((T2)(-T2)(T2)(D1))E0.5*4.2(Ftli2)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*Pns,,,," D2:Diameter of Head/Washer(in): .480 _( 4 )( 812.0 )= 3247.9 # D1:Nominal Diameter of Fastener(in): 0.250 114"FASTENER MAXIMUM SHEAR IS 491# L:Length of Fasteners(in): 1.250 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Per,Inch): 0.032 Pnov =(D2-D1)(T1)(Ftu1)(C)/N n,Threads Per Inch: 20 ; =( .480 - 0.25 )( .25 )( 22 )( 1 )/3= 421.7# tc,Thread Engagement Depth: 0.1 Pnot = (Ks)(D1)(tc)(Fty2)/ns Ns:Number of Screws: 4 = 350.0# Pat =Ns*Pf}nin _( 4 )( 350.0 ) = 1400.0# Aluminum Alloy Structural Values MAXIMUM ALLOWABLE LOADS Ftu1=Ultimate Tension of Piece 1 (ksi): 22 5LB3* Fty1:Yield Tension of Piece 1 (ksi): 16 SHEAR: 1964.0# Ftu2: Ultimate Tension of Piece 2(ksi): 38 TENSION 1400.0# F1y2:Yield Bearing of Piece 2(ksi): 35 5LB5 6 SCREWS SHEAR: 2946.0# TENSION 2100.0# 5HB3 Coeffiecients• 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 IUD) Calculations Conform to(AA)ADM2000 7/7 ------------, I ------------ ----ro rr i F, - - i ' 1/4"x 1114"SELF THREADING I l SCREW(H'2080) (TWO ON EACH 51DE Of''•RAFTER BAR) ; (4 TOTAL) i RIDGE CUP 1 " (CN42 I OL) ------- -------- -------------- EXTR'D ALUMINUM 3"RAFTER BAR i (A'51-53)(SHOWN) 3"HEAVY RAFTER BAR (A'5HB3) V V - T DRAWNBY:JP DESCRIPnON:RIDGE CLIP TO RAFTER DWG.#:SBSTRSS-07 DATE:70/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: ------------- I , I , 1 --'-------------= ------------------ 1 -ra 1_ I ,y 1 1 1/4"x 1 1/4"SELF THREADING j - - ---- SCREW(H`2080) Q ON EACH 51DE OF`RAFTER BAR) i (G TOTAL) 1 RIDGE CLIP BAR 51-155 -(CN421 I L) ; BAR 5C65-(CN421 1) EXTR'D ALUMINUM WITH SHIM PLATE '----- ---' i 5"RAFTER BAR _____________ (CN4212) (A'5LB5)(SHOWN) ----------------------------- - i 5" HEAVY RAFTER BAR (A`5CB5) 1 i OPTIONAL RAFTER STIFFENER - ---------------------------� V V T DRAWNBY:JP FDESCRIPTION:RIDGE CLIP TO RAFTER DWG.#:S&STRSS-09 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: .1-t,A.&W sJOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 22 OF: 22 • CALCULATED BY: Lawrence Duffy DATE, 10/16/2003 • CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living...ludoori�� A% YLTUA/!AM[ •LCr .,-, RIDGE CLIP TO EXISTING STRUCTURE* FASTENERS: 2 0.375 "X 3.000 " LAG BOLTS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Fw1)/na T1:Thickness of Piece 1 (in): .25 _( .375 )( .25 )( 22 )212.34= 1762.8# Fastener Type: LAG BOLTS Pas =Ns*Pnsn,ln 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 1198.5# D1:Nominal Diameter of Fastener(in): 0.375 L:Length of Fasteners(in): 3.000 ALLOWABLE CONNECTION TENSION Ns:Number of Screws: 2 P., =(D2-D1)(T1)(Ftut)(Cyn�. _( .563 - 0.375 )( .25 )( 22 •)( 1 )/3= 344.7# Pat =Ns*Pr6n Aluminum Alloy Structural Values _( 2 )( 344.7 ) = 689.3# Ft11: Ultimate Tension of Piece 1 (ksi): 22 Fry1:Yield Tension of Piece 1 (ksi): 16 MAXIMUM ALLOWABLE LOADS 5LB3/5HB3* SHEAR: 2397.0# TENSION 689.3# 5LB5/5CB5 SHEAR: 3595.5# TENSION 1034.0# 3SCREWS NOTE: THESE CALCULATIONS PERTAIN TO THE CONNECTIONS UP TO,BUT NOT INCLUDING, THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION. THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION MUST BE ANALYZED ACCORDING TO CONDITIONS SPECIFIC TO EACH JOB BY OTHERS. UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B',BP,BF,BT REVISION DATE 10-01-2003(UD) Calculations Conform to(AA)ADM200 EXISTING ADEQUATE STRUCTURAL FRAMING -------------1 I 1 _-- MINIMUM Of(2)3/8" FASTENERS AT EACH RAFTER BAR ACTUAL DESIGN OF THESE CONNECTIONS ----------------------- -------- MUST BE DETERMINED BY OTHERS f • 1 � 1 O 1 J 1 `1 I � no 1 .! RIDGE CLIP ------- (CN421CIL) V ' T DRAWNBY:JP DESCRIPTION:RIDGE CLIP TO EXISTING STRUCTURE DWG.#:S&STRSS-os_ DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.CO.#: EX15TING ADEQUATE 5T RU CTURALFRAM ING -------------- 1 1 1 . 1 MINIMUM OF(3)3/811 FA5TENER5 AT EACH RAFTER BAR -------------------------------------- ACTUAL DE51GN OF THE5E CONNECTION5 - ---- MU5T BE DETERMINED BY OTHERS I M � I W 1 I 1 I I-4 1 4 1 1 j- 1 I I I RIDGE CUP OF f- - - -- BAR 51-135-(CN421 11-) t �- - ---- BAR 5CB5 -(CN421 1) 1 -- WITH SHIM PLATE (CN4212) ---------------------- I 1 1 1 I I 1 I 1 I I --------------------------- V T DRAWN BY:JPDESCRIPTiON:RIDGE CLIP TO EXISTING STRUCTURE DWG.#:S&STRSS-10 DATE:10/20Y03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: Nortin Aw+.erLOWS PreK4ev SuNrOOK&MQ;"KfUatRrev r•Fy��tF ' n9, � , IR 1 �•, 'r 14, Outdoor Lsving-...fndQars {"� =: N ULTRA FRAME PLC r_ r_, r.iPAWY ALUMINUM DESIGN MANUAL REFERENCES F , FOUR SEASONS SOLAR PRODUCTS 5005 Veterans Memorial Highway Holbrook,New York 11741 (631)563-4000 Fax:(631)218-9076 Table 3.3-1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS TENSION COMPRESSION SHEAR COMPRESSIVE ALLOY THICKNESS MODULUS OF AND PRODUCT RANGE F-t Fryt Fy F, FY ELASTICITY# TEMPER IN. ksi ksi ksi ksi ksi E ksi 1100-1-112 Sheet, Plate All 14 11 10 9 6.5 10,100 -1-114 (Rolled Rod&Bar) All 16 14 13 10 8 10,100 2014-76 Sheet 0.040-0249 66 58 59 40 33 10,900 -T651 Plate 0.250-2.000 67 59 58 40 34 10,900 -T6,T6510.T6511 Extrusions All 60 53 52 35 31 10,900 -T6,T651 Cold Finished Rod All 65 55 53 38 32 10,900 &Bar,Drawn Tube Alclad 2014-T6 Sheet 0.025-0.039 63 55 56 38 32 10,800 T6 Sheet 0040-0.249 64 57 58 39 33 10,800 -T651 Plate 0.250-0.499 64 57 56 39 33 10,800 3003-1-112 Sheet&Plate 0.017-2.000 17 12 10 11 7 10,100 -1-114 Sheet&Plate 0.009-1.000 20 17 14 12 10 10,100 H1 g Sheet 0.006-0162 24 21 18 14 12 10,100 -H16 Sheet 0.006-0.128 27 24 20 15 14 10,100 HIP Drawn Tube All 17 12 11 11 7 10,100 -H14 Drawn Tube All 20 17 16 12 10 10,100 -H16 Drawn Tube All 24 21 19 14 12 10,100 -H18 Drawn Tube All 27 24 21 15 14 10,100 I Alclad 0.017-2.000 16 11 9 10 6.5 10,100 3003-H12 Sheet&Plate -H14 Sheet&Plate O.OD9-1.000 19 16 13 12 9 10,100 -H16 Sheet 0.006-0.162 23 20 17 14 12 10,100 -H16 Sheet 0.006-0128 26 23 19 15 13 10,100 Alcladi 3003-1-114 Drawn Tube 0.025-0.259 19 16 15 12 9 10,100 -His Drawn Tube 0.010-0.500 26 23 20 15 13 10,100 3004-1-132 Sheet&Plate 0,017-2.000 28 21 18 17 12 10,100 -H34 Sheet&Plate 0.009-1.000 32 25 22 19 14 10,100 H36 Sheet 0.006-0162 35 28 25 20 16 10,100 H38 Sheet 0.006-0.128 38 31 29 21 18 10,100 3004-H34 Drawn Tube 0.018-0.450 32 25 24 19 14 10,100 -1-136 Drawn Tube 0018-0.450 35 28 27 20 16 10,100 Alclad 3004-H32 Sheet 0.017-0.249 27 20 17 16 12 10,100 H34 Sheet 0.009-0.249 31 24 21 18 14 10,100 -H36 Sheet 0.006-0.162 34 27 24 19 16 10,100 -H36 Sheet 0.006-0.128 37 30 28 21 17 10,100 -H131,H241,H341 Sheet 0.024-0.050 31 26 22 18 15 10,100 -H151,H261,H341 Sheet 0.024-0.050 34 30 28 19 17 10,100 5 Sheet 0.013-0.050 26 22 20 15 13 10,100 3005-H2 H25 Sheet 0.006-0.080 31 27 25 17 16 10,100 3105-H25 Sheet 0.013-0.080 23 19 17 14 11 10,100 5005-1-112 Sheet&Plate 0.017-2.000 18 14 13 11 8 10,100 H14 Sheet&Plate 0.009-1.000 21 17 15 12 10 10,100 -H16 Sheet 0.006-0.162 24 20 is 14 12 10,100 -H32 Sheet&Plate 0017-2.000 17 12 11 11 7 10,100 -1-134 Sheet&Plate 0.009-1.000 20 15 14 12 8.5 10,100 -1-136 Sheet 0.006-0162 23 18 16 13 11 10,100 5050-1-132 Sheet 0.017-0.249 22 16 14 14 9 10,100 _H34 Sheet 0.009-0.249 25 20 18 15 12 10,100 -1-132 Cold Fin Rod&Bart All 22 16 15 13 9 10,100 Drawn Tube -H34 Cold Fin.Rod&Bart All 25 20 19 15 12 10,100 Drawn Tube For all footnotes,see last page of this Table Ir I-A-15 January 2000 Table 3.3-1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS TENSION COMPRESSION SHEAR COMPRESSIVE ALLOY THICKNESS MODULUS OF AND PRODUCT RANGE F.t FW F, F,,, F,y ELASTICITY$ TEMPER IN. ksi ksi ksi ksi ksi E ksi 5052-0 Sheet&Plate 0.006-3.000 25 9.5 95 16 5.5 10,200 -H32 Sheet&Plate \ All 31 23 21 19 13 10,200 -H34 (Drawn Cold Fin.Rod&Bar All 34 26 24 20 15 10,200 Tube -H36 Sheet 0.006-0.162 37 29 26 22 17 10,200 5083-0 Extrusions up thru 5.000 39 16 16 24 9 10,400 -H111 Extrusions up thru 0.500 40 24 21 24 14 10,400 -H111 Extrusions 0.501-5.000 40 24 21 23 14 10,400 -O Sheet&Plate 0.051-1.500 40 18 18 25 10 10,400 -H116 Sheet&Plate 0.188-1.500 44 31 26 26 18 10,400 -H321 Sheet&Plate 0.188-1.500 44 31 26 26 18 10,400 -Hl 16 Plate 1501-3.000 41 29 24 24 17 10,400 -H321 Plate 1.501-3.000 41 29 24 24 17 10,400 5086-0 Extrusions up thru 5.000 35 14 14 21 8 10,400 -H111 Extrusions up thru 0.500 36 21 18 21 12 10,400 -H111 Extrusions 0.501-5.000 36 21 18 21 12 10,400 -0 Sheet&Plate 0.020-2.000 35 14 14 21, 8 10,400 -1-1112 Plate 0.250-0.499 36 18 17 22 10 10,400 -H112 Plate 0.500-1.000 35 16 16 21 9 10,400 -H112 Plate 1.001-2.000 35 14 15 21 8 10,400 -H112 Plate 2.001-3.000 34 14 15 21 8 10,400 -H116 Sheet&Plate All 40 28 26 24 16 10,400 -H32 Sheet&Plate All 40 28 26 24 16 10,400 Drawn Tube H34 Sheet&Plate All 44 34 32 26 20 10,400 Drawn Tube 5154-H38 Sheet 0.006-0.128 45 35 33 24 20 10,300 5454-0 Extrusions up thru 5.000 31 12 12 19 7 10,400 i -H111 Extrusions up thru 0.500 33 19 16 20 11 10,400 -H111 Extrusions 0.501-5.000 33 19 16 19 11 10,40D -H112 Extrusions up thru 5.000 31 12 13 19 7 10,400 -0 Sheet&Plate 0.020-3.000 31 12 12 19 7 10,400 -H32 Sheet&Plate 0.020-2.000 36 26 24 21 15 10,400 -H34 Sheet&Plate 0.020-1000 39 29 27 23 17 10,400 5456-0 Sheet&Plate 0.051-1.500 42 19 19 26 11 10,400 -1-1116 Sheet&Plate 0.188-1.250 46 33 27 27 19 10,400 -H321 Sheet&Plate 0.188-1.250 46 33 27 27 19 10,400 -H116 Plate 1.251-1.500 44 31 25 25 1 B 10,400 -H321 Plate 1.251-1.500 44 31 25 25 18 10,400 -H116 Plate 1.501-3.000 41 29 25 25 17 10,400 -H321 Plate 1.501-3 000 41 29 25 25 17 10,400 6005-T5 Extrusions up thru 1.000 38 35 35 24 - 20 10,100 6061-T6,T651 Sheet&Plate 0.010-4.000 42 35 35 27 20 10,100 -T6,T6510,T6511 Extrusions All 38 35 35 24 20 10,100 -T6,T651 Cold Fin.Rod&Bar up thru 8.000 42 35 35 25 20 10,100 -T6 Drawn Tube 0.025-0.500 42 35 35 27 20 10,100 -T6 Pipe All 38 35 35 24 20 10,100 6063-T5 Extrusions up thru 0.500 22 16 16 13 9 10,100 -T5 Extrusions 0.500-1.000 21 15 15 12 8.5 10,100 -T6 Extrusions&Pipe All 30 25 25 19 14 10,100 6066-T6,T6510,T6511 Extrusions All 50 45 45 27 26 10,100 6070-T6,T62 Extrusions up thru 2.999 48 45 45 29 26 10,100 6105-T5 Extrusions' up thru 0.500 38 35 35 24 20 10,100 6351-T5 Extrusions up thru 1.000 38 35 35 24 20 10,100 6463-T6 Extrusions up thru 0.500 30 25 25 19 14 10,100 t F,,,and F,y are minimum specified values(except F,j,for 1100-H12,-H14 Cold Finished Rod and Bar and Drawn Tube,Alclad 3003-H1 B - "" Sheet and 5050-1-132,-H34 Cold Finished Rod and Bar which are minimum expected values);other strength properties are corresponding ) minimum expected values. $Typical values.For deflection calculations an average modulus of elasticity is used,this is 100 ksi lower than values in this column -A-16 January 2000 For angles,the gross width shall be the sum of the widths 5.1.10 Spacing of Stitch Rivets,Screws and Bolts of the legs less the thickness.The gage for holes in opposite in Webs legs shall be the sum of the gages from the back of the Where two or more web plates are in contact,there shall angles,less the thickness. be stitch rivets,screws or bolts to make them act in unison. For splice members,the thickness shall be only that part of the thickness of the member that has been developed by In compression members,the pitch and gage of such rivets rivets or bolts,beyond the section considered. or bolts shall be determined as outlined in Section 5.1.9.In tension members,the maximum pitch or gage of such rivets, 5.1.7 Effective Sections of Angles screws or bolts shall not exceed a distance,in inches,equal to 3+20r,(in mm,76+20t)in which t is the thickness of the If a discontinuous angle(single or paired)in tension is outside plates. connected to one side of a gusset plate, the effective net section shall be the net section of the connected leg plus 5.1.11 Edge Distance of Rivets,Screws or Bolts one-third of the section of the outstanding leg unless the The minimum distance from the center of rivet,screw or outstanding leg is connected by a lug angle. In the latter case,the effective net section shall be the entire net section bolt under computed stress to the edge of the sheet or shape of the angle.The lug angle shall be designed to develop at toward which the pressure is directed shall be twice the least one-half the total load in the member and shall be nominal diameter of the rivet,screw or bolt when using the connected to the main member by at least two fasteners. allowable bearing stress shown in Tables 5.1.1.3-1 and-2. When a shorter edge distance is used,the allowable bearing For double angles placed back-to-back and connected to 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 connected legs plus two-thirds of the tance/twice the fastener diameter(See Section 3.4.5). The edge distance shall not be less than 1.5 times the fastener section of the outstanding legs. diameter to extruded, sheared, sawed, rolled or planed For intermediate joints of continuous angles, the effec- five net area shall be the gross sectional area less deductions g edes. for holes. 