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HomeMy WebLinkAbout39982-Z r � Town of Southold 10/26/2016 G� P.O.Box 1179 CD °" 53095 Main Rd �a10 Southold,New York 11971 CERTIFICATE OF OCCUPANCY No: 38620 Date: 10/26/2016 THIS CERTIFIES that the building ADDITION/ALTERATION Location of Property: 485 Raccoon Rd,Mattituck SCTM#: 473889 Sec/Block/Lot: 106.40-9 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 7/17/2015 pursuant to which Building Permit No. 39982 dated 7/31/2015 was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is: SUNROOM ADDITION TO AN EXISTING ONE FAMILY DWELLING AS APPLIED FOR The certificate is issued to Withers Living Trust of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. 39982 01-19-2016 PLUMBERS CERTIFICATION DATED Otho6d Signature g�FEnl��, TOWN OF SOUTHOLD BUILDING DEPARTMENT a 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#: 39982 Date: 7/31/2015 Permission is hereby granted to: Withers Living Trust 95 Marion Ave Merrick, NY 11566 To: construct a sunroom addition to an existing single family dwelling as applied for. 2 At premises located at: 485 Raccoon Rd, Mattituck SCTM # 473889 Sec/Block/Lot# 106.-10-9 Pursuant to application dated 7/17/2015 and approved by the Building Inspector. To expire on 1/29/2017. Fees: SINGLE FAMILY DWELLING-ADDITION OR ALTERATION $301.20 CO -ADDITION TO DWELLING $50.00 Total: $351.20 1 uilding Ins s Form No.6 TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCUPANCY This application must be filled in by typewriter or ink and submitted to the Building Department with the following: A. For new building or new use: 1. Final survey of property with accurate location of all buildings,property lines, streets,and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal (S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of 1% lead. 5. Commercial building, industrial building,multiple residences and similar buildings and installations, a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. B. For existing buildings(prior to April 9, 1957)non-conforming uses,or buildings and"pre-existing"land uses: 1. Accurate survey of property showing all property lines, streets,building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant.If a Certificate of Occupancy is denied,the Building Inspector shall state the reasons therefor in writing to the applicant. C. Fees 1. Certificate of Occupancy-New dwelling$50.00,Additions to dwelling$50.00,Alterations to dwelling$50.00, Swimming pool$50.00,Accessory building$50.00,Additions to accessory building$50.00,Businesses$50.00. 2. Certificate of Occupancy on Pre-existing Building- $100.00 3. Copy of Certificate of Occupancy- $.25 4. Updated Certificate of Occupancy- $50.00 5. Temporary Certificate of Occupancy-Residential$15.00, Commercial $15.00 Date. New Construction: Old or Pre-existing Building: (check one) Location of Property: Q dIt ��. House No. • 1 �{ Street _--�, Hamlet W Owner or Owners of Property: �F I '� v— Suffolk County Tax Map No 1000, Section Block b Lot Subdivision Filed Map. Lot: Permit No. a9 q 2r,_)_1 Date of Permit. Applicant: Health Dept.Approval: Underwriters Approval: Planning Board Approval: Request for: Temporary Certificate Final Certificate: (check one) Fee Submitted: $ Applicant Signature SOU��®�® Town Hall Annex Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 roger.riche rt(D-town.southoId.ny.us Southold,NY 11971-0959 ®lac®U BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To: Withers Living Trust Address: 485 Raccoon Road City: Mattituck St: New York Zip: 11952 Building Permit#: 39982 Section: 106 Block: 10 Lot: 9 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE contractor: DBA: Nicholas Kerzner Electrical License No: 42972-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 5 Ceiling Fixtures HID Fixtures Service 3 ph Hot Water GFCI Recpt Wall Fixtures 3 Smoke Detectors Main Panel A/C Condenser Single Recpt Recessed Fixtures CO Detectors Sub Panel A/C Blower Range Recpt Fluorescent Fixture Pumps Transformer Appliances Dryer Recpt Emergency Fixtures Time Clocks Disconnect Switches F]3 Twist Lock Exit Fixtures TVSS Other Equipment: 1- 30A Recepticle (A/C) Notes: Inspector Signature: Date: January 19, 2016 Electrical 81 Compliance Form.xls pf SOUr�,olo G O • i �y00UN1`1,�� TOWN OF SOUTHOLD BUILDING- DEPT. 765-1802 INS PECTION [ 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: ✓7 . r DATE 12-2--AS' INSPECTOR , �O��Of SO(/j�olo TOWN OF SOUTHOLD BUILDING. DEPT. 765-1802- _ NSPECTICN [ ] FO DATION 1 ST [ ] ROUGH PLUMBING [ ] UNDATION 2ND [ ] INSULATION [ - FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING s REMARKS: DATE I INSPECTOR OF SOUTyo � o o�ycOU ,� TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUG LUMBING [ ] FOUNDATION 2ND [ ] 1 LATION [ ] FRAMING / STRAPPING [ FINAL [ ] FIREPLACE-A CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION ,! [ ] CAULKING REMARKS: `ZSR _sk)ljfl__ _ &x r � t DATE` Llz - INSPECTOR/ so TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] ULATION [ ] FRAMING / STRAPPING [ FINAL /&�/fto( [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ELECTRICAL (FINAL) REMARKS: hovz, l � I + r , "f 0� 3 DATE /0 S INSPECTOR WA • 1: 1 IMULATION i WIM,Al f..,T.L' �� '�'t%' r'r► :� r n TOWN OF SOUTHOLD BUILDING PERMIT APPLICATION CHECKLIST BUILDING DEPARTMENT Do you have or need the following,before applying! TOWN HALL Board of Health SOUTHOLD,NY 11971 4 sets ofBuildmgPlans TEL:(631)765-1802 planning Board approval FAX-(631)765-9502 CP,4 Survey SoutholdTown.NortbForknet PERMIT NO. Check Septic Form N.Y.SD.E.C. Trustees C.O.Application Flood Peeoit Examined 20 Single&Separate Storm-Water Assessnnent Form i I ntact: Approved 1 20 Mail to: Disapproved a, Phone: 67 ✓6v Expiration 1 11 q ' 20 Buri ctor APPLICATION FO IIT Date - i 20�r INSTRUCTIONS a.This application MUST be completely filled in by typewriter or in ink and submitted to the Building Inspector with 4 sets of plans,accurate plot plan to scale.Fee according to schedule. b.Plot plan showing location of lot and of buildings on premises,relati adjoining areas,and waterways. to J g P or public streets or c.The work covered by this application may not be commenced before issuance of Building Pecmit. d.Upon approval of this application,the Building Inspector will issue a Building Permit to the applicant.Such a permit shall be kept on the premises available for inspection thmughout the work. e.No building shall be occupied or used in whole or in part for any purpose what so ever until the Building Inspector issues a Certificate of Occupancy. £Every building permit shall expire if the work authorized has not commenced within 12 months after the date of issuance or has not been completed within 18 months from such date.If no zoning amendments or other regulations affecting the Property have been enacted in the interim,the Building Inspector may authorize,in writing,the extension ofthe permit for an addition six months.Thereafter,a new permit shall be required. APPLICATION IS HEREBY MADE to the Building Department for the issuance of a Building Permit pursuant to the Building Zone Ordinance of the Town of Southold,Suffolk County,New York,and other applicable Laws,Ordinances or Regulations,for the construction of buildings,additions,or alterations or for removal or demolition as herein described.The applicant comply�iv it�allmpplicabl building code,housing code,and regulations,and to admit authorized' on premises and in building form inspections. ,J i r of licant or awe,if a corporation) JUL 16 0� �� 8 address of applicairt) State whet}ier licanf is owner,lessee;agent; t,en gineer,general contractor,electrician,plumberr builder Name of owner of premises Z/(/ �^ (As on the ll or latest deed) If applicant is a corporation,signature of duly authorized officer (Name and title of corporate office Builders License No. Jrs Plumbers License No. Electricians License No. Other Trade's License No. 1. Location o,}and on wme"eposed work be done: &< /K4�( House Number Street Hemet County Tax Map No. 1000 Section q Block �� Lot r Subdivision Filed Map No. Lot 2. State existing use and occupancy ofof pro an mtended d u c ction a. Existing use and occupancy � o � b. Intended use and occupancy 3. Nature of work(check which apple):New Building Addition Alteration Repair Removal Demolition Other Work�C1 e! 4. Estimated Cost nZ? 6-D�j 6Fee (Description) (To be paid on filing this application) 5. If dwelling,number of dwelling units Number of dwelling units on each floor If garage,number of cars 6. If business,commercial or mixed occupancy,specify nature and extent of each type of use. 7. Dimensions of existing structures,if any:Front Rear Depth Height Number of Stories Dimensions of same structure with alterations or additions:Front Rear Depth Height Number of Stories 8. Dimensions of entire new construction:Front Rear Depth Height Number of Stories 9. Size of lot:Front Rear _Depth 10.Date of Purchase Name of Former Owner e 11.Zone or use district in which premises are situated k 7`6 12.Does proposed construction violate w7mg law,ordinance or regulation?YES NO 13.Will lot be re-graded?YES NOLw7 Will ex9ess fill be removed fromremises?Y p ES NO 14.Names of Owner of mises. / ddress Phone No. Name of Architect k 0 Address Phone No Name of Contractor � Address Phone No. 15 a.Is this property within 100 feet of a tidal wetland or a freshwater wetland?*YES NO *IF YES,SOUTHOLD TOWN TRUSTEES&D.E.C.PERMITS MAY BUIRED. b.Is this property within 300 feet of a tidal wetland?*YES NO *IF YES,D.E.C.PERMITS MAY BE REQUIRED. 16.Provide survey,to scale,with accurate foundation plan and distances to property lines. 17.If elevation at any point on property is at 10 fleet or below,must provide topographical data on survey. 18.Are there any covenants and restrictions with respect to this property?*YES NO �✓ *IF YES,PROVIDE A COPY. STATE OF NEW YORK) Sq- COUNTY OF___j being duly swom,deposes and says that(s)he is the applicant (Name of individual sigaing contract)above named, (S)He is the (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 stained in this application am true to the best of h4 f e and belief;and that the work will be performed in the manner set forth"'the application sled thrl.Public Stat of New York No.01`[0610696 Swom to before me this Qualified in Suffolk Cou CR nt / - day of 20 .l S COMMISsion Expires July 28,2 ,, lV Notary Public of Applicant Scott A. Russell �S,ir�`�' STO]KN[WATJEIK SUPERVISOR ` U '� - I\M[AN A, G IEAWIENT SOUTHOLD TOWN HALL-P.O.Box 1179 'Q I m 53095 Main Road-SOUTHOLD,NEW YORK 11971 Town of Southold CHAPTER 236 - STORMWATER MANAGEMENT YORK SHEET ( TO BE COMPLETED BY THE APPLICANT ) - - - --------------- - DOES THIS PROJECT INVOLVE ANY OF THE FOLLOWING: Yes NO (CHECK ALL'MAT APPLY) ❑ A learing, grubbing, grading or stripping of land which affects more 3 than 5,000 square feet of ground surface. ElB Excavation or filling involving more than 200 cubic yards of material within any parcel or any contiguous area. ❑ C Site preparation on slopes which exceed 10 feet vertical rise to 100 feet of horizontal distance. ❑ D. Site preparation within 100 feet of wetlands, beach, bluff or coastal , ❑derosion hazard area_ E. Site preparation within the one-hundred-year floodplain as depicted - _,____. on_FIRM Map of_an_y_ watercourse, ❑lam! r . Installation of new or resurfaced impervious surfaces of 1,000 square feet or more, unless prior approval of a Stormwater Management Control Plan was received by the Town and the proposal includes in-kind replacement of impervious surfaces. If you answered NO to all of the questions above, STOP! Complete the Applicant section below with your Name, Signature, Contact Information, Date & County Tax Map Number! Chapter 236 does not apply to your project. If you answered YES to one or more of the above, please submit Two copies of a Stormwater Management Control Plan and a completed Check List Form to the Building Department with your Building Permit Application. APPLICANT: (Property Own ,Design Professional,Agent.Contractor,Other) S.C.T.M. #: 1000 Date Dutnct Section Block Lot F(N,R. BkJ1LDING D,EP<R'FNI[.N'f 1.-SE t3NL`',; Conti[Information: -I tltyironr�uruAd Reviewed By: �_ — — — — — — — — — — — — — — — — — — Date. Property Address / Location of Construction Work- — — — — — — — — — — — — — — — — — Approved for e� Building Permit Stormwater Management t Control Plan Not Required. ����� ❑ Slot mwater Management Control Plan t�,Required (Forward to Engineering Department for Review) FORM ' SMCP-TOS MAY 2014 r ,1 [A-. _JAN 7 2016`_Tom Hanex Telephone(631)765-1802 543 5 Main Read 1 Imo, az(o"3iJ i65 5 2 P_ _ sox t179 I � f" ' ' G Q roger_richert(a fown_soutf'io�d.ny.us Southof —, NY-F1971-0959 COMM, BUILDING DEPARTiv1ENT TOWN OF SOUTHOLD ' APPLICATION FOR ELECTRICAL INSPECTION ' REQUESTED BY- Date: j 1Company Name: Name: License No-: 0 Address: Phone-No--- 020 JOBSITE fNFORMATM: (*Indicates required- informafion) ' *Name: _ *Address': � l % /VI *Cross Street: 2 - - 1 *Phone No_: �— I Permit No.: f Tax-Map District: • i000 Section: Block: j 0 Lot: q *BRIEF DESCRIPTION OF WORK(Please Print Clearly) �-- r (Please Circle All That Apply) *Is job ready for inspection: (6/ NO. Rough In final *Do-you neer{ a Temp Certificate: YES! O ' Temp Information (If neededl *Service Size: 1 Phase 3Phase 100 150 200 300 350 400 Other I . *New Service- Re-connect- Underground Number of Meters Change of Service Overhead Additional Information: PAYMENT DUE WITH APPLICATION o 82-Request for Inspection Forth VV j y� r X � _ F. 7 I I 4 a n. ••' .1 ip 1p M . tee''" _•_�y'�'� � � + :.� 4� k •" Tom• � � � ,a`-> �.._ .�..-�-...r a�" ��� �� __ r tr r.. -r r ......_. 3�.��'.. - ate.-,:�.,r-s..-w+-� ��-' - ... ..e 'Ar' - i A .f '.0 i' -+ - �'� � tw 222 �}Tj• ' Y��1 ' - �-.W�j - � � � lid♦ TOWN OF , SOUTHOLD PROPERTY RECORD CAR® OWNER STREETr ..VILLAGE DIST. $1 -- LOT e(1!(�:' �: f ,FORMER W R'-,-' t�E'Y�s� N E ACR. tL,, W G r TY41 f5 hT f� / TYPE OF BUILDING ...—. �,;+./'�,✓\ �--..•'1,.�-t;+M.�9 1�' / /7 t%' /� `f_��v.'Y2rii'�;�`--^;� \ � ��/�f5 6,�':^t✓ � �R"Tr>"i � ,C'F✓��c..6 s ES. SEAS. VL. FARM COMM. CB. MISC. Mkt. Value LAND IMP. TOTAL DATE REMARKS 42 D a;� 1A u `�� fa�S ri .fie.) ����' v _6 � �� /0 "o 0 ° O �� ' �' c30°1` J�3�`"8 �3t— _11 l �r�G D kms® �°�� 3C c� � �! )C) D A a.c(r'ao -- _-AGE— B1� � ol = Qli7-7 �3 0 35bP� add,42A°T o -6 r1i i'A ns®c0 NEW NORMAL BELOW ABOVE �2 3 © I �CJ p�b FARM Acre Value Per Value Acre Tillable 1 Tillable 2 Tillable 3 Woodland Swampland FRONTAGE ON WATER Brushland FRONTAGE ON ROAD : ` (!✓ ,.�- �` �,f-�f'' Y Y -House`Plot DEPTH BULKHEAD Total DOCK �, '.� �14`!��'� �1�2•!"t r i„�. '.: .: "rte•. -,:=r:l."r �� 77 • ��v_`� i r:,#��' i.cam ';�v:`�+=,f•���:.{`��' �a'- � a� , Yx �^�;Y• � /� �.,,�`,�,. ;' p''(`,•, - _.-�`;`"'�.'`-"gra{M1�'i"2�,'''�-itt'''s r.,3 rte+ <t o�' - .,,�,t�,�ti,, :4 1'=:.1 T. VV ?!� p FfRIM 4 ?s. v`� •;^.tl"_i LS�.�" { - - 'i>`a' J--�-�'�c.�'X�.Y vvF`:� y _ — p r ��� +'s- H.�F �+�•�=....�� � - ��--�:r� _ 3rd �x,n.:-t T'^_ '4;, r• gf"., �t ,'we.:.-•'"' :ti`. i� '_' �v:. - _ �`�'iy '. '.. I 106,10-9 , 3/10 M. Bldg. G Ci , , Foundation Bath "` '.' Dinette fi41 f,,, r, , � I 1� _, 7 to y -� ��, Extension J�69 Basement ` Floors Extension f Ext. Walls Interior Finish Z? LR. Extension i Fire Place JAY, ,- Heat 's; ' ' DR. Type Roof "'� Rooms 1 st Floor BR. PoXlOX2 = 2 Z ;g Recreation Room /v Rooms 2nd Flodr �~ FIN. B. Por-c'h' SP DT p0 Dormer B Breezeway Driveway 17 'Garage124 _ � r p4€i�=r*��7 ►�.act� l�-o�C �- W `k +Cab +na ooc> V - � Y/L 5PB. OXU o { roo Total rte\ N SURVEY OF PROPERTY AT MATTITUCK —�LI TOWN OF SOUTHOLD SUFFOLK COUNTY, MY 1000-106-10-09 SCALE 1'=30' "JULY 9, 2009 AUG. 6, 2009 (addrllons) SEPT. 21, 2009 (NEW SEPTIC SYSTEM) o KLL O 0 4a Z C, ROAD (BUNIIALO'LfiNE) RIQH��Y \ CAµGERO \\ NIS TMOMAS M PC," "� Epi Itry,Fnl ` q Fa�y1�4. CAR4µERC04L�Nc) FE 65,5 ,' 5 u7 r o w FE F 0.7'6 0 B.p \\ °6g5 lo°K3' oh u�� lad w N N Gp j53' N �'L �\ \ \ µe•52 + ° 6y,' o 36 6' y4,° FA too G7 �' 369 > �' V \ 12.0 o rGL \\ \ �4°' 3,11 2° x ' � Z �CA VXLL \ CCd . 413' STY'f`• r N 0 � \ wo \ Nt�•�" w g COOED LOD Ea W m \\ Q `No //a9 cK a N a°7 pE EL 60 fe, ^o yC �p1 4 'A ' °F Dig E C F a FL Ow N f � �. 1 ^\ C 162,9/��x awP• cW // N/O/i�pR�o G. \ OW NO 1160 115.85�/ K C. uNc) %o \ o / / ,Fox g0 ' // Food s o��i�°" GE 5P `pRIVA'jE Ito •W 31.1' // N�a�F ASE WELLMANUp�LUNG) / 00'5 CI.55P 5CPrC N50+ v>o•L D [ t� [ Od � I am familiar with the STANDARDS FOR APPROVAL D AND CONSTRUCTION OF SUBSURFACE SEWAGE SEP 2 2 2009 DISPOSAL SYSTEMS FOR SINGLE FAMILY RESIDENCES and will abide by the conditions set forth therein and on the •�u permit to construct. BIDG OEPL 10WIV OF SOUTHOLU EF The location of wells and cesspools shown hereon are ON6}v�p5 NO from field observations and or from data obtained from others. 50��T.MEp�, 9i Elevations referenced to on assumed datum. p ■=MONUMENT ANY ALTERATION OR ADD17ION TO THIS SURVEY 15 A WOLA77ON C N 49618 OF SEC 770M 7209 OF THE NEW YORK STATE EDUCA77ON LAW P CONIC S (ft EXCEPT AS PER SECAON 7209—SUBDIVISION 2 ALL CER7IRCA71ONS (631) 765-5 65-1797 HEREON ARE VALID FOR THIS MAP AND COPIES 7HEREOF ONLY IF AREA=23,372 SO. Fr. (INCLUDING R.O.W.) P.O. BOX 909ND SAID MAP OR COPIES BEAR INC IMPRESSED SEAL OF THE SURVEYOR AREA=19,768 SQ,. Fi'. (EXCLUDING R.O.W.) 1230 TRAVELER STREET WHOSE SIGNATURE APPEARS HEREON. 09-1461 SOUTHOLD, N.Y. 11971 GATE(MMMDA'YM n� CERTIFICATE OF LIABILITY INSURANCE 6/1712015 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the pollcy(les)must be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME SPECIALIZED INSURANCE&SERVICES PHONE 631-758-6780 FAx 831-758-6781 Exile AIC No 204 RTE.112 E•per- . SRU@SPECIALIZEDINSURANCE.COM PATCHOGUE.NY 11772 INSU S AFFORDING COVERAGE NAICII Auto-Home-Business-cycle-etc. INSURER A LANCATLANTIC CASUALTY INSURANCE CO 42846 INSURED INSURER B JEFFREY B TROAST INC INSURER C: 106 JEFFERSON AVE INSURER D PORT JEFF STA.,N.Y. 11776 INSURER E: INSURER F• COVERAGES CERTIFICATE NUMBER: 5,346 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE 85M ISSUED TO THE INSURED NAMED ABOVE FOR THE-POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT TERM OR CONDITION OF ANY CONTRACT OR OTHER OOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN. THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. ILSRR TYPE OF INSURANCE AJUDL B POLICY EFF POLICY POLICY NUMBER IMMIODAlym LIMITS GENMALUAS[UTY N N 1502408 6/15/2015 6/15/2016 EACH OCCURRENCE S 1,000,000 COMMERCIAL GENERAL LIABILITY PREMISES Ifis occurrence S 100,000 CLAIMS-MME XI OCCUR MED EXP(Any one mon) $ 10,000 PERSONA&ADV INJURY $ 1,000,000 GENERAL AGGREGATE $ 2,000,000 GEMAGGREGATEUMR'APPMPER: PWOUCTS-COMPIOPAGG $ xPOLICY PART El LOC S AUTOMOBILE LIABILITY COMBINESINGLE LIMIT Ea accident) ANYAUTO BODILY INJURY(Perpersm) S ;ONSCHEDULED BODILY INJURY(per accdea) SAOSATO HIREOAUTOS RON-OWNED PRO DAMAGE S AUTOS tPer en $ UMBRELt.AUAe OCCUR EACHOCCURRENCE $ EXCESS UAB cuumsmAoE AGGREGATE $ DEO I I RETENTIONS S WORKERS COMPENSATION WCSTATU OTH- AND EMPLOYERS!LIABILITY YIN ER ANY PROPRIETORIPARTNEILFXECUTNE ELEACHACCIRENr $ OFFICERAIIEMBEREXCLUDED7 El NIA (Mandatory to NH) S.L.DISEASE-EA EMPLO S H yes,describe under DESCR1PTiONOFOPERATIONSbe.Ynv EL DISEASE-POLICYLIMIT Is DESCRIPTION OF OPERATIONSILOCATIONS!VEHICLES(AflachACORD 101.AddfNonarRemarksScheduleHmorespace Isrequired) REMODELING -CARPENTRY.CEILING OR WALL INSTALLATION DOOR,WINDOW OR ASSEMBLED MILLWORK INSTALLATION,DRYWALL OR WALLBOARD INSTALLATION,FLOOR COVERING INSTALLATION,HOME FURNISHINGS INSTALLATION,INSULATION WORK,MASONRY PAINTING,PAPERHANGING,PLASTERING OR STUCCO WORK,SIDING INSTALLATION.TILE,SLATE,MARBLE.MOSAIC,OR TERRAZZO WORK GLASS DEALERS AND GLAZIERS CERTIFICATE HOLDER CANCELLATION TOWN OF SOUTHOLD SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE BUILDING DEPT THE EXPIRATION E THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE E POLICY PROVISIONS. 53095 ROUTE 25 SOUTHOLD MY,11971 AUTHORIZED R "601 e, i ©1988-2010 ACORD CORPORATION. All rights reserved. ACORD 25(2010105) The ACORD name and logo are registered marks of ACORD DRAWING INDEX iITHER5 RE51DENCE 51 - PLOT PLAN 485 RACCOON RD . , MATTITUCK, NY 1 1952 " W n ozo S2 - GEN. NOTES °" 0C) 53 - FOUNDATION PLAN °' �m - 54 - ROOF FRAMING PLAN LOT PLN Yd w 2�� y V 55 - STRUCTURAL DETAILS 0 QFF �b�y� a o SG - STRUCTURAL DETAILS � \ S�Q M 236 LA A � °-."�, - - -- N71°52'30" E - - - - 165.37' — — SHED 57 - STRUCTURAL DETAIL�,IN� �Q c�PP�� A I - PARTIAL FLOOR PLANv0,VONN' E•I I r z� E�Q ��OD I D E7 B.P.# �� �G�q RI - SUNROOM PLAN * EL5�/-�H. I �' SHED SHED w � F 8Y: R2 - SUN ROOM DETAILS I N(T FY Bi LDING DEPARTMENT AT N I z N U MPH R3 - SUNROOM DETAILS I 765-1802 AM TO 4 PM FOR THE I p w p >PAz° TFOUNDATION-'-�- Q LLOWIN SPECTIGNS: Z_ O R4 - SUN ROOM DETAILS I REQUIRED POOL EQ' 39 GO W o ) c R5 - SUNROOM DETAILS I I FOR P I RED CONCRI= 1 ulz O - 211 ROUGH FRAMING & PLUMBING ASPHALT I > �o o 3J INSULA ION DRIVEWAY GARAGE t w 1:- O FASTENER SCHEDULE FOR 230 SUN $SHADE I Q 4 FINAL - bONSTRUCTION MUST 1 = � Z G TO EXISTING STRUCTURES 4 FOUNDATIONS I w Q �z I p 1 22 COMPLETE FOR C.G. I z goy _ COMPONENT FASTENER NO/SPACING I A CONS RUCT SHALL MEET THE DECK S oso (MIN.) FASTENERS I z R=QUIREM S OF THE CODES OF NEW ( aam000 3/5'0 BOLT w/ 2(MIN)@ EACH COLUMN I Y �' SORK STA IE. NOT RESPONSIBLE FOR BRICK 1 Noo COLUMN/SILL I 1/4°WASHER AND I G"O.0 (MAX) o U DESIGN 0 CONSTRUCTION ERRORS. I W G o N b BOALL 2 RIDGE E 3/8"0 (2)ROWS @ I G"O.0 U G8 70' O p F TO EXISTING W/WASHER I Q t Q d WAIL COLUMN 3I8"0 2 IN TOP G'(3"APART) I _OC I I I STORY I m W/WASHER 30'O.C.