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y�sa ��o�SufrFOc,fC Town of Southold 8/2/2017 0 P.O.Box 1179 53095 Main Rd G4,j Southold,New York 11971 CERTIFICATE OF OCCUPANCY No: 39097 Date: 8/2/2017 THIS CERTIFIES that the building ADDITION/ALTERATION Location of Property: 1245 Gillette Dr., East Marion SCTM#: 473889 Sec/Block/Lot: 38.-3-5 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 2/1/2017 pursuant to which Building Permit No. 41346 dated 2/3/2017 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 Joyce,Timothy&Joan of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. 41346 05-16-2017 PLUMBERS CERTIFICATION DATED ut ed Signature TOWN OF SOUTHOLD BUILDING DEPARTMENT x TOWN CLERK'S OFFICE SOUTHOLD, NY BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) Permit#: 41346 Date: 2/3/2017 Permission is hereby granted to: Palumbo, Nicholas 44 Old Ox Rd Manhasset, NY 11030 To: construct sunroom addition to existing single-family dwelling as applied for. At premises located at: 1245 Gillette Dr., East Marion SCTM # 473889 Sec/Block/Lot# 38.-3-5 Pursuant to application dated 2/1/2017 and approved by the Building Inspector. To expire on 8/5/2018. Fees: SINGLE FAMILY DWELLING -ADDITION OR ALTERATION $276.40 CO -ADDITION TO DWELLING $50.00 Total: $326.40 B spector Form No.6 TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCUPANCY This application must be filled in by typewriter or ink and submitted to the Building Department with the following: A. For new building or new use: 1. Final survey of property with accurate location of all buildings,property lines, streets, and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal (S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of 1%lead. 5. Commercial building,industrial building,multiple residences and similar buildings and installations, a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. B. For existing buildings(prior to April% 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. New Construction: Old or Pre-existing Building: (check one) Location of Property: 1 C-N LAC, k u,>t�d- ®I le( Memo House No. Street Hamlet Owner or Owners of Property: -TI on Suffolk County Tax Map No 1000, Section Block 3 Lot Subdivision MCXV1 Q(1' maylb./- Filed Map. Dag Lot: Permit No. Date of Permit. Applicant: Health Dept.Approval: Underwriters Approval: Planning Board Approval: Request for: Temporary Certificate Final Certificate: (check one) Fee Submitted: $ )( Applicant Signature SOUry®l Town Hall Annex Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 a� roger.richert(ccD-town.southold.ny.us Southold,NY 11971-0959 couffm BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To: Timothy Joyce Address: 1245 Gillette Drive City: East Marion St: New York Zip: 11939 Building Permit t 41346 Section: 38 Block: 3 Lot: 5 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: DBA: Brady Electric License No: 44609-ME SITE DETAILS Office Use Only Residential X Indoor X Basement Service Only Commerical Outdoor X 1st Floor X Pool New Renovation 2nd Floor Hot Tub Addition Survey Attic Garage INVENTORY Service 1 ph Heat Duplec Recpt 8 Ceding Fixtures HID Fixtures Service 3 ph Hot Water GFCI Recpt 3 Wall Fixtures Smoke Detectors Main Panel A/C Condenser Single Recpt Recessed Fixtures 3 CO Detectors Sub Panel A/C Blower Range Recpt Fluorescent Fixture Pumps Transformer Appliances Dryer Recpt Emergency FixtureTime Clocks Disconnect Switches 3 Twist Lock Exit Fixtures TVSS Other Equipment: "SUN ROOM" 1- Paddle Fan. Notes: Inspector Signature: Date: May 16, 2017 0-Cert Electrical Compliance Form.xls SOUT,y� �ycoum,a TOWN OF SOUTHOLD BUILDING DEPT. 765-18®2 INSPECTION [- /FOUNDATION 1ST [ ] ROUGH PLEIG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRIC FINAL) REMARKS: rpo-�-r\q (oy DATE INSPECTOR SOUIyO cou 10c� TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 ,INSPECTION /FO DATION 1ST [ ] ROUGH PLBG. DATION 2ND [ ] INSULATION ING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) BE IIiIARICS: 1(��'m Iry n - I - [ -OtYici lwvw� 1, vej YVQ.1/y �i�SwC�C� .L . DATE 30 201 INSPECTOR (� a SOUTyo �ycou TOWN-OF SOUTHOLD BUILDING DEPT. 765-1602 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLEIG. [ ] FOUNDATION 2ND [ ] I ULATION [ ] FRAMING / STRAPPING [ FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PEN TRATION [ ] ELECTRICAL (ROU G ) [ ] ELECTRICA INAL) REMARKS: o� (2�\ 4iv S--(u DATE 3[ ye'I�' INSPECTOR SO�lyolo N � a vl � 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: � �4f DATE -eh/-h 7 INSPECTOR Subdivision Mo.\A oo MCmuc Filed Map No. Lot S3 2. State existing use and occupancy of premises and intended use and occupancy of proposed construction: a. Existing use and occupancy. b. Intended use and occupancy Sun rcb rn 3. Nature of work(check which applicable):New Building Addition Alteration Repair Removal Demolition Other Work (Description) 4. Estimated'Cost Fee (To be paid on filing this application) 5. If dwelling,number of dwelling units Number of dwelling units on each floor If garage, number of cars 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. > > 7. Dimensions of existing structures, if any: Front 5 Q •$ j Rear S 4e-CA Depth �-1 . C1 Height v� Number of Stories 1 Dimensions of same structure with alterations or additions: Front 51.,E .S Rear S Q . Depth ci.1 �' Height Number of Stories G 5;ta n� 8. Dimensions of entire'new construction: Front Rear ly Depth 1 t ©i� Height 5 de`i Number of Stories 1 9. Size of lot:Front I l�l�� Rear tcc) - 63� Depth 10. Date of Purchase 9C1 LP Name of Former Owner 11. Zone or use district in which premises are situated 9 - Li 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 premisesT�M-kjoay\ -11tjcA Address C-xar_vrcrtn Phone No. Name of Architect (A1aLx i S;a.fti),j j Address IQ Wi15[>..n As . P.T Phone No 1v31-S1�t�- 3ZS�i Name of Contractor q-9c Qr Gersf-- Address �i �15„�Vm—moon.Phone No. to3l-5l� L15- M 15 a. Is this within 100 feet of a tidal wetland or a freshwater etland? *YES_ NO property * IF YES, SOUTHOLD TOWN TRUSTEES &D.E.C. PERMITS MAY BE REQUIRED. b. Is this property within 300 feet of a tidal wetland? * YES NO_�f9_ * 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 \,0 * IF YES,PROVIDE A COPY. STATE OF NEW YORK) SS: COUNTY OF.&j Qua, m1 C'CXYs,(,'0 being duly sworn,deposes and says that(s)he is the applicant (Name of individual signing contract)above named, (S)He is the 0' `�"r (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 to before me this -3®t"-' day of- Gay)txc, 20 1-1 � DIANA L LASMA ��, lea Notar Public State of Ne tary Public N0. 01 LA6085373 Signature of Applicant 0ualified in Nassau County My Commission Expires a3 1'9 —� Scott A. Russell �0�pSUIIQIr ST01R,.MWA1x T1E1K SUPERVISOR ' MA\NA\GIEM)EN'7C' SOUTHOLD TOWN HALL-P.O.Box 1179 b 53095 Main Road-SOUTHOLD,NEW YORK 11971 '&�ya� C� Town of Southold CHAPTER 236 - STORIYIWATER MANAGEMENT WORK SHEET ( TO BE COMPLETED BY THE APPLICANT ) 'I DOES THIS PROJECT INVOLVE ANY OF 'I'I-1[7E FOLLOWING: G� Y@5 W (CHECK ALL THAT APPLY)❑ A. Clearing, grubbing, grading or stripping of land which affects more than 5,000 square feet of ground surface. t i [11d13. Excavation or filling involving more than 200 cubic yards of material within any parcel or any contiguous area. �I ❑C�C. Site preparation on slopes which exceed 10 feet vertical rise to p P P , I 100 feet of horizontal distance. 1 ❑ D. Site preparation within 100 feet of wetlands, beach, bluff or coastal I' erosion hazard area. ❑d E. Site preparation within the one-hundred-year f lood lain as depicted Y P , on FIRM Map of any watercourse. 1 ❑ 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 IL in-kind replacement of impervious surfaces. t 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 witfi your Building Permit Application. i�- S.C.T.M. *: 1000 Date (� APPLICANT (Property Owner,Design Professional,Agent,Contractor,Other) District NAME; 0— U' Aso1crD 3g I Section Block Lot FOR BUILDING DEPARTMENT L:SE ONLY **** )I Contact Information (���� —1% if Reviewed By: - - — — — — Date_ Property Address/Location of Construction Work: � . — — — _ _ _ — _ 11 ;`_p ��. Approved for processing Building Permit. ' "1 l.�► .t✓tT Storlm4ater Management Control Plan Not Requited. Uyl00 0 Stormwater Management Control Plan is Required. i (Forwaid to Engineei mg Department foi-Review.) FORM * SMCP-TOS MAY 2014 - - - - ZY 3 e16 - \\of sp�ly°`o Town Hall Annex Telephone(631)765-1802 54375 Main Road (6311765- 5p P.O.Box 1179 G� Q roper.richertt tOwn.souf95 ny US Southold,NY 11971-0959 BUILDING DEPARTMENT l• TOWN OF SOUTHOLD APPLICATION FOR ELECTRICAL INSPECTION REQUESTED BY: Date: i Company Name: ! Name: , i License No.: 4 —AA L Address: 6 U'.P ve. ` i. Phone No.: 1 I 2 CL`51 2?S--O 3SS I JOBSITE INFORMATION: (*Indicates required information) , *Name: 711xd��L (Td e.e' , i *Address: ! 41S i �tfA/ve �/vIS W/dN *Cross Street: � 'ii `Phone No.: C El/ S`/(o - i Permit No.: 4/ Tax Map District: 1000 Section:_AC_ Block: 3 Lot: BRIEF DESCRIPTION OF WORK(Please Print Clearly) ,��v�p c►rc.,��- Added dmoQ 64,T 1X(o[e1Jox. -f- dfir- u,�aU T'�! c� (:'Ec11�n4 ���� COaefn (Please Circle All That Apply) *Is job ready for inspection: ES NO ough In Final I *Do you need a Temp Certificate: YES/ I Temp Information(If needed) *Service Size: 1 Phase 3Phase 100 150 200 300 350 400 Other *New Service: Re-connect Underground Number of Meters Change of Service Overhead Additional Information: PAYMENT DUE WITH APPLICATION / � I 82-Request for inspection Form ��- TOWN OF SOUTHOLD PROPERTY RECO!6 CAR® OWNER ' _ _ STREET VILLAGE DI SUB. V LOT 1.4 . r Ur l�t�a• {tJ 1(/��3 /� �('1/r '�'C 6/ J//]'n' 1 JjJ jv/�� B� p/ (��✓�,} �,ylj/,r}i /{}p,/ p mod, "a�dw)^,.�..- j�//(J/�� �g W g,r� � �sJ} .d ll Y' 7L4�✓ cif d ! f t�`- ��8 �i l e ✓" �f i Qa ��U°f.k d / WCs .C✓"f f t� #- `F FORMER,OWNER/�50e, L- 1'64 N E ACR. S W TYPE OF BUILDING RES. 21 o SEAS. VL. �+�f--'y+ FARM COMM. CB. MISC. Mkt. Value LAND IMP. TOTAL DATE REMARKS E . h�/O/ joezi��qq& gp-0 Aa 3 000 3700 . .25 7 900 76 o -4[G on .S(00© ' 4V- 1-6 v is ) Lo V)i(S N GE kkJP, BU LDING �PMDITI �..1 .� � j -Loyl�a lA�i2/mil) t � 1} �3 ,&fte d NEW -�� NORMAL 4LOW B OE FARM Acre Value Per Vale Acre Tillable 1 ;U077 �J UlD3 Tillable 2 �{ 7' Tillable 3 Woodland Swampland FRONTAGE ON WATER Brushland FRONTAGE ON ROAD House Plot DEPTH 1 Li d BULKHEAD Total DOCK ..� -f•., _ ':fix. .:t.�,z _ _,, ..ail 1.".:.'w. ,:t-. �,:� ...5-�,. ,.5' � #"p,��i}b,•��• ,°r'�`y'.,' ��,.• � ::,,�Si,�x'� �..'''3:, d •%.:.-= �"°;a-`y;�' „ :. r�.,,:,.,, .; ate .t ( 21F ,. RIM ZV4. aN. e� t Y a a"' 'r`'zA`y„M"'S .A:-"•-=€:s>:.`�'c"•x, ^�+i4,-y %. :.'•';'. .,"-;�"a` ...,t"„�.•'�.r��e ss$��,t��n::�:,w a'z`ti:�zai"'. '!c'"'=:'' �..' �=•�,•-�+w��~,'•,.,�'S�'.n���`r.�v; c>`,...'.P_ �.A�'Y.r'��;�.';ti"�'�'" ''`rJ,.{".".,.: _�s:,, 'at'',',r"'F. :ro`r_ rM•`ti'->i,• '�''";. .•�•i''`."�:bc�a a ' ..`a.- �.i::.t'-^":"=n"r,.:i}'��.^«f�,,.. ��:?:.�'a.:'�2�F>t:'+„`"7'".. '�^`u �v-�-�'`;.:,«:�''''s" -"^S''p•-'y::.�,.'_ .............. .�.��" .�:�' :r,,cT.'-?.>=;t,c .-:�t,rt«;:�r-,��r.` ?�•.'•,.--^,.. �-�'Jae">~' ' '.�im `� -�i ,wx,..;�"%, ���,�^„� :ems• .•,ry.r�:4.^s..4L ��'i�'}:y..Y�"` � k.Cy:r��'..wWti.' ��n Fi.��hk,..f"' � '!r•'i.s"°'P +. ..:, i;'+�,§+`V_:,.. '1r;1 - ,fie �:.�: ,,;,r.$'.,. � ..,g;nla..a.:- �;`•.s!.`.^Y,"e..��._,,:,;.: ,?'':�w.,.s .�"�.:6,�.c.�_:•S'_ + sue";.: .M�,�:. �,�.i k.z'-,z2�� .t„�>;�•:.1.}:.: _"_;�.:y a�'"--.'~p0:;;3_u`��'.�'xe��ti'.`:t� �':'�za.:... "l�%ti��•�.?}z...7•:. 38-3-5 01/03 ` ` • •- iM Blda-- l 2r �� ��` 1 oundation Bath �j Dinette Extension z 3 yC 2 7 � .(�D Basement S�►u Floors K. ✓ Extension Ext. Walls � t , Interior Finish LR. Extension Fire Place N, Heat DR. t� Type Roof Rooms 1st Floor BR. Porch— k,�3: I1�' �8 Recreation Room Rooms 2nd Floor FIN. B. Po ch 1 ( 2/I "°� rs' Dormer l .r Breezeway �� Driveway `Garage 1�—�C Z.R) : 2-7(U, Patio 0. B. Total � � Certifl�xtlans indicated hereon signify that this plat of the property depicted hereon was made 16 accordance with the existing Code of Practice For Land Surveyors adopted by the New York State Association of Professional Land Surveyors. This certification is only for the lands depicted hereon and is not certification of title,zoning or freedom of encumbrances. Sold certifications shall run only to the persons and/or entities listed hereon and are not transferable to additional persons,entities or subsequent owners. GILLETTE Y ' FE' A _ KE 00 w S 26'36'30" E i ba w' FOUND 0.G'w PiPE CAI C �- FE FOUNO HEDGE M 77+ o'er*, 'LAMP c1 LAtu:P POST POST 23.8' • W s INGROUND Z (® uZ POOL Z Q p 41 0 �°'• W � i� coP. W a e{ ' U Z zoo p t •t' og�o za.e' b to =gam ,,.7' to 1 STORY o W ��W DWELLING 0 w. 0 • —t >r FE N No. 1245 Maw a U E $ FE GATE 2t.7' 351+ a &'M Q.4'hr CO GATE re- PORCH 0 t MANHOLE 3 m Q I LLI Q f ur Y 0 2 0 375.0 PIPE FOSIiVQ O TREE ROW STAKE FOUND N 25008#50 ' W ® 7 00.00' u"ILLETTE 'DRIVE IM: SURVEY VIEW; SURVEY The offsets or dimensbns shown Tram-structures to the property lines-are fir-o specific purpose and-use and-therefam,are nattniended to guide in•the.erectiorr of fences,retaining walls, Pub.Pow.Pk+ tg'areas,additions;to buildings and any other construction, �ubsurfac�and ertviroitmentcl mrtditlons weme not,exclmir,*d or considered,as;o,part af.this survey. Easements:RigltlsvWVay df iecotd,WUV,are n;1*Qwn:Property comer nionumenis were nd-paced us a pokf 1'ihts'survey. '.. • ' - cQ '2016 BEiY PC Barrett Tax Map: DISTRICT 1000 SECTION•38 BLOCK 3 LOT 5 •, 1 B -.,, ,� Bonacci & Unout alteration or ad ihon to Map of: MARION MANOR this survey is a violation of Section .r • Van Weed e, PC 7209 of New York State Education low Civil Engineers 175A Commerce Drive Map Lot: 53 Map Block: --- Surveyors Hauppauge,NY 11788, T 61f.43&11-11 Fihed; 3,11=811953 No..: 20311 County: SUFFOLK, Planners F 631.Q5.1022 www.bbvpc.com Situate:'EAST MARION,TOWN OF SOUTHOLD Certified to: Title No.:'3020-815564 Revistoq By Date Copies of this survey map not bear- TIMOTHY P.JOYCE&JOAN M.JOYCE ing the land surveyor's embossed FIRST AMERICAN TITLE INSURANCE COMPANY seal and signature shall not be corn- RIDGEWOOD-SAVINGS BANK slderecl to be o true and valid copy .its successors and/or assigms d R.B. Arafted°b : 1.f. Checked`6:'•C:W. Project No.: ;4160b76 Scale: l;i 3tJ` gate: NOVEMBER 1 201+6 K\Da161A16DW6\DwalA160676Atwei,A16Q676,11/8/201611:45:39 AM,Barrett,.Bonacd&Van Weele,P.C.ff � ReceiptCopy Page 3 of 3 SUFFOLK COUNTY DEPT OF LABOR, LICENSING & CONSUMER AFFAIRS PAYMENT RECEIPT RECEIPT NO. 299122 FOUR SEASONS SOLAR PRODUCTS LLC 6005 VETS HWY HOLBROOK NY 11741 Rec'd From: IBIA: ate: J SEGRETI FOUR SEASONS SOLAR PRODUCTS LLC 4/0812015 Payment Type: o: Drawn On: CHECK 822 BANK OF AMERICA Category Service Fee Violation Slip No Remarks 5-H.I. Contractor C-Lic. Renew. $400.00 u SUFFOLK COUNTY DEPT OF LABOR, LICENSING 8 CONSUMER AFFAfRS HOME IMPROVEMENT i CONTRACTORIC ENSE i C "ue " '- JOSEPH SEGRETI This certifies that the bearer is duty FOUR SEASONS SOLAR PRODUCTS LLC j licensed by the i County of Suffolk u""" DA,bend y 48604-H 0-V07/2011 C ,— OPPA-CM WE 04/01/2017 REC`D BY: L81 ense#/Registration#: KR 04 OTAL: Remarks: 4 400.00 ATTENTION HOME IMPROVEMENT CONTRACTORS Suffolk County Code Chapter 663-17(D) states:All advertising for Home Improvement contracting shall contain the number of the Home Improvement license. Customer copy http://sufolkca/receiptcopy.aspx?ID=299122 4/30/2015 J AP R VED AS NOTED RETAIN STORM WATER RUNOFF DATE: B.P.# PURSUANT TO CHAPTER 236 FEE- BY: 411D OF THE TOWN CODE. NOTIFY BUILDING DEPARTM AT 765-1802 8 AM TO 4 PM FOR THE FOLLOWING INSPECTIONS: 1. FOUNDATION - TWO REQUIRED FOR POURED CONCRETE ROUGH - FRAMING & PLUMBING 3. INSULATION INSPECTION REQUIRE® 4. FINAL - CONSTRUCTION MUST BE COMPLETE FOR C.O. ALL CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE CODES OF NEW YORK STATE. NOT RESPONSIBLE FOR DESIGN OR CONSTRUCTION ERRORS. COMPLY WITH ALL CODES OF NEW YORK STATE & TOWN CODES AS REQUIRED AND CONDITIONS OF SOUTH SOUTHOLD R?M#M G-WARD .S6fiT�i0CD70q'dR'T�S�€S OCCUPANCY,OR USE 1S UNLAWFUL WITHOUT CERTIFICATE OF OCCUPANCY i s DRAWING INDEXJOYCE RE51DENCE CIDU N S 1 _ PLOT PLAN 1 245 GI LLETE DR. , �EAST MARION NY 1 1939 �'� w � oo° S2 GEN. NOTES h � � ��=.. 53 - FOUND,/FLR. FRAMING PLAN Y'� La v 54 - ROOF FRAMING PLAN PLOT PLAN " 1-1 N w S5 - STRUCTURAL DETAILS ,�f Ul �U a� � . a O 5G - STRUCTURAL DETAILS 57 - 5TRUCTURAL DETAILS G � 58 - STRUCTURAL DETAILS c!) 50 - STRUCTURAL DETAILS Q � 510 - STRUCTURAL DETAILS p m A I - PARTIAL FLOOR PLAN oL m w � R I - 5UNROOM PLAN * ELEV. I o I o=m z ��°�� N G4 5 1 10 I' 139. 1 G 12 z Ln w o- oHE R2 - 5UNROOM DETAILS i- - - - - - - - CHAIN LINK FENCE I cn �o m �' zr�` R3 - 5UNROOM DETAILS I I z z o z R4 5UNROOM DETAILS b O �o °� � R Egg I E, w � Egg R5 - 5UNROOM DETAILS I N a m t > "� �6"° POOL EQUIP. N I U _ti o"1..�t RG - 5U6ROOM DEATILS 53.40' O C 5717G o O € I 27 9' 23.80' OL s � I - O FASTENER SCHEDULE FOR 230 SUN*SHADE M � HIM TO EXISTING STRUCTURES�FOUNDATIONS ni COMPONENT FASTENER NO./5PACING — 1.01 W o� tna (MIN.) FASTENERS W O I CV _ F 3/5"0 BOLT w/ 2(MIN.)@ EACH COLUMN I a6 4 1 I D COLUMN/51LL 1 1W WASHER AND 16"O.C.(MAX,) > o w 1.0' 1.01= 1 STORY o = pF NEIy 2X8 RIDGE BOARD 3/8"0 (2)ROW5 @ 16"O,C, O v DWELLING � -j rn z TO EXISTING ' W/WASHER C) — I O NO. 1 245 b O O I Q- .��S SPy90 O 10 rn z � P '� 3/8"0 2 IN TOP G"(3"APART) WALL COLUMN W/WASHER 30"O.C.(MAX.)VERTICALLY W I c - N I rn 1— lu cc ALUM RIDGE 3/8"0 BOLT w/ (2)ROWS @ I G"O.C, J I O m I n -� w @ LEDGER WASHER C1 NOTE: —1 I BLOCK CURB 4,0 CONCRETE (� 9 I, ALL FASTENERS CONNECTING ALUM.TO ALUM,5HALL BE v F PATIO �00 08235 5TAINLE55 STEEL. 54,40' - 2. ALL FA5TENER5 CONNECTING ALUMINUM COMPONENT5 TO RoFE$$loNP 5TRUCTURAL FRAMING OR FOUNDATION SHALL BE HOT DIPPED Ln BITUMINOUS DRIVEWAY 22.8' I GALVANIZED. o PROPOSED 5UNR00M 3, ALL FASTENERS SHALL HAVE A MINIMUM OF 3"EMBEDMENT LION, N w m I G'-0 3/4" x I I'-10 1/8" DRAWING TITLE: Z COVER 5HEET A PLOT PLAN ( BLOCK CURB cv HEDGE I 5 I 5CALE: I"=20' __ _ CHAIN LI N FENCE NOTE: - - - - REVISIONS 1. TH15 PLOT PLAN 15 FOR REFERENCE ONLY, FOR I _ 5 G405 I'10" W _ 14 1 .7 1' ADDITIONAL INFORMATION 5EE SURVEY I I PROVIDED BY A LICENSED LAND SURVEYOR, 2. LOT COVERAGE CALC5(FOOT PRINT ONLY) LOT AREA: = 14,044 5Q.FT. DRAWN BY: GWN EXIST. HOUSE: = 1,G25 5Q.FT, =& b EX15T, POOL: = G40 5Q.FT. REVIEWED BY: A5 PROPOSED: = 101 5Q.F7. SCALE: SEE PLAN TOTAL: = 2,45G 50,17. DATE: 01-23-17 LOT COVERAGE = 17,40% 51 OF 1 0 r GENERAL NOTES Q •U ; N C) C) O� L ,,in,riil°i n Z ZLr)m H.GLASS � O O A.FOUNDATIONS N.DESIGN LIVE LOADS 2 � J I,GLA55 UNITS CONSISTS OF TWO PANES OF 1/8"THICK TEMPERED GLA55 w I.MAXIMUM PRESUMPTIVE ALLOWABLE SOIL BEARING PRESSURE FOR NEW FOOTINGS=3000 PSF. STRUCTURAL MEMBERS HAVE BEEN DESIGNED FOR FULL DEAD LOADS AND THE WITH A 5/8"STAINLE55 STEEL SPACER BETWEEN PANES WITH AN ARGON FILL. ';4 �a w CD u 2,FOOTING EXCAVATIONS AND FORMS SHALL BE REVIEWED BY LOCAL BUILDING OFFICIAL PRIOR TO PLACING CONCRETE. FOLLOWING LIVE LOADS IN ACCORDANCE WITH THE 2015 INTERNATIONAL RESIDENTIAL ;' ;invu"pi w 2.GLA55 CONFORMS TO A5TM E 1300 d p) ,cV IL 3.FOOTING ELEVATIONS SHALL NOT BE RAISED OR LOWERED WITHOUT APPROVAL OF THE ENGINEER. BUILDING CODE AND NEW YORK DEPARMTENT OF STATE 2016 UNIFORM CODE SUPPLEMENT: 7 _ lu L 3.ALL MC-16(CODE 78)CLEAR ARGON ROOF GLA55 HAS THE FOLLOWING O _ -n W MINIMUM PROPERTIES: B.CONCRETE I,GROUND SNOW LOAD:20 P5F U 1,ALL CONCRETE SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 3,000 PSI. VISIBILITY TRANSMITTANCE = I G% (� 2 ALL CONCRETE WORK SHALL CONFORM TO ACI 318, SOLAR TRANSMITTANCE = 10% 2.WIND LOAD: b��'All a 2 S.PLACE} EXPANSION JOINT MATERIAL BETWEEN EDGES OF SLABS AND VERTICAL SURFACES UNLESS OTHERWISE NOTED ULTRAVIOLET TRAN5MTTANCE =7% BA51C WIND SPEED: 135 MPH VISIBLE OUTSIDE REFLECTIVITY = I I% WIND EXPOSURE-C r C.REINFORCING STEEL VISIBLE IN51DE REFLECTIVITY =25% VELOCITY PRESSURE EXPOSURE COEFFICIENT,Kz:0.85 I.BARS SHALL BE ROLLED FROM NEW BILLET-STEEL CONFORMING TO A5TM A615,GRADE 60. SHADING COEFFICIENT =,18SOLAR HEAT GAIN COEFFICIENT = 15 DIRECTIONALITY FACTOR,Kd•O 85 � �o 2.WELDED WIRE FABR ,IC SHALL CONFORM TO A5TM A 185 OR A5TM A497. GUST EFFECT FACTOR.G:0.85 G 3.DETAIL AND FABRICATE REINFORCING STEEL IN ACCORDANCE WITH"ACI DETAILING MANUAL%PUBLICATION 5P-66, RELATIVE HEAT GAIN =39 IMPORTANCE FACTOR,I: 1.0 > 4,REINFORCING STEEL SHALL BE REVIEWED BY THE LOCAL BUILDING OFFICIAL PRIOR TO PLACING CONCRETE, A5HRAE WINTER U VALUE =.25 INTERNAL PRESSURE COEFFICIENT,GCpr t0 I8 _ A5HRAE WINTER R.VALUE =4,0 z .o 5 PROVIDE BARS AT CORNERS AND INTERSECTIONS OF THE SAME NUMBER AND SIZE AS LONGITUDINAL BARS IN FOOTINGS 4,ALL MC-56(CODE 74)CLEAR ARGON WALL GLA55 HAS THE FOLLOWING O _ 2 o a 2?�° WALL5. 3.LATERAL DESIGN CONTROLLED BY WIND, z � i MINIMUM PROPERTIES: C _ cp Lu zG V15151LITYTRAN5MITTANCE =56 m m u,LM D STRUCTURAL LUMBER 4.FLOOR LIVE LOAD=40 P5F. z -m U SOLAR TRANSMITTANCE =29 m s ¢o°e 1.STRUCTURAL LUMBER SHALL BE GREEN DOUGLAS FIR LARCH NO 2.OR BE TER.UNLESS OTHERWISE NOTED - Z p> > ULTRAVIOLET TRANSMITANCE = 13 O m o-�a f i-ON THE PLANS WITH THE FOLLOWING MINIMUM PROPERTIES: O.COORDINATION I^ > Lu �- o� V151BLE OUTSIDE REFLECTIVITY = 10 u J � z un p- > a. Fb=850 P51 1.THE CONTRACTOR SHALL VERIFY CONDITIONS IN THE FIELD AND IMMEDIATELY w _ C) e u€o VISIBLE INSIDE REFLECTIVITY = 17 _ li} EMU b. Fc(PERPENDICULAR)=625 PSI NOTIFY THE ENGINEER OF ANY CONDITION NOT A5 ASSUMED HE SHALL TAKE FIELD z SHADING COEFFICIENT =.38 (� p m �i o C. Fv=95 P51 50LAK HEAT GAIN COEFFICIENT =.33 MEASUREMENTS AND BE RESPONSIBLE FOR THE SAME. Ln O U � J Z d, E= I,600,000 P51 Z z Lu - Z •s z RELATIVE HEAT GAIN =79 K O W 2,ALL PRE55URE TREATED LUMBER SHALL 8E No 2 SOUTHERN YELLOW PINE,OR BE TER,WITH P,ABBREVIATIONS ® co u O- _ ASHRAE WINTER U VALUE _.25 C)1£ Ln< 0, ACQ(ALKALINE COPPER QUATERNARY)TREATMENT. A5HRAE WINTER R VALUE -4.0 THE FOLLOWING LIST OF ABBREVIATIONS IS NOT INTENDED TO REPRESENT ((�� O Q S.PROVIDE WASHERS BETWEEN ALL THE BOLT HEADS AND WOOD AND BETWEEN ALL NUTS ALL TH05E USED ON THESE DRAWINGS,BUT TO SUPPLEMENT THE MORE _ U N AND WOOD, COMMON ABBREVIATIONS USED: Ln 4,LAG BOLTS AND 5CREW5 SHALL BE PROVIDED WITH LEAD HOLES HAVING A DIAMETER NOT I.ALL SEALANT CONFORMS TO TT-5-001 543-A,TT-5-002306, /^ O is GREATER THAN 70 PERCENT OF THE THREAD DIAMETER OF THE BOLT OR SCREW. ALL LAG BOLTS 1.TYP.