5.1.12 Blind Rivets 5.1.8 Grip of Rivets,Screws and Bolts Blind rivets shall not be used unless the grip lengths and rivet-hole tolerances are as recommended by the respective If the grip (total thickness of metal being fastened) of manufacturers. rivets, screws or bolts carrying calculated stress exceeds four and one-half times the diameter,the allowable load per 5.1.13 Hollow-End (Semi-tubular)Rivets rivet,screw or bolt shall be reduced.The reduced allowable load shall be the normal allowable load divided by If hollow-end rivets with solid cross sections for a [1/2+Gf/(9D)]in which Gfis the grip and D is the nominal portion of the length are used,the strength of these rivets diameter of the rivet or bolt.If the grip of the rivet exceeds shall not be taken equal to the strength of solid rivets of the six times the diameter,special care shall be taken to insure same material,unless the bottom of the cavity is at least 25 that holes will be filled completely. percent of the rivet diameter from the plane of shear, as measured toward the hollow-end,and further provided that 5.1.9 Spacing of Rivets,Screws and Bolts they are used in locations where they will not be subjected Minimum distance between rivet centers shall be 3 times to appreciable tensile stresses. the nominal rivet diameter; minimum distance of bolt or 5.1.14 Steel Rivets screw centers shall be Nz times the nominal diameter. In built-up compression members the pitch in the direction of Steel rivets shall not be used in aluminum structures stress shall be such that the allowable stress on the individ- unless the aluminum is to be joined to steel or where ual outside sheets and shapes,treated as columns having an corrosion resistance of the structure is not a requirement,or effective length equal to one half the rivet, screw or bolt where the structure is to be protected against corrosion(See pitch exceeds the calculated stress.The gage at right angles Section 6.6.1). to the direction of stress shall be such that the allowable stress in the outside sheets, calculated from Section 3.4.9 5.1.15 Lockbolts exceeds the calculated stress. In this case the width b in Lockbolts shall only be used when installed in confor- Section 3.4.9 shall be permitted to be taken as 0.8g where g is the gage. mance with the lockbolt manufacturer's specifications and when the body diameter and bearing areas under the head and nut, or their equivalent, are not less than those of a conventional nut and bolt. January2000 I-A-59 5.1.16 Steel Bolts In addition to the requirements of Section 5.1.17.4,bolts When steel bolts are used they shall be hot-dip galea- shall be proportioned so that the allowable slip load per unit of bolt area determined from the following table is not sized,mechanically galvanized,zinc electro-plated,alumi- exceeded.The nominal diameter of the bolt shall be used to nized, or 300 series stainless steel. When other platings calculate its area. and/or coatings are to be used,evidence shall be submitted Hole Type and Direction of Load to substantiate the corrosion resistance of these products. Any direction ransverse Parallel 5.1.17 Slip-Critical Connections Contact Surface Oversize Long of Bolted Parts Standard &Short Long Slots Slots 5.1.17.1 General Slots Slip-critical connections between aluminum members or (ksi) MPa)(ksi)TMP.) (ksi) (MPa) (ksi) (MPa) between aluminum and steel members shall comply with the Class B(Slip 2B 195 24 165 20 140 17 115 Research Council on Structural Connections (RCSC) Coefficient 0.50) Specification for Structural Joints Using ASTM A325 or A490 Bolts, Allowable Stress Design, except as modified Bolts shall be installed to develop the minimum bolt here.The shear on a bolt in a slip-critical connection shall tension specified in Section 5.1.17.7. not exceed the allowable shear for the bolt (Section The effect on slip resistance of temperature changes from 5.1.17.4),the allowable bearing for the connected members the installation temperature and the difference in coeffi- (Section 3.4.5),or the allowable slip load(Section 5.1.17.5). cients of thermal expansion of aluminum and steel shall be addressed. 5.1.17.2 Material 5.1.17.6 Washers Aluminum used in slip-critical connections shall have a tensile yield strength of at least 15 ksi (105 MPa). Bolts a) Washers shall be used under bolt heads and under shall comply with ASTM A325, nuts shall comply with nuts. ASTM A563 Grade DH or ASTM A]94 Grade 2H, and b) At a long slotted hole in an outer ply, a galvanized ; washers shall comply with ASTM F436. Bolts, nuts, and steel plate washer or bar at least 5/16 in. (8 mm)thick with ' washers shall be zinc coated by the hot-dip or mechanically standard holes,shall be used. The plate washer or bar shall deposited processes as specified in ASTM A325. completely cover the slot but need not be hardened. c)Where the outer face of the bolted parts has a slope 5.1.17.3 Holes greater than 1:20 with respect to a plane normal to the bolt axis,a beveled washer shall be used. Holes shall be standard holes, oversize holes, short slotted holes,or long slotted holes.The nominal dimensions 5.1.17.7 Installation for each hole type shall not exceed those shown in the RCSC Specification Table 1. Bolts shall be tightened in accordance with the RCSC Specification. 5.1.17.4 Design for Strength 5.2 Metal Stitching Staples The shear stress on a bolt shall not exceed 21 ksi (145 MPa)for bolts with threads in the shear plane and 30 ksi Allowable strength values for metal stitches in joints (205 MPa)for bolts without threads in the shear plane. Bolt carrying calculated loads shall be established on the basis of shear stresses are based on the nominal cross sectional area tests in accordance with Section 8. (unthreaded body area)of a bolt. The bearing stress on the connected parts shall not exceed the allowable bearingstress 5.3 Tapping Screw Connections specified in Section 3.4.5. The following notation applies to this section: 5.1.17.5 Design for Slip Resistance Ate, = thread stripping area of internal thread per Aluminum surfaces abrasion blasted with coal slag to unit length of engagement SSPC SP-5 to an average substrate profile of 2.0 mils(0.05 C = coefficient which depends on screw location mm) in contact with similar aluminum surfaces or zinc D = nominal screw diameter painted steel surfaces with a maximum dry film thickness of 4 mils(0.1 mm) are Class B surfaces. Slip coefficients for D, = nominal hole diameter Other surfaces shall be determined in accordance with the = nominal washer diameter RCSC Specification Appendix A. I-A-60 January 2000 D, = larger of the nominal washer diameter and p r� shall be the lesser of the screw head tensile ultimate strength of member in p�Ix = 2Flu�Dt, _. (Eq. 5.3.1.1-2) contact with the screw head nu Fw2 = tensile ultimate strength of member not in contact with the screw head n pus = 2Fru,Dt2'' {Eq. 5.3.1.7-3) nu F,,,, = tensile yield strength of member not in contact with the screw head For t2/t� <_ 1.0,P,,,shall not also exceed K, = coefficient which depends on member 3 1/2 (Eq. 5.3.1.1-4) thickness Pus = 4.2(12D) Fru2 n = number of threads per unit length for a screw n, = factor of safety=3.0 5.3.1.2 Shear in Screws P�, = allowable shear force per screw The ultimate shear capacity of the screw shall be deter- P,,, = nominal shear strength per screw mined by multiplying the allowable shear capacity deter- reined according to Section 5.1.1 by the factor of safety Pat = allowable tensile force per screw used or by test according to Section 8.The ultimate shear Pn, = nominal tensile strength per screw capacity of the screw shall not be less than 1.25 Pns. Pno, = nominal pull-out strength per screw 5.3.2 Tension Pno,, = nominal pull-over strength per screw For screws which carry tensile loads, the head of the t, = thickness of member in contact with the screw or washer, if a washer is provided, shall have a screw head diameter D„,not less than 5/16 in.(8 mm).Washers shall be at least 0.050 in.(1.3 mm)thick. t2 = thickness of member not in contact with the The tension force shall not exceed Pu, calculated as screw head follows: _i► t� = depth of full thread engagement of screw p = p /n (Eq. 5.3.2-1) ar nr s into t2 not including tapping or drilling point Pn,shall be taken as the lesser of Pno,and Pno„determined All the requirements of this section shall apply to tapping below in Sections 5.3.2.1 and 5.3.2.2. screws with diameter D=0.164 in. (4.2 mm)through 0.25 in. (6.3 mm). The screws shall be thread-forming or 5.3.2,1 pull-Out thread-cutting,with or without a self-drilling point.Alterna- tively, design values for a particular application shall be The nominal pull-out strength,P.,for pulling a screw out of a threaded part,is: permitted to be based on tests according to Section 8. Screws shall be installed and tightened in accordance 1)for UNC threads(screw thread types C,D,F,G,and T) with the manufacturer's specifications. The tensile stress on the net section of each member a}for 0.060 in. _< t<< 0.125 in. (1.5 mm s t�s 3 mm) joined by a screw connection shall not exceed the allowable pnol Ks= D t�F,2 (Eq. 5.3.2.1-1) stress from Sections 3.4.1 through 3.4.4. The net section shall be determined according to Section 5.1.6. where KS= 1.01 for 0.060 in. s tC<0.080 in. (1.5 mm <_ t<<2 mm) 5.3.1 Shear K,=1.20 for 0.080 in. s t<< 0.125 in. (2 mm s tc s 3 mm) The shear force shall not exceed the allowable bearing b for 0.125 in.<t<<0.25 in.(3 mm<t,<6.3 mm) force for a screw according to Section 3.4.5 nor the allow- ) ables according to subsections of this section. P,,,,,= 1.2D F,,,2(0.25- t,)+ 1.16A,n Ftu2(t, -0.125) 5.3.1.1 Connection Shear (Eq. 5.3.2.1-2) The shear force per screw shall not exceed Pis calculated c)for 0.25 in. s t�s 0.375 in. (6.3 mm <_ 1,:5 10 mm) as follows: Pn.,=0.58A,n i�F,0 (Eq. 5.3.2.1-3) Pas = Pns In.+ (Eq. 5.3.1.1-1) where I-A-61 January2000 2) for spaced threads (screw thread types AB,B, BP,BF, The block shear rupture allowable force Psr of welded and BT) connections on a failure path with shear on some segments and tension on the other segments is: a)for 0.038 in. _< t<<_ 2/n (1 mm <_ t�s2/n) for F,n As,> FS°Asp � P..=K. D tr F,,,2 (Eq.5.3.2.1-4) - where K,=1.0] for 0.038 in. s t<<0.080 in. psr= (F,).A.,+F,°AR,)ln° (Eq. 5.4-3) (1 mm s t<<2 mm) otherwise Ks=1.20 for 0.080 in. < t,:5 2/n p = (F A ,+F ,A )ln° (Eq. 5.4-4) (2 mm < t<< 21n) s, n a• where b)for 2hi<tr<4/n A„,,=gross area in shear PP = 1.2D F 4/n - t )+3.26D F (t - 2/n) AR,=gross area in tension ., `yZ( ` m2 An=net area in shear (Eq.5.3.2.1-5) A =net area in tension c)for 4/n -< t,-< 0.375 in. (4/n <- t,s 8 mm) 5.3.2.1-6 5.5 Laps in Building Sheathing P. = 1.63D tf,,,z (Eq ) 5.5.1 Endlaps 5.3.2.2 Pull-Over Minimum endlaps shall be those expressed in Table The nominal pull-over strength, P.°,,, for pulling con- 5.5.1-1. netted material over the head of a screw or washer, if present,is: 5.5.2 Sidelaps Pno„ - Ctl F.I(DWS-Dh) (Eq.5.3.2.2-1) For a sinusoidal corrugated sheet,the minimum sidelap where C is a coefficient that depends on screw location(1.0 for roofing shall have a width equal to the pitch of the cor- ; for valley fastening and 0.7 for crown fastening),DWS is the rogations,and the minimum sidelap for siding shall have a larger of the screw head diameter or the washer diameter, width equal to half the pitch. and shall be taken not larger than 1/2 in.(13 mm). For a trapezoidal sheet of a depth greater than 1 in.(25 mm)the minimum sidelap for both roofing and siding shall 5.3.2.3 Tension in Screws have a developed width equal to the width of the narrowest flat plus 2 in. (50 mm)A trapezoidal sheet with a depth of The ultimate tensile capacity of the screw shall be 1 in.(25 mm)or less shall have an overlap of proven design determined by multiplying the allowable tensile capacity including an antisiphoning feature. determined according to Section 5.1.1 by the factor of safety used or by tests according to Section 8.The ultimate 5:5.3 Fasteners in Laps tensile capacity of the screw shall not be less than 1.25 Pn,. Minimum size of#12 screws or 3/16 in.(5 mm)diameter 5.4 Block Shear Rupture rivets shall be used in end laps and side laps. Maximum spacing for required sidelap fasteners shall be 12 in. (300 The block shear rupture allowable force Psr of bolted mm).Endlap fasteners added for the purpose of improving connections on a failure path with shear on some segments closure shall be located not more than 2 in. (50 mm)from and tension on the other segments is: the end of the overlapping sheet. for Fn,An,z FS.An, 5.6 Flashings and Closures P = (F ,A +F A )ln (Eq.5. ar n s'' ” nr 4-1) Flashings shall be formed from aluminum alloy sheet of otherwise approximately the same thickness as the roofing or siding Psr— (Fs"Am,+Fn,Agi)/nu (Eq.5.4-2) sheet. Unless engineering computations determine other- wise,use minimum#12 screws or 3/16 in.