(MAX)VERTICALLY I ¢ I qq I p �rp� �e FRAME HOUSE I �pF NE Y ALUM,RIDGE 3/8"0 BOLT w/ (2)ROW5 @ I G"O C. I O 3Jii}L e�'i i s tel—L �e�'`i�a7 O� * GARAGE POOL i �,�Q�P��,\S SP @LEDGER WASHER I _ _ _ �q uNE1�w e OR o S I ATE CSC TOV\4N! CODES NOTE: I c�+ s/��FF ��99 y e t ®� 1. ALL FASTENERS CONNECTING ALUM.TO ALUM.5HALL BE I '%S 9QU a ED s " . r n I I Lu STAINLESS STEEL. > ° ` I Ll 2. ALL FASTENERS CONNECTING ALUMINUM COMPONENTS TO 5TRUCTUP.AL FRAMING OR FOUNDATION SHALL BE HOT I Z A„a l ginv DIPPED GALVANIZED. I I �O W 9 3. ALL FA5TENER5 5HALL HAVE A MINIMUM OF 3”EMBEDMENT N OOM �,0 08235 k. uoN. I Srl; a� X 10'-8 5/8" DECK COVERED 90FESSIO\ T(�RE L XI5T. DEMO'D. BAR i URE AND WOOD t DECK OF SAME FOOTPRINT HOTTUB DRAWING DRAWING TITLE• A PLOT PLAN I I I = S �INOTE: 5CALE: I"= 20' I O COVER SHEET 1 I occu 1 . TH15 PLOT PLAN 15 FOR REFERENCE ONLY, — — J S o I — POOL FOR ADDITIONAL INFORMATION 5EE 5URVEY U AWFUL EQUIP. PROVIDED BY A LICENSED LAND SURVEYOR. rl In — — — — — — — — — — — _ _ _ _ _ REVISIONS Al L- 2. LOT COVERAGE CALC5 (FOOT PRINT ONLY) 1 I OO� g��f% ® ®CCUPANU 1 5 71°52'30"W 175.85' LOT AREA: = 23,374 50,17T. - - - - - - - - - - - - - - -- - - - - - - — EXI5T. BLDG.: = 1,739 SQ.FT. EXI5T. SHEDS: = 289 5Q.FT, '-``` PRIVATE ROAD "FOX HOLLOW ROAD" PROPOSED: 252 5Q.FT. DRAWN BY: GWN PA TOTAL: = 2,2805Q.FT. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - REVIEWED BY: A5 LOT COVERAGE = 0,75% SCALE: 5EE PLAN DATE: 07-08-15 51OF 7 a �V GENERAL NOTIP Lu =N RAA Q s � �- b � °7 ozoo3 w CD Z m A FOUNDATIONS M.DESIGN I LIVE LOADS W U Z 1.MAXIMUM PRESUMPTIVE ALLOWABLE SOIL BEARING PRE55UPE FOR NEW FOOTINGS=3000 PSF. H. GLA55 UNITS CONSISTS OF TWO PANES OF I/8°THICK TEMPERED GLASS STRUCTURAL MEMBERS HAVE BEEN DE51GNED FOR FULL DEAD LOAD5 AND THE O O 2.FOOTING EXCAVATIONS AND FORMS SHALL BE REVIEWED BY LOCAL BUILDING OFFICIAL PRIOR ,TO PLACING CONCRETE. FOLLOWING LIVE LOADS IN ACCORDANCE WITH THE 2010 NEW YORK STATE O c>7 3.FOOTING ELEVATIONS SHALL NOT BE RAISED OR LOWERED WITHOUT APPROVAL OF THE ENGINEER WITH A 5/8"STAINLESS STEEL SPACER BETWEEN PANES WITH AN ARGON FILL BUILDING CODE: m vo, 2,GLASS CONFORMS TO ASTM E 1300. �• c �CD d nin,nnp 3 ALL MC-16(CODE 78)CLEAR ARGON ROOF GLASS HAS THE FOLLOWING N w v B CONCRETE I.GROUND SNOW LOAD:20 PSF ' c MINIMUM PROPERTIES: O W 1.ALL CONCRETE SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 3,000 PSI. VISIBILITY TRANSMITTANCE = I G% 2 - w w 2.ALL CONCRETE WORK SHALL CONFORM TO ACI 31 B. 2.WIND LOAD: 2/ N U 3.PLACE EXPANSION JOINT MATERIAL BETWEEN EDGES OF 5LA55 AND VERTICAL SURFACES UNLE55 OTHERWISE NOTED SOLAR TRANSMITTANCE = I O°h BASIC WIND SPEED: 120 MPH �'614 a O �° ULTRAVIOLET TRANSMITANCE =7% WIND EXPOSURE:C 3HM d C REINFORCING STEEL VISIBLE OUTSIDE REFLECTIVITY = I I% VELOCITY PRESSURE EXPOSURE COEFFICIENT,Kz:0 85 VISIBLE INSIDE REFLECTIVITY =25°� I BARS SHALL BE ROLLED FROM NEW BILLET-STEEL CONFORMING TO ASTM A615,GRADE 60, SHADING COEFFICIENT = .18 DIRECTIONALITY FACTOR,K&0 85 �� 2 WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185 OR A5TM A497. SOLAR NEAT GAIN COEFFICIENT =,15 GUST EFFECT FACTOR,G-0.85 3 . 3 DETAIL AND FABRICATE REINFORCING STEEL IN ACCORDANCE WITH'ACI DETAILING MANUAL",PUBLICATION 5P-66. RELATIVE HEAT GAIN =39 IMPORTANCE FACTOR,I: 1.0 �a g 4 REINFORCING STEEL SHALL BE REVIEWED BY THE LOCAL BUILDING OFFICIAL PRIOR TO PLACING CONCRETE. A5HRAE WINTER U VALUE = 25 INTERNAL PRESSURE COEFFICIENT,GCpi: ±O 55 5.PROVIDE BARS AT CORNERS AND INTERSECTIONS OF THE SAME NUMBER AND 51ZE AS LONGITUDINAL BAR5 ASHRAE WINTER RVALUE =4 O IN FOOTINGS DESIGN WIND PRESSURE(WALL).32 PSF WALLSDESIGN WIND PRESSURE(ROOF)35 PSF 2 4 MINIMUM PROPDE 74)CLEAR ARGON WALL GLA55 HAS THE FOLLOWING CONFORMS WITH PARTIALLY ENCLOSED DESIGN AND DOES NOT REQUIRE HURRICANE SHUTTERS IESLu 'F--3 6 D.STRUCTURAL LUMBER "z`�r,=m VI5IBIUTYTRAN5MITTANCE =56 sG I,STRUCTURAL LUMBER HALL BSOLAR TRANSMITTANCE =29 „E GREEN DOUGLAS FIR LARCH NO 2,OR BETTER,UNLESS OTHERWISE NOTED WIND-BORNE DEBRIS REGIONS.(EITHER) 3 e�F�w , $ ON THE PLANS WITH THE FOLLOWING MINIMUM PROPERTIES. WINI)AREAS WITHIN HURRICANE-PRONE REGIONS WITHIN I MILE OF THE COASTAL Z N � � 2 ULTRAVIOLETTRANSMITANCE = 13 VISIBLE OUTSIDE REFLECTIVITY = 10 MEAN HIGH WATER LINE WHERE THE BASIC D SPEED ISI I O MILES PER HOUR OR W GREATER. pp to a Fb=850 PSI 2)AREAS WITH A BASIC WIND SPEED OF 120 MILES PER HOUR OR GREATER. b. Fc(PERPENDICULAR)=625 PSI Q p[ VISIBLE INSIDE REFLECTIVITY = 17 _ Fv=95 P51 SHADING COEFFICIENT = ,38 z d:i C. d. E= 15 PSI 00 P51 IN THESE REGIONS ACCORDING TO SECTION 1609 1 2 OF 2010 NY5BC,THE GLASS SHALL BE O y. 0 F m SOLAR HEAT GAIN COEFFICIENT =.33 A55UMED TO BE OPEN THE 5UNROOM I5 THEREFORE ANALYZED AS A PARTIALLY OPEN STRUCTURE W O Z m zm-K 2 ALL PRESSURE TREATED LUMBER SHALL BE No.2 SOUTHERN YELLOW PINE,OR BETTER,WITH RELATIVE HEAT GAIN =79 O =w s i ACQ(ALKALINE COPPER QUATERNARY)TREATMENT. RACCORDING TO ASCE 7-02 O Y? o 3 PROVIDE WASHERS BETWEEN ALL THE BOLT HEADS AND WOOD AND BETWEEN ALL NUTS ASHRAE WINTER U VALUE = O ASHRAE WINTER VALUE =4.0.0 o 2 AND WOOD. 3.LATERAL DESIGN CONTROLLED BY WIND. 4 LAG BOLTS AND SCREWS SHALL BE PROVIDED WITH LEAD HOLES HAVING A DIAMETER NOT I.SEALANTa G GREATER THAN 70 PERCENT OF THE THREAD DIAMETER OF THE BOLT OR SCREW. ALL LAG BOLTS I.ALL SEALANT CONFORMS TO TT-5-001543-A,TT-5-002306, 4.FLOOK LIVE LOAD=40 P5F. W T Q MW W AND 5CREW5 SHALL BE INSERTED IN LEAD HOLES BY TURNING AND UNDER NO CIRCUMSTANCES A5TM C-920 TYPE 5,GRADE N5,CLA55 25. �° BY DRIVING WITH A HAMMER. ENERGY INFORMATION: 5.THROUGH BOLTS SHALL BE PROVIDED WITH BOLT HOLES WHICH ARE TO INCH LARGER THAN R-VALUE 3"SOLID ROOF PANEL. 13.4 who J.GASKETS g H R-VALUE 4 25"SOLID ROOF PANEL 18.6 I o THE BOLTS. I ALL GASKETS ARE CO-EXTRUDED AND ARE NON-MIGRATORY R-VALUE 7/8"ROOF GLA55 PANEL:4.0 0 G.STEEL FOR ALL ACCE550RIES SHALL CONFORM TO ASTM A36 - R-VALUE 3"SOLID WALL PANEL. 13 4 m z o 7. PLYWOOD SHALL BE G-C EXTERIOR,DFPA GRADE MARKED OR EQUIVALENT,OF THE THICKNESS K ROOM SPECIFICS N N SHOWN ON THE DRAWINGS. R-VALUE 7/8"WALL GLASS PANEL:4.0 z�'c' 8 PROVIDE OTHER MANUFACTURED ACCESSORIES AS REQUIRED AND AS SPECIFIED I ROOM DEAD LOADS G o �10 9 ALL FABRICATED STEEL A55EMBLIE5 EXPOSED TO WEATHER AND ALL STEEL FASTENERS,INCLUDINGN COORDINATION ROOF.7 PSF BUT NOT LIMITED TO NAILS,ANCHOR BOLTS,CONNECTION BOLTS,NUTS,WASHERS,LAG BOLTS I THE CONTRACTOR SHALL VERIFY CONDITIONS IN THE FIELD AND IMMEDIATELY OR SCREWS SHALL BE GALVANIZED IN ACCORDANCE WITH THE A5TM STANDARD FOR THAT ACCESSORY, FLOOR 50 P5F NOTIFY THE ENGINEER MEASUREMENTS AND BE BE RESPONSIBLE FOR THE SAME ANY CONDITION NOT AS ASSUMED. HE SHALL TAKE FIELD d ASTM A213,A 153 OR OTHER. 10.FABRICATED ITEMS INDICATED ON THE PLANS ARE DESIGNATED AS PRODUCTS PRODUCED BY THE REFERENCE STANDARDS; 0 ABBREVIATIONS pF N E 51MPSON STRONG TIE COMPANY, PROVIDE ITEMS NOTED OR EQUIVALENT PRODUCTS ASTM E 119 THE FOLLOWING LIST OF ABBREVIATIONS IS NOT INTENDED TO REPRESENT 1 1.ALL LAMINATED VENEER LUMBER(LVL)SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: ASTM E 1300 �C a. Fb= 2,600 P51 ASCE 7-02 ALL THOSE USED OIATI THESE S D AWINGS,BUT TO SUPPLEMENT THE MORE �P �.��S SP Y bCOMMON ABBREV. Fv=285 PSI C. Fc(PERPENDICULAR)=750 P51 a)ROOF GLA55 CODE 78,R-VALUE=4.0 d. E= 1,900,000 PSI WALL GLA55 CODE 74.R-VALUE=4.0 I.T 2 51M -TYPICAL IM -SIMIUAR b)WALL FANEL5 TO BE 3"INSULATED,R=13.4 t' w 3.U - ON UNLESS OTHERWISE NOTED E STRUCTURAL STEEL �W I.ALL STRUCTURAL STEEL CONFORMS TO ASTM A36 OR ASTM A572 GRADE 50. 4.CONT -CONTINUOUS L DEFLECTION CRITERIA RC1 I ALL MEMBERS MEET OR EXCEEDS THE FOLLOWING MINIMUM Z P.CONSTRUCTION SAFETY F ALUMINUM DEFLECTION LIMITS. (p C? I ALL STRUCTURAL ALUMINUM CONFORMS TO THE MINIMUM REQUIREMENTS OF 6005-T5 FOR ALLOY AND TEMPER 1.THESE DRAWINGS DO NOT CONTAIN NECESSARY COMPONENTS FOR SAFETY LL DL+LL DURING CONSTRUCTION 082359 EXCEPT AS NOTED BELOW: a.STRUCTURAL ALUMINUM: -- UI 20 A I,.CORNER COLUMN .........................6063-T5 .GLA55: U175 ___ 2.THE INSTALLER SHALL PROVIDE ADEQUATE TEMPORARY BRACING,SHORING 1: H-COLUMN ....... 6063-T5 c FLOORS: U3GO U240 GUYING OF FRAMING AGAINST WIND,CONSTRUCTION LOADS$OTHER R �ESS10 P UTILITY'H'COLUMN. „.6063-TG TEMPORARY FORCES UNTIL NO LONGER REQUIRED FOR THE SUPPORT OF THE FRAMING. 2 ALL STRUCTURAL ALUMINUM WORK CONFORMS TO"PART I-A-SPECIFICATIONS FOR ALUMINUM STRUCTURES- ALLOWABLE STRESS DESIGN"OR"PART 1-13-SPECIFICATIONS FOR ALUMINUM STRUCTURES-BUILDING LOAD AND Q.MISCELLANEOUS DRAWING TITLE U515TANCE FACTOR DESIGN"OF THE ALUMINUM ASSOCIATION,INC,5EVENTH EDITION,EFFECTIVE JANUARY 2000. 1.ALL CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE 2010 BUILDING CODE 3. IN ALL INSTANCES WHERE ALUMINUM COMES INTO CONTACT WITH STEEL,PROVIDE DIELECTRIC SEPARATION. OF NEW YORK STATE,THE RESIDENTIAL CODE OF NEW YORK STATE,THE ENERGY EXPGENE 0 A L 4.ALL EXPOSED ALUMINUM RECEIVES ONE COAT OF PAINT. COLOR TO I5 COORDINATED WITH MODEL AVAILABILITY. CONSERVATION CONSTRUCTION CODE OF NEW YORK STATE,AND THE LOCAL 5 ALL FASTENERS CONNECTING ALUMINUM COMPONENTS ARE STAINLESS STEEL TYPE 300 I8-8 UNLESS OTHERWISE ZONING RULES AND REGULATIONS. NOTED ON PLANS. 2 NO NOTE OR LACK THERE OF SHALL BE CONSTRUED AS RELIEVING THE NOTES CONTRACTOR FROM EXECUTING ALL THE WORK IN ACCORDANCE WITH THE G,STAIRS BUILDING CODE OF NEW YORK STATE,THE RESIDENTIAL CODE OF NEW SEE NEW YORK STATE RESIDENTIAL BUILDING CODE YORK STATE AND ALL LOCAL REGULATIONS HAVING JURISDICTION. SECTIONS R3 1 1.5 THRU R3 1 1.5.8.1 FOR STAIR REQUIREMENTS 3.THE ENGINEER SHALL NOT BE RESPONSIBLE FOR ACTS OF OMISSION OF REVISIONS THE CONTRACTOR OR ANY SUBCONTRACTOR OR AGENTS OR ANY OTHER PERSONS PERFORMING THE WORK. 4.THE ENGINEER 15 NOT RESPONSIBLE FOR OBTAINING ANY BUILDING PERMITS AND/OR VARIANCE APPROVAL CLIMATIC *-GEOGRAPHIC DESIGN CRITERIA DRAWN BY: GWN GROUND SNOW WIND SEISMIC SUBJECT TO DAMAGE FROM FLOOD REVIEWED BY: A5 LOAD DESIGN FROST LINE HAZARD SCALE: SEE PLAN SPEED(MPH) CATEGORY WEATHERING DEPTH TERMITES DECAY SEE GENERAL SEE GENERAL C SEVERE 3G" MOD. TO HEAVY SLIGHT TO MOD. NO DATE: 07-08-15 NOTES NOTES 52 OF 7 L Y SY G�`G�Vi ♦Z ��1 @� Lu co NNE Q pupnipi L E n O wcu c,Z 0 16 W •`', nqugpu E) St,,:,^ co 0 p^� _C _ 2G J N �f a°Di wpm Yy\ un,aq" C N W CD �a w — mow EX15T. HOU5E H0 o u EDGE OF EXI5T. $�y 5TRU CTU RE iRE Ro W floazpo W ; ° W m o m a rn o- I I � o � s�o U usz A �:D 00,- w Q slg I a CQ I = m Ron j I NEW 4" CONCRETE SLAB. ~ 8 MATCH EXIST. F.F. ELEV. gggg; (6" ABOVE GRADE) P����G zea I �=a�2 G w o��'ma d DENOTES INSIDE F NE FACE OF 5UNROOM �Q't�O S SP y KN EEWALL �-- — — — = — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — LU _r ui - - - - - - - - - - - - n Z(p A 8235 v� DENOTES OUTSIDE 8 gOFESSIONP FACE OF NEW CONCRETE S5 1< 3(s) 5 Z FOOTING T(P, UON DRAWING TITLE: FOUNDATION PLAN 23'-5 5/8" REV 15ION5 A FOUNDATION PLAN S3 SCALE; 3/8" = 1'-0" NOTE: 1 . TOP OF EX15T. FLOOR DRAWN BY: GWN ELEVATION = 0-0" (REFERENCE) REVIEWED BY: A5 SCALE: SEE PLAN DATE: 07-08-15 53 Of 7 ci r w — n L.;.. > z O o w w �z0� LU uli,"I ul z :O th m 00L0 � •L J n �O` r- N N 0 0 O I I I I I I I I I I I I I I I I I I I I I I I I I I II I I I I I I H UE I I I I I i I I I I I I I 1 �I I tG���g I I I I I I I I I I I EIElu- LU 2x10 VA EYP TE I I I I I I/ — \ I I I O z _ � I I I I I I I I I I Imi ii I I I I I I I I / I I I I I I �\ I I I U V zn u� _ _ o 1 O I I I I I I I I I I IW �II II II I I I I I I I / I H- 44 I� - - � - 4 — � � I LU �¢ 3o`G Z > C91 I I I I I I I I I I I I I I I I I I I \ I = :5 f I I I I I I I I I I � — F-- Q I I I I I t —I T — T — f`I— T — i- -I- -I — T —� I � R A I I u — CRICKET AS RE dor NEINI- o - ssp�. _ EXIST. ROOF I — — — FRAMING — — — — — — I CC - - - - — I- - - - - - - - I m I u8235g �Ci= I v - - - - — I- - - - - - - - ROSSIONP — — — — — — — — — — — — — — DRAWING TITLE- PARTIAL BOOP 23'-5 5/8" F RAM I N G PLAN E5CALE: EVISIONS A PARTIAL ROOF FRAMING PLAN S4 SCALE: 1/4"= 1'-0" : GWN BY: AS EE PLAN 08-15 OF t\O @P ami w — u1� a npi > > � t� W n z I O +u O (JJ cp Q w m Z O LL co r6 W OUT5IDE EDGE FLOOR SLAB °,e w- N '� OF SLAB * BASE I I �`� a ud z u_ WALL I ev���F, "` ,L ANCHOR,BOLT (TYP) II _ G� Lu uip9 COLUMN — — �-- NOTE: Lu m m � #4 DOWEL x I'-0" � 0-m PLAN VIEW LONG TYP, LION ROOM FRAMING _ �a �W (2) 3/8"X 3" LAG BOLT NOT SHOWN N o F EACH COLUMN AND @ o� FOR CLARITY EXISTING W z CZ H M5 24" O.C. BETWEEN NEW FINISHED FLOOR Q FOUNDATION v 2-0€2�8 CONT. 2 - 2XG I WALL c oL — 6o TOP PLATE 1� — — — — �� 1/2"THICK PRESSURE _ `r � I TREATED PLYWOOD SHEATHING. I I EPDXYij !-- RIMP FASTEN W1 Od NAILS @ 8" O.C. 2XG STUDS @ I G" O.C. I_ _ GROUT 2 WALL = S z �? ALONG ALL PERIMETER EDGES PROVIDE STUD @EACH = — — — — — — — — — — — — THICKNESS 12" O.C. @ INTERMEDIATE FRAMING. PANEL EDGE (Z 0 BOTTOM OF _ _ I I K' MIN) ora¢ R-19 BATT. INSULATION c = FLOOR5LAB 1/2"0 X 3 1/4" HILTI KWIK BOLT IIINN IZ n BEYOND—/ EXPANSION ANCHOR @ 24" O.C. — CONT. 2X6 PRESSURE Q Z TREATED SILL w = w 4" CONC. n �' Q I I �' dor NEIN NCENTER SLAB W W 1 SLAB 1 .4 ———— _ a G,P��,� \S Sp 90 �`F' a 4AI ° I oC EXT. GRADE ° a ° ° d I I n I I w 1I EPDXY GROUT w/° 4q 823 2 3 4 a \ 1/ G MIL VAPOR :2 a 4° S519 Pzv BARRIER � .Q 6 MIN EMBED ° F:S0 � � ° COMPACTED ' d v PILL d ° i d ° a d° I DRAWING TITLE- STRUCTUI AL ,a d Q I d ° m ° d ° ° DETAILS Q yr\yry\\r\y\\y\y\y\ \�\\ham\\��\y\\ �OR, \r-r\ \�� — — — — — — —� /\\i\ri\r\%��\ir\ir\ir �r r r\r r\r\ri\rr�\��i r �� \,\ \r.\i.\ U ° d ° \r�\rfirr\\rfirr\\rr rr r� \rrr\\rr\\rr\\rr\�' 'r' 4 CONTI N UOUS �\ \ � O O�DETAILS NOT SHOWN, REVISIONS ° ELI ° Lu S5 Z - 3" CLR, #3 @ 48" O.C. TIE BOTTOM OF NEW FTG U TO MATCH BOTTOM OF 1211 EXI5TI N G DRAWN BY: GWN A TYP. KNEEWALL FOUNDATION DETAIL B TYP FOUNDATION DETAIL AT EX15T STRUCTURE REVIEWED BY: A5 55 NOT TO SCALE S5 NOT TO 5CALE SCALE: SEE PLAN DATE: 07-05-15 55 of 7 v G��eS 0 N ¢ N w — Ncp p„pnu v > — N h Lu Lu w �ZO w � np,upn [!J z z c Oqco � Y L J — o _ 0 to I-SIMPSON STRONG TIE "A35” ' = a w FRAMING CLIP @ EACH RAFTER N — t ROOFING TO MATCH EXIST, 2X 10 VALLEY PLATE PLACE DIRECTLY D- I/2" PLYWOOD ROOF SHEATHING ON TO STRUCTURAL ROOF SHEATHING $ FASTEN TO EACH G€ EXIST RAFTER w/ 3-I Gd NAILS. gz NEW 2x8 RAFTERS @ I G" O.C. w/MAX 8'-0" SPAN 08 NEW NEW(2) 2x SOLID BLOCKING W BETWEEN RAFTERS TYP. o a z z GWrm FLASHING BY CONTRACTOR i W Ln c) ogm ora d z— ° NEW FOUR 5EA50N5 RIDGE. FASTEN w/(2) 3/8`0 LAG BOLTS w/MIN.3" EMBEDMENT PER i LLL1 0O) CLIP, (2) CLIPS PER BAR, ' $oto 5UNROOM ROOF BY FOUR SEASONS i ' I so �o EXTRUDED ALUMINUM i / Luo3ga RAFTER BAR BY FOUR SEASONS rik +9'-3 5/8" 5UNROOM RIDGE HEIGHT cc / 51MP50N H2.5 EA. RAFTER / +1 51MP50N LSTA 15 STRAP @ 32" O.C., / i / NEW(2) 2x4 I OF NE FILL ALL HOLES w/ I Od / /CONT. TDP PLATE I �� ss y NEW 5HEATHINGTOMATCH EXISTING / - - - - - - - - `----- - - - - - - - - - - - - - - - - - - - J SHEATHING TO EXTEND TO TOP OF NEW WALL. FASTEN TO WALL FRAMING w/8d + NAILS @ 8" OC ALONG PERIMETER FRAMING / / / I � d w 12" OC AT ALL INTERMEDIATE FRAMING - + + 2 Z - - - - - - - - - - - - - - - - - - - - - - - - - - - - N Cj F� 08235908235 DENOTES PORTIONL_ NEW WALL EXTENSION w/ 2x4 A9OPEss►o TO BE REMOVED NP OF EXISTING FRAMING I STUDS @ I G" OC. FASTEN TO EXISTING EXISTING RAFTERS w/4-1 Gd NAILS ROOF FRAMING DRAWING TITLE. STRUCTURAL i► � EXIST 2x STUDS @IGD.0 D ETA I L5 II I REV15ION5 A TYP. 5TRAICHT SAVE CONNECTION TO ROOF SADDLE AT EX15T STRUCTURE 6 NOT TO SCALE DRAWN BY: GWN REVIEWED BY: AS SCALE: SEE PLAN DATE: 07-08-15 56 of 7 ®ia a' g PLu uw �z co ul ni;u UJ co 0 Z Lo M C �O� m CX4D tu L9 l Q —OUB EXIST. ROOF. REMOVE EXIST. SHINGLES AT �- LOCATION OF NEW ROOF SADDLE FRAMING 1/2" PLYWOOD. ATTACH w/ 8d NAILS @ G" ao= O.C. AT PERIMETER AND TO SLEEPERS FW NEW CONT. 2xG PLATE. ATTACH w/ Q' 'R (2) 1 Gd @ 24" O.C. TO EA. RAFTER H"'kw 2x SLEEPERS @ 24" O.C. U -z- a W Ln Y 'UZ' " i € COUNTER FLASHING AND D cz SEALANT BY CONTRACTOR z r im 2x SOLID BLOCKING I R/ o z 2s=� BETWEEN SLEEPERS W a s a G W 1- / I GEN 005.- z 1 QQYYz3S 7/8" INSULATED GLASS PANELS BY FOUR I O� NEW w SEASONS 5UNROOM5 / / / — — — — — — — — — — — — — — — — — — — EXTRUDED ALUMINUM / / II / T Q� ��S SPy O GLAZING BAR BY FOUR SEASONS 5UNROOM5 r I - - - - - - - - - - - - - - - - - - - - J n 1 w DENOTES PORTION OF EXISTING FRAMINGN�QA 2359 TO BE REMOVED EXIST, RAFTERS 9opess`ONPti I I I @ 24" O.C. I DRAWING TIT!E ED A I�EXIST. 2x FRAME WALL 5TRU CTU Fl^L w/ BRICK VENEER D ETAI L5 II I REV1510N5 A ROOF CRICKET AT NEW 5UNROOM ROOF TO EX15T. STRUCTURE 57 NOT TO 5CALE DRAWN BY: GWN REVIEWED BY: AS SCALE: SEE PLAN DATE: 07-08-15 57 Of 7 i y pwpu;, R C` aj aZOO w O O to nu;i u;'" z Z co c DOS o m 3W�m y 4 'sL.I — W U O pfl�W OpnvEp gF-__�6 LiJ �Gm U �V z NX02 W N may (Y N € Z w0)- U �[ � MM° 3g� � EXIST. HOUSE w Q s g�NG -F 921H> � S��p�ZN NC��N�tOt11N000 O¢ ppp �SNO Z c5�5'uLLj5�0 UUZ¢_ w W VOZw'n air V 0°� < N PROPOSED SUNROOM pF NEt7,Y 23'-5 5/8" x 10'-8 5/8" �,�Q. �.�`s s p yR Ln EXIST. HOUSE REPLACES EXIST. DEMO'D. 1 W o PATIO ENCLOSURE AND WOOD DECK OF SAME FOOTPRINT �AgoFg 35pNP�'�� ESsI DRAWING TITLE: PARTIAL FLOOR PLAN SECTION H 105 LIGHT AND VENTILATION/EMERGENCY EGRE55 REV1510N5 H 105. 1 General. Exterior openings required for light and ventilation shall be permitted to open into a patio structure conforming to Section AH 10 1 , provided that the patio structure shall be unenclosed if such openings are serving as emergency egress or 23'-5 5/8" rescue openings from sleeping rooms. Where such exterior opening5 serve a5 an exit from the dwelling unit, the patio structure, DRAWN BY: GWN unless unenclosed, shall be provided with exits conforming to the A PARTIAL FLOOR PLAN REVIEWED BY: AS provisions of Section R3 10 of this code. A I SCALE: I/4" = I'-0" SCALE: SEE PLAN DATE: 07-0(5-15 A I of I Ll N QP 1� 6N7 11J —ln� 17 lrngnn;u •� �Z C z co 01 ami � ImInm Lu i2 Lu S OPE 31 31 31 31 31 31 31 31 31 G€ Lo L B C) �spl z R5 W � I B U 4G 4G R4 4G 4G 4G 4G 4G 4G 4G W o� C) e/m U o A D c w 00 z C� R4 R5 lz c� r,/ _ g.-. W4G O Z ��€=!'�o46 46 46 46 46 46 46 46 W o � 2egifl QUAD DOOR > � z Hn 23'-5 5/8" c5 o m o 0 0 PLAN VIEW SCALE: 1 4'=1—0 LJ G 3 2 u F<w N �e NEW 1- ,�P sPLu �. r - � 55T2 5AT2 Z O X8235 Q, 51-011 5'-Ol' _ = R3 21-G" 5'-0" B 101-01' D 5'-0- �. SLIDER SLIDER FIXED SLIDER R2 QUAD R2 HIDER A9oFEssIaNP WINDOW WINDOW w= w WINDOW WINDOW DOOR WINDOW E D C ao �u- �-- R3 R3 w "'3 R3 A A F E DRAWING TITLE: °D m a R3 R2 R3 R3 N pR M OO A �° m _ o c PLAN * ELEV. lz R2 REVISIONS 7'-10 3/4" 10'-5 3/4" 5'-1 1/8" BASEWALL OPENING 10'—B 5/8" 23'-5 5/8" a LEFT ELEVATION A FRONT ELEVATION SCALE: 1/4"=V-0" SCALE: t 4=t-o DRAWN BY: A5 REVIEWED BY: A5 SCALE: 5EE PIAN DATE: 07-08-15 I� I of 5 NI v w Ln Ql1 - � Z O Q Lu wignigm fA O CIS zz�m OO �m L (f� EXTR'D ALUMINUM rd LU U- EAVE TOP (A*7ETB) �on� w N w EAVE BOTTOM (A*7EB) 2,9 w O U b`\ Q0 L0 D QUAD DOOR HEAD R2 NOT TO5CALE W moo`-`g2' EXTR'D ALUMINUM �GW�G �13SLIDING DOOR Z Nig SAVE HEAD (7AH) o p 2 NOT TO SCALE W O I\ (n O �m3�m6 "V 2wy O 0 cn K w 60 M = O SLIDING DOOR STEEL HEADER Z Lu `� O U) INTERLOCK ON I I I I WITH ALUMINUM 17— f/8 x 1/2" TEK SCREW W I I I I � o * FIXED PANELS COVER s€moo " O (TYP. ALLZI-VAILIUN _ �2���E F— POST (71F) =W z-z- W Z W SILL INSERT � U CUT TO CLEAR ="W W EXTR'D ALUMINUM O 00 � Q POST BEAUTY CAP I (46c) OF NIS � I EXTR'D ALUMINUM Q� 15 SP> I I I SLIDING DOOR SILLW A SILL Ln r rt NOT TO SCALE 0 nLu m A 8�3 g =C? C QUAD DOOR SILL R2 NOT TO SCALE L0 RIFE S S 10NP r O II BASEWALL BY OTHERS DRAWING TITLE: 00 J II OR I ISI \ � J FSSP CONSERVAWALL 5 U N RO O IV 1 (SEE ER-XXXX FOR \3 = ALL INFORMATION) D ETAI L5 W N = REVISIONS < m MINIMUM CONNECTIONS DRAWN BY: AS ARE SHOWN IN THE FOR DETAILS A SCHEDULE ON PAGE S1. REVIEWED BY: AS NOT SHOWN SEE SCALE: SEE PLAN DATE: 07-08-15 R2 OF 5 C U W — N Q O LLI F Q7 b 06Lu c1l Z Im z z U) w c 00^m o c m — OUTSIDE INSIDE rd „ c 3 k OF OF � #5 x 1!2"TEK SCREW(H7'150) rn N w ROOM ROOM @ 16"O.C. MAX. EACH SIDE w F EXTR'D ALUMINUM 4.1 R 0 U z CLOSED SILL(A'7C5) EXTR'D ALUMINUM �6��M O WEEP HOLE (BY INSTALLER) 2x6 DECKING OR 3!4"PLYWOOD WINDOW JAMB(A7'131 U) __TT_________________ FLOOR SHEATHING #8x1/2"TEK SCREW(7'150) "> . �� EIGHT AT EACH CORNER FLASHING—f (BY INSTALLER) EXTR'D ALUMINUM CORNER COLUMN 19 MINIMUM CONNECTIONS ARE SHOWN (A'7C9) soa��} IN THE SCHEDULE ON PAGE S 1, CONT EXTR'D ALUMINUM W 3€�W W� 2 1/4' CL05ED SILL(A'7C5)BELOW (� G 5G #8x 1/2"TEK 5CREW -Eil€,w (H7'1 50)51X AT EXTR'D ALUMINUM N =� �°2 EACH COLUMN QUAD'H'(A'7QH) Q m p ,z € DOUBLE 2XG J015T ROOM PERIMETER O} 3 a G= .42(MINIMUM) W0 ALUMINUM W O z w o o U WINDOW JAMB(A7'13 I U) I / N f 2X BLOCKING EXTR'D ALUMINUM — / N s� o (BY INSTALLER)FINISHG= .42(MINIMUM) LITE"H"COLUMN / ^ m / 1 LLQ Qat (A7'I I I) 1 = Hwid �--UNIT WIDTH/LENGTH 1'3 NOTE. MINIMUM CONNECTIONS ARE PLAN VIEW 5 3/8" MINIMUM ONNECTIONS ARE VLEij E I CONNECTION TO FOUR SEASONS SHOWN IN THE SCHEDULE SHOWN IN THE SCHEDULE z�'� S "CONSERVA DECK"SAME A5 SHOWN ON PAGE 51. ON PAGE 51 G ago A 51LL TO DECK CONNECTION DETAIL B H-CHANNEL CONNECTION AT SILL C CORNER P05T CONNECTION AT 51LL R3 NOT TO 5CAl f R3 NOT TO SCALE R3 NOT TO SCALE OF NEW y s s P YR0 ,A r � Lu OUTSIDE FACE OF (Ct I Z EXISTING STRUCTURE Z (@ STRUCTURAL FRAMING) in10082359 Q, EXTR'D ALUMINUM APPLY CAULKING #8 x 1/2"TEK SCREW 9��ESSIONP�. 