-TYPICAL u, O O A5TM C-920 TYPE 5,GRADE N5,CLA55 25.AND 5CREW5 SHALL BE INSERTED IN LEAD HOLES BY TURNING AND UNDER NO CIRCUMSTANCES 2.SIM.-51MIUAR lip BY DRIVING WITH A HAMMER 3.LION-UNLE55 OTHERWISE NOTED 2F- J,GASKETS o o a o S 5.THROUGH BOLTS SHALL BE PROVIDED WITH BOLT HOLES WHICH ARE TO INCH LARGER THAN 1.ALL GASKETS ARE CO-EXTRUDED AND ARE NON-MIGRATORY 4.CONT -CONTINUOUS aJ THE BOLTS. O g G.STEEL FOR ALL ACCE550RIE5 SHALL CONFORM TO A5TM A36. K.ROOM SPECIFICS Q.CONSTRUCTION SAFETY u- 7.PLYWOOD SHALL BE C-C EXTERIOR,DFPA GRADE MARKED OR EQUIVALENT,OF THE THICKNESS 1.THESE DRAWINGS DO NOT CONTAIN NECESSARY COMPONENTS FOR SAFETY G 5 SHOWN ON THE DRAWINGS 1.ROOM DEAD LOADS DURING CONSTRUCTION 8.PROVIDE OTHER MANUFACTURED ACCE550RIE5 AS REQUIRED AND AS SPECIFIED ROOF:7 P5F 2.THE INSTALLER SHALL PROVIDE ADEQUATE TEMPORARY BRACING,SHORING 4 u o�ac m 9 ALL FABRICATED STEEL A55EMBLIE5 EXPOSED TO WEATHER AND ALL STEEL FASTENERS,INCLUDING WALLS-5 P5F GUYING OF FRAMING AGAINST WIND,CONSTRUCTION LOADS 4 OTHER BUT NOT LIMITED TO NAILS,ANCHOR BOLTS,CONNECTION BOLTS,NUTS,WASHERS,LAG BOLTS FLOOR: 10 PSF 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,A 153 OR OTHER. REFERENCE STANDARDS; ! 0� N Eli, 10,FABRICATED ITEMS INDICATED ON THE PLANS ARE DESIGNATED AS PRODUCTS PRODUCED BY THE A5TM E 1 19 R.MISCELLANEOUS �V Y 51MP50N STRONG TIE COMPANY. PROVIDE ITEMS NOTED OR EQUIVALENT PRODUCTS. A5TM E I O RESIDENTIALBUILDING 0 1 CTONSLL MEET HE RE ON ENERGY REMENTS OF; CONSER 1 5 IN CODE,AND ND THE r,P 4,�S SP 1 1.ALL LAMINATED VENEER LUMBER(LVL)SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: a. Fb=2,600 P51 LOCAL ZONING RULES AND REGULATIONS Q G b. Fv=255 P51 a)ROOF GLA55 CODE 78,R-VALUE=4 0 2.NO NOTE OR LACK THERE OF SHALL BE CONSTRUED AS RELIEVING THE C. Fc(PERPENDICULAR)=750 P51 WALL GLA55 CODE 74,R-VALUE-4.0 CONTRACTOR FROM EXECUTING ALL THE WORK IN ACCORDANCE WITH APPLICABLE r- cc d. E- 1,900,000 PSI b)WALL PANELS TO BE 3"INSULATED,R=13.4 BUILDING CODE AND ALL LOCAL REGULATIONS HAVING JURISDICTION, ui 3.THE ENGINEER SHALL NOT BE RESPONSIBLE FOR ACTS OF OMISSION OF L1J E.STRUCTURAL STEEL L.DEFLECTION CRITERIA THE CONTRACTOR OR ANY SUBCONTRACTOR OR AGENTS OR ANY OTHER 2 Z 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, rs1 r Y? Ui DEFLECTION LIMITS; 4.THE ENGINEER 19 NOT RESPONSIBLE FOR OBTAINING ANY BUILDING PERMITS C� F.ALUMINUM LL DL+LL AND/OR VARIANCE APPROVAL. 604 0 2359 Q, 1.ALL STRUCTURAL ALUMINUM CONFORMS TO THE MINIMUM REQUIREMENTS OF 6005-T5 FOR ALLOYAND TEMPER N.' a.STRUCTURAL ALUMINUM --- U60 9Q� NP EXCEPT A5 NOTED BELOW: SS10 I,.GLASS: U175 ------ E CORNER COLUMN........................ .....6063-T5 c.FLOORS. L/360 U240 H-COLUMN................. .....................6063-T5 UTILITY'H'COLUMN....... ............ .......G063-TG M.ENERGY INFORMATION 1. PER SECTION R301.2 1 1 1 -CATEGORY III 5UNKOOM AND DRAWING TITLE, 2.ALL STRUCTURAL ALUMINUM WORK CONFORMS TO"PART I-A-5PECIFICATION5 FOR ALUMINUM STRUCTURES- COMPLIANCE WITH 2O15 IECC NOT REQUIRED ALLOWABLE 5TRE55 0E51GN"OR"PART 1-15-SPECIFICATIONS FOR ALUMINUM 5TRUCTURE5-BUILDING LOAD AND GENE RAL P.E515TANCE FACTOR DESIGN"OF THE ALUMINUM ASSOCIATION,INC.SEVENTH EDITION,EFFECTIVE JANUARY 2000, R-VALUE 3"SOLID ROOF PANEL, 13.4 3.IN ALL INSTANCES WHERE ALUMINUM COMES INTO CONTACT WITH STEEL,PROVIDE DIELECTRIC SEPARATION. R-VALUE 4.25"SOLID ROOF PANEL; 18 61 4,ALL EXPOSED ALUMINUM RECEIVES ONE COAT OF PAINT. COLOR TO 15 COORDINATED WITH MODEL AVAILABILITY R-VALUE 7/8"ROOF GLASS PANEL.4.0 NOTES 5 ALL FASTENERS CONNECTING ALUMINUM COMPONENTS ARE 5TAINLE55 STEEL TYPE 300 18-8 UNLE55 OTHERWISE R-VALUE 3°50LID WALL PANEL: 13.4 NOTED ON PLANS. R-VALUE 7/5"WALL GLA55 PANEL,4.0 G.STAIRS P"151ON5 SEE NEW YORK STATE RESIDENTIAL BUILDING CODE SECTIONS R31 1.5 THRU R31 1.5.8.1 FOR STAIR REQUIREMENTS. t CLIMATIC � GEOGRAPHIC DESIGN CRITERIA GROUND WIND DE51GN - 5EI5MIC 51-15JECT TO DAMAGE FROM WINTER ICE BARRIER AIR MEAN DRAWN BY: GWN 5NOW DE51GN DE51GN UNDERLAYMENT FLOOD FREEZING ANNUAL REVIEWED BY: A5 LOAD (P5F) 5FEED TEMPERATURE SPECIAL CATEGORY WEATHERING FR05T LINE TERMITE5 TEMP, REQUIREMENT HAZARD INDEX TEMP. SCALE: 5EE PLAN (MPH) EFFECTS WIND REGION DEPTH 20 135 NO YE5 B 5EVERE 3G" MOD, TO HEAVY 15 YES NO 452 57.2 DATE: 01-23-1 7 52 of 10 O DENOTE5 5MARTDECK PANEL OUTSIDE FACE �4 f,r w r to°�° AND TYPE. SEE DETAILS FOR �D EXISTING WALL E2� 4 0 SPLICE AND CONNECTION U cn FRAMING} TYP. STRUCTURAL ,,. °° z z CO REQUIREMENTS Lu o o . 8 § wMco t9 H O U u lu CONT. 2x LEDGER ,H a 4x4 POST ON 8"0 B ,, FOOTING TYP. @ LANDINGS II u_-w Lu w w II pO[ _�rcowG � z z z z J �, u u II Q Ln CD Ln U Ln U Ln � II (!� w z 4 >-n p o= " S7 - tx �x �x c9 zz cn o s ------------------_- -_�C9 Qe—A � o zz m U 8 0 €� 8 J - LL QL 1 -- i�_2x6��� (2) 2x I 0 _ --- - DROPPED- - - - --GIRDER � >�° CWj N� 9�90�� N N I I I N Iv 2x6 v II I () N N o p W � 3'-G"x 5'-G"± LANDING I STEPS, CONSTRUCT IN I I I N I z ACCORDANCE TO 2015 NEW (2) 2xG _ I I I I I (I O 2 YORK STATE RE5IDENTAIL - ,I B ,, U BUILDING CODE. 5EE: I S5 r, II , I I sG A 1^3 OF NE► Ay Y S8 S 10 I I (2) 2x I O - DROPPED IGRDER r-- �,�Q-�����s SP O Ill u , I i CONT. (2) 2xG BAND i 0 I cc _t 1 w - ¢ � A 5 4x4 POST ON 0 A I ��782359 c'�2 S 12"O FOOTING RoFESSloNP TYP. I TYP. UON DRAWING TITLE: NOTE: 1 , FOR INFORMATION NOT SHOWN 5EE I I I I FOUND. FLR. 5UNROOM DRAWINGS. 6" 5'-0 I/4" 5'-0 I/4" ' 5'-0 I/4" 2. DECK HEIGHT 15 2G± ABOVE FIN15H I I 16'-0 3/�" I I FRAMING PLAN GRADE 3-6 3. SEE GENERAL NOTES FOR MINIMUM REV1510N5 CONCRETE REQUIREMENTS A B b b 4. MAXIMUM ALLOWABLE CANTILEVER EQUALS "d" WHERE "d" 15 DEPTH OF CANTILEVERED MEMBER A5 MEASURED FROM EDGE OF SUPPORT. 5. ALL GIRDER SPLICES SHALL OCCUR DRAWN BY: GWN OVER SUPPORT. REVIEWED BY: AS A FOUNDATION CONSERVADEGK PLAN SCALE: 5EE PLAN cJ3 3/8" = 1'-01, DATE: 01-23-17 53 of .10 �v a U) �ZQO 1� ,W fjE; 0 zi I I I I I I I I I I I I OIz I I I I I I pi EEC- 01 �lu I I I I I I 3 M Q�I �'pow ¢ �n�y n';+i N W lD W U u O U I I I I I I ftr,� I I I I I I I I I ( I �� •� 8���� O IN€!1o98ffi I I I I I I I I I I I ( _ a� ® V—` I I I I I I Z ¢-m I I I I I I I NC) tu z N• Q �m ���g�� (2) 2x8 LEDGER I I I I I I o W o � N N o 9 m Oz t —J- A > "I's CD L' L -1 HENS LLJ O z� O Hwlu 2 �g � 3ps u N U � �*\S sPr,� �O a n I W 08 35� v R�FEss�oNP DRAWING TITLE: Roof FRAM I NG PLAN 5UNROOM ROOF SYSTEM BY R 151ON5 FOUR 5EA5ON5 5UNROOM5, REFER TO "R' 5HEET5 16'-Q 314" DRAWN BY: GWN REVIEWED BY: A5 A PARTIAL ROOF FRAMING PLAN 5CALE: 5EE PLAN 3/8" = 1'-0" DATE: 0 1-23-17 54 of I0 U �co vRl' u > -' N � � z0 � WI zz�m ° 00 a tu cc)m r& inns iu,e "E_ N W CD WOOD POST _ (SEE PLAN) �¢2 \. v LL 5IMP50N STRONG TIE PB P05T BASE CONCRETE FOOTING. 2 a SEE PLAN ON SHEET 53 FOR LOCATIONS O �_ _ oa �6 _ CIDLu �G N 3/4" LIP AS PROVIDED Z ¢ FINISHED GRADE BY FACTORY N Q 02 tu d , �•1�..I•A.? ••i'•, y4 ,I S'.." '1 :•t`,' QD U. Ln ILA n BB 8 APPLY SEALANT PRIOR TO In In g � � INSTALLATION OF SPLINE s 26�q _z _ � � f o °•a �wN g 0 6d NAILS @ 5" O.C. STEP I =zs o n6 . STAGGERED EACH a' `a. \ �► 51DE OF SPLINE 2 X G SPLINE a \ CON5ERVADECK PANEL �F NE(� j j/X�/ ,. s• ``i' tj .7 1 '`;:''.,y :. sP yRo O /\y NOTE: r ,M I w \ AT SIM,// FASTEN PANELS O 2 APPLY SEALANT O EDGE OF TO y '� � 7 DROP GIRDER IN ACCORDANCE 05B PANEL-ONCE F Ik5T PANEL 000 0 235 SEE PLAN TO DETAIL D STEP 2 HAS BEEN INSTALLED BUT AOFESs10NP� 56 PRIOR TO INSTALLATION OF SECOND PANEL. ' DRAWING TITLE: A TYP. PO5T FOUNDATION B TYP CONSERVADECK CONNECTION AT SPLINE 5TRUCTURAL 55 NOT TO SCALE 55 NOT TO SCALE _ DETAILS REVISIONS ti DRAWN BY: GWN REVIEWED BY: A5 SCALE: SEE PLAN DATE: 01-23-17 55 OF 10 L) n e > 5UNROOM WALL u j °^` {"' Ln z :u co `R, 00`nm ` (2) 2xG CONT.TOP PLATE J MIN.3/8" 0 LAG BOLTS dal "'"L"''m - N WITH 3" MIN. EMBED. 2xG STUDS @ 16 O.C. �4 i'. w _ l SEE SHEET 51 FOR Z2, �ti w U Lu MIN. CONNECTIONS R-19 BATT. IN5ULATION FLASHING AS s� w Q O REQUIRED Hti� EXISTING �A� 8d NAILS @ 8"O.C. STRUCTURE 7 v l , CONT. 2X6 PRESSURE I I TREATED SILL ���1hE TRUFA5T 51PLD8000 I _-- a 0.2 SCREW @ I G"O.C. ---------1 CON5ERVADECK O _ - Qa (2) 2x 6 CONTINUOUS " .;,.", -.;.. :•t•: ( /N HN800 ) ----------- - a m U BAND AROUND ENTIRE ii Z - z FLOOR PERIMETER 0 m Lu m is N �.t. I 1 c, v to.. `.o: "` ' • ' z tin p r .y; CON5ERVADECK Lu - °1 zo PANEL '; N 1 1 z Z LI_.I 3:2 s ,. •: ISOLATOR TAPE -----T'==_--� ISOLATOR TAPE 0 �m 8 ry �1a1 � "dn 1---- --- w 0 W n a 8 (P/N: HN31 30) r 2X4LEDGERATTACHED > � a� WON FOR OINFO. SEENOT W/3/8"0 LAG BOLTS N S EXISTING HOUSE BAND @ 1 2' O.C. to p IF EXI5T FLOOR FRAMING 15 I 01/. s€� N DROP GIRDER SG PARALLEL PROVIDE 2x LEDGER(SEE PLAN). FASTEN TO EXISTING = � SEE PLANS SOLID BLOCKING AS REQ'D STRUCTURE(3) ROWS 3/8"0 LAG BOLTS 0 zoa FOR ADEQUATE CONNECTION W/MIN 3"EMBEDMENT @ 1 2"O.C., BOLTS NO CLOSER THAN 2"FROM TOP 4 BOTTOM G o4 25 AND NO CLOSER THAN 5"FROM ENDS. u a �N A TYP FRAMING CONNECTION AT EXTERIOR DROPPED GIRDER C TYP FRAMING CONNECTION AT LEDGER TO EXI5TING STRUCTURE S G NOT TO SCALE G 6 NOT TO SCALE ! QF N E y J ��Q�PVI.R�S S P�rAO O n w Lu TRUFA5T 51PLD8000 2 FOR INFO. NOT SUNROOM WALL SCREW @ I G"O.C. CON5ERVADECK PANEL �F SHOWN SEE: (P/N: HN8000) O �82359 q (CONTINUOUS DROPPED GI DER). A R�FESS%0N� MIN.3/8"0 LAG BOLT WITH 3" "''')1 �' ' •, ti R.-19 GATT, MIN. EMBED, SEE SHEET 52 {, �',t,; DRAWING TITLE: INSULATION FOR MIN. CONNECTIONS '' STRUCTURAL 8d NAILS @ t G"O.C. CON5ERVADECK ISOLATOR TAPE D ETA I L5 � , (PIN: HN3130) DROP GIRDER REV15ION5 PANEL SEE PLANS P05T SEE PLANS \ ' (2) 2xG CONTINUOUS BAND •d AROUND ENTIRE FLOOR 5IMP50N STRONG PERIMETER(MIN fb=850) • TIE BC4 POST CAP DRAWN BY: GWN REVIEWED BY: A5 B TYP CON5ERVADECK CONNECTION AT GABLE WALL D TYP CONHRVADECK CONNECTION TO INTERIOR DROPPED GIRDER SCALE: 5EE PLAN NOT TO SCALE 56 NOT TO SCALE DATE: O 1-23—1 7 56 of 10 Irk w �V) CO Ir 0 Q r C i �- �' � Z� � rn zzum 00^m Y�14 m N �lu �a 6 6 Q H8 9 O aDfl.N vppb Z a—_m z m ip� 92 0>- 0 LL1 .2- gu z In I1J y Zm Ell NEW PLYWOOD EXISTING ® w 0 w RUH FLASHING BY SHEATHING,TO ROOF FRAMING ID_ LU c\j-t a 6985 6 MATCH EXIST. > V -�- 5 1MH' CONTRACTOR :n }- .2 W Y�a FASTEN TO END o H€m OF RAFTER5 ii I L a W w 9 g x DENOTES PORTION wl 3 ROWS 8d �i OL �g".26 O OF EXISTING FRAMING ii I sKI.g NAILS C5 TO BE REMOVED �� N LL 5UNROOM DOOR-1 FOR INFO. NOT ii �`— — IK"182 NEW FOUR 50LID 2x BLOCKING BETWEEN EACH RAFTER G �20H SHOWN SEE, SEASONS ROOM w " "6 FLASHING CUT TO FIT AND MATCH EX15T SLOPE u ° " WOOD LANDING, 56 / - - - - - - - - - OF NE(�/ (SEE PLAN) _ CON5ERVADECK :'• t: '..' �:�; ;{ PANEL y „.,,'. c;;• NEW 51MP50N STRONG TIE H2.5 HURRICANE '� ��G SPY9 "i' :;_f I ANCHOR AT EACH RAFTER Q' G NEW(2) 2x8 LEDGER FASTEN w/(2)3/8"0 LAG r- Y A NEW FOUR SEASONS RIDGELLJ 3/8"0 LAG BOLTS W/MIN.3 I I BOLT w/MIN. 3"EMBEDMENT TO ENDS OF 0FASTEN TO(2) 2x8 LEDGER W/ I EXIST, RAFTERS @ I G"O.C. �TO EXISTING cnLu " I I TOP PLATE @ 6"O.C. COUNTERSINKING BOLTS EMBEDMENT @ 4 O.C. I I I AS REQUIRED TO INSTALL 5UNROOM RIDGE. 2��0 A p� 9 STAGGERED II 8235 �i (2) 2x6 CONTINUOUS II I --EXIST. FRAME WALL ROFESg�ONP�' BAND AROUND ENTIRE 11-V.,-- FLOOR PERIMETER (MIN fb=850) DRAWING TITLE: STRUCTURAL A WOOD LANDING ADJACENT TO 5UNR00M 6 TYP. MIDGE CONNECTION DETAIL AT EXIST, EAVE RUCT L5 57 NOT TO 5CALF G NOT TO SCALE J REV1510N5 DRAWN BY: GWN REVIEWED BY: A5 SCALE: SEE PLAN DATE: 01-23-17 57 of 10 4x4 WOOD POST @ 7 d LANDING CORNERS w — �00 CONT. (2) 2xG RIM J015T w 3 o O m (SEE FRAMING PLAN) 1 co M O O L NOTE: Ntu SEE STRUCTURAL NOTES SHEET r4�a; a — �u 53 FOR CODE COMPLIANCE Ra aCL SECTION A-A 5 I/2"-- 2x2 WOOD BALUSTERS I/4" I/4" @ 5"O.C. MAX. I xG CONTINUOUS TOP RAIL. I x6 CONTINUOUS TOP = ATTACH TO TOP PLATE WITH RAIL. SLOPE TOP TO DRAIN O � U - (2)5D8x 1.25 WOOD O N SCREWS @ 12"O.C. , SLOPE oL =� Lu =� s TOP TO DRAIN = 0_}}m Z OF� 0 CONT. 2x4 RAIL, ATTACH TO CONT. 2x4 RAIL U) O m Cn Z POSTS�TOP PLATE WITH (2) Z z 0 W -�z �� a I/4"WOOD SCREWS WITH O g m v (L7 Z5 a 0a g � ' MIN, I"EMBED, "'O'� `n I�ii=O Lu 't a c N CONT. 2x4 TOP PLATE, :n }U- ATTACH TO POSTS WITH (j) 00 6 (2) I GdHDG SINKERS :n s 2x2 WOOD BALUSTERS @ = o g 8 z 5"O.C,, ATTACH TO TOP �°m Q`Q r BOTTOM RAILS WITH 1/4" ' oo� �G WOOD SCREWS WITH MIN. ��ag� w _ I"EMBED. a ="w >CID m O 0 m 0,0 4x4 WOOD POST LANDING IF�G s }� CORNERS TYP. (SEE PLAN) PyRO O 4x4 WOOD P05T BEYOND r- n CONT. 2x4 BOTTOM RAIL,ATTACH TO CONT. 2x4 2N�O /O 9 P05T5 WITH (2) 1/4" BOTTOM RAIL q 8235 k• WOOD SCREWS WITH R�FESSI�NP�' MIN. I" EMBED. A Al I I x DECKING I x DECKING DRAWING TITLE: c� STRUCTURAL 4x4 POST @ 72 O,C. DETAILS o MAX. -ATTACH POSTS _ I I © I TO(2) 2xG RIM J015T w/ - _-_- (3) 1/2"0 THRU BOLTS RE1/ISIONS (COUNTERBORE) CONT. (2) 2x6 LANDING FRAMING LANDING FRAMING RIM J015T CONT. (2) 2x6 SEE SHEET 53 FOR SEE SHEET 53 FOR RIM JOIST SIZE �SPACING. 51ZE 4 SPACING. LANDING CORNERS 4x4 WOOD CONT. (2) RIM J015T IY� U (SEE PLAN) (SEE FRAMING PLAN) DRAWN BY: GWN NOTE: ALL WOOD SHALL BE SECTION 5-5 SECTION C-C REVIEWED BY: A5 WEATHER SEALED. SCALE: SEE PLAN A TYP. WOOD GUARD RAIL EDGE OF WOOD LANDING DATE: O 1-23-17 S8 NOT TO SCALE 58 OF 10 (n cl tu Lf)to ' L 22 4 0 w ca Z O cq ".,,,,, r Z z�°m 0003 �� ;' iu �4 u,,;u,,,. - N u- '0 L!J j W"Jv ti F—W NOTE: SEE 5TRUCTURAL NOTE5 SHEETH112, 5IMP50N A35 ANGLE EA. TOP AN DECK 53 FOR CODE COMPLIANCE I x WOOD DECKING } rg o W O 51DE w/(G)8d TO HEADER R LANDING I ® �� � (G) 8d TO STRINGER SIMPSON A35 ANGLE EA. ® oar 51DE w/(G)8d TO HEADERLLJ _ (G)8d TO STRINGER C m U m �� FoG z HOW, • •° I I I WOOD STAIR TREADS z `n LLl p_ • I I I I 1 AND RISERS. (� �'p m ran w � H v J {-Z .Z z 0 Lu --J z Y-Ho ® m ti 30 ��€528 HOP 0 0 E O Lu N g6GNC 0 0 0 > U - 5N'EaaG CLOSED R15ER TYP. o �- ��€��I 91. ul (2) 1/2"0 x 4 1/4" HILIT KWIK WOOD w ° LANDING (SEE PLAN) Q lap Lu BOLT 3 EXPANSION ANCHORS LLLL.. OR APPROVED EQUAL o a a a o 5TAI R HEADER(SEE DECK FRAMING PLAN) 311 CONT. 2x4 PLATE, o _ � u PRESSURE TREATED o 4 o 2x 12 5TRINGER @ 1 2"O.C. � OF NE�Y FINISH P �s sPr,� ,A I I GRADE 51MP50N TA I OZ STAIR ANGLE TYP. Q�' O Q ° * k d e a \\\\ ° d // // 2 da ° ° /\\/\\/ 12"WIDE x 1 2"DEEP x 45" (S� Y7 �C? \ ° a ° \ \ \ \ \ \ a °a a LONG CONCRETE FOOTING O Og2359 !�, s a ° /\ \�/ /\ \ \�// 4 a /\/ a ° s \/\/ \/\/\/\ a ° \ \ OFESSI�N /\\\/ ° a a a ° \\\/\\ \\/\\\/\\\/\ ° \\\ NOTES: ° ° a d 1. ALL WOOD SHALL BE WEATHER 5EALEDMl o�,wiNG TITLE: 2. IPPLCAB E BUILDING CODS O(5 A EE G.5 N.) STRUCTURAL 3. HANDRAIL AND GUARDRAIL NOT SHOWN FOR CLARITY. D ETA I L5 (2)#5 BARS CONTINUOUS REV1510N5 3" 3G" MIN, 3" 45" A TYP. WOOD STAIR CONSTRUCTION DRAWN BY: GWN ., AS c Q NOT TO 5CALE REVIEWED J✓ SCALE: 5EE PLAN DATE: 01-23-17 50 of 10 r` m >— N 2x2 WOOD BALUSTERS @ 5" /j c o O b O.C., ATTACH TO TOP$BOTTOM NOTE: RAIL5 WITH 1/4"WOOD SCREWS 5EE 5TRUCTURAL NOTE5 5HEET ; LU""'"`'" 07 z z LO m � OOr,� WITH MIN. I"EMBED. v — 53 FOR CODE COMPLIANCE �� m— � .a] §W �m I'a o. u,a al N W lD LU 5 I!2" 5 I/2" ' O� � u �v � r 3 ,ZH ,. IL I/2" 1 1/2" 1/2" 1 1/2" IxG CONTINUOUS TOP RAIL. ATTACH TO TOP PLATE WITH(2)5D8x 1.25 WOOD 1 1/2„CLR. > K 5CREW5 @ 1 2"O.C. ,SLOPE C) TOP TO DRAIN HANDRAIL HANDRAILoa � �_� Z a I? U 0') c)>-Q LU oC— n i l (/ ) wzn fl— we ^ ` u, tn00 �Z ao 4 1/2" MAX. 0 �m u W �gfll �m WO LU � S _.� N't� �` �ffi�2 CONTINUOUS 2x4 z ,n RU — o � z PLATE-ATTACH WITH Q o O " C� (2) 166HDG SINKERS In --- U. u� EA. P05TLU s o ~ > CRI Ac Es � "3"S z 0 _� s� 0 4x4 P05T @ 45"O.C. a G o oc MAX. -ATTACH TO 2x2 WOOD BALUSTERS @ � STRINGER w/(2) I/2"(Z) 5"O,C., ATTACH TO TOP THRU BOLTS co BOTTOM RAIL5 WITH 1/4" z (COUNTERBORE) m WOOD SCREWS WITH MIN. OF NE1N I"EMBED. 5 SPyR yO m CG) Qy O 2x 12 STAIR TREAD m w/51MP50N TA 10z T— ANGLE EA. 51DE W BOA 082359 v ® R0 3%0v P p0 DRAWING TITLE: STRU CTU I�AL -- DETAILS 5"TYP. REV1510N5 2x1 2 5TRINGER Q 5ECTION A—A SECTION 5-5 4x4 P05T @ 48" O.C. MAX. -ATTACH TO STRINGER w/(2) 1/2"0 THRU BOLT5 DRAWN BY: GWN (COUNTERBORE) REVIEWED BY: A5 SCALE: SEE PLAN A TYP. WOOD STAIR GUARD RAIL AND HANDRAIL DETAIL DATE: 0 1-23-17 5 I � NOT TO SCALE 510 OF 10 U N p, � � rm -q. PROTECTION OF GLAZING (5UNROOM): ��' co w - �0 % �uup mlu a O N GLAZING PROTECTION SHALL COMPLY WITH PER SECTION R301 .2. 1 . I . I - CATEGORY III SUNROOM AND �' o C6 w „ rn 0 REQUIREMENTS OF THE EXCEPTION OF COMPLIANCE WITH 2015 IECC NOT REQUIRED � o o �_ 5ECTION R30 I .2. I .2 PROTECTION OF z �' S fu � OPENINGS AND TABLE R301 .2. I .2 d " " "� ' D N C° W W U M Q �o §Mp OPEN FLOOR PLAN O o-� =d Ll_1 3~ 35G ZQ m U b o _ co KITCHEN BATH ��z M. o o= o w � 'z m m ® '� 0g w o � > UN d �o� g 2 65 v J o Q u� LO RIB EXIST, EXIST. GOGB 5GD EXIST. 304G EXIST. p� SWIR 3050 DH C5MNT. EXIST. 3050 DH 8k Qa ((�� aG 2030 DH lL � G 12 yb N PROPOSED SECTION H 105 LIGHT AND 5UNROOM VENTILATION/EMERGENCY EGRESS OF NEwy s sP q 29'-9 7/8" x 19'-O" H 105. 1 General. Exterior openings Q`' ` y G required for light and ventilation shall be permitted to open Into a patio `- W structure conforming to Section 2 1 z AM 1 01 , provided that the patio structure shall be unenclosed If such ��,o �0,92359 openings are serving as emergency 9Iores I0% P egress or rescue openings from sleeping rooms. Where such exterior openings serve as an exit from the DRAWING TITLE- dwelling unit, the patio structure, PARTIAL unless unenClosed, shall be provided with exlts conforming to the provlslons FLOOR PLAN of Section R3 10 of this code. REVI51ON5 I G-0 3/4" A PARTIAL FLOOR PLAN PER 5ECTION R3 14 AND 5ECTION R3 1 5 - CONTRACTOR SCALE: 1/4" = 1'-0" TO CONFIRM SMOKE ALARM AND CARBON MONOXIDE A I DETECTOR 15 PROPERLY LOCATED IN EXISTING BUILDING DRAWN BY: GWN AND TO INSTALL A5 REQUIRED PER CODE IF NOT PRESENT. REVIEWED BY: A5 SCALE: 512E PLAN DATE: 0 1-23-17 A I Of t.0.11 P E U1 Lu WCti1^a���3dPpui uqiir l¢l iiu❑iilqlwiui .QC ()EOZo mZ : N cli D Ln lu C - R4 34 34 34 34 34 34 I I t o I I I I ® ; o Lu -G 0 34 34 34 34 34 34 Z Q m U m €9..o� N C a D p- m z - m� g � oIn i w N wrz p A- g R4 B R5 Z z O lL�.} �z vs 34 I 34 34 I R4 34 I 34 I 34 I Q �q DG a A >o� O U a am S � � 2L q R5 N o 34 34 034 F34 34 34 G0. 41/2" 2 2'-6 5/8" 2'-6 5/8"—I--2'-6 5/8"—_2'-6 5/8"—_2'-6 5/8"-�2'-6 5/8" G � 92 16'-0 3/4" ? o a �a PLAN VIEW0 SCALE: 1 4"=1-0 OV NEON ��Q-�� S Sp l fillyRo 5'-0" E 6'-0" 5'-0" 2'-11" 5'-O" a 2'-11° VINYL cc B VINYL VINYL VINYL r- VINYL VINYL VINYLUJI R6 DOUBLE R2 DOUBLE DOUBLE DOUBLE n OUBLE HUN DOOR OUBLE HUN W UN HUNG HUNG HUG -Z 4 E C R DC E A 082UD R3 R3 R3 R3 goFESSIONP "Z r m A RG DRAWING TITLE 3'-1 11/16"--�---BASEWALL---I--3'-1 11/16" "�-'° ''6�� 5UNROOM ' OPENING PLAN * ELEV. 11'-,0 1/8" 16'-0 3/4° p RIGHT ELEVATION LEFT ELEVATION DB �L��� ON SCALE; , 4=,-G ICILVI�JIG�IVS DRAWN BY: AS REVIEWED BY: AS SCALE: SEE PLAN DATE: 01-23-17 IZ I Of 6 �ZV A r w— LK N OO 0 co MUR'D ALUMINUM '� "'`"'"' V) Z Z U SAVE TOP(A"7ETB) b �;,. 