(5 mm)diameter rivets to secure flashings to the roofing or siding. I-A-62 January 2000 Table 5.5.1-1 MINIMUM END LAPS Minimum End Laps Depth of section Roofing,slope greater than 2 on Roofing slope 3 on 12 or more Siding 12,less than 3 on 12 1 in.or less 6 in. 4 in. (25 mm or less) (150 mm) (100 mm) Greater than 1 in., less than 2 in. 9 in. 6 in 4 in. (greater than 25 mm, (230 mm) 0 50 mm) (100 mm) less than 50 mm) 2 in.or more 9 in. 6 in. 6 in (50 mm or more) (230 mm) (150 mm) (150 mm) January 2000 I-A-63 Section 6. Fabrication 6.1 Laying Out c. Some elevated temperature processes, such as factory paint curing or firing of porcelain enamel coatings,can a. Hole centers shall be center punched and cutoff lines reduce the mechanical properties of the metal.Since the shall be punched or scribed.Center punching and scrib- amount of the reduction will vary with the alloy and ing shall not be used where such marks would remain on temper used, as well as with the elevated temperature fabricated material. exposure,the supplier shall be consulted for mechanical b. A temperature correction shall be applied where property specifications for the processed material. necessary in the layout of critical dimensions. The coefficient of expansion shall betaken as 0.000013 per 6.4 Punching, Drilling, and Reaming degree Fahrenheit(0.000023 per degree Centigrade). The following rules for punching,drilling,and reaming shall be observed: 6.2 Cutting a. Rivet or bolt holes shall be either punched or drilled. a. Material shall be sheared, sawed,cut with a router,or Punching shall not be used if the metal thickness is arc cut. All edges which have been cut by the arc greater than the diameter of the hole. The amount by process shall be planed to'remove edge cracks. which the diameter of a sub-punched hole is less than b. Cut edges shall be true and smooth, and free from that of the finished hole shall be at least 1/4 the excessive burrs or ragged breaks. thickness of the piece and in no case less than 1/32 in. (0.8 mm). c. Re-entrant cuts shall be filleted by drilling prior to cutting. b. The finished diameter of holes for cold-driven rivets shall be not more than 4% greater than the nominal d. Oxygen cutting shall not be used on aluminum alloys. diameter of the rivet. 6.3 Heating c. The finished diameter of holes for hot-driven rivets shall be not more than 7%greater than the nominal diameter Structural material shall not be heated,with the follow- of the rivet. ing exceptions: d. The finished diameter of holes for bolts shall be not a. Material shall be permitted to be heated to a temperature more than 1/16 in.(1.6 mm)larger than the nominal bolt not exceeding 400°F (200 °C) for a period not diameter,unless slip-critical connections are used. exceeding 30 minutes.Such heating shall be done only e. If any holes must be enlarged to admit the rivets or when proper temperature controls and supervision are 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 because for rejection.Holes shall not be drifted in such subjected to elevated temperatures or times in excess of a manner as to distort the metal. All chips lodged between contacting surfaces shall be removed before the foregoing, the allowable stresses shall be reduced consistent with mechanical properties specified for the assembly. material after the heating process. 6.5 Riveting b. For 5XXX series alloys with magnesium contents greater than 3 percent,holding within the temperature 6.S.1 Driven Head range from 150 (66 °C) to 450 OF (230 °C) must be The driven head of aluminum alloy rivets shall be of the avoided in order to minimize the possibility of flat or the cone-point type,with dimensions as follows: sensitization to exfoliation and stress corrosion cracking. The length of time at temperature is a critical factor in a. Flat heads shall have a diameter not less than 1.4 times determining the degree of sensitization. Hot forming the nominal rivet diameter and a height not less than 0.4 techniques must include quick heat up to a temperature times the nominal rivet diameter. not to exceed 550°F (290 °C) to minimize loss of b. Cone-point heads shall have a diameter not less than 1.4 mechanical properties. Forming must be completed times the nominal rivet diameter and a height to the before the metal cools below 450°F(230°C).The metal apex of the cone not less than 0.65 times the nominal shall then be fan cooled,to drop the metal temperature rivet diameter. The included angle at the apex of the from 450°F(230°C)to 150 OF(66'C)in the minimum cone shall be approximately 127°. time possible to prevent sensitization. I-A-64 January 2000 6.5.2 Hole Filling surfaces shall be given a heavy coat of alkali resistant bituminous paint or other coating providing equivalent Rivets shall fill the holes completely.Rivet heads shall protection before installation.Aluminum in contact with be concentric with the rivet holes and shall be in proper concrete or masonry shall be similarly protected in cases contact with the surface of the metal. where moisture is present and corrodents will be entrapped between the surfaces. 6.5.3 Defective Rivets c. Aluminum surfaces to be embedded in concrete Defective rivets shall be removed by drilling. ordinarily need not be painted, unless corrosive components are added to the concrete or unless the 6.6 Painting assembly is subjected for extended periods to extremely corrosive conditions.In such cases, aluminum surfaces Structures of the alloys covered by this Specification are not ordinarily painted.Surfaces shall be painted where: shall be given one coat of suitable quality paint,such as ' zinc molybdate primer conforming to Federal Speci- a. 2014-T6 alloys are exposed to corrosive environments, fication TT-P-645B or equivalent,or aheavy coating of alkali resistant bituminous paint, or shall be wrapped b. aluminum alloy parts are in contact with,or are fastened with a suitable plastic tape applied in such a manner as ' to,uncoated steel members or other dissimilar materials, to provide adequate protection at the overlaps. Alumi- c. exposed to extremely corrosive conditions, num shall not be embedded in concrete to which cor- d. required by the designer for reason of appearace. rosive components such as chlorides have been added if the aluminum will be electrically connected to steel. Painting procedure is covered in the following Sections d. Aluminum shall not be exposed to water that has come 6.6.1 and 6.6.2, and methods of cleaning and preparation in contact with a heavy metal such as copper as such are found in Section 6.7. (Treatment and painting of the metals can cause corrosion of aluminum. The heavy structure in accordance with United States Military metal shall be painted or coated with plastic or the Specification MIL-T-704 is also acceptable.) drainage from the metal diverted away from the 6.6.1 Contact with Dissimilar Materials aluminum. Where the aluminum alloy parts are in contact with, or e• Prepainted aluminum only requires additional protection when specified by the designer to abate extremely are fastened to,steel members or other dissimilar materials, corrosive conditions. the aluminum shall be kept from direct contact with the steel or other dissimilar material by painting as follows: 6.6.2 Over-All Painting a. Steel surfaces to be placed in contact with uncoated aluminum shall be painted with good quality non lead Structures of the alloys covered by this Specification are containing priming paint,such as zinc molybdate,alkyd either not ordinarily painted for surface protection(with the type primer in accordance with Federal Specification exception of 2014-T6 when exposed to corrosive environ- TT-P-645B,followed by two coats of paint consisting of ments) or are made of prepainted aluminum components. 2 lb. of aluminum paste pigment(ASTM Specification Where 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,Type H,or the 6.7 Cleaning and Treatment of Metal equivalent. Where severe corrosion conditions are expected, additional protection can be obtained by Surfaces applying a suitable sealant to the faying surfaces, Prior to field painting of structures, all surfaces to be capable of excluding moisture from the joint during painted shall be cleaned immediately before painting,by a prolonged service in addition to the zinc molybdate, method that will remove all dirt,oil,grease,chips,and other alkyd type primer. Aluminized,hot-dip galvanized or foreign substances. electro-galvanized steel placed in contact with alumi- Exposed metal surfaces shall be cleaned with a suitable num need not be painted. Stainless steel (300 series) chemical cleaner such as a solution of phosphoric acid and placed in contact with aluminum is not required to be organic solvents meeting United States Military Specifica- painted except in high chloride containing tion MIL-M-10578.Abrasion-blasting shall not be used on environments. aluminum less than or equal to 1/8 in.(3 mm)thick. b. Aluminum shall not be placed in direct contact with wood,fiberboard or other porous material that absorbs water and causes corrosion.When such contacts cannot be avoided,an insulating barrier between the aluminum and the porous material shall be installed. Aluminum January 2000 I-A-65 Section 7. Welded Construction 7.1 Allowable Stresses for Welded 7.1.2 Members with Part of the Cross Section Members Weld-Affected For members with part of the cross section weld-af- 7.1.1 General fected,the allowable stress is The weld-affected zone shall be taken to extend 1 in.(25 A mm) to each side of the center of a weld. Mechanical Fp,, = F�, (F„ - F,,,) (Eq. 7.1.2-1) A properties for weld-affected metal shall be taken from Table 3.3-2 except thatF,.M, values shall be multipliedby 0.9. The where modulus of elasticity for weld-affected metal is the same as FPM,= allowable stress on the cross section,part of for non-welded metal. which is weld-affected. Allowable stresses calculated in accordance with Section F. = allowable stress if no part of the cross section were weld-affected.Use buckling constants for 7.1.1 apply to: unwelded metal from Table 3.3-3 or 3.3-4 and 1) Members in axial tension with transverse welds mechanical properties from Table 3.3-1. affecting their entire cross section, 2)Bearing stresses at weld-affected metal, F,M = allowable stress if the entire cross sectional area 3) Columns or beams supported at both ends with were weld-affected. Use buckling constants for transverse welds affecting their entire cross section and no annealed material(Table 3.3-3)regardless of the farther than 0.05L from the ends, temper before welding,and mechanical proper- 4) Columns or beams of tubes or curved components ties from Table 3.3-2 except that for longitudinal with transverse welds affecting their entire cross section, welds values for F,3,M, and FSM, from Table 3.3-2 and shall be multiplied by 0.75. 5)Flat components of columns or beams with welds at the supported edges only. A = net cross sectional area of a tension member or tension flange of a beam; gross cross sectional area of a column or compression flange of a Allowable stresses for these welded members shall be calculated from the same formulas as for non-welded beam. Abeam flange shall consist the portion I members with the following adjustments. of the section farther than 2c/3 from the neutral I axis,where c is the distance from the neutral axis 1) Allowable stresses for axial or flexural tension (Sections 3.4.1 through 3.4.4),bearing(Sections 3.4.5 and to the extreme fiber. 3.4.6),and axial or flexural compression or shear(Sections AM, = weld-affected cross sectional area. 3.4.7 through 3.4.21)with slenderness less than S, shall be If AM,<0.15A,AM,shall be taken as zero. calculated using welded mechanical properties from Table 3.3-2. 7.1.3 Columns or Beams with Transverse 2)Allowable stresses for tubes and curved components Welds Away From Supports and in axial or flexural compression or shear(Sections 3.4.10, Cantilevers with Transverse Welds 3.4.12,and 3.4.16.1)with slenderness greater than S, shall be calculated using welded mechanical properties from For columns or beams supported at both ends with Table 3.3-2 and buckling constants from Table 3.3-3 transverse welds farther than 0.05L from the member ends regardless of temper before welding. and cantilever columns or cantilever beams with transverse 3)Allowable stresses for all other members and compo- welds,allowable stresses shall be calculated in accordance nents in axial or flexural compression or shear (Sections with Section 7.1.2 as if the entire cross sectional area were 3.4.7 through 3.4.21)with slenderness greater than S, shall weld-affected. be calculated using non-welded mechanical properties from Table 3.3-1 and buckling constants from Table 3.3-3 or 3.3- 7.2 Filler Wire 4 as appropriate for the temper before welding; however, Filler alloys shall be selected from Table 7.2-1. The the allowable stress at the weld shall not exceed the allow- able stress calculated in accordance with(1)above. allowable shear stress in fillet welds shall be taken from Table 7.2-2 or 7.2-3 For filler wires not shown in Table 7.2-2 or 7.2-3 minimum mechanical properties shall be determined by testing in accordance with Section S. I-A-66 January 2000 Ty, (Stress Type of Member or Component Sec. .,.,uwable Stress Table 2-20 3.4. Allowable Stresses for BUILDING y , and Similar Type Structures TENSION,axial An tension member �"kv g' Y 1 19 �r;,"1#�S r 6005-15 Extrusions Rectangular tubes,structural Thicknesses Up p Throu 9h 1.00 in. shapes bent around strong axis -1 o-r 4 2 19 1 5 TENSION IN ` `z' 6105-T5 Extrusions BEAMS, 3 24K ' Thicknesses Up Through 0.50 in. extreme fiber, Round or oval tubes (1 _ net section ` ? WHITE BARS Shapes bent about weak axis, _ u apply to nonwelded members and to welded bars,plates f ~ • 4 28s� 132x '�k ` members at locations farther than 1.0 in.from a weld. apply within 1.0 in.of a weld. On rivets and bolts 5 39 _? Equations that straddle the shaded and unshaded areas apply to both. BEARING On flat surfaces and pins and on bolts in slotted 6 26 *For tubes with circumferential welds,equations of Sections 3.4.10, �r ry16"r holes t :: 3.4.12,and 3.4.16.1 apply for Rb/t: 20. Allowable Allowable Stress Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component 9 4 Stress Limit S Slenderness Limit S Slenderness i S Slenderness s S, , Between S,and SZ z 2 COMPRESSION Wr =0 20.2-0.126 kUr Wr=66 51,000/kLr 2 IN COLUMNS, - ( ) ( ) axial r ss All columns 7 N; 9 Q„•r.sg.