2 I/4" UTILITY COVER(A'5GT) BETWEEN SILL$WALL (H7'150)@ I G"O.C. #8 x 1/2'TEK SCREW(H7'150)MINIMUM CONNECTIONS ARE EACH SIDE VERTICALLY EXTR'D ALUMINUM 51X AT EACH COLUMNSHOWN IN THE SCHEDULE EXCEPT @ TOP 9" WINDOW JAMB ON PAGE 5 I. PROVIDE 3 EACH 51DE (A7'13 1 U) EXTR'D ALUMINUM (SPACE @ 3"O.C,) / ORAw1NG TITLE: UTILITY H-COLUMN(A7'145) EXTR'D ALUMINUM LITETR'D A COLUMN 5 U N ROO M WINDOW JAMB(A7-13 I U) LI "H"COLUMN EXTR'D ALUMINUM (A7'I 1 1) FA 2 LAG WINDOW JAMB(A7'131 U) COLUMN OSPACLTS E @ 3" .0 EXTRD ALUMINUM \ D ETAI L5 / MINIMUM CONNECTIONS ARE VERTICALLY 4 @ 30"O.C. \ SHOWN IN THE SCHEDULE STD. H-COLUMN(A7'1 11) 1 � ON PAGE 5 1. VERTICALLY(COORDINATE #8 x I!2"TEK SCREW WITH SCHEDULE) (117-150)51X AT REV1510N5 EXTRD ALUMINUM�� EACH COLUMN CLOSED SILL(A'7C5) PLAN VIEW MINIMUM CONNECTIONS ARE PLAN VIEW CONT.EXTR'D ALUMINUM PLACED VERTICALLY AGAINST SHOWN IN ON PAGE 51. SCHEDULE WALL CLOSED SILL(A'7C5) F R3 D UTILITY H-CHANNEL CONNECTION AT SILL E GABLE ATTACHMENT AT HOU5EWALL w/WINDOQUAD DOOR JAMB W PLAN PLAN NOT TO SCALE R3 NOT TO SCALE NOT TO R3 J CALE DRAWN BY: AS REVIEWED BY: A5 5CALE: 5EE PLAN DATE: 07-08-15 R3 of 5 0 Qaf >' Ncp tZ nzo00 w :dmputitu fA �p 00 SILICONE SEALANT Z Z m (BY OTHERS) O O EXTR'D ALUMINUM 1/16'GLAZING TAPE a GLAZING CAP(A'5GC) (HK 1009ACR) 'S[u imp EXTRD ALUMINUM 4^Q nupmpi Ni Q 0 SAVE END CAP(C'81 10) 51LICONE SEALANTEXTRGLAZING CAP INUM 9p _ w (BYEXTO ALUMINUM EXTR'D ALUMINUM (A'5GC) COUNTER FLA5HING U WALL BAR(A'GWBB) MUNTIN CAP(A'4MXB) #10 x 3/8"MACHINE (BY OTHERS) #41 14a a- 5ETTING BLOCKS 5CUW(HN201 1) (HK1023) (I-@ EACH GLAZING BAR) EXI5TING 1116"THK,GLAZING WEEP HOLE TAPE(HK1009ACR) STRUCTURE 7/8"IN5UL.ATED 0 3 d GLA55 — — — EXTR'0 ALUMINUM 118'5ETTING RIDGE(A'8FRG) EXTRDALUM INUM — BLOCK(HK1023) SAVE TRIM(A'7MT) #8 x 1/2'TEK 5CREW EXTR'D ALUMINUM z o (H7.150)@ 12"0 C _ _ _ _ — — — -- #,5x 1/2"TEK 5CREW RUBBER 5ETTING — _ z Al " RIDGE TRIM(A'7MT) LU F a 6, MAX — (7'150)4 PER CLIP BLOCK(HK 102313) m CLIP ANGLE MINIMUM CONNECTION5 ARE U C IP ANG) EXTP D ALUMINUM •_ _ _ _..-. — — 5HOWN IN THE SCHEDULE ON Z N € 0 MUNTIN(A'4MTB) PAGE 51. Lu m€ N E(TR'D ALUMINUM — — — — (] n u w SAVE CUP(CN 13004) 10-24 x 3/4'MACHINEI = Z Y s€o 5CREW(HN2008) 11 1 O Z #10x 1 I/4'TEK SCREW U' (H'202G)5 PER CLIP WITH THERMAL ✓u BUSHING(CN420)) = I/4"x I /4"SELF THREADING �/ U s v s #10 x 1 1/4°TEK 5CREW 5CREW(H-2080) �U �Q (H'2026)@EACH RUBBER MUNTIN F- (TWO ON EACH SIDE OF BAR ^/ GLAZING BAR COVER(R•4Mq AT EACH CONNECTION) LL — EX — TR'DALUMINUM O Lu GLAZING BAR I RIDGE CLIP = g S UNIVER5AL GUTTE W51-53) I — (GN421 OL) 3 a (A-K5G) '—' I_- o EXTR'D ALUMINUM _ _ ._-_ — EXTR'D ALUMINUM EXTR'D ALUMINUM s N 3°SNAP-ON GUTTER _ — 0 0 0 0 0 0 GLAZING BAR EXTR'D ALUMINUM RIDGE LEDGER(A'4LL) � z�E FA5CIA(A'3GFG) (A'51-133) GLAZING BAR WEEP HOLE EXTR'D ALUMINUM (A'51.83) o 0 0 EAVETOP(A'7ETB) B 3" CR055 MUNTIN SECTION EXTRD ALUMINUM R4 5CALE G"= 1'-0' ° �a SAVE BOTTOM 1\ (A'7EB) ; UNIT WIDTH (PROJECTION) p� #8 x 112"TEK SCREW ,t�Q� L V E�1� �(7'150)@ 12"O.C.. C 3" RIDGE SECTION Q, s SPr Q EXTR'D ALUMINUM R4 5CALE:G"= V-0" (� PV C•G ,� SLIDER HEAD (A'7HD) EXTR'D ALUMINUM P' (c MUNTIN CAP(A'4MXB) 1 (L l LLI 10-24 x 318' Z SCREW(HN2011) (GLAONG RK5CORD �QAn 08 359 NGL) P�<Cr �PeswoN ' DRAWING TITLE: A SAVE DETAIL `J' U N DOOM R4 5CALE;6"= I'-O" DETAILS EMD ALUMINUM GLAZING BAR(A'5LB3) REVISIONS EXTR'D ALUMINUM MUNTIN(A'4MTB) GLAZING TAPE (hK 1009ACR) D CR055 MUNTIN RAFTER DAR CONNECTION DRAWN BY: A5 R4 5CALE;6"= I'-o" REVIEWED BY: A5 SCALE: SEE PLAN DATE: 07-08-15 I\4 OF 5 G4� t1: lti UF LLJ —LJ l0 w02 Hs m 0 0 4 112" f a n ozum In L 0 c) EX KD ALUMINUM o c0 BEAUTY CAP(A-45C) r ;,q,,,,p, G 3 u U EXTR'D ALUMINUM A��oZc, UINUM CLIP EXTR'D ALUMINUM EXTR'D ALUMINUM 70 C N Lu GABLE ADD-ONE(1)AT BEAUTY CAP(A'4BC) GLAZING CAP(A'5GC) ? — V w (A'35GA) OLUMN 2, bj �U I+- (A•4JC) EXTR'D ALUMINUM - - GLAZING CORD C) � GLAZING CAP(A'5GC) (RK5NGL) 0 / GLAZING CORD �ff (RK5NGL) �zz #1 0 x 1 1/2"5.5 G/LA555ULATED G W MACHINE SCREW(HN2004) Fv W/THERMAL BUSHING #I O x 1 1/2"5.5 z N G g (CN4201)@± 10"O.C.MAX. MACHINE SCREW(HN2004) W in n BeWJ THERMAL BUSHING — >z (CN4201)@± I O"O,C.MAX. Fn z— 32 F 4-#8 X 1/2"TEK 5CREW5(H7'150) EXTR'D ALUMINUM W O- E N 8 EXKDALUMINUM U =wsmo INTO GLAZING BAR GLAZING BAR GLAZING BAR U �J (A•5L33) I (A'5LB3) W 'n I•- s A GABLE END DETAIL B RAFTER BAR DETAIL 8'.8..6"a=lit �n�NoOa R5 SCALE: 6" = I'-0" R5 SCALE: I/2"= 1'-O" w LL d FLASHING BY INSTALLER BLOCKING BY INOF NE`/i/ EXTR'DALUMINUM SP BEAUTY CAP(A'45C) Q EXTR'D ALUMINUM GLAZING CAP(A'5GC) r X UJI GLAZING CORD _ _ m ! Z (RK5NGL) fN F� X82359 = v� 7/8' INSULATED Ag0FESsl GLA55 i #10 x 1 1/2"5.5. DRAWING TITLE: MACHINE 5CREW(HN2004) W/THERMAL BUSHING 5 U N RO O n (CN4201)@± 10"O.C,MAX. 'V ' SHIM D ETAI L5 BYIN5TALLER EXTR'D ALUMINUM RAFTER BAR RE-VI5ION5 (A'5LB3) 1 1/2" DRAWN BY: A5 REVIEWED BY: A5 C WALL RAFTER SCALE: 5EE PLAN R5 5CALE: 6" = 1'-0" DATE: 07-08-15 K5 of 5 t P A.S. En qe, ��6�"� �'- Long Island New York 112 Wilson Drive630 Fifth Avenue, Suite 2000 ASE S Port Jefferson, New New York, New York Project Name Project Address 485 RACCOON ROAD Withers Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev AS 7/9/2015 1 of 25 ENGINEERING CALCULATIONS FOUR SEASONS SERIES 230 SUN & STARS STRAIGHT SAVE MODEL 101-8.625" PROJECTION 13Y 23'-5.625" FRONT WALL WITH 51-133 RAFTERS @ 30" O.C. MAX FOR THE WITH ERSRESIDENCE LOCATED AT: 485 RACCOON ROAD MATTITUCK, NEW YORK 952 DATE: July 9, 2015 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR 20 psf EQUIVALENT UNIFORM ROOF LOAD 120 mph EXPOSURE C WIND LOAD AS PER THE 2010 NEW YORK STATE BUILDING CODE AND EITHER MEETS OR EXCEEDS THESE LOADINGS '(SOF NEtMY SSP y _r Cr u I � W CS aY. Z m X8236 ROPESS%O Office 631-560-0259 Fax- 631-938-0784 www.asengineeringservlces corn y PZ,pN Mrrr.. A.S. Engineering Ser vices,P C. f 19 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 485 RACCOON ROAD Withers Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev AS 7/9/2015 1 of 25 ENGINEERING CALCULATIONS FOUR SEASONS SERIES 230 SUN & STARS STRAIGHT EAVE MODEL 10'-8.625" PROJECTION BY 23'-5.625" FRONT WALL WITH 51-63 RAFTERS @ 30" O.C. MAX FOR THE WITH ERSRESIDENCE LOCATED AT: 485 RACCOON ROAD MATTITUCK, NEW YORK 952 DATE: July 9, 2015 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR 20 psf EQUIVALENT UNIFORM ROOF LOAD 120 mph EXPOSURE C WIND LOAD AS PER THE 2010 NEW YORK STATE BUILDING CODE AND EITHER MEETS OR EXCEEDS THESE LOADINGS 01F6 IV �P *ks SID 9 r T nI W LU I. .. - 77-- �O 082359 'TOFFS SI OSP Office 631-560-0259 Fax. 631-938-0784 www.asengineeringservices.com i A.S. Engineering erviCes, G. Lonq Island New York �j 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASE S Port Jefferson, New New York, New York Project Name Project Address 485 RACCOON ROAD Withers Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev AS 7/9/2015 1 of 25 ENGINEERING CALCULATIONS FOUR SEASONS SERIES 230 SUN & STARS STRAIGHT EAVE MODEL 10'-8.625" PROJECTION BY 23'-5.625" FRONT WALL WITH 51-63 RAFTERS @ 30" O.C. MAX FOR THE WITH ERSRESIDENCE LOCATED AT: 485 RACCOON ROAD MATTITUCK, NEW YORK 952 DATE: July 91 2015 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR 20 psf EQUIVALENT UNIFORM ROOF LOAD 120 mph EXPOSURE C WIND LOAD AS PER THE 2010 NEW YORK STATE BUILDING CODE AND EITHER MEETS OR EXCEEDS THESE LOADINGS OF NEIV �P S SP y O CO Qy ��_ W 10" 082359 ROFES SI NA V Office. 631-560-0259 Fax: 631-938-0784 www asengineeringservices corn Lonq Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASESPort Jefferson, New New York, New York Project Name Project Address 485 RACCOON ROAD Withers Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev As 7/9/2015 2 of 25 Table of Contents DETERMINE BASE SHEARS BASED ON WIND LOADS ... . .. . 3 WIND SHEAR . .... .... .. . ............ . 4 COMPONENTS AND CONNECTIONS .... ... .. .. .. .... .. . ..... 6 GLAZING BAR. ... . . ..... ....... . . ........ .. ............ 7 BEARING WALL COLUMNS . . .. ....... ..... .. . ......... ... .. . ... ........ 9 GABLE WALL COLUMN... .... . ... 11 QUAD DOOR HEADER ... .............. ... ..... .. . ........ . . Error! Bookmark nit defined. EAVE .. .. . .. .......... ... . ......... .. ... .............. .... 12 SECTION PROPERTIES . ....... ... ..13 CONNECTION DESIGN. . . ....... .. .. .. ..... 14 Office- 631-560-0259 Fax 631-938-0784 www,asengineeringservices coin r r A.S. Long Island New York I� 112 Wilson Drive 630 Fifth Avenue, Suite 2000ASES ' i Port Jefferson, New New York, New York r Project Name Project Address C 6' 485 RACCOON ROAD Withers Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev AS 7/9/2015 3 of 25 M r r' Kµ fi 1 r} li II DETERMINE BASE SHEARS BASED ON WIND LOADS s Y� 1 V F I7� 1 Iy '4 I t yl 4 V a I 1 {I I r Office 631-560-0259 Fax" 631-938-0784 �y www.asengineermaservices cora 4 i i Lon-i Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASESPort Jefferson, New New York, New York Project Name Project Address ' 485 RACCOON ROAD ?� 9 Withers Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev w AS 7/9/2015 4 of 25 WIND SHEAR FIRST CALCULATE WIND PRESSURES AND THEN BASE SHEARS AND LATERAL FORCE DISTRIBUTION Wind Pressure Calculations r (Main Wind Force Resisting System) I, As Per 2006 International Building Code based on ASCE 7-05 using Figure 6-6 Per NYS Residential code section R301.2.1.1,wind loads on every building or structure shall be determined in q 4' accordance with section 6 of ASCE 7. Design Wind Pressure p=gGCP-q,(GCP,) Where, q= 0.00256 KZ Kzt Kd V21 „ r Velcity Pressure Exposure Where, KZ= Coefficient= i tt:$ € for Exposure i"u ,.< 0 7 F EXP B KZt= Topographical Factor= '•:1:fh,, 0 85 F R EXP C Kd= Directionality factor= `'•t1r8s.E V= Wind Speed mph dd{ I= Importance factor r Therefore,q= 2663 psf Design wind pressure, p= gGCP-q,(GCP,) Where, q= 26 63 psf G= Gust Factor=0.85 + 0 55 FOR PARTIALLY EXPOSED GCp= for STRUCTURE Windward Cp= 0.8 Wall 0.18 FOR ENCLOSED STRUCTURE }, 05 Leeward Wall 07 Side Wall 09 Roof Windward u, Therefore, p= 32.76 psf for Wall 25 97 psf for Leeward Wall e 30.50 psf for Side Wall 35 02 psf for Roof �. Office 631-560-0259 Fax- 631-938-0784 www asengineennoservlces com �I a1 - Long Island New York Q 112 Wilson Drive 630 Fifth Avenue, Suite 2000 aASES Port Jefferson, New New York, New York h Project Name Project Address " 485 RACCOON ROAD € Withers Residence MATTITUCK, NEW YORK 11952 !+ Calc by Date Chk'd by Date Sheet no/rev AS 7/9/2015 5 of 25 ROOMINPUT I" PROJECTION 10 67, FT ' EAVE HEIGTH 6.67 FT RIDGE HEIGHT 9.17 FT FRONT WALL LENGTH 23.50 FT ' WIND PRESSURES 3276 psf for Windward Wall 2597 psf for Leeward Wall ); Side 30.50 psf for Wall 3502 psf for Roof I WIND BASE SHEAR ' CALCULATIONS X-Direction Surface Area= 84 5064 sq ft for peaked wall Y-Direction Survace Area= 156 745 sq ft for side wall I Therefore, X-Direction Wind Shear,Vwx= 4963 lbs 4 Y-Direction Wind Shear,VWy= 5135 lbs I; LATERAL FORCE RESISTING SYSTEM LOAD vx= 4963 1/2 TO FOUNDATION = 2481 1/2 TO HOUSE& 1/2 TO FRONT WALL 2481 = 1241 DIVIDED BY LENGTH OF FRONT WALL 1241 = 53 LF t ; k i vx= 5135 1/2 TO FOUNDATION = 2567 2567 1/2 TO EACH SIDE WALL 1284 DIVIDED BY LENGTH OF GABLE WALL 1284 = 120 LF I x h A J Office- 631-560-0259 Fax 631-938-0784 wwv:+asengineeringservaces com Long Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASESPort Jefferson, New New York, New York Project Name Project Address 485 RACCOON ROAD Withers Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev As 7/9/2015 6 of 25 t 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 4.h i IT Long Island New Yorkj µ 112 Wilson Drive 630 Fifth Avenue, Suite 2000ASEB R Port Jefferson, New New York, New York Project Name Project Address , 485 RACCOON ROAD r Withers Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev AS 7/9/2015 7 of 25 GLAZING BAR REQUIRED BEAM SECTIONAL PROPERTIES-GRAVITY ; LOADS (FOR WALL`(` DESIGNS) l+ LENGTH. 101.670 ft 128 04 in <<(Eave Hel'ght) <<(Average << (Averagef, 0 C 2.500 ft 30 00 In distance Distance DEFL LIMIT L/ 100' = 1 280 in to each support) Between For ridge-WIDTH/2 Two Windo ) << �l DEAD LOAD. 5 psf (Zero) LIVE LOAD 20 psf <<(Wind Pr ssure) TOT w= 625 plf END REACTIONS= 3334375 lbs a. ft- Moment= 889 Ib 10673 33 in-Ib i STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES i ab. 24000 psi 6b 19000 psi 6b 1600 psi ; E 29000000 psi E: 101,00000 psi E. 1600000 psi 6v 110 psi Sx>= 0.445 in SX>= 0.56 in SX>= 6.7 in c Ix>= 0.491 in IX>= 1.409 in IX>= 8.9 in b u. Ax>= 4.5 int c= 2509035 RECTANGULAR DIMENSIONS 1 25 WIDTH- 75 in 1.68 DEPTH= 2.42 in minimu f i� 'f 'r Office- 631-560-0259 Fax. 631-938-0784 lmwm asengineeringserylceS Com i If Long Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ABESPort Jefferson, New New York, New York Protect Name Protect Address 485 RACCOON ROAD ,r Withers Residence MATTITUCK, NEW YORK 11952 a Calc by Date Chk'd by Date Sheet no/rev , AS 7/9/2015 8 of 25 REQUIRED BEAM SECTIONAL PROPERTIES-WIND LOADS y (FOR WALL4 DESIGNS) f LENGTH' 10.670 ft 128 04 in <<(Eave Height) <<(Average <<(Average O.0 2.600 ft 30 00 in distance Distance DEFL LIMIT L/ 120 = 1 067 in to each support) Between d For ridge-WIDTH/2 Two WlndoT DEAD LOAD. 0 psf (Zero) LIVE LOAD 32.02 psf <<(Wind Pr ssure) TOT.w= 8006006 plf END REACTIONS= 427.1204 lbs i, ft- Moment= 1139 Ib 13672 13 In-Ib li STEEL ALUMINUM WOOD 1 REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES C 6b 24000 psi ab 19000 psi 6b 1600 psi E• 29000000 psi E 10`9013000 psi E 1600000 .' psi I 6v. .110 si SX>= 0.570 in SX>= 0.72 in Sx>= 8.5 in IX>= 0.755 in IX>= 2.167 in IX>= 13.7 in Ax>= 5.8 int C= 3010842 RECTANGULAR DIMENSIONS 125 WIDTH 75 in 1.93 DEPTH= 2.80 in minimum 1 r GLAZING BAR DESIGN CONTROLLED BY WIND LOADS AND 5LB3 ADEQUATE S y I� '1. i. r 7 r Office 631-560-0259 Fax: 631-938-0784 www asenoineeringservlces.eom a T ,t dI r v t Lonq Island New York € 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASES a j w Port Jefferson, New New York, New York N b y Project Name Project Address b 485 RACCOON ROAD Withers Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev f TF AS 7/9/2015 9 of 25 { BEARING WALL COLUMNS a REQUIRED BEAM SECTIONAL PROPERTIES-BEARING WALL COLUMN (FOR WALL DESIGNS) s LENGTH 6.670 ft 80.04 in <<(Eave He ht) <<(Average <<(Average, O.0 . 5.000 ft 60 00 in distance Distance DEFL LIMIT L/ 12th__ = 0 667 in to each support) Between For ridge-WIDTH/2 <wo Windo ) DEAD LOAD 0 psf (Zero) LIVE LOAD 32.76 psf «(Wind Pr sure) P , TOT w= 163 8006 plf END REACTIONS= 546 2749 lbs Moment= 911 ft-Ib 10930 96 in-Ib p i q STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES 6b 24000 . psi 6b 19000 psi 6b 1600 psi E: .29000000 psi E. 10100000 psi E. 1600000 , psi CTV 110 , si 1 SX>= 0.455 in3 SX>= 0.58 in SX>= 6.8 in p IX>= 0.377 in IX>= 1.083 in IX>= 6.8 in k AX>= 7.4 int t c= 1 882129 RECTANGULAR DIMENSIONS 1.25 WIDTH. 75 in - p 1.54 DEPTH= 2.34 in minimum G f �E M1 Office- 631-560-0259 Fax- 631-938-0784 wwN asenaineeringseryices corn d Long Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ABESPort Jefferson, New New York, New York Project Name Project Address 485 RACCOON ROAD ?, Withers Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev 1� AS 7/9/2015 10 of 25 Combined Ratio Check: Member Force/stresses Member Properties t Axial Force= 666.876- lbs Unsupported Length, Lx= 6,670 Max Bending Moment, Mz= 911 lbs-ft Unsupported Length, Ly= 1 Max Bending Moment, My= 0 lbs-ft Cross Section Area= 1.25 iq in Section Modulus, Sx Allowable Axial Stress, Fa= 4200 psi = 0.79u in Section Modulus, Sy Allowable Bending Stress, Fbx= 19000 psi = 0,33 in Allowale Bending Stress,Fby 19000 psi Radius of Gyration, rx= 1 its Youn 's Modulus, E= 10100000 psi Radius of Gyration, ry= 0.695 I K= 1.00 Cmx, Cm = 0.85 fa= 666 875 / 1 25 = 533 50 psi r fbx= 1093096 / 079 = 13836 66 psi b fby= 0 / 033 = 0 00 psi Fex=(7t)"2*E/(nu*(KLx/rx)^2) = 797944 psi Fey=(n)^2*E/(nu*(KLy/ry)^2) = 171472.16 psi t Is fa/Fa<0 15? YES fa/Fa= 5335 / 4200 = 0 127 <= 015 Equations to be checked 1.fa/Fa+fbx/Fbx+fby/Fby<= 1 T 0 127 + 0728245 + 0.000 0 855 <= 1 (GOOD) w y v u. '1 LITE H MIN OKAY r, Office 631-560-0259 Fax 631-938-0784 ;� Snrruw seen ink eeringservlces corn 's� :zs'ar, in,�l A.S.,:{.....s ty f„^ d"✓`,dF < ,s.,e .s N. . Y,,,,, , w. ,a, q yam. Lonq Island New York~ 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ABESPort Jefferson, New New York, New York t Project Name Project Address �. a 485 RACCOON ROAD Withers Residence MATTITUCK, NEW YORK 11952 'r Calc by Date Chk'd by Date Sheet no/rev AS 7/9/2015 11 of 25 4 r r GABLE WALL COLUMN REQUIRED BEAM SECTIONAL PROPERTIES-GABLE WALL COLUMN (FOR WALL DESIGNS) LENGTH 5,000 ft 72 00 in <<(Eave Heig'bt) <<(Average y O.0 5.000 ft 60 00 in <<(Average distance Distance DEFL LIMIT L/ 124 = 0 600 in to each support) Between For ridge-WIDTH/2 Two Windows DEAD LOAD. 0 psf (Zero) LIVE LOAD $2:76,„, psf <<(Wind Pre ure) j TOT w= 1638006 plf END REACTIONS= 4914017 lbs J ft- w Moment= 737 Ib 8845 231 in-Ib i k STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES d'b. 24009 psi 6'b. 19000 psi 6b. 1600 psi E• 290=0 psi E 1,0100000 psi E 1600000 psi av 110 psi SX>= 0.369 in SX>= 0.47 in SX>= 5.5 in j IX>= 0.275 in IX>= 0.788 in IX>= 5.0 in AX>= 6.7 int a C= 1.693069 RECTANGULAR DIMENSIONS 1.25 WIDTH 7.5 in 1.38 DEPTH= 2.10 in minimum � J 1 �1 Office: 631-560-0259 Fax- 631-938-0784 www,asenaineerinaservices.com �� AsSe u. E h Long Island New York ^W, 112 Wilson Drive 630 Fifth Avenue, Suite 2000 1ABEB Port Jefferson, New New York, New York Project Name Project Address 485 RACCOON ROAD Withers Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev AS 7/9/2015 12 of 25 'C EAVE POINT LOAD ON CENTER - EAVE P= 333.4375, LBS L= 5 FT E= 10100000 PSI 19000 10100000 11 DEFLECTION= L F180 0.333333333 inches 1 50E+06 I (REQUIRED) = 0.445683787 in"4 Sx,alumrnum (required) = 0.46332214 in^3 M I ADJUSTABLE EAVE 1 = 2.03 S= 1.4 Fb= 19000 a, w I{„ x ry i M t P > c Office631-560-0259 Fax. 631-938-0784 a www aSengineennaservices coo 4 j i A.S. .Fw. a C v9N lx Long Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASESPort Jefferson, New New York, New York Project Name Project Address " 485 RACCOON ROAD Withers Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev AS 7/9/2015 13 of 25 SECTION PROPERTIES BEAM Ixx Sxx Ax TOP BOTTOM COLUMNS LITE'H' 1 09 0.68 0 77 1.14 i LITE'H'-4RSB 722 2.76 245 235 UTILITY'H' 1.65 0.93 1.32 158 UTILITY'H'-7BP 549 24 305 32 UTILITY'H'-7TB 32.63 78 9.2 4.16 CORNER COLUMN 31 138 158 1 87 45 DEGREES COLUMN 118 125 45 DEGREE WITH 2-3/16"PL 189 213 I 45 DEGREE WITH 2-1/4"PL 1 93 2.33 30 DEGREE COLUMN 1 09 119 r SYS 8 CASE COLMN 11.27 763 SYSTEM 8SC-8SC 07 0 705 ! BEAMS 4GMA 0 622 0.516 0 504 0 834 4GMA-4RSB 493 178 2.2 2.04 4GBA 078 06 067 1.08 4GBA-4RSB 544 21 223 2.28 0 4HBA 1.05 0.79 0.93 166 r 4HBA-4RSB 641 2.68 177 286 4HCX 6.27 2 717 3.05 2 648 4HCX-4RSB 1703 5.09 482 3.85 5LB3 229 1 28 1.2 1.35 5LB3-4RSB 10.16 304 348 256 51-11213 441 229 25 218 f{ 5HB3-4RSB 131 429 409 3.39 5LB5 472 2 1.77 1.62 5LB5-4RSB 17 4.17 487 282 5CB5 89 348 365 266 5CB5-5CB1 1174 452 4.88 394 5CB5-CHANNEL 1347 5.2 563 449 5CB54RSB 22 5.85 5.79 3.86 L 713P 2.88 164 164 161 d 7TB 254 7.12 712 331 7TB-STEEL 55 10.23 10.23 6.1 12LW 985 16.4 164 593 12LW-4RSB 154 21.2 21 7.14 ' Y 4HCX 627 272 1 3.05 2.65 6NW 1765 575 6 3.49 8VALLEY 4662 11 6 11 7 557 8NW 44 23 1072 11.63 5 22 Office- 631-560-0259 Fax: 631-938-0784 AwAt asengineeringservices.com k � B u� A.SS Eng' dw�H �-� :S tffi A �k Long Island New York t 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ABESPort Jefferson, New New York, New York v Project Name Project Address ;i 485 RACCOON ROAD Withers Residence MATTITUCK, NEW YORK 11952 t Calc by Date Chk'd by Date Sheet no/rev AS 7/9/2015 14 of 25 ; i A L e� 1ppS - V Y }� CONNECTION DESIGN 4 ,p h` 4 1 II r v t 'E f k 6 u, 1 n Office: 631-560-0259 Fax' 631-938-0784 www,asengineeringservices,com , i f ;j rr, ffi R' Long Island New York d ° 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASESPort Jefferson, New New York, New York Project Name Project Address 485 RACCOON ROAD r Withers Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev AS 7/9/2015 15 of 25 f ALUMINUM GLAZING BAR CLIP TO WOOD CONNECTION 4 3/8" Lag Screw into Douglas Fir-Larch w/0 in. of Gap Space. 1/8" Lag Screw Wood Screw Type= TMy',. 350 in Wood Screw Length= Wood Screwin a Embedment= Wood Screw Thread 2.25 in Length= u D= 0.375 in Dowel Diameter t f, Dm= 026S in Dowel Diameter at max stress in main member Ds= 0 265 in Dowel Diameter at max.stress in side member f Fb= 70,000 psi Dowel bending strength x Wood Screw Withdrawal Calculations e P Substrate: Mixed Maple-Southern Pine � Tabulated withdrawal ti design value. W= 351 lbs I Penetration Factor. cP 2.25 in (based on 1/2 screw length+.5) Duration Factor: co G ,� rx Withdrawal Allowable(W')= 1263.0 lbs t Office. 631-560-0259 Fax: 631-938-0784 www asengineeringseryices Cotn kl n ' � I r SS , r �r Long Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 Arm FE rp Port Jefferson, New New York, New York Project Name Project Address 485 RACCOON ROAD 4 Withers Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev y AS 7/9/2015 16 of 25 rt 5 k� F Wood Screw Lateral Calculations Substrate(Main Douglas Fir-Larch Member): Frame(Side Aluminum 6005-T5 Member)- {' Cantilever Distance: " 1 01""") in Frame hollow space+shim g: 0 in Gap between members(if applicable cantilever/2) 1 t � d in Main member dowel bearing length L 6Tj'7 ° in Side member dowel bearing length ( Fem= 3,646 psi Main member dowel bearing strength 13 38,000 psi Side member dowel bearing strength qm= 1,367 lbs/in Main member dowel bearing resistance=F_D qs= 14,250 lbs/in Side member dowel bearing resistance=1`0 3 Mm= 21711 in-lbs ,Main member dowel moment resistance=Fb(Dm/6) C } M5= 21711 in-lbs Side member dowel moment resistance=Fb(D�'/6) n l Maximum angle of load to grain(0°<_0:5 90°)for any member in a B= 90 degrees connection KB= 1258 Kp= 3.000 + Single Shear Double Shear Office 631-560-0259 Fax 631-938-0784 v www.asengineerinciservices cont 'I .E �r 4i x� SEI 33cm,a�� do s :�� Y,t 0 " � � q ^, Long Island New York y1 w 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASESPort Jefferson, New New York, New York i Project Name Project Address 485 RACCOON ROAD Withers Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev I} i q AS 7/9/2015 17 of 25 Mode Main Member Im Zi= 410179 lbs 4101.79 lbs Bearing Reduction S03 Term �t Mode. I Im 2t= 815.14 lbs 815.14' Ibs t i Mode Side Member Is Z,= 5343.75 lbs 10687.50 lbs Bearing Reduction } 5.03 Term Zp 1061,95 .