0 O SAVE BOTTOM(A°7E5) 4ciM cir 1 01 CU LLJ � U O #8 x 1/2"TEK SCREW (7.150)TWO AT EACH P05T G W ¢AT Qo 10"D.C. 00 HORIZONTALLY AT EAVE (TYP.ALL ELEVATIONS) i UNDERSIDE OF EAVE O z o ELEV. 80-15/16" 0 a m U5 �—Cn ` � m�ou�� pB EAVE = o>_U Lu 1- oo 068 I\G 5CALE: G"=P-0" LLJ w cD W s Z Q Q r\j O U zg�� 'v `'' a O m18 rv "°a € LL w J N gg HUR O 0 w W 8 W N 2 IgcC5 c w O (n > U —I s z w < w o w 'M g z _ F=- X O NiHn w i1rc o O C) G o ���E J _zLd ��°� N��, m o � s sPYRo O o a cn 1c o z ,e' *-- ui ul A 51LL o o �FEss�oNR SCALE: G°=I'-o° CO CD u m 2 u _ DRAWING TITLE- 0 TOP OF BASE WALL 51 vI N ROOM ELEV. 20-3/4" I I I I DETAILS #8 x 1/2"TEK SCREW I I REV15ION5 (7"150)TWO AT EACH P05T I I CAT@ IO"OC. HORIZONTALLY AT SILL (TYP.ALL ELEVATION5) I I MINIMUM CONNECTIONS ARE SHOWN IN THE DRAWN BY: AS SCHEDULE ON PAGE S 1 . FOR DETAILS A REVIEWED BY: AS NOT SHOWN SEE (Z3 SCALE: SEE PLAN DATE: 01-23-17 K2 of 6 Il 1 C) Z z I f C 0 5 �� OUT5IDE IN51DE _ OF OF #8 x 1/2" TEK SCREW (H7*150) ROOM ® 16" O.C. MAX. EACH SIDE 4 La 3 ' ROOM ALUM JAMB ADAPTOR a as N w "" m„i ,,., iu L EXTR'D ALUMINUM �A t, — lu z #10 SCREWS �t•a• w — w WEEP HOLE CLOSED SILL (A*7CS) YINM � y K U TWO IN FROM ENDS & (BY INSTALLER) 2x6 DECKING OR 3/4" PLYWOOD TWO EVERY 18" O.C. MIN. � � 0 FLOOR SHEATHING 2 1! TT - - - - #8 x 1/2" TEK SCREW G FLASHING —�� --t ---- ------------- (H7*150) SIX AT . (BY INSTALLER) OLUMN MINIMUM CONNECTIONS ARE SHOWN ¢ P� IN THE SCHEDULE ON PAGE S1. D EXTR'D ALUMINUM = STD. H-COLUMN (A7*111) O 85 Q 1 MINIMUM CONNECTIONS ARE z a n m U m F ycffic SHOWN IN THE SCHEDULE ON o-Z— DOUBLE 2X6 JOIST ROOM PERIMETER / PAGE St. O> co LU oC— q829 G= ,42 (MINIMUM) R"m - II?ali3 PLAN VIEW Z z° �z 22 FINISH ---� 2X BLOCKING ® m O ? € wE G= .42 (MINIMUM) 6 H-CHANNEL CONNECTION AT 51LL o� � fibue (BY INSTALLER) R3 NOT TO SCALE > U N 5 F m 0 � ~ y tu g8� �----UNIT WIDTH!LENGTH -a O H 10 4 NOTE: s€wl;sa upmp�p 1, CONNECTION TO FOUR SEASONS ® ��j o "CONSERVA DECK" SAME AS SHOWN �n�H 20Q A 2 LAG BOLTS ® TOP 6" OF 51LL TO DECK CONNECTION DETAIL ,� Ro tz � � o� R3 NOT TO 5CALE COLUMN SPACE ® 3" O.C. 2 VERTICALLY & ® 30" O.C. VERTICALLY (COORDINATE MINIMUM CONNECTIONS ARE CONT. EXTR'D ALUMINUM D WITH SCHEDULE) SHOWN IN THE SCHEDULE ON DEW 2 7/8" THK. WALL PANEL CLOSED SILL (A*7CS) BELOW D OUTSIDE FACE OF PAGE S1.EXTR'D ALUMINUM EXISTING STRUCTURE , Q�EXTR'D ALUMINUM WINDOW JAMB (A7*131U) (®STRUCTURAL UTILITY COVER (A*5GT) FRAMING) #8 x 1/2" TEK SCREW (H7*150) #8 x 1/2" TEK SCREW (7*150) APPLY CAULKING EXTR'D ALUMINUM �' 2 SIX AT EACH COLUMN EIGHT AT EACH CORNER BETWEEN SILL & WALL W EXTR'D ALUMINUM EXTENDED SILL (A*7XS) n r � '� LU EXTR'D ALUMINUM QUAD H-COLUMN �XTRINUM #B x 1/2" TEK SCRE PLACED VERTICALLY AGAINST 2 UTILITY H-COLUMN (A7*145) (A*70H) UMN (H7*150) SIX AT EACH WALL N 9',)7C9 COLUMN #8 e 1/2" TEK SCREW �4A9Oa8235gN���t,= 1 EXTR'D ALUMINUM (H7 150) ® 16" O.C. 10E$S%0 STD. H-COLUMN (A7*111) EACH SIDE VERTICALLY EXCEPT AT TOP 9" D a ALUM JAMB ADAPTOR PROVIDE 3 EACH SIDE m (SPACE 3" O.C.) DRAWING TITLE: / ( \ co EXTR'D ALUMINUM \ WINDOW JAMB ADAPTOR 5 U N ROO M D ETAI L5 MINIMUM CONNECTIONS ARE SHOWN 3 9/1 G"----I MINIMUM CONNECTIONS ARE PLAN VIEW CONT. EXTR'D ALUMINUM IN THE SCHEDULE ON PAGE Si. PLAN VIEW REV151ON5 SHOWN IN THE SCHEDULE ON PAGE S1. CLOSED SILL (A*7CS) C UTILITY H-CHANNEL CONNECTION AT 51LL D CORNER P05T CONNECTION AT 51LL E PLAN RIGHT GABLE WALL 51LL R3 NOT TO 5CALE R3 NOT TO SCALE R3 NOT TO 5CALZ DRAWN 6Y: A5 REVIEWED BY: A5 5CALE: SEE PLAN DATE: 0 1-23-17 R3 of 6 °,i„yl > } QN O SILICONE SEALANT z p ' (BY OTHERS) u( In � N ure�q W,^ I` c OO �� I/16'GLAZING TAPE gg (HK1009ACR) t m m EXTR'D ALUMINUM Y: p oleo 3^ EXTR'D ALUMINUM GLAZING CAP a� N w x GLAZING CAP(A'5GC) EXTR'D ALUMINUM (A'5GC) 12- U — w Q EXTR'D ALUMINUM MUNTIN CAP #10 x 3/8"MACHINE COUNTER FLASHING +_� N U I SAVE END CAP(C'8 110) (A'4MXB) SCREW(HN201 1 y (BY OTHERS) 3ry y a 51LICONE SEALANT (I Q EACH GLAZING BAR) li/s� (5YOTHER5) I/IG'THK.GLAZING FX15TING EXTR'D ALUMINUM TAPE(HK 1009ACR) 5TRUCTURE WALL BAR(A'GWBB) SETTING 5LOCK5 — —' — EXTR'D ALUMINUM /n € 1/8°SETTING RIDGE(A'BFRG) U J ^z N (hK1023) BLOCK(HK1023) I =� WEEP HOLE gag I 7/8"INSULATED 1 _ — — J ° GLA55 RUBBER SETTING EXTR'D ALUMINUM O i-z- a I RIDGE TRIM(A'7MT) = v�z z EXTR'DALUMINUM BLOCK(HK1023B) O U—' _ — oa320 MINIMUM CONNECTIONS ARE = cp LU 3 G EAVE TRIM(A'7MT) EXTR'D ALUMINUM _ — — — — — SHOWN IN THE SCHEDULE ON m �a #8 x I/2"TEK SCREW #8 x 1/2"TEK SCREW MUNTIN(A'4MTB) — — PAGE 51^ Q—m z m (H7'150)@ 12"O.C. — — — — — — r � (°(') �z o o- s MAX. — — (7'150)4 PER CLIP — — — CLIP ANGLE 10-24 x 3/4°MACHINE u� b (I-SR-AC) 5CREW(HN2008) L I^ 0 In WITH THERMAL 1/4'x 11/4'SELF THREADING �.I J to O U Lu Z z EXTR'D ALUMINUM BUSHING(CN4201) C = SCREW(H'2080) zQQ K i Lu oz O i 9 o ap s SAVE CLIP(CN 13004) RUBBER MUNTIN (TWO ON EACH 51DE OF BAR ® W nZ #10 x I I/W TEK SCREW COVER(R74MI) z AT EACH CONNECTION) 0 LL_I t 0 U c - - - (H'2026)7 PER CLIP O > N 5 x 4i¢_G t/�J�{—�{`_/)�►y��) I4'TEK 5CREW - - _ I _ RIDGE CLIP U, o E(H'20 (CN4210L pp F#I0xI I ACH GLAZING BAR - EXTRD ALUMINUM A _ ~c EkTRDALUMINUM — " ER BAR EXTR'D ALUMINUM 5b 3"RAFTER BAR aWoo°z (A-5L83) (A 3) RIDGE LEDGER(A'4LL) O UNIVERSAL GUTTER u— i ° (A'K5G) EXTR'D ALUMINUM f f l 5 8 i 3"RAFTER BAR $� G o 3 w 0 EXTR'D ALUMINUM (A'5LB3) '� 3"SNAP-ON GUTTER FASCIA(A'3GFG) UNIT WIDTH (PROJECTION) WEEP HOLE �! QF NEI/I/ EAVE ALUMINUM B 3" CROSS MUNTIN SECTION C `i SAVE BOTTOM � 3'A RIDGE �. ��s spygo O (A'7EB) EXTR'D ALUMINUM p 5CALE:6"= P-O" EAVE TOP(A'7ETB) I\4 R4 * n #8 x 1/2"TEK SCREW (7'150)@ 12'O,C. (— F cc EXTR'D ALUMINUM m W MUNTIN CAP(A'4Mk5) w INSULATED - y Z a GLA55 2N� � 10-24 x 318" SCREW(HN2011) OA 882359 k, GLAZING CORD q�FES StONP�' (RK5NGL) A EAVE DETAIL R4 NOT TO SCALE DRAWING TITLE: 5UNROOM D ETAI L5 Rt-V151ON5 EXTR'D ALUMINU 3"RAFTER BAR (A'5LB3) EXTR'D ALUMINUM MUNTIN(A'41VIT13) D CROSS MUNTIN RAFTER BAR CONNECTION • R4 SCALE:6"= I'-On GLAZING TAPE (hKIC09ACR) DRAWN BY: A5 REVIEWED BY: A5 SCALE: 5EE PLAN DATE: 01-23-17 ED.q- OF z ZZ u( ,. OOLf)� w N W r - -) O�Y a L4! — W a MIN L u°�30 C)} CmD z � m Z� W p— w Zd�$ ALUMINUM CLIP A'4JC) Z zQ 00 U W z � gE 4 1/2 EXTR'D ALUMINUM O *, 8 lu EXTR'D ALUMINUM I m o BEAUTY CAP(A'415C) GABLE ADD-ON O UJ EXTR'D ALUMINUM EXTR'D ALUMINUM OUT OF SILL BELOW (A'17GGA) > U N F- 6 cG GLAZING CAP(A'5GC) Io o 5 BEAUTY CAP(A'4BC) 0 GLAZING CORD #8x 1/2"TEK5CREW O 0 =3 � (RKSNGL) EXTR'D ALUMINUM 017'150)TWO AT EACH P05T d ../ � o m GLAZING CAP(A'5GC) @ 12"O.C. 014 F (TYP ALL ELEVATIONS) ,� `o o N PEE LL o Z KK A O QQ 5CC GLAZING CORD o 40 (RK5NGL) u a 7/8"INSULATED GLA55 #10 x 1 1/2"5.5. #10 x l I/2"5.5. MACHINE SCREW(HN2004) SOLID PANEL ��OF NEB/r W/THERMAL BUSHING MACHINE 5CRTW W/THERMAL BU5H NG 004) (CN4201)@± I O"O.C.MAX. �Q. �.��S SPY9 (CN4201)@± 10'O.C.MAX. co GLAZING BAR(5LB3) r GLAZING BAR(5LB3) Ll m 2(P .1` r7 OA �82359 v R�FEsslo A RAFTER B GABLE END RAFTER DRAWING TITLE: R5 SCALE: G" = I'-0" R5 SCALE: G"= I'-0" 5 U N ROO M J D ETA I L5 I REV151ON5 DRAWN BY: AS REVIEWED 5Y: A5 SCALE: SEE PLAN DATE: 01-23-17 K5 of G W —�to u > —Nt` t / N 0-Oi Q _ w N O O � w G7 ZZOm B DOOR HEAD cp o o Ln p NOT TO SCALECO z :L a 51LICONE SEALANT 414ti ui SOLID PANEL % "'ti O BY INSTALLER ;�;`�` ;' _ ��N � R ALUM SLIDING DR HEAD ADAPTOR #10 X 3/4"SCREWS � � TWO 3" IN FROM ENDSG � TWO EVERY 18" O.C. MIN. TOP OF SLIDING DOOR O ELEV. 79-1/2" °a � oo m ro gE Lso 0 0 0 Ed N ° w Q°'Lu Q r o' w>- ALUM SLIDING DR ALUM SLIDING DR z O 0 LL, V/ N j Z O O JAMB ADAPTOR JAMB ADAPTOR o o H lu In �- N E5 00 8 g I f o�z a IL Q �OF NEW Co Qv pG EXTR'D ALUMINUM UTILITY H-COLUMN (A7"145) �,,•' uj EXTRD ALUMINUM RpFEs Ii H-COLUMN (A7*I 1 1) C PLAN DOOR JAMB O O ® O � RG NOT TO SCALE DRAWING TITLE. EMBEDD DOOR SUNROOM � � - IN 51LICONE SEALANT u u �DO DETAILS O O 0 REVISIONS OUT OF SILL BEYOND DRAWN BY: A5 ALUM FLASHING A DOOR 51LL REVIEWED BY: A5 BY IN5TALLER R6 NOT TO5CALE SCALE: 5EE PLAN DATE: 01-23-17 R6 Of 6 oJ�. om mrcrs a A.S. Engineering Services, 1"R 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 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Calc by Date Chk'd by Date Sheet no/rev. AS 1/11/2017 1 of26 ENGINEERING CALCULATIONS FOUR SEASONS SERIES 230 SUN & STARS STRAIGHT EAVE MODEL 1 V-10.125" PROJECTION BY 16'-0.75" FRONT WALL WITH 51-133 RAFTERS @ 30" O.C. MAX FOR THE JOYCE RESIDENCE LOCATED AT: 1245 GILLETE DRIVE EAST MARION, NEW YORK 11939 DATE: January 26, 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 NEW y � P� s sPyR0 O� r OC 2 �O 082359 v ROFESS o Office: 631-560-0259 Fax 631-938-0784 www asen4ineerinaservices corn A.S. Engineering Services,P.C. 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 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Calc by Date Chk'd by Date Sheet no/rev AS 1/11/2017 1 of26 ENGINEERING CALCULATIONS FOUR SEASONS SERIES 230 SUN & STARS STRAIGHT EAVE MODEL 1 V-10.125" PROJECTION BY 16'-0.75" FRONT WALL WITH 51-133 RAFTERS @ 30" O.C. MAX FOR THE JOYCE RESIDENCE LOCATED AT: 1245 GILLETE DRIVE EAST MARION, NEW YORK 11939 DATE: January 26, 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 NEW Y s SP�,`P y,� O o P n w �O 082359 �!i= v ROPESSIO Office. 631-560-0259 Fax. 631-938-0784 www.asengineeringservices corn oV ',ON S na A.S. n i yin Services, C. Q �9 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 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Calc by Date Chk'd by Date Sheet no./rev. AS 1/11/2017 1 of26 ENGINEERING CALCULATIONS FOUR SEASONS SERIES 230 SUN & STARS STRAIGHT EAVE MODEL 1 V-10.12511 PROJECTION BY 16'-0.75" FRONT WALL WITH 51-133 RAFTERS @ 30" O.C. MAX FOR THE JOYCE RESIDENCE LOCATED AT: 1245 GILLETE DRIVE EAST MARION, NEW YORK 11939 DATE: January 26, 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 NEW Y s s P yR0LL 0,9 W 2 �' t1! try ^Z6 77 O 82359 Q, v ROPES S l OAP Office 631-560-0259 Fax. 631-938-0784 www.asengineeringservices.com TJOIN MEETS � A.S. Engineering Services,P. o _ 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 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Calc.by Date Chk'd by Date Sheet no./rev. AS 1/11/2017 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.asengineeringservices.com tt0N Meer's a �A4��,q� A.S. � o¢� ¢In er�ices9 a a Long Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASE S Port Jefferson, New New York, New York Protect Name Project Address 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Calc.by Date I Chk'd by Date Sheet no./rev. AS 1/11/2017 3of26 DETERMINE BASE SHEARS BASED ON WIND LOADS Office. 631-560-0259 Fax. 631-938-0784 www.asengineeringservices.com SPtU MEETQ u9 4�fc A.S. Engineering Sertices,P.C. Long Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 AS '-IS Port Jefferson, New New York, New York Project Name Project Address 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Calc by Date Chk'd by Date Sheet no/rev. AS 1/11/2017 4 of 26 WIND SHEAR FIRST CALCULATE WIND PRESSURES AND THEN BASE SHEARS AND LATERAL FORCE DISTRIBUTION 7-1 $.ea rc,h ROU' 'Its Map" Seielfiie, x , Query.Date:.Wed'Jan'25;2017 - " • ,. - - Latitude:411201 LongituW-'& 434 'P1umliiAd. =AS.CE 7=10 Windspeedsf - (3=s,6c1peak>gus_tiin;mpfi'):, :_ ;k Risk Category,l:124 Eass anon, j Risk Gatego_',ry:IL 135 Risk'Category III-iV- 145 ;. b MRI"'10=Year:80` j";• MRI""=50-Year ;99 T ja 'H§I9_nts ~l01 MRI"'10-0 ar` 109', i Souitiold, ✓'Stteltcr_Is15nd;p ASCE7=05 Windspeed: 120:(3=sec ASCE-793',Wiridspeed: 'Goo le 86fsstiil `nn(aeneiph)'[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,V„n, is 130 mph(58 m/s)or greater. 2. In areas where the ultimate design wind speed,Vag, is 140 mph (63.6 m/s)or greater;or Hawaii. WIND SPEED> 130 AND SITE<1 MILE FROM WATER THEREFORE WINDBORNE DEBRIS REGION Office 631-560-0259 Fax: 631-938-0784 www asengineeringservices.com O�P(10N MEEJB np S y�< Long Island New York r ���= 112 Wilson Drive 630 Fifth Avenue, Suite 2000 S Port Jefferson, New New York, New York Project Name Project Address 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Cale.by Date Chk'd by Date Sheet no./rev. AS 1/11/2017 5 of26 Wind Pressure Calculations (Main Wind Force Resisting System) Design Wind Pressure p=gGCP-q,(GCP,) Where, q= 0.00256 Kz Kzt Kd Vz 1 Velcity Pressure Exposure Where, Kz= Coefficient= 0.85 for Exposure FC 0.7 FOR EXP B 0.85 FOR EXP Kzt= Topographical Factor= 1.0 1 C Kd= Directionality factor= 0.85] Vult= Wind Speed= 135 9 mph I = Importance factor 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,= LJ1 0--l8 for STRUCTURE Windward 0.18 FOR ENCLOSED CP= 0.8 Wall STRUCTURE 0.5 Leeward Wall 0.7 Side Wall 0.9 Roof + Windward Therefore, p= 28.99 psf for Wall 20.39 psf for Leeward Wall 26.12 psf for Side Wall 31.85 psf for Roof Pressures based on Vasd-multiply by 0.6 Windward 17.39 psf for Wall 12.24 psf for Leeward Wall 15.67 psf for Side Wall 19.11 psf for Roof Office 631-560-0259 Fax. 631-938-0784 www.asengineermgservices.com A.S. Engineering Ser%ioes,P.C. 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 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Calc.by Date Chk'd by Date Sheet no/rev. AS 1/11/2017 6 of 26 ROOMINPUT PROJECTION j 11.83'' FT FRONT WALL HEIGHT 6.67 FT RIDGE HEIGHT 8.50 i FT FRONT WALL LENGTH Ll§.Q 19_1 FT WIND PRESSURES 17.39 psf for Windward Wall 12.24 psf for Leeward Wall Side 15.67 psf for Wall 19.11 psf for Roof WIND BASE SHEAR CALCULATIONS X-Direction Surface Area= 89.73055 sq ft for peaked wall Y-Direction Survace Area= 106.72 sq ft for side wall Therefore, X-Direction Wind Shear,Vwx= 2659 lbs Y-Direction Wind Shear,Vwy= 1856 lbs LATERAL FORCE RESISTING SYSTEM LOAD 1/2 TO BASEWALL vx= 2659 = 1329 1/2 TO HOUSE&1/2 TO FRONT WALL 1329 = 665 DIVIDED BY LENGTH OF FRONT WALL 665 = 42 PLF vy= 1856 1/2 TO FOUNDATION = 928 928 1/2 TO EACH SIDE WALL 464 DIVIDED BY LENGTH OF GABLE WALL 464 = 39 PLF Office. 631-560-0259 Fax. 631-938-0784 www asengineeringservices corn TyON 0.TFF7.6 A.S. Engineering Serifices,P.C. Long Island New York _pki 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASE S Port Jefferson, New New York, New York Project Name Project Address 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Cale.by Date Chk'd by Date Sheet no./rev AS 1/11/2017 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.asenaineennaservlces.com tow seers ,0oaP nR4C�/ A.S. ngineeri a r �c s9 a m 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 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Calc.by Date Chk'd by Date Sheet no/rev. AS 1/11/2017 8 of 26 GLAZING BAR REQUIRED BEAM SECTIONAL PROPERTIES-GRAVITY LOADS (FOR WALL _ DESIGNS) LENGTH qµ 11.830 ft 141.96 in <<(Eave Height) <<(Average <<(Average O.C.. 2.500 ft 30.00 in distance Distance DEFL. LIMIT L/ 95 = 1.494 in to each support) Between For ridge-WIDTH/2 Two Windows) DEAD LOAD. 5, psf (Zero) LIVE LOAD: 20 psf <<(Wind Pressure) TOT.w= 62.5 plf END REACTIONS= 369.6875 Ibs ft- Moment= 1093 lb 13120.21 in-lb STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES ab: 24000 psi ab: 1900Q,j psi 6b 1600-1 psi E ['29000'0"00 psi E 10100000 ; psi E 1600000 I psi ay. 110- psi Sx>= 0.547 in3 Sx>= 0.69 in3 Sx>= 8.2 in3 Ix>= 0.636 in" Ix>= 1.825 in4 Ix>= 11.5 in° Ax>= 5.0 in2 c= 2.642717 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 1.83 DEPTH= 2.64 in minimum Office- 631-560-0259 Fax: 631-938-0784 www.asengineeringservices.com .��ory Meer$ A.S. n �� ri c i-vjcesP.C. ` Long Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASES Port Jefferson, New New York, New York Project Name Project Address 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Cale by Date Chk'd by Date Sheet no/rev AS 1/11/2017 9 of 26 REQUIRED BEAM SECTIONAL PROPERTIES-WIND LOADS (FOR WALL DESIGNS) LENGTH �-11.830 ft 141.96 in <<(Eave Height) <<(Average <<(Average O.C.. 2.500 ft 30.00 in distance Distance DEFL LIMIT L/ 120 a = 1.183 In to each support) Between For ridge-WIDTH/2 Two Windows) DEAD LOAD- 0. psf (Zero) LIVE LOAD: 16.11- psf «(Wind Pressure) TOT.w= 40.28245 plf END REACTIONS= 238.2707 Ibs ft- Moment= 705 lb 8456.227 in-lb STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES 4000` 19 10 ab: 2 10 psi CC 1600 psi E- 29000000 psi E- 1000 psi E 16000,00•, psi 6� 110 1 psi Sx>= 0.352 in3 Sx>= 0.45 in3 Sx>= 5.3 in3 Ix>= 0.517 in4 Ix>= 1.486 in4 Ix>= 9.4 in4 Ax>= 3.2 in2 c= 3.338168 RECTANGULAR DIMENSIONS 125 WIDTH 7.5 in 1.71 DEPTH= 2.47 in minimum GLAZING BAR DESIGN CONTROLLED BY GRAVITY LOADS AND 5LB3 ADEQUATE Office 631-560-0259 Fax. 631-938-0784 www asengineeringservices.com �OJ Pt10N MEEYB A.S. Engineering Serviceq,P.C. - \ < 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 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Calc.by Date Chk'd by Date Sheet no/rev AS 1/11/2017 10 of 26 BEARING WALL COLUMNS REQUIRED BEAM SECTIONAL PROPERTIES-BEARING WALL COLUMN (FOR WALL DESIGNS) LENGTH 6.670 ft 80 04 in <<(Eave Height) <<(Average <<(Average O.C.- 5.000 ft 60.00 in distance Distance DEFL. LIMIT L/ 120 = 0.667 in to each support) Between For ridge-WIDTH/2 Two Windows) DEAD LOAD- 0 psf (Zero) LIVE LOAD 17.3..9 j psf <<(Wind Pressure) TOT w= 86.96912 plf END REACTIONS= 290.042 Ibs Moment= 484 ft-lb 5803.741 in-lb STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES 24000psiGb: psi ab. 00 psab: i E- 2900000 psi F�1'010 0 0 0 0 psi E. 1600000 psi ay. -11b psi Sx>= 0.242 in3 Sx>= 0.31 in3 Sx>= 3.6 in3 Ix>= 0.200 in4 Ix>= 0.675 in4 Ix>= 3.6 in4 Ax>= 4.0 in2 C= 1.882129 RECTANGULAR DIMENSIONS 1.25 WIDTH 7.5 in 1.24 DEPTH= 1.80 in minimum Office 631-560-0259 Fax: 631-938-0784 www.asengineeringservices com ON t�o^�rzeET0 -00011 J A.S. nine- a in Services,P.C. Long Island New York ° 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ABES Port Jefferson, New New York, New York Project Name Project Address 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Calc by Date Chk'd by Date Sheet no/rev. AS 1111/2017 11 of 26 Combined Ratio Check: Member Force/stresses Member Properties Axial Force= 739.315 Ibs Unsupported Length, Lx= 6.670. ft Max Bending Moment, Mz= 484 Ibs-ft Unsupported Length, Ly= 1 ft Cross Section Area Max Bending Moment, My= 0 Ibs-ft = 1.25 sq in Section Modulus, Allowable Axial Stress, Fa= 4200- psi Sx= 0.79 cu in Section Modulus, Allowable Bending Stress, Fbx= 19000 psi S = 0.33r cu in Allowale Bending Stress,Fb = 19000 psi Radius of Gyration, rx= -1 : in Young's Modulus, E_ 10100000 psi Radius of Gyration, ry= 0.695 in K= 1.00 Cmx, Cm = 0.85 fa= 739.375' / 1.25 = 591.50 psi fbx= 5803 741 / 0.79 = 7346.51 psi fby= 0 / 0.33 = 0.00 psi Fex=(n)^2*E/(nu*(KLx/rx)^2) 7979.44 psi Fey=(7r)^2*E/(nu*(KLy/ry)^2) = 171472.16 psi Is fa/Fa<0.15 YES fa/Fa= 591.5 / 4200 = 0.141 <= 0.15 Equations to be checked : 1.fa/Fa+fbx/Fbx+fby/Fby<=1 0.141 + 0.386658 + 0.000 0.527 <= 1 (GOOD) LITE H MIN OKAY Office. 631-560-0259 Fax: 631-938-0784 www.asengineeringservices.com ca �tar�n9c�rs`\4� 3 = 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 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Calc.by Date Chk'd by Date Sheet no/rev AS 1/11/2017 12 of 26 GABLE WALL COLUMN REQUIRED BEAM SECTIONAL PROPERTIES-GABLE WALL COLUMN (FOR WALL _ DESIGNS) LENGTH: 7.500 1 ft 90.00 in <<(Eave Height) <<(Average O.C.: 4.000 ft 48 00 in <<(Average distance Distance DEFL. LIMIT L/ 120 = 0.750 in to each support) Between For ridge-WIDTH/2 Two Windows) DEAD LOAD: O,i psf « (Zero) LIVE LOAD: 17.39; psf <<(Wind Pressure) TOT.w= 69.57529 plf END REACTIONS= 260.9074 Ibs ft- Moment= 489 lb 5870 415 in-lb STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES Gb: 24000 si Gb: 19000`1 psi Gb: 16 ppsi E- 29000000` psi E. 10100000 psi E: 1600000 si 6': 110 psi Sx>= 0.245 in3 Sx>= 0.31 in3 Sx>= 3.7 in3 Ix>= 0.228 in4 Ix>= 0.654 in4 Ix>= 4.1 in4 Ax>= 3.6 in2 C= 2.116337 RECTANGULAR DIMENSIONS 1.25 WIDTH 7.5 in 1.30 DEPTH= 1.88 in minimum Office: 631-560-0259 Fax 631-938-0784 www.asengineenngservices com T ION McET6 A.S. Enginbeting SenAces,P.C. Long Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 �B ...B Port Jefferson, New New York, New York Project Name Project Address 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Cale.by Date Chk'd by Date Sheet no/rev. AS 1/11/2017 13 of 26 EAVE POINT LOAD ON CENTER - EAVE P= ' 369.6875 LBS L= 5 FT E= 10100000- PSI 19000 10100000 DEFLECTION = L/ 180 0.333333333 inches 1.50E+06 I (REQUIRED) = 0.494136757 in^4 Sx,aluminum (required) = 0.513692682 in^3 IADJUSTABLE EAVE 1 = 2.03 S= 1.4 Fb= 19000 Office. 631-560-0259 Fax: 631-938-0784 www.asenglneeringservlces corn �Ptjotu rvtEets py e n Services, P.C. Long Island New York ���� � 112 Wilson Drive 630 Fifth Avenue, Suite 2000 Port Jefferson, New New York, New York Project Name Project Address 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Calc by Date Chk'd by Date Sheet no/rev. AS 1/11/2017 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 0.93 1.32 1".58' 'UTILITY'H'-7BP 5.49 2.4 3.05 3.2 UTILITY'H'-7TB 32.63 7.8 9.2 4.16 CORNER COLUMN 3.1 1 38 1.58 1.87 45 DEGREES COLUMN 1.18 1.25 45 DEGREE WITH 2-3/16"PL 1.89 2.13 45 DEGREE WITH 2-1/4"PL 1.93 2.33 30 DEGREE COLUMN 1.09 119 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 22 2.04 41313A 0.78 0.6 0.67 1.08 4GBA-4RSB 5.44 2.1 2.23 2.28 41-113A 1.05 0.79 0.93 166 4HBA-4RSB 6.41 2.68 1.77 2.86 4HCX 6.27 2.717 3.05 2.648 4HCX-4RSB 17.03 5.09 4.82 3.85 51-133 2.29 1.28 "-.1.2' 1.35. 5LB3-4RSB 10.16 3.04 3.48 2.56 51-1133 4.41 2.29 2.5 2.18 5HB3-4RSB 13.1 4.29 4.09 3.39 51-135 4.72 2 1.77 1.62 5LB5-4RSB 17 4.17 4.87 282 513135 8.9 3.48 3.65 2.65 5CB5-5CB1 11.74 4.52 4.88 394 5C135-CHANNEL 13.47 5.2 5.63 4.49 5CB5-4RSB 22 5.85 5.79 386 713P 2.88 1.64 1.64 1.61 7TB 25.4 7.12 7.12 3.31 7TB-STEEL 55 10.23 10.23 6.1 12LW 98.5 16.4 16.4 5.93 12LW-4RSB 154 21.2 21 7.14 4HCX 6.27 2.72 3.05 2.65 6NW 17.65 5.75 6 3.49 8VALLEY 46.62 116 11.7 5.57 8NW 1 4423 10.72 1163 5.22 Office. 631-560-0259 Fax. 631-938-0784 www.asenglneerinaservlces.com toa Mr; 0�c, A.S® Engineering Services,P.C. Long Island New York k a £ t L ���� 112 Wilson Drive 630 Fifth Avenue, Suite 2000 Port Jefferson, New New York, New York Project Name Project Address 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Calc.by Date Chk'd by Date Sheet no./rev. AS 1111/2017 15 of 26 CONNECTION DESIGN Office 631-560-0259 Fax 631-938-0784 www.asenaineennaservices.com o�P,%ON h4EETm n A.S. Engineering PH P.C. 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 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Calc by Date Chk'd by Date Sheet no/rev. AS 1/11/2017 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 Screw 3.00 in Embedment= Wood Screw Thread 2.25 in Length= D= 0.375 in Dowel Diameter Dm= 0.265 in Dowel Diameter at max stress in main member D,= 0 265 in Dowel Diameter at max stress in side member Fb= 70,000 psi Dowel bending strength Wood Screw Withdrawal Calculations Substrate: Mixed Maple-Southern Pine Tabulated withdrawal design value W= 351 Ibs Penetration Factor: CP= 225 in (based on 1/2 screw length+.5) Duration Factor, CD Withdrawal Allowable(W')= 1263.0 Ibs Office. 