„fu �If'Y"s.• f�:^.a2J;<;r'*'�'t'"tif, `e2""':c>"',L••:<:i'.``. ;3`':s.�.�^^.•�.z�a i�'w :,0 4:.�'> :•i•xa"` t„"s n�h„sF .,y.x- W''< '�, �,r��.,#; �ia t,'r.''i'4ti;Si•-f+�;x.Y ^s�i„i:4 f�!�;�r,'fix>�;�;s,5?w.s rnr>�,y:s.i-, ;.�',., ,i, r" �k.;�^:.:?;. section >S- •i:.5..'s:,"n;�hta.,y'��fai;.t•^t:a r�~"itFx„:wi�`t,.�,'"��,7, `-%�:":ar°�;.�nGX-��.:r".4r:•r�"f'Y.�:i+ Y:r�a., •�,,4, ,y.�Wvy"'`a5f.�-,q";`i!:a'w. ,s;r .;..&>S<';.�:2a•w"...:kz.,r;.r,'?Ko i:.,s..5-,,;,. ,rYs .n'nx„u.., Flat plates supported along one 21 b/r=2.7 23.1-0.79(G/r) b/t=10 1541(b/l) edge-columns buckling about aI $E ss,..ei3,,h .:Yr';,•sr�,.,r,'.i`:,�^r"�.x`.:yY:�i't.i`.I.`,��yf`x).9t'•�vi"��5';.:�x;•=•,t'R?'.�,i^;�.=,' A�<J-<.ts n�ti e�{zSw ti;t'�s::>;'7�.;"3rit��:"^t-is£.„'.'�:�ti'��;.t^:i»:Vi,.s'r��a,,'.,>�-Ct,„��i",•",<"�.�.t,,.Y,?',hwt••.�:s,��;<:n�Y5.ai;b,Y1'��t^.i.T>r_..rf,';1^,:..,tx.�,t"':.,�::3u:,,F.`-<r5Cw''�.`"s`'x!;;�x.M:2•;��?`1t,>c1,�.,:,r:.;,.",°�•,��`„'`�r.��,.�.:rd;'(w(tb<+<l°f..�✓.Ai-:�%r."0><qusymmetry axis A'hr.>:�,��'•r„rn,� •5•<w!: Flat plates supported along one 21 b/t=2.7 23.1-0.79(bh) b/t=12 1970/(b/r)2 edge-columns not bucklingabout -�- 8.1 >`. Wii;�;u o '"li,;°'n!s'.r '.t b, . `:�;y.'S.''a.v'"u2':'<n2e"•+Y'; «r'zr,Ciz" >,ri1vJl;Yiys,."'r�Myr�"^..,.Nr'>, y �x`.• .��_�,�3;i a �rrw;�� .'�:�'T .'3�,<<.,• r^ t �,,.:'.d.'r.,,T<y-�`.v<: � r Le..�?:, 6, ' t;,.� rc "+`•,t 'h'a.r, .r .��ye. ,,,,�;_- ie1`;..L„ �,>",•`. "4.+_*,': a symmetry axis z Y rY •�;fy'.•R V»�?�'t i;t ii A'^` x •� ^?t is�nM r�:� L4 4� na 1�r`.f„1l'>C....<%�' :4:' .bar °s•.e-asw _it�1..%.>'.�� COMPRESSION Flat plates with both H 21i(413b/r;=8k+.•>.'4;Y. �€2,,:3>.C1y-yzs�0�M.•<,25:(b,xi/.rr).<r.Ff:t,•. e�',Kua.'h„.;;, (,j/t,.r=•3a.'3:. 4,.r9..y0/(.Ah,w/<,r ) 9 . ' )v IN edges supported r 'r; lx rn .:fir"T+:�a�>��;��s�`.•�,'+X,��>�?�.,.�Y v svr x,; ;�Y',Kr:,`.vt.;:` j,..i,sr ,�,.,7:r'�� .LlY �+na>m� 3A i,'..ia,'errl it�iw"<•.Sn��h^�` 'C S '< .YaY,.�'?�, r.r COMPONENTS v;t.xt•d;vt,,e:n:fw Y� tt �r3" se ` iC,+,�`ce�r ,,+;+ ro�f'_p�•. xF � .,f;.Ew?: :..�', ad:'s' .rti t;.g:,�'%.rt...,..".:r1.'Xr_.:.•,Ers erre 4 .,�d:'"Iw i�"#.vi.:�3:.:'^�u..,,.rH�;i <�.'� 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 bothm w edges supported and with � F1 9.2 See Section 3.4.9.2 an Intermediate stiffener fJ CD Curved plates supported Rb Rb R, 21 Rr,/t=2.2 22.2-0.80 R�/r RF R=141 on both edges,walls of 10* 3200 g r�r� !t�:::sj.k'`"r.,✓:,._�>.,� :'f=�:�=7;�r� u^'� .�^. :��' ..X�.,*', •,.::,.ax:-r.,, ;,,t^•r�..•' V '..1+. ti z fo<'i. ^j�W .��:° fT.•Jy�}.AsY >�k...y, .:� ,r:.f o, t.,t-9.-:4 e a, �; x:'S. ;,� ,�S _ >. s �< :,A �: `.�rw (R It)(1 + R�/t/35)a al tubes f} ..,<:51, '>' "sem 22'Its:, �'��?r j _. 6 V tr round or ov t s;z` .; .;' > R /y '�;,.�,y.,v'='v�,�,i ,�mr-�''iA x'�efi'r;:ba�,...'w,c�.. `K,,,_e+`•>�:�,','t�':aN�"y:":�Q' �>:;�;bAsy,.'�`�'a« 7,`^"r�:`Z� t^' ', ��k.- S:>K;:S fw'_..s M•a7�•��'c3z'�f"�".5-,..;6..C..`'c' t� 41% CD See. Allowable Slenderness Allowable Stress .Slenderness Allowable Stress Type of Stress Type of Member or Component Stress Slenderness c 3.4• lendemess s S, Limit A Between S,and Sz Limit Sz Slenderness a Sz w N Single web beams bent about 21 L,/r,=23 23.9-0.124L^ L^.=79 87,000 strong axis v g -I-T -E - 11 s �'vFa S x 3 a3 rr �"t n;.yr�crrri r.4i _"fir'. y:_ra a,'r , IXON COMPRESSION Rem �R°JR° 25 R,/t=28 39.3-2.70 Rhlt R,/r=81 Same as Round or oval tubes _}{l J}F�]� 2* • =s" e.,�� IN BEAMS, ;w •�;�-,,7!P- 'z MI�' s 4 e °:<s� ,,>� Section 3.4.10 extreme fiberf ;r, - gross Solid rectangular and rte~ 28 d/t Lb/d =13 40.5-0.93d/1 Lbld d/t Lb1d=29� 11,400 section d 13 round section beams - - , ' M�r ice'" .� ..�•��M,�•.�a„•c .,.'<, Rectangular tubes and I 21 L,S�1.5I,J=146 23.9-0.24 LbS� .5 !J L6S��.5 Ia,J =I700 24,000 box sections 14 << : .fi � A, � ')r .¢ >. (L S /.5F) Flat plates supported on e1 F '1 rb 21 b/t=6.8 27.3-0.93 b/t b/t=10 1831(b/i) one edge b�f j rj a n- :'s s?i'$ nab w h°n°�7A n" Iq W ?:bM- 0 a: § r ' in C Ti4 Cx. C ww'*H x ":krI'M-' °t y •"�rsi g 1 [ /Z 1 .r ag r 1 � <�.. .r .,a yqryi " a eu"ki e {!`t %+k�l'#,°cY.rc'r•''y •'atF.i„�T.�S'ss. OJ `� Y` Y COMPRESSION Flat plates with both �b~-i b I` 16 21 lilt=22 27.3-0.29 b/t b1t=33 580/(b/t) IN edges supported � /I•� ;'t `1:1 .b r z .r"�3 h .� „s ,> � 3; a - 9 PP T V xr i'd s F ff nom Ix +�-,,o COMPONENTS OF BEAMS, Curved plates supported. Rb 25 Rdt=1.6 26.2-0.94 R6/t R✓r=14 3800 (component on both edges 16.1* err � .; •, � n�,�,;,:� FrM'�r<�r. a z •zd :. "y *x� g� ;�lief (R lt)(1 + R lrl35) under uniform �`` ! r `' a b compression), Flat plates with one edge gross section supported and the other 16,2 See Section 3.4.16.2 edge with stiffener Flat plates with both edges supported and with 16.3 See Section 3.4.16.3 an Intermediate stiffener Flat plates with 2 COMPRESSION �- - b 28 lilt=8.9 40.5-1.41 h/t lilt=19 4,900/(b/t) compression edge free, 17 IN COMPONENTS tension edge supported F;3 a .f^✓:ai. '3-ted".. A:'Lc.:. �r 3,.�...<' OF BEAMS, Flat plate with both edges I 18 2y8? lail.vt`=s4v6am tr' , ;'`a"•40a�rt.5-'0.2•w7^"„h"6/tylvei,rx=^�.75 1t4 5720/(!,/t)Ih h �:rYS e "��1vs under bending i �+�y} (component supported Flat plate with horizontal 104d, own plane) TId 28 h/t=107 40.5-0.117 h/t, lit=173 3500/(10) stiffener,both edges r 1 gTOSS section 9 �":5'n a-'F:��t�?�.eh' r�4=.;'"�.;?p;,;a ""'%'r�^� ,�. ..vx.,.�="�r<,,°'�',`'•sq � ,��rd.�i•kw,,c„;�,�,,�F�as cp,��.v;::su;.�Rw�� x>,.;.".&�;a,.s,.<;k�Y�' I� .�' �� ,:,r � £be< H..." y,T.-fix. � �: 5��r... g t<% y„�::'" � • supported waAr• .1',-Y� .N�, G. ;: t;r��n � ?R'" v :;� 10 a�'� M M, SHEAR Unstiffened n 12 h/t=36 15.6-0 099 lilt lit=65 39,000/(h/t)2 h 2U <r, ', .. ".o.' b A• r". 3ZS: w'."` ta?'.?' z ";any+r '�. i <E �:r" Os IN WEBS, flat webs } _ n� l�:". .�3;�'% k �"'a• ' "`L°�:n �'� � o;a. ,i' .:l'" �'' ;;,;�o�`'`�,=," 'Sd��emYCt+^'��:�w� ;< 9".w`'•,�, .�, gross Stiffened flat webs �a a 12 - 12 a,/I=66 53,000/(a,/t)2 section , ;-ems,+ M«,w-�.�' ,,< yw,c.�tw•<p >fis'� c < r,;.,.SF ,�X,s °'s,` x .,rr w „v,". Aa �, ae=a,l 1 +0 7(a la )2 1-LLJJ1 �' 21 - s ✓ a a s{ n i'`E" "S�rz%j`r` _f 1 2 S-a Y <.^x§.r.,^ .f t_ f3< sL 4'- .•�.s 'v*.,--�'` ?F`2A,i rg �,� x"�'<-<rr�''� ?"# f;= 4"� =..z''. 1 of Stress Type of Member or Component sec. .owable Stress Table 2-21 3.4• Allowable Stresses for BUILDING a and Similar Type Structures TENSION,axial Any tension member 1 19 � w 6061-T6, -T6.51, -T6510, -T6511 Rectangular tubes,structural EXtrUSlollS U thrU 1 in. Sheet& Plate, Pipe, 3-&T 2 19 .<" P , P , shapes bent around strong axis '� TENSION IN BEAMS, Standard Structural Shapes, Drawn Tube, �,�� extreme fiber, Round or oval tubes - 24 3 ;s Rolled Rod and Bar, 6351-T5 Extrusions ��` trA�•� net section �>k ,��; Shapes bent about weak axis, r 'r WHITE BARS apply to nonwelded members and to welded bars,plates 0 4 28c '� members at locations farther than 1.0 in.from a weld. On rivets and bolts 5 39 w u. apply within 1,0 in.of a weld. �;1 Equations that straddle the shaded and unshaded areas apply to both. BEARING On flat surfaces and pins and on bolts In slotted a 'For tubes with circumferential welds,equations of Sections 3.4.10, holes s 26 4 3.4.12,and 3.4.16.1 apply for R,/t s 20. Sec. Allowable Slenderness Allowable Stress Type of Stress Type of Member or Component Stress Slenderness Slenderness Allowable Stress 3'4' Slenderness s S, Limit S, Between S,and S. Limit SZ Slenderness i S, COMPRESSION IN COLUMNS, — Wr =0 20.2-0.126(ki/r) k7/r=66 51.000/( )2 All columns kUr ,. K, + .x s; >a, axial, TOSS :�.�'`n'�x,.-a�.T�_�;za+,r. �S Ui,� "^r�.;zsu.�,Ki;�''e%a'f ""s ;off tr> r, 9 d:dr r• ,fir 7: .<> i` <;, Y x =x<'2:n, ,.i'c ,;anb;x...;,1 ~".A,w 4• ..� .h .:f"�• • � `��<^"=r:'.. '� t ,�xy.x1. section 1' Sa1� "'d; xn!a'M°a"�`-r 'e '��L t <k':r;� .•t'•�;2 `, '' �x.:,: � 1� t xc� .SY"9�%�'.ax�. ."».'E :Tw�; �.•':q;� 2� �J'w. Flat plates supported along one 21 -� bit=2.7 23.1-0 79(b/r) b/r=10 154/(b/r) edge-columns buckling about a -_- $ f?''"• �'h ��`�,y�i,'L:�,rtr�*" '-,°`n'^ya•z8` '"w� '%z�:�,��';;�%n«�'�,c':.. ;,�+"-, by+= r r_;t!i. •rt' wr �, symmetry axis . a ,K;q x�tw t a '�'j''�''"�%�;J�r z+=s.•• rs�'.F�; �.� x r M-. :�•' '� .s'� �s�,G�• �Y;s.,.., "��1�r` .�� 2a Gt�' � ;•fix F ;za`.o3g�,;, 206!2-1 �>'� > ��<`�<'•`p' s ,_."�<'s.��i��: fi� �,�i' t!.��.,..'E>'-',•a ' �.� ,,.,..E..,.• :�t,-�.• �r:�,'��j� `�Y'i;x,, r??'�i3ya'<p< Flat plates supported along one 21 6/r=2.7 23 1 0.79(b/r) b/r=12 1970/(b/r)2 edge-columns not buckling about $.1 �u .,; ;nf�;sg`i,°"y,,�-;:.a:=" .;,:°i 1','-r`"''i+?�:; .%.as"'°"+'? _;_?'"�� 'ihs'.u�3Er.:.<,,,nraa�y sx:;k E;Yi ... y,ri;,... '*>v=KF >�<rr, tr�'<�a�>5 .�`d�'f.. ;.'e:. <5"'yT`�.f 's?•i ^°� e'1Gr n.,s5'd''„`r`^'.=iT'�."i 1, ":'..�m.�Y'F�,._Si'?r' 3:iE a symmetry axis `� ,:a3 dr; pI 3T-11 "> ?^3" .r )^, n'—' �'°.��e¢e S^ .^`xy c"b. �.�liJ<.�31 .,:E$•�� S'" ." w",.inaL`.x}" s`Mk;.51;=;�; a• ok i..r y:.a::;' " !Ht'a,ri "�;> ;a .< M�:��:n,1. 4-.s�„??,�,r.�?ua�,'•� '�,"�t',� COMPRESSION Flat plates with both H 9 �1 b/r=8.4 w 23.1-0.25(b/r) b/r=33 490/(b/r) '�F .f`�A..�!kt+,?„u'fip,'•s”<''x1'i '�t^t2�S<.^ <-.',:' a7,<'¢'r,""'', '^”' +;:5„Y9yq� r�W..x. ,:,> roY; *an.. edges suorted <ra . .�',r°.IN D� < ,.,`1 `�aa"3<X' `n'rd✓;t r"`�” Yt i��, .r>, COMPONENTSY 4 € $ •�� '�':.�>�� . �.�nom- a',-� ��; OF COLUMNS Flat plates with one edge gross supported and other edge with 9.1 See Section 3.4.9.1 section stiffener C- W Flat plates with both edgessupported and with � FTI 9,2 See Section 3.4.9.2 an Intermediate stiffener N C) Curved plates supported R R 22 on both dg R, ° 1 0* Rb/r=2.2 22.2-0.90 Rr,/t Rb/r=141 3200 edges,walls of z.�xo`wis`,5�r�nM.4`'`,^:.'."3�":�,�.+K:'�.:f::tc7s,"r. nor;• fir, .{:..��. .�:s• .rs +^Y w;% s• "�.r, a:v P,�.y,}" Eu,j��>��`w d• ', a.S:>.a,s�” sJ:y f�b f5 tN,�,<�;�.<"�°^ f,y�;, .PK},.� �Y�e�R<e�ini"' Y Z round V � or al tubes r AV 4.1 C Allowable Allowable Stress Sec, Slenderness Slenderness Allowable Stress C Type of Stress Type of Member or Component 3 4 Limit S Stress LfiSlenderness Limit S Slenderness z S Slenderness s S, , Between S,and S, 2 s o Single web beams bent about _ r 21 L,/r,=23 23.9-0.124LWr, L,/rr=79 87,000 o —TT C strong axis 1 11 ,. F �s-<;' ,,✓i;R>+',�]':;.'%� ` asffi'�yy`�<'.'�:,,e.' c:�t 5d -Ha'.>r'w•,>< M3'i'Nt >"ori 3sr�i"."ti'6�^1`,S;<r s;it'.^`A, F ," (L ,iz s:x '�•a}"',A y ,'r `'%%.,y��„ir. °�yCi`%+:,<x: "`,�e.,> '£ ly sfr,--<��3 .1.`"t. {r RIA, G >• A, x$'� �,"N �� €i">ia:i;�. � E a;:e"J°7,�;M.,''a`I$•,s''rs�xo�'sN.'�.ytS,as � ,t r.: COMPRESSION Rb Rb Rb * 25 R€Jt=28 39.3-2.70 Rr,/r Rlt=81 IN BE Round or oval tubes 12 nt,�� ._ _ Same as BEAMS, ,< €uA�w}`;.<,%°wMJ•"i,e��'vi'`'"..;,�., '<:v,,,}..:ar• ,f!°�1. im.Y'�'" s.�Y'^'�.,.'3� 'Tsx h ,'""'�1'a�" J'r r+"s r' 4ke "fy' �y§ d tiw. 1" r " Section 3.4.10 extreme x . .99, 8b � ;: c_s13? ' fiber rt ze' U F ;x?"�'` arY'r5: gross Solid rectangular and • 28 Mdlt Lbld =13 40.5=0.93d/t F,/dp d/r L€,/d =29 11,400 section I Jd 13 "rz'�,zpY,,-,."Lr-h'..<�y1�T,?o5�3",''�'.;"42S3'i_'}a€�.?c:.ec•`,<'^A�G.';.'''ti'W&'.�'.>d:.".r`G:`�S,Q•L1Z.`:S°:b«',S.v:",Y",+3.`: 6-.r.>µ,.•.i4;.i��.0<�.5='rr',�>r:'.'i)�P9'..-Jc,,>d,,.�.l•>.t~'_.'�,>rGr>�:`I 'l•y`;+sfi .�>.•s (dll)Z h round (L d)on beams ,Ss;4,ts�4F•s3:,�r Rectangular tubes and _❑_ 21 LhSt1.5I J =146 r 23.9-0.24 /,J Lr,S,1.5I,J =1700 24,000 box sections 1 14 � �k w�<" 3i 4,cH;�•�.'�`'. t iso�;:o f"' v':� >,,; r. 'a•..,..4 fl'' 'b ) +`::` n' - `g '^•'*"<s�=;'d'' b"''% � ''Td�.-.fLt)00$'s (L S /.5� •"`,z.,<"^"3a`'.>; S' ;:x €w!x x�x3C:ar kv!€aizv: ;zg', .a 4 :w;- .�.'..,>..'nv �'":<'a h C v'l Flat plates supported on b-1 r-1 1--b I b-{I- 21 blr=6 8 27.3-0.93 b/r b/r=10 182/(b/1) 15 one edge X:o,P: „ ?� re *"•, L+vr:zsf*' .w<""-iY,�sr.,z_, !r`�`L<. }n Kr .'!w' ,, .,.ah,si.4„'= "i�.' ' \� r S '`1.�` %,�`'s: °'^i.