—lbs 2123.41 •„ _Ibs 4 Side and Main Mode Member Bearing II Z„= 175439 lbs y. G r A= 0.0002 q B= 1.688 C= 357732 j Reduction 352 Term d n IlVidde �_.._ II•.... .. __-� ___-Z��..,,__. _498.07,_. ,,..Jbs _..__._....._. ...,.._... ._ �.. a.�_. .......... .. ...w _. ,.�., f 5� Mode Main Member t Bearing and Dowel Illm Z,u= 1750.45 lbs Yielding in the Side Member A= 00002 ti Office 631-560-0259 Fax- 631-938-0784 NAtww asengineeringservices cam y t ib 1 j �S r W Long Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 J¢ ASES Port Jefferson, New New York, New York l Project Name Project Address 485 RACCOON ROAD Withers Residence MATTITUCK, NEW YORK 11952 p Calc by Date Chk'd by Date Sheet no/rev AS 7/9/2015 18 of 25 G B= 1.500 t� `F C= 3293.45 Reductionpp 352 Term 9 � -Mode. ... ... f, J.., _ ` . 5=,_i - ..` .. ^_ _ � , ' ". _ ,• , lbs �i Side Member Bearing {♦ Mode and Dowel Yielding in iJ III, Zi„= 114S91 lbs 229181 lbs the Main Member A= 0.0004 I B= 0188 u C= -71809 r Reduction 3.52 Term t 'f r 'Mode III, Zur= 325.32 lbs "550.64. lbs, n 4 � ,Dowel Yielding in the Mode Side and Main IV Ziw 104089 lbs 208177 lbs Member A= 0.0004 # B= 0 000 C= -43422 Reduction I 3.77 Term d " I J Office 631-560-0259 Fax 631-938-0784 { www.asengineerinaservlces corn Y I{ I ' ,Y a#Sd1ra>>ng«pX SH ia:�r4; Long Island New York J 112 Wilson Drive 630 Fifth Avenue, Suite 2000 Port Jefferson, New New York, New York Prosect Name Prosect Address 485 RACCOON ROAD Withers Residence MATTITUCK, NEW YORK 11952 Y Calc by Date Chk'd by Date Sheet no/rev AS 7/9/2015 19 of 25 �+ 4 Mode ` �rv= 275,80_. ul 551.61 Ills Cd= F1'1 ; Load Duration CP= 1 000 Penetration Factor U P p Sinsle Lateral Allowable(Z',)= 317.2 lbs Double Lateral Allowable(Z'd)= 634.4 lbs 2 BOLTS FOR 3"BAR,THEREFORE TOTAL CAPACITY CONNECTION=634 LBS/BAR>ACTUAL REACTION ,S d t I r a. t f J b }q a 7 i Office- 631-560-0259 Fax 631-938-0784 www.asenglneeringservlces com G ,c y " � 4Basa narsr„ txp §�,6°� 'al k auJd.i dY A...y`.,y r�%'S # k,TY:.x.ba✓ u MW!'Y[4 t' Lonq Island New York f 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ABFEB Port Jefferson, New New York, New York Project Name Project Address } 485 RACCOON ROAD Withers Residence MATTITUCK, NEW YORK 11952 k Calc by Date Chk'd by Date Sheet no/rev y AS 7/9/2015 20 of 25 It WOOD LEDGER TO EXISTING WOOD FRAMING CONNECTION 3/81' Lag Screw into Douglas Fir-Larch w/0 in. of Gap Space. 3J „ s7 Lag Screw Wood Screw Type= s Wood Screw Length 6.00 in u, Wood Screw 2^ m i Embedment= ¢ Wood Screw Thread 350 in Length= } D= 0 375 in Dowel Diameter Dm= 0 265 in Dowel Diameter at max stress in main member i D,= 0.265 in Dowel Diameter at max stress in side member �( ,r J! y Fh= 70,000 psi Dowel bending strength (i i 7 Wood Screw Withdrawal Calculations r Substrate: Mixed Maple-Southern Pine r, Tabulated withdrawal design value- W= 351 lbs { Penetration Factor: cp= 3.50 in (based on 1/2 screw length+ 5) e Duration Factor: Cp= 6Q r ,j Withdrawal Allowable(W')= 1965.0 lbs Wood Screw Lateral Calculations Office 631-560-0259 Fax: 631-938-0784 www asengineerinciservlces.com } f k 4� 1 + 5 ��f�taa5^ ' C.0}M �; r' P;. .,�. % _�!; p rs4) rs�•-;s l� .S. '@ -.,Y • a Oce ,3t i Long Island New York x 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASESPort Jefferson, New New York, New York Project Name Project Address 485 RACCOON ROAD y :a Withers Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev it AS 7/9/2015 21 of 25 Substrate(Main Member): Douglas Fir-Larch Frame(Side Douglas Fir-Larch Member)- Cantilever Distance: Q' in Frame hollow space+shim g• 0 in Gap between members(if applicable cantilever/2) I a, ), 3.0¢4 �� in ,Main member dowel bearing length in Side member dowel bearing length i } F_= 3,646 psi Main member dowel bearing strength r 13 3,646 psi Side member dowel bearing strength 4. y qm= 1,367 Ibs/in Main member dowel bearing resistance=F_D t qs= 1,367 lbs/in Side member dowel bearing resistance=F,,D 1 Mm= 217.11 in-lbs Main member dowel moment resistance=Fb(Dm3/6) Ms= 217.11 m-lbs Side member dowel moment resistance=Fb(D,3/6) d f t Maximum angle of load to grain(0'<_0<_90°)for any member in a t)t 8= 90 degrees connection f. V Ke= 1258 Ko= 3.000 ,d 1 Jf Single Shear Double Shear fy� .i Mode Main Member / Im Z,= 410179 lbs 410179 lbs Bearing Reduction 5.03 Term L Office. 631-560-0259 Fax. 631-938-0784 wwmasenclineeringservices cam + ,I I n Long Island New York s 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASES Port Jefferson, New New York, New York Project Name Project Address 485 RACCOON ROAD Withers Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev AS 7/9/2015 22 of 25 'Mode _i C 815.14 'Ibs, � r Mode Side Member I, Z,= 410179 lbs 820358 lbs Bearing P r Reduction j 503 Term ,. ., Mode°, _2F_. m.8t5.14 Ibs.. _. -1630.28 r4 Side and Main Mode Member Bearing ryry' II Z„= 169902 lbs 1, A= 0.0004 I � B= 3000 S C= 6152.68 Reduction 352 Term }' ..Mode... •482.35 't Main Member Mode G Bearing and Dowel Illm Z,,,= 1438.70 lbs Yielding in the Side Member A= 00005 B= 1500 C= 329345 I r ” Reduction 2 3.52 Term Office 631-560-0259 Fax. 631-938-0784 www asengineeringservices conn a w Long Island New York y' 112 Wilson Drive 630 Fifth Avenue, Suite 2000 1 Port Jefferson, New New York, New York Project Name Project Address 485 RACCOON ROAD y Withers Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev AS 7/9/2015 23 of 25 'V .44 '1� _.......�.»,i ,fi+ 4 i Side Member Mode Bearing and Dowel Ills Z,,,= 143870 lbs 287740 lbs Yielding in the Main Member t A= 00005 i j 1 B= 1.500 C= 3293.45 Reduction 3.52 Term " 11ls Zan= 408.44 lbs 816.89 lbs„ I Dowel Yielding in the Mode Side and Main f IV Ziv= 770.52 lbs 154104 lbs Member A= 0.0007 t� B= 0 000 I C= -434.22 r Reduction 3.77 Term r pMode' 1V Zw_ ._, 8.33 ^ lbs L w.._ w cd= Load Duration Cp= 1 000 Penetration Factor Y Office- 631-560-0259 Fax- 631-938-0784 fwww asengineeringservices.com j] 4 �ALI! 'f q P f p a�S w F Long Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 ASESPort Jefferson, New New York, New York r Project Name ProjectAddress 485 RACCOON ROAD Withers Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev } AS 7/9/2015 24 of 25 1' I c Sinele Lateral Allowable(Z',)= 234.8 lbs " Double Lateral Allowable(Z'd)= 469.6 lbs i. C N/A-NEW CRICKET THEREFORE BEARING ON WALL STUDS f f 1 h d C f i f t, e r I J Office: 631-560-0259 Fax 631-938-0784 i www.asenaineennoservices com J r it,��' Long Island New York 112 Wilson Drive 630 Fifth Avenue, Suite 2000 pPort Jefferson, New New York, New York Project Name Project Address 485 RACCOON ROAD ` Withers Residence MATTITUCK, NEW YORK 11952 Calc by Date Chk'd by Date Sheet no/rev AS 7/9/2015 25 of 25 CONNECTION SUMMARY 230 SUN&STARS STRAIGHT EAVE MAX ALLOWABLE CONNECTION FORCE(LBS) BACK UP ACTUAL FORCE GOOD(YIN) CALC PAGE (LBS) TENSION SHEAR RAFTER TO RIDGE CLIP-3"BAR N/A 1964 21 333 f .t RAFTER TO RIDGE CLIP-5" BAR N/A 2946 21 333 RIDGE CLIP TO EXISTING-3"BAR 1379 2397 22 333 RIDGE CLIP TO EXISTING-5"BAR 1379 3596 22 333 1 RAFTER TO EAVE CLIP-3"BAR N/A 1623 20 427 4 r RAFTER TO EAVE CLIP-5"BAR N/A 2164 20 427 �r R EAVE CLIP TO EAVE-3"BAR 832 1623 18 427 EAVE CLIP TO EAVE-5"BAR 1110 2164 18 427 1f r EAVE TO COLUMN-LITE H 1110 N/A 15 854 EAVE TO COLUMN-UTILITY H 1110 N/A 16 854 SILL TO COLUMN-LITE H 1300 N/A 12 854 t SILL TO COLUMN-UTILILTY H 1300 N/A 13 854 SILL TO FOUNDATION 1478 1786 10 854 I NOTE-FORCES SHOWN AS APPLIED IN CONNECTION, IE UPLIFT FORCE ON COLUMN TO SILL CONNECON r, RESULTS IN SHEAR FORCE ON SCREWS k n ,I i' ,i Office' 631-560-0259 Fax. 631-938-0784 �Afww asen inc neeringservices.com 4 5 BEST BUILD the # 3j � FOUR SEASONS rM N R 0 0 M S Made in N. America for Over 30 Years �10 SUN AND STARS: STRAIGHT SAVE DES GN ENGINEERING CALCULATIONS: ALLOWABLE MEMBER STRESSES AND CONNECTION LOADS 9. FOUR SEASONS SOLAR PRODUCTS 5005 Veterans Memorial Highway Holbrook,New York 11741 (631)563-4000 Fax:(631)218-9076 4, NaH.h.4rwtuR's?rtnutr5w,.rMwi.MAw<(`Dt:urtr JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIG 1 Ilil • SHEET NO: 1 OF: 22 CALCULATED BY: Lawrence Duffy DATE: 10/1612)03 } CHECKED BY: Surya Lamsal DATE: 10/16/2)03 iOutdoor Living...Indoorsl)' �N YLl RA►<AN1■ PLC 90 DEGREE CORNER COLUMN WITH WINDOW JAMBS(7C9-7NFJ1 ALLOY:6063-T5 ° INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 a SPEC 3.4.1 Length, L(in): 93.000 a= 9500 psi Radius of Gyration, r(in): 1.278 h SPEC 3.4.2 2 EDGE Width of Section, b(in): .839 6= 9500 psi Corresponding Thickness, t(in): 9.062 SPEC 3.4.7 SHEAR Height of Section, h (in): $.571 6= 8.9-0.037(kUr) = 6498 psi Corresponding Thickness,t(in): 1.062 SPEC 3.4.9 Unbraced Length, Lb(in): .000 a 6= 10-0.071(b/t) = 6749 psi Radius of Gyration, ry(in): 1.278 SPEC 3.4.14 Moment of Inertia, Strong Axis(in4): 8.072 6= 9500 = 9500 psi Moment of Inertia,Weak Axis (in4): .066 SPEC 3.4.16 Centroid to Outer Fiber Comp. Side, Y(in): .958 6= 11.8-0.083(b/t) = 7999 psi Torsional Constant,J (in4): .672 SPEC 3.4.18 ! 6= 12500 = 12500 psi ��rr V SPEC 3.4.20 MEMBER CONSTANT r 6= 6.7-.027(h/t) = 5145 psi KUr= 4.93 i 2 EDGE b/t= 5.79 SHEAR h/t= 7.60 Lb/ry= 44.93 MAXIMUM ALLOWABLE STRESSES Lblx/(0.5*Y"(ly*J)^0.5)= 7.39 TENSION = 9500 psi N COMPRESSION:= 6498 psi o t, BENDING: = 7999 psi SHEAR= 5145 psi r � 0078-- ALL 078-ALL BARS OKAY BY INSPECTION I.984 1 590 3 574 L ,� Y n f i J N O O C9 N d 0.078 9 cYx R Ln , f I .984 4- 1 .590 1 Y , f � 3.574 ---------------- REGIONS ---------------- Y. Area: 1.8762 Perimeter: 54.6695 ), Bounding box: X: -1.9836 -- 2,2152 n Y: -1.9884 -- 2,2111 Centroid: X: 0.0000 Y: 0.0000 r Moments of inertia: X: 3.0723 Y: 3.0661 Product of inertia: XY: -0.6028 Radii of gyration: X: 1,2797 Y: 1.2783 Principal moments and X-Y directions about centroid: I: 2,4664 along E0,7053 -0.70891 J: 3,6720 along [0,7089 0.70531 rr NO. REVISION 6Y FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6063-T 6005—T5 Ile5006 VETERANS MEMORIAL HIGHWAY TYPICAL 0.078, 0.062 HOLBROOK, NEW YORK 11741 WALL S 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 8562,' 4582C 4 90 DEGREE CORNER PART NO, 7C9,; 7NFJ 5 DO NOT SCALE DRAWINGS I SCALE DRAWN 8Y LJD owc. g 1 1 ITOLERANCES + — N APPROVED r DATE 08-08-03 7C9-7 r, ' 7 I Nc+tlAmoi--wsPnMtz."--Tn—�'W {naufeP JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIG w I SHEET NO: 2 OF: 22 • �+ , CALCULATED BY: Lawrence Duffy DATE: 10/16/2 3 CHECKED BY: Surya Lamsal DATE: 10/16/2 3 Outdoor Living...indoors()'! rITE `I V LTRArNAME PLG OLUMNS WITH WINDOW JAMBS(7111-7NFJ) OY:6005-T5 INPUTS e Stresses for Building Effective Length Factor, k: ' .000 SPEC 3.4.1 Length, L(in): 83.000 a= 19000 psi Radius of Gyration, r(in): Q.726 i SPEC 3.4.2 2 EDGE Width of Section, b(in): x.134 6= 19000 psi Corresponding Thickness,t(in): q.050 SPEC 3.4.7 SHEAR Height of Section, h(in): x'.004 6= 51000/(k*Ur)^2 = 3902 psi Corresponding Thickness,t(in): .050 r SPEC 3.4.9 Unbraced Length, Lb(in): 8 .000 Cr= 23.1-025(b/t) = 17430 psi Radius of Gyration, ry(in): .726 j SPEC 3.4.16 Moment of Inertia,Strong Axis(in4): .089 a= 27.3-0.29(b/t) = 20723 psi Moment of Inertia,Weak Axis (in4): .601 } SPEC 3.4.18 Centroid to Outer Fiber Comp. Side,Y(in): 1.596 6= 28000 = 28000 psi Torsional Constant,J (in4): 089 a SPEC 3.4.20 1 Cr= 15.6-.099(h/t) = 9652 psi MEMBER CONSTANT KUr= 1 4.33 2 EDGE b/t= .68 SHEAR h/t= 08 . Lb/ry 1 4.33 c Lbl,(/(0:5*Y*(ly*J)"0.5)= 7.37 n MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi 0.050 COMPRESSION: = 3902 psi V BENDING:= 19000 psi o.062 SHEAR= 9652 psi = 0 o m � I o rALLS OKAY BY INSPECTION —� _ p❑0.8 10. 1.825 F w ' t ' 0.050 L 1 0.062 i O ' m o i J � ; 0.881 I' 0.944 .t, x 1 .825 4 1 ---------------- REGIONS ---------------- I Area. 1.1393 Perimeter: 40.4717 -- Bounding box: X: -1,5203 1,5548 i Y: -1.4198 -- 1,6002 i s Centroidh X: 0.0000 �r Y: 0,0000 Moments of inertia: X: 1.0886 r Y: 0,6005 Product of inertia= XY: -0.0021 n Radii of gyration: X: 03775 Y; 0,7260 Principal moments and X-Y directions about centroid I: 0,6005 along [0.0044 -1,00007 J 1,0886 along E1,0000 0.00441 ALLOY [2- O. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6105-T 6005-T5 1 O 5005 VETERANS MEMORIAL HIGHWAY ALILAL 0,0501 0.062 HOLBROOK, NEW YORK 11741 FINISH DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS 3 TITLE SECTION PROPERTIES DIE N0. 532881 4582 y, 4 LITE H COLUMNS PART N0. 7*1 1,7NFJ 5 DO NOT SCALE DRAWINGS SCALE > >•_� �� DRAWN BY UD DWG. s TOLERANCES + N - N APPROVED DATE 08-08-03 7111 U 7NFJ ti tia tl+RwLrira'sreu s u.Yc� w .{a�,..e JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIJN p SHEET NO: 3 OF: 22 Lei N, , , CALCULATED BY: Lawrence Duffy DATE: 10/16/g003 CHECKED BY: Surya Lamsal DATE: 10/16/, 003 r Outdoor Living Indoors Q'iULTRArRAMS PLC t 1 ELECTRIC H COLUMN WITH WINDOW JAMBS(7145 7NFJ) ALLOY: 6005-T5, 6005-T5 t INPUTS Allowable Stresses for Buildinci Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in). 108.000 r 6= 19000 psi Radius of Gyration, r(in): _`1.035 SPEC 3.4.2 1 EDGE Width of Section, b(in): 0.612 6= 19000 psi Corresponding Thickness,t(in): 110.053 SPEC 3.4.7 2 EDGE Width of Section, b(in): 12.366 a= 51000/(k*L/r)"2 = 4687 psi Corresponding Thickness, t(in): 0.066 SPEC 3.4.8 SHEAR Height of Section, h (in):• ,3.045 ( 6= 154/(b/t) = 13307 psi Corresponding Thickness,t(in):. 0.065 i SPEC 3.4.9 Unbraced Length, Lb (in): 08.000 6= 490/(blt) = 13669 psi Radius of Gyration, r,,(in): 1.640 SPEC 3.4.14 Moment of Inertia, Strong Axis(in4): 4.381 b 6= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 1.747 SPEC 3.4.15 Centroid to x-axis,Y, comp. side (in): x 1.796 6= 183/(blt) = 15813 psi Torsional Constant,J (M4): X4.381 SPEC 3.4.16 6= 580/(b/t) = 16180 psi MEMBER CONSTANYfS SPEC 3.4.17 KL/r= 104.32 6= 40.5-1.41(b/t) = 24182 psi 1 EDGE b/t= 111.57 SPEC 3.4.18 2 EDGE b/t= 4'35.85 u a= 28000 = 28000 psi SHEAR hlt= 46.85 SPEC 3.4.20 Lb�ry- 65.87 , 6= 15.6-.099(h/t) = 10962 psi Lblx/(0.5*Y*(ly*J)^0.5)= 47.95 r MAXIMUM ALLOWABLE STRESSES 0 062 � 0066 TENSION = 19000 psi COMPRESSION: = 4687 psi ) a m r, BENDING: = 15813 psi SHEAR= 10962 psi J } 2 05G- 2056-- ALL 056- ALL BARS OKAY BY INSPECTION 4 114 1 i ,Af .µ I i 7 0.062 0.066 0 N i I', D 2.056 2.058 Q y 4. 114 ---------------- REGIONS ---------------- Area; 1.6297 Perimeter: 50,9679 -- Bounding box; X; -2.6815 2,6828 4 Y; -1.2666 -- 1,7956 Centroid; X; 0,0000 Y1 0.0000 Moments of inertia; X; 1.7468 Y: 4,3809 Product of inertia; XY: 0,0017 Radii of gyration; X; 1.0353 Y: 1,6396 Principal moments and X-Y directions about centroid: I: 1,7468 along E1,0000 0,00071 p J; 4.3809 along E-0"0007 1,00001 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005-T5 6005-T5 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.066, 0.062 1 fig, HOLBROOK, NEW YORK 11741 WA FIN L 2 ice' DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS 3TITLE SECTION PROPERTIES DIE NO. 5339C1 4582 4 ELECTRIC H COLUMN PART N0. 7*, , 7NFJ 5 DO NOT SCALE DRAWINGS SCALE {»_> » DRAWN BY LJo DWG. a 6 TOLERANCES + - ti APPROVED ti DATE o875s7o3 7145-7 FJ 4 1 '1 1 NCAkRr trlca'.;rrerf.u•S.tnvoaxrsanu{aoturer SOB: 230 SUN AND STARS:STRAIGHT EAVE DESIG i, Lei SHEET NO: 4 OF: 22 CALCULATED BY: Lawrence Duffy DATE: 10/16/203 CHECKED BY: Surya Lamsal DATE: 10116/210, Outdoor Living...lndoors`()'� 0 F' 71&DJUSTABILE EAVE(7EB 7ET 7133OY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 4..000 SPEC 3.4.1 Length, L(in): 4.000 6= 19000 psi Radius of Gyration, r(in): J.093 SPEC 3.4.2 1 EDGE Width of Section, b (in): 0.584 6= 19000 psi Corresponding Thickness,t(in): 9.070 SPEC 3.4.7 2 EDGE Width of Section, b (in): 1.348 6= 20.2-0.126(kUr) = 14667 psi Corresponding Thickness,t(in): 0.060 + SPEC 3.4.8 SHEAR Height of Section, h (in): 1.109 i a= 23.1-0.79(b/t) = 16509 psi Corresponding Thickness,t(in): 060 SPEC 3.4.9 Unbraced Length, Lb(in): ; +000 a= 23.1-0.25(b/t) = 17483 psi Radius of Gyration, ry(in): .177 SPEC 3.4.14 Moment of Inertia, Strong Axis(in4): .291 a= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): .974 SPEC 3.4.15 Centroid to Outer Fiber Comp. Side, Y(in): .632 6= 27.3-0.93(b/t) = 19541 psi Torsional Constant,J (in4): .451 SPEC 3.4.16 a= 27.3-0.29(b/t) = 20785 psi MEMBER CONSTANTS SPEC 3.4.18 KUr= 3.92 { a= 28000 = 28000 psi 1 EDGE b/t= .34 71 SPEC 3.4.20 2 EDGE b/t= 2.47 + a= 15.6-.099(h/t) = 10470 psi SHEAR h/t= '11.82 Lb/ry= 0.78 Lbl,,/(0.5*Y*(ly*J)^0.5)= 9.00 4.375 MAXIMUM ALLOWABLE STRESSES 2382-LUL-Ai TENSION = 19000 psiCOMPRESSION: = 14667 psiBENDING: = 19000 psi o.oso0 m SHEAR= 10470 psi I o _ o ALL BARS OKAY BY INSPECTION 1.559 1592 3.151 4.375 - - 2.3821 W onI .993 N o m � f O 0.060 1 t� m t O + O 4 1 .559 1 .592 3. 151 t ---------------- REGIONS ---------------- Area: I .G53 f , Perimeter: 50.630 , Bounding box: X: -2.370 -- 2.013 Y: -2. 102 -- 1 .443 Centroid: X: 0.000 Y: 0.000 Moments of Inertia: X: 1 .974 Y: 2.291 Product of Inertia: XY: -0.277 Radii of gyration: X: 1 .093 Y: 1 . 177 Principal moments and X-Y dlrectlon5 about centroid: I: 1 .814 along [0.865 -0.5021 + J: 2.45 1 along [0.502 0.865] a NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER N -A,.- 'A 6T5" 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.070 0.062 1 HOLBROOK, NEW YORK 11741 WALL FINISH 1 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS p 3 TITLE SECTION PROPERTIES DIE NO.6258,6 59,4582 4 ADJUSTABLE EAVE PART NO.7E6, Ef,7133 5 DO NOT SCALE DRAWINGS SCALE DRAWN BY WD DWG. 6 TOLERANCES + N — N APPROVED DATE 08-08-03 7EB-713 f J I ' '� kOkhRiuL+icA'sPr6ru(r5.tnvppxMAnufA+.`tlRv SOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGIN ,.,. / M' SHEET NO: 5 OF: 22 CALCULATED BY: Lawrence Duffy DATE: 10/1612T3 CHECKED BY: Surya Lamsal DATE: 10/1612 3 I. Outdoor Living...lndoors`()'i N U L T R A►RAMS ►l L 715LB3E RAFTER BAROY:6005-T5 ' INPUTS Allowable Stresses for Building Effective Length Factor, k: ;'.000 SPEC 3.4.1 Length, L(in): 210.000 6= 19000 psi Radius of Gyration, r(in): .850 SPEC 3.4.2 2 EDGE Width of Section, b(in): 1485 6= 19000 psi Corresponding Thickness, t(in): .100 } SPEC 3.4.7 SHEAR Height of Section, h (in): 3.685 4 6= 510001(k*Ur)12 = 696 psi Corresponding Thickness,t(in): .100 SPEC 3.4.9 Unbraced Length, Lb (in): 6 000 + 6= 490/(b/t) = 14060 psi Radius of Gyration, ry(in): .850 i SPEC 3.4.14 Moment of Inertia, Strong Axis(in4): 1289 6= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): .980 SPEC 3.4.18 Centroid to Outer Fiber Comp. Side, Y(in): .909 6= 28000 = 28000 psi Torsional Constant,J (in4): .289 SPEC 3.4.20 ? a= 15.6-.099(h/t) = 11952 psi MEMBER CONSTANT -' KL/r= 210.68 a' 2 EDGE b/t= 4.85 SHEAR h/t= 6.85 Lb/ry 14.14 w MAXIMUM ALLOWABLE STRESSES LbIX/(0.5*Y*(ly*J)^0.5)= 8.24 TENSION = 19000 psi — 10001 I-- t COMPRESSION: = 696 psi 0 9999 BENDING: = 19000 psi ;� 11 7 SHEAR= 11952 psi 0 1000 i in 0 1 �Q I m ALL BARS OKAY BY INSPECTION r a 131 19 4 IF l I� i 1 .000 1 0.9999 4 r. Ln 0. 1000 a Ln r, + � as � b (Y) 0 f ' 1 .31 19 d ` 9� ---------------- REGIONS ---------------- Area: 1.3568 Perimeter: 28.4715 Bounding box: X: -1,3119 ----1.3121 Y: -1.9094 1.7756 4 Centroid: X: 0.0000 Y: 0,0000 Moments of inertia: X: 2.2886 Y: 0,9795 Product of inertia: XYi -0.0003 Radii of gyration: X! 1.2987 r Y: 0.8497 Principal moments and X-Y directions about centroid: 1: 0,9795 along 10.0002 -1.00001 J: 2,2886 along 11,0000 0,00021 „I NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TE PER 6005—T5 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.c 10 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH Is 3 TITLE SECTION PROPERTIES DIE N0. ti 4 3-1 /2" LITE BAR PART NO. 5 DO NOT SCALE DRAWINGS SCALE > »_> » DRAWN BY WD DWG. 6 TOLERANCES + APPROVED DATE 09-18-03 51-133 JFj I Ncrkh AtutrW'S Pi[zl arooix Maxu{a�urcY SOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN } SHEET NO: 6 OF: 22 YizS , of o i CALCULATED BY: Lawrence Duffy DATE: 10/16/2(33 - CHECKED BY: Surya Lamsal DATE: 10/16/2 3 Outdoor Living...dndoorsl)', U LT R A•R AM R I L C '-'A'A..��>— - 5HB3 HEAVY RAFTER BAR f ALLOY:6005-T5 INPUTS 1 Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 20.000 6= 19000 psi Radius of Gyration, r(in): A. SPEC 3.4.2 2 EDGE Width of Section, b (in): .935 6= 19000 psi Corresponding Thickness,t(in): 9.125 SPEC 3.4.7 SHEAR Height of Section, h (in): 1.684 6= 51000/(k*Ur)112 = 544 psi Corresponding Thickness,t(in): .125 SPEC 3.4.9 Unbraced Length, Lb(in): 6 000 i 6= 23.1-0.25(b/t) = 17230 psi Radius of Gyration, ry(in): .751 SPEC 3.4.14 Moment of Inertia, Strong Axis(in4): .550 6= 21000 = 21000 psi Moment of Inertia,Weak Axis(in4): .328 k SPEC 3.4.16 Centroid to Outer Fiber Comp. Side,Y(in): .902 ; 6= 27.3-0.29(b/t) = 20491 psi Torsional Constant,J (in4): .550 SPEC 3.4.18 6= 28000 = 28000 psi ; SPEC 3.4.20 MEMBER CONSTANT 6= 11000 = 11000 psi KUr= 3 6.26 4 2 EDGE b/t= 3.48 SHEAR h/t= 9.47 'h Lb/rY 3.89 i Lblx/(0.5*Y*(ly*J)"0.5)= 9.33 7 MAXIMUM ALLOWABLE STRESSES 20000--i TENSION = 19000 psi COMPRESSION: = 544 psi N BENDING: = 19000 psi 0.1250— _ SHEAR= 11000 psi Y A � Ljco i f H � d � � t` ALL BARS OKAY BY INSPECTION 0 9998 1 1.31 18 u, 1 wi yip d ` I b 2.0000 u N C\j 0. 1 250 ,1 � x L co a„ m if t` 1 .31 18 r ———————————————— REGIONS ---------------- r Area: 2.354 sq in ,n t 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 ,1 Principal moments (sq in sq in) and X—Y directions about centroid I: 1 .328 along [0.000 —1 .0001 J: 4.550 along [1 .000 0.0001 1 ALLOY NO. REVISION BY a FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 600 -T5 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 1 5 HOLBROOK, NEW YORK 11741 LL FINISH 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS 3 TITLE SECTION PROPERTIES DIE NO. 4 3-1/2" HEAVY BAR PART N0. 