631-560-0259 Fax. 631-938-0784 www.asen9ineenngseryices corn C,�YION h4E�lffi afi A.S. Engineering S rVice ,P. c, 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 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Calc by Date Chk'd by Date Sheet no/rev AS 1/11/2017 17 of 26 Wood Screw Lateral Calculations Substrate(Main Douglas Fir-Larch Member): Frame(Side Aluminum 6005-T5 Member): Cantilever Distance: in Frame hollow space+shim g: 0 in Gap between members(if applicable cantilever/2) _ "3.000 in Main member dowel bearing length �= 0.375 In Side member dowel bearing length Fein= 3,646 psi Main member dowel bearing strength 13 38,000 psi Side member dowel bearing strength qm= 1,367 Ibs/in Main member dowel bearing resistance=FemD qs= 14,250 Ibs/m Side member dowel bearing resistance=Fe,D Mm= 217.11 m-Ibs ,Main member dowel moment resistance=Fb(Dm3/6) M,= 217.11 m-Ibs Side member dowel moment resistance=Fb(W/6) Maximum angle of load to gram(0°<_0 s 90°)for any member in a 0= 90 degrees connection Ke= 1.258 Ko= 3.000 Single Shear I Double Shear Office- 631-560-0259 Fax 631-938-0784 www asengineerinciservices.com tIota Meer.ffi A.S. Engineering Services,P.C. $4 psi Lona Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASE6 Port Jefferson, New New York, New York Project Name Project Address 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Calc.by Date Chk'd by Date Sheet no./rev AS 1/11/2017 18 of 26 Mode Main Member 6 Zi= 4101.79 Ibs 410179 Ibs Bearing ,Reduction 5.03 Term Mode i Im Zi= 815.14 Ibs 815.14 - Ibs Mode Side Member 6 Z1= 534375 Ibs 10687.50 Ibs Bearing ,Reduction 5.03 Term Mod III I: Z,= �'1061.95 -Ibs 2123.91- Ibs ' L ,Side and Main Mode Member Bearing II Zir- 1754.39 Ibs A= 0.0002 B= 1.688 C= 3577.32 Reduction 3.52 Term Mode I II Zn= 498.07 Ibs Mode Main Member Bearing and Dowel Zm= 1750 45 Ibs Ide Yielding in the Side Member A= 0.0002 Office 631-560-0259 Fax: 631-938-0784 www.asengineeringservices corn cl S'0%MEET„ A.S. Engineei fff Long Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 AES Port Jefferson, New New York, New York Project Name Project Address 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Calc by Date Chk'd by Date Sheet no/rev. AS 1/11/2017 19 of 26 B= 1.500 C= 3293.45 Reduction 3.52 Term i Mode _ Zw.___,_—_ 496.95 _. . Ib_s - --- ---- __-- ---- -- _ - - . Side Member Bearing Mode and Dowel Yielding in III, Z,,,= 1145.91 Ibs 229181 Ibs the Main Member A= 0.0004 B= 0188 C= -718.09 Reduction 3.52 Term Mode ' III, Zai- 325.32'_, -Ibs 650.64- ' Ibs' Dowel Yielding in the Mode Side and Main IV Ziv= 1040.89 Ibs 208177 Ibs Member A= 0.0004 B= 0.000 C= -434.22 Reduction 377 Term Office 631-560-0259 Fax. 631-938-0784 www.asengineeringservices.com O,pttiON MCFTu n9 Lonq Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASe S Port Jefferson, New New York, New York Project Name Project Address 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Calc.by Date Chk'd by Date Sheet no/rev. AS 1/11/2017 20 of 26 Mode iv _.`_..-_,—;�--_`-'__�__.t,-_;___ -, ' • - - .� Iv Z,v= 275.80 Ibs 551_.61 Ibs Cd= 1.15 Load Duration C,= 1 000 Penetration Factor Sinsle Lateral Allowable(Z'J= 317.2 Ibs Double Lateral Allowable(Z'd)= 634.4 Ibs 2 BOLTS FOR 3"BAR,THEREFORE TOTAL CAPACITY CONNECTION=634LBS/BAR>ACTUAL REACTION Office 631-560-0259 Fax. 631-938-0784 www.asengineenngservices corn .0-1j0ra nseFr$n 44 Long Island New York u 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASE S Port Jefferson, New New York, New York Project Name Project Address 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Calc by Date Chk'd by Date Sheet no/rev. AS 1/11/2017 21 of 26 WOOD LEDGER TO EXISTING WOOD FRAMING CONNECTION 3/8" Lag Screw into Douglas Fir-Larch w/0 in. of Gap Space. Wood Screw Type= Lag Screw Wood Screw Length 600 in Wood Screw 3.00 1 in Embedment= 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 Ds= 0.265 in Dowel Diameter at max stress in side member Fb= 70,000 psi Dowel bending strength Wood Screw Withdrawal Calculations Substrate: Mixed Maple-Southern Pine Tabulated withdrawal design value W= 351 Ibs Penetration Factor, C,= 3.50 in (based on 1/2 screw length+.5) Duration Factor: CD Withdrawal Allowable(W')= 1965.0 Ibs Wood Screw Lateral Calculations Office: 631-560-0259 Fax 631-938-0784 www.asen-gineerin-gservices.com SLON fl9CETti `9gc�iR A.S. i�p -�� ��a � ,P.C. Long Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ,A,S E S Port Jefferson, New New York, New York Project Name Project Address 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Calc.by Date Chk'd by Date Sheet no/rev. AS 1/11/2017 22 of 26 Substrate(Main Douglas Fir-Larch Member): Frame(Side Douglas Fir-Larch Member): Cantilever Distance* in Frame hollow space+shim g• 0 in Gap between members(if applicable cantilever/2) = 3.0-00 in Main member dowel bearing length = 3.000 in Side member dowel bearing length F—= 3,646 psi ,Main member dowel bearing strength 13 3,646 psi Side member dowel bearing strength qm= 1,367 Ibs/in Main member dowel bearing resistance=FemD q�= 1,367 Ibs/m Side member dowel bearing resistance=FesD Mm= 217.11 m-Ibs Main member dowel moment resistance=Fb(Dm3/6) Ms= 217.11 m-Ibs Side member dowel moment resistance=Fb(D,3/6) Maximum angle of load to grain(0°<_6<_90°)for any member in a 0= 90 degrees connection Ke= 1.258 KD= 3 000 Single Shear Double Shear Mode Main Member Im Zl= 410179 Ibs 4101.79 Ibs Bearing ,Reduction 5.03 Term Office- 631-560-0259 Fax. 631-938-0784 www asengineeringservices corn O��T10N fi0�fs a Long Island New York -` 112 Wilson Drive 630 Fifth Avenue, Suite 2000 A,SE B Port Jefferson, New New York, New York Project Name Project Address 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Calc by Date Chk'd by Date Sheet no/rev AS ill 1/2017 23 of 26 �;- - Mode Im Zi- 815.14 Ibs 815.14 Ibs s L - --- — - Mode Side Member k Z,= 410179 Ibs 8203.58 Ibs Bearing ,Reduction 5.03 Term Mode _ I: Zr- 815.14 Ibs 1630.28 Ibs Side and Main Mode Member Bearing II Zu= 169902 Ibs A= 0.0004 B= 3.000 C= 6152.68 Reduction 352 Term j Mode _ t 482.35--_ Ibs ' Mode Main Member Illm Znr 143870 Ibs Bearing and Dowel Yielding in the Side Member A= 0.0005 B= 1500 C= 3293.45 Reduction 352 Term Office. 631-560-0259 Fax: 631-938-0784 www asengineennaservices.com Q�P�10N MpEt$ 4410 - A.S. Enginbei 9 Lonq Island New York - � 112 Wilson Drive 630 Fifth Avenue, Suite 2000 A �S- Port Jefferson, New New York, New York Project Name Project Address 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Calc,by Date Chk'd by Date Sheet no/rev. AS 1/11/2017 24 of 26 . Mode I Illm Zm= .408.44 Ibs ' Side Member Mode Bearing and Dowel III, Zin= 1438.70 Ibs 287740 Ibs Yielding in the Main Member A= 0.0005 B= 1.500 C= 3293.45 Reduction 352 Term Mode III, Zni= 408844 Ibs 816.89'-- Ibs Dowel Yielding in the Mode Side and Main IV Z,v= 770.52 Ibs 154104 Ibs Member A= 00007 B= 0.000 C= -434.22 Reduction 3.77 Term Mode— IV' Ziv= 204.17 Ibs 408.33 Ibs - EllCd= Load Duration Cp= 1.000 Penetration Factor Office' 631-560-0259 Fax. 631-938-0784 www asengineeringservices.com aaKtiow r.SFct' Long Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 WAs E S Port Jefferson, New New York, New York Project Name ProlectAddress 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Calc by Date Chk'd by Date Sheet no./rev AS 1/11/2017 25 of 26 Sin¢le Lateral Allowable(Z'J= 234.8 Ibs Double Lateral Allowable(Z'd)= 469.6 Ibs 1 @16"O.C.AND 1 @6"O.C. =588PLF Office- 631-560-0259 Fax: 631-938-0784 www.asengineeringservices.com S%Oro Merre A.S. Engineering Ser Long Island New York f 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASE S Port Jefferson, New New York, New York Project Name Project Address 1245 GILLETE DRIVE Joyce Residence EAST MARION, NEW YORK 11939 Calc.by Date Chk'd by Date Sheet no/rev AS 1/11/2017 26 of 26 CONNECTION SUMMARY 230 SUN&STARS STRAIGHT EAVE MAX ALLOWABLE BACK UP ACTUAL FORCE CONNECTION FORCE(LBS) CALC PAGE GOOD(YIN) TENSION SHEAR (LBS) RAFTER TO RIDGE CLIP-3"BAR N/A 1964 21 370 RAFTER TO RIDGE CLIP-5"BAR N/A 2946 21 370 RIDGE CLIP TO EXISTING-3"BAR 1379 2397 22 370 RIDGE CLIP TO EXISTING-5"BAR 1379 3596 22 370 RAFTER TO EAVE CLIP-3"BAR N/A 1623 20 238 RAFTER TO EAVE CLIP-5"BAR N/A 2164 20 238 EAVE CLIP TO EAVE-3"BAR 832 1623 18 238 EAVE CLIP TO EAVE-5"BAR 1110 2164 18 238 EAVE TO COLUMN-LITE H 1110 N/A 15 477 EAVE TO COLUMN-UTILITY H 1110 N/A 16 477 SILL TO COLUMN-LITE H 1300 N/A 12 477 SILL TO COLUMN-UTILILTY H 1300 N/A 13 477 SILL TO FOUNDATION 1478 1786 10 477 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.asengineeringservices.com BUILD the BEST FOUR SEASONS SU N R O O M SMade in N. America for Over 30 Years 230 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)218-9076 North A-ZricasPrOWUl JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 1 OF: 22 CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal_ DATE: 10/16/2003 Outdoor Living—ludoorsV, >N YLTRAFRAM■ PLC C=UPANYIZ�&O*� 90 DEGREE CORNER COLUMN WITH WINDOW JAMBS(7C9-7NF4) ALLOY:6063-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 83.000 Cy= 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 a= 10-0.071(b/t) = 6749 psi Radius of Gyration, ry(in): 1.278 SPEC 3.4.14 Moment of Inertia, Strong Axis(in4):: 3.072 = 9500 = 9500 psi Moment of Inertia,Weak Axis(in4): 3.066 SPEC 3.4.16 Centroid to Outer Fiber Comp.Side,1((in): 1.958 Cr= 11.8-0.083(b/t) = 7999 psi Torsional Constant,J(in4): 3.672 SPEC 3.4.18 1 a= 12500 = 12500 psi ; 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 Ldry= 64.93 MAXIMUM ALLOWABLE STRESSES LbIX/(0.5*Y*(ly*J)^0.5)= 77.39 TENSION = 9500 psi N COMPRESSION: = 6498 psi o ? BENDING: = 7999 psi SHEAR= 5145 psi in 0 o7e n m N m m ALL BARS OKAY BY INSPECTION 1.984— 1 590 3.574 N l9 O O �9 Ln 0.078 m un co m I .984 1 .590 i 3.574 ---------------- REGIONS ---------------- Area: 1,8762 Perimeter: 54.6695 Bounding box: X: -1,9836 -- 2,2152 Y: -1.9884 2.2111 Centroid: X: 0,0000 Y: 0,0000 Moments of inertia: X: 3.0723 Y: 3.0661 Product of inertia: XY: -0,6028 Radii of gyration: X: 1.2797 Y: 1.2783 Principal moments and X-Y directions about centroid: I: 2,4664 along E0,7053 -0,70891 J: 3.6720 along E0,7089 0.70531 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6063-T5, 6005-T5 a 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.078, 0.062 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH , 3 TITLE SECTION PROPERTIES DIE NO. 8562, 4582C 4 90 DEGREE CORNER PART N0. 7C9, 7NFJ 5 DO NOT SCALE DRAWINGS SCALE y DRAWN BY UD DWG. 6 TOLERANCES + N - N APPROVED .. DATE 08-08-03 7C9-7NFJ JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN i r SHEET NO: 2 OF: 22 all U s, CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living...indoors 4'7;,,,,�. Akm ULTRA/AAPI1 PLC LITE H COLUMNS WITH WINDOW JAMBS(71111NFJ) ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 83.000 a= 19000 psi Radius of Gyration, r(in): 0.726 SPEC 3.4.2 2 EDGE Width of Section, b(in): 1.134 6= 19000 psi Corresponding Thickness,t(in): 0.050 SPEC 3.4.7 SHEAR Height of Section, h (in): 3.004 6= 51000/(k*Ur)12 = 3902 psi Corresponding Thickness,t(in): ; 0.050 SPEC 3.4.9 Unbraced Length, Lb(in): 83.000 6= 23.1-0.25(b/t) = 17430 psi Radius of Gyration, ry(in): 0.726 SPEC 3.4.16 Moment of Inertia,Strong Axis(in4): 1.089 a= 27.3-0.29(b/t) = 20723 psi Moment of Inertia,Weak Axis (in4): 0.601 SPEC 3.4.18 Centroid to Outer Fiber Comp. Side,Y(in): 1.596 a= 28000 = 28000 psi Torsional Constant,J (in4): 1.089 SPEC 3.4.20 a= 15.6-.099(h/t) = 9652 psi MEMBER CONSTANTS KUr= 114.33 2 EDGE bit= 22.68 SHEAR h/t= 60.08 . _ Lb/ry= 114.33 Lblx/(0:5*1(*(ly*J)^0.5)= 57.37 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi 0.050 — COMPRESSION: = 3902 psi BENDING: = 19000 psi 0.0E2 SHEAR= 9652 psi = �r 0 o m o ALL BARS OKAY BY INSPECTION 1 1 J 0.88 I 0.944 1.825 0.050 0.OG2 m Ln S-1 pp d- O O m O 0.881 0.944 I .825 ---------------- REGIONS ---------------- s a Area; 1.1393 Perimeter; 40,4717 Bounding box; X. -1,5203 -- 1.5548 ` Y; -1,4198 -- 1,6002 Centroidl X: 0.0000 Y; 0,0000 Moments of inertia; X: 1,0886 Y; 0,6005 Product of inertia: XY: -0.0021 Radii of gyration; X: 0,9775 Y: 0.7260 Principal moments and X-Y directions about centroid: 1: 0,6005 along 10,0044 -1,00001 J; 1,0886 along [1,0000 0.00441 ALLOY NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6105-T5, 6005-T5 Q 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.050, 0.062 1 HOLBROOK, NEW YORK 11741 WALL 2 1!0 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 53288, 4582 4 LITE H COLUMNS PART N0. 7*111,7NFJ 5 DO NOT SCALE DRAWINGS SCALE 1 11=1 11 DRAWN BY LJD DWG. s 1 ITOLERANCES + N - N APPROVED DATE 08-08-03 7111 U-7NFJ North Aw&L,.als rr wUrs�mo Ma"{at'Am• JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN ORION SHEET NO: 3 OF: 22 CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living.-Indoors'?)'" 14 utriwri^w■ PL. COUP-Itt ELECTRIC H COLUMN WITH WINDOW JAMBS(7145 7NFJ1 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*L/r)A2 = 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,1(, 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 Lblx/(0.5*Y*(ly*J)^0.5)= 47.95 MAXIMUM ALLOWABLE STRESSES 0.062 0.066 m TENSION= 19000 psi Q COMPRESSION: = 4687 psi ° BENDING: = 15813 psi t G p SHEAR= 10962 psi L 2.056 2.058- ALL BARS OKAY BY INSPECTION 4 114 0.062 0.066 � m t` Ln 0 cri m N 2.056 2.058 4. 1 14 ---------------- REGI❑NS ---------------- Area; 1.6297 Perimeter; 50.9679 Bounding box: X: -2,6815 -- 2.6828 Y; -1.2666 -- 1,7956 Centroicl: X; 0.0000 Y. 0.0000 Moments of inertia; X; 1.7468 Yl 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: Il 1,7468 along E1,0000 0.00071 J; 4,3809 along E-0,0007 1.00001 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005-T5, 6005-T5 O A 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.066, 0.062 HOLBROOK, NEW YORK 11741 WALL 2 . DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 5339C, 4582 4 ELECTRIC H COLUMN PART NO. 7*145, 7NFJ 5 DO NOT SCALE DRAWINGS SCALE'j,._j DRAWN BY LJD DWG. s s TOLERANCES + N - N APPROVED DATE 08-08-03 7145-7NFJ Nc+H JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 4 OF: 22 CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED,BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living...Indoors`l)"� 3 Sx VLT itAFRA M PLC..•..OPAxi� 76ALDJUSTABLE EAVE(7EB 7911133) OY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 48.000 6= 19000 psi Radius of Gyration, r(in): 1.093 SPEC 3.4.2 1 EDGE Width of Section,b(in): 0.584 a= 19000 psi Corresponding Thickness,t(in): 0.070 SPEC 3.4.7 2 EDGE Width of Section,b(in): 1.348 Cr= 20.2-0.126(kUr) = 14667 psi Corresponding Thickness,t(in): 0.060 SPEC 3.4.8 SHEAR Height of Section, h(in): 3.109 6= 23.1-0.79(b/t) = 16509 psi Corresponding Thickness,t(in): 0.060 SPEC 3.4.9 Unbraced Length, Lb(in): 48.000 Cr= 23.1-0.25(b/t) = 17483 psi Radius of Gyration, ry(in): 1.177 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4): 2.291 6= 21000 = 21000 psi Moment of Inertia,Weak Axis(in4): 1.974 SPEC 3.4.15 Centroid to Outer Fiber Comp. Side,Y(in): 1.632 ' 6= 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 6= 28000 = 28000 psi 1 EDGE b/t= 8.34 SPEC 3.4.20 2 EDGE b/t= 22.47 v= 15.6-.099(h/t) = 10470 psi SHEAR h/t= 51.82 Lb/ry= 40.78 Lj,/(0.5*Y*(ly*J)^0.5)= 49.00 4.375 MAXIMUM ALLOWABLE STRESSES 2382 - 1.993 TENSION = 19000 psi N o m COMPRESSION: = 14667 psi o `-° BENDING: = 19000 psi 006o g / m SHEAR= 10470 psi o Q o ff - U �z! ALL BARS OKAY BY INSPECTION 1559 1.592 3 151 4.375 2.382 1 .993 N o m o � 0 0.000 0 m U 1: 0 _ 0 1 .559 1 .592 ' 3. 151 ---------------- REGION 5 ---------------- Area: I .G 53 Perimeter: 50.G30 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: 2.291 Product of Inertia: XY: -0.277 Radii of gyration: X: 1 .093 Y: 1 . 177 Principal moments and X-Y dlrectlon5 about centrold: I: 1 .814 along [0.8G5 -0.5021 J: 2.45 1 along [0.502 0.8G51 ALLOY NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6*1k 6105-1k wr15 1 5005 VETERANS MEMORIAL HIGHWAY APIILCAL 0.070, 0.062 HOLBROOK, NEW YORK 11741 FINISH 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS ^' 3 TITLE SECTION PROPERTIES DIE NO.6258,6259,4582 4 ADJUSTABLE EAVE PART NO.7E8,7Ef,7133 5 DO NOT SCALEL DRAWINGS SCALE _� °� DRAWN BY WD DWG. 6 TOLERANCES N N APPROVED - DATE OS-08-03 7EB-7133 T NOrli7R.ucri.cA'S PVCYwtCr5K.+74tx MpnufAN^w2Y JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN i + , SHEET NO: 5 OF: 22 o CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 wail . CHECKED BY: Surya Lamsal DATE: 1 011 6/20 03 Outdoor Living...Indoors I)' 4N YLTAAFRApl■ PLC FL"15LB3E RAFTER BAR OY:6005-T5 INPUTS Allowable Stresses for Buildinq Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 230.000 a= 19000 psi Radius of Gyration, r(in): 0.850 SPEC 3.4.2 2 EDGE Width of Section, b(in): 3.485 a= 19000 psi Corresponding Thickness,t(in): 0.100 SPEC 3.4.7 SHEAR Height of Section, h (in): 3.685 a= 51000/(k*Ur)^2 = 696 psi Corresponding Thickness,t(in): 0.100 SPEC 3.4.9 Unbraced Length, Lb (in): 63.000 a= 490/(b/t) = 14060 psi Radius of Gyration, ry(in): 0.850 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4): 2.289 a= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 0.980 SPEC 3.4.18 Centroid to Outer Fiber Comp.Side,Y(in): 1.909 a= 28000 = 28000 psi Torsional Constant,J (in4): 2.289 SPEC 3.4.20 a= 15.6-.099(h/t) = 11952 psi MEMBER CONSTANTS KUr= 270.68 2 EDGE b/t= 34.85 SHEAR h/t= 36.85 Lb/ry= 74.14 MAXIMUM ALLOWABLE STRESSES Lblx/(0.5*(*(ly*J)"0.5)= 28.24 TENSION = 19000 psi 1.0001 COMPRESSION: = 696 psi 0.9999 BENDING:= 19000 psi SHEAR= 11952 psi Ln 0.1000 t- 0 CO CO m ALL BARS OKAY BY INSPECTION a 0 m 1.3119 1 .0001 0.9999 n JF7 Ln 0. 1000 O Ln lD m O 1 .31 19 i ---------------- 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 11,0000 0,00021 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005—T5 U 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. 4 3-1/2" LITE BAR PART NO. 5 DO NOT SCALE DRAWINGS SCALE 1 =1 DRAWN BY wD DWG. 6 ITOLERANCES + N - N APPROVED N DATE 09-18-03 5LB3 No.ct,are.s asme.so,tir u. {au JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN AlA , , SHEET NO: 6 OF: 22 0 0 CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living...indoorsAl)'j' FHAVY RAFTER BAR OY:6005-T5 INPUTS le Stresses for Bulldina Effective Length Factor, k: 1.000 C 3.4.1 Length, L(in): 230.000 6= 19000 psi Radius of Gyration, r(in): 0.751 C 3.4.2 2 EDGE Width of Section, b(in): 2.935 6= 19000 psi Corresponding Thickness,t(in): 0.125 SPEC 3.4.7 SHEAR Height of Section, h (in): 3.684 a= 51000/(k*Ur)^2 = 544 psi Corresponding Thickness,t(in): 0.125 SPEC 3.4.9 Unbraced Length, Lb (in): 63.000 6= 23.1-0.25(b/t) = 17230 psi Radius of Gyration, ry(in): w• 0.751 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4): s; 4.550 6= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 1.328 SPEC 3.4.16 Centroid to Outer Fiber Comp. Side,Y(in): 1.902 a= 27.3-0.29(b/t) = 20491 psi Torsional Constant, J (in4): 4.550 SPEC 3.4.18 ! a= 28000 = 28000 psi s SPEC 3.4.20 MEMBER CONSTANTS 6= 11000 = 11000 psi KUr= 306.26 2 EDGE b/t= 23.48 SHEAR h/t= 29.47 Lb/ry= 83.89 LbIX/(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 0 1 250 SHEAR= 11000 psi m ro ai v ro ALL BARS OKAY BY INSPECTION 0.9998 1 3)18 2.0000 N N O 0. 1 250 Ln m Cq �r t` 0.9998 I .31 18 ---------------- REGIONS ---------------- Area: 2.354 sq in Perimeter: 26.845 in Bounding box: X: —1 .312 -- 1 .312 in Y: —1 .781 -- 1 .904 in Centroid: X: 0.000 in Y: 0.000 in Moments of inertia: X: 4.550 sq in sq in Y: 1 .328 sq in sq in Product of inertia: XY: 0.000 sq in sq in Radii of gyration: X: 1 .390 in Y: 0.751 in Principal moments (sq in sq in) and X—Y directions about centroid: I: 1 .328 along [0.000 —1 .000] J: 4.550 along [1 .000 0.000] LLOY NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. T MPER 6005-T5 U 1 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 125 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH - 3 TITLE SECTION PROPERTIES DIE NO. 4 3-1 /2 1] HEAVY BAR PART NO. 5HB3 5 DO NOT SCALE DRAWINGS SCALE 1 11=1 11 DRAWN BY LD DWG. 16 1 TOLERANCES + N - - APPROVED DATE 09-18-03 1 51-1133 NC+f�I R'+E✓�GIS PnvueY SuWypiN.MantafgaSxrtr JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 7 OF: 22 �s° * CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living...lndoors i)'j!Am U&TRArRARN PLC ,,,� 7ALLL5LB5E RAFTER BAR OY:6005-T5 INPUTS Allowable Stresses for BUildlnll Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 230.000 a= 19000 psi Radius of Gyration,r(in): 0.868 SPEC 3.4.2 2 EDGE Width of Section,b(in): 2.151 a= 19000 psi Corresponding Thickness,It(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): i, 4.729 a= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 1.219 SPEC`3.4.16 Centroid to Outer Fiber Comp. Side, *?(in): 2.659 a= 21000 = 21000 psi Torsional Constant, J (in4): 4.729 SPEC 3.4.18 MEMBER CONSTANTS j 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 Lbl,1(0.5*"(*(ly*J)"0.5)= 12.22 1.0000 1.0000 — MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi COMPRESSION: = 726 psi o l000 m0 BENDING:= 19000 psi N SHEAR= 10650 psi 0 N CD ALL BARS OKAY BY INSPECTION N 1.3120 I .0000 ---I 1 .0000 0 0.1000 m N O O O O O N i i 1.3120 ---------------- REGIONS ---------------- Areal 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 Radll 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 C-1.0000 0.00001 ALLOY 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. 51-85 5 DO NOT SCALE DRAWINGS SCALE3/4»=1" DRAWN BY WD DWG. 6 TOLERANCES + N - N APPROVED DATE 09-18-03 51-135 xcrthAn.ciea'fiPrcnwy5unrddxMRw.cfGduKr JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN s i , SHEET NO: 8 OF: 22 R � 63113 M. CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 ` CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor LBving...lndoorsl)', ^. VLvXAr RAM■ ,LC, 7§CB5AVY RAFTER BAR OY:6005-T5 INPUTS Allowable Stresses for Bullding 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 a= 21000 = 21000 psi Torsional Constant,J (in4): 8.900 SPEC 3.4.18 a= 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 0 1250 N BENDING: = 19000 psi N SHEAR= 11640 psi 0 8 N O Q ALL BARS OKAY BY INSPECTION " 1.3121 1 3119 2 G240 0.1250 N Ln Lq N O O O O Ln N 1 .3 12 1 1 .3119 2.G240 ---------------- REGIONS ---------------- Areas 2,650 sq In Perimeter, 32.658 in Bounding box, X+ -1.312 -- 1.312 in Ys -2.442 -- 2,558 in Centroid, Xs 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 Inertia: XY, 0.000 sq In sq in Radii of gyration, Xi 1.833 In Y, 0.792 in Principal moments (sq in sq In) and X-Y directions about centroid, Is 1,664 along 10.000 1.0001 J: 8,900 along C-1.000 0,0001 Section Modulus, Sx Tops 3.48 In-3 Sx Bot, 3.65 In-3 Sy Lefts 1.27 In-3 Sy Rights 1.27 In-3 ALLO NO. REVISION BY a FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 600s—Ts 1 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 SCALES DRAWINGS SCALE3/4"=1n DRAWN BY UD DWG. 6 TOLERANCES r N — N APPROVED DATE 08-12-03 5CB5 .68 .414' 2.609' ,12 ' 5' 4.016' 2.392' ,304' .438' 1.203' -1,412' 2,615' 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, Xj 0.000 In Y1 0.000 in Moments of Inertia, 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, 11 2,146 along C0.003 1.0001 J 13,473 along C-1,000 0.0031 No, REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. ALL 6005-T5, 6061-T6 1 1!