�,Y�ri;".r s�;,�x„�`<`' {'` ,.s:'.f'�t"a� �4o rir•i F, >t,��.<; � ` '° u •ds,,:r, t �� i r 1%'�,na'x•.,i r.,`.a.a>' r h .x. r�,.`s ''�'Si 13�>-.`�i�b`K;?'€'^,t�`: %�s�o�u>�,�:�x V€�:�r�. alyl"'a:, ^3„��pp � 'r'�'�1.7i 'tt�'.•4;;�r,1;: s^-. ,��b/f'cyi'S�.�e'��'• `Yo-? `: f�s�7''�$�){l1J!):'�{";«Fsiy R,n'>Y't'S✓r`'� �^ 1^'R; ��,� a'•,`•"r`' i�. e •K''. ',in, l 'Y.?.� Lv�.?F.L'"... Y h`�=;sC'� ';,:,' d3t.�,`yr.i�".a'..�f,,: 'r,va•s;•.�.a�;YF�:%�rii+5't COMPRESSION Flat plates wlth both -1b~--i b t— 21 b/t=22 27,3-0.29 b/! b/r=33 580/ 1 (b1r) r, . IN edges supported �/ 6 �a :;;°1 M,,.:M w M 'rh}a?,iFti<::•;t ,,,,,N, „;0,5. , rt,„;12"�;':, -"�,_• COMPONENTS •}<U s r" Ay,> ar z `t "'' r, i'..>>. s,r.,<,( zd;fie xi.b' w +'x:.'.n:.i�'�c.9 •'^r ! % 7'• ., ,l,>"x`; '7 ".'«?.". Y3'<Id 5r,.idn,.v�:� t"�S: OF BEAMS, Curved plates supported Rb 25 n Rjr=1.6 26 2-0,94 P,-It 16.1* R,/t=141 3800 (component on both edges ..,, u:. tr;w" N1 r: ars>x;• "7 €; ,r. ;�> , g � > " ... ;>. 2. :� "" (R /r)(1 + R /r 135 under un $ r ?'K� '� ? >. . 1}37:, (� wJ,. << .., )- lform ;3 �� f ,r.{s�� ,s;'~ " .s.�. " =iyja',��Dzt',.R ,ri h h compression), Flat plates with one edge supported and the other 16,2 See Section 3.4.16.2 gross section edge with stiffener Flat plates with both 71 edges supported and with 16.3 See Section 3.4.16,3 an intermediate stiffener Flat plates with COMPRESSION — b 28 b/r=8.9 40.5-1.41 b/r blr19 4.900/(h/r)' compression edge free, _ _ Y = IN H 17 :' >f':%" -,` " �=%"",�1""jR;q%i�y+a: >,z`Lb.'...�v., y}f fix;;: ,.a(' F 7 9 :N•i% '^ rxv,, Ae'�n,.�.dzw�F: %,< tension edge supported l� COMPONENTS ..„>nr n :x ., a.. J v„ r'.=znaRt x,. :', .'t< )?I r+}'I �_ .,•�+a 490t11(b l r cY '�:� }�.dx;S�:,, . n `'t»�.�;-+<.at,.;>.�l. > .s"'r> ,•",?.;.,a�en�`r`>'V OF BEAMS, Flat plate with both edges Lh 28 hlr=46 40.5-0.27 lilt !r/r=75 1520/(1�/r) (component supported Ih18 fsirsh, 5^ ;&d ? �nsa4w 2'..};r{ a': ;v'z�_< :.r •y:: -r�,1 y..1 t�+PP %" `� ,1 <xs + ; " ,f ,;d•P^,., :��r, .,. >�w'ct� ”, c`�ye�'�,<Y`,� "•tiV.. ia.r ;' '*'•r � »y under bending in »y µ ^ - „� ;•. :� }1Q, arg,:�,. w. '^s %>�. Jn'i,: rr,u� <��"'3"< "'k'�7a%v"'.;".�fu ane Flat plate with horizontal aa, 28 own pl ) TId h/t=107 40.5-0.117 lz/r h/r=173 3500/(lilt) stiffener,both ed es hgross section 9 — 19 ` " "` '' w }"vIT.E0 zav supported 6 xL"Str'4r°i: =.i? 32 � rrxn> f " '=t Ni r >s 1�w!lilt R �^sv .;.�,'�„ *3>.<s�.a-Y'Y>�A ,tY',-:."::sh:r.. .ir i i;^F3:`nd' t�f^.'�>:`,3:,'�'%sT- ::iv"§;:v'•<7.Biu=rrr<'>r`-`err.�s''2's::+.YS.rs,""`'. �•T. ' Unstiffened T1 1I >12 g Fib"•f h,-lt=X;3,6 sz Y<s, F1PfE1<`5.6Yi;-n0.099 .099�1✓.Fr lilt 65 a t39i,0,00/(! )Z SHEAR i }flat webs CD IN WEBS, W.x>' - %�s��" ?� :��C'x� ;t ��tr,�•r�;d;';,,,•r:.r�`i' „7iti�i,1:'�`;J• `'��' F�",. '<:?jtf s' ,�"��..� :,,.� ..� ��•t�) s Nt J "'f`"b•,.<ea.':;:�.'�s�''''a`£�-�,<^s.��fl�.. ,�� ;.;aee��¢¢ �.>+. vji�� , ''�"rr,". z•" �;. �ot�,`�.1. ,.. �a�� „4/ V 11✓tg7 1, gross T>'zL: '� ll v 4.,,� ,rv�T.M-• "^f�`�Y'�.:'4>,?�'�.>Wa%<�!^�2::a.Y.'b�k.r'S�<p�`sw;-i3:a�x� ,• Stiffened flat webs -q a. 12 — 12 a,It=66 53.000/(a./r)2 21secae= tion 82 � 72 w`z"ka'>�"t"'xetg'r,n s}'.: e .=."`r`;wr<,;lto*s�;;'r" s.A•`r7H'.-•,ei+.o�_ "•�' �.C;,at i K r:. r»a. ug_ ; .i.s'rg.�;. < "�:s;.'.r.;; :� .,,«, J f•' �<�rK ;t�v;�.'•�.�u r">' '`z�r>. ',.fs dey' "x'a�'a,,-<''•e ,., ..ya.:.'• d`�J}} a-:✓s„« .!.x..."t•�;k' ,<r;q'a:.f t�'r4'3'ae«'-A ` ;. "'” ,;,R,.a"X`tg L ';•.'•w°,r:i/�� :. f ss, .'�..•'•,s:E3["� ,sem>...lr'.M�:tix:ixs:`,:v'y s>y<, x�"'`+ .<..'!M>w;� .'.�. < — Sec. Table 2-22 T). A Stress Type of Member or Component ....owable Stress 3.4. Allowable Stresses for BUILDING and Similar Type Structures TENSION,axial Any tension member 1 9.5 n r X6:5,', 6063-T5 Rectangular tubes,structural -1-&T 2 9.5 Extrusions TENSION IN shapes bent around strong axis (Thickness up thru 0.500 in.) BEAMS, Round or oval tubes 3 115 extreme fiber, net section Shapes bent about weak axis, WHITE BARS j apply to nonwelded members and to welded • 4 bars,plates12.5 w& members at locations farther than 1.0 In.from a weld. apply [thin 1.0 In,of a weld. On rivets and bolts 5 23 Equations that straddle the shaded and unshaded areas apply to both. BEARINGOn flat surfaces and pins and on bolts in slotted V *For tubes with circumferential welds,equations of Sections 3.4.10, 6 15 holes K,2-Ng- 3.4.12,and 3.4.16.1 apply for Rblt z 20- See. Allowable Slenderness Allowable Stress Slenderness Allowable Stress Type of Stress Type of Member or Component Stress Slenderness 3.4. slendemess s S, Limit S, Between S,and S. Limit S2 Slenderness i S,. COMPRESSION kLIr =0 8.9-0.037(kUr) Wr=99 5 1,0001(kLIP-)2 IN COLUMNS, All columns 7 axial,gross W�i;. section a Y A Flat plates supported along one 9.5 b1f=2.3 10-0.22(bll) bli=16 1011(bli) edge-columns buckling about a r 05- I-E- 8 ...... symmetry axis % -0 N Tz-- --'T '6�� X;�OMXi ;Iq� te A A 0, 5' Flat plates supported along one 9.5 b1t=2 3 10-0.22(blr) blf=18 1970/(b/1)2 edge-columns not buckling about U" a symmetry axis 6,41 Nr. COMPRESSION Flat plates with both H 9.5 b1t=7.0 10 0-0.071 (10) bli=50 3201(b/r) 9 edges supported IN b COMPONENTS -.320K 1) OF COLUMNS Flat plates with one edge gross supported and other edge with 9.1 See Section 3.4.9.1 section I stiffener E- I C- Flat plates with both m and with F-,N/7 edges supported 9.2 See Section 3.4.9.2 I 42 an Intermediate stiffener R,11 270 C Curved plates supported R, R, R 9.5 Rb/f 1.2 9.8-0.27 VR,It 3200 on both edges,walls of 10* rz WiO" v (1 35)' round or oval tubes (Rb 1z A C_ Allowable Allowable Stress Slenderness Allowable Stress Sec. Slenderness Slenderness c Type of Stress Type of Member or Component 3 4. Stress Limit S, Between S,and S, Limit S. Slenderness i ST tenderness s S, 9.�5� L,:hya,-x==?5.'12181xJk.Y'.`, giyaNr,•.1�0b.,?°55-. 0.036LL'r,r >>(�'k,';,.:y,.,,.,.;t•.yr�L/�r,,i.,�='11 9 bnTa„5$%trnA'•. ' 87h.00y 0 Single web beams bent about µIl3b strong axis )� "9'r• ..�y9�V� „;i;. aw.ss_ ar e� a.-�rt"rdrN•'w^..�., i,Y`%m_.,, .a'.''..,s• ...a"Y�:u.'•g:.z�".• RR„ R, 11.5 R,J!=43 17.5-0.92 Rh/t Rr/t=140 Same as COMPRESSION n 12* - 2 J,F,"* ' wa = `r" Section 3.4.10 Round or oval tubes 7 y° i5; >�d ',.rw s%ax $;';"' Si r i =i, x tti �7 '' oasa< 5£x s✓ v �R ryF ;�K l x ^�<R ;f xz -. , .� ,> ». -266'x" 1N BEAMS, s%9;iyF,�it Y:=''+„": fw'r':;"t ,'V"��' fi ,7nr r,y a< ,•: Y.«:. �:`u��i'"ti�✓�:�.�,�,� s^"nd'3.'.Pa3°�u�:�.�' �.> extreme fiber , d/r LhId =18 " 17.2-0.26d1t LhId dlr Lhld =45 11,400 gross Solid rectangular and 12.5 • Ny, sr^ F ��x:;r :wr1 �' �;`�:<� r• y,,., :_. K, 7: d r�: „tF•-, -r�rz: (dlt}2(G /d) section round section beams -I- d 131; ; rJ'„sA< t2fiY�Jt Sii2'"b=2fs!! L� -, '< -rill L`!d°'� 'r. x�M b �^�. ,Y-,�a.,,r. .F,,� * i,'sA,': rd'�j1, c•,b(, ,„ :"'<?,,.'.,sr?F :s�'?',,'„�,H x'�.`v <a..1 ,y,1t95,nsf ,'�� t% l3:r. f:.t?o x ^F;E.�: ,..w^xy;,..X,a,t'' t„+ s rt yaLS�1:,..I.', J =,y20s4 :c105-0.,07z h � . , ,s xLLhSS,/b.y5 II,y,J! =38f330Or:;• 24,000 Rectangular tubes and 95 14 boxsctio (LnSl� 5 ens ? ) b-1 r-1 rb 9.5 b/t=8.5 11 8-0.27 b/t b/r=16 120/(b/1) Flat plates supported on b-i I- 15 y.+a ,s"re',ksa"e3;P'�d�•�r,`c Gi'(;lP.*'%i' ."R:2?:i�:.',�ro"' � n^s:�'r. _ ,t,: Y^y.:,«, • .L, ,r.a=.l;� (j;` ;rF„%„4`r•.Tv"';:%<�''K�s. •,>��#., ni :s one edge I [ fV „sc a.^ ;x,'la ' t y 'r �:>:3 Ciea 7s' :. z fiipa;'m 9•sN••ioih^x"S l`,e' 7i :,haw : t u, x 9,5 blt=28 11.8-0.083 b/t b/r=50 380/(b/1) COMPRESSION Flat plates with both 16 •r, r�,-+, ,,:t `v*; .eta Y t ^.,x,y t;,..'ice ^.>,,.,,�;- R, .,K? r •:k.:,,,, '•a'.r:�ky,..v�)nL%),^,day,' i; r "ti��h;S;'+�`„�`• edges supported T •.vs":� +i�; `�y'{1:`.'z3'r",•.��E+:a,':;za:�,5,>;•sw�,�yi:;l'�r'�.`�rS9•e E . FIN ,:Y';"y,,.<ri'>r''v$�^. ..J„5:`j�FA„Yv•,<m,.-•',',t`'rry�r,•x,,.•�r�< ri%i:.r,.='..:x<r:;ex"f`e,3t4'rF,z:Ns "3'"L,,':'<,�:•xj,'Y; Yasr.>3".:n Z COMPONENTS 3800 Rb 11.5 Rh/t=0.1 ]1.6-0.32 Rh/r RF/r=270 OF BEAMS, Curved plates supported 16.1* :r z «Y,<:; 3 :_ s % zq:w x° '� $:;N �^ �:r;,: -' «y��5,• <. ` Rbh)(1 + R /t/35) (component on both edgesa k xS l- 5,,, ,t; U ' .. 7"t " u✓ y: Si�j': ( h - �H;;,..%;• ,v',.rs. ..•c, '.2.•�',�' �:, x Ms.'s s,,.> e.•�fi," under uniform compression), Flat plates with one edge supported and the other 16.2 See Section 3.4.16.2 gross section edge with stiffener Fiat plates with both m edges supported and with I 16.3 See Section 3.4.16.3 an intermediate stiffener Flat plates with -L 12.5 b/t=12 17.2-0.39 bR b/r=29 4.900/(15/0' COMPRESSION �- b xK �w� r, rs ^• FA, -1a;� cr',,, compression edge free, 17 -T IN H e 4 `_ " b%t >•. i ;,r,�^ I�. 9 s,, 4 .,j- i H',. 'r 8,r i `�;33 1 2,. , ua,r as lea » ? S•zr*;x. ;< s a tension edge supported �!'>:'.� COMPONENTS 12.5 2.,s5:a7:al:lt=64 17``..2 cL,-g'0,w 0-'^74v^;£Ut�o,.t,;G=t3:':':.'•�."wsf'�:a".'.^,:',£:"<4y'=,l�}a,'`";'s'k,i:r3`�.k�^i,,s"h/.:t=1>1.1a5�yS"';t'"r:-h';:;•a.;.'%.'",.y".':.3a,:'R.'.,x.';:>rv,si990/(11/1)90/(11/1t) OF BEAMS, Flat plate with both edges Lh :,::-<$ ;alix Ih 1$ (component supported ) _ : under bending in Flat plate with horizontal 4d, 12.5 11/1=147 17.2-0.032 ✓r =270 2300/(I Id,h `1own plane) �f1.10 �` d11 ;s �"•vrkiS >1me • y� ,stiffener both ed es19 ------ gross sectionsupported ,.a�'dyi"o`ti�Y'I^„,.•zS^ - R s'r 5.5 h/f=44 6.7-0.0 27 70 h/r=99 39.000/(ir/t)2 SHEAR Unstiffened 20 £kj: T yrt�,y Il .rySY•n"['\a3 <t .y , '+i:.7^'" �.. ',," :6 ,. _ flat webs 1 L�Jkb ,,° .^i'yt :r^ A% s , ti s § w >li�t `��Ifi.�" s,n; •F 5 3J, 1 r x. 9�j', # J',t7:7y Y. , >'L'a } 4 4xN ;J%h A,,v"m"ec::'"r.•� •`n' f1:Y t IN WEBS, f:„� :��$ �ci T�,��>,v.;i^i-fie•;;�' ��e�"r"�„�.�:�� f� z",� .,.�y;y,�"s��rva,�y�,•.;�`:rt is ;�" '>":4`�='," '<a, .,a^r,•w:+ r «c< rt'f :ti'. ,•'rx,"s '"a' Sia s •4' - x � S.5 tr Ir=98 53,000/(n,lt) gross j(��T Te, .'.^X" esu' ;uyi°, ;t; ::E� 'T "as 'i,>�:'.;..�'�`.,••:,•ya "i -�' Vy.,'�u'"''„k'""".'s:F:'•^� i-Rii section I_�1 11L' 1 21 yo4;�'7" 1r" Tris, •i�a�,, I','�' +'``k�;`_.,,�:r r'., w• �:x �.,.k, ..,c•.,, ; h J, a' ,�y,a� 2 �<« %r'•xw�•„ row:,'� �S:d �.;k 1^*\ :ai�..,I '` x ^'�i,... .' "�� i^,t,t �'`.`rJ {]0(1/Q• t 5`•'v>,• 1 �0 7 a /a � :� c%"' fi 3� ,�'f k�,��t��y9 ��- M�•,y��•r':�ti•'1�=�.., ��^ �C'c:.=' ;�:r�` -:r ��:� ae=8�/ ( 1 2) ��C�;�7�:�t� n;h,'r�.:�F.r :�,r��r..,,#`•/,�Y✓:F:#Mzsis�LL'�:r?Ii:�.;5�•.�3 ;:��s3<.r?r'"a",'.:4.E<:.�`.t„"' :rf• 'k^ !x<�A`i!•a�'•"s<,. < Sec. Table 2-23 Ty, if Stress Type of Member or Component n„owable Stress C1 34 Allowable Stresses for BUILDING =1 and Similar Type Structures TENSION,axial Any tension member 1 15 - ; 6063-T6 Rectangular tubes,structuraly.:- shapes bent around strong axis -&T --VN 2 15 ? 'Ia 6f Extrusions, Pipe TENSION IN :d BEAMS, Round or oval tubes 3 18 ""x 82t) extreme fiber, ��O net section �ifs'> Shapes bent about weak axis, WHITE BARS apply to nonweided members and to welded i — t--. • 4 20 sxt' gay bars,plates -a' gY members at locations farther than 1.0 in.from a weld. apply within 1.0 in.of a weld On rivets and bolts rJ 31 1? Equations that straddle the shaded and unshaded areas apply to bath. BEARING n :'F=: On flat surfaces and pins and on bolts in slotted 'For tubes with circumferential welds,equations of Sections 3.4.10, holes 6 21 ax' $a 3.4,12,and 3.4,16.1 apply for Ab/t�: 20 Allowable Allowable Stress Seo. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component 3.4. Stress Limit S Slenderness Limit S Slenderness i S Slenderness s Sr Between S,and S. z COMPRESSION 2 �IN COLUMNS, — kUr =0 14.2-0.074(kUr) kUr=78 51,000/(kUr) All columns 7 �;�;a:"'°t7W"°�ldr��„Y,anr,^,`,'"3`i"•F4`+3v5;:<i�n it ;.fit'.=;,s:tVx��.v':a^.;.y" ��.;, ��;;.rvt;ti Rr* z-x t.;�:,....�. axial,gross .yvF: ��;a>skaa�t::.� C.�Vi�yv3�'��.{iv�€b'y.C�•.�;':�.h>r,{''I'o. i k:t�f•.?;sX•$'>=:;�F� (..�.: ',2e3�a,. r.'d, ,s::,3j.,.{<,..;s✓v..k.o.,5„s;�e,'xv,,, n'a;,,'i: .rt..r�.^bD(Ilrsection Flat plates supported along one 15 b/t=2 4 16.1-0.46(b/t) b/t=12 129/(b/r) edge-columns buckling about I E-II—4 $ L. ;�;� .,t:.`x.r :,;;K' ;,,- .;:r „zr;;>'.R, szs� „�r:�.,:r;,rs*�;ri.";n:),'>�w�;c„w ,wx.�'' �;,��^``•,;`+Sum<•:w;M-- r. i%?: ..r&`rmFw;°;.£, "'gr>.�;;,�.i-��r J:a':• '.'.< ''�s'� ,tri%r>'L' cfi':'h".:�e k��;: y� _ °=w"r�r ro"' '. ..'"f:,,. ";=,<.< 'w,i"',.;Y r-� •";,.i=; :t`x>'iti:w'<rc<'.?:•'.i. .3`,�•;�/'° ;°s f'x a,?t.."t., -%"?' ";',y�ixr !)a. R:�,�c. symmetry :rw r�i$sr,r:: Y,f�t';�A>:.�w,'rv','�.p,„ �a:�,%a,. b�;°:'� ':4<"c+C a:f>`(i',.p'•' "b/z' j'",�a.s,;b ';?7.-: >•��.g{g�f�,��`„o aXIS ;f,�< .�'i. ":rc. """+� 'lt'f;. _S•' +ra`„� p%�ia:'s' l�>�%�t}"_ X{,> r s�;ur �bl •El>, .�"dy.�wi;i�;�:>r�.,.ds`>,:",^i?aC%�;Sa.yr.:'.wP;:hi°��:Cg%Re,�,Y:^.,k,,e'.:a"�C•I;`:zf%aKF;%�•r:�-:,�!,r::rr.,er?,•>,e:!:x:�•L i,s.�.�^C.•,>C-�x,"M;S,ise'' ;•,.�f°�"�.�'a;prf°r.e`saa'•k•-r-k�:i.�;u' Flat plates supported along one 15 b/t=2.4 16.1-0 46(b/i) b/r=15 1970/(b/,)2 edge-columns not buckling about r ::„-� ,.:��,l.5s-�,`%r,:�s�.;''�'>`#-s5S�.`.,.;-i+i�,.f$�^.i �^�57-c,y^.t?'z�`.r�iw:"s5�'r'��.-�;F�::w,r'>N.',Cy':>s';^`4r�?vr.,z�ri�+S'a�G`,%wy,';�;jzz��..:",,r•n"z:r>r-:1.:_';`,,rF,,ri:fr,;" '"�:%te;4ar-",,*,ii`s.,;{.'�;„L i`T,-,L<' 'e":}, •<.