5 b 3 5 DO NOT SCALE DRAWINGS SCALE 1 2._1 11 DRAWN BY LD DWG. r 6 TOLERANCES + N — N APPROVED DATE 09-18-03 5HB3 n ;p P NortilAtutric PLr;"yuw yfWAOmMQ"fCk-rtr JOB' 230 SUN AND STARS:STRAIGHT SAVE DESIG1 I i L ' SHEET NO: 7 OF: 22 : CALCULATED BY: Lawrence Duffy DATE: 10/16/2CO3 CHECKED BY: Surya Lamsal DATE: 10/16/2 .3 ®ratdoor Living...indoors()'� h LN YLTRAFRAM■ ILC .. ..: � 5LB5 LITE RAFTER BAR r� ALLOY71 :6005-T5 INPUTS } Allowable Stresses for Building Effective Length Factor, k: 1°.000 K• SPEC 3.4.1 Length, L(in): 20.000 A _ = 19000 psi Radius of Gyration, r(in): 6.868 SPEC 3.4.2 2 EDGE Width of Section, b(in): 1.151 a= 19090 psi Corresponding Thickness,t(in): 0.100 V�IPE SHEAR Height of Section, h (in): .()00 51000/(k*L/r)^2 = 726 psi Corresponding Thickness,t(in): .100 Unbraced Length, Lb(in): 6 .900 23.1-0.25(b/t) = 17724 psiRadius of Gyration, ry(in): .868 4Moment of Inertia,Strong Axis(in4): .729 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 219 SPEC 3.4.16 Centroid to Outer Fiber Comp. Side, Y(in): .659 L 6= 21000 = 21000 psi Torsional Constant, J (in4): _t'.729 SPEC 3.4.18 MEMBER CONSTANT 6= 28000 = 28000 psi KUr= 2 5.10 SPEC 3.4.20 2 EDGE b/t= 1.51 6= 15.6-.099(h/t) = 10650 psi SHEAR h/t= 0.00 Ldry= .61 LbIX/(0.5*Y*(ly*J)^0.5)= 12.22 s 1 0000 1.0000 r MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi 0 COMPRESSION: = 726 psi O IOOO N BENDING:= 19000 psi SHEAR= 10650 psi g 0 0 [, ALL U) NN BARS OKAY BY INSPECTION ' 1 ,I 9 1.3120 ,4 } 4, I 1 .0000 --►I 1 .0000 } �t r fl 04 0.1000 ' N O R O i O 1 R JlI I• I Lr) i N 1 — 1 .3120 k ---------------- REGI❑NS ---------------- Area: 1.6198 k Perimeter: 33.9256 Bounding box: Xi -1.3120 1.3120 ---- Y: -2.6591 2.3409 Y Centroid: X, 0.0000 H p Y: 0.0000 y Moments of Inertla: X: 4.7287 u. Y: 1.2192 Product of Inertia: XY: 0.0001 Radii of gyration: X: 1.7086 Y: 0.8676 Principal moments and X-Y directions about centroid: I: 1,2192 along 10.0000 1.00003 i� J: 4.7287 along 1-1,0000 0.00003 �+ r ;fl ALLOY 600 —T5 NO. REVISION BY a � FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 5005 VETERANS MEMORIAL HIGHWAY TYPIWALCAL 0. 10 !f fig, HOLBROOK, NEW YORK 11741 FINISH 2 1� DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS 3 TITLE SECTION PROPERTIES DIE NO. 7757 k 4 5„ LITE BAR PART NO. 51- 5 1 5 DO NOT SCALEDRAWINGS SCALE3/4" DRAWN BY LJD DWG. s TOLERANCES + APPROVED ,. DATE 09-18-03 51-135 n I 4� P f! 1 NC181,Awu.wa•sJOB: 230 SUN AND STARS:STRAIGHT EAVE DESIG SHEET NO: 8 OF: 22 CALCULATED BY: Lawrence Duffy DATE: 10/16/2 03 CHECKED BY: Surya Lamsal DATE: 10/16/2 Y 3 Outdoor Living...Xndoor�I�� r5CB5 YLf ti l t•M■ PLC I -'IVY RAFTER BAR :6005-T5 INPUTS {` Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 210.000 I - 19000 psi Radius of Gyration, r(in): 0.792 SPEC 3.4.2 2 EDGE Width of Section, b (in): x.947 = 19000 psi Corresponding Thickness,t(in): .125 SPEC 3.4.7 SHEAR Height of Section, h (in): .000 1 6= 51000/(k*Ur)"2 = 605 psi Corresponding Thickness, t(in): 125 a SPEC 3.4.9 Unbraced Length, Lb(in): .000 6= 23.1-0.25(b/t) = 19207 psi Radius of Gyration, ry(in): 792 SPEC 3.4.14 Moment of Inertia, Strong Axis(in4): 1 .900 a= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): .664 SPEC 3.4.16 Centroid to Outer Fiber Comp. Side,Y(in): .558 JI 6= 21000 = 21000 psi Torsional Constant, J (in4): 900 F ' SPEC 3.4.18 6= 28000 = 28000 psi IF SPEC 3.4.20 MEMBER CONSTANT CF= 15.6-.099(h/t) = 11640 psi KUr= 0.40 2 EDGE b/t= 5.57 SHEAR h/t= 0.00 Lb/ry 9.55 Lblx/(0.5*Y*(ly*J)"0.5)= .21 [MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi COMPRESSION:= 605 psi 01250— x 1250 N BENDING: = 19000 psi N SHEAR= 11640 psi 0 r _ "r d � N INSPECTION ALL BARS OKAY BY I, � 131141 3119 2 6240 4 t j. w. h ' h , r a , 9i 0.1250 C k4 N Y. r � 1 e, Q O > O r co J fN 1 .3121 1 .3119 4 2.6240 -- REGIONS ---------------- t Area: 2.650 sq In Perimeter: 32,658 in T Bounding box, X: -1,312 --1.312 in Y: -2.442 2,558 in Centroid: X: 0.000 in Y: 0.000 in a, Moments of Inertial X: 8.900 sq in sq in Y: 1.664 sq In sq in Product of Inertia: XY: 0.000 sq in sq in 6 Radii of gyration: X: 1,833 in i Y+ 0.792 in d Principal moments (sq in sq in) and X-Y directions r about centroid: t I: 1,664 along 100.000 1.0001 p J: 8.900 along 1-1.000 0,0001 1 Section Modulus: Sx Top: 3,48 In-3 t SX Bot: 3.65 in^3 Sy Left: 1,27 In^3 Sy Right: 1.27 In-3 X " ALOY a NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 600 —T5 Q 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0,1' 5 1 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 68O 4 5" HEAVY BAR PART N0. 510 5 5 DO NOT SCALE DRAWINGS SCALE 3/4"=I" DRAWN BY LJD Dwc. a 6 ITOLERANCES + N — N APPROVED DATE 08-12-03 51085 r P f ' I' YYY 1 .68 .414' r, 2.609' i 5' 4.016' U 2.392' r 304' .438' ffffh � i r- i I 1.203' 1,412' 2.615' I REGIC]NS 4.489 sq in Areas 46.021 In Perimeter► -- 1 In Bounding boxy Xi -1 1-2 392 __1'42 608 In Centrold, X, 01000 In Yi 0,000 In j Moments of inertia, X' In Y3 473 ssgng inssi In Product of Inertia, XYZ 0,035 sq In sq In Radii of gyration, X' ,3n 2 6 In r Principal moments (sq In sq In) and X-Y directions about centrold, I1 2,146 along 10.003 1,0001 � j Ji 13.473 along C-1.000 0.0033 u ALLOY 6005-T 6061-T6 j N0. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 5005 VETERANS MEMORIAL HIGHWAY WALL p, 25 1 HOLBROOK, NEW YORK 11741 FINISH 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS DIE N0. 3 TITLE SECTION PROPERTIES PART . 6 90 i. 4 SYSTEM 5 CURVED BAR WITH CHANNEL INSERT 5 B5 4iDO NOT SCALE DRAWINGS SCALE 3/4"=1" DRAWN BY RPL DWG. 5 APPROVED DATE 04-08-98 5CB5- HAN 6 TOLERANCES + 'i is - NothA xt&alsrwmtrJOB: 230 SUN AND STARS:STRAIGHT EAVE DESIG •R! I� „ � i SHEET NO: 9 OF. 22 Pt- , CALCULATED BY: Lawrence Duffy DATE: 10/16/2 3 CHECKED BY: Surya Lamsal DATE: 10/1612()3 outdoor Living...Indoors'O', N U L T R A!RAMC P L G i ?t 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 6= 19000 psi Radius of Gyration, r(in): 0.763 SPEC 3.4.2 2 EDGE Width of Section, b (in): 1..947 a= 19000 psi Corresponding Thickness,t(in): 4.125 SPEC 3.4.7 SHEAR Height of Section, h (in): ?.563 a= 51000/(k*L/r)^2 = 561 psi Corresponding Thickness,t(in): .125 SPEC 3V:PE:3 49 Unbraced Length, Lb(in): 2 0.000 23.1-0.25(b/t) = 19207 psi Radius of Gyration, ry(In): .763 14 Moment of Inertia, Strong Axis(in4): 2f.018 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 245 16 Centroid to Outer Fiber Comp. Side,Y(in): 3.803 21000 = 21000 psiTorsional Constant,J (in4): 2 .018 1828000 = 28000 psi MEMBER C2015.6-.099(h/t) = 9611 psi KUr= 3 1.44 2 EDGE b/t= 5.57 SHEAR h/t= .50 Lb/ry 3 1.44 k LbIX/(0.5'Y*(ly"J)^0.5)= .33 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi r COMPRESSION: = 561 psi BENDING: = 19000 psi SHEAR= 9611 psi t -- m 1 0003 p mg, r 2 r t � s. h rI �9 i i Ln n 5'P Ln i� m + ---------------- REGIONS ------------- -- Area: g 3.858 sq In Perimeter: 48.056 in B2 In ounding box: X'Y.1-3. 803 --312 1 3.760 in,;,. Centroid: X: 0.000 In s N Y: 0.000 in t� Moments of Inertia: X: 22.018 sq in sq In Y: 2.245 sq to sq In Product of inertia: Xy: 0.000 sq In sq in ki Radii of gyration: X: 2.389 in 44 Y: 0.763 in Principal moments (sq in sq in) and X—Y directions about entroid: I: 2.245 along [0.000 1.000] J: 22.018 along [-1.000 0:000]1 O 4i t .1 4, 1 .0003 0.9997 2.0000 d i (l 1` EALLOY 6005-T , 6005-T5NO. REVISION sY FOUR SEASONS SOLAR PRODUCTS CORP. R5005 VETERANS MEMORIAL HIGFTWAYL p 125 Ti0LBR00K, NEW YORK 11741 FINISH 2 DESTGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS 3 TITLE SECTION PROPERTIES DIE NO, 6190 5" HEAVY BAR WITH RAFTER STIFFENER PART N°"5CB ansa 5 DO NOT SCALE DRAWINGS SCALE 3/q."=1" DRAWN 6Y LSD �`"G TOLERANCES + N — APPROVED DATE 08-1'e 5CB5— RSB 1 M rl J i ml tn Awrrioa's New;&-KvAam MAN faahaKY JOB: 230 SUN AND STARS'STRAIGHT EAVE DES4 �. SHEET NO- 10 OF: 2 CALCULATED BY: Lawrence Duffy DATE:-1 16/2003 CHECKED BY- Surya Lamsal DATE- 1(#16/2003 Outdoor Living—Indoors A% CLrRA/RAMS PLC .+.av i 3 SILL(7CS)TO FOUNDATION I FASTENERS: 2 0.500 "X 3.000 " LAG BOLTS DETAIL ON +' AND 16"O.C. EuuAion Inputs: i ALLOWABLE CONNECTION BEARING Al:Alloy of Pie"j, .055 Pns =2(D1)(T1)(Ft„1)/n„ Ti:Thickness of Piece 1 _( .500 )( .055 )( 38 )2/2.34= 893.2# Fastener Type: LAG B LTS Pas =Ns*Pns,,,,n Thread Type: SPACED-,READS _( 2 )( 893.2 )= 1786.3 # Crown(C)or Valley(V)Fastening:." C at D2:Diameter of Head/Washer(in),,i 1.5 D1:Nominal Diameter of Fastener(in): 0.500 L-Length of Fasteners(in): 3.000 ALLOWABLE CONNECTION TENSION Ns:Number of Screws: 2 Pnov =(D2-D1)(T1)(Ft„1)(C)/ns _( 1.5 - 0.5 )( .055 )( 38 }( 1 )/3= 696.7# Pa, =Ns*P►4Nn Aluminum Allov Struc ral Values M Y _( 2 )( 696.7 ) = 1393.3# F.1: Ultimate Tension of Piece 1 (ksi): 38 i Ftyt:Yield Tension of Piece 1 (ksi): 35 I " WASHER OF 1.5" i 16"O.C.WILL CONTIBUTE A MAXIMUM OF 85#BASED ON A 0.1"DEFLECTION OF SILL. r. J t 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. ,I UNC THREADS.Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF T EVISION DATE 10-01-2003(LJD) Calculations Conform to AA)ADM2000 P � x - r i M1 } r f� � (I I k ' r t .I • j J, OUTSIDE INSIDE OF OF ROOM ROOM EXTR'D ALUMINUM i CLOSED SILL(A'7C5) ly t 9 FOUNDATION (BY OTHERS) 4 / MINIMUM OF(2) 112"FASTENER w/1 1/2"' ASHER AT EACH COLUMN AND EVERY I G"O.C. ACTUAL DESIGN OF THESE CONNECTION MUST BE DETERMINED BY OTHERS. i a } SIDE VIEW s T ,V 1 \/ U j• s s e DRAWN BY:JP DESCRIPTIONSILL TO FOUNDATION DWG.*06 DATE 0120/03 f E. E.C. FOUR SEASONS SOLAR PRODUCTS, LLC. REV DAT #; • n!0/LJIArtCrttl591Y.Y:2YSUWttNtMGvu{a .:� JOB: 230 SUN AND STARS'STRAIGHT EAVE DES[ N SHEET NO. 11 OF: 227 w , CALCULATED BY: Lawrence Duffy DATE. 10 6/2003 CHECKED BY: Surya Lamsal DATE: 10116/2• 003 T outdoor Living...lndoorsi)'� d UL1RAfMAM9 PLCh 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: sj 6005-T5 Pns =2(D1)(T1)(F111)/n„ T1:Thickness of Piece 1 (in):;; .055 _( .164 )( .055 )( 38 )2/2.34= 293.0# A2:Alloy of Piece 2: ° 6063-T5 r" Pns =2(D1)(T2)(F12)!n„ T2:Thickness of Piece 2(in): P, .062 _( .164 )( .062 )( 22 )2/2.34= 191.2# Fastener Type: TEK SCfEWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fhi2)for T2<=T1 Thread Type: SPACED THREADS =(( .062 )( .062 )( .062 )( 0.164 ))E0.5*4.2( 22000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns'Pns,nin D2:Diameter of Head/Washer(in): .322 _( 8 )( 191.2 )= 1529.5 # D1:Nominal Diameter of Fastener(in): 0.164 L: Length of Fasteners(in): ' 0.500 Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(F1i1)(C)1ns tc,Thread Engagement Depth: I 0.062 _( .322 - 0.164 )( .055 )( 38 )( 1 )/3= 110.1 # Ns:Number of Screws: 8 Pnot = (Ks)(D1)(tc)(Fty2)/ns 1 � 54.8# Pat =NS*Pnjn _( 8 )( 54.8 ) = 438.2# Aluminum Allov Structural Values Ft 1:Ultimate Tension of Piece 1 (ksi): 38 Ft,,,Yield Tension of Piece 1 (All 35 F,i2: Ultimate Tension of Piece 2(ksi): ! 22 F,g:Yield Bearing of Piece 2(ksi): 16 MAXIMUM ALLOWABLE LOADS EETff-ec ients: 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 T Calculations Conform to P�A)ADM2000 REVISION DATE 10-01-2003(LJD) 11 1 11 V'r Y I� Ijyr 1 1t`S 4 •I � CONT EXTR'D ALUMINUM CLOSED SILL(A'7C5) BELOW EXTR'D ALUMINUM WINDOW JAMB(A7'131 U) • #8 x 1/2"TEK SCREW(117'150) EIGHT AT EACH CORNER EXTR'D ALUMINUM CORNER COLUMN (A'7C9) .t PLAN VIEW T/V 4 � TN 'f P iF 11!EANY.JP DESCRIPTION:SILL TO CORNER COLUMN DWG #.09 DATE 0120/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV DATE. E.C.O #; i' ) nm ta.�.u+'s r.en rs a.co L +aw<facr m JOB' 230 SUN AND STARS:STRAIGHT EAVE DESI lN SHEET NO' 12 OF. ?'2, CALCULATED BY: Lawrence Duffy DATE: 10 6!2003 CHECKED BY: Surya Lamsal DATE: 10 6/2003 Outdoor Living...Indoors 11',( - �V uLTRAPi AMC ILC F_ALLOWABLE H COLUMN 6 0.164 "X 0.500 " TEKSCREWS DETAIL ON ", R Eguafion Inputs: t, NNECTION BEARING Al:Alloy of Piece 1: ;' 6005-T5 T1)(F1i1)/n„ T1:Thickness of Piece 1 (in): 055. )( 055 )( 38 )2/2.34= 293.0# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ft„2)/n„ T2:Thickness of Piece 2(in): Y 05 k _( .164 )( .05 )( 38 )2/2.34= 266.3# Fastener Type: TEK SC EWS P„s =((T2)(T2)(T2)(D1))E0 5*4.2(Fii2)for T2<=T1 Thread Type: SPACED TREADS i =(( .05 )( .05 )( -05 )( 0 164 ))E0.5*4.2( 38000 )= 722.6 Crown(C)or Valley(An : C Pas =Ns*Pnsn,,n D2:Diameter of Head/ .322 _( 6 )( 266.3 )= 1597.9 # D1:Nominal Diameter of F : 0.164L:Length of F : 0.500#8 FASTENER MAXIMUM SHEAR IS 216.5# Asn:Thread Stripping Area of Internal Thre : 0.014ALLOWABLE CONNECTION TENSIONn,Threads Per nc : 32 Pio =(D2-D1)(T1)(Ftii1)(C)Iris tc,Thread Engagement Depth: 0.05 _( .322 - 0.164 )( .055 )( 38 )( 1 )13= 110.1 # Ns-Number of Screws: 6 Pnot = (Ks)(D1)(tc)(Fty2)/ns 96.6# Pat =Ns*Pr6.n _( 6 )( 966 ) = 579.7# Aluminum Alloy Struct iral Values Fin,:Ultimate Tension of Piece 1 (ksi): 38 Ftyt:Yield Tension of Piece 1 (ksi): 35 Fti2:Ultimate Tension of Piece 2(ksi): 38 Y Fty�:Yield Bearing of Piece 2(ksi): 35 V I a � C&ffiecients: { MAXIMUM ALLOWABLE LOADS 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 T i Calculations Conform t AA)ADM2000 _ REVISION DATE 10.01-2003(LJD) it vp CONT, EXTKD ALUMINUM CLOSED SILL(A*7C5) BELOW #8 x I R"TEK SCREW(H7*150) 51X AT EACH COLUMN u u u EXTKD ALUMINUM WINDOW JAMB(AT 131 U) EYTKD ALUMINUM H-CHANNEL(ATI 1 1) FLAN VIEW T ------------ v DWG.# 07 E DATE: 0/20/03 DRAWN BY.JP DE CRIPTION:S'LLTO LITE H COLUMN FOUR SEASONS SOLAR PRODUCTS, LLC. REV DATE. E.0 0 f' . p NOrMArt ;Vsr,,.WJOB: 230 SUN AND STARS'STRAIGHT EAVE DESIGN SHEET NO: 13 OF: CALCULATED BY- Lawrence Duffy DATE: 10/46/2003 O CHECKED BY. Surya Lamsal DATE- 1041612003 Outdoor Living--.ludeers i)% I SILL TO ELECTRIC H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON Equation Inputs: t. ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: " 6005-T5 Pns =2(D1)(T1)(Fwi)/nu T1:Thickness of Piece 1 (in): .055 _( .164 )( .055 )( 38 )2/2.34= 293.0# A2:Alloy of Piece 2: ry 6005-T5 Pns =2(D1)(T2)(Ftu2)/nu T2:Thickness of Piece 2(in): ,.066 r _( .164 )( 066 )( 38 )2/2.34= 351.5# Fastener Type: TEK SC EWS E Pns =((T2)(T2)(T2)(D1))E0.5*4.2(8,2)for T2<=T1 Thread Type: SPACED T READS I _(( .066 )( .066 )( .066 )( 0.164 ))E0.5*4.2( 38000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsn„n D2:Diameter of Head/Washer(in): .322 _( 6 )( 293.0 )= 1757.7 # D1:Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners(in): 0.500 #8 FASTENER MAXIMUM SHEAR IS 216.5# Asn:Thread Stripping Area of Internal Thread(Per.Inch): 0.014 i ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ftui)(C)/N tc,Thread Engagement Depth' 0.066 _( .322 - 0.164 )( .055 )( 38 )( 1 )/3= 110.1 # Ns:Number of Screws: 6 Pnot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns F , 137.7# Pat =Ns*PrImn _( 6 )( 110.1 ) = 660.4# Aluminum Allov Struct I iral Values Ftu1:Ultimate Tension of Piece 1 (ksi): 38 Ft,,-Yield Tension of Piece 1 (ksi): 35 Ftu2: Ultimate Tension of Piece 2(ksi): 38 Fty2:Yield Bearing of Piece 2(ksi): 35 u , i • • i MAXIMUM ALLOWABLE LOADS Ccl6ffiecients: SHEAR: 1299.0# Coeffiecient,Ks= 1.01 h TENSION 660.4# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= I 0.125 'f UNC THREADS: Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF BT M Calculations Conform t (AA)ADM2000 REVISION DATE 10-01-2003(LJD) a. 71 x 1/2'TEK SCREW(H7*150) 51X AT EACH COLUMN EXTKD ALUMINUM ELECTRIC h—CHANNEL(A7*145) EXTKD ALUMINUM WINDOW JAMB(A7*131 U) CONT. EXTKD ALUMINUM FLAN VIEW CL05ED SILL(A*7C5) BELOW V ryryi 11, (DEM #.08 DATE 10/20103 r'PAWN B!Y.JP ECERIPTIEO ELECTRIC H COLUMN DES SILL T :::! DATE 1�- PEN DATE- E C.0 I FOUR OUR SEASON'S SOLAR PRODUCTS, LLC. y NorC+Asuvecas?Itru+Lt SuvstouMpwefpcCurq JOB- 230 SUN AND STARS STRAIGHT EAVE DESI N i SHEET NO: 14 22 CALCULATED BY: Lawrence Duffy DATE: 10;16/2003 r i i CHECKED BY: Surya Lamsal DATE: 1016/2003 Outdoor Living..Jvidoors()';, YLT[AVRAML ►Lir ? EAVE TO CORNER COLUMN FASTENERS: 8 0.164 "X 0.500 " TEK SCREWS DETAIL ON E uation In uts- ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 I: P15 =2(D1)(T1)(Ft„t)/n„ T1:Thickness of Piece 1 (in): 1. .06 _( .164 )( .06 ){ 22 )2/2.34= 185.0# A2:Alloy of Piece 2: tt 6063-T5 P,,. =2(D1)(T2)(Fti2)/n„ T2:Thickness of Piece 2(in): .062 F, _( .164 )( 062 )( 22 )2/2.34= 191.2# Fastener Type: TEK SC�EWS P, =((T2)(T2)(T2)(D1))E0.5*4.2(F„2)for T2<=T1 Thread Type: SPACED READS _(( .062 )( .062 )( .062 )( 0.164 ))E0.5*4.2( 22000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnstnin D2:Diameter of Head/Washer(In):4(in): 322 _( 8 )( 185.0 )= 1480.2 # D1:Nominal Diameter of Fas64 L:Length of Fast00 Asn:Thread Stripping Area of Internal Thread(Per Inch):" 0.014 r ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Fti1)(C)/N tc,Thread Engagement Depth: 0.062 _( .322 - 0.164 )( .06 )( 22 )( 1 )/3= 69.5# Ns:Number of Screws: . 8 i a Pnat = (Ks)(D1)(tc)(Fty2)/ns 54.8# Pat =Ns*Pnnin { _( 8 )( 54.8 ) = 438.2# Aluminum Allov Structural Values Ft,,,- Ultimate Tension of Piece 1 (ksi): 22 Fty1:Yield Tension of Piece 1 (ksi): 16 Fti2: Ultimate Tension of Piece 2(ksi): 22 Fty2:Yield Bearing of Piece 2(ksi): 16 i MAXIMUM ALLOWABLE LOADS *= 1.01 SHEAR: 1480.2# Coeffi 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' T Calculations Conform to A )ADM2o00 REVISION DATE 10-01-2003(LJD) �c 4 " 1 EXTR'D ALUMINUM ADJUSTABLE EAVE (A'7E8/A'7ETB) a EXTR'D ALUMINUM a WINDOW JAMB (A7'131 U) #8 x 1/2"TEK SCREW(H7'150) EIGHT AT EACH CORNER EXTR'D ALUMINUM CORNER COLUMN (A'7C9) i i Z �I h A 4 yyy In t iµ �S 1 PLAN VIEW 1� . 44` ' Yl h T/v �1 n TN x. i 01RAWNBY.JP DESCRiPnON.EAVE TO CORNER COLUMN EREV. 12 DATE 0,/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. TE: E.CO # A I • nlortnArelncA'SAI.usLr.�anrcoxMOw.{dc,.r JOB' 230 SUN AND STARS:STRAIGHT EAVE DESI N u SHEET NO. 15 OF: 2 r ' CALCULATED BY: Lawrence Duffy DATE: 1016/2003 CHECKED BY Surya Lamsal DATE: 1016/2003 Outdoor Mving...lndoors+)'i 7b -'N ULTRAPMAMS PLC E"E TO LITE H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON Eau ion Inouts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns 2(D1)(T1)(Ft„1)/n„ T1:Thickness of Piece 1 (in):1 .06 _( .164 )( .06 )( 22 )2/2.34= 185.0# A2:Alloy of Piece 2: 6005-T5 Fins =2(D1)(T2)(F,u2)/nu T2:Thickness of Piece 2(in):l .05 _( .164 )( .05 )( 38 )2/2.34= 266.3# Fastener Type: TEK StEWS P1s =((T2)(T2)(T2)(D1))E0.5-4.2(F„2)for T2<=T1 Thread Type: SPACED READS _(( .05 )( .05 )( .05 )( 0.164 ))E0.5*4.2( 38000 )=722.6 Crown(C)or Valley�(V)Fastening: C Pas =Ns'Pns,,,,n D2:Diameter of Head/Washer(in): ' .322 _( 6 )( 185.0 )= 11,10.2 # 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 r Pnov =(D2-D1)(T1)(Ft 1)(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 �---- I 96.6# Pat =Ns i Pn,rnn 'v .r _( 6 )( 69.5 ) = 417.1 # Aluminum Allov Strucl iral Values Fi j:Ultimate Tension of Piece 1 (ksi): 22 FtYI:Yield Tension of Piece 1 (ksi): 16 Ftu2: Ultimate Tension of Piece 2(ksi): 38 } Fty2:Yield Bearing of Piece 2(ksi): 35 1 'k Y MAXIMUM ALLOWABLE LOADS C ffiecients: a SHEAR: 1110.2# Coeffiecient,Ks= 1.01 i I 625 .r TENSION 417.1 # Coeffieclent 2/n= 0.0 Coeffiecient,4/n= 0.125 ) I' UNC THREADS. Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF T Calculations Conform _ (AA)ADIM2000 t REVISION DATE 10-01-2003(LJD) ..MMMMMMMMMM� 1` p , p t d r �1 r •'x li EXTR'D ALUMINUM ADJUSTABLE SAVE f. (A'7EB/A'7ETB) i #8 x 1/2"TEK SCREW(h7'150) 51X AT EACh COLUMN EXTR'D ALUMINUM WINDOW JAMB (A7'131 U) EXTR'D ALUMINUM h-CHANNEL(AT I 1 1) 1 r A .i PLAN VIEW T 4 4 9 v V F + 4 r 7l I I DRAWN BYJP DESCRiPTION•EAVE TO LITE H COLUMN DWG #10 DATE.i0@0103 h FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E C.0 r NcrtHJOB: 230 SUN AND STARS:STRAIGHT EAVE DESI N ' , SHEET NO: 16 OF 2 CALCULATED BY, Lawrence Duffy DATE. 1 16/2003 t CHECKED BY: Surya Lamsal DATE: 10116/2003 Outdoor Living...I»doors"+);; 7 % YLTIAVEAMl,PLC ` ++..a•t ..� 1 a SAVE TO ELECTRIC H COLUMN ' FASTENERS: 6 0.164 "X 0.500 TEK SCREWS DETAIL ON E u ion Inouts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1:jy 6063-T5 Pns =2(D1)(T1)(Ftu1)/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)(Ft„2)/no T2:Thickness of Piece 2(in):,, .066 r _( .164 )( .066 )( 38 )2/2.34= 351.5# Fastener Type: TEK SC EWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(F 2)for T2<=T1 Thread Type: SPACED+READS i _(( .066 )( .066 )( 066 )( 0.164 ))E0.5*4.2( 38000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsmn D2 Diameter of Head/Washer(in): R .322 _( 6 )( 185.0 )= 1110.2 # 131:Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners(in): 0.500 I Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 i Pncv =(D2-D1)(T1)(Ft„1)(C)/ns tc,Thread Engagement Depth: 0.066 _( .