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 SYSTEM 5 CURVED BAR WITH CHANNEL INSERT PART NO. 5CB5 5 DO NOT SCALE DRAWINGS SCALE 3/4"=1"I DRAWN BY RPL DWG, 6 TOLERANCES + N - N APPROVED DATE 04-08-98 505-CHAN No.tfi..«e+Kaspra.�c sir uYK{uot. JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 9 OF: 22 z CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 1 413424 ' CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living...lndoorsl)'i AN YLTRAPRAMN PLC C 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`L/r)^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"(Iy`J)^0.5)= `12.33 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi COMPRESSION: = 561 psi n BENDING:= 19000 psi SHEAR= 9611 psi n 0 1 0003 0 9397 2OWI m u� tyf t` cn ---------------- REGIONS ---------------- Area: 3.858 sq in Perimeter: 48.056 in un Bounding box: X: —1.312 -- 1.312 in N Y: —3.803 -- 3.760 int„ U Centroid: X. 0.000 In Lq Y: 0.000 In I� Moments of Inertia: X: 22.018 sq in sq In ! Y: 2.245 sq in sq in j 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: I: 2.245 along [0.000 1.000] I J: 22.018 along [-1.000 0:0001 O ' m 0 �i 1 .0003 0.9997 2.0000 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005-T5, 6005-T5 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 5" HEAVY BAR WITH RAFTER STIFFENER PART N0.5CB5, 4RSB 5 DO NOT SCALE DRAWINGS SCALE 3/4"=l" DRAWN BY LJD DING. s TOLERANCES } N — APPROVED DATE 08-12-03 5CB5;4RSB NOhlAN1Yi6A5 YIY.rsl1.5[.vwx MGwtfGdls.YY JOB: 230 SUN AND STARS:STRAIGHT SAVE DESIGN SHEET NO: 10 OF: 22 4 CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor LivTng...1ud9ers1) AN YLTUAPRAM■ PLC/ I-AN y„ SILL(7CS)TO FOUNDATION FASTENERS: 2 0.500 "X 3.000 " LAG BOLTS DETAIL ON AND 16"O.C. Equation Inputs. ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ft„t)/n„ T1:Thickness of Piece 1 (in): .055 _( .500 )( .055 )( 38 )2/2.34= 893.2# Fastener Type: LAG BOLTS Paz =Ns'Pns,n,n Thread Type: SPACED THREADS _( 2 )( 893.2 )= 1786.3 # Crown(C)or Valley(V)Fastening: C D2:Diameter of Head/Washer(in): 1.5 D1:Nominal Diameter of Fastener(in): 0.500 L:Length of Fasteners(in): 3.000 ALLOWABLE CONNECTION TENSION Ns:Number of Screws: 2 Pnov =(D2-D1)(T1)(Fm1)(C)/ns =( 1.5 - 0.5 )( .055 )( 38 )( 1 )/3= 696.7# Pet =Ns'Pnmin Aluminum Alloy Structural Values _( 2 )( 696.7 ) = 1393.3# Ft.,:Ultimate Tension of Piece 1 (ksi): 38 , Ftyt:Yield Tension of Piece 1 (ksi): 35 WASHER OF 1.5" 16"O.C.WILL CONTIBUTE A MAXIMUM OF 85#BASED ON A 0.1"DEFLECTION OF SILL. MAXIMUM ALLOWABLE LOADS SHEAR: 1786.3# TENSION 1478.3# NOTE: THESE CALCULATIONS PERTAIN TO THE CONNECTIONS UP TO,BUT NOT INCLUDING, THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION. THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION MUST BE ANALYZED ACCORDING TO CONDITIONS SPECIFIC TO EACH JOB BY OTHERS. UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(LJD) calculations Conform to(AA)ADM2000 OUT5IDE IN51DE OF OF ROOM ROOM EXTR'D ALUMINUM CL05ED 51LL(A'7C5) FOUNDATION (BY OTHER5) MINIMUM OF(2) 1/2 FA5TENER w/I 1/2u WASHER AT EACH COLUMN AND EVERY I G'O.C. ACTUAL DE51GN OF THESE CONNECTION5 MUST BE DETERMINED BY OTHERS. I i SIDE VIEW T V DRAWNBY:JP DESCRIPTION.SILL TO FOUNDATION DWG.#:O6 QATE:10/20103 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O #: NaN1 Am-6,M's PAew.er5url MAw PladaKV JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 11 OF: 22 a CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 } o 0• O • CHECKED BY: Surya Lamsal DATE. 1 011 6/20 03 Outdoor Living—Judoorsj)' SILL TO CORNER COLUMN FASTENERS: 8 0.164 "X 0.500 " TEK SCREWS DETAIL ON Equation Inputs. ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Fw1)/n„ T1:Thickness of Piece 1 (in): .055 _( .164 )( .055 )( 38 )2/2.34= 293.0# A2:Alloy of Piece 2: 6063-T5 Pns =2(D1)(T2)(Fhi2)/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(Ftu2)for T2<=T9 Thread Type: SPACED THREADS _(( .062 )( .062 )( .052 )( 0.164 ))E0.5*4.2( 22000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsmn D2:Diameter of Head/Washer(in): .322 _( 8 )( 191.2 )= 1529.5 # D1:Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(F1i1)(C)/n6 tc,Thread Engagement Depth: 0.062 _( .322 - 0.164 )( .055 )( 38 )( 1 )/3= 110.1 # Ns:Number of Screws: S Pnot = (Ks)(D1)(tc)(Fty2yns = 54.8# Pat =Ns*Pnmin _( 8 )( 54.8 ) = 438.2# Aluminum Alloy Structural Values Fti1:Ultimate Tension of Piece 1 (ksi): 38 Fty1:Yield Tension of Piece 1 (ksi): 35 F1u2:Ultimate Tension of Piece 2(ksi): 22 Fty2:Yield Bearing of Piece 2(ksi): 16 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1529.5# Coeffiecient,Ks= 1.01 TENSION 438.2# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT REVISION DATE 10-01-2003 IUD) Calculations Conform to(AA)ADM2000 CONT. EXTR'D ALUMINUM CL05ED 51LL(A'7C5)BELOW EXTR'D ALUMINUM WINDOW JAMB(AT 131 U) #8 x 112"TEK SCREW(1-17'150) EIGHT AT EACH CORNER EXTR'D ALUMINUM CORNER COLUMN (A'7C9) , PLAN VIEW TN T/V DRAWN BY:JP DESCRIPT,ON.SILL TO CORNER COLUMN DWG.#:09 DATE:10l20/oa FOUR SEASONS SOLAR PRODUCTS, LLC. REV DATE: EC.O.#: Merth JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN ' SHEET NO: 12 OF: 22 CALCULATED BY: Lawrence Duffy DATE: 1011612003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living-Joidoorsil'` SILL TO LITE H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON Equation In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(F1i1)/n„ T1:Thickness of Piece 1 (in): .055 =( .164 )( .055 )( 38 )2/2.34= 293.0# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Fti2)/n„ T2:Thickness of Piece 2(in): .06 =( .164 )( .05 }( 38 )2/2.34= 266.3# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5`4.2(FO 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 Head/Washer(in): .322 _( 6 )( 266.3 )= 1597.9 # D1:Nominal Diameter of Fastener-(in): 0.164 L:Length of Fasteners(in): 0.500 #8 FASTENER MAXIMUM SHEAR IS 216.5# Asn:Thread Stripping Area of Internal Thread(Per.inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 I P., =(D2-D1)(T1)(Ft„1)(C)/N tc,Thread Engagement Depth: 0.05 _( .322 - 0.164 )( .055 )( 38 )( 1 )/3= 110.1 # Ns:Number of Screws: 6 Pn"t = (Ks)(D1)(tc)(Fty2)/ns 96.6# Pat =Ns'Prl,un _( 6 )( 96.6 ) = 579.7# Aluminum Alloy Structural Values Fhi1: Ultimate Tension of Piece 1 (ksi): 38 Fry1:Yield Tension of Piece 1 (ksi): 35 F1u2: 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 579.7# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(LJD) Calculations Conform to(AA)ADM2000 CONT. EXTR'D ALUMINUM CL05ED SILL(A'7C5) BELOW #8 x 1/2°TEK SCREW(H7'150) 51X AT EACH COLUMN EXTR'D ALUMINUM WINDOW JAMB(A7'131 U) EXTR'D ALUMINUM j i H-CHANNEL(AT I I I) PLAN VIEW T V DRAWNBY:JP FESCRIPIOWSILL TO LITE H COLUMN DWG.#:07 DATE:aO/20l03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.# .im.t+arH�.�aswewtcrswuwr+ow.{aar.rcr JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN ' SHEET NO: 13 OF: 22 CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 - CHECKED BY: 5urya Lamsal DATE: 10/16/2003 Outdoor Living...Indoors'I)' SILL TO ELECTRIC H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEKSCREWS DETAIL ON Equation In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Fti1yn„ T1:Thickness of Piece 1 (in): .055 =( .164 )( .055 )( 38 )2/2.34= 293.0# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ft„0/n„ T2:Thickness of Piece 2(in): .066 _( .164 )( .066 )( 38 )212.34= 351.5# Fastener Type: TEK SCREWS Pns =((T2)(f2)(T2)(D1))E0.5*4.2(F 2)for T2<=T1 Thread Type: SPACED THREADS =(( .066 )( .066 )( .066 )( 0.164 ))E0.5*4.2( 38000 )=N/A Crown(C)or Valley M Fastening: C Pas =Ns*Pnsrin D2:Diameter of HeadMasher(in): .322 _( 6 )( 293.0 )= 1757.7 # D1:Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners(in): 0.500 #8 FASTENER MAXIMUM SHEAR IS 216.5# Asn:Thread Stripping Area of Internal Thread(Per.lnch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ftu1)(CYns tc,Thread Engagement Depth: 0.066 _( .322 - 0.164 )( .055 )( 38 )( 1 )/3= 110.1 # Ns:Number of Screws: 6 Pnut = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2(n)yns ! 137.7# Pat =Ns*Pr6n _( 6 )( 110.1 ) = 660.4# Aluminum Alloy Structural Values Ft„1:Ultimate Tension of Piece 1 (ksi): 38 Ftj1:Yield Tension of Piece 1 (ksi): 35 FIu2: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 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(UD) Calculations Conform to(AA)ADM2000 #8 x 1/2°TEK SCREW(H7`150) 51X AT EACH COLUMN EXTR'D ALUMINUM ELECTRIC H-CHANNEL(AT 145) EXTR'D ALUMINUM WINDOW JAMB(AT 131 U) PLAN VIEW CONT. EXTR'D ALUMINUM CL05ED 51LL(A'7C5) BELOW i T V DRAWNBY:JP DESCRIPTION-SILL TO ELECTRIC H COLUMN DWG #:08 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C,0.#: Nwth Amr&Q*S?IVAIWZ trm+x MQwf0hutr JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 14 OF: 22 CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 ° CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living...indoors'�p— AN e...,..... ...r k.a EAVE TO CORNER COLUMN FASTENERS: 8 0.164 "X 0.500 " TEK SCREWS DETAIL ON E uation Inputs- ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Ftu1)/nu 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)(F12)1n„ T2:Thickness of Piece 2(in): .062 _( .164 X .062 )( 22 )2/2.34= 191.2# Fastener Type: TEK SCREWS P. =((T2)(T2)(T2)(D1))E0.5`4.2(Ft 2)for T2<=T9 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 Head/Washer(in): .322 _( 8 )( 185.0 )= 1480.2 # D1:Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ftu1)(C)/ns tc,Thread Engagement Depth: 0.062 _( .322 - 0.164 )( .06 )( 22 )( 1 )/3= 69.5# Ns:Number of Screws: 8 Pnot = (Ks)(D1)(tc)(Fty2)/ns 54.8# Pat =Ns'Pnmin _( 8 )( 54.8 ) = 438.2# Aluminum Alloy Structural Values Ftut:Ultimate Tension of Piece 1 (ksl): 22 Fty1:Yield Tension of Piece 1 (ksi): 16 F1i2: Ultimate Tension of Piece 2(ksi): 22 Fty2:Yield Bearing of Piece 2(ksi): 16 MAXIMUM ALLOWABLE LOADS Coeffiecients: 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 1 D-01-2003(UD) Calculations Conform to(AA)ADM2000 EXTR'D ALUMINUM ADJU5TABLE SAVE (A'7EB/A'7ETB) EXTR'D ALUMINUM WINDOW JAMB(A7'131 U) #8 x 1/2"TEK SCREW(H7'150) EIGHT AT EACH CORNER EXTR'D ALUMINUM CORNER COLUMN(A'7C9) G i i i PLAN VIEW T/V TN DRAWNBY:JP DESCRIPnON:EAVE TO CORNER COLUMN DWG.#:12 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: M.5.ARVJ.W.A[w4r 54M1YEaNt MQ—fU tWtr JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 15 OF: 22 -` CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 r CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living...lndoors i)'i EAVE TO LITE H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON E uation In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Fti1)/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)(F1ii ynn T2:Thickness of Piece 2(in): .05 =( .164 )( .05 )( 38 )2/2.34= 266.3# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5'4.2(Fti2)for 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 i Pnsijr, 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 Pnw =(D2-D1)(T1)(Ftj)(C)/ns tc.Thread Engagement Depth: 0.05 _( .322 - 0.164 )( .06 )( 22 )( 1 )/3= 69.5# Ns:Number of Screws: 6 Pnot = (Ks)(D1)(tc)(Fty2)/ns 96.6# Pat =Ns'Pn in _( 6 )( 69.5 ) = 417.1 # Aluminum Alloy Structural Values Fsi1:Ultimate Tension of Piece 1 (ksi): 22 Ft,,:Yield Tension of Piece 1 (ksi): 16 Fh12: Ultimate Tension of Piece 2(ksi): 38 Fes:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1110.2# Coeffiecient,Ks= 1.01 TENSION 417.1 # Coeffiecient 2In= 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(W D) Calculations Conform to(AA)ADM2000 C EXTR'D ALUMINUM ADJU5TA5LE SAVE (A`7EB/A'7ETB) #8 x 1/2"TEK SCREW(1-17'150) 51X AT EACh COLUMN EXTR'D ALUMINUM WINDOW JAMB(AT 131 U) EXTR'D ALUMINUM H-CHANNEL(A7'I 1 1) PLAN VIEW T v DRAWNBY•JP DESCRIPTIOWEAVE TO LITE H COLUMN DWG.#:1D DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.= #: .� A�e.tcasvz tc�s�.=o�ra .{aim• JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 16 OF: 22 • CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 - CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Livsng...indeors7N' AN YLTRAPRAM■ PLC r -AN EAVE TO ELECTRIC H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON E uation In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Ft„1)/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)(Ftu2)/n„ T2:Thickness of Piece 2(in): .066 =( .164 )( .066 )( 38 )2/2.34= 351.5# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(5„2)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*Pnsgr, 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 PnoT =(D2-D1)(T1)(Fti1)(C)/ns tc,Thread Engagement Depth: 0.066 i _( .322 - 0.164 )( .06 )( 22 )( 1 )/3= 69.5# Ns:Number of Screws: 6 Pnot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns 137.7# Pat =Ns*Pnhvn _( 6 )( 69.5 ) = 417.1 # Aluminum Alloy Structural Values Ft",:Ultimate Tension of Piece 1 (ksi): 22 Flat:Yield Tension of Piece 1 (ksi): 16 Fti2:Ultimate Tension of Piece 2(ksi): 38 Fty2: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(LJD) Calculations Conform to(AA)ADM2000 #8 x 1/2"TEK 5CKEW(H7'150) 51X AT EACH COLUMN 159R'D ALUMINUM ELECTRIC H-CHANNEL(AT 145) EXTR'D ALUMINUM WINDOW JAMB(A7'131 U) i PLAN VIEW EXTR'D ALUMINUM ADJU5TABLE SAVE (A'7EB/A'7ETB) T v DRAWN BY.JP DESCRIPTION-EAVE TO ELECTRIC H COLUMN DWG#:11 DATE:10f20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.G_0.#: Woft Awlric¢s TWIA:dr S"w'Lo MA—fS1-t-_r JOB: 230 SUN AND STARS.STRAIGHT EAVE DESIGN SHEET NO: 17 OF: 22 r"'r _ CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living. Indoor T" A% YLTurtaM■ PLC r — 1/8" EAVE CORNER SPLICE PLATE TO EAVE FASTENERS: 8 0.190 "X 0.500 " TEKSCREWS DETAIL ON E uation In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 5052-11-1132 Pns =2(D1)(T1)(F1i1)/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)(Ft„2)/n„ T2:Thickness of Piece 2(in): .062 =( .190 )( .062 )( 38 )2/2.34= 382.6# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fj„2)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*Pnsn,ln 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.Inch): 0.018 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Fta1)(C)/ns tc,Thread Engagement Depth: 0.062 ; _( .384 - 0.19 )( .125 )( 31 )( 1 )/3= 250.6# Ns:Number of Screws: 8 Pnot = (Ks)(D1)(tc)(Fty2yns = 138.8# Pot =Ns*Pn in _( 8 )( 138.8 ) = 1110.5# Aluminum Allov Structural Values Ftu1:Ultimate Tension of Piece 1 (ksi): 31 Ft,,,:Yield Tension of Piece 1 (ksi): 23 Ft12:Ultimate Tension of Piece 2(ksi): 38 Fty2:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 2164.0# Coeffiecient,Ks= 1.01 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)ADM200 NocnAn1K.9sPW der JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN ► , t SHEET NO: 18 OF: 22 � CALCULATED BY: Lawrence Duffy DATE: 10/1612003 ;� • • CHECKED BY: Surya Lamsal DATE: 10/16l2003 Outdoor Living...lndoors`i)'i 1/8"EAVE CLIP ANGLE TO EAVE* FASTENERS: 6 0.190 "X 1.250 " TEK SCREWS DETAIL ON E nation InDutsl ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6083-T5 Pns =2(D1)(T1)(Ftulynu 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)/nu T2:Thickness of Piece 2(in): .062 =( .190 )( .062 )( 38 )2/2.34= 382.6# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fti2)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*Pnsn,in 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 l ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 1 Pn. =(D2-D1)(T1)(Ffu1)(C)/n9 tc,Thread Engagement Depth: 0.062 i _( .384 - 0.19 )( .125 )( 22 )( 1 )/3= 177.8# Ns:Number of Screws: 6 Pnut = (Ks)(D1)(tc)(Fty2)/ns ! i = 138.8# ' Pat =Ns*Pr6in _( 6 )( 138.8 ) = 832.8# Aluminum Alloy Structural Values j Fii1:Ultimate Tension of Piece 1 (ksi): 22 Fty1:Yield Tension of Piece 1 (ksi): 16 MAXIMUM ALLOWABLE LOADS Ftu2:Ultimate Tension of Piece 2(ksi): 38 5LB315HB3* SHEAR: 1623.0# Ftyl:Yield Bearing of Piece 2(ksi): 35 TENSION 832.8# SLB515CBS SHEAR: 2164.0# TENSION 1110.5# oeffiecients: 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(UD) Calculations Conform to(AA)ADM2000 ----------------- SAVE CLIP EXTKD ALUMINUM I (CN 13004) SAVE TOP (A'7ET5) (2 PER RAFTER) 1 #10 x I 1/4"TEK 5CRE*-J( (H-2026) (3 PER CUP) } (6 TOTAL) i i I i T V DRAWNBY:JP DESCRIPnON:EAVE CLIP TO EAVE DWO.#SBSTRSS-03 DATE:10/20ro3 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: ------------------------------ - ----------------- ------ --------- ------------- --- i EXTRV ALUMINUM EAVE TOP (A'7ETB) EAVE CLIP I (CN 13004) --------(2 PER RAFTER) F #10 x 1 1/4"TEK SCREW (11'2026) (4 PER CLIP) (8 TOTAL) T V DRAWNBY.JP DESCRIPTIOMEAVE CLIP TO EAVE DWG.#.S&STRSS-W DATE•10120/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: MathAm&fr *ZVd-ersw..co�Ma�faO-Mr JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 19 OF: 22 1 , � e e CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living...Indoorsi)l A WL19A►■AM■ •LCr -IAN y 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-T5 Pns =2(D1)(T1)(F4i1)1nu T1:Thickness of Piece 1 (in): .062 =( .190 )( .062 )( 38 ' )2/2.34= 382.6# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ft„2)/nu T2:Thickness of Piece 2(in): .1 =( .190 )( .1 )( 38 )2/2.34= 617.1 # Fastener Type: TEK SCREWS P"s =((T2)(T2)(T2)(D1))E0.5*4.2(FIu2)for T2<=Tf Thread Type: SPACED THREADS =(( .1 )( .1 )( .1 )( 0.19 ))E0.5*4.2( 38000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsiilr 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 Internal Thread(Per-Inch): 0.018 Pn. =(D2-D1)(T1)(FW1)(Cyns n,Threads Per Inch: 32 _( .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(D1)(Ftu2)(tc-2/n)yns Ns:Number of Screws: 1 I 360.7# Pat =Ns*PRg. _( 1 )( 152.4 ) = 152.4# Aluminum Alloy Structural Values MAXIMUM ALLOWABLE LOADS Ftu1:Ultimate Tension of Piece 1 (ksi): 38 5LB3* Fhr1:Yield Tension of Piece 1 (ksi): 35 SHEAR: 270.5# F,u2:Ultimate Tension of Piece 2(ksi): 38 TENSION 152.4# Fm:Yield Bearing of Piece 2(ksi): 35 5LB5 SHEAR: 270.5# TENSION 152.4# 5HB3 Coeffiecients: SHEAR: 270.5# Coeffiecient,Ks= 1.2 TENSION 152.4# Coeffiecient 2/n= 0.0625 5CB5 Coeffiecient,4/n= 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(LJD) Calculations Conform to(AA)ADM2000 -------------------------- -------- ---------------------- #10 x 1 114"TEK SCREW (H'2026)(1)AT EACH _ -- RAFTER ______--------__ EXTRD ALUMINUM -_ ------- ---- 3"RAFTER BAR (A'51-63)(5HOWN) ----------_----- -- 3"HEAVY RAFTER BAR - ------------ --- (A'5 HB3) i EXTRD ALUMINUM EAVE TOP(A'7ETB) T V DRAWNBY:JP DESCRIPTION:RAFTER TO EAVE DWG.#.S&STRSS-01 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.# ------ #10 x I 1/4"TEK 5CREW - - - (H'2026) I AT EACH, -------------- -- RAFTER EXTRI)ALUMINUM 5"RAFTER BAR FS (A•51-135)(5HOWN)' ----------------- _ 5"HEAVY RAFTER BAR ----- --------- ------------- (A'5C55) { EXTR'D ALUMINUM EAVE TOP(A'7ETB) ------ OPTIONAL RAFTER STIFFENER Y U DRAWN BY:JP DESCRIPTION:RAFTER TO EAVE DWG.#.S&STRSS oa DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: I W.6,Arurioa's A C.,W uHrlD0V11,MQ-fa6li v JOB: 230 SUN AND STARS:STRAIGHT SAVE DESIGN a , SHEET NO: 20 OF: 22 e CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 ° CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living.-Awadoori I)' :•n "LTEArIAM■ PLC C ..r,y �;!IOW 1/8" EAVE 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: 6063-7`5 Pns =2(D1)(T1)(Fhi1yn„ 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)(Fw2)/no T2:Thickness of Piece 2(in): .1 _( .190 )( .1 )( 38 )2/2.34= 617.1 # Fastener Type: TEK SCREWS Pms =((T2)(T2)(T2)(D1))E0.5*4.2(Fui2)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,,, 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 Pnov =(D2-D1)(T1)(Ftj)(Cyns n,Threads Per Inch: 32 _( .384 - 0.19 )( .125 )( 22 )( 1 )/3= 177.8# tc,Thread Engagement Depth: 0.1 Pnot _ ((Ks)(D1)(Fty2)(4/n-tc)+3.26(Dl)(Ftu2)(tc-2/n)yns Ns:Number of Screws: 6 f 360.7# Pa, =Ns*Pnmm _( 6 )( 177.8 ) = 1067.0# Aluminum Alloy Structural Values MAXIMUM ALLOWABLE LOADS Fti1: Ultimate Tension of Piece 1 (ksi): 22 5LB3* Fry,:Yield Tension of Piece 1 (ksi): 16 SHEAR: 1623.0 # Flu2: Ultimate Tension of Piece 2(ksi): 38 TENSION 1067.0# Fty2:Yield Bearing of Piece 2(ksi): 35 51-135 8 SCREWS SHEAR: 2164.0# TENSION 1422.7# 5HB3 Coeffiecients: 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 I #10 x 1 1/4"TEK 56REW (H-2026)(3 PER CLIP) (6 TOTAL) EXTRI)ALUMINUM SAVE CLIP(CN 13004) -------------------------- --------------- ----- EXTR'D ALUMINUM ------- ------ 3"RAFTER BAR (A-51-133)(5HOWN) ----------------- -- 3"HEAVY RAFTER BAR 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.# i I #10 x 1 1/4"TEK 5CREW (H-202G)(4 PER CLIP) (8 TOTAL) EXT'D ALUMINUM -- --------------- ----------- EAVE CLIP(CN 13004) ----------------- ----------------- EXTRI)ALUMINUM 5"RAFTER BAR X (A-51-55)(5HOWN) ----------------- -------- 5"HEAVY RAFTER BAR I ------- ------ --------- - WKI35) I 1 s t I F OPTIONAL RAFTER `------ 5TIFFENER V V T SS— T 5 DATE:10/20/03 DRAWN BY:JP DESCRIPTION.EAVE CLIP TO RAFTER DWG.