�r:..',r.x%qa symmetry ryaxis ai zk,«�Citic��r;,x &.,�-�a:"s`,::J r�.?- �,��,�.,��'Jc(R. fit, ,t ,�f%f,.:xF';•7'�?s`. :��zt�'%r. COMPRESSION Flat plates with both H e 15 b/t=7.6 16.1-0,144(b/r) b/t=39 4101(b/t) �, 9 .,a ..„x ,.. ..x. 4 +.'.a,4 .`<.6! 6A; „;'f.: {„rp"" s •.C.:L--'^, .7 w:�.r '{s,'r:1'�frs,rki:. >#�s y:°"r f.. '. :i~l�` wj;'Y W"" uh ""N Yrr;r cr^ ;tom L£as>:,; 'f E"'a; '$x''s.;, IN edges supported I 1 b� `, 'b '�"••^s„r`1;��;yj'v'r`-,c�:.wi..t.,.}t,'y r.,�t,R^�g',? ";ate L . "•rM�5,Li.:,`;y..•FR�zs�.:..-^nr.';,::<^fi'e^dcf..'.1r,.<F"S....�,�.n. { NCOMPONENTS : ^w;5..:•s.3�r;;.•?y"rtt.��,F”. ='f,:.>Tj�.-e'sr,^';;A:r">''a,.>,,L Ii.��'S r"'�,r�.e.'t>�j Y:%'se`'t»^'"r=�;E�Ai W. b.d�,.. `t,e:�'•,�.�„1. OF COLUMNS Flat plates with one edge gross supported and other edge with 9.1 See Section 3.4.9,1 section stiffener C__ Fiat plates with both M edges supported and with 9.2 See Section 3.4.9.2 an intermediate stiffener ro C3 Curved plates supported R, R 15 R,A=1.4 15 6-0 50 R /t R /t=188 o R * , b h 3200 on both edges,walls of 10* s L x q% .,:y.. �, ., "s, r^;°`° .'. <`> ;, ,iP:x;,r°,. ''i 3'�'tAL:�:,:+r ''.Y Y> ssA ±r' •r'f'^ '•,.'� sem: �^<x ,'.::>:;.zN a;. - "yt'�4`)'a''!r� 2 y€z.. ti w �r ..: x"s' "p,t•, { (R + R !t/35) ' irt,1:s r - •q'<iF.�j =,lb• ',f ;I x.;G r 'I Ci^ :'n i` ,:J�1 r.i'' b b round or oval tubes b s�C$}�. <:.:r ,. Yya ci F r'l Z„v � 6 '^ry. ty4�5 *..lT;> u aR': eJ'a x?;:*tza;3 W)' •`>}' w�.x :3f,.,^�«,r'rSpgy'g.;:r :�,rd`�;.'s;y�3rf.�.+"s;' ;}z"Yz�•. `�`�;> .'x%.. r C- AllowableAllowable Stress Slenderness Allowable Stress Sec. Slenderness Slenderness 3 Type of StType of Member or Component Stress t eand S Limit S, Slenderness Z C yP Stress 34 SZ tenderness s Si Limit S Btween S� N15 Lt/r =23 16.7-0.073L�/r,• L^=94 87 000 CD Single web beams bent about - - - - 11 ter, .^� „ma x .�4� °' � ''}'` `"t-" ",k (L /r )z I E :x�,.t",';.". ntu ;: w3 ;4m, r�°'eawr, "'�'' ..�r•><"'`4 " t, 4. }" u: ��: ,.t`':: � rh )' o strong axis wrSi s« „, F ` fiG;sx`x rl ;, �``' '.�`',�"'� ,%€?.'"�.f<,=,�.;y<.,"�;,%�' ^'::��>.� i�.Rrsc,� '�>�'• �`"c£uY^rs<`��k+>t.=c�iJ` w,� 'u�%.,t;4at-'f'x.. R R. R, 18' RVt=33 27.7-1.70 Rh/t R,/t=102 COMPRESSION , Same as --�}�� 12* '�'"``'r'""' �` "" ��;Y. Section 3.4.10 Round or oval tubes taxa rimes:.t .� ," ''jskgSt %'' Tatra gra*> ,� e^ Z'•' L' ' IN BEAMS - �/ l <$ :£ y � t =1 xi31 �1 ' :PKt13bL"`,c � :if`� tu x€z'�1'i7�"�'�w•��€3;.�..t�r"�?�; lis'a .:x2c� �` �• �•s•ti'. '.<._ extreme fiber , 20 d/t Lt ld =15 27.9-0.53d/r Lh/d dlr VL-Il d =35 11,400 Solid rectangular and ��--w 7"s• ,tr:;;, ^' �x>a,F, >," z L /d ggross g • : *s'" s' y (dir) ( ) - - d 1S 'i>`' ""'-'<<t^+�k:'�y 11tt�":�5r t ?"WI ..'"y�m. <y�,'�,Y'Fc'�"< .+y -s...,rp"� n"?�:r •'i.•^' �-s^t-�,:T" ,! h section round section beams '' ` ''"°' / : t',` 'z ��'a'S•^��'€ '' >�6'�Ys;a"�hu1� twN.".x� � ,yc.,.� 5`a?�'i,a'":,'s��':< b^�,.Y.>',��..•;w•,�, n X15 Lh3��.5 IrJ =145 16.7-0.141 LhS�/.5 IY•1 LhSrl•5 /�J =2380 24,000 Rectangulartubesand 14 "= `^ '�: � '- ��"'x - �j "','-""aiYar;v' >t a�xM,•�; Yyc"r�.Ham+ 3�.•xrsr ,�a':s^'.:.3`.$;K-'kC 3�r,•••r v ''y'-"-..�. L S S / J) OX SBCtIOnS LJ :Fi, rt t ,ts' ,t-:r'^' C .xs',a�'6•<,�,�,'a',;y`'f'•u, r. u ""S F ti.�Y•.j'.t.�,3 .�'ar7 t.1;"f179t�Y.n� ( h c/ �// s"Fr, •s' :ft<'',,.y Y aM.,.< r �� .,�y• rr''"t�,., r. Y )' b "Yi'�S°e't? a 'w.,t'r,3€��y.,,�{�»: �:1".fir,;,k��.1'§r��Fs>'`�•'K,rz: nx 'f c.` �i".��•. �k'd •'�': '�.. .gym z4o-�Y,i+• au"j�« AM �,Sv�a s'"e �r.,..s•i.>°n:''s_'e'1:Y'+I.i�,<.:u� b--jr- b 15 bit=7.4 19.0-0.54 b/t b/i=12 152/(b/1) Flat plates supported on -I r �, b-I I- � ";Y^ ' :Y� z'o;�''i-;•i. .c,.-w 'S"';£u s''r•"'+'�:s(' i�N.. ,'>,� ,'t, N<.-✓�. 15 ,'"/,1r£""`•P"><',"-r; �'` ";rs�•. F �";&�`�s" > o4',dM::s•v�KF., ^:"-." .-ti.•F.j" •i-;;•`s-:,` .i<;•'•. �. .t' 4�"�r,� ,�; may �f ?a ;�<.,�i��„i�x=�';k��,.4�.�� „:�;=,�?J ��"Ns �w�-��•.r� rY �<<:v�":`��2/{�i1I�`'�{r::�',.�, •"�• '`.'`"'<`�„ '.;''` ''i fir`. %�' x.^, F�fiv>r,.,<. �=,w,. Q., 4rw `sb.. zrv, one edge 1•�'�'��;�.� �`�"�°x�'}, ""r�-.��.�^` <="'�,r1�°••`,"�•M='�>�`;.r•-•, ��.ua^..„. :r�r;.:��;;�.,'v ,k.�,k; �,�` rte:�,,�>„ ,�, -ib f b 15 bit=24 19,0-0.170 b/r bit=39 480/(b/t) COMPRESSION Flat plates with both 16 s>a,,T .�:^ ;,.�„ ��t ,•,a �>� .;, . ;k. ,' ,,��£>,,� <� ".,<'.., r,';:k r' T ^ ah > ">xr, :. ' ` '"tc i f;�ryit '� ;„ IN edges supported 1 V r tx y:' +vs4s,>s�` y7' x' `• Jt, ji1 TAT`l.;y. SX a ix brt='7v °,f v�s+i, ( )�K�.., 1 ;.±�. .8��`•J,�•'m�sh.�g`;xiF•�`�+��"..:� `»-�"`.s"�.w„'r;a,�4'..`�'S.Pr�.>.,r�;,� �"� .,a r,� •:� t�:''L'�i?r`.�ila�<,,,.,.",'�.w§cs4v. v� 'aFfY a n u COMPONENTS Rb 16.17.a],8..." '-�t�<< NF:£Ka"4•rsy�<PR f.Avst`P5I=0 18.5 8.5-U0.59 R2•¢h�/,l t'"x,.>z.f.a€ �i•^>,�xW",t+l€#_-n 188 •"<•�- ,s,yyhvv y 3900 OF BEAMS, Curved plates supported (Rh/r)(1 + R l3S)z ,I (component on both edges <�' {s.?.;•.. x,$,�.i'��'hrasi;�'#d.^.;3e under uniform Flat plates with one edge compression), See Section 3.4.16.2 gross section supported and the other 16.2 edge with stiffener - E Flat plates with both edges edges supported and with F-\,"7 1 116.3 See Section 3.4.16 3 an Intermediate stiffener 11 Flat plates with _ -L 20 bit=9.8 27.9-0.81 b/t bit=23 4,900/(h/r}2 COMPRESSION - b r� �M' e ' rix,„' w- ",Eh'; a:' _ ;,..,y>.rf .x;9 t-. ,• f< compression edge free, '�- 17 s1ar':?w:t { •<�,• 5,;� t ;� •,:c , i;. hfl,. ;,d9t)OlK?i%t)w :.k- P 9 -f y a �r ' fid., tx ^,,tv,d r a;1,�?< Lill. 4 a:,. 1 '",; r 'X"u 5,tq.."-:n,�`" =r., a ,°.' °:v>. ".• .%"%:`' .}"";t. •G�Fi�•. €� v,L a ; .<s•'$,:;,, INt. ay�"r.,'s ��r.'"� 1y ?kt r'.tS•t''ai; i «: '�`w�+"S,c'* a ��:.,5.1;.1„ r ", M ''Yn xr tension edge supported COMPONENTS 27.9-0.155 1t/r it/r=90 12601(h/0y 20 lilt=51 "OF BEAMS, Flat plate with both edges h T r, .�4, y:w.•. .�wa s*^ `•s'" r t�"�+�„'r!%;H"xv.:'�.'s.:;�i�;s�r"....��.,.:' '• _:�;>;; :i+S ;'`�:r'� `��g�s;t?`ri.'"r .>X'�•.r;, . ,r,,. ;�*�ir^.<r; r.,:j4g�,�> ''r: •;z'j'-:1.26(il�ll/r)�, ifi� (componentsupported1 « .$5 ;i?�s°x;r v. =-,7 :aA,�x "�� $y'S T rr"� rx'r W'u3 G �.: �.i +lY, 3.�,.r„,!•,r.. .. t:^.. 1 r:a�`N i,i•%y:✓`5�,4'« 'R^� N°L'a: #,xti ,i,5'"w ap�75�<:��N.'-t' oF4:.+�4+Sfi�? under bending in load, 27.9-0.067 h/t hit=209 2900/(It/r) Flat plate with horizontal 20 hit=118 - own lane -r1d, 'rs s•_• r,: ;>s Fc3' C >..rff `,f `'y', ''YN '� 0 4 �F b r plane) stiffener,both edges n (] . 19 '�'�.k',;%rf.s: .Y3;xY .t.M;2a>�S �`�mF,,+,".K'.. = �;^• .,�,+" ,�,•.M1, ".fa>.• ,i}.!/f= 1;h'rr-rs v 'st:%�. (10f i/ .Y Mai'."{L �,•,t., 'ter€ � k.,�;��. ��a� �N�.�� fia. �._t #9 ,t ��:� �� gross section .s.f<.�� ;; yz" K :�• z ,:,� r`W; ;sY� '<r�tS a` ;7 �' ��',3 ..�;'�°,="§3akt vr,� ,.d F.'';��vyq,„.,Ftp ,'ti;X:''i�.. �d.,<,c3:K4.,v. 'S,:„_•• supported F ~ 8.5 lilt=39 r 10.7-0.056 lilt h/t=76 39.000/(11/t)� Unstiffened IJ'J�hCSHEAR x 22Uj a rC„�GYe6',sz,:yrfiu<;',=..r,£_,'S�aXv:€,;^�,.'e."5,'a.j.=i�(xMw a,s;�x°�'"',':;�'3;;�r:i�[�..r;::.�C'2:.Zx'.;.,rrK.,,•y,i4?':'<,.c�,.3,yLYC.;"�yw.�,•;,_�:::s^a..'=rs.,.�y�aS,AM,a,"":,�,,',•.::r.,w.`.�"y2.am```.;>,x'.:.3x,e'�;al.�•zfi,W:.;-"s,'„`v',A:;.;•,,.'>fSRie<,n..f-d'+_ta•:`:,-o_w=e.;j§i,c•rc:7y�>„r�,^.4�i"`'1"„;;':;;a+1�;';„XF.`;.�.f•c"�'L•�`C.,athf",.`.r�„;��,<,''a•+Ct-;A,qFL 1>^0•'a•1'd0d o</•f0 L. `zflat webs v 4 I WEBS, /t)Z gross Stiffens at webs 8.5 8.5 n,/f=79 53.000/-(n ' 4 section 0.7(a1/a2)z ae=a1 . yL,?, �.Y;.•st �M1Jr., t n::y � tas, ,'�; .»>_ y '.�'` :�.�.»i,:d-3�°a w• w.., s'�x.x> ,,pr.,`• .�'�^"`'• n.x.�,. -"s�,�. ,�i>".r s'��x,��"�V>'.�<;�.�:•r..s>'�.;�;'c�Sy � •z:y�•.+�.• 'yen.: TABLE 6. NOMINAL SHEAR AND TENSILE STRESSES FOR STAINLESS STEEL STEEL BOLTS NAIAE TYPE DIAMETER AREA DIA. HEAD F,,,, Fri, P„ P, in in` in. ksi ksi lbs lbs #6 S.S. 0.138 0.015 0.262 33.7 56.0 295 565 I #8 S.S. 0.164 0.021 0.312 337 560 416 798 # 10 S.S 0.190 0.028 0.361 33.7 56.0 559 1071 # 14 S.S 0.242 0.046 0.480 33.7 56.0 906 1738 1/4 " S.S 0.250 0.049 0 480 337 560 967 1855 # 17 SS 0.285 0.064 0.500 337 56.0 1257 2410 3/8 " S.S. 0.375 0.110 0.625 33.7 56.0 2176 4173 1/2 " S.S. 0.500 0.196 0.750 337 56 D 3869 7418 3/4 " SS. 1 0.750 10442, 1.000 337 56.0 8705 16691 I i REFERENCE ASCE STANDARD. Specification for the design of Cold-Formed Stainless Steel Structural Members ASCE-8-90 page 29 i f i t BUILD `f'v BEST 230 SUN & STARS ROOMS: STRAIGHT EAVE FOUR SEASONS 2 in 12 ROOF PITCH) " , ► SUNROOMS __ - 1,1a�z,.,'-f -="r �;•i! r,;at. ENGINEERING AND STRUCTURAL LOADING INFORMATION EFFECTIVE DATE 12-04 LD REVISION:A ROOM GLAZING B AR RAFTER 1 ROOF LIVE EXPOSURE B ROOM GLAZING B AR RAFTER ROOF LIVE EXPOSURE B MODEL OC SPACING TYPE LOAD WIND LOAD MODEL O.0 SPACING TYPE LOAD WINDLOAD s mph ( mph S'M-6DH T-65/8" 5LB3 150 140 S'M-15DH 2'-6518" 51-153 25 115 (6-53/4-) 3-0518- 5LB3 130 125 (14'-9114") 3-0 518" 5HB3 21 115 S'M-7DH 2'-65/8" 5LB3 105 140 2'-65/8" SLBS 26 115 6'-5112" 3-0 518" 5LB3 90 125 3-0 518" 5LB5 23 115 S'M-90H 2'-65/8" 5LB3 65 140 2'-65/8" 5CB5 49 115 (8'-71/2") 3-05/8" 51-133 54 125 3-0518" 5CB5 1 41 115 2'-6518" 5HB3 67 140 S'M-16DH 2'-65/8' 5HB3 20 115 3-05/8" 5HB3 73 125 (15'-111/2") 3-0518' 5HB3 16 115 S'M-10DH 2'-65/8' 5LB3 47 140 2'-6518' 5LB5 21 115 (9'-81/8") 3-0 5/8" 51-133 39 125 3-0 518" 5LB5 17 115 T-6518" 5HB3 88 140 2'-65/8" 5CB5 39 115 3-0518' 5HB3 74 125 3-05/8" 5CB5 32 115 S'M-11DH 2'-65/8" - 5LB3 33 140 2'-65/8" 5HB7 48 115 (10'-85/8') 3-05/8' 5LB3 29 125 3-0518" 5HB7 38 115 2'-65/8' 5HB3 67 140 S'M-17DH 2'-6518" 5LB5 18 105 3-05/8' 5HB3 57 125 (16'-101/4') 3-05/8' 5LB5 15 105 S'M-12DH 2'-05/8' 5LB3 24 125 2'-65/8" 5C85 33 105 (11'-10118") 3-0 518" 5LB3 21 119 3-0 518" 5CB5 28 105 2'-6518" 5HB3 50 135 2'-6518" 5HB7 45 105 3-0518" 5HB3 42 1 125 3-0518' 5HB7 36 105 S'M-13DH 2'-65/8" 5LB3 20 119 S"M-18DH 2'-6518" 5CB5 28 100 (10-8314-) 3-0 518" 5LB3 16 119 (17'-10') 3-0 518" 5CB5 23 100 2'-6519" 5HB3 39 125 2'-65/8" 5HB7 42 100 3-0 518" 5HB3 32 125 1 .-0515- 1 5H57 1 34 1 100 2'•6519" 5LB5 41 125 S'M-19DH T-65/8' 5CL6 23 100 ` 3.05/8' 5LB5 34 125 f10'-10") 2-0518" 5CB5 20 100 i Y-6 5/8" 5CB5 60 125 2'-6 5/9" 5HB% 40 100 -_ 3-05/8' 5CB5 50 125 3-05/B" 5HB% 32 100 "WIND LOADS ARE BASED ON ACTUAL CONDITIONS, 120 MPH AND OVER ARE BASED ON A PARTIALLY ENCLOSED DESIGN. THERE IS NO NEED TO"SUBTRACT"OVER 120 MPH ,'.e...� Y 'l/^Y�' � d � '-terp- >a�,:;.'•�t p:�1i , r' �� 4 is A'n� } / /a.uwr •I ° ��= .•/a�y; 1x5 �-yNra ,n R /r „inYt Vin- d / +wun ` exir/tta 4 t ;3.aao gFU'.caM1 ' • `art�,G"I '�-•'�7A6 r `O' —0� ALABAMA ARIZONA ARKANSAS CALIFORNIA COLORADO CONNECTICUT DELAWARE FLORIDA GEORGIA IDAHO ILLINOIS ,�1Rf 1°'� ! - ' IV• )� M�G•!T4 •`...,��y:,. .it' \ . "4• ^r"., � �Y�•�. ey�,.+�.j°d• i�,�.'ri`:;'��,�t�, 1 1',4� �� . <,7.:�ny� ° �r1•.e"��t''6%.�,l �a`3' �� I�.�(gr,,-. �R• '�"'""tti' ..,� <a� 7./�i�'PPicmrl��,'fe<r,�`r��r i' �' C �� .f' t7Gw� • !`r-al.r"a'f'•'•� ��" ��.7: �� '" '�' .a."t.?"t::_' ,': �; ,"t INDIANA IOWA KANSAS KENTUCKY LOUISIANA MAINE MARYLAND MASSACHUSETTS MICHIGAN MINNESOTA MISSISSIPPI 3,.,Y w,r t1*+^�R4� •:V c. ...1 yY .+,_ R W olu, _„ rvl '"N \itl�l!n0� ',\'i' N•f" 4 i��tx'y LY ,Hn i a \Rp` p.' MISSOURI MONTANA NEBRASKA NEVADA NEW HAMPSHIRE NEW JERSEY NEW MEXICO NEW YORK NORTH CAROLINA NORTH DAKOTA OHIO 13f.2" jNOTES. • 1)5LB3=3`LITE BAR,5HB3=3-HEAVY BAR.5LB5=5'LITE BAR " 5CB5=5'HEAVY BAR,SHBT=7•HEAVY BAR �. "Y' 2)ALUMINUM ALLOY FOR GLAZING BARS IS 6005.75. OKLAHOMA OREGON PENNSYLVANIA PUERTO RICO RHODE ISLAND SOUTH CAROLINA 3) DEAD LOAD OF ROOF SYSTEM IS 5 PSF 4)ALL ROOMS ARE ACCEPTABLE FOR CONSTRUCTION IN SEISMIC AREAS WITH A �` ""rte"•+y SPECTRAL RESPONSE ACCELERATION,Ss,LESS THAN OR EQUAL TO 141%g / r' AE,.4OTHER SEISMIC LOADS MUSTBEEVALUATED ONAN INDIVIDUAL BASIS. 1 �� y 1 nm- i 5)DEFLECTION ARE BASED ON U120 DEAD+LIVE CRITERIAt2ry 1 6)WINDS ARE BASED ON AN ENCLOSED STRUCTURE EXCEPT WHEN 120 MPH AND a ^0"' '9✓` GREATER,THEN WINDS ARE BASED ON AN PARTIALLY ENCLOSED STRUCTURE SOUTH DAKOTA TENNESSEE TEXAS UTAH VERMONT VIRGINIA 7)LOADING IS BASED ON 2003 INTERNATIONAL BUILDING CODE �, prr •, „ 8)LOADS REPRESENTALLOWABLE VALUES UP TO AS--0-EAVE HEIGHT,AND A 15' 'Y/' .�� r - f .f "1 !,t_ ROOM WIDTH OTHER CONFIGURATIONS MUST BE EVALUATED ON AN INDIVIDUAL BASIS. �:'•'„ ?�' ; ,+A �;;'.? `g-1 % ft 9)THIS SUMMARY PERTAINS TO THE STRUCTURAL INTEGRITY OF OUR UNIT UP TO, "�9O' BUT NOT INCLUDING,THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ` ANY NEW CONSTRUCTION ALL SUBSTRUCTURE DESIGN REQUIREMENTS AND WASHINGTON WEST VIRGINIA WISCONSIN WYOMING DC CONNECTIONS TO THE EXISTING STRUCTURE ARE NOT INCLUDED IN THE SCOPE OF WORK FOR THE FOUR SEASONS PRODUCT,AND MUST BE EVALUATED BY OTHERS 10)THE ENGINEERING DESIGN SCOPE FOR THE FOUR SEASONS PRODUCT DOES NOTACCOUNT FOR SPECIAL LOAD CONDITIONS CREATED BY ATTACHMENTTOTHE EXISTING STRUCTURE.THESE MAY INCLUDE SNOW DRIFTING OR UNBALANCE SNOW LOADING ANY SPECIAL LOADING CONDITIONS MUST BE EVALUATED BY OTHERS. 11)ENGINEERS CERTIFICATION 1 CERTIFY THAT THESE ENGINEERING SPECIFICATIONS HAVE BEEN PREPARED UNDER MY DIRECT SUPERVISION REFERENCE NUMBER 1200 120 AND THAT IAMA REGISTERED PROFESSIONAL ENGINEER IN THE STATES '- r D ' ANGELO RE51DENCE > �'oQ MATTITUCK NY I 1942 ozo ' 490 LUPTON5 POINT RD . , �F °,I .L1J S ooh 9 s c- WING INDEX DRAWING �6 �► : a. It a a, P LOT PLAN ®2. w N W 51 - PLOT PLAN �� a o" '� 52 - GEN. NOTES •BY: day 53 - FOUND./PLR. FRAMING - MARI�EW" 54 - ROOF FRAMING PLANID • =gym 2' _ _ �--i t!