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# n Pat =Ns*Prinin _( 6 )( 69.5 ) _ 417.1 # Aluminum Allov Struciral Values Ft„1: Ultimate Tension of Piece 1 (ksi): 22 Fh,1: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 Coo iiecients: 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 DATA 10-01-2003(LJD) Calculations Conform t (/{A)ADM2000 � 4 I V 7 µ� �4 f u n ;' fp #8 x 1/2"TEK SCREW(H7'150) 'p 51X AT EACH COLUMN EXTR'D ALUMINUM ELECTRIC H-CHANNEL(A7'145) EXTR'D ALUMINUM sm WINDOW JAMB(A7'13 I U) PLAN VIEW EXTR'D ALUMINUM ADJU5TABLE SAVE r (A'7EB/A'7ETB) I { , Q i T V i �BY.JPDESCRiPTION.EAVE TO ELECTRIC H COLUMN DWG #.11 DATE 0120103 FOUR SEASONS SOLAR PRODUCTS, LLC. REV DATE: E.C. #; P S N�t Awnca'sAO.uaSuvxco+ �avx{a .n JOB: 230 SUN AND STARS:STRAIGHT EAVE DESI�N ASHEET NO: 17 OF' 2 _ CALCULATED BY: Lawrence Duffy DATE: 1016!2003 CHECKED BY: Surya Lamsal DATE: 10@16/2003 Outdoor Living...Indoorsij', f 1/8" EAVE CORNER SPLICE PLATE TO EAVE FASTENERS: 8 0.190 "X 0.500 " TEKSCREWS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al.Alloy of Piece 1:'I;5052-H32 a, Pns =2(D1)(T1)(F1i1)/n„ T1:Thickness of Piece 1 (in):, .125 _( .190 )( .125 )( 31 )2/2.34= 629.3# A2:Alloy of Piece 2:tin 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 SC EWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fti2)for T2<=T1 Thread Type: SPACED READS _(( .062 )( .062 )( .062 )( 0.19 ))EO 5114.2( 38000 )= 1074.0 Crown(C)or Valley(V)Fastening: C } Pas =Ns*Pnsn,in 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)(Fti1)(C)/r1s tc,Thread Engagement Depth: 0.062 _( .384 - 0.19 )( .125 )( 31 )( 1 )/3= 250.6# Ns:Number of Screws: 8 Prot = (Ks)(D1)(tc)(F1y2)/ns a , = 138.8# Pat =Ns*Pr6.n t _( 8 )( 138.8 ) = 1110.5# Aluminum Alloy Struciral Values Fti1:Ultimate Tension of Piece 1 (ksi): 31 Fw-Yield Tension of Piece 1 (ksi): 23 i F1i2:Ultimate Tension of Piece 2(ksi): 38 Fty2:Yield Bearing of Pie;�5 II � V MAXIMUM ALLOWABLE LOADS �effiecients. SHEAR: 2164.0# Coeffiecient,Ks= I 1.01 TENSION 1110.5# Coefflecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 i { UNC THREADS: Types C,D,F,G,T " SPACED THREADS: Types AB,B,BP,BPiBT Calculations Conform t (AA)ADM2000 REVISION DATE 10-01-2003(UD) F, t North Amlrua'S S°1l.W.CrSUY-rfAVN.MPwt{ACd+KY JOB: 230 SUN AND STARS:STRAIGHT EAVE DESI N SHEET NO: 18 OF: •21 CALCULATED BY: Lawrence Duffy DATE, 10 6/2003 ' ' o CHECKED BY Surya Lamsal DATE. 10 96/2003 Outdoor Living...Indoors I)'; .1 ULTt AraANK •Lcr 1/8" EAVE CLIP ANGLE TO EAVE* Te FASTENERS: 6 0.190 "X 1.250 " TEK SCREWS DETAIL ON t E ua ion Inputs: ALLOWABLE CONNECTION BEARING A1:Alloy of Piece 1: Q063-T5 Pns =2(D1)(T1)(Fhi1)/n„ T1:Thickness of Piece 1 (in): .125 ( .190 )( .125 )( 22 )2/2.34= 446 6# A2:Alloy of Piece 2: 9005-T5 r6 Pns =2(D1)(T2)(Ftu2)/n" T2:Thickness of Piece 2(in): t 062 _( .190 )( .062 )( 38 )2/2.34= 382.6# Fastener Type: TEK SCREWS Pf, =((T2)(T2)(T2)(D1))E0.5*4.2(Ft.2)for T2<=T1 Thread Type: SPACED T READS _(( .062 )( .062 )( .062 )( 0.19 ))E0.5*4.2( 38000 )= 1074.0 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsm,n D2:Diameter of Head/Washer(in). r .384 _( 6 )( 382 6 )= 2295.6 # D1:Nominal Diameter of Fastener(in): 0.190 L:Length of Fasteners(in): 1.250 k ENER MAXIMUM SHEAR IS 270.5# Asn:Thread Stripping Area of Internal Thread(Per-Inch):' 0.018 E CONNECTION TENSION n,Threads Per Inch: 32 2-D1)(T1)(Ft„1)(C)/ns tc,Thread Engagement Depth: 0.062 .384 - 0.19 )( .125 )( 22 )( 1 )/3= 177.8# Ns: Number of Screws: 6 (Ks)(D1)(tc)(Fty2)/ns ' 138.8# Pat =Ns*Pnnin _( 6 )( 138.8 ) = 832.8# Aluminum Alloy Stry Lral Values F1 1: Ultimate Tension of Piece 1 (ksi): 22 t Fty1:Yield Tension of Piece 1 (ksi): 16 MAXIMUM ALLOWABLE LOADS Ftu2:Ultimate Tension of Piece 2(ksi): ' 38 6LB3/5HB3* SHEAR: 1623.0# Ftyz:Yield Bearing of Piece 2(ksi): 35 i TENSION 832.8# 1. f 51-135/5C65 SHEAR- 2164.0# }� TENSION 1110.5# C ffiecients: 8 SCREWS Coeffiecient,Ks= 1.01 Coeffiecient 21n= 0.0625 Coeffiecient,4/n= I 0.125 ry UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,B BT REVISION DATE 10-01-2003(LJD) Calculations Conform t (AA)ADM2000 r y ------------------- t ---------------- I ----------------- --------------- 4 W, �I f ' ar i SAVE CLIP EXTRI)ALUMINM (CN 13004) SAVE TOP(A'7 B) # e (2 PER RAFTER) t A i #10 x 1 1/4"TEK SCREW w (H'2026)(3 PER CLIP) F (6 TOTAL) r N t 'Y r, i T I� J V -,AWN BY:JP DESCRIPTION:EAVE CLIP TO EAVE DWG #:S&STRSS 03 DAT :10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C. f: A 1 , h ----------------------------- - ____________________________ s 3 i ri -_- 2 a ----- r r s , i EXTR'D ALUMINUM SAVE TOP(A'7ET15) I EAVE CLIP 1 (CN 13004) I (2 PER RAFTER) 1 L-------- #10 x 1 1/4"TEK SCREW (H-202G)(4 PER CLIP) ! (8 TOTAL) r ;C T v 1. V La RAWN BY'JP DESCRiPTIOMEAVE CLIP TO EAVE DWG.#:S&STRSS-06 DAT110/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C. . up C4f J. Mort:,sv sri WL e.=ersw.0 aw{actu.er JOB: 230 SUN AND STARS-STRAIGHT EAVE DESI N ` SHEET NO: 19 OF: 2' CALCULATED BY: Lawrence Duffy DATE: 10,6/2003 CHECKED BY. Surya Lamsal_DATE, 10j I 412003 Outdoor Living.—Indoors)}'I ULTRATIRAMS PLC EAVE TO RAFTER BAR*`(CONNECTS FROM UNDERNEATH) FASTENERS: 1 0.190 "X 1.250 " TEK SCREWS DETAIL ON Eaua}ion Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ft„1)/n„ T1:Thickness of Piece 1 (in): , .062 r _( .190 )( .062 )( 38 )2/2.34= 382.6# A2:Alloy of Piece 2: 6005-T5 Pm =2(D1)(T2)(Ftu2)/n" T2:Thickness of Piece 2(in): 4 .1 _( .190 )( 1 )( 38 )2/2.34= 617.1 # Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fju2)for T2<=T1 Thread Type: SPACED T READS 0.19 ))E0.5*4.2( 38000 )= N/A Crown(C)or Valley(V)Fastening: C 1 Pas =Ns*Pnsn n D2:Diameter of Head/Washer(in): .384 382.6 )= 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(Perrinch): 0.018 P,,. =(D2-D1)(T1)(Ft„t)(C)/ns n,Threads Per Inch: 32 _( .384 - 0.19 )( .062 )( 38 )( 1 )/3= 152.4# tc,Thread Engagement Depth. 0.1 Pnot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns Ns:Number of Screws: 1 ! 360.7# ff Pal =NS*Pr6j., 152.4 ) = 152.4# II i Aluminum Allo�Struqralalues MAXIMUM ALLOWABLE LOADS Ft„l:Ultimate Tension of Piece 1 (ksi): t 38 ! ' 51-133* F,vt:Yield Tension of Piece 1 (ksi): 35 SHEAR: 270.5# Ftu2- Ultimate Tension of Piece 2(ksi). 38 ) TENSION 152.4# Fty2:Yield Bearing of Piece 2(ksi): ° 35 51-65 r SHEAR: 270.5# TENSION 152.4# 51-1133 Cc affiecients: SHEAR: 270.5# Coeffiecient,Ks= 1.2 v; TENSION 152.4# Coeffiecient 2/n= 0.0625 5C65 Coeffiecient,4/n= 0.125 ;1 SHEAR: 270.5# P TENSION 152.4# UNC THREADS: Types C,D,F,G,T r SPACED THREADS: Types AB,B,BP,BF BT REVISION DATE 10-01-2003(LJD) Calculations Conform t (AA)ADM2000 t d s 6. I a i -------------------------- #10 x 1 1/4"TEK 5CPtW (H"2026)(1)AT EACHO _ -- RAFTER ----------------- EXTR'D ALUMINUM ------------------ 3"RAFTER BAR (A"5LB3) (SHOWN) t4 ----------------- 3 HEAVY RAFTER BA -------------- p , 4 EXTRD ALUMINUM 1 p SAVE TOP(A"7ETB) a a q � i v � P fi T 4. I, V a DRAWNBY:JP DESCRIPTION:RAFTER TO EAVE DWG.#:SBSTRSS-01 DATE+10/20/03 1 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.pATE: E.C.O#; I P l .I 41 i' --------------------- ----------------------------- ------ #10 x 1 1/4"TEK SCBE - - -- (H-2026) I AT EACH ---------------- RAFTER r' EXTRI)ALUMINUM 5"RAFTER BAR (A"51-135) (SHOWN)' ----------------- 5"HEAVY RAFTER BAR -------------- (A'5CB5) EXTRI)ALUMINUM SAVE TOP(A'7ETB) I w ------ OPTIONAL RAFTER STIFFENER f T r h 4 41 v 7 Ir 1 DRAWN BY:JP DESCRIPTION-RAFTER TO EAVE DWG.#:SBSTRSS-D4 DAT 10/20/03 r FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C. t Month Ar�'s Pit .rSwrCONt MAw{A .x JOB' 230 SUN AND STARS'STRAIGHT EAVE DESI lq SHEET NO. 20 OF: 2' t , CALCULATED BY: Lawrence Duffy DATE: 1016/2003 CHECKED BY: Surya Lamsai DATE: 1016/2003 Outdoor Living...Indoors tj; 7 AN ULTRAFRAM9 PLC(. -1. 1/8" EAVE CLIP ANGLE TO RAFTER BAR* (CONNECTS FROM SIDE) , FASTENERS: 6 0.190 "X 1.250 " TEKSCREWS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: ¢063-T5 Pns =2(D1)(T1)(Fti1)/n„ T1:Thickness of Piece 1 (in): , .125 _( .190 )( .125 )( 22 )2/2.34= 446.64 A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ftu2)/n" T2:Thickness of Piece 2(in):k .1 _( .190 )( 1 )( 38 )2/2.34= 617.1 # Fastener Type: TEK SC�EWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fu2)for T2<=T1 Thread Type: SPACED I iREADS .1 )( 019 ))E0.5*4.2( 38000 )= 2199.9 Crown(C)or Valley(V)Fastening: ' C Pas =Ns*PnS,,,,n D2:Diameter of Head/Washer(in): .384 _( 6 )( 446.6 )= 2679.5 # D1.Nominal Diameter of Fastener(in): 0.190 i #10 FASTENER MAXIMUM SHEAR IS 270.5# L:Length of Fasteners(in): 1.250 i ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.018 Pnov =(D2-D1)(T1)(Ftu1)(C)/ns n,Threads Per Inch: 32 _{ .384 - 0.19 )( .125 )( 22 )( 1 )/3= 177.8# tc,Thread Engagement Depth: 0.1 Pnot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns Ns-Number of Screws: 6 = 360.7# 1 Pat =Ns*Prim _( 6 )( 177.8 ) = 1067.0# Aluminum Alloy Struc ral Values MAXIMUM ALLOWABLE LOADS Fwt:Ultimate Tension of Piece 1 (ksi): 22 5LB3* Ftyt:Yield Tension of Piece 1 (ksi): 16 SHEAR: 1623.0# Fm2:Ultimate Tension of Piece 2(ksi):,, 38 TENSION 1067.0# FW:Yield Bearing of Piece 2(ksi): 35 51-135 8 SCREWS i SHEAR: 2164.0# TENSION 1422.7# i 5HB3 C ffiecients: { SHEAR: 1623.0# Coeffiecient,Ks= 1.2 TENSION 1067.0# Coeffieclent 2/n= 0.0625 5CB5 8 SCREWS Coeffleclent,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 3T ]REVISION DATE 10-01-2003(LJD) Calculations Conform to !1A)ADM2000 u) I !f ,1 QQQA a' #10 x 1 1/4"TEK 5C -W (H`2026)(3 PER CLIP),$ (6 TOTAL) #I EXTRD ALUMINUM SAVE CLIP(CN 13004)1, ---------------- ---- 4 i d x ----------------- EXTRD ALUMINUM --------- — 3"RAFTER BAR 5� (A'5LB3) (SHOWN) —" ---- 3"HEAVY RAFTER BA --- (A'5HB3) t T " Y' U a. • a J. • U T D�RAWNBY:JP DESCRiP-nON:EAVE CLIP TO RAFTER DWG #:S&STRSS-02 DAT410/20103 y FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE. E.C. #'s 1 I J 1 Z 't 4 i' #10x 1 1/4"TEK5CRIV (H-2026)(4 PER CLIP) (8 TOTAL) r EXTKD ALUMINUM d — ---- SAVE CLIP(CN 13004) 'i ----------------- --------------- — — -- EXTR'D ALUMINUM h 5" RAFTER BAR (A-505) (5HOWN) ---------------- ---------------- 5" HEAVY RAFTER BAR --------- 1 r s• , f OPTIONAL RAFTER `------- STIFFENER i N yy77� V I� r V `/ 11 19 T DRAWNBY:JP DESCRrPTrDN:EAVE CLIP TO RAFTER DWG.#.S&STRSS-05 DATi:10/20103 5 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C. i� �i A"A.4's JOB: 230 SUN AND STARS'STRAIGHT EAVE DESI N i a , SHEET NO: 21 OF: ` CALCULATED BY: Lawrence Duffy DATE: 1016/2003 CHECKED BY: Surya Lamsal DATE: 10`6/2003 Outdoor Living...Indoors+)'I I RIDGE CLIP TO RAFTER BAR* (CONNECTS FROM SIDE) FASTENERS: 4 0.250 "X 1.250 " SELF-TAPPING SCREW DETAIL ON E ua'ion In uts: ALLOWABLE CONNECTION BEARINGY A1:Allo of Piece 1: 6063-T5 F Pns =2(D1)(T1)(Fti1)/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(D1)(T2)(Ftu2)/n„ T2:Thickness of Piece 2(in): 4 1 _( .250 )( .1 )( 38 )2/2.34= 812.0# Fastener Type: SELF-TAPPI G SCREW Pns =((T2)(T2)(T2)(Dl))E0.5*4.2(Fu2)for T2<=T1 Thread Type: SPACED READS =(( .1 )( .1 )( .1 )( 0.25 ))E0.5*4.2( 38000 )=2523.5 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsn,n D2:Diameter of Head/Washer(in): .480 I =( 4 )( 812.0 )= 3247.9 # D1:Nominal Diameter of Fastener(In):i 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)(Ftu1)(CyN n,Threads Per Inch: 20 _( .480 - ' 0.25 )( 25 )( 22 )( 1 )/3= 421.7# tc,Thread Engagement Depth: 0.1 Prot = (Ks)(D1)(tc)(Fty2)/ns Ns:Number of Screws: 4 = 350.0# - Pat =NS*Pnmin _( 4 )( 350.0 ) = 1400.0# 'i- Aluminum Alloy Struc ral Values i MAXIMUM ALLOWABLE LOADS Ftu1:Ultimate Tension of Piece 1 (ksi): 22 51-133* F,yt:Yield Tension of PiJ(ksii): 6 } SHEAR: 1964.0# Ftu2: Ultimate Tension of Pi38 " TENSION 1400.0# Fty2:Yield Bearing of Pi35 ti 5LB5 6 SCREWS SHEAR: 2946.0# TENSION 2100.0# 5HB3 C ffiecients: SHEAR: 1964.0# Coeffiecient,Ks= 1.2 TENSION 1400.0# Coeffiecient 2/n= 0.1 5C135 6 SCREWS Coeffiecient,4/n= 0.2 a SHEAR: 2946.0# a TENSION 2100.0# UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BFJB T y,REVISION DATE 10-01-2003(WD) Calculations Conform t (AA)ADM2000 a . 4 G �l �I 1 �f yqq� d' 4= ti i l -------------'+ I I I . 1 I E T I X _—__—_--__—�-^--------------------------------------- -1- 1' f— w 1 I I . I I 1 _ 1/4"x 1 1/4"SELF THREADING SCREW(H'2080) (TWO ON EACH 51DE OFRAFT BAR) (4 TOTAL) RIDGE CLIP -------- -J-` (CN42IOL) ---- EXTR'D ALUMINUM Q 3"RAFTER BAR (A'5LB3)(5HOWN) 3"HEAVY RAFTER BAR p (A'5HI33) ,J I 4 V V IY T I U'RAWN BY:JP DESCRiP'nON:R1 DGE CLIP TO RAFTER DWG.#:SBSTRSS-07 DAT :10/20/03 1 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.0 4. t 5 ` Y` >4 Ai 'i I p , IL E I 1 � IJ ___________ 1`I `J I I ~ I I I I 1/4"x 1 114"SELF THREADI iG I-; — — ----- SCREW(H`2060) (3 ON EACH SIDE OF.-RA R BAR) (G TOTAL) I 1 I RIDGE CLIP BAR 51-135 —(CN42 I I L) BAR 5CI35 —(CN421 1) I -- WITH SHIM PLATE EXTRID ALUMINUM I----------- 5"RAFTER BAR (CN42 12) ; --- --------- ---- ---- (A'51-135)(SHOWN) ----- I, 5" HEAVY RAFTER BAR (A"5085) 1 --------------------- 1 I I 1 OPTIONAL RAFTER �a 5TIFPENER h I, M1 V { "f 5 V ' T I r D"BY:JP DESCRiPTION:RIDGE CLIP TO RAFTER DWG.#:S&STRSS-09 DATE 10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV PATE. E.C. #; f r Y Y. Y' Nmrt'nArvtriaa'S?,twieYfaGNbM{INu{i1LtuY.N JOB: 230 SUN AND STARS:STRAIGHT EAVE DESI N SHEET NO: 22 OF: 2. CALCULATED BY: Lawrence Duffy DATE: 1016/2003 CHECKED BY: Surya Lamsal DATE: 101¢/2003 Outdoor Living...Indoors?}'k`. �— i AN YLt.A1\AM/ PLCA• }7 RIDGE CLIP TO EXISTING STRUCTURE* FASTENERS: 2 0.375 "X 3.000 " LAG BOLTS DETAIL ON r Equation Inauts• 11 ALLOWABLE CONNECTION BEARING A1:Alloy of Piece 1: ' 6063-T5 Pns =2(D1)(T1)(Ftu1)/nu T1:Thickness of Piece 1 (in): .25 _( .375 )( .25 )( 22 )2/2.34= 1762.8# Fastener Type: LAG BOLTS k Pas =Ns*Pns,,,,n Thread Type: SPACED VREADS _( 2 )( 1762.8 )= 3525.6 # Crown(C)or Valley(V)Fastening:I} C T D2:Diameter of Head/Washer(in): ' .563 318"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)(T1)(Ftut)(C)/ns _( .563 - 0.375 )( .25 )( 22 )( 1 )/3= 344.7# Pat =Ns*Pnnln Aluminum Allov Struc'ilral Values _( 2 )( 344.7 ) = 689.3# Ftu1:Ultimate Tension of Piece 1 (ksi): 22 Fty1:Yield Tension of Piece 1 (ksi): 16 MAXIMUM ALLOWABLE LOADS A 5LB3/5HB3* SHEAR: 2397.0# TENSION 689.3# 5LB5/5CB5 SHEAR: 3595.5# TENSION 1034.0# 3 SCREWS 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, T A REVISION DATE 10-01-2003(LJD) Calculations Conform to AA)ADM2000 I � , P f, EXISTING ADEQUATE 4 5TRUCTURALPRAMING a ------------- ' n - II I f - -----J MINIMUM OF(2)3/8"FASTENERS AT EACH RAPTER BAR _ _______________ ACTUAL DE51GN OF THESE CONN,CTION5 --- ------------'-�---""`-- MUST BE DETERMINED BY OTHE I y I i I y I �J I RIDGE CLIP (CN42 I OL) --------------------------------------- f ' f� I i 9 U t' 't f T r DF�2AWN BY:JP DESCRIPTION CLIP TO EXISTING STRUCTURE [DWG #SBSTRSS-08 DAT 10!20/03 F FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DAM a 1 U e • ii fa n EX15TING ADEQUATE STRUCTURAL FRAMING 1, 1 � 1 1 --- J MINIMUM OF(3)3/8"FA5TENER� — AT EACH RAFTER BAR ------------I — _-—+i_ ACTUAL DE51GN OF THESE CONI�ECTION5 ___-__-____ ' `y 11 — '--- MUST BE DETERMINED BY OTHERS I h ' I I I I I RIDGE CLIP �— — -- BAR 51-155 — (CN421 I L) i BAR 5CB5 —(CN421 1) WITH 5HIM PLATE (CN4212) ------------- r ------------ 1 1 1 I 1 1 I1 -------------------- 1. V t T h. 1 O,RAWNBY:JP DESCRiPTION.RIDGE CLIP TO EXISTING STRUCTURE DWG.#:SBSTRSS-10 DAT :10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.Ci. : 4. o 0 Nartl� r'4wt.eric�t's�vevu.%er.S�wrdovu.MAv�u.factu.rer r Outdoor L1*vffng*..1ndoors'Q ULTRAFRAME PLC ALUMINUM DESIGN MANUAL REFERENCE p h � r h FOUR SEASONS SOLAR PRODUCTS r 5005 Veterans Memorial Highway Holbrook,New York 11741 pM (631)563-4000 Fax:(631)218-9076 t F .i I 4 Table 3.3-1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS TENSION COMPRESSION SHEAR COMPR SSIVE ALLOY THICKNESS MODUL SOF AND PRODUCT RANGE F„t F,yt Fey F,1 F,y ELASTI ITY$ TEMPER IN. ksi ksi ksi ksi ksi F k'i 1100-H12 (Sheet,Plate All 14 11 10 9 6.5 10,1 0 -H14 `Rolled Rod&Bar) All 16 14 13 7 D 8 10,1,00 2014-T6 Sheet 0 040-D.249 66 56 59 40 33 10,9 D -T651 Plate 0250-2.000 67 59 58 40 34 10,9 0 -T6,T6510,T6511 Extrusions All 60 53 52 35 31 10,9 0 -T6,T651 Cold Finished Rod All 65 55 53 38 32 10,9 0 h &Bar,Drawn Tube Alclad 56 38 32 10,8)0 2014-T6 Sheet 0.025-0.039 63 55 Tg Sheet 0040-0249 64 57 58 39 33 10,8)0 -T651 Plate 0.250-0.499 64 57 56 39 33 10,8)0 3003-H12 Sheet&Plate 0.017-2.000 17 12 10 11 7 10,1 0 H14 Sheet&Plate 0.009-1.000 20 17 14 12 10 10,1 D H16 Sheet 0006-0162 24 21 18 14 12 10,1 0 _H18 Sheet 0006-0.128 27 24 20 15 74 10,1 0 -H12 Drawn Tube All 17 12 11 11 7 10,1 0 -H14 Drawn Tube All 20 17 16 12 10 10,1 0 H16 Drawn Tube All 24 21 19 14 12 10,1 0 _H18 Drawn Tube All 27 24 21 15 14 10,1 0 Alclad 3003-H12 Sheet&Plate 0.017-2000 16 11 9 10 65 10,1 0 + _H14 Sheet&Plate 0.009-1.000 19 16 13 12 9 10,1 0 -H16 Sheet 0 006-0 162 23 20 17 14 12 10,1 0 H18 Sheet 0006-0.128 26 23 19 15 13 10,1 0 ; Alclad 3003-H14 Drawn Tube 0.025-0.259 19 16 15 12 9 10,1 0 -HIS Drawn Tube 0.010-0.500 26 23 20 15 13 10,1 0 3004-H32 Sheet&Plate 0.017-2.000 28 21 18 17 12 10,1 0 19 14 loll )o -1134 Sheet&Plate 00 32 25 22 0.006-0162 35 28 25 20 16 10,1 0 -H36 Sheet -H38 Sheet 0006-0.128 38 31 29 21 18 10,1, 0 3004-H34 Drawn Tube 0.018-0.450 32 25 24 19 14 10,1 0 -H36 Drawn Tube 0.078-0.450 35 28 27 20 16 10,i 0 Alclad t 3004-H32 Sheet 0.017-0249 27 20 17 16 72 10,1 0 F -H34 Sheet 0.009-0.249 31 24fli 8 14 10,1 0 -H36 Sheet 0.006-0162 34 279 16 10,1 0 -H38 Sheet 0.006-0.128 37 301 17 10,1 ` -H131,H241,H341 Sheet 0.024-0.050 31 2618 15 10,1 D ' -H151,H261,H361 Sheet 0024-0.050 34 309 17 10,1 0 3005 H25 Sheet 0.013-0.050 26 2215 13 10,1 0 -H28 Sheet 0.006-0.080 31 2717 16 10,1 0 Sheet 0 013-0 080 23 1914 11 10,1 0 3105-H25 5005-H12 Sheet&Plate 0017-2.000 18 1411 8 10,1 0 H14 Sheet&Plate 0.009-1.000 21 1712 10 10,1 0 Sheet 0 006-0.162 24 2014 12 loll 0 -H16 Sheet&Plate 0.017 2.000 17 1211 7 10,1 0 -H34 Sheet&Plate 0009-1.000 20 152 8.5 10,1 0 -H36 Sheet o006-0162 23 1813 11 10,1 0 h 5050-H32 Sheet 0.017-0.249 22 16 14 9 10,1 0 4 H34 Sheet 0009-0.249 25 20 18 15 12 10,1 0 -H32 Cold Fin Rod&Bart All 22 16 15 13 9 10,1 0 Drawn Tube H34 Cold Fin.Rod&Bart All 25 20 19 15 12 10,1 0 Drawn Tube p For all footnotes,see last page of this Table 8 V -Q-15 January 2000 f M Table 3.3-1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS TENSION COMPRESSION SHEAR COMPRE $IVE ALLOY THICKNESS MODUL OF AND PRODUCT RANGE Fj FWt F., F,,, FeY ELASTI IT-Y$ TEMPER IN. ksi ksi ksi ksi ksi E k i 1 5052-0 Sheet&Plate 0.006-3000 25 9.5 95 16 55 10,2Q� -H;52 Sheet&Plate All 31 23 21 19 13 10,200 -1-134 Cold Fin Rod&Bar All 34 26 24 20 15 10,20b (Drawn Tube -H36 Sheet 0 006-0 162 37 29 26 22 17 10,2 0 t 5083-0 Extrusions up thru 5 000 39 16 16 24 9 10,4 D -H111 Extrusions up thru 0 500 40 24 21 24 14 10,4 -H111 Extrusions 0.501-5.000 40 24 21 23 14 10,4 -0 Sheet&Plate 0.051-1.500 40 18 18 25 10 10,4 -H116 Sheet&Plate 0.188-1.500 44 31 26 26 18 10,4 0 -1-1321 Sheet&Plate 0188-1.500 44 31 26 26 18 10,4 -1-1116 Plate 1.501-3.000 41 29 24 24 17 10,4 -H321 Plate 1 501-3.000 41 29 24 24 17 10,4() 5086-0 Extrusions up thru 5.000 35 14 14 21 8 10,4( ) r -H111 Extrusions up thru 0.500 36 21 18 21 12 10,4 -H111 Extrusions 0.501-5.000 36 21 18 21 12 10,4 -O Sheet&Plate 0.020-2000 35 14 14 21 8 10,4 -H112 Plate 0250-0.499 36 18 17 22 10 10,4 -H112 Plate 0.500-1000 35 16 16 21 9 10,4 H112 Plate 1.001-2.000 35 14 15 21 8 10,4 -H112 Plate 2.001-3000 34 14 15 21 8 10,4 R -H116 Sheet&Plate All 40 28 26 24 16 10,4 -H32 Sheet&Plate All 40 28 26 24 16 10,4 Drawn Tube -H34 Sheet&Plate All 44 34 32 26 20 10,4 Drawn Tube 5154-H38 Sheet 0.006-0128 45 35 33 24 20 1 D,3 5454.0 Extrusions up thru 5.000 31 12 12 19 7 10,4 -1-1111 Extrusions up thru 0.500 33 19 16 20 11 10,4 4 -H111 Extrusions 0.501-5.000 33 19 16 19 11 10,40 -H112 Extrusions up thru 5.000 31 12 13 19 7 10,4 .O Sheet&Plate 0.020-3000 31 12 12 19 7 10,4 h -H32 Sheet&Plate 0.020-2.000 36 26 24 21 15 10,40 f -H34 Sheet&Plate 0020-1.000 39 29 27 23 17 10,40 5456-0 Sheet&Plate 0.051-1.500 42 19 19 26 11 10,4 -H116 Sheet&Plate 0188-1.250 46 33 27 27 19 1 0,4 H321 Sheet&Plate 0.188-1.250 46 33 27 27 19 10,40 -H116 Plate 1251-1.500 44 31 25 25 18 10,40 -H321 Plate 1.251-1.500 44 31 25 25 18 10,4 r -H116 Plate 1.501-3.000 41 29 25 25 17 10,40 -H321 Plate 1,501-3000 41 29 25 25 17 10,40 6005-T5 Extrusions up thru 1.000 38 35 35 24 20 10,10 6061-T6,T651 Sheet&Plate 0.010-4.000 42 35 35 27 20 10,1 T6,T6510,T6511 Extrusions All 38 35 35 24 20 10,10 -T6,T651 Cold Fin.Rod&Bar up thru 8.000 42 35 35 25 20 10,10 -T6 Drawn Tube 0.025-0.500 42 35 35 27 20 10,10 -T6 Pipe All 38 35 35 24 20 10,10 6063-T5 Extrusions up thru 0 500 22 16 16 13 9 10,10 -T5 Extrusions 0500-1.000 21 15 15 12 8.5 10,10 -T6 Extrusions&Pipe All 30 25 25 19 14 10,10 6066-T6,T6510,T6511 Extrusions All 50 45 45 27 26 10,10 6070-T6,T62 Extrusions up thru 2.999 48 45 45 29 26 10,10 G 6105-T5 Extrusions up thru 0.500 38 35 35 24 20 10,10 ` 6351-T5 Extrusions up thru 1.000 38 35 35 24 20 10,10 6463-T6 Extrusions up thru 0.500 30 25 25 19 14 10,10 t F,,and F,y are minimum specified values(except F,y for 1100-H12,-H14 Cold Finished Rod and Bar and Drawn Tube,Alclad 3003-H1 Sheet and 5050-H32,-H34 Cold Finished Rod and Bar which are minimum expected values);other strength properties are correspondii g minimum expected values. $Typical values.For deflection calculations an average modulus of elasticity is used,this is 100 ksi lower than values in this column. I-A-16, January goo r 1 1 r For angles,the gross width shall be the sutra of the widths 5.1.10 Spacing of Stitch Rivets,Screws an Dolts 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,thrf,shall angles,less the thickness. be stitch rivets,screws or bolts to make them act inunison. For splice members,the thickness shall be only that part oIn compression members,the pitch and gage of su�h rivets f the thickness of the member that has been developed by rivets or bolts,beyond the section considered. or bolts shall be determined as outlined in Section�.].9.In tension members,the maximum pitch or gage of suet pivets, screws or bolts shall not exceed a distance,in inch s,equal 5.1.7 Effective Sections of Angles to 3+20t,(in mm,76+20t)in which t is the thicknes 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 olts one-third of the section of the outstanding leg unless the The minimum distance from the center of rivet, crew or outstanding leg is connected by a lug angle. In the latter bolt under computed stress to the edge of the sheet r shape case,the effective net section shall be the entire net section toward which the pressure is directed shall be tv ice the of the angle.The lug angle shall be designed to develop at nominal diameter of the rivet,screw or bolt when tYl ing the least one-half the total load in the member and shall be connected to the main member by at least two fasteners. allowable hearing stress shown in Tables 5.1.1.3-1 and-2. When a shorter edge distance is used,the allowableearing For double angles placed back-to-back and connected to stress shall be reduced by the ratio: actual e ' e dis- both sides of a gusset plate,the effective net section shall be tante/twice the fastener diameter(See Section 3. 