#:SBS R 0 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E1C.O.#: amW Am ricn'sA6wlLr5wvco.xMOwtfOCGra JOB: 230 SUN AND STARS'STRAIGHT EAVE DESIGN SHEET NO: 21 OF: 22 CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 < e e f CHECKED BY: Surya Lamsal DATE: '10/16/2003 Outdoor Living,Indoori.4" AN WLTRAFRAMS PLC� RIDGE CLIP TO RAFTER BAR'' (CONNECTS FROM SIDE) FASTENERS: 4 0.250 "X 1.250 " SELF-TAPPING SCREW DETAIL ON E uation In utw. ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Ffii1)/nu T1:Thickness of Piece 1 (in): .25 _( .250 )( .25 )( 22 )2/2.34= 1175.2# A2:Alloy of Piece 2: 6005-T5 Pns =2(D 1)(T2)(Fw2Yn" 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(FI2)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*Pnsl„in D2:Diameter of Head/Washer(in): .480 _( 4 )( 812.0 )= 3247.9 # D1:Nominal Diameter of Fastener(in): 0.250 1/4"FASTENER MAXIMUM SHEAR IS 491# L:Length of Fasteners(in): 1.250 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Per-Inch): 0.032 Pnov =(D2-D1)(T1)(Ftut)(C)/ns 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*Pnrnla _( 4 )( 350.0 ) = 1400.0# Aluminum Alloy Structural Values MAXIMUM ALLOWABLE LOADS Fw1: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# Fta:Yield Bearing of Piece 2(ksi): 35 5LB5 6 SCREWS SHEAR: 2946.0# TENSION 2100.0# 5H133 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 i REVISION DATE 10-01-2003(UD) CaiculatlOns Conform to(AA)ADM2000 ------------, I 1 ------------ J ------------------------------------ --- -_------ -'1- r 1 1/4"x 11/4"5ELFTHREADING (off SCREW(H'2060) i ; (TWO ON EACH 51DE af-"OfTER BAR) (4 TOTAL) RIDGE CUP I - (CN42IOQ ------------------------ - ------- i EXTRID ALUMINUM 3"RAFTER BAR (A'503)(5HOWN) 311 HEAVY RAFTER BAR (A'5HB3) i V V T DRAWNBY:JP DESCRiPnON:RIDGE CLIP TO RAFTER DWG.#SBSTRSS-07 D ATE:10/20/03 _ FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E!C.O.M I ------------, ; ------- --'---------_ I ti I � 1 I I 1 1/4"x 1 1/4"5ELF THREADING - - -- 5CREW(H'2080) ' O (3 ON EACH 51DE OF`RAFTER BAR) tt t 1 (G TOTAL) 1 , 1 1 RIDGE CLIP BAR 51-135 -(CN42'1 I L) O C - - --- BAR 5C55-(CN421 1)' EXTR'D ALUMINUM i________--- WITH SHIM PLATE 5"RAFTER BAR --------------- ----------------- (CN42 12) (A'51-85)(5HOWN) --------------------- I 5"HEAVY RAFTER BAR I (A`5CB5) I I I I OPTIONAL RAFTER ------------------------ STIFFENER U V T DRAWNBY:JP DESCRIPTION:RIDGE CLIP TO RAFTER DWG.#:SBSTRSS-09 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.# i .WtH JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN r 1 SHEET NO: 22 OF: 22 ' CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10116l2003 Outdoor Living...dndoorit)'it 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 P„s =2(D1)(T1)(Fw1)/n. T1:Thickness of Piece 1 (in): .25 _( .375 )( .25 )( 22 )2/2.34= 1762.8# Fastener Type: LAG BOLTS Pas =Ns*Pns,.,, 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 Pnov =(D2-D1)( 1)(Ftu1)(Cyns _( .563 - 0.375 )( .25 )( 22 )( 1 )/3= 344.7# Pat =Ns*Pnn,ln Aluminum Alloy Structural Values _( 2 )( 344.7 ) = 689.3# Ftu1: Ultimate Tension of Piece 1 (ksi): 22 FO: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. I UNC THREADS: Types C,D,F,G,T', I SPACED THREADS: Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(LJD) Calculations Conform'to(AA)ADM20GO I� 717 EXISTING ADEQUATE STRUCTURAL FRAMING ------------- I -------------J MINIMUM OF(2)3/8"FASTENERS AT EACH RAFTER BAR ----- ------------------------------ _________________ ACTUAL DE51GN OF THESE CONNECTIONS - MUST BE DETERMINED BY OTHERS �1 1 tt J I ti I 1 no - I I RIDGE CLIP ---- (CN42 I OL) V T DRAWN BY:JP DESCRiPTION:RIDGE CLIP TO EXISTING STRUCTURE DWG.#:SBSTRSS-08 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.# EXISTING ADEQUATE 5TRUCTURALFRAMING -------------- I 1 -- J MINIMUM OF(3)3/61 FASTENERS AT EACH RAFTER BAR -------------------------- ___--____- -_I_ _- ACTUAL DE51GN OF THE5E CONNECTION5 - ---- MUST BE DETERMINED BY OTFIERS I �J tl I � y I I 1 I I ' I 1 ' RIDGE CLIP I BAR 5LB5 -(CN421 I L) BAR 5CB5 -(CN421 1) ----------- ' WITH 5HIM PLATE (CN4212) --- --------------------- ------- � 1 I , i I I I I 1 -----------------J I V T , DRAWNBY:JP F ESCRIP-nON.RIDGE CLIP TO EXISTING STRUCTURE DWG.#:S&,STRSS-10 DATE:10120103 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: NortY AwtyizA's Pre►u%v suwrdom Mviv;'t fnctt rer �Aj l� outdoor Livinng..Ind'oors Q Ai-4 ULTRA FRAME PLC CC-MPANNv�. __ ALUMINUM DESI GN MANUAL REFERENCES FOUR SEASONS SOLAR PRODUCTS 5005 Veterans Memorial Highway Holbrook,New York 11741 (631)563-4000 Fax:(531)218-9076 Table 3.3-1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS TENSION COMPRESSION SHEAR COMPRESSIVE ALLOY THICKNESS MODULUS OF AND PRODUCT RANGE F„, Fyt Fay F F,y ELASTICITY$ TEMPER IN• ksi ksi ksi ksi ksi E ksi 1100-1-112 Sheet,Plate All 14 11 10 9 6.5 110,100 -1-114 (Roiled Rod&Bar) All 16 14 13 10 8 10,100 2014-T6 Sheet 0 043-0.249 66 58 59 40 33 10,900 -T651 Plate 0 250-2.000 67 59 58 40 34 10,900 -T6,T6510,T6511 Extrusions All 60 53 52 35 31 10,900 All 65 55 53 38 32 10,900 -T6,T651 Cold Finished Rod &Bar,Drawn Tube Alclad 2014 T6 Sheet 0.025-0.039 63 55 56 3B 32 10,800 -T6 Sheet 0.040-0,249 64 57 58 39 33 10,800 -T651 Plate 0.250-0.499 64 57 56 39 33 10,800 3003-1-112 Sheet&Plate 0.017-2.000 17 12 10 11 7 10,100 -1-114 Sheet&Plate 0.009-1.000 20 17 14 12 10 10,100 -1-11 6 Sheet 0.006-0.162 24 21 18 14 12 10,100 -1-118 Sheet 0,006-0.128 27 24 20 15 14 10,100 -1-112 Drawn Tube All 17 12 11 11 7 1000 -H14 Drawn Tube All 20 17 16 12 10 10,100 -H16 Drawn Tube All 24 21 19 14 12 10,100 -1-118 Drawn Tube All 27 24 21 15 14 10,100 I Alclad 3003-H12 Sheet&Plate 0.017-2.00D 16 11 9 10 6.5 10,100 -H14 Sheet&Plate 0.009-1.00D 19 16 13 12 9 10,100 -1-116 Sheet 0.006-0.162 23 20 17 14 12 10,100 -1-118 Sheet 0 006-0.128 26 23 19 15 13 10,100 ; I Alclad 3003-1-114 Drawn Tube 0.025-0.259 19 16 15 12 9 10,100 -1-178 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 0.006-0.162 35 28 25 20 16 10,100 j -1-138 Sheet 0.006-0.128 38 31 29 21 18 10,100 3004-1-134 Drawn Tube 0.018-0.450 32 25 24 19 14 10,100 -1-136 Drawn Tube 0.018-0.450 35 28 27 20 16 10,100 Alclad 3004-H32 Sheet 0.017-0.249 27 20 17 16 12 10,100 1-134 Sheet 0.009-0.249 31 24 21 18 14 10,100 -1-136 Sheet 0.006-0.162 34 27 24 19 16 10,100 -1-138 Sheet 0.006-0.128 37 30 28 21 17 10,100 -1-1131,H241,H341 Sheet 0.024-0.050 31 26 22 18 15 10,100 -1-1151,H261,H361 Sheet 0.024-0.050 34 30 28 19 17 10,100 3005-1-125 Sheet 0.013-0.050 26 22 20 15 13 10,100 -1-1E8 Sheet 0.006-0.080 31 27 25 17 16 10,100 3105-1-125 Sheet 0.013-0.080 23 19 17 14 11 10,100 5005-1-112 Sheet&Plate 0.017-2.000 18 14 13 11 8 10,100 -1-114 Sheet&Plate 0.009-1.000 21 17 15 12 10 10,100 -1-116 Sheet 0.006-0,162 24 20 18 14 12 10,100 -1-132 Sheet&Plate 0.017-2.000 17 12 11 11 7 10,100 -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 16 15 12 10,100 -1-132 Cold Fin.Rod&Bart All 22 16 15 13 9 10,100 prawn 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 I-A-15 January 2000 I Table 3.3-1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS TENSION COMPRESSION SHEAR COMPRESSIVE ALLOY THICKNESS MODULUS OF AND PRODUCT RANGE Fmt Ftyt Fey F,,, Fey ELASTICITY$ TEMPER IN• ksi ksi: ksi___] ksi ksl E ksi 5052-0 Sheet&Plate 0.005-3.000 25 9.5 9.5 16 5.5 10,200 -H32 Sheet&Plate \ All 31 23 21 19 13 10,200 -H34 Cold Fin Rod&Bar All 34 26 24 20 15 10,200 (Drawn Tube -H36 Sheet 0.006-0.162 37 29 26 22 17 10,200 5083-0 Extrusions up thru 5.000 39 16 16 24 9 10,400 -Hill Extrusions up thru 0.500 40 24 21 24 14 10,400 -Hill Extrusions 0.501-5.000 40 24 21 23 14 10,400 -0 Sheet&Plate 0.051-1.500 40 16 18 25 10 10,400 -Hl l6 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 -Hi 16 Plate 1.501-3.000 41 29 24 24 17 10,400 -H321 Plate 1.501-3.000 41 29 24 24 17 id 1.400 5086-0 Extrusions up thru 5.000 35 14 14 21 8 10,400 -Hill Extrusions up thru 0.500 36 21 18 21 12 10,400 -Hill Extrusions 0.501-5.000 36 21 18 21 12 10,400 -0 Sheet&Plate 0.020-2.000 35 14 14 21 8 10,400 -H112 Plate 0.250-0.499 36 18 17 22 10 10,400 -Hi12 Plate 0.500-1.000 35 16 16 21 9 16,400 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 -Hi i 6 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 5154-1-138 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 -Hill Extrusions up thru 0.500 33 19 16 20 11 10;400 -Hill Extrusions 0.501-5.000 33 19 16 19 11 10;400 -Hll2 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 0.020-1.000 39 29 27 23 17 10,400 5456-0 Sheet&Plate 0.051-1.500 42 19 19 26 11 10,400 -11116 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 -Hi16 Plate 1.251-1.500 44 31 25 25 18 10400 -H321 Plate 1.251-1.500 44 31 25 25 18 10,400 -Hll6 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 5005-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,T651 0,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 0.500-1.00D 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 Fn,and F,y are minimum specified values(except Fry for 1100-H121-H14 Cold Finished Rod and Bar and Drawn Tube,Alclad 3003-Hl 8 Sheet and 5050-H32,-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. I-A-16 January 2000 For angles,the gross width shall be the sum of the widths 5.1.10 Spacing of Stitch Rivets,Screws and Bolts of the legs less the thickness.The gage for holes in opposite in Webs legs shall be the sum of the gages from the back of the Where two or more web plates are in contact,there shall angles,less the thickness. be stitch rivets,screws or bolts to make them act in unison. For splice members,the thickness shall be only that part 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+20t,(in mm,76+20t)in which t is the thickness of the If a discontinuous angle(single or paired)in tension is outside plates. connected to one side of a gusset plate, the effective net section shall be the net section of the connected leg plus 5.1.11 Edge Distance of Rivets,Screws or Bolts one-third of the section of the outstanding leg unless the The minimum distance from the center of rivet,screw or outstanding leg is connected by a lug angle. In the latter bolt under computed stress to the edge of the sheet or shape case,the effective net section shall be the entire net section 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. For double angles placed back-to-back and connected to When a shorter edge distance is used,the allowable bearing stress shall be reduced by the ratio: actua both sides of a gusset plate,the effective net section shall be l edge dis- the net section of the connected legs plus two-thirds of the lance/twice the fastener diameter(see Section 3.4.5). The edge distance shall not be less than 1.5 times the fastener section of the outstanding legs. For intermediate joints of continuous angles, the effec- diameter to extruded, sheared, sawed, rolled or planed tive net area shall be the gross sectional area less deductions edges. for holes. 5.1.12 Blind Rivets 5.1.8 Grip of Rivets,Screws and Bolts Blind rivets shall not be used unless the grip lengths and If the grip (total thickness of metal being fastened) of rivet-hole tolerances are as recommended by the respective 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 [112+Gfl(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 Vi 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 arequirement,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 Section 3.4.9 shall be permitted to be taken as 0.8g where g Lockbolts shall only be used when installed in confor- is the gage. mance with the lockbolt manufacturer's specifications and when the body diameter and bearing areas under the head and nut, or their equivalent, are not less than Those of a conventional nut and bolt. It January 2000 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 galva- 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 11 nized, or 300 series stainless steel. When other platings calculate its area. and/or coatings are to be used,evidence shall be submitted Hole Type and Direction of Load to substantiate the corrosion resistance of these products. Any Direction ransverse Parallel 5.1.17 Slip-Critical Connections Contact Surface Oversizeof Bolted Parts Long Standard &Short Long Slots Slots 5.1.17.1 General slots Slip-critical connections between aluminum members or (ksi) MPa)(ksi) MPa) (ksi) (MPa) (ksi) (MPa) between aluminum and steel members shall comply with the Class B(Slip 213 195 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.E Washers Aluminum used in slip-critical connections shall have a tensile yield strength of at least 15 ksi (105 MPa). Bolts a) Washers shall be used under bolt heads and under shall comply with ASTM A325, nuts shall comply with nuts. ASTM A563 Grade DH or ASTM A194 Grade 2H, and b) At a long slotted hole in an outer ply, a galvanized washers shall comply with ASTM F436.Bolts, nuts, and steel plate washer or bar at least 5/16 in. (8 mm)thick with washers shall be zinc coated by the hot-dip or mechanically standard holes,shall be used. The plate washer or bar shall deposited processes as specified in ASTM A325. completely cover the slot but need not be hardened. c)Where the outer face of the bolted parts has a slope 5.1.17.3 Holes greater than 1:20 with respect to a plane normal to the bolt axis,a beveled washer shall be used. Holes shall be standard holes, oversize holes, short slotted holes,or long slotted holes.The nominal dimensions 5.1.17.7 Installation for each hole type shall not exceed those shown in the RCSC Specification Table 1. Bolts shall be tightened in accordance with the RCSC Specification. 5.1.17.4 Design for Strength 5.2 Metal Stitching Staples The shear stress on a bolt shall not exceed 21 ksi (145 MPa)for bolts with threads in the shear plane and 30 ksi Allowable strength values for metal stitches in joints (205 MPa)for bolts without threads in the shear plane. Bolt carrying calculated loads shall be established on the,basis of shear stresses are based on the nominal cross sectional area tests in accordance with Section 8. (unthreaded body area)of a bolt The bearing stress on the 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 Al = 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 — painted steel surfaces with a maximum dry film thickness of D — nominal screw diameter 4 mils(0.1 mm)are Class B surfaces. Slip coefficients for Dh = nominal hole diameter Other surfaces shall be determined in accordance with the = nominal washer diameter RCSC Specification Appendix A. I-A-60 January' 2000 I D,� = larger of the nominal washer diameter and P., shall be the lesser of the screw head F, = tensile ultimate strength of member in ns P„S = 2Frui Dt�— (Eq. 5.3.1.1-2)contact with the screw head nu F.2 = tensile ultimate strength of member not in contact with the screw head n pns = 2Fm,DI z s (Eq.5.3.1.1-3) n� Fn,, = tensile yield strength of member not in contact with the screw head For tzlt� s 1.0,Pn,shall not also exceed K., = coefficient which depends on member 3 In E 5.3.J.1-4 thickness Pns = 4.2(t2D) Fruz ( q ) n = number of threads per unit length for a screw ns = 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- mined by multiplying the allowable shear capacity deter- P,� = nominal shear strength per screw mined according to Section 5.1.1 by the factor of safety Pa, = allowable tensile force per screw used or by test according to Section 8.The ultimate shear pn, = nominal tensile strength per screw capacity of the screw shall not be less than 1.25'P., nominal pull-out strength per screw 5.3.2 Tension pnov = nominal pull-over strength per screw For screws which carry tensile loads, the head of the t, = thickness of member in contact with the screw or washer, if a washer is provided, shall have a screw head diameter DM,not less than 5/16 in.(8 mm).Washers shall be at least 0.050 in. (1.3 mm)thick. tz = thickness of member not in contact with the The tension force shall not exceed P., calculated as screw head follows: 1 t� = depth of full thread engagement of screw P., - p /n (Eq. 5.3.2-1) nt s into tz not including tapping or drilling point Pn,shall be taken as the lesser of P..,and P,,,,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-drillingpoint.Alterna- The nominal pull-out strength,P,,,,,for pulling a screw tively, design values for a particular application shall be permitted to be based on tests according to Section S. out of a threaded part,is: Screws shall be installed and tightened in accordance 1)for UNC threads (screw thread types C,D,F,G,and T) with the manufacturer's specifications. a for 0.060 in. t<<_ 0.125 in.(1.5 mm< t,s 3 mm) The tensile stress on the net section of each member ) s joined by a screw connection shall not exceed the allowable pn0i=KS D t,Fn2 (Eq.5.3.2.1-1) stress from Sections 3.4.1 through 3.4.4. The net section where KS=1.01 for 0.060 in. < t<<0.080 in. shall be determined according to Section 5.1.6. (1.5 mm<_ t<<2 mm) 5.3.1 Shear KS=1.20 for 0.080 in. <- t�< 0.125 in. (2 mm<— t<<- 3 mm) The shear force shall not exceed the allowable bearing b for 0.125 in.<t<<0.25 in.(3 mm<t<<6.3 mm) force for a screw according to Section 3.4.5 nor the allow- ) ables according to subsections of this section. Pn,,=1.2D FYz(0.25- t,)+1.16AS,Fruz(t, -0.125) (Eq. 5.3.2.1-2) 5.3.1.1 Connection Shear The shear force per screw shall not exceed P�calculated c)for 0.25 in. s t,s 0.375 in. (6.3 mm <- t, <- 10 mm) as follows: Pnot=0.58ASn t�Fiuz (Eq. 5.3.2.1-3) h P = P Ins (Eq. 5.3.1.1-1) as ns where I-A-61 January 2000 I 2) for spaced threads (screw thread types AB,B, BP,BF, The block shear rupture allowable force Pa,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.s t,<_ 2/n (I mm s t<<_ 2/n) for F,°As,> Fa„A8V + � P"°,=K D t,F,),z (Eq.5.3.2.1-4) Pat= (F),ASv+Fto Ag,)lnu (Eq. 5.4-3) a where Ka=1.01 for 0.038 in. <- t,<0.080 in. (1 mm_< t,<2 mm) otherwise Ka=1.20 for 0.080 in. -< t,:5 2/n Pa,_ (Fau Age,+F,),AB,)ln° (Eq. 5.4-4) (2 mm < t,< 2/n) where b)for 2hi<t,<4/n As,,=gross area in shear P = 1.2D F. 4/n- t )+3.26D F`u2(t - 21n) As,=gross area in tension "°` "�( A",=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) 6 5.5 Laps in Building Sheathing P,�°,= 1.63D to„2 (Eq 5.3.2.1- 1 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- nected material over the head of a screw or washer, if present,is: 5.5.2 Sidelaps P,to„ = Ctj F,"i(D.-Dh) (Eq.5.3.2.2-1) For a sinusoidal corrugated sheet,the minimum sidelap where Cis a coefficient that depends on screw location(1.0 for roofing shall have a width equal to the pitch of the cor- rugations,for valley fastening and 0.7 for crown fastening),D„,is the 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 I 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 i The ultimate tensile capacity of the screw shall be 1 in.(25 mm)or less shall have an overlap of proven design determined by multiplying the allowable tensile capacity including an antisiphoning feature. determined according to Section 5.1.1 by the factor of safety used or by tests according to Section 8.The ultimate 5.5.3 Fasteners in Laps tensile capacity of the screw shall not be less than 1.25 P",. Minimum size of#12 screws or 3/16 in.(5 mm)diameter 5.4 Block Shear Rupture rivets shall be used in end laps and side laps. Maximum spacing for required sidelap fasteners shall be 12 in. (300 The block shear rupture allowable force Pa, of bolted mm).Endlap fasteners added for the purpose of improving connections on a failure path with shear on some segments closure shall be located not more than 2 in. (50 mm)from and tension on the other segments is: the end of the overlapping sheet. for F,,,A", t Fa°A", 5.6 Flashings and Closures Pa,_(Fn,As,,+F,,,A",)l nu (Eq.5.4-1) Flashings shall be formed from aluminum alloy sheet of otherwise approximately the same thickness as the roofing or siding Pa,_ (Fa„A"„+F0,A8)hi„ (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. January 2000 -A-62 I 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) (150 mm) (100 mm) less than 50 mm) 2 in.or more 9 in. 6 in. 6 in (50 mm or more (230 mm) (150 mm) (150 MM) i i i 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 notbe used where such marks would remain on temper used, as well as with the elevated temperature fabricated material. exposure,the supplier shall be consulted for mechanical b. A temperature correction shall be applied where property specifications for the processed material. necessary in the layout of critical dimensions. The coefficient of expansion shall be taken as 0.000013 per 6.4 Punching, Drilling, and Reaming degree Fahrenheit(0.000023 per degree Centigrade). The following rules for punching,drilling,and reaming shall be observed: 6.2 Cutting a. Rivet or bolt holes shall be either punched orArilled. 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 when proper temperature controls and supervision are a any holes must be enlarged to admit the rivets or provided to insure that the limitations on temperature bolts,they shall be reamed.Poor matching of holes shall and time are carefully observed.If structural material is be cause for rejection.Holes shall not be drifted in such subjected to elevated temperatures or times in excess of a manner as to distort the metal. All chips lodged the foregoing, the allowable stresses shall be reduced between contacting surfaces shall be removed before consistent with mechanical properties specified for the assembly. material after the heating process. 