� 55 - STRUCTURAL DETAILS : I _ _ 56 - STRUCTURAL DETAILS 2 - _ - ! I 3 =HI - I 08°051 0 0 C=_7 Lu 3o;Z59 57 - STRUCTURAL DETAILS _ - - -� - W OL GL U MR, 58 - STRUCTURAL DETAILS 4',�tp�,`: �Itlb9T ' / - �' 2: Ln o L0 _ - 59 - STRUCTURAL DETAILS SER . ` ! 25.8 o Z g z z �' , ( PROPOSED LANDING w O W Y$ -�: 'N�'N �hPALL N�T7F1� 23.95' 9'_8•'x 3._6.. d'- dJ a 510 - STRUCTURAL DETAIL I N ASPHALT DRIVEWAY I O z Zp � Z 'z / w/42"x 33"STEPS N z oC^ A I - PARTIAL FLOOR PLAN N�67 / N ° ® � E °" _�� N w " Z o o RI - SUNROOM PLAN * ELE / 2J g� ° ROP05ED 5UNROOM 2' LLJ 53.20' O U 0 Q o 5 3 R2 - SUNROOM DETAILS C � R9�AI� cv 9'-e I/e°x IG'-o lie" o w 7 6'v a i W F— 8 z R3 - SUN ROOM DETAILS RAIN GUTTER v m - Q O GW ww fl�l�p[ �/ z°u DOWNSPOUT N p o " I O D E€ oso R4 - S U N ROO M DETAILS p g g WooD LEADER N o w Ln N° R5 - SU N ROOM DETAILS ( 3 WALK ,� ' 2 1? y DEMO. EXIST — ' 0 o at / 0 3Q �d DECK THIS AREA Q O 2 Q OCCUPANCY W a N 3° _ �' W y v ° 25.5' OF NE USE I UNLAWFUL �� 3 a - _ � _ - � " I � sPyRoo,� ITT CERTIFICATEOF 2 OCCUPANCY RETAIN STORM WATER RUNOFF 1 �O X82359 Q, PURSUANT TO CI-IAPT 236 / - -- - 05° �10� w `n 'OROF8235(3 OF THE TOWN CODE / _ _ 5 - NOR�h esslo FASTENER SCHEDULE FOR 230 SUN �SHADE TO EXISTING STRUCTURES f- FOUNDATIONS / DRAWING TITLE: COMPONENT PA5TENER NO./SPACING (MIN) FASTENERS COMPLY \, �p� p� A c A PLOT PLAN COVER- 5 K EET 3/8"0 BOLT w/ 2(MIN.)@ EACH COLUMN COMPL d yyITH ALL CODES OF SCALE: 1"= 30' COLUMN/51LL I 1/4"WA5HER AND I G"O.C.(MAX.) NEW YORK STATE & TOWN CODES 2X8 RIDGE 0 (2)ROWS @ IG"O.0 AS REQUIRED AND CONDITIONS OF NOTE: REV15ioN5 BOARD W/WAWASHER I . THIS PLOT PLAN IS FOR REFERENCE ONLY, FOR TO EXISTING 31610 2 IN TOP G"(3"APART) ADDITIONAL INFORMATION SEE SURVEY WALL COLUMN W/WASHER 30"O.C.(MAX)VERTICALLY PROVIDED 5Y A LICENSED LAND SURVEYOR. ALUM,RIDGE 3/6'0 BOLT w/ (2)ROWS @ I G"O.C. - I D 2. LOT COVERAGE CALC5 (FOOT PRINT ONLY) @ LEDGER WASHER SOUTHOLD TOWN TRUSTEES NOTE: LOT AREA: 25,349 5Q.17. = I ALL FASTENERS CONNECTING ALUM.TO ALUM.SHALL BE N.Y.S.DEC EXIST. HOUSE: = 1 ,94G 5Q.17. DRAWN BY: GWN STAINLESS STEEL. PROPOSED: = 156 SQ.FT. 2 ALL FASTENERS CONNECTING ALUMINUM COMPONENTS TO REVIEWED BY: AS STRUCTURAL FRAMING OR FOUNDATION SHALL BE HOT TOTAL: = 2,102 5Q.FT. SCALE: SEE PLAN DIPPED GALVANIZED. 3 ALL FASTENERS SHALL HAVE A MINIMUM OF 3"EMBEDMENT LOT COVERAGE = 8.29% DATE: 12-20-17 UON. 51 of 10 GENERAL NOTESCO w NCO low A FOUNDATIONS H GLA55 U) O � I GLA55 UNITS CONSISTS OF TWO PANES OF 1!8"THICK TEMPERED GLA55 N DESIGN LIVE LOADS a O O I MAXIMUM PRESUMPTIVE ALLOWABLE SOIL BEARING PPE55URE FOR NEW FOOTINGS=3000 PSF STRUCTURAL MEMBERS HAVE BEEN DESIGNED FOR FULL DEAD LOADS AND THE 2• � L _^ 2.FOOTING EXCAVATIONS AND FORMS SHALL BE REVIEWED BY LOCAL BUILDING OFFICIAL PRIOR TO PLACING CONCRETE WITH A 5/8"STAINLESS STEEL SPACER BETWEEN PANES WITH AN ARGON FILL FOLLOWING LIVE LOADS IN ACCORDANCE WITH THE 201 5 INTERNATIONAL RESIDENTIAL 0 tu J lu(0 (r) 3 FOOTING ELEVATIONS SHALL NOT BE PA15ED OR LOWERED WITHOUT APPROVAL OF THE ENGINEER 2 GLA55 CONFORMS TO A5TM E 1300 BUILDING CODE AND NEW YORK DEPARMTENT OF STATE 201 6 UNIFORM CODE SUPPLEMENT r „ c tL 3 ALL MC-16(CODE 78)CLEAR ARGON ROOF GLA55 HAS THE FOLLOWING -4 N U- BCONCRETE MINIMUM PROPERTIES 74 I GROUND SNOW LOAD 20 PSF LLP — Q I ALL CONCRETE SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 3,000 PSI VISIBILITY TRANSMITTANCE = 16% 'L F w 2 ALL CONCRETE WORK SHALL CONFORM TO ACI 3 18 SOLAR TRANSMITTANCE = 10% 2 WIND LOADr 3 O O l., ULTRAVIOLET TRANSMITANCE =7% X x Q 0 3 PLACE 2 EXPANSION JOINT MATERIAL BETWEEN EDGES OF SLABS AND VERTICAL SURFACES UNLESS OTHERWISE NOTED VISIBLE OUTSIDE REFLECTIVITY = I I% DA51C WIND SPEED 135 MPH 3H� V151BLE INSIDE REFLECTIVITY =25% WIND EXPOSURE C C REINFORCING STEEL VELOCITY PRESSURE EXPOSURE COEFFICIENT,Kz O 85 SHADING COEFFICIENT = 18 GF- I BARS SHALL BE ROLLED FROM NEW BILLET-STEEL CONFORMING TO ASTM A61 5,GRADE 60 DIRECTIONALITY FACTOR,Kd O 85 �3 SOLAR HEAT GAIN COEFFICIENT = 1 5 'o 0 2 WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185 OR ASTM A497 GUST EFFECT FACTOR,G O 85 <0 z o RELATIVE HEAT GAIN =39 (n o 3 DETAIL AND FABRICATE REINFORCING STEEL IN ACCORDANCE WITH"ACI DETAILING MANUAL",PUBLICATION 5P-66 IMPORTANCE A5HRAE WINTER U VALUE = 25 FACTOR,I I O G 4 REINFORCING STEEL SHALL BE REVIEWED BY THE LOCAL BUILDING OFFICIAL PRIOR TO PLACING CONCRETE INTERNAL PRESSURE COEFFICIENT,GCpr±O 18 } 300 o 5 PROVIDE BARS AT CORNERS AND INTERSECTIONS OF THE SAME NUMBER AND 51ZE AS LONGITUDINAL BARS IN FOOTINGS A5HRAE WINTER R VALUE =4 O Q oEu�o� 4 ALL MC-56(CODE 74)CLEAR ARGON WALL GLA55 HAS THE FOLLOWING Q z a Z=2 WALLS MINIMUM PROPERTIES 3 LATERAL DESIGN CONTROLLED BY WIND O LLJ w F z z op wow-P> D STRUCTURAL LUMBER V151BILITYTRAN5MITTANCE =56 -t uJ = — — z �w=m 4 FLOOR LIVE LOAD=40 PSF QL U G SSG I STRUCTURAL LUMBER SHALL BE GREEN DOUGLAS FIR LARCH NO 2,OR BETTER,UNLESS OTHERWISE NOTED SOLAR TRANSMITTANCE =29 J ch Z w ON THE PLANS WITH THE FOLLOWING MINIMUM PROPERTIES ULTRAVIOLET TRAN5MITANCE = 13 Z Q — ch LLJC�l CV o VISIBLE OUTSIDE REFLECTIVITY = 10 O COORDINATION m — co > u w n a Fb=850 PSI I^ Q m a- I, Fc(PERPENDICULAR)=625 P51 VISIBLE INSIDE REFLECTIVITY = 17 I THE CONTRACTOR SHALL VERIFY CONDITIONS IN THE FIELD AND IMMEDIATELY V J 2 z Ln - z — o 0 SHADING COEFFICIENT = 38 NOTIFY THE ENGINEER OF ANY CONDITION NOT AS A55UMED HE SHALL TAKE FIELD w _ c Fv=95 P51 (� O — �w d E= I,600,000 P51 SOUaR HEAT GAIN COEFFICIENT = 33 MEASUREMENTS AND BE RE5PON51BLE FOR THE SAME (J) ��O ch W � �'u m RELATIVE HEAT GAIN =79 N O N Z N S o 2.ALL PRESSURE TREATED LUMBER SHALL BE No 2 SOUTHERN YELLOW PINE,OR BETTER,WITH Z z O w o N A5HRAE WINTER U VALUE = 25 P ABBREVIATIONS Z K232 ACQ(ALKAUNE COPPER QUATERNARY)TREATMENT O m Q 0 (-) how wu ASHRAE WINTER RVALUE =4 O THE FOLLOWING LI5T OF ABBREVIATIONS 15 NOT INTENDED TO REPRESENT w 'u F u m m 3 PROVIDE WASHERS BETWEEN ALL THE BOLT HEADS AND WOOD AND BETWEEN ALL NUTS w O Z � o ALL THOSE USED ON THESE DRAWINGS,BUT TO SUPPLEMENT THE MORE F-O S u o AND WOOD w O I SEALANT COMMON ABBREVIATIONS USED = w o u o 4 LAG BOLT5 AND SCREWS SHALL BE PROVIDED WITH LEAD HOLES HAVING A DIAMETER NOT > Ll I � F��a P I ALL SEALANT CONFORMS TO TT-5-001543-A,TT-5-002306, O Q o 0 o W G GREATER THAN 70 PERCENT OF THE THREAD DIAMETER OF THE BOLT OR SCREW ALL LAG BOLTS W C� n o <�s o ASTM C-920 TYPE 5,GRADE N5,CLA55 25 I TYP -TYPICAL ,^ O � AND SCREWS SHALL BE INSERTED IN LEAD HOLES BY TURNING AND UNDER NO CIRCUMSTANCES 2 SIM -SIMILIAR V J p Z z�o Qu BY DRIVING WITH A HAMMER 3 UON-UNLESS OTHERWISE NOTED Q °w S' J GASKETS 5 THROUGH BOLTS SHALL BE PROVIDED WITH BOLT HOLES WHICH ARE-L TOL INCH LARGER THAN 4 CONT -CONTINUOUS o 0 F I ALL GASKETS ARE CO-EXTRUDED AND ARE NON-MIGRATORY THE BOLTS .0.o., 6 STEEL FOR ALL ACCESSORIES SHALL CONFORM TO A5TM A36 K ROOM SPECIFICS Q CONSTRUCTION SAFETY O E¢ 7 PLYWOOD SHALL BE C-C EXTERIOR,DFPA GRADE MARKED OR EQUIVALENT,OF THE THICKNESS n z a I THESE DRAWINGS DO NOT CONTAIN NECESSARY COMPONENTS FOR SAFETY LL z00 SHOWN ON THE DRAWINGS I ROOM DEAD LOAD5 DURING CONSTRUCTION p w�g o ROOF 7 PSF 8 PROVIDE OTHER MANUFACTURED ACCESSORIES AS REQUIRED AND AS SPECIFIED 2 THE INSTALLER SHALL PROVIDE ADEQUATE TEMPORARY BRACING,SHORING& G Rz"w u w o-z 9 ALL FABRICATED STEEL ASSEMBLIES EXPOSED TO WEATHER AND ALL STEEL FASTENERS,INCLUDING WALLS•5 P51' GUYING OF FRAMING AGAINST WIND,CONSTRUCTION LOADS S OTHER u BUT NOT LIMITED TO NAILS,ANCHOR BOLTS,CONNECTION BOLTS,NUTS,WASHERS,LAG BOLTS FLOOR 10 P5F TEMPORARY FORCES UNTIL NO LONGER REQUIRED FOR THE SUPPORT OF OR SCREWS SHALL BE GALVANIZED IN ACCORDANCE WITH THE A5TM STANDARD FOR THAT ACCESSORY, THE FRAMING A5TM A213,A153 OR OTHER REFERENCE STANDARDS, 10 FABRICATED ITEMS INDICATED ON THE PLANS ARE DESIGNATED AS PRODUCTS PRODUCED BY THE ASTM E 1 19 R MISCELLANEOUS of NEL1r 51MP50N STRONG TIE COMPANY PROVIDE ITEMS NOTED OR EQUIVALENT PRODUCTS A5TM E 1300 1 ALL CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE 2015 INTERNATIONAL I I ALL LAMINATED VENEER LUMBER(LVL)SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES ASCE 7-1 O RESIDENTIAL BUILDING CODE,INTERNATIONAL ENERGY CONSERVATION CODE,AND THE Q- ��\S SP a Fb=2,600 P51 LOCAL ZONING RULES AND REGULATIONS b Fv=285 P51 2 NO NOTE OR LACK THERE OF SHALL BE CONSTRUED AS RELIEVING THE CO Q� a)ROOF GLA55 CODE 78,R-VALUE=4 O c Fc(PERPENDICULAR)=750 P51 WALL GLA55 CODE 74,K-VALUE=4 0 CONTRACTOR FROM EXECUTING ALL THE WORK IN ACCORDANCE WITH APPLICABLE d E= 1,900,000 P-91 b)WALL PANELS TO BE 3"INSULATED,R=13 4 BUILDING CODE AND ALL LOCAL REGULATIONS HAVING JURISDICTION r cc 3 THE ENGINEER SHALL NOT BE RESPONSIBLE FOR ACTS OF OMISSION OF E STRUCTURAL STEEL L DEFLECTION CRITERIA lL THE CONTRACTOR OR ANY SUBCONTRACTOR OR AGENTS OR ANY OTHER n r► - J W I ALL STRUCTURAL STEEL CONFORMS TO A5TM A36 OR A5TM A572 GRADE 50 1 ALL MEMBERS MEET OR EXCEEDS THE FOLLOWING MINIMUM PERSONS PERFORMING THE WORK d DEFLECTION LIMITS 4 THE ENGINEER 15 NOT RE5PON515LE FOR OBTAINING ANY BUILDING PERMITS '7 F ALUMINUM LL DL+LL AND/OR VARIANCE APPROVAL (t� 1 ALL STRUCTURAL ALUMINUM CONFORMS TO THE MINIMUM REQUIREMENTS OF 6005-T5 FOR ALLOY AND TEMPER a STRUCTURAL ALUMINUM- --- U60 6 EXCEPT COP NER.COLUMN 082359 AED BELOW 6063-T5 c.FLOORS L/3GO U240 ROFEsslol H-COLUMN. 6063-T5 UTILITY'H'COLUMN 6063-T6 M ENERGY INFORMATION I PER SECTION P301 T I I I -CATEGORY III 5UNROOM AND 2 ALL STRUCTURAL ALUMINUM WORK CONFORMS TO"PART I-A-SPECIFICATIONS FOR ALUMINUM STRUCTURES- COMPLIANCE WITH 2015 IECC NOT REQUIRED DRAWING TITLE ALLOWABLE PE51 TAN S EACTOR DESIGN"OP THE AR"PART ILUUMINUM SPECIFICATIONS ASSOCIIAT ONPOP ,INC ALUMINUM VENTH EDIITION,EFFECTIVEEBUILDING JANULOA ARDAND Y 2000V p�� 3.IN ALL INSTANCES WHERE ALUMINUM COMES INTO CONTACT WITH STEEL,PROVIDE DIELECTRIC SEPARATION R.-VALUE 3"SOLID ROOF PANEL 13 4 R-VALUE 4 25"SOLID ROOF PANEL 18 61 G E N E RA L 4 ALL EXPOSED ALUMINUM RECEIVES ONE COAT OF PAINT COLOR TO 15 COORDINATED WITH MODEL AVAILABILITY ANE 5 ALL FASTENERS CONNECTING ALUMINUM COMPONENTS ARE 5TAINLE55 STEEL TYPE 300 18-8 UNLESS OTHERWISE R-VALUE 7/8"ROOF GLASS PANEL 4 O 7 W `e'ls '�r NOTED ON PLANS R.-VALUE /SOLID WALL PANEL. 13 4 NOTES R-VALUE 7!8"WALL GLA55 PANEL 4 O � G STAIRS n t SEE INTERNATIONAL RESIDENTIAL BUILDING CODE /+ �J R V1j10Nj SECTIONS R31 1 5 THRU R31 1 5 8 1 FOR STAIR REQUIREMENTS �Ir� CLIMATIC � GEOGfZAPhIC DESIGN CRITERIA GROUND WIND DESIGN SEISMIC SUBJECT TO DAMAGE FROM WINTER ICE BARRIER AIR MEAN DRAWN BY: GWN FLOOD SNOW SPEED TEMPERATURE SPECIAL DESIGN FROST LINE DESIGN UNDERLAYMENT FREEZING ANNUAL REVIEWED BY: AS WEATHERING TERMITES HAZARD INDEX TEMP. LOAD (PSF) (MPH) EFFECTS WIND REGION CATEGORY DEPTH TEMP REQUIREMENT SCALE: SEE PLAN 20 135 NO YES 5 SEVERE 3G" MOD. TO HEAVY 15 YES NO 452 57.2 DATE: OG-13-17 52 of 10 ti DENOTES SMARTDECK PANEL W LO Q AND TYPE. 5EE DETAILS FOR SPLICE AND CONNECTION Lu II(� 0) o z o 2 E,}oo w "rp,q � zzQm REQUIREMENTS m O O Ln�, OUTSIDE FACE EXISTING WALL w § w m m (@ STRUCTURAL FRAMING) Lu QD 'd �'°�'� �, N � C° 2i fll oC U 3� Q O ogN o-�� F2x8 LEDGER CONT. x LEDGER Q kaonn II zNQw-L 2x6__JI II 4 0 — W zo< , ° OL U �G- g w 2x6 III II Q m z o Z _cow IMM �z� z_� � xo W W W W ( LO z u7 0'z W) W >- x (V �wo12 2X6 N I Q J _ _ J z m u O U ° zm8 IInI NIIII � Q U (17 U (n � II N �` O ~OO O n~ Soso _ _ _ _ _ — >_ LUJr,- 2xG o" oG x LO U (� N O Q — _ - 2x6_ II N C�1 N x x I Z a� o z R� w8� , 2nH I .-. N N 1 N Q oWg€ III N I � � � Q SvW�,zo _ 2x6_ I I o ��ogo II II I W°m�0O= A I— SII I LL z��pOa s9 _ 2x6 II II B I B z G � So ,I I BIN S5 5G I— S7 2x61 II \ DROPPED II (2) 2x I O �� GI ER i— �pF NFA y (2) 2xG �� -------- --------- - - - ----- ------- - -- -- ,tQ�y�y,%S SP�-R '9 CONT. (2)- 2xG BAND 4x4 POST ON 8"00 1 w Lu FOOTING TYP. OF (2) QCn A 2� 7 55 4x4 POST ON 12"O FOOTING `�oA 08 359 3'-G" x G'-G"± LANDING TYP. TYP. UON R�FESSlo STEPS, CONSTRUCT IN C )nu ACCORDANCE TO 201 G NEW NOTE: YORK STATE RE5IDENTAIL DRAWING TITLE I FOR INFORMATION BUILDING CODE. SEE: 5UNROOM DRAW NG5.OT SHOWN SEE FOUND . * FLR. A A G 7-5 3/8" G" 2. DECK HEIGHT 15 27"± ABOVE FINISH 510 58 3'-G' 1/81, 3. FRAMING PLAN 3. 5EE GENERAL NOTES FOR MINIMUM CONCRETE REQUIREMENTS REV1510N5 4. MAXIMUM ALLOWABLE CANTILEVER 7'-G 3/4" C EQUALS "d" WHERE "d" IS DEPTH OF CANTILEVERED MEMBER AS MEASURED FROM EDGE OF SUPPORT. 