5). The the net section of the connected legs plus two-thirds of the edge distance shall not be less than 1.5 times the astener section of the outstanding legs. diameter to extruded, sheared, sawed, rolled or planed " For intermediate joints of continuous angles,the effec- edges. tive net area shall be the gross sectional area less deductions M ti for holes. 5.1.12 Blind Rivets i 5.1.8 Grip of Rivets,Screws and Bolts Blind rivets shall not be used unless the grip len s and If the grip (total thickness of metal being fastened) of rivet-hole tolerances are as recommended by the re pective 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 sectiofor a I [112+Gf/(9D)]in which Gfis the grip and D is the nominal portion of the length are used,the strength of the rivets { diameter of the rivet or bolt.If the grip of the nvet exceeds shall not be taken equal to the strength of solid rive of the six times the diameter,special care shall be taken to insure same material,unless the bottom of the cavity is at east 25 that holes will be filled completely. percent of the rivet diameter from the plane of s iear, as measured toward the hollow-end,and further provi led that 5.1.9 Spacing of Rivets,Screws and Bolts they are used in locations where they will not be si.bjected 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 2i/z times the nominal diameter. In built-up compression members the pitch in the direction of Steel rivets shall not be used in aluminum s ctures 1 stress shall be such that the allowable stress on the individ- unless the aluminum is to be joined to steel o where ual outside sheets and shapes,treated as columns having an corrosion resistance of the structure is not a require ent,or effective length equal to one half the rivet, screw or bolt where the structure is to be protected against corros n(See p pitch exceeds the calculated stress.The gage at right angles Section 6.6.1). to the direction of stress shall be such that the allowable { stress in the outside sheets, calculated from Section 3.4.9 5.1.15 Lockbolts exceeds the calculated stress. In this case the width b in Lockbolts shall only be used when installed in 'onfor- Section 3 4.9 shall be permitted to be taken as 0.8g where g mance with the lockbolt manufacturer's specificati ns and C is the gage. when the body diameter and bearing areas under t ie head l' and nut, or their equivalent, are not less than the se of a conventional nut and bolt. I-A-59 January2000 p +k r4 5.1.16 Steel Bolts In addition to the requirements of Section 5.1.17 4ibolts shall be proportioned so that the allowable slip load p lint When steel bolts are used they shall be hot-dip galva- of bolt area determined from the following table s not nized,mechanically galvanized,zinc electro-plated,alumi- exceeded.The nominal diameter of the bolt shall be u ed to nized, or 300 series stainless steel. When other platings calculate its area. and/or coatings are to be used,evidence shall be submitted Hole Type and Direction of Load to substantiate the corrosion resistance of these products. Any Direction Transverse[(ksl), ar;�llel 5.1.17 Slip-Critical Connections Contact Surface Oversize of Bolted Parts Standard &Short Long SlotsL n� 5.1.17,1 General slots sly t� Slip-critical connections between aluminum members or (ksi) MPa)(ksi) MPa) (ksi) (MPa) MPa) between aluminum and steel members shall comply with the Class B(Slip 28 195 24 165 20140 17 115 Research Council on Structural Connections (RCSC) Coefficient 0.50) Specification for Structural Joints Using ASTM A325 or y} A490 Bolts, Allowable Stress Design, except as modified Bolts shall be installed to develop the minimu i,bolt here.The shear on a bolt in a slip-cntical 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 change from 5.1.17.4),the allowable bearing for the connected members the installation temperature and the difference in effi- (Section 3.4.5),or the allowable slip load(Section 5.1.17.5). dents of thermal expansion of aluminum and steels 11 be $ addressed. 5.1.17.2 Material h5.1.17.6 Washers ( Aluminum used in slip-critical connections shall have a tensile yield strength of at least 15 ksi (105 MPa). Bolts a) Washers shall be used under bolt heads and Inder 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 galva lized washers shall comply with ASTM F436 Bolts, nuts, and steel plate washer or bar at least 5116 in. (8 mm)thicl with washers shall be zinc coated by the hot-dip or mechanically standard holes,shall be used. The plate washer or bai 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 lope 5.1.17.3 Holes greater than 1:20 with respect to a plane normal to th 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 I CSC Specification. 5.1.17.4 Design for Strength The shear stress on a bolt shall not exceed 21 ksi (145 5.2 Metal Stitching Staples MPa)for bolts with threads in the shear plane and 30 ksi Allowable strength values for metal stitches inins (205 MPa)for bolts without threads in the shear plane. Bolt carrying calculated loads shall be established on the bfisot f shear stresses are based on the nominal cross sectional area tests in accordance with Section 8 a (unthreaded body area)of a bolt. The bearing stress on the connected parts shall not exceed the allowable bearing stress 5.3 Tapping Screw Connections 1 specified in Section 3 4.5. The following notation applies to this section: 5.1.17.5 Design for Slip Resistance ,qsn = thread stripping area of internal threa I 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 loc ition mm) in contact with similar aluminum surfaces or zinc 1 D = nominal screw diameter ( painted steel surfaces with a maximum dry film thickness of 4 mils (0.1 mm)are Class B surfaces. Slip coefficients for Dh = nominal hole diameter other surfaces shall be determined in accordance with the nominal washer diameter RCSC Specification Appendix A. �j I-A-60' January 000 t I' tF D,, = larger of the nominal washer diameter and pru shall be the lesser of the screw head Fn, = tensile ultimate strength of member m p s = 2Ftii1 Dt, n. (Eq. 5. 1.1-2) contact with the screw head nu F,,,2 = tensile ultimate strength of member not in >>. n contact with the screw head p Ls = 2Fi,,9 Dt2 s (Eq.5. 1,1-3) n„ F,,, = tensile yield strength of member not in �} contact with the screw head For t2lt, <- 1.0,P.shall not also exceed Ks = coefficient which depends on member 3 v2 = 4.2U'D) Ftu2 (Eq.5.11.1-4) thickness Pits n = number of threads per unit length for a screw Screws i Shear n ns = factor of safety=3.0 5.3.1.2 �. = allowable shear force per screw The ultimate shear capacity of the screw shall bd deter- Pas mined by multiplying the allowable shear capacity deter- Pns = nominal shear strength per screw mined according to Section 5.1.1 by the factor ol safety i Pa, = allowable tensile force per screw used or by test according to Section 8.The ultimat sear = capacity of the screw shall not be less than 1.25 Pn, Pn, nominal tensile strength per screw I pno = nominal pull-out strength per screw 5.3.2 Tension nominal pull-over strength per screw For screws which carry tensile loads, the head of the screw or washer t — thickness of member in contact with the , if a washer is provided, shall ave a screw head diameter D.,not less than 5/16 in.(8 mm).Washers all be , — at least 0.050 in.(1.3 mm)thick. t, — thickness of member not in contact with the The tension force shall not exceed Po, calcul4ted as screw head follows: tc = depth of full thread engagement of screw par = Pm/ns (Eq. y3.2-1) ;a Pn,shall be taken as the lesser of Pno,and Pno,date into t2 not including tapping or drilling point mined All the requirements of this section shall applyto tapping below in Sections 5.3.2.1 and 5.3.2.2. screws with diameter D=0.164 in. (4.2 mm)through 0.25 in. (6.3 mm). The screws shall be thread-forming or 5,3.2.1 Pull-Out thread-cutting,with or without a self-drilling point.Alterna- The nominal pull-out strength,Pno,,for pulling screw lively, 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. The tensile stress on the net section of each member a)for 0.060 in. _< tc<_ 0.125 in. (1.5 mm <_ tc <_ mm) joined by a screw connection shall not exceed the allowable Pna,=KD t,F,,. (Eq.5. 2.1-1) stress from Sections 3.4.1 through 3.4.4. The net section where KS=1.01 for 0.060 in. _< tc<0.080 in. shall be determined according to Section 5.1.6. (1.5 mm <_ t,<2 rnm) Ks= 1.20 for 0.080 in. <- t,<- 0.125 in. 5.3.1 Shear (2 mm <_ t,s 3 mm) I The shear force shall not exceed the allowable bearing b)for 0.125 in.<t,<0.25 in. (3 mm<t,<6.3 m) {' force for a screw according to Section 3.4.5 nor the allow- ables according to subsections of this section. P„o,=1.2D F,,,(0.25- t,)+1.16Asn F,�2(t, -0. 25) (Eq. 5. 2.1-2) 5.3.1.1 Connection Shear r c)for 0.25 in. s t,_ 0.375 in. (63 mm <_ t,<_ 1 mm) The shear force per screw shall not exceed Pa calculated as follows: Pno,=0.58Asn tc F,,,, (Eq. 5. 2.1-3) PP = P In (Eq. 5.3.1.1-1) as ns e N where t-A-61 January2000 f i , 2) for spaced threads (screw thread types AB, B, BP,BF, The block shear rupture allowable force P,.,of w lded and BT) connections on a failure path with shear on some seg ents and tension on the other segments is: a)for 0.038 in. <- t,<- 2/n (1 min t, <- 2/n) for F,,,Ag,_> F,„A,,, , K,D t,F,,,2 (Eq. 5.3.2.1-4) PS,— (F ,A8� +F A )In (Eq. r4,-3) sl fu g! u where Ks= 1.01 for 0.038 in. <_ t<<0.080 in. otherwise f! 4Vs= 1.20 for 0 080 in. <_ t,s 2/n p — (F A +Fq,ASt)lnu (Eq. 54-4) g (2 mm-< t,s 2/n) where b)for 2/n<t,<4/n A,=gross area in shear P"�,= 1.2D Fty2(4/n- t')+_3.26D F,u,(t,- 2/n) A�,=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) P = 1.63D t�,2 (Eq. 5.3.2 1-6) 5.5 Laps in Building Sheathing 5.5.1 Endlaps 5.3.2.2 Pull-Over Minimum endlaps shall be those expressed in " able The nominal pull-over strength, P"o,, for pulling con- 5.5.1-1. w nected material over the head of a screw or washer, if hpresent,is: 5.5.2 Sidelaps P = t q.5.3.2.2-1) ,tov CiF tuiD( WS-D (E h) For a sinusoidal corrugated sheet,the minimum si [clap where C is a coefficient that depends on screw location(1.0 for roofing shall have a width equal to the pitch of th( cor- 1 for valley fastening and 0.7 for crown fastening),D„„is the rugarions,and the minimum sldelap for siding shall h ve a larger of the screw head diameter or the washer diameter, width equal to half the pitch. Y and shall be taken not larger than 1/2 in. (13 mm). For a trapezoidal sheet of a depth greater than i (25 mm)the minimum sldelap for both roofing and siding shall 5.3.2.3 Tension in Screws have a developed width equal to the width of the nary est flat plus 2 in. (50 mm)A trapezoidal sheet with a del th of ti The ultimate tensile capacity of the screw shall be 1 in.(25 mm)or less shall have an overlap of proven d sign determined by multiplying the allowable tensile capacity including an antisiphoning feature. determined according to Section 5.1.1 by the factor of F safety used or by tests according to Section 8.The ultimate 53.3 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)di eter 5.4 Block Shear Rupture rivets shall be used in end laps and side laps. Maxi um spacing for required sldelap fasteners shall be 12 in.�,(300 The block shear rupture allowable force Ps, of bolted mm).Endlap fasteners added for the purpose of impr ving connections on a failure path with shear on some segments closure shall be located not more than 2 in. (50 mm)' om and tension on the other segments is: the end of the overlapping sheet. for F,.A.,2 FSA"� 5.6 Flashings and Closures P , , F A )hi (Eq.5 4-1) 5.= (F�}A s' + '" "' Flashings shall be formed from aluminum alloy sh et of otherwise approximately the same thickness as the roofing or s ding P — (F A ,+F,A )lnu (Eq.5.4-2) sheet. Unless engineering computations determine er- sT— SY ", n gr wise,use minimum#12-screws or 3/16 in.(5 mm)diai icter rivets to secure flashings to the roofing or siding. a January 000 I-A-62 'r I. ti Table 5.5.1-1 MINIMUM END LAPS P - Depth of section Roofing,slope greater than 2 on Minimum End Laps Roofing slope 3 on 12 or more Siding � 12,less than 3 on 12 ' 1 in.or less 6 in. 4 in. f (25 mm or less) (150 mm) (100 mm) 3 } Greater than 1 in., r' less than 2 in. 9 in. 6 in 4m (greater than 25 mm, (230 mm) (150 mm) (100 mrn) less than 50 mm) 2 in.or more' 9 in. 6 in 6 in (50 mm or more) (230 mm) (150 mm) (150 mm) t i l K ' � 'll J� Irl i 7, i } I 'Y r �, January 2000 A-63 d Section 6. Fabrication 6.1 Laying Out c. Some elevated temperature processes, such as fai tory paint curing or finng of porcelain enamel coatings can . a. Hole centers shall be center punched and cutoff lines reduce the mechanical properties of the metal.Sin4e the shall be punched or scribed.Center punching and'scrib- amount of the reduction will vary with the alloy Ind ing shall not be used where such marks would remain on temper used, as well as with the elevated'temper ture fabricated material. exposure,the supplier shall be consulted for mechaiical 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). i The following rules for punching,drilling,and re ing 6.2 Cutting shall be observed: + a. Rivet or bolt holes shall be either punched or drilled. a Material shall be sheared, sawed,cut with a router,or Punching shall not be used if the metal thickness is arc cut. All edges which have been cut by the arc greater than the diameter of the hole. The amour by process'shall be planed to remove edge cracks. which the diameter of a sub-punched hole is less an that of the finished hole shall be at least 1/ the b. Cut edges shall be true and smooth, and free from thickness of the piece and in no case less than 1/3 in. excessive burrs or ragged breaks. (0.8 mm). ), c. Re-entrant cuts shall be filleted by drilling prior to b. The finished diameter of holes for cold-dnven ets cutting. shall be not more than 4% greater than the non 'nal 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 all be not more than 7%greater than the nominal dia --ter 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 a. Material shall be permitted to be heated to a temperature more than 1/16 in.(1.6 mm)larger than the nominal olt not exceeding 400°F (200 °C) for a period not diameter,unless slip-critical connections are used. exceeding 30 minutes.Such heating shall be done only e any holes must be enlarged to admit the rive or when proper temperature controls and supervision are bolts,they shall be reamed.Poor matching of holes all provided to insure that the limitations on temperature be cause for rejection.Holes shall not b and time are carefully observed.If structural material is e,drifted in ch a manner as to distort the metal. All chips toed subjected to elevated temperatures or times in excess of the foregoing, the allowable stresses shall be reduced between contacting surfaces shall be removed be ore consistent with mechanical properties specified for the assembly. material after the hearing process. 6.5 Riveting e b. For 5XXX 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 ol 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 ti nes the nominal rivet diameter and a height not less than .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 nom nal a shall then be fan cooled,to drop the metal temperature rivet diameter. The included angle at the apex of the from 450°F(230'C)to 150°F (66'C)in the minimum cone shall be approximately 127°. time possible to prevent sensitization. h r ( I-A-64 January 2 X00 pf f f b 1 6.5.2 Hole Filling surfaces shall be given a heavy coat of alkali r sistant bituminous paint or other coating providing cqt ivalent Rivets shall fill the holes completely.Rivet heads shall protection before installation.Aluminum in cont et with be concentric with the rivet holes and shall be in proper concrete or masonry shall be similarly protected: a eases contact with the surface of the metal. where moisture is present and corrodents rill 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 cc rosive components are added to the concrete or unloss the 6.6 Painting assembly is subjected for extended periods to exicmely corrosive conditions.In such cases,aluminum surfaces Structures of the alloys covered by this Specification are shall be given one coat of suitable quality paint, uch as not ordinarily painted.Surfaces shall be painted where: zinc molybdate primer conforming to Federal4Speci- a. 2014-T6 alloys are exposed to corrosive environments, fication TT-P-645B or equivalent,or a heavy co ting of alkali resistant bituminous paint, or shall be apped 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. 'Uumi- c. exposed to extremely corrosive conditions, num shall not be embedded in concrete to whi:h cor- rosive components such as chlorides have been a Ided if 6 d. required by the designer for reason of appearace. the aluminum will be electrically connected to meel. Painting procedure is covered in the following Sections 6.6.1 and 6.6.2, and methods of cleaning and preparation d. Aluminum shall not be exposed to water that h come in contact with a heavy metal such as copper 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 frc m the 6.6.1 Contact with Dissimilar Materials aluminum. e. Prepainted aluminum only requires additional pr ection 4 Where the aluminum alloy parts are in contact with,or when specified by the designer to abate ext timely, 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 0 a. Steel surfaces to be placed in contact with uncoated Structures of the alloys covered by this Specifica on are aluminum shall be painted with good quality non lead either not ordinarily painted for surface protection( ith the containing pruning paint,such as zinc molybdate,alkyd type primer in accordance with Federal Specification ments) or are made of prepainted aluminum comp nents. exception of 2014-T6 when exposed to corrosive e viron- TT P-645B,followed by two coats of paint consisting of r Where structures are to be exposed to extremely co osive 2 lb.of aluminum paste pigment(ASTM Specification D962-81, Type 2, Class B) per gallon of varnish conditions over-all painting shall be specified meeting Federal Specification TT-V-81,Type H,or the 6.7 Cleaning and Treatment of Met i equivalent. Where severe corrosion conditions are expected, additional protection can be obtained by Surfaces applying a suitable sealant to the faying surfaces, Prior to field painting of structures, all surface to be hcapable of excluding moisture from the joint during painted shall be cleaned immediately before paintin' ,by a prolonged service in addition to the zinc molybdate, alkyd type primer Aluminized, hot-dip galvanized or method that will remove all dirt,oil,grease,chips,an,I other foreign substances ` electro-galvanized steel placed in contact with alumi- Exposed meta]surfaces shall be cleaned with a s itable num need not be painted. Stainless steel (300 series) chemical cleaner such as a solution of phosphoric a id and placed in contact with aluminum is not required to be organic solvents meeting United States Military Spc pifica- painted except in high chloride containing tion MIL-M-10578.Abrasion-blasting shall not be Aed on 1: 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 rr and the porous material shall be installed. Aluminum i -A-65 January 2000 h r t a— a Section 7. Welded Construction 7.1 Allowable Stresses for Welded 7.1.2 Members with Part of the Cross Sectio c Weld-Affected ? Members 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 I in.(25 A mm) to each side of the center of a weld. Mechanical FnW = F„ - " (Eq. 7. .2-l) A � • properties for weld-affected metal shall be taken from Table 3.3-2 except that F,,,, values shall be multiplied by 0.9. The where modulus of elasticity for weld-affected metal is the same as FpN,= allowable stress on the cross section,phrt of for non-welded metal. which is weld-affected. F Allowable stresses calculated in accordance with Section „ = allowable stress if no part of the cross section 7.1.1 apply to: were weld-affected.Use buckling constalts for .1Members in axial tension with transverse welds unwelded metal from Table 3.3-3 or 3.3 and mechanical properties from Table 3.3-1. affecting their entire cross section, ' 2)Bearing stresses at weld-affected metal, Fw = allowable stress if the entire cross section area 3) Columns or beams supported at both ends with were weld-affected. Use buckling consta for transverse welds affecting their entire cross section and no annealed material(Table 3.3-3)regardless' f the farther than 0.05L from the ends, temper before welding,and mechanical p per- P 4) Columns or beams of tubes or curved components ties from Table 3.3-2 except that for longiti dinal with transverse welds affecting their entire cross section, welds values for F,,,,,, and Fn,,, from Table .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 mem er or tension flange of a beam; gross cross sec onal Allowable stresses for these welded members shall be area of a column or compression Hang of a beam. Abeam flange shall consist of the p rtion p calculated from the same formulas as for non-welded of the section farther than 2c/3 from the n utral b members with the following adjustments. axis,where c is the distance from the neutraxis 1) Allowable stresses for axial or flexural tension (Sections 3.4.1 through 3.4.4),bearing(Sections 3.4.5 and to the extreme fiber. 3.4.6),and axial or flexural compression or shear(Sections A�, = weld-affected cross sectional area. 3.4.7 through 3.4.21)with slenderness less than S, shall be If A„,<0.15A,AN,shall be taken as zero. calculated using welded mechanical properties from Table 3.3-2. 