6.5 Riveting b. For 53M series alloys with magnesium contents greater than 3 percent,holding within the temperature 6.5.1 Driven Head range from 150 (66 °C) to 450 °F (230 °C) must be The driven head of aluminum alloy rivets shall be of the avoided in order to minimize the possibility of flat or the cone-point type,with dimensions as follows: sensitization to exfoliation and stress corrosion cracking. The length of time at temperature is a critical factor in a. Flat heads shall have a diameter not less than 1.4 times the nominal rivet diameter and a height not less than 0.4 determining the degree of sensitization. Hot forming 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 450OF(230°C)to 150°F(66°C)in the minimum cone shall be approximately 127°. time possible to prevent sensitization- I-A-64 January 2000 6.5.2 Hole Filling surfaces shall be given a heavy coat of alkali resistant bituminous paint or other coating providing equivalent Rivets shall fill the holes completely.Rivet heads shall protection before installation.Aluminum in contact with be concentric with the rivet holes and shall be in proper concrete or masonry shall be similarly protected in cases 04 contact with the surface of the metal. where moisture is present and corrodents will be entrapped between the surfaces. 6.5.3 Defective Rivets c. Aluminum surfaces to be embedded in concrete Defective rivets shall be removed by drilling. ordinarily need not be painted, unless corrosive components are added to the concrete or unless the 6.6 Painting assembly is subjected for extended periods to extremely Structures of the alloys covered by this Specification are corrosive conditions.In such cases,aluminum surfaces not ordinarily painted.Surfaces shall be painted where: shall be given one coat of suitable quality paint,such as zinc molybdate primer conforming to Federal Speci- a. 2014-T6 alloys are exposed to corrosive environments, fication TT-P-645B or equivalent,or a heavy coating of alkali resistant bituminous paint, or shall be wrapped b. aluminum alloy parts are in contact with,or are fastened with a suitable plastic tape applied in such a manner as to,uncoated steel members or other dissimilar materials, to provide adequate protection at the overlaps. Alumi- c. exposed to extremely corrosive conditions, num shall not be embedded in concrete to which cor- d, required by the designer for reason of appearace. rosive components such as chlorides have been added if the aluminum will be electrically connected to steel. Painting procedure is covered in the following Sections d. Aluminum shall not be exposed to water that has come 6.6.1 and 6.6.2, and methods of cleaning and preparation in contact with a heavy metal such as copper as such are found in Section 6.7. (Treatment and painting of the metals can cause corrosion of aluminum. The heavy structure in accordance with United States Military metal shall be painted or coated with plastic or the Specification MIL-T-704 is also acceptable.) drainage from the metal diverted away from the 6.6.1 Contact with Dissimilar Materials aluminum. Where the aluminum alloy parts are in contact with,or e. Prepainted aluminum only requires additional protection when specified by the designer to abate extremely are fastened to,steel members or other dissimilar materials, corrosive conditions. the aluminum shall be kept from direct contact with the steel or other dissimilar material by painting as follows: 6.6.2 Over-All Painting a. Steel surfaces to be placed in contact with uncoated Structures of the alloys covered by this Specification are aluminum shall be painted with good quality non lead either not ordinarily painted for surface protection(with the containing priming paint,such as zinc molybdate,alkyd exception of 2014-T6 when exposed to corrosive environ- type primer in accordance with Federal Specification ments) or are made of prepainted aluminum components. TT-P-645B,followed by two coats of paint consisting of 21b.of aluminum paste pigment(ASTM Specification Where structures are to be exposed to extremely corrosive conditions over-all painting shall be specified. D962-81, Type 2, Class B) per gallon of varnish meeting Federal Specification TT-V-81,Type H,or the equivalent. Where severe corrosion conditions are 6.7 Cleaning and Treatment of Metal 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 t 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 Aw E 7.1.2-1 mm) to each side of the center of a weld. Mechanical FnW - F�� _ A (F„ - F"') q• properties for weld-affected metal shall be taken from Table 3.3-2 except thatF,,,„, values shall be multiplied by 0.9. The where modulus of elasticity for weld-affected metal is the same as Fn„,= 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 7.1.1 apply to: were weld-affected.Use buckling constants for 1) Members in axial tension with transverse welds unwelded metal from Table 3.3-3 or 3.3-4 and affecting their entire cross section, mechanical properties from Table 3.3-1. 2)Bearing stresses at weld-affected metal, F,„ = allowable stress if the entire cross sectional area 3) Columns or beams supported at both ends with were weld-affected. Use buckling constants for transverse welds affecting their entire cross section and no annealed material(Table 3.3-3)regardless of the farther than 0.05L from the ends, temper before welding,and mechanical proper- 4) Columns or beams of tubes or curved components ties from Table 3.3-2 except that for longitudinal with transverse welds affecting their entire cross section, welds values for F., and F,,„, from Table 3.3-2 and shall be multiplied by 0.75. 5)Flat components of columns or beams with welds at the supported edges only. A = net cross sectional area of a tension member or ' tension flange of a beam; gross cross sectional Allowable stresses for these welded members shall be area of a column or compression flange of a j calculated from the same formulas as for non-welded beam. Abeam flange shall consist of the portion of the section farther than 2c/3 from the neutral members with the following adjustments. I 1 axis,where c is the distance from the neutral axis ) Allowable stresses for axial or flexural tension to the extreme fiber. (Sections 3.4.1 through 3.4.4),bearing(Sections 3.4.5 and 3.4.6),and axial or flexural compression or shear(Sections A„ = weld-affected cross sectional area 3.4.7 through 3.4.21)with slenderness less than S, shall be If A„,<0.15A,A„,shall be taken as zero. calculated using welded mechanical properties from Table 3.3-2. 7.1.3 Columns or Beams with Transverse 2)Allowable stresses for tubes and curved components 'Welds Away From Supports and in axial or flexural compression or shear(Sections 3.4.10, Cantilevers with Transverse Welds 3.4.12,and 3.4.16.1)with slenderness greater than S, shall be calculated using welded mechanical properties from For columns or beams supported at both ends with Table 3.3-2 and buckling constants from Table 3.3-3 transverse welds farther than 0.05L from the member ends regardless of temper before welding. and cantilever columns or cantilever beams with transverse 3)Allowable stresses for all other members and compo- welds,allowable stresses shall be calculated in accordance nents in axial or flexural compression or shear (Sections with Section 7.1.2 as if the entire cross sectional area were 3 4.7 through 3.4.21)with slenderness greater than S, shall weld-affected. be calculated using non-welded mechanical properties from Table 3.3-1 and buckling constants from Table3.3-3 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 weds shall be taken from Table 7.2-2 or 7.2-3 For filler wires not shown in Table 7.2-2 or 7.2-3 minimum mechanical properties shall be determined by testing in accordance with Section 8. I-A-66 January 2000 < Sec. Table 2-20 Ty, t Stress Type of Member or Component , .,awable Stress a.a. Allowable Stresses for BUILDING TENSION,axial An tension member and Similar Type Structures v 1 19 sir���iz 6005—T5 Extrusions >_Rectangular tubes,structural T k �:- k� Thicknesses Up Through 1.00 in. r4 s 5 shapes bent around strong axis 2 19 TENSION IN w;na ' 6105—T5 Extrusions �.+ BEAMS, xt'r extreme fiber, Round or oval tubes -C)-4C3 3 24 Thicknesses Up Through 0.50 in. - ':••>, y. net sectionF WHITE BARS Shapes bent about weak axis, i _H � apply to nonwelded members and to welded plates 4 28 bars, P members at locations farther than 1.0 in.from a weld. On rivets and bolts 5 39 " =x ` ',< ; apply within 1.0 in.of a weld. ��` Equations that straddle the shaded and unshaded areas apply to troth, BEARING On flat surfaces and pins and on bolts in slotted 6 26 ;` %<r� *For tubes with circumferential welds,equations of Sections 3.4.10, 6,K.mE hales :atg r 3.4.12,and 3.4,16.1 apply for Rb/t� 20. 1011�,sue„ Allowable Allowable Stress e of Stress T Sec. Slenderness Slenderness Allowable Stress Type Type of Member or Component 3.4. Stress Limit S Slenderness Limit S Slenderness i S Slenderness s S, Between S,and S. z z COMPRESSION Wr =0 20.2-0.126 kUr Wr=66 51,0001kUi)2 IN COLUMNS, — ( ) All columns �� axial, rOSS �� rS Szw. 'i x "x 5 r,. ': ^.r `A , k 5- s 7? s^ r,F•; x 9 "?^x"`r, rr� :x;3;s: fi "'?s` �.."w ':'v...1"''. „'. section :a,, :;., rfi, 1 ,y,>..,�"d :ii.�drr. ''�,wx,. <Ls}'' x•.ai '.i:. i"¢,;w;4a;. t�,g W .r .s" �z<. .r`�3"b`,<. � ,ft.K.';a'✓,.r," t��y„, -*$:4!.. �l`£Gcr.•�an .,�d/"S'.:a,�'.i;"f�o. z�Cxfi�l Flat plates supported along one 21 b/t=2-� .7 23.1-0.79(b/t) b/t=10 154/(b/t) edge-columns buckling abouta ---- - 8 ;iAb:f1;.Ram';'„•is' 3,.._xsi« r,r;�'^�•yi. ,.;,, •'.t`v�.75hf'a"'"'.^,„"v�.si:: ,':.+sn`:t�.,."�..,,6r,. F:,?'x,z:+s x,�%s.. ttd x•,; :fir^r'•4-' - r. .y,T f:.>,.3.+'•'eyfi" 'P r 4 5.,. '.r"=,.i, ' symmetry axisc» :x y 'lNnr=tu`o 11R,_•"fGT 4•r� .7�`�?�:,<,�<,k ty �;�`�"�>'*k'Yt�'d' ;Ys� ,�,"�,��'a��;;�iw�. ,ys.+.��z^.w.^�n '�+� x.`vb� ) x-�<a3y.f<t.; S �:e:`�Kr:2�"Y3 v'rbr .,1; �7n�:%.r`'3��'���>`,:,+'r:i.G�t`�Ss, E;rr; ".va«°�-e�w"'•.<�,i��'�,^xz:.e� .r„ :�s.w's. r-r�w��KY.�r'Fz.r:>e�i�;Y��T�s-"a:i<;.:'i�'^�: '9k��'S Flat plates supported along one 21 b/t=2.7 23.1-0.79(b/t) b/r=12 1970/(b/t)2 edge-columns not buckling about -�- 8.1 ` " ."';r^i. ; - %"�^ra: ;•r„',:9; ,;,.G "k"F,"' "'z"k' ;/ `'r't;Yc .s -��vnC++.yss;,,r yy .r r...f, p`{n 5 p i >;2 �'$ G 'K.)i•x " G,y..v S': 'rh i'�.�ia. r>'k; :r;.,`'. ,jjr:Yr»>7`iJ,., i'`�,�,r; un. ,,� ,,;,r'k 4 _�j ':"iF,i% •",i` �Sa a symmetry axis �. �;q.,. :.`,xg Y 'l ;t �N k`S}, i+F?'s�4'Zbs �(M1i' 1{�•`ry �f.�e�,�wi •CZH,� ks r2.•�k,�i�?;&f" � l,fl yUrl 2Y^� ::St< •V'`V:111 1 :'A s.'��''�`Scl;a,'r„e''`^r3'�,'.1,r.si'!"r"e n'w..,.a. A,.L,).l•S .Il :r"." %.Chk>'.9:i'`"` av"�'',Y a��"V`..€'"�,�t"W�,�a�;,'^ ,r.�w��'� H =8.4 23.1-0.25 b/t b/i=33 490/b/r COMPRESSION Flat plates with both � 9 21 b/t ( ) ( 1 'i�'' ^�-<".Q F'p'•F.rt,Ni�f"�,v�L.aN^mjhs.'' Ls1'?t:�`w ,"',.✓ * Vi yn:k'v`jL"+1Y:�i++,+ in �•W v�ry r:.(i, y r, H.Yr,+ 'i1T i rr; i �rK��vC,a"Saf:Aiv5�.N IN edges supported H I I '° „ ;�xs ,>• :� " .,;rg rM.wt £```f —Ib~ t .y ..r4 :5,i �."•.: , >�' .kak"cr n'rla'•.^a.?'v :i y�Fi, xt=:`.,>tr,` fi't,i•''';q< '4Lr.n fit'•a>i,h.., .?r• .a ` ,r;.i >t��i��r�Y+3.=;>K'sFah:'?"� ��";; vfp+t,J�� �' ;� ��"re>n:l�sv�i;'(��'z<4.<r`�':%':";' ..a>��--;x �• �a r,�T '"� �;>• �(i bJ� �3✓rr: COMPONENTS 5 x�e• xis"a,,. x:; r h "c H w't ' `fir` x" '.t >'' '��E`•f.. '° i i I "a:wa �J.':x:,xi xY"m`- w3; d ��".�^'r3.vA., `i"'<,..:ti.�:,..�,..,. iv.;bi.,•r�: OF COLUMNS Fiat plates with one edge gross supported and other edge with 9.1 See Section 3,4.9.1 section stiffener Flat plates with both m w 9.2 See Section 3.4.9.2 edges supported and with I I an intermediate stiffener N -o Curved plates supported Rb Rb Rb 21 Rb/r=2.2 - 22.2=0.80-Rh/r—- Rh/r=141 3200 on both edges,walls of 10* ., Taa' oy3 j;:r%,K �y:n'`-"ur'F''�x`s'c'`_'ns»„'.,;y>•+K"£r'.:srW',t,:. ;v;`�a ;`.,+' ;.�2..�> ,:tii+ Z round or oval tubes f n">a # ' Rh h �; �.K'". :k; r.i� „ :M r ,i>. ' "4 fF �a ew (R 1f)(1 + R N/35) v� a^i'6>y=. ^. s�;w ',fix,.''.:r"`"F.,�y"'`3�` '� W ��:"' ,. '„�.& •4'pff+t++-..>,`t '4"~:; 6 )v . 411 1 Sec. Allowable Slenderness Allowable Stress Slenderness Allowable Stress t Type of Stress Type of Member or Component 3 4. Stress Limit S SlendernessLimit S Slenderness z S w Slenderness s S, 1 Between S,and S. z z fVo Single web beams bent about _[ _ 11 21 L,/ry=23 23.9-0.124Z.,/r,• L/r,,=79 97,000 L ,,rei*°'�',m>,•s,z.,m yc,�r^ee x.r t^•w""`- 1 strong axis .5a{.< .r�; .` ""'!� _;,� "�:$, k ..._� "°' ,`,:>O s ate"s y, ( /r )z COMPRESSION R, R Re 2* 25 R✓t=28 39.3-2.70 Rn/t R,/t=81 IN BEAMS Round or oval tubes Same as �' tx� :�;,by�sY x„t; �:'Ia�ce$4" .�++<� ,s� ,^'a„'• ..<. :n.`ycF1�'.'r...�,_:a.�xt•5"'�<.7'2""ky.••:'Xal,r ' Section 3.4.10 extreme fiber "x ` gross Solid rectangular and ram~ 28 d/t F,/d=13 40.5-0.93d/t L61d d/r L,1d =29 11,400 r''�µ+b'3•+ . .ax'�'� '•� sr;iT `s�a�<a.`;wrz.;, 8"�J X ( )Z( ) section round section beams — — 13 5 .<;c E = '• ,<':v' r - d/f Lbl d r w. Rectangular tubes and 21 L,,S,1.5 1,J =146 23.9-0.24 Gt,-s .5 !J LbS,1.5 T,,J=1700 24,000 1 box sections -I _ �r �:d 4r ,.' � asnS, r: • 4:? '.r s;.<� `� h- (L65a/'SVY ) a Flat plates supported on b-{1--1 i•—b b 21 b/t=6.8 27.3-0.93 b/t bit=10 183/(b/t) one edge16 ws `^rxk:, bry %:sR„ yxsh y>o- 7ys • v %7a' `' e:e<t•j ' N:`iet3r'. •„% g< a,, F:3,, ;�'"•' s�ZR'�'3`zk�-1 3 COMPRESSION Flat plates with both I b r1 bb 16 21 b/t=22 27.3-0.29 b/t b/t=33 580/(b/r) µ IN edges supported T V `" 7 �. v a' zs: Y ., nu s t' "a,:1x; v r, YE^ :j; c;i'�3 •t,5 §3 s:::,k 4"'? R :fhn :« COMPONENTS OF BEAMS, Curved plates supported Rb 16.1* 25 R,/t=1.6 26.2-0,94 Rb/t R,/t=141 3800 (component on bot edge � W,�a.Ns'sa* 1 q", :.. .sc.-rt%71�`�`3"" under uniform = (Rb/t)(1 + RbNl35) 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 COMPRESSION Flat plates with compression edge free, -�_ b 17 28 b/r=8.9 40.5-1.41 h/r b/r=19 4,900/(6/r)2 IN ;ts,*PxT �.,.,. 'xvwa??am;>F,•'a"',C°'` ,� x;`= *;z�g n1' . :. ..�' 't<�,mr ,=i,' "a,.r ram„ r,:,,e< .s ;�.t.,�^C>Y.^.�,,�p. 5''`3<' ,,';�'w�sia'£Fv3t; , �,°Y'ix'Re S•�K'1"'xr,. ,_ " COMPONENTS tension edge supported ' w ,,, :..,,1 °. 1.:x4. � OF BEAMS, Fla 1 28 h/t=46 40.5-0.27 h/t /✓t 152 I✓=75 t plate with both edges h 0/( t) (component supported h 18 sad g r �� under bending in A, , •, ,,, tRS o j" own plane) Flat plate with horizontal II d,T a 28 I>/r=107 40.5-0 117 h/r l�/r=173 3500!(h/t) stiffener,both edges jh 19 'ca k r �s ,a aw <�n z2� _ v ^ ., ig �. s.cF; s r. n s• r'toss section r. fi :. � 1 g supported - > SHEAR Unstiffened - -12 hlt=36-- - - 15.6=U.0997dt--- - --h1t--65 39,000I(If/t)2 T flat C� Webs IN WEBS, Ul !s a� k z gross > sY= �,.,mi. ',erg.ara e.Jsr.s.y e s,�tt�:'.�a,5'x'"w:;tom„t' i"r,s:;.s,, era•»:,. s..Yt°?2Y<x�'+s.•c;ca,<�e S%; �a,;�:�<f:.,.?��.S,c r' 3>s.^ ^'Ye, Stiffened flat webs -4 a 12 — 12 a,It=66 53,0001(a,It)' section I—�ZIe, 21 Z !`ac"»•",: ^ "€fn' :e£ 'e:".;is'iGL'Lr:° 93s'' ?' aE"r,'-5.�: :.�s,°�t �, racxr 13.u' xcarr���" .rak. i ^r+ ti.:<� I,'",,.,,-•r ;5 rrt < a =a I 1 +0 7 a / °; .»=; _ s- µ :,"•�< si� �° e 1 ( � a2) F of Stress Type of Member or Component Sec. .oweble Stress Table 2-21 3.4. Allowable Stresses for BUILDING TENSION,axial Any tension member 1 19 and Similar Type Structures 6061-T6, -T651, -T6510, -T6511 Rectangular tubes,structural T_ � 2 19 Extrusions up thru 1 in.,Sheet&Plate, Pipe, TENSION IN shapes bent around strong axis Q � Standard Structural Shapes, Drawn Tube, BEAMS' Round or oval tubes 3 24 Rolled Rod and Bar, 6351-T5 Extrusions extreme fiber, net section WHITE BARS Shapes bent about weak axis, _H apply to nonwelded members and to welded bars,plates 4 28 members at locations farther than 1.0 In.from a weld. - �s 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 p *For tubes with circumferential welds,equations of Sections 3.4°10, holes 3 3.4.12,and 3.4.16.1 apply for R,/t s 20. Allowable Allowable Stress Type of Stress T Sec. Slenderness Slenderness Allowable Stress yp ype of Member or Component Stress Slenderness 3.4• Slenderness s S, Limit S, Between S,and S, Limit S. Slenderness z S, COMPRESSION IN COLUMNS, — Wr =0 20.2-0.126(kZlr) kLIr=66 51.000/(kL/r)' All columns '7 � . axial toss 3""'''i �3' :>v ,�<'�` ..�y `n'`•i i" 7 , r.�-� s: >,w.. 9 t ZZ _ i g v a i r iv " z '- � t NM' 3t a K . '°. yfr;"' i*'�>sv» section z:z 'sarY .` € �.. ��, „, v."'.. ''. < ., .., :zsXd1'is;<, �r' tar' .,i�'.:> B .,, .8: G'' t F'"e'3)) ':3 red 1.-Ar' Flat plates supported along one 21 L --r r- b/r=2.7 23.1-0.79(b/r) b/i=10 154/(b/r) edge-columns buckling about a II +L_ $ "" 'xx° ' 'v' "Z„r m>^ %„ d:-S'x tn. p,?�s' TF ,eg ,ar,•r,`..7'`....,.^ symmetry axis ? ••.,.:P,ss;w.< ,''u�,.}... .:et`.�' A�'., .r'..r. r-' <' Fi^: (^>1;� •<;�5 ohs^, -.+_ Fiat plates supported along one 21 b/t=2.7 23.1-0.79(b/r) b/c=12 1970/(b/r)2 edge-columns not bucklingabout FF $.1 .'�.,'- ¢y `�g�'�` M: As ��is„et'��`" "�d�*y""•,>�tu"',x ) T"`.i �">".'i�''. �,f,�'`iwA �' axis tr> L- a symmetry � y` COMPRESSION Flat plates with both ~ 21 b/r=8 4 23.1-0.25(b/t) b/r=33 490/(b/t) `1_� 9 ,nF ,,AA c t `irs ,n ... 4'"a ss s r: sE,�;a ra» r�r7: x ' = W IN edges supported bws!j ,t % s :,. :� 3'.Y,,s;:< x�,�s°u,ry.F i,'•s .x s r" �� »>,;: c5` avl; n x;tr 11 —i i a .,`�,U73,0rh,2 a° r,(, 'l €,;;;' r ( _ t'G'•" ,J?"m n .+f �S.n,vpp,, E 4 L P. *.tb =waH COMPONENTS "MON ..y F In � ' t OF COLUMNS Flat plates with one edge gross supported and other edge with 9.1 See Section 3.4.9.1 section stiffener C- SD Flat plates with both e edges supported and with I I 9.2 See Section 3.4.9.2 w IIII an Intermediate stiffener 1v __ oo Curved plates supported Rh R Re -21 - - Rb/r=2.2 - - - 22.-2-0.80 Rblt -- R6/r=141 - 3200 on both edges,walls of 1 Q* .x��„' , h, s ,.F..m„� ??�,S` �''^''°'�i '�ltw. -f, �•�rrs;%s,�'.�;fii';"S�f;'s{�'k2ar��a#a a,.->; 'Y."����? _�G'". F". fr*<" >,'yx` y .. ug,.. ,rr;;,w..r.. �,< S ( b )( �round Or oval tubes )Z `t,T. spy. a n ,� »x ;x�.• 32 r _ AV 41 C- w Allowable Allowable Stress Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component 3 4 Stress Limit S Slenderness Limit S Slenderness z S � tenderness s S, + Between S,and S. z z p Single web beams bent about -T- -E 11 21 L!r =23 23.9-0.124L,/r' ,/ 87,000 11 L� _ L rr=79 O .a�>`y r rh ,"R zr 4 .,.^4 aT«yt g "ai rr t 4 u'r,s'7`Y T v^7r «a ;a:�yi 59 o strop axis �, r-y wxl :. 'y,,5,'. '.k,."f 3t�!=a5�'� =a u F>v 4' >.; L /�' Z g tw �!� r:,wra` a vi�s; 3' •1 ay:_4 '`3"..'. r! -'t'k13dN�`.Aa{ ki•. X;",:• �•. ( ) ,.„ 'aid «'•,�',3 ',A' �. .,G;Y �%�... 7'., ,• .. >_ _ +z`. � l„'J's?w 'a al:k?Si,".e, ;`�,w,�^'•^ },'� s�*^ COMPRESSION Rb Rb Rb i 2* 25 Rdt=28 39.3-2.70 R,,/t R,/i=81 Same as Round or oval tubes AS i;£wd. IN BEAMS :i :Wr FFs z Y n . ja ? Ss'3z>y: Section 3.4.10 •l�� 'E�'ilvx'<�,% ''. .�.`yy' t"'aj'G mf"i: �• 7.� .Sl"d*a„ T" r,nC.i??«.3, j�/+ sj.�`§• extreme fiber3". gross Solid rectangular and �~ 28 b d/t L,,/d=13 40.5-0.93 d/t,L,,/d u d/r L,,/d =29 11,400 section I Jd 13 )z(dlt (L n/d round )on beams gt Rectangular tubes and 21 L,S�1.5 1�J =146 23.9-0.24 L,,5�1.5 I<J LhS��.S 1 J=1700 24,000 box sections 14 Pss ig„rm aKwi4: �F9 r,,r• C s; ne x:;F €: f / Y ;:u• c'i 7. rY'; r "4 ^rt^gip <i wyJ'l'1.�% `�+000$a (LhSr .5 1�,J ��... m�,'' :, .".�"'•�_rt"'� .%iF$X`�j•.•a':�ri'.. S, .,t�k'3,� bx Flat plates supported on b1 F-1 I-b 21 b!t=6.8 27.3-0.93 b/t b/t=10 182 b�F rJ C !(h/i) 1 one edge i ,arxg,`�w;ffx „<.t;•��f-rx"<:uv34x"1.�.�Ns;,- ;s.,;i�<»y .',1'•n.* ,-yy.�; .�.��•�, ,r<�> d,- ._��< .>\'.. y',i i`•`•.i��� ��g �+<,�3,;,`� :�a,',,r ��Je::stM�,.��Y`•r ��la•"i,"�s�,+,�.xt;��"' ;Y 7�.��5�,'>��'S • x:.;)= s, ;ter%=�<;�=;Y• g �4/l�f�>:'>y!fs ;.:�X Z.. �% ^`�,� +z.,3.'„#'T4° �:�..•C'• x=> F ,'`_a.'�'•= �,,n .r.� ath, BSo,..T r; a£ s,» COMPRESSION Flat plates with both 1b �/-b I� 16 21 6h=22 27.3-0 29 b/t b/t=33 580/(h/t) IN edges supported ' `,� r '„Eb v-e :F"ra ram" r E z5 .;'` :; '="1^` s sis%sy<; "a;•y;•, r. !< H.. „€' �;�is's;,; ;,,.:s;•,'?""&Er" .. 4:w., Ana 1 ?r.c�..s,..H z„•• ,: •'fir"%qx`'�''a,- s.;rs«>P"�t• »4a,a•'uiwtr''4> 4'as "rr'' �•,;d• n,::✓•Lyntav;r .�> /,">,`�:7:`' ll.•=�;',�oi `•3,5,; r '€.�-'<}/�/yL,� r tt COMPONENTS �` - •�`:..,�xr-`? ,•.x� u �,t, ,r>;r.Y Nr w�:;•Hc."�„�"x.:3»��i'r�s::K+..=;s OF BEAMS, Curved plates supported Rb 25 Rblt=1 6 26.2-0.94 R,,/t R,/t=141 3800 (component on both edges 16.1* ` `>`"�+° - g �.. q (R /t)(1 + fRh If/35), b �l under uniform cf3�+:= •Fr,•: t ? '.a:>r w � ' . r . �a, b"s`, ,: ��v s i}�3 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 bath edges supported and with 16.3 See Section 3.4.16.3 an intermediate stiffener F -7 FT] COMPRESSION H Flat plates with -L b IN � 28 b/1=8.9 40.5-1.41 h/t b/t=19 4.900/(b/0' -compression edge free, - 17 V ror, , .x• > A:fpi'�: Sa � rgK: ✓;47s ,x Ar �'::: ?:t fy",^` tension edge supported ,.: i C? SKti n x �fbJlx„z ' �r' �f 8;xir:4d5'fr $; � COMPONENTS > ft=a C r :F;s a-='b/t r•k,9.,�« g ': x.�"Citlsq 0 t11 t�/t}Y n a'Yw= kx- f.orFS;'.s y „d k'e •c Ju> 3..>ti.a ;"G:.r1xsF. h;_„, •'s � ,ice. .5^i„,•" a>.r.,... ,s:x.'A r AMS, Flat plate w h!t=46 OF BE t with both edges h h 28 40.5-0.27 h/f h/r=75 1520/(Ir/r) (component supported II 18 •'�z�;��Y,:�,�;.'s ..i✓r'r�>-;��rt-a,',�"�•fl s''y#t7:t,>�a•�s,a�. . "t��ai� c')a;:•.:,c.,,,M.f'.� .asn.',«:r� •.,xf, y<.x;l under bending in ✓C£-.•`•',r 1,(fYife>r. �•�';�i:��°�, ^�`,s+�rr:ti:.i:..<:.:�as�+J'�:�a�" Flat plate with horizontal to 4d, own plane) TId 28 lilt=107 40.5-0.117!r/f h/1=173 35001(/€/t) stiffener,both edges n - 19 r, €, �.-•� ;. y �r 9, r n• v. r.,G r •, gross section � ' i., _ '� <<; wwa �z'�,.:,.. ,,, supported �i ; r' a ,t %xx•'Z," ss y >f2k -- -- -- - - --- -- -- x.»"s• ir...w>•-«a,.n, .:s„;F.^�r.�`-i�„s',ri ''ick°..,''r.,'s.. ,».2"52. ;'a %vt'3 .0 4%bW,c,;j.