5. ALL GIRDER SPLICES SHALL OCCUR OVER,SUPPORT. DRAWN BY: GWN A FOUNDATION CONSERVADECK PLAN REVIEWED BY: A5 3/5" = P-O" SCALE: SEE PLAN J" 3 DATE: OG-13-17 53 of 10 0 [� 4�+ cl� I gQs w — L000 pin_:rupi Q O > 0 z CO pup i�nr z z tm 00 � c � U1 WOOD POST Y�2 m;ur r,n tM N Lu � (SEE PLAN) vj v 51MP5ON STRONG TIE PB POST BASE Gw ao3 G U) CONCRETE FOOTING, SEE PLAN ON SHEET 53 FOR LOCATIONS _ Woa�� _ _ z �2-m N FINISHED 3/4 BY FACTORYLIP A5 IDED w COW GRADE 0 z c9 1,- ��NO€ w Z to (n �wwu=o 1J 2 Ozou W Lu °d \� �• \ _ to QD ° O z V' 15 U) VA APPLY SEALANT PRIOR TO 0 w Q g � -H�wio INSTALLATION OF SPLINE O ° ° STEP I � o 8d NAILS @ 8 O.C. G �ws2 Q STAGGERED EACH m SIDE OF SPLINE 2 X G SPLINE POnNE ERVADECK Sp V / NOTE: AT 51M. SECTION 1 z /� // // // // / FASTEN PANELS TO � \ �j � �� DROP GIRDER IN ACCORDANCE APPLY SEALANT TO EDGE O OSB PANEL ONCE f RST PANEL ��0 082359 SEE PLAN TO DETAIL D STEP 2 HAS BEEN INSTALLED BUT RopEss►oN�y S6 PRIOR TO INSTALLATION OF SECOND PANEL. DRAWING TITLE YP A TYP. POST FOUNDATION B OTT CONSERVADECK CONNECTION AT SPLINE STRUCTURAL S5 NOT TO SCALE �� NOT TO SCALE DETAILS REVISIONS DRAWN BY: GWN REVIEWED BY: AS SCALE: SEE PLAN DATE: OG-13-17 55 of 10 U L �m SUNROOM WALL = 11 o z o w nuq,qw w z zI-D m Ln 3/8" @ LAG BOLTS T-,V- r TRUFAST 5IPLD8000 O WITH 3" MIN. EMBED. I I SCREW @ I G" O.C. FLASHING AS a w m m SEE SHEET 51 FOR (P/N: HN8000) REQUIRED ''� mq^, I ;m NU, U, J MIN. CONNECTIONS I I / EXISTING 8d NAILS @ 8" O.C. �� - CONSERVADECK STRUCTURE I I 3b� d 00 PANEL I I N I I I I G w ; CONSERVADECK = o�3-a —-------------- � s • < II O 3 �=�W°o (2) 2x G CONTINUOUS _ ,rtt' < :. Z m W N �Ca BAND AROUND ENTIRE � •:,"ct?'.•. •, � -m mai N :. . . . • FLOOR PERIMETER / ISOLATOR TAPE I 1 � w z�n z(n c - �Wgg-.o d / (P/N: HN3130) ---- I J ISOLATOR TAPE o Lu z ��gz-o� cn - _--- / o u �° 31.08 FOR INFO. NOT O / I 2X4 LEDGER ATTACHED � SHOWN SEE ((JJ�' W W/ 3/8" @ LAG BOLTS Q > ►LI Q o o G D EXISTING HOUSE BAND @ 12" O.C. ►1�1,,]] o 0 cm) DROP GIRDER S5 IF EXIST FLOOR FRAMING IS I o a= St SEE PLANS . 0 . PARALLEL PROVIDE I 2x 10 LEDGER FASTEN TO EXISTING p[ 6 o0 SOLID BLOCKING AS REQ'D STRUCTURE (3) ROWS 3/8"0 LAG BOLTS vomo-o FOR ADEQUATE CONNECTION W/MIN 3" EMBEDMENT @ 12" O.C., BOLTS C) V - zE O°Q NO CLOSER THAN 2" FROM TOP * BOTTOM LL AND NO CLOSER THAN 5" FROM ENDS. o o =mow A TYP FRAMING CONNECTION AT EXTERIOR DROPPED GIRDER C TYP FRAMING CONNECTION AT LEDGER TO EXISTING STRUCTURE SS NOT TO 5CALE NOT TO SCALE OF NEIn. sP rrq TRUFAST 51PLD8000 SCREW @ I G" O.C. W CONSERVADECK PANEL sn�► r 1 (P/N: HN8000) (CONTINUOUS OVER 2� �jti7 DROPPED GIRDER). Fd 082359 �kr� 77` ARQFss SI SUNROOM WALL �:•' '� t: DRAWING TITLE r CONSERVADECK I I 3/8" @LAG BOLT 5TRUCTUI�AL PANEL WITH 3" MIN. EMBED. ISOLATOR TAPE \ DETAI LS SEE SHEET 51 FOR (P/N: HN3 130) \ MIN. CONNECTIONS \ DROP GIRDER ' \ SEE PLANS REV1510N5 8d NAILS @ I G" O.G. POST SEE PLANS (2) 2xG CONTINUOUS BAND AROUND ENTIRE O FLOOR PERIMETER 51MP50N STRONG (MIN fb=850) TIE 15C4 POST CAP DRAWN BY: GWN —VA-- REVIEWED BY: AS B TYF CONSERVADECK CONNECTION AT GABLE WALL D TYP CONSERVADECK CONNECTION TO INTERIOR DROPPED GIRDER SCALE: SEE PLAN S F NOT TO SCALE 5 5 NOT TO 5CALE DATE: OG-13-1 7 J 56 of 10 Q� lA W — eco 4 n,n,rnlA > — N t" WI z 016 w una,,,gm Zz 61 z un 00 `n a `m � IV/ a) � Iu � m C LL. C9 7 tm N u— J � N �— J ,LPQ U� 3 -•�_a a 0 M G� '003 O "<w=� w=zw20 Lu o02 9 =v U C5 Z Q — m QNLLJ o)- M T) �m m� o n o€ V J 2 Z tf) ^ Ju O — o�wFO NEW PLYWOOD EXISTING O m LU z ��g2o FLASHING BY _ SHEATHING, TO ROOF FRAMING z m p Yo03w� CONTRACTOR MATCH EXIST. �� F o Q = 8p-o FASTEN TO END /i / I �_ W 0 Q s a�G OF RAFTERS " DENOTES PORTION w/3 ROWS 8ci /�/ / (() o Z 11-5 OF EXISTING FRAMING NAILS // I 0 Q °=-9g TO BE REMOVED /� (V 9 o==° D womoo= SUNROOM DOOR FOR INFO. NOT // /C/ — — — — — SHOWN SEE: SUNROOM ROOF BY / wo SOLID 2x BLOCKING BETWEEN EACH RAFTER G FLASHING FOUR SEASONS CUT TO FIT AND MATCH EXIST SLOPE � "�` B / I U w N WOOD LANDING, (SEE PLAN) __ CON5ERVADECK A F NF�,� PANEL .;�•; ..:�5 — :. NEW 51MP50N STRONG TIE H2.5 HURRICANE ,tP��S SP y9 ANCHOR AT EACH RAFTER Q '� EXTRUDED ALUMINUM I I NEW(2) 2x8 LEDGER FASTEN w/(2) 3/8"0 LAG RAFTER BAR BY FOUR SEASONS BOLT w/MIN. 3" EMBEDMENT TO ENDS OF n + � ) w EXIST. RAFTERS @ I G" O.C. *TO EXISTING m Z TOP PLATE @ G" O.C. COUNTERSINKING BOLTS NEW FOUR SEASONS RIDGE. FASTEN I I AS REQUIRED TO INSTALL SUNROOM RIDGE. SOA 082359 TO 2x8 LEDGER w/ (3) 3/8"0 LAGI Imo— gOOpESslo (2) 2x6 CONTINUOUS BOLTS w/MIN.3" EMBEDMENT PER I EXIST. FRAME WALL CLIP, ONE CLIP PER BAR. BAND AROUND ENTIRE 1��L FLOOR PERIMETER DRAWING TITLE (MIN fb=850) 5TRU CTU ED A WOOD LANDING ADJACENT TO SUNROOM B TYP. RIDGE CONNECTION DETAIL AT EXIST. SAVE DETAI L5 S7 NOT TO SCALE S7 NOT TO SCALE REVISIONS DRAWN BY: GWN REVIEWED BY: AS SCALE: SEE PLAN DATE: OG-13-1 7 5� OF 10 4x4 WOOD POST @ w Ln LANDING CORNERS ; LI _ �' > - N CO uuin El O CONT. (2) 2xG RIM JOIST Lu o z O I I (SEE FRAMING PLAN) 'I O O` n J w � w �m tra, nig inr„ LL- <0 I NOTE: ,o. N LU J .. SEE STRUCTURAL NOTES SHEET N o Q T SECTION A-A 5 1/2 53 FOR CODE COMPLIANCE �'��„�� '� af G� N 003 .G 2x2 WOOD BALUSTERS 1/4"— @ /4"@ 5"O.0 MAX. IxG CONTINUOUS TOP RAIL. IxG CONTINUOUS TOP CD �J r l ATTACH TO TOP PLATE WITH RAIL SLOPE TOP TO DRAIN - W WoQz�o (2) 5D8x1.25 WOOD r�wwm N CL ='t� U zr,- b SCREWS @ 1 2"O.C. , SLOPE m w TOP TO DRAIN _ m W N �90 E.N O>- CmD C) ♦— o p o (� z to z - LU - (n O - o�wio CONT. 2x4 RAIL, ATTACH TO CONT. 2x4 RAIL �O m LLQ z w 3 o 6 POSTS�TOP PLATE WITH (2) Z z O�° z 'gam"� p u 1/4"WOOD SCREWS WITH O �m u �U o MIN. I"EMBED. (() O DO p 8 F— oC2oG CONT. 2x4 TOP PLATE, W U� o ATTACH TO POSTS WITH (() o z 9ow (2) 1 GdHDG SINKERS `n Q cpl zo 2x2 WOOD BALUSTERS @ �� 5� 5"O.C., ATTACH TO TOP BOTTOM RAILS WITH 1/4" LL WOOD SCREWS WITH MIN. �wg �u F N;z O U I" EMBED. w 0 22. D u _ � m f NE 0 m 4x4 WOOD POST LANDING S SP c\jCORNERS TYP. (SEE PLAN) 4x4 WOOD POST BEYOND �_- cc n ,;I 1 W rn CONT. 2x4 BOTTOM RAIL, ATTACH TO CONT BOTTOMRAILZN011,p 82 59 POSTS WITH (2) 1/4" �. WOOD SCREWS WITH R°FESSI0E-1 NA MIN I" EMBED.F-1 A A I x DECKING I x DECKING DRAWING TITLE Fch STRU CTU I AL _ O I 4x4 POST @ 72"O.0 o DETAILS I I MAX -ATTACH POSTS I I Oo I TO (2) 2xG RIM JOIST w/ - _ RtV151ON5 (3) 1/2110 THRU BOLTS (COUNTERBORE) CONT. (2) 2x6 LANDING FRAMING LANDING FRAMING RIM J0I5T CONT. (2) 2xG SEE SHEET 53 FOR SEE SHEET 53 FOR RIM JOIST SIZE *SPACING. SIZE �SPACING. 4x4 WOOD POST @ LANDING CORNERS U CONT. (2) RIM JOIST CD (SEE PLAN) (SEE FRAMING PLAN) DRAWN BY: GWN NOTE: ALL WOOD SHALL BE SECTION B-B SECTION C-C REVIEWED BY: AS WEATHER SEALED SCALE: SEE PLAN A TYP. WOOD GUARD RAIL @ EDGE OF WOOD LANDING DATE: OG-13-17 S Q NOT TO 5CALE Q V 58 OF 10 V ' wco �t,4a1't�tl - a > O yu1 Qz00 W Iuut ulltt {7J z F m 0 0 'n m Lna m U-1 LL- "�, pprwuq >� N WJ xx U Lu — w Q N LUQ 0 NOTE: SEE STRUCTURAL NOTES SHEET o3 . TOP OF DECK Ix WOOD DECKING �¢o= � SIMP50N A35 ANGLE EA OR LANDING 53 FOR CODE COMPLIANCE I,. ,-Hop SIDE wl(6) 8d TO HEADER r Q 0000=o (G) 8d TO STRINGER SIMPSON A35 ANGLE EA. O "U2 51DE w/(G) ,5d TO HEADER 4 = a�`===oo (6)8d TO STRINGER 0/w, — — LlJ °<��' CL _ U zG woG Z r m Lu CZ N _b"_°° V > R o WOOD 5TAI R TREADS ° � z Ln /(-� z°� v J — "ate' woo AND RISERS. wm W } of II II " Oz s"� U 0( '5omou Q m _ O F u �o W L H ggo�so 0 0 o W L D —J D =5.< 'C CLOSED RI5ER TYP > LLJ J� o��o g G z I I I I W o zv' H ��° g0 Q oSw (2) 1/2"0 x 4 1/4" HILIT KWIK Z (V in °W�wwo WOOD DECK OR w B = C) ��oos,z iOLT 3 EXPANSION ANCHORS ° LANDING (5EE PLAN) w�m��o OR APPROVED EQUAL 0 0 0 O STAIR HEADER(SEE LL z00a DECK FRAMING PLAN) ��`�° 3 I I I 3" CONT 2x4 PLATE, w Z p?WNU PRESSURE TREATED d 2x 12 STRINGER @ 12"O C NE GIRADE 0 0 0 51MP50N TA I OZ STAIR ANGLE TYP. ,`Q0 5 SA� y a ° ° ° n , ° ° m • ° / // // // // // // // // / 12"WI DE x 12"DEEP x 45" � d \\ \\ ° ° ° ° ° \\ \\ \\ \\ \\ ° \ \ a ° ° ° \//\// \//\//\//\ a / / LONG CONCRETE FOOTING a ° O D82359 <c. ° \\ \ \\ \\ \ ° \ \\ NOTES: I ALL WOOD SHALL BE WEATHER SEALED \\/ / / /\/\/\/\/\/\/\/\/\/\ \�7\, \\/ \\/\\/\\/\/\ \/ /\/\/\\/ - 2 APPLCABLE BUIILDNOG COD5 (SOEE G.S.N.) DRAWING TITLE / / / / / / / / / / / / / \//\//\//\// /\/ \//\//\// u 3. HANDRAIL AND GUARDRAIL NOT SHOWN / X, \\ \\ \\i\\i\\i\\i\\ \\ \\ / /\\i FOR CLARITY 5TRU CTU I AL D ETAI L5 (2)#5 BARS CONTINUOUS REVISIONS 3" 30 MIN. 3" 45" A TYP. WOOD STAIR CONSTRUCTION DRAWN BY: GWN S9 NOT TO 5CALE REVIEWED BY: A5 SCALE: SEE PLAN DATE: OG-13-1 7 F59 OF 10 _ t 2x2 WOOD BALUSTERS @ 5" NO �i F>- Q O O.C., ATTACH TO TOP 4w 60TTOM TE' w ) o z O w I,nq {n �p RAILS WITH I/4"wooD scREws SEE STRUCTURAL NOTES SHEET m o o L WITH MIN. I"EMBED. c N - 53 FOR CODE COMPLIANCE g > �� m co lu cl NWS" 5 1/2"— 5 112"— o��" N 0 v 9 112"— 1 1/2" 112111 112" aogNG I x6 CONTINUOUS TOP RAILCD . Qz�� ATTACH TO TOP PLATE WITH 1 1/2"CLR. (2)5D8x1 25 WOOD G Q Mag SCREWS @ 12"O.C. , SLOPE Q o� TOP TO DRAIN HANDRAIL HANDRAIL O - LU voQ c �JLJCO z z G G m Z Q �I? N "u ° 0 � 'm ° if1 °3� � N V1 Wzu� Z — >zz ` dwvu=i ((� 2 O m Lu ^/ Z mw Z Z CD CL Z v��o 4 1/2" MAX. o�m y D U ° mom w w Q CONTINUOUS 2x4 z > 0LLJ p Q o�;o G Oz PLATE-ATTACH WITH Q p z D (2) 1 GdHDG SINKERS w (n o to Q 90 CL/ g. W K, lu OWEA. POST _ g w w,x°'o O N W wOm°°O > n Lu W zayNo O Q OLL Q 4x4 POST @ 48"O.C. Q w G oz-z N MAX. -ATTACH TO 2x2 WOOD BALUSTERS @ d �W STRINGER w/(2) 1/25"O C , ATTACH TO TOP THRU BOLTS BOTTOM RAILS WITH 1/4" z (COUNTERBORE) WOOD SCREWS WITH MIN. z 1" EMBED. QF NF(y 1' s sp�. m 2x 12 STAIR TREAD m *CO w/5IMP50N TA I OZ ANGLE EA. SIDE - 4,0 082359 R°Fesslo\ 7MAX. DRAWING TITLE STRUCTUSAL DETAILS 5"TYP. REV1510N5 2xl2 STRINGESECTION A-A SECTION 15-134x4 POST @ 48"O.C. -ATTACH TO STRINGER w/(2) 1/2"0 THRU BOLTS (COUNTERBORE) DRAWN BY: GWN REVIEWED BY: A5 SCALE: SEE PLAN A TYP. WOOD STAIR GUARD RAIL AND HANDRAIL DETAIL DATE: OG-13-17 SIO NOT TO SCALE 5IO OF 10 l R ED iucc > — oo r w - � zd0 PROTECTION OF GLAZING (5UNROOM): m PER SECTION R301 .2. 1 . I . I - CATEGORY III SUNROOM AND 4 ��, � �' o o Ln G) GLAZING PROTECTION SHALL COMPLY WITH COMPLIANCE WITH 2015 If-CC NOT REQUIRED a w q 'n0 LU m REQUIREMENTS Of THE EXCEPTION Of d 9 NU-- -- SECTION 8301 .2. 1 .2 PROTECTION OF °� w - u OPENINGS AND TABLE R301 .2. 1 .2 '� ld o Gw � 0p3 G (C) €G03a� L O9 N a w 2 S EXIST. HOUSE O ' - - 20- w =°a2�o U p[ J�mLU z ww��oG O C)Z N F- m€Ho€ � ouz I�^( w - v, o�Fio w Z nnjzo Z aZ O �° cz z =wo�� O oC m u 0 U �o�zm LU O gso oo LU 0w J ;> A v O SQ Z Ma0 LO Q ` ¢ EXIST. 0008 S.G.D. ° Q cr)21 Q mn ggS' wOmo op O LL N -~c G ni�`So w o12E 2 PROPOSED - SUNROOM or- NE I�Y 9'-8 1/8" x 10-0 1/8" �C sP r cc m w 2 0 8 235 SECTION 1-1105 LIGHT AND VENTILATION/EMERGENCY EGRESS AR�FE8S10NP\' 1-1105. 1 General. Exterior openings required for light and ventilation shall be permitted to open into a patio structure DRAWING TITLE p i6'-0 1/8" conforming to Section AH 10 1 , provided that the patio structure PARTIAL shall be unenclosed if such openings are serving as emergency FLOOR PLAN egress or rescue openings from sleeping rooms. Where such exterior opening5 serve as an exit from the dwelling unit, the patio structure, unless unenclosed, shall be provided with exits REV1510N5 A PARTIAL FLOOR PLAN conforming to the provl51on5 of Section R3 10 of this code . A I SCALE• 1/4" = P-0" DRAWN BY: GWN REVIEWED BY: AS SCALE: SEE PLAN DATE: OG-1 3-1 7 Al of I G$4 o C3 f� �P v W - Nc0 h } i O ui � z C) ni fn ZZuth Ln 4 !� o 34M 34M 34M 34M 34M .� I I I I C N- w xLU _ UW.i 4> a O 36M 36M M 36M 36M tA 1,02 N 1, 20 o R4 A Q w N 46M 46M 46M R4 46M 46M Z = v V ?G° oG r m Z ¢ - m W � 22-m 4 1/2 --3'-0 5/8"-�--3'-0 5/8"-�--3'-0 5/8"-- --3'-0 5/8"-�-3'-0 5/8"-4-41/2" W z ((�� z -_ °o �'— 1 16'-0 1/8" -I z N O u z z �8z Z O _ U O �o�u PLAN VIEW O (DN8 ALE: 1/4"=l'—O" �J = O ? ~ �" gao < u z � ��1AR U) Q HUD b €wgs� 0NN p(p�� LL Z Iz G �NS� Of NIF s sPyRo O'Q 02 1 11 11 2� r w Im I uw 4CT2 5AT2 5AT2 4CT2 2 I NCO /082359 �=C� 5'-0" E 6'-O" C 2'-11" 6'-0" I 5'-0" 4'-0" 'ORp NPS' SLIDER SLIDER R2 �w REVERSE R2 FIXED SLIDER SLIDER SLIDER FESS10 WINDOW DOORo \ WINDOW WINDOW WINDOW C I WINDOW ° WINDOW I B w E B A A R3 I C B DRAWING TITLE: R3 3 o R3 R2 R3 R3 R3 R3 R3 5 U N ROO M z I � I " " " I " PLAN * ELEV. 4-0 R2 6-0 2-11' 6-0 I 5'-0' 4-0 GLASS KICK GLASS KICK GLASS KICK GLASS KICK I GLASS KICK GLASS KICK I 1 i REV151ON5 A F 1 I R2 R3 L 1 16'-0 1/8" 9'-8 1/8' DFs LEFT ELEVATION &,�Cll�E:FN�4�4—�O ATION RIGHT ELEVATION SCALE: 1 4 =1 —0 SCALE: 1 4'=l —0 DRAWN BY: AS REVIEWED BY: AS SCALE: SEE PLAN DATE: OG-13-17 R I OF 5 Cw - Lr)CO R' W o c Z q 6 w Puy{u�qn) Z ZU () 0 LO EXTR'D ALUMINUM 2 OJ EAVE TOP (A'7ETB) p cu w m n,i n pi CD EAVE BOTTOM (A'7EB) G w ,"%d N lu?fix W - L2U w O Ln E SLIDER DOOR HEADERos R2 5CALE G"= V-O" <� } 2 8- O �s2 i12 C,o #8 x 1/2" SELF O _ W z m C SAVE DRILLING SCREWS _ �t 613 R2 scALE G"= P-0' (7150) Z Q m z p u� = pN � — LLJ [r)OuL^ z °LN >❑ �d�o Lu -. � LLJ Z z C CL/ n� N X023„s 8 x 1/2'TEK SCREW ��f(((O Lu O O g o ®16' 0 C (7 150) p O • w1: -� J~ (TYP ALL ELEVATIONS) W OLn Q o o Z_ Oz O 9p❑ to Q owW�g- 0 E:—Ooz L0 L.� Wom❑❑p O N F- Z _ z��o�s J-Z C=D � � � 3�i�gp Li G ��0� w Z ❑-=mow Q _ II u ° Fw m Lv F- x W O O J 0 B WINDOW SILL o _ Of NEi�ry R2 5CALE G"= P-0" U) o �S SA LL > O '<4' �x �R o DO cc 0 v it W � W 0 00 �6100 082359 Y R°PEssI 00 � U) MINIMUM CONNECTIONS ARE N < SHIM SHOWN IN THE SCHEDULE O BY INSTALLER ON PAGE S1. 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(A*5LB3) (A*5LB3) 2 C� 082359 AR�Pes siONA A RAFTER BAR B GABLE END R5 SCALE- G"= 1'-0" RS SCALE G" = 1'-0" DRAWING TITLE• 5UNROOM D ETAI L5 REV1510N5 DRAWN BY: A5 REVIEWED BY: A5 SCALE: SEE PLAN DATE: OG-1 3-1 7 fK5 OF 5