•,,„ETC, 3:+;E fS"a's:.�+ti;ao;c`<7w ra'e'a.,, P..ts�.+r.^;1>wr`+t '> C SHEAR Unstiffened 12 10 36 15 6-0.09910 h/t=65 39,000/(lilt)' flat webs I h 2U „ s� y`x='�•KT x'%z,at n<• w{w'u g,s r„ .< zY^v R 1 Y r • : g<asr'• s.,s�',. i� a;X 'x,:, r_ u r "'�`. �s'• '•.r, '•t>;<fxe?'i `"'.5.. y,,: a',.;`, zK• x. 6 IN WEBS, , s:T `°v s T ism 3.Fy,, �,. +4v"$> q i'.%...• ,.€.<._k Ff"sT K n �iiyy rf1 is 1tlt� z '-..*YE4..:�;,., is t-zs' 1v .,✓ a. �<q .�v:" '� rr. �" ,,, ,"`Li w'T' �.--. c J My �-�z< 'e.,. ,:.;A .S z ,y `"�'u% >.adm.. .¢"n„•.c�ss<,l^: „>yx, N> xi . Ata gross Stiffened flat webs 12,�`�r�T - 12 a,/r=66 53,000/(a section I1��u t11B � /r)z / 1 . 21 atx F`^iYD^.•^;s T^'�ih,�^�4%£r" .} y°'.s..`: ,'vim'';.-.,;;r.% W s -51 rt� ,d..: s ,., , e=a 07+ 1 22 r E .�....X+. ,°� :x> T',�„.'>. •S '�>'<rtr. w,n' E'r^, ,� f,, 2>^:;1,�;z- Sti .x3"v a' - :y x �5. `,7'i, <•, f "y� s<<i , V± :t .`, r < r Sec. Table 2-22 o- Ty• A Stress Type of Member or Component 3 4 ....owable Stress Allowable Stresses for BUILDING - and Similar Type Structures TENSION,axial Any tension member 9.5 ar;" 55 y 6063-TS Rectangular tubes,structural _ g Extrusions shapes bent around strop axis o-� 2 9.5 TENSION IN p g (Thickness up thru 0.500 in.) BEAMS, Round or oval tubes 3 11.5P`{?9'' extreme fiber, net section '�rN Shapes bent about weak axis, I _►--+ ash a WHITE BARS apply to nonwelded members and to welded bars,plates • 4 12.5 $3 ' members at locations farther than 1.0 In.from a weld. ''s ,��y���r�� '•._.. ' �•�apply within 1.0 In,of aweld. On rivets and bolts `J 23i E uatlons that straddle the shaded and unshaded areas apply to both. Q PPY fig,^n, BEARING On slat surfaces and pins and on bolts In slotted 1113 �;,�^, "For tubes with circumferential welds,equations of Sections 3,4,10, holes 6 151r ", 3.4.12,and 3.4.16.1 apply for A6/t= 20, Allowable Allowable Stress Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component 3.4. Stress Limit S Slenderness Limit S Slenderness a S Slenderness s S, Between S,end S, s COMPRESSION — Wr=0 8.9-0.037(kL/r) Wr=99 51,0001(Wrf IN COLUMNS, - All columns 7 �;> r� r ' 7r fn s',„ r n axial, TOSS ok t J:,x! ` 9'S' y.>, rG.rs ;u., t.y_ 'S.,}. e` x,s,+,<_,+,..,. 'v?Ei ; r^ ' g ! ^''!t}f ,g '>•*�h� aY 7" k F'.`'. � r•• . t ;,,a Ys'r' ' �' ,i.t w jt"•n. �� r�•R x` f;�..ry�•, ,�,cyy�.,).✓,:s�,,,i sectionw n T�N :�, �.a-%vFz:'7'6° '�r, �.tr..,i :�z ,�':�3£�r'• �l:i< .�'k,.,...'f?,k4."i�kr' ,sr�A ws�.... Flat plates supported along one 9.5 b/t=2.3 10-0.22(b/r) b/r=16 1011(b/i) edge-columns buckling about a -_-11r--I--} $ ,: _< "�:Xf.f;i,'M ':.w: f :�Yo`± nti »,( i :'>Ss; .wys S;eF M"'4Tm�;y r•.,i ',>F .3 L.� $r.Jw y':r�^V�"2•'x„�`7 t s vat a'°.�. �,6ii1j' A f "�*'`x ^�'YYSK'. liF', «,,,> ;� y�'. _,k... ,�,.<,` i. ;�: .�� s:. ��� .�.�� � r'A•.^'Su.-'�,'�;"'%'.r'^'S'e'd,<.s,.y,,. >'4�!,. s,��v.- �� , 'a,.r.s-^ .r' Y^-", .5.5;:`. symmetry axis `.,d:5 �k"M yy r; 42 r`u x�ez{t {i, Y.u• Nr t,.x is f may. y ,r `sy �j1�bt 5 >,r! y '�"�>, t! � �':^g?",��;o�r%S ,z'ze•�tt�� ���'fi-'� yk. �w.,,,'���rX''�'•..�5•$ F�s"�`��:sl:Flll�:`1.t1¢"t� � 1Y'�?'��.Y � �xk-�.;,s; :z5'vw aF L.,.�;,i'iabAer S".xc.� a_�.:h.,c8�€:ss�<"u i�X:�^f�bF�i'.,.:rd: °b.' .,ar:.>�.#-',t.-:..:e.�=!',`7.Xi�"�'7„�'�,.st'ra..`,Q,x`,+.,C.{�`.•r:«r",i�;1ti: "b �'r:� ,t Flat plates supported along one 9.5 b/r=2.3 10-0.22(b/r) b/r=18 1970/(b/r)2 edge-columns not bucklln about - -- --- 8.1 •,. _. k w . r ,.. _ „ Y, r 9 9 ;5 r. t icy€s, "g MIN', gist ;s3 ;rY;•ti rF .". �- rr' C'^s` , ,%,r";} k' y"":•` sw4,3n3 a symmetry axis ,G { ,ryy.,• "%!YZ cy�(. W ='>'6� ,1 "� 7rblt w, `i,. .315�'x 8'1' t f F, a�>^^ ;xc x •w '?"L•� `Sv?' `,'cn,tr�. 'NFri:" ifi:Ry !<"s�."x•'.?,°?'':�5•t�: `y'u�,"�as�3? %?''.'+'"';"."is,.}.'' .,.c :::rs•$a.'{ .rxk•�' COMPRESSION Flat plates with both H 9.5 b/r=7.0 10.0-0,071 (h/r) b/r=50 3201(b/t) F 'k.G.r �f ^Y,r,:,,» .`,.,try .y( - )Ste` M: "si'n,'c,"r,.��" '�' 13Wrr i47 ,*',*sF.:^ 3ti:"'.�3' ,'ti,`2.1'gc.fir Y„y�',`� >,� xn,ax M:y;o'• `'r,�".,^%r=:""'T:•a.,•zMw�t�;<'',:s�,,:,.'R;.',�,�1' .� r�.�, r'<".r,G ,rrm edges supported ;, Y `s .f. ,, f-`z . . « .*` s <, 'r=" t . IN b „kg ✓ C [a�r ";Lt, ,i'arr :ER,;wsx•".,',«"8 X;.%,t.•1 "y�., t "2: „ ' "•�h. J.". e w"Z rz•�,{ COMPONENTS s6: ..,� 3 4 c. La ,. ? ' M^'w" �t� 1 `. A cat `K,m:.:.a.a*;eL'�PC: F, a.N rXt' r.`r, h�dr,4,`„'Fi;�i't : k�3d'C�+t; •�.f:•; tMxa:! Lck`,s'r''iE.,. ,».''H•,�:H: OF COLUMNS Flat plates with one edge gross supported and other edge with 9.1 See Section 3.4.9.1 section stiffener C_ Flat plates with both edges supported and with � Fr] 9.2 See Section 3.4.9.2 an intermediate stiffener N -- o Curved plates supported R Re Rb 9.5 Rh If 1.2 9.8-0.27 RF/t - R,,/r=270 on both edges,walls of n 10* =ua•e, K xsaa. r. ,: :;�X s"wxs.n vt. «.x :rs., 3200 A, ` q r. 'xaeu s`.. r3GXa "r7J „1"'y?3:^ rY..-n'"S^. !� R1.5 S`Y^i•" .4 `� 2 S,' R� r;4i: (R /r)(1 + R /t/35) round or oval tubes � 1 .� Wdl :�'+ 1,x 1(}>��'�a, a� ��:�^" •�� �-�f ,.x ,� ::tt"Ji.- 1n'�,,>F..y,,, "° 3�3:;� ss>.. '�n^"�&`K��' � `�.xi'x^va •,F K<� rrFy,� .yi��'v��'x' �w;w.sf.aa,�z2�as..�'•�."'s'u�5� I f , w Sec. Allowable Slenderness Allowable Stress Slenderness Allowable Stress C Type of Stress Type of Member or Component 3.4. Stress Limit St gSlenderness tw en Snand S. Limit S. Slenderness t S, lendemess s S, N9.5 Lhh-,=28 10.5-0 036LVr, Lr/r,=119 87,000 O Single web beams bent about - - - - 11 :.,r s. :,, M -ram:.., ., ;t_. p , r.s,rY•; r °��; h yr:, ; z I '� E E"` vy r 'os3i �r f; v �;u Kr '; >?3:''r t:,/: .. } ' (L l7' strong axis ` g • `�:s ?`¢" e''`� p.. 03 L`r y hr Ms s ' Ox'yyC >• a�' ,a"�s"=`"a,;F uF gg >r.'t':: •a' , '�+• ts;.., ". '>, ,s•;xti,'<k,>; �. ', ,rat<C«..c:noa Fh Rb Rb 11.5 R,/t=43 17.5-0 92 Rhl t R,/t=140 Same as COMPRESSION �( � 2* a 7 s t'-, 1v v {Sr, r: -m=r .ywt..s a>::x'i .t i<s >',�,`,t;;y%r�?r: Section 3.4.10 Round or oval tubes -f�}} 1 t; I} � ; . , v r ' xxr1.,, t. � IN BEAMS n ., € fr r1 "� =;;, �; .. AO extreme fiber , d/t Lhld =l8 17.2-0.26d/1 Lnld d/r Lh/d =45 ,400 Solid rectangular and 12.5 l l gross • 13 ,' ,, �aua ,. tvZr. M .Y::•.,,.=,:'•w- •, U (dlr)2(Lhld) section round section beams -I- d "' "' ✓x " Yrs �. .„yy. H ' r,k` &11'L'/dE'"`lr,"x' S ,(. y, xtttr. 6t#l ✓.>'�`. 1N r x,'�a K�J'��;iS- ,3r?:u;; t�.i �� 3t? L• 1�',�,r ;•< t^r,r ,,8�;�;. #�-' tY;;y,{Nr+,;s, ,�,.. .a9 �%�•{x,�w 4%r� ,,ts<�*a. .a:,w.�'�<��.?•�, i .r.,wy� "e<�„,� �:.� �,> �.;f,• ,r"�,,..'b�s:��k'an ttt���111 rr--11 „ 9_5 LA 5 1,•J =204 10.5-0.070 GhS� .5 I,J LhSC/5 l,;l =3830 24,000 Fbo angular tubes and - -1 u 14 9rN;' ��,^��r;t; ., , _,>,;,,.;nwT ;fir,),ti.r y�;•�.,p ,., .s:G.ections A'.•>�i, ,� U4;,: :srr`tLyi'¢J;'.,• .•;�M'.rR 'fc+:.,• Y#1�=a&..1i +' ru' 4;`:F ,b,.. 4 xFftkr'. b1 r-1 rb 9.5 b/t=8.5 11.8-0 27 b/t b/t=16 120/(b/1) Flat plates supported on b--IF 15 x}yr;raq_ 5': +k�';.r;' iL'afY:' Vs.> .+Fw.,r'cfia^F};K4Yy1. 'r ;c„ w i.`..�1�,•. .c..:r? .�/ rf P'9 C • R�� �y....:nn<. Fi,io^" zH�•.. �!r•9E,�,s:. r y ' a t ° ,, " �It+-13 one edge � U`s .r .. `Y."'� �'�#'�A✓:•H'J'M F �^fr Z'�y. „y\,,.+,�A""":4:5 a• 3t'-aC -f b t---ib r 95 b/r=28 11.8-0.083 b/t b/r=50 380/(b/r) COMPRESSION Flat plates With both 16 y,, y F r.,_> ;F•;r>, ", s!; rs. ' ;H r:js y: a �_ .,,s,�;rr^ , :u•`t+" :.,'{'"$'a4.',s�.5r ..u;'',f`;f°'"'"',ikrM.`<s•x. a 'i•'f�.:f•'>a. 'r�"; ••` MY:3 �.r.'_ IN edges supported T � s (�/�, 5,.h•. ,� ,`;,:',rF; A' r.'�''' :•.L r �yy,,J u ,`Y'^J ea a ' 'a..rk,A•< �F.. x';'£� g w F>''6r. �B: �:;: raY' W ra•=s s..nri `.^.+rt^% "'' COMPONENTS 3900 Rb 11.5 Rh/t=0.1 11.6-0.32 Rhlt Rh/t=270 OF BEAMS, Curved plates supported 16.1* d^y+ , 0 ";%,`, r fs. � tMd ;^» ;�°• a „ ; y." e; � (R It) + R /t/35)z on both edges t Fes• -s�:, v.,.- r Fyn h (component g trf'•+' er.,? sr49� `IC Sys„ t, ��1D" under uniform Flat plates with one edge compression), See Section 3.4.16.2 supported and the other 16.2 gross section edge with stiffener E - Flat plates with both edgessupported end with F F7� 16.3 See Section 3.4.16.3 an intermediate stiffener Flat plates with _ -1. 12.5 b/t=12 17.2-0.39 b/t b/t=29 4,900/(b/o COMPRESSION b Ys .�, ;u;.,< zae ,�,,x ;;h, :' <c , compression edge free, - 17 z:< ; ", =:r rr Y s „ t,.= -1 $:a � r;? R bI ^tii9, r;s4NF;: p.,, ^;' 1Jfl/,(b/t y4 N:i IN tension edge supportedsg�,. ' rc � r' 'ra<_ COMPONENTS MY=115 990/(/✓r) ), 12.5 h/I=64 17.2-0.074!✓t OF BEAMS, Flat plate with both edges h h 18 �., "� ,.^ ': „ra•= tr.„ �° crs aa�ar.n'x3' �a Y'r x n 3ii t T `4".,,vu...x�,xr spa "�'y'.`<`c' r`x :!i + ,rt 5`� �'" ';`,`''z` _/,••,• y"• :;�.x17/t-:�. 7+a� M>, r•Q,:�.y9. 11�FK .'"se�tfy supported I 1 .,. ' x> ,�' �-z- ?,•)` a`„;r"k^.S{g: ' J''••ay,„'+..k`,s, �hti.'srk= 'o-x '" :' .sN xx '"a� r*-�?S�u';,±. (component under bending in o d, 17.2-0.032 lt/r h/r=270 2300/(It/t) Flat plate with horizontal 1 a 12.5 h/t=147 own plane) h T1d' 19 ,, .y "`5'Y,,. .Y 7 ^e. ��,..+.:r'r"u.y,-1- A. ,-' stiffener,both edges ; Yr< """'i ? ;<r� ` '= "y"�,+',�&• 2?;' y,'h,•ti,z•`•t'x§;"I �.1 Yn":s.'vt ��•4'c••a.:,-t ,. .�i •r";;i Ftit�t'���n,:Y"�.'�i 4717,{,v i+�,vK,`<•'}'f."F'2'. ---- gross I fd .�. sr�k`'`> �� �<,� w%,'r>,�'��o'�i"'1,,,< ��`'N:t �."�+r.F�.'tt.. .r,"<.av, i4�} >;(•,j�,.,"a yx�"��,�av .�<i {'>.�%'7> supported , 5.5 h/r=44 6.7-0.027 h/t r hlr=99 39.000/(10? Unstiffened T1 'r'q 3^%a:wa n'"''�a`;Fr `},W m,A.„'m�.'h"K�`a",:;:�l.µ x:�ti:.��qr+�.`Ji"::Fr'1,' R)N<�ta:^v":y,,,,,w T�•;a<:,,S S4, <+• :'+'Y, �eUy h 20SHEAR flat webs �tr.. x,. e ,w ^�•�y It rr rii 3 9 g w s„ = r 'tub � .�r>r;if�,r� ,.:!< ^Y, �3h st '�' ��i�„�;°.f,+: ;.�rxl,'.�Y,�S• n:•>,c:,o ats ;r Ax d,,v.:� i;•'� �„ a„<' -3.�..L° CD IN WEBS, ?:;• z, n �a`�rxk,,;r'tt{' x, 'weK,, a y to �e,� r 5.5 5.5 a,/t=98 53,000/(a,/f)'' gross Stiffened flat webs - T T� a 21 vb ss xs �Yo 'S, w r¢x a ,0s;' r$ x ,Y.F_� .., -, E`,,,•: .�,Y :n• z h':z� y;': `" ? section _ 1 0.7 a /a 1-�1_ 1' � � _ � t r: t 3534U0�ya .c �t" aB-8t/ ( )2 v ,'< �� ' y z >, r' f;-a •• Nd< y4 Y[•%1 sj• F:ak^ <S`'',c•r. 1 z �a,f x'a� g � t r<' 1 Ty, if Stress Type of Member Or Component _1j 3.4. Allowable Stresses for BUILDING MiJ and Similar Type Structures TENSION,axial Any tension member 15 Rectangular tubes,structural 4- T--,.rN 2 15 Extrusions, Pipe shapes bent around strong axis TENSION IN BEAMS, Round or oval tubes 14 extreme fiber, -0 net section WHITE apply to nonwaided members and to welded Shapes bent about weak axis, 4 20 members at locations farther than 1.0 In.from a weld. bars,plates apply withil,1.0 in.of a weld. On rivets and bolts 5 31 Equatlons that straddle the shaded and unshaded areas apply to both. *For tubes with circumferential welds.equations of Sections 3.4.10, BEARING On flat surfaces and pins and on bolts In slotted Sec. Allowable Slenderness Allowable Stress Slenderness Allowable Stress Type of Stress Type of Member or Component Stress Slenderness Limit S2 Slendernessk S. IN COLUMNS, axial,gross wwg edge-columns buckling about a 8 symmetry axis -columns not buckling abou edge t 8-1 a symmetry axis ge COMPRESSION Flat plates with both V's, - ." edges supported ,I g COMPONENTS OFCOLUMNS Flat plates with one edge g ross supported and other edge with 9.1 See Section 3.4.9.1 section stiffener E C_ W Flat plates with both _`7 edges supported and with 9.2 See Section 3.4.9.2 F FT] an Intermediate stiffener on both edges,walls of Mir �—, 0 , ,,,�,�j R b round or oval tubes WE ` _`/ ~� -- - -'--- ------------ - ' -- ' --' - Al I C_ Allowable Allowable Stress Slenderness Allowable Stress p) Sec. Slenderness Slenderness � T e of Stress Type of Member or Component 3 4• Stress Limit S, Between S a�a s Limit S,. Slenderness Z S,. c Type tenderness s S, S. N15 Lblr,•=23 16.7-0.073L,/r,• L�/r,=94 87,000 O Single web beams bent about _ TE - a A r ;rsr' Yx x >: J' (L /r 2 I 11 n3',^?..e•�,::�'t�•+�z'u< „x��:r��y�: ,>�k � :�,F„"��rs�`�o-'`'�`;,:'•�,�;t "=w•K.•`�• r s �•: ) ,a e r%s Yr°�h. .sly°� x z';� x4 ' ?' O ;c , c *{r F €t :J� G�w •ors ) firm, �c erg 5. s."# r o strong axis ;7 ? R R. R, 18. Rdt_33 27.7-1.70 Rh/t RI/r=102 Same as COMPRESSION c 12* si yws' 'a 'off. ,'.a:'.✓,kyx,+.a h g x �• w:l:ii"� 1r�' Section 3.4 10 Round or oval tubes -EL}{ i (j- t > � z r s••a fix"s{• t ,•. "> ,r 3#5<�'"' ? sijl'j.,�+. "�` >r •"xx '><°aa." " •y"�s;'x`'3; a��.. '#x l�;`,, v�,':r.,..,, IN BEAMS, & r extreme fiber + d/r Lbl d =15 27.9-0.53 d/t Lhl d d/r Lh/d =35 11,400 gross Solid rectangular and 20 xT y r ' 7 s : ,.�k r �".`"' '" (d/1)2(Lr,/d) _I_ d 13 ai �rsL " 'ty s' �a"! 5, y" S} •' Yr. Fu: :�� ` section round section beams ,"sG �'>Tq :d':„a.�,.>an :>k°&>�r:�,�.x•ed-'�.i< ..Ft9 -� $ rx 'u, 3.�''>�1 i .-Ys r+ ;` 15 Lbs'l.5 I�,J =145 16.7-0.141 LbS�/.5 IYJ LhS,1.S I,J =2380 2 000 Rectangular tubes and _ _ 14 •s°K. r r5" 2` >, .+1'Ui's :s6a'.< »'r•r.�x;. - br'a+"" .Vfs.:z� >s �.yam*•,;,. "rvs� ,sy'r �) +',a.•FK im. '�(>`'J„ "s.$x.�.. `..'..;a K7' ''' F: .,vv e`t L?F° (LhS,/ 1�•J :£ rsj.•;a.,/ z;.3�s° P 5 box sections b-I t--1 r b 15 bit=7.4 19.0-0.54 b/t bit=12 1521(b/t) Flat plates supported on b-i f- 15 e" oat w;K �93�yti ,ems r.^ w,N. y.' r:,.,•a r;a k:n'€, x aa»<v:l s•�es ^grf'z ,v;l;"r,.. wYF.^""`'r'fz`gri "4�f ukri :r`,`:: s r.,6,.T w :;v: >•;r''°{,y,=..�{ �My r /--`f ,3�u�s'`s>. ��,. ?>;c'",a ;vY:,� 5- x•"' �«k;g,.:a'1<.�_ 't�.,�i `r oneed a �`� max,. R• ,,�`,€:=�.�< _ ��; ?� u ,., tz�� :yXir,^z} `3��z��, ,.� ,;>; 1iE''z�.di4���".',4�'Ys•N<. `°sue.�'`x^.�;><"''��•.`v�� a�•n,�``um�" .&s< �z �Le,.r :ur€'" �* `n s". -i b t-.-i b 1 15 bit=24 x 19.0-0.170 b/r bit=39 480/(b/1) COMPRESSION Flat plates with both 16 R .�- Txc 1 a�_ » >� 'r.: "-- -s b,<•< -s%�"'t/"` »,s.•xg-x g'��3, .� xKwA.:-a stw'.r .scn •.r;., >'� +:..> tis.,.ti^:!� 'd"ii',`dx .�:_>, j^ ., d ,',>c. /� u=r's. ..3yyd��,,",s ,.'s i,..; pp / \ / :`�R5<f Fy^,��"a; jJ"'gsS.Sr`?y>S�X, s,ca'?. wya`'^• %p,,y'JC°�a3jx''P,>,akix'�iY7.`.i""j"•{.sA4r1,; 4 ;•[! 4bi (t�r)�i`k't'y���;? IN edges supported T �-/ ,ty iG Ids ad'1 0 •* n taxi ¢•> f COMPONENTS R h 18 Rfr=0.7 18.5-0.59 Rh/r R,Jr=188 3800 OF BEAMS, Curved plates supported 16.1* Z W. "A'e'.:' SS;i'•yw,s{9 '!<"� y`ay`.!`, 1 5!,S{Y'' �:.s'��y.` -' .. :, try �s'S'`: .` b + Rr,/r/35)a (component on both edges §(i>H"x••;•SST'�. ISS'4� "t :'a,`'.si Sn" w..�.X+2<.v^. .� �Fi:}i:L xe1'Y a�:�.t4' 3 .��'s`nC.: >J<•'.��+ under uniform Flat plates with one edge compression), See Section 3.4.16.2 gross section supported and the other 16.2 edge with stiffener Flat plates with both _"11/7 edges supported and with Fr� 16.3 See Section 3.4.16.3 an intermediate stiffener Flat plates with _ - _L 20 bit=9.9 27.9-0.81 b/t bit=23 4,900/(h/r)' COMPRESSION b a xe-rxr; � compression edge free, - 17 5' "�''t xr" ,sw • P -f r'�r,y� x r' {Z�" .a'< ilf.' 4 s;✓ :<n �k4 900!(b/1)' > tension edge supported IN ivfrc% ' ,sYt�fti^^�t$.'S t'�a����3�'�«^wG''`^;i$"z�« ^.W . ''y,.u�µs.', �w'.< ��F=�;:g<y..,.<, :�"£,'.�•:Ei•A ,A' `�.,.,,Z�,. COMPONENTS 27.9-0.155 h/r h!t=90 1260/(h/r) y 2p hit=51 OF BEAMS, Flat plate with both edges 18 ¢q�,r,«r3�.<z"yr 4 ���;z is-Y�' :>x.j4,E:r'd,MS'T�r-�".'r;,�tw,," :,rv,N<,Z;a.s� %�;? 4 't:\Tr.,•3,�j; :Sx'ay.,:y>l_'"^,s;k, ' a's>1rrd,'1-•2..6_x, " (component supported .:... 'gu" {),w;t, „,�„d"n•ijr*�> >;,I"r �",-�'' '.�:-,,st; zv,±s•. s",, r .n<.<-' t;��,' r :>G�-.t�:<«.A:�,,kY.�:.� e.' under bending in lilt=209 2900/(h/r) Flat plate with horizontal 104d, 20 hit=118 27.9-0.0671✓r own lane T t1 u•. ¢..y<y" 'S w7a•f� Jpi:;Y x>Y,.C•�•'`L,".i r'•-ar a ,� x�,..>.�;Y t"'::§C"Ijs< -i w'::,..>'SY.'r�i`. ✓.r',,, �• plane) stiffener,both edges h 19 u 'y5fia w,ai;, s ra'' r 3<".!,iRY •ry. e y� 1. t..-^. i s� gl. rcZa�.g= �,�z 90b/ftft r Y� Wit..Z tx^•bra x;x' }ltlt�3 its } � ( " __- ^ js'i e••yrdK�: '.,c`»'", .-'.7t v.+• s s.Gg',`:", a-., .. 4-rt rr 2 s..,. s�}" rosS SBCtIOn g supported •� s�'7 ax:<, is<_afi ."• .�r,'�;r na _, w r°x:.;.. - - - - 8.5 hit=39 10.7-0.056 Wit hit=78 39.000/y n)' C Unstiffened 20x a tyr• a�;A sA +r;.,, iz<"t'r,s.sw x: .,,., w,, a'S°• Va x '6'<:' ,s: SHEAR h T{ k '�t'�s'•, ix n �•, >;',:x a�f;..,,..r' ;e�""r, r, Q(},..•. ',R;9 ,r,.V t d+ a`;�`�r.£a'r flat webs J. •�.�a�t��r'�a�r�,��;�� fi:F4R v�,S.�r '�- '"x,2��•� „rd� i,n,m: �'<y'`• �N!�;:s.:}3 ,.iYn�ib";Y.zt%�-Rs,:�';rs'A',n? .�> IN WEBS, sr�,. '�,� F 9 >�s»a"9T�".:�•i:nxa„�' =` ,rr ,�«>o""s 4» ���r,�" ��.,'..rG,•�wl�°}&�, 3' r, 8.5 _ 8.5 n,/t=79 53.000/(a,/t)' gross Stiffened fla webs -�B'` a '. ; t n- a rs>au :i'! «y a<•• hxu •Ca<y"h xA.>-rMr,''x: � �.s'Y e;K 3, s.,.S_"'�e�r" a:i,�, <r?f'•a >v%,"S 3�'»r '"�� x x':> SBC110n = 21 F„. i ^,^>':.a^5`i;%iT�¢,. �. >{izr✓"''�t, YxSi<'o*.i` y',ra- p /n.•l..G,.a, ,s,..,r•. x .'+' 2 r.?"', `�.•�*," nX,•Y. k' �s +fix, :Y,t.s r• ('�' ro•+`'•�,•x G7 ' ';' --e.�>; Ll•7y,�,CR n 'sH"y>,_Eaaf°, "d.a. =a / 1 -0 7 a /a ` .0 a - r,,' & ae + ( + z) ;t r3 ra.rl%; ,. q�?7 TABLE 6. NOMINAL SHEAR AND TENSILE STRESSES FOR STAINLESS STEEL STEEL BOLTS NAME TYPE DIAMETER AREA DIA. HEAD Fnv Fnt Pv P, in in' in. ksi ksi Ibs Ibs #6 S.S. 0.138 0.015 0.262 33.7 56.0 295 565 #8 S.S. 0.164 0.021 0.312 337 56.0 416 798 # 10 S.S. 0.190 0.028 0.361 33.7 560 559 1071 # 14 S.S. 0.242 0.046 0.480 33.7 56.0 906 1738 114 " S.S. 0.250 0.049 0.480 33.7 56.0 967 1855 # 17 SS. 0.265 0.064 0.500 337 56.0 1257 2410 3/8 " SS. 0.375 0 110 0.625 337 56.D 2176 4173 1/2 " S.S. 0.500 0.196 _ 0.750 337 560 3869 7418 ! 314 " I S.S. 1 0.750 0.442 1.000 33.7 56.0 8705 16691 j REFERENCE: ASCE STANDARD: Specification for the design of Cold-Formed Stainless Steel Structural Members ASCE-8-90 page 29 t 1 i c t ;f Bu)`D ov afsT 230 SUN & STARS ROOMS: STRAIGHT EAVE FOUR SEASONS' (2 in 12 ROOF PITCH) S U N R 0 0 11'I S ENGINEERING AND STRUCTURAL LOADING INFORMATION EFFECTIVE DATE 12-04 LD REVISION A ROOM GLAZING B AR RAFTER ROOF LIVE EXPOSURE B ROOM GLAZING B AR RAFTER ROOF LIVE EXPOSURE B MODEL O.C.SPACING TYPE LOAD WIND LOAD MODEL O.0 SPACING TYPE LOAD WIND LOAD s (mph) ( (mph) S"M-6DH T-65/8' 5LB3 150 140 S'M-15DH 2'-6 5/8" 5HB3 25 116 5'-5 3/4' 3-0 5l8' 5LB3 130 125 (14'-91/4") 3-0 5/8' 5HB3 21 115 S`M-7DH 2'-B 5/8" 5LB3 105 140 2'-6 5/8" 5LB5 26 115 6'-5112" 3-0 5/8" 5LB3 90 125 3-0 5/8" 5LB5 23 115 S'M-9DH T-65/B" 5LB3 65 140 2'-6518" 5CB5 49 115 (8'-71127-) 3-0518" 5LB3 54 125 3-0518" SCB5 1 41 115 2'-66/8" 5HB3 87 140 S*M-16DH 2'-65/8" 5HB3 20 115 3-0518" 5HB3 73 125 (15'-111@") 3-0518" 5HB3 16 115 S"M-10DH 2'-65/15" 51-133 47 140 2'-6518" 5LB5 21 115 (9'-81/8") 3-0 518° 51-133 39 125 3-0 5/8" 51-135 17 115 2'-6 5/8" 5HB3 88 140 2'-6 5/8" 5CB5 39 115 3-05/8" 51-1133 1 74 125 1 3-0 5/8" 5CB5 32 115 S•M-11DH T-65/8" 5LB3 33 140 7-6 5/8" 5HB7 48 115 (lU-85/8") 3-05/8" 5LB3 29 125 3-05/8" 511137 1 38 115 T-65/8" 5HB3 67 140 S'M-17DH 2`-6 5/8' 5LB5 18 105 3-05/8' 5H1313 57 125 (16'-101/4") 3-0518" 5LB5 15 105 S"M-12DH 2'-6 5/8' 5LB3 24 125 2'-6518" 5CB5 33 105 (11'-101/8") 3-0518" 51-133 21 119 3-0 5/8" 5CB5 28 105 T-6 5/8' 5HB3 50 135 2'-6 5/8" 5HB7 45 105 3-0 5/8' 5HB3 42 125 3-05/8, 5HB7 36 105 S*M-13DH 2'-6518" 5LB3 20 119 S•M-18DH 2'-65/8' 5CB5 28 100 (12'-8 3/4") 3-0 518" 5LB3 16 119 (17'-10") 3-0 5/8" 5CB5 23 100 2'-6 5/8" 5HB3 39 125 2'-6 5/8" 5HB7 42 100 3-0 518• 5HB3 32 125 3-0 518" 5HB7 34 100 2'-6 5/8" 51-135 41 125 S'M-19DH 2'-6518" 5CB5 21 100 3-0 5/8' 51-135 34 125 (1w-10") 3-0.918" 5CB5 20 100 I X-65/8" 5CB5 60 125 2-6 5/8" 5HB7 40 100 3-0 5/8' 5CB5 50 1 1,25 3-0518" 6HB7 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 �, > �(' '`'�"+ / f y j -��i� 1.f :�-�vytir is r �� J '' r w i f ,•r,f,. /s%'SL-^��µr= f;_%»^�i• i? E� K= 4islss j`(g�t n`..,rw t i5eb,�, t y: �C.�R...y? _im'• r''n'!i}M"�s»y���,/ .,_ `µ�, �� {�•�`.,.'�•`�c �4-�K,ra'� 3�viw�^��t y�'R�tr� 1\��y�{ � "�,w� •'h::<_% ALABAMA ARIZONA ARKANSAS CALIFORNIA COLORADO CONNECTICUT DELAWARE FLORIDA GEORGIA IDAHO ILLINOIS � +;.,' ,•,��*'. .{ 4'' 'h !' r a" .,T 4•a l,g '�'( t ^ Y;�, .4_ r""Rr - ir';::�` ! � ., ytt'+'-'. ��. INDIANA IOWA KANSAS KENTUCKY LOUISIANA MAINE MARYLAND MASSACHUSETiS MICHIGAN MINNESOTA MISSISSIPPI 0.vl f- G+r11 li Yic, �Sr `,'0\". »:'✓ �.�,i.F:++f �1n�ufe.°` , `�'_ti � MISSOURI MONTANA NEBRASKA NEVADA NEW HAMPSHIRE NEW JERSEY NEW MEXICO NEW YORK NORTH CAROLINA NORTH DAKOTA OHIO a�tn ,'� "^s-vi r yr'<,.,}. •. NOTES. 51-33= LITE BAR,5HB3=3"HEAVYBAR,5LB5=5'LITE BAR - 'n-=°0 •; - ,,,,,,,,o �A y Y 5CB5=5 5'HEAVY BAR.5HB7=T HEAW BAR �n;,.2"+ '�'.r+�`;,;, , 's"i°""""''" •'' 2)ALUMINUM ALLOY FOR GLAZING BARS IS 6005-T5. ON 3 DEAD LOAD OF ROOF SYSTEM IS 5 PSF OKLAHOMA OREGON PENNSYLVANIA PUERTO RICO RHODE ISLAND SOUTH CAROLINA ) I 4)ALL ROOMS ARE ACCEPTABLE FOR CONSTRUCTION IN SEISMIC AREAS WITH A SPECTRAL RESPONSE ACCELERATION,Ss,LESS THAN OR EQUAL TO 141%g OTHERSEISMIC LOADS MUSTBEEVALUATED ONAN INDIVIDUAL BASIS. 5)DEFLECTION ARE BASED ON 1./120 DEAD+LIVE CRITERIA 6)WINDS ARE BASED ON AN ENCLOSED STRUCTURE EXCEPT WHEN 120 MPH AND �_-, `h-•.w.,,.e ''+�,"�,�;�"- J '4� ''°..":•' GREATER,THEN WINDS ARE BASED ON AN PARTIALLY ENCLOSED STRUCTURE SOUTH DAKOTA TENNESSEE TEXAS UTAH VERMONT VIRGINIA 7)LOADING IS BASED ON 20031N7ERNATIONAL BUILDING CODE -,,.�ti.•� ., 8)LOADS REPRESENT ALLOWABLE VALUES UP TO AB'-W EAVE HEIGHT,AND A 15- s I k�j,' -J , 1, ROOM WIDTH OTHER CONFIGURATIONS MUST BE EVALUATED ON AN INDIVIDUALBASIS ,' 9)THIS SUMMARY PERTAINS TO THE STRUCTURAL INTEGRITY OF OUR UNIT UP TO, �•,; .: ^�++'S ty°." ''off ,, +? BUT NOT INCLUDING,THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR -.3 yR4""�'" g` A 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 ATTACHMENTTO THE EXISTING STRUCTURE THESE MAY INCLUDE SNOW DRIFTING OR UNBALANCE SNOW LOADING ANY SPECIAL LOADING CONDITIONS MUST BE EVALUATED BY OTHERS. 11)ENGINEERS CERTIFICATION I CERTIFY THAT THESE ENGINEERING SPECIFICATIONS HAVE BEEN PREPARED UNDER MY DIRECT SUPERVISION REFERENCE NUMBER 1200_120 AND THAT I AM A REGISTERED PROFESSIONAL ENGINEER IN THE STATES