7.1.3 Columns or Beams with Transverse 2)Allowable stresses for tubes and curved components Welds Away From Supports and p 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 K Table 3.3-2 and buckling constants from Table 3.3-3 transverse welds farther than 0.05L from the membe ends regardless of temper before welding. and cantilever columns or cantilever beams with tram erse 3)Allowable stresses for all other members and compo- welds,allowable stresses shall be calculated in actor ante nents in axial or flexural compression or shear (Sections with Section 7 1.2 as if the entire cross sectional area were 3.4.7 through 3.4.21)with slenderness greater than S, shall weld-affected. be calculated using non-welded mechanical properties from Table 3.3-1 and buckling constants from Table 3.3-3 or 3.3- 7.2 Filler Wire p 4 as appropriate for the temper before welding; however, Filler alloys shall be selected from Table 7.2-1. The the allowable stress at the weld shall not exceed the allow- able stress calculated in accordance with (1)above. allowable shear stress in fillet welds shall be taken Tom 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 determinby testing in accordance with Section 8. TI lmmmk I-A-66 January 000 I, -�•---�_ - �- Y� _:,_ -- - �_ _�-..�� •.,.�.�_.:_.��_�� _ -_ o: -�, .��� :_.�.� - - �.4 - - -- Table 2�0" Ty, f Stress Type of Member or Component 3 4 --owable Stress Allowable Stresses for BUILDING -; ;' and Similar Type Structures TENSION,axial Any tension member 1 19 O s 3' 6005—T5 Extrusions 'F Thicknesses Up Through 1.00 in. Rectangular tubes,structural "` lit°5F TENSION IN shapes bent around strong axis `2 19 6105—T5 Extrusions BEAMS, Round or oval tubes n 3 24 F Thicknesses Up Through 0.50 in. V ;„rr extreme fiber, �`�'�; net section "vis""u WHITE BARS Shapes bent about weak axis, f _ H �k.Y; apply to nonwelded members and to welded bars,plates 28 members at locations farther than 1 0 in from a weld. apply within 1.0 In.of a weld. On rivets and bolts 5 39 Equations that straddle the shaded and unshaded areas apply to both, BEARING --',` On flat surfaces and pins and on bolts in slotted "i�`s'"".�� 'For tubes with circumferential welds,equations of Sections 3.4,10, holes 6 26 ? ' x,5 3.4,12,and 3.4.16.1 apply for R,/t� 20, f u Allowable Allowable Stress Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component 3.4.' 4 Stress Limit S Slenderness Limit S Slenderness i S Slenderness s S, Between S,and SZ z 2 COMPRESSION IN COLUMNS, Wr =0 20.2-0 126(kUr) kUr=66 51,000/(kUt)z axial,gross All columns 7 SeC110n ,�8„. ;l `y, ,10,5..• ,kih;.. ry :e l,�., ' �;'•2'f .51i©vV(�+cV Flat plates supported along oneI /21 b r=2.7 23.1-0.79(b/r) b/t=10 154/(6/!) edge columns buckling about a $ symmetry ryaxis �W�..y- .,Av4�.','. 1,:Y4a:^'iu.Y:s!A ,;:q.?% •F,yy,, , .: . s `, , !t_ `, .154�(b!t)'; Flat plates supported along one 21 b/t=2.7 23 1-0.79(b/t) b/i=12 1970/(b/t)2 edge-columns not buckling about $,1 ;;, ” , u.; x.,. a symmetry axis t7.5 .;, %`,.' .;•<3:;'` ;<©.5+ bit=,14- i�7Ql(7s/t) b COMPRESSION Flat plates with both jH9 �j 21 b/t=84 23 1-0 25(b/r) b/i=33 490/(b/t) IN edges supported -I b l- COMPONENTS 490/(b7t): OF COLUMNS Flat plates with one edge gross supported and other edge with 9.1 See Section 3.4.9 1 section stiffener P) Flat plates with both 72- edges supported and withF -7 I 9. See Section 3.4.9.2 an intermediate stiffener N oCurved plates supported RRb Rb 21 Rh/t=2 2 22.2-0.80 Rh/r R,,It=141 3200 ;,..-,,..., .: ;�'.' 'e±�'.o '' :`.;vh;'stk;W'ax.�*J.A+:'e 5 '�Se�•�"-:car,...:a+':.�'"�,..a9ric�* ����s+s round or oval tubes G. Its/ , tt/r4f1' I � _ �_�.i. _�- ._�- -'__- - _. -_ -_"_� -_ -- - s' - �..-x z-.�=._ _"__--•_--per - - -y _> s-m-.r-- �_._ __'- _ _ _. .. -- :•- - ". - _ __ —'�-`" _�-_,��--' �-5--e (D See Allowable Slenderness Allowable Stress Slenderness Allowable Stress Type of Stress Type of Member or Component 3 4 Stress Limit S Slenderness Limit S Slenderness i S C Slendernesss S, , Between S,and S, z z N 11 No Single web beams bent about _T_ _ _ 11 21 Ldr),=23 23.9-0.124LVr,, L lr,=79 87,000 o strop axis 1 ,. `. ,, , , sK.zn , .«� ;' :�: 2 1 f;' T.; ,. w� ;,�r^!y: ,C" ,' h v .r, %'.'r'i'Ep,3 '..C:3":,.•,�'.'�_-'�-!, w.F.,fibn '..a.' „R.,it.,,. <,�.V',�,-y `h3 an'>xd:�:%"r; '� N,ss::t�` COMPRESSION R R° Re 12* 25 RVt�=;28 39.3-2.70 Flt R It=81 Round or oval tubes ,,�_. kS,• ...,;x Same as IN BEAMS, �(�t yTV€' ,.. �;g: _� yF�g "-� sk�`n:., ��<�z<K��"��t=� °'} �iy0��,. .32`� ^r�-`'<" _� z-,' <,. v Section 3 4 10 "��:°�' :�`$ y"��,a�'s�°' �.��.�.'. <•§^�s,y,°c���:fj..=3;�,,.s,x,'.,NF,, .�b.�so.; �, ,:�i•,•��s,' ,y extreme fiber '° gross Solid rectangular andrte~ ® 1� 28 dJr LL bld =13 40.5-0.93d/t bld> L d/t bld =29 11,400 section round section beams -�- d �'`` `" �� `:� '� T�s�;• 1-7x'1`­' .� _�'� - ����g>. w - .. )d/r . .4' ( b L 1 d ( ) Rectangular tubes and 21 L,,S�1.S FIV ,-,j =146 23 9-0.24\T s .5 I„J GhS�1.5 T,J =1700^ 24,000 box sections �- - - 14 t,&•.,., .p•.�.., «/ .�, .,,,�x:�w.�t:e ,s�>•: a” .�:f,,;.., 1/#: E` a ..,,a`:.< : :^` "y� :w <c5`..r;:7 s=' 290 ' L s "-2 c.:>?,K,'�"'s"fxJt; `% `,.o, }.e (LAI /r1�'/') ..3„?7.7}.>..E�a,�.un�^��'Ja1Y.i.tbve 1' Y Flat plates supported on b-1 r-1{--b b-1 21 b/t=6.8 27.3-0 93 b/t blt=10 183/(b/t) 1� �'f .cY' ^�'5�: x€ 'sf' s` ";.j;%}i' c�^r.•S :TJ:.x. ;;xYs^. :9• r�3 u y.», one edge I [ /lJ ;1.(>,5�.-,:,2$ '{?S�x�'v:�/,v,"", �..1 i '`•�fi'3` <�#V.:7,�w;s�af`��:3. {..':y• LLJ)iia`/qtryy;..... ,:t^.�{(dry) •E r ,,Y, :isF.g >:. i,•: '';a,C.���:':". COMPRESSION Flat plates with both -ib~'I b I— 21 blt=22 27.3-0.29 b/t b/r=33 580/(b/t)< T16 IN edges supported V �� =: :, : ' :: r? sfr. •:>. Y.:,<.:r1��«Jtes"C,'aF e Asa �.kr,. .gy'�lz dam•+3...�;: y::f,l}S II$;�s':: :<*;;;:+%t` ;s.: y��y�yj L 3.. .1��^ :C.S,,:Z. 4',,,, '�k'•, ".YF. 'f�... .��.�' �tI/r..�.��..,5 N`'' 3'.f .`!3�I11T(VV��e:`'E:,<H. /L,.. COMPONENTS ,°k: �;. :e`;," �,:• :.:? ,'.. ,:: ^' ,`.,y;3. .»€-... . .:. : ,. OF BEAMS, Curved plates supported Rb 16.1* 25 Rdt=1.6 26.2-0,94 Rb/r R,Jr=141 3800 (component on both edges ttnr-a z M: ;,c r" x:" ` t : ' 2 4 =s3: R'It s.- :,I� 1n 34'r (R lr)(1 + R lr 135) under uniform h� ! 'v' . ���E `ri'. x,'3.k , aa.'b, .i:� "`..Y;;z a"3:>= �'' ,..Lr"� . '°',` b b compression), Flat plates with one edge Rp .s;' gross section supported and the other 16,2 See Section 3.4 16.2 edge with stiffener El Fiat plates with both edges supported and with 16.3 See Section 3,4.16.3 an Intermediate stiffener Flat plates with — 28 b/t=8 9 40 5-1 41 b/t b/t=19 4.900/(b/0' COMPRESSION b 17 IN compression edge free, - -r y e tensio413'sa; ;> `' ;. '`'3,Sr- s:bT ..1:9.< `s',k A bol 611 .•. n edge supported t, -NLJ,- �'�w .�. COMPONENTS ;.. d>,. z:::. r., ,' � �':'c,i' py.-. . OF BEAMS, Flat plate with both edges Lh 18 28 h/r=46 1520/(/,/t) h 40 5-0 27 h/t />/r=75 (component supported I I ;a>- `> V"r 'u:—,,, „} - <,z f,« ,5,.• ,>° under bending in ;1 :<ts.• `.' Flat plate with horizontal to 4d, own plane) d 28 lift=107 40.5-0 117 h1t Ir/i=173 3500/(/i/r) stiffener,both edges n TZ ' 19 gross section I1 rdiJ`hi r- r 4 supported SHEAR Unstiffened h 12 h/t=36 15 6-0 099/,/t h/t=65 39,000/(h/t)2 e _ _ 9•" ->y �sr4� GV rn ZX- IN WEBS gross ;,- ' ,...., w•,;, . Stiffened flat webs _ 12 - 12 a,If=66 53,0001(ae/1)2 section Z1�' 21 x _ = ! 1 +0.7(a /a )2 40. :: '. `^ .z. ,,.:a ., >« .'; •.;�a-'h. .E. mse,,.�i.,.�s� ?'." .:i5'�rnbOjYr�g ae a ..,..,r --_-- � -- -- . _� Table 2-2rt- 1�nf Stress Type of Member or Component�K owable Stress Allowable Stresses for BUILDING "x TENSION,axial Any tension member 1 19 � �£��k�:r` and Similar Type Structures 6061-T6, -T6,51, -T6510, -T6511 Rectangular tubes,structural � 2 19 .., � j;, Extrusions up thru 1 in., Sheet& Plate, Pipe, TENSION IN shapes bent around strong axisI} ' Standard Structural Shapes, Drawn Tube, BEAMS, W a��r extreme fiber, Round or oval tubes f1 3 24 :�<`. Rolled Rod and Bar, 6351-T5 Extrusions V O- „ ..3, net section Shapes bent about weak axis, Vr z -'p WHITE BARS apply to nonwelded members and to welded bars,plates ,• e .;°: members at locations farther than 1 0 in from a weld. tx�3 �1�nY apply within 1.0 in.of a weld. On rivets and bolts 5 39 :• 5�1 Equations that straddle the shaded and unshaded areas apply to bath. BEARING On flat surfaces and pins and on bolts in slotted 1. 1a;h I 'For tubes with circumferential welds,equations of Sections 3.4.10, holes 6 26 Iak%gw 3.4.12,and 3.4.16 1 apply for R6/t s 20. Allowable Allowable Stress Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component Stress Slenderness 3.4. Slenderness s S, Between S,and SZ Limit S, Limit S2 Slenderness z S2 COMPRESSION IN COLUMNS, Wr =0 20.2-0 126(kUr) Wr=66 51.000/(kL/r)2 All columns 7 �• - axial,gross rw�1x`,�;:, ' �:'r :.f. ;s <^ n . ., 3.: section � I" 0[)i t• 48 , .. .,., .n,< .,,_ ;:�Z, m;,.,-,a�..s�„,3••'.;,J.,a•M,.S:u ,..,...., ..,,�. >»,%- :<ss'a•:l,s:S "�m.7t« Flat plates supported along one T 21 6/r=2.7 23.1-0 79(b/r) b/r=10 154/(b/t) edge-columns buckling about a -I-4 $ h. symmetry .,;•r a t` ...`.:., axis ,'�^ `.,z;���<° �;:, >d� "ttl#-=1�1'Y,ts .�59•/�f/t Flat plates supported along one 21 - 12 1970/(b/r)2 6/r=2.7 23.1 0 79(b/r) b/r= edge-columns not buckling about $.1 : asymmetry axisNa ;, . .; ejx '-F' tuft-.13�' �,,.,w - „•:. >`;fy<. :, ^ 3_ 19717t iSir` x.t,.:�•':. vy.> ,a... !%Y�.�.�� .^� ".,.c,.,. < r,. .. ..d•.,,,...,.t....,..... .E ,,s ....,"M,.,5 r. �• ..,:' i;"�z.. `fA b COMPRESSION Flat plates with both 9 21 b/r=8 4 231 -0 25(b/t) b/r=33 490/(b/r) IN edges supported b I- r,T c,:`•, '{' ,,a .' ,_ :..•.v ysLr r ,r ;.ca%'." y}� .tv ':: 'p .j. _.<'x.,i•v:.o.;< s. A .:i. .Z:4'J y.".ae;' �!,-.0;;,•f COMPONENTS . .•H.. e#E,^ ;, ',. : :a r c-,,.,. OF COLUMNS Flat plates with one edge gross supported and other edge with 9.1 See Section 3.4.9.1 section stiffener E_ C_ Flat plates with both edges supported and with 9.2 See Section 3.4 9.2 w 1111 an intermediate stiffener N oCurved plates supported Rb Rb Rb 21 R,A=2.2 22 2-0.80 Rh/t R6/t=141 3200 on both edges,walls_ of 1 U* :>..,M; ,; •, -w:....,<..x.. - round or oval tubes 4.4,:' !lt;. ',,. R%. + R6R73 ``-r .i<�•.<,a':"�;. �''`�.y,:.,`.�,....�.;ss'�'':�'vs;<.,.t;is�i. � 110-r N 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 W tenderness s S, + Between Si and S, z z p Single web beams bent about 21 Lnh,=23 23.9-0 124L,/r, L,/r,=79 87,000 o strong axis COMPRESSION Rb R, Rb * 25 Rdt=28 39 3-2 70 Rhl r R+/r=81 Same as IN BEAMS Round or oval tubes 12 , Section 3,4 10 . 34 > :£#, ` a.51;, s, . rV✓ R;Ir �. extreme fiber �" gross Solid rectangular and r�~ 28 d/r F,—1d 13 M 40 5^-`0 93 d!r Lh/d d1t Lhld =29 < 11,400 section round section beams — �d 13 41.D, 0.�J3dlr L ld rUr Ly1d=.29 (d!r)Z(L1d)1-- 21 LAI.-9p Rectan ular tubes and l-_146 23 9-0.24 L S 5 /J L S 1 J =1700 Rectangular Q 14 h l , h ��-_9, 24,000 box sections 1 $% - L ) , r i2t, b ��.5lJ{I�J -2000$ (LbS��.S I,J Flat plates supported on b1 r-1 f-b 21 b/r=6 8 27 3-0 93 b/r b1t=10 one edge I [ 15 'litr bIt=15$ COMPRESSION Flat plates with both b~-1 b I 1 6 21 13/1=22 27 3-0 29 G/i bit-33 580/(/,/r)IN edges supported T COMPONENTS OF BEAMS, Curved plates supported Rb 25 Rb/t=1 6 26 2-0 94 Rhlt R lr-1211 3800 (component on both edges 16'1* ,` >• , . ' 1. 1underu g ]4t„, F �2)S: 14,'7w•0.44 Itblt Rlt=.240 (R6/t)(1 + Rb/t/35), 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 FT] 16,3 See Section 3.4,16.3 an intermediate stiffener - Flat plates with —L 28 blt=8 9 40 5- 1 41 b/r b/r=19 4.900/(b/r a COMPRESSION I I b ) IN compression edge free, I{--�I—r 17 tension edge supported j, t :,:!.w:E,:,.'gilt;,17 4[x,5--1.41 b/t b/r-19-, 4,9007(b/r1' COMPONENTS `'` ' OF BEAMS, Flat plate with both edges h 18 28 lilt=46 40 5-0 27 10 lilt=75 1520/(1>/1) (component supported h 1G hlr=95 . 15U/i7r/i) under bending in own plane) Flat plate with horizontal to 41, 28 h/t=107 40.5-0 117 h/r h/r=173 3500/(Ir/r) stiffener,both edges r TId, 19 gross section L supported 16t. 16} Jt/i=.29$ 35i307(7t>r) Unstlffened 12 Ir/t=36 15 6-00..0999 h/t��_ flat webs 6 # rn IN WEBS, a: #:,. h/rs 32$ - 9:OOUI(irlt)z gross Stiffened flat webs 12 — ' section -~�=° Ta 21 12 n /r=66 53.000/(n,/r)2 ae=a 1 1 0 7(a1/a2)Z 1 T. .,•E u. ,7.5#,; irp4=84$ ( E - -mss �- �-- - - r - _ -�- :_�.�.,,,,., _�-,=-•-9 --- - _--�.��- - c. - - -• ->--��.-1_ ---- -. ___T.= -- - - -• _, _ _ .- -•,_ _.,.-s- -- --� , -,.�.,-Y r - _ s seTable 2=22 T). if Stress - Type of Member or Component 3.4. _..owable Stress Allowable Stresses for BUILDING and Similar Type Structures TENSION,axial Any tension member 1 9.5 P.,." 6063-T5 Rectangular tubes,structural -1 T-%,jrN 2 9.5 z>a 6a Extrusions shapes bent around strong axis TENSION IN (Thickness up thru 0.500 in.) BEAMS, Round or oval tubes -0-03 11.5 extreme fiber, 0 net section £`;3:;,,e;, Shapes bent about weak axis, I _ f i SFr,^ �,,; WHITE BARS apply to nonwelded members and to welded bars,plates • 4 12 5 members at locations farther than 1 0 in.from a weld. ...;r =; SHAQb,BAtS; apply within 1.0 in.of a weld. On rivets and bolts ' pp y rJ 23 >'�,,i7 Equatlons that straddle the shaded and unshaded areas apply to both. BEARING On flat surfaces and pins and on bolts in slotted ;r Fi:; "For tubes with circumferential welds,equations of Sections 3A.10, 6 15 holes w , 3.4.12,and 3.4.16.1 apply for Rb/t 20. Allowable Allowable Stress Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component 3.4. Stress Limit S Slenderness Limit S Slenderness z S Slenderness s S, Between S,and S, z z COMPRESSION — kUr =0 8 9-0 037(kUr) kL/r=99 51,0001(kU7)2 IN COLUMNS, All columns axial,gross 6.5 �' >'Y -.lcC�r`,b '<,r` ::$.9°w li.fl37: kUr.- ki✓r:.-49 31 UO!%tJr.- section Flat plates supported along one 9.5 b/t=2 3 10-0 22(b/t) b/t=16 101/(b/t) edge-columns buckling about a -I- -I—� $ r. :.. symmetry axis N' 6.5F k= µ" N 6.3 G, blr.-.16 01111 Flat plates supported along one 9.5 b/r=2.3 10-0.22(b/t) b/t=18 1970/(b/1)2 edge columns not buckling about -�- �— $.1 a symmetry axis 6:�5,'y.'}; ltl'�(3;22)U/tj bill 18 1970/,(>tlt)z " COMPRESSION Flat plates with both 9 95 b/r=7 0 10 0-0 071 (b/i) b/t=50 320/(b/t) IN supported b I--- edges COMPONENTS ice' - : ,k;, c ... ,r.:..z.,{• x 't.x OF COLUMNS Flat plates with one edge gross supported and other edge with 9.1 See Section 3.4.9.1 section stiffener Flat plates with both m P1 edges supported and with I I 9.2 See Section 3.4 9 2 an intermediate stiffener N oCurved plates suported Rb R, Rb 95 Rh/t=1 2 9 9-0 27 R�/t R,It=270 3200 c^ =ovaltub.'s -=s� * �$„hy '` ! - :, .c>^` 4A".rr+,.�' xSx�C.n'ft"..•fi+�r_ ..ci.,:j- +'nk•:,r--,:h, - �c•.�r \\ (R /1j + Ryh/35 rou _ Y C- Allowable Allowable Stress Slenderness Allowable Stress W Sec. Stress Slenderness Slenderness Type of Stress Type of Member or Component 3 4 Limit S, Between S,and S, Limit SZ Slenderness z S2 c lenderness s S, W Z L,/r•,=119 87.000 N _ 9,.5 G�/r =28 10.5-0 036E Jr, o Single web beams bent about - 11 C) (Lb ,,)` C) strong axis u;,& •LIJYr.- I1; ;F` ' .1135-{33bxa, Pb ah R, 11.5' R,,lt=43 17.5-0 92 R,,/r R,/r=140 Same as COMPRESSION Round or oval tubes 1`2* - �, _ Section 3.4.10 vT ; :• IN BEAMS, m . Rtjt_ 12:8 �q .5 extreme fiber ,�� 125 dit`L-, d =18 17 2-0.26d/r Lnld dlr L ld-=45 11,400 gross Solid rectangular and _ 1d ® 13 , Ufld (d!t)z(Lh/d) section round section beams ; III---III su„q5 LhS5 #,,J =204 10.5-0070 Lh5 l 5 #J L,,S,/5 1,j =3830 24,000 Rectangular tubes and �- I 1_ 1 box sections (j is / 5 #d) b-i r- ~b Y9.5 b/t=8 5 118-0 27 b/r b/r=16 120/(b/1) Flat plates supported on b 16 one edge I [ f;5 r.•E d.S,, ilf,='.1$.,, 1 0�{Fivi� --ib~fib 9.5 bit=28 11 8-0.083 b/r b/r=50 380/(380/(17/t)/r) COMPRESSION Flat plates with both IN edges supported T 16 `: 5:' by?-5$” COMPONENTS Rb 115 Rit=0.1 11.6-0 32 RhJt Rh(t=270 3800 OF BEAMS, Curved plates supported 16.1* - r (component on both edges '„ .,' RAIL„rt50 (Rr/r)(1 Rh/rl35)z under uniform Flat plates with one edge compression), supported and the other 16.2 See Section 3.4 16.2 gross section edge with stiffener Flat plates with both m edges supported and with I ( 16.3 See Section 3 4.16.3 an intermediate stiffener 1111 Flat plates with _i 125 b/t=12 17 2-0 39 131tb/r=29 4,9000/0' COMPRESSION +�-� b 17 compression edge free, 4,800/(bft)- N 8,5,.y blt-2? 17.2-0.39 bri blr 29 tension edge supported :.,. . .'k.., -I.., . {. COMPONENTS OF BEAMS, Flat plate with both edges Ih L125 Ir/r=6417 2-0 074!>Ir b/r=115 990/(l,/rl(component supported 13 85 8.5: hli=115 Ol.(tdt) under bending in o aa, Flat plate with horizontal 1 12 5 lilt=147 17.2-0 032 I>/r I,ir=270 2300/(/✓r) plane) I -rId 1 s own lane stiffener,both edges h , ,• �3(3(yj(/tIt)r , gross section supported Z 1L! h t i 99_ -y 39,00_0/(hh) — SHEAR - Unstiffened R IZ 2® flat webs #>> .1 . .' •• I A - .9 !( IN WEBS, :< 04 # (D <•5 5 � _ 5 5 n It=98 53,000/(n,/r)' gross - -,a�r -.� n- ° , Stiffened flat webs 7 }r�� -t�--��--T� section z I-LLJ.J-,- I• 21 t. 53,OI3Qf(u{fi)Z, ae=a,/ 1107(ar/az) 9. 3.9- u�lt=li7 Fable 2=23 T if Stress Type of Member or Component Sec. „,rowable Stress y� 3.4. Allowable Stresses for BUILDING Q •." and Similar Type Structures TENSION,axial Any tension member 1 15 65 6063-T6 Rectangular tubes,structural 2 15 Extrusions, Pipe TENSION IN shapes bent around strong axis BEAMS, Round or oval tubes -0-0 (10_ 3 18 extreme fiber, ZJ net section ;'^ws,,"- ! WHITE BARS Shapes bent about weak axis, i _ r--F 4 20 }`yr: $;S apply to nonwelded members and to welded bars,plates members at locations farther than 1.0 in,from a weld. r mSi�A17D BARS:> apply within 1.0 in.of a weld. On rivets and bolts rJ 31 Equations that straddle the shaded and unshaded areas apply to both. BEARING On flat surfaces and pins and on bolts in slotted *For tubes with circumferential welds,equations of Sections 3 4 10, 6 21 holes F 3.4.12,and 3 4,16.1 apply for Rb/it 1 20 Allowable Allowable Stress Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component 3.4Stress Limit S Slenderness Limit S Slenderness z S Slenderness s S, Between S,and Sz z i COMPRESSION — kUr =0 14 2-0 074(kUi) kUr=78 51,000/(kU)2 IN COLUMNS, All columns 7 " .. axial,gross section >•,.�- �r; .i+ Flat plates supported along one 15 b/t=2.4 16.1-0.46(b/r) b/r=12 129/(b/r) edge-columns buckling about a -_-�-� 8 ;y KK +' s. blt-.2f) symmetry axis Flat plates supported along one 15 b/r=2 4 16.1-0 46(b/t) b/r=15 1970/(b/r)� edge-columns not buckling about -�--� $.1 a symmetry axis 6. IbI plates with both 15 bR=7 6 16.1-0.144(75/t) b/r=39 410/(b/r) Flat COMPRESSION p L__I 9 ..•.. s, y IN edges supported I I �b •6:51' COMPONENTS OF COLUMNS Flat plates with one edge gross supported and other edge with 9.1 See Section 3.4.9.1 section stiffener C- W Flat plates with both W edges supported and with F—`�7m 9.2 See Section 3 4.9,2 an intermediate stiffener N C) Curved plates supported RRb Rb IS R,,/i=1.4 15 6-0 50 VRTt R,,/t=188 3200 fi �—ate _ ..csc�.iid.^y:cu.f-...__,11n�,F _ _ 4 ..:F R + Rat round or oval tubes T.z-.:;i.:i;x<c.'t',de��� ::;y;�:�'.�=<:'a':�;3;x?..`"3:.>,�t���,•�-� <i�x:'-, ^'y< 'M :it`, ?:-'�: 9 w=.--� _ ''--+�I ?a.c-tr-_=-•�=-.='sem '�..6,--+� _�:�--�-v ..�.�..-1--� ..-e-�e-Q�- - `-`i-4.:> s.- -_ ,-��_ _'-=�-9.,--_ a--..�_ __ ._ _._ .s.....-_-r- �. �,_��_ .- '_-1.,,_..,._�.�_----s—. L-.� AllowableSlenderness Allowable Stress Slenderness Allowable Stress Sec. Slenderness Type of Member or Component Stress Limit S2 Slenderness Z S2 = Type of Stress TYP P 3.4. tenderness s S, Limit S, Between S,and S= 2 15 L,Irr,=23 16.7-0.073Lr r, Lr/r,=94 87,000 NoSingle web beams bent about _1- _ - 11 (Lh/r Z 1 ;':• µfLr 115 ) CD strong a ,�. _ '.:3 4�x R R. Rs ~ 18 RVI-33 27 7-1.70 iR,lI RI/t=102 Same as COMPRESSION ' * %"y "> '''` Section 3.4.10 Round or oval tubes 12 �= .M „i`t'"� ��'"F�` - -`,`�fl" 1 °•12 -�Qb�'�.,'> �� `.rf.M,,:s` <1'�t8'' �ZbJ - �;>'.„ �t"i4, IN BEAMS, z ;:,~ r' :;•: . >o ;t'` „< .: extreme fiber I�� ".20<. d/r Lhld =15 27 9y-0 53 dJt Lhl d d!r X1 d =35 11,400 gross Solid rectangular and _ 13 -tr: ;^'' �' my (dIr)Z(Lhld) d !<�:fx. '.j`,. :4y£' >_•qe�"Y;�r.* •,:" K w3,,' t,.,^ If13�f a'=;.J•I 'y section round section beams '� 4. 15` LhS'1^.5%',J<=+145 16.7-0.141 t Lr,S, 5� ;LhS,1'5V1,J =2380 24,000 Rectangular tubes and 14 <:K< -T , *' fr 5 ) JInII •„.` '•;7"'mob- 4;�:"fi' ,r,'b�'c!'' ,i., (1'h`Sr/ V,�'.. box SECt10nS J b 15 bh=7 4 19 0-0 54 b/t bit=12 1521(6//) it—irb Flat plates supported on b-1 1- 15 s .; /--� bit.="23: one edge ,�Ec, �.>'; = `;•, ��.�.;;.f-` -i b f-�b 15 y Mblt=24 19 0-0.170 b/r blt=39 480/(b/() COMPRESSION Flat plates with both 16C C L>> V, edges supported T h; COMPONENTS Rb 149 Rn/ _<07 1. ;t 118.45-0 59 RRhi/r k. ;) Rti,btrE=$18"8° 3800 OF BEAMS, Curved plates supported * '' " R h / 135)216. .' i (Rb/r)(I + on both edges(component under uniform Flat plates with one edge See Section 3.4,16 2 compression), supported and the other 16.2 gross section edge with stiffener Flat plates with both See Section 3.4.16.3 edges supported and with F 16.3 an intermediate stiffener Flat plates with — -L 20 blr=9 8 27.9-0 8] bR b/t=23 4.9001(1,10'COMPRESSION compression edge b 17 comp 9 free, -f 8: ." IN Htension edge supported COMPONENTS 20 h/t 51 27 9-0 155 ItIt h/t=90 1260410) OF BEAMS, Flat plate with both edges h h -148 12G01(Ii)•, ,r, (component supported I under bending into aa, 2p h(t=118 27 9-0.067 1,/t !r/r=209 2900/(lilt) Flat plate with horizontal -1d own plane) h T 19 _ �so6i�t�it) stiffener,both edges77 aC 1 r=, gross section supported r hit=39f 10.7-0. 56 h/t /h/t=78 39.000/(h/t)z f15 SHEAR n Q ;ti<: 3;9;,,, it/i'=iCY[T9,i30Q1{ r)2. flat webs �. :•• IN WEBS, <''�,,.. :t•..,;,-<;. 1 R'5 - 8 5 a,/t=79 53,000/(n,/t)z gross Stiffened flat webs T �-j(a section =a 1 1 -0 7 a /a z 1-i�1�I 1TZ� 21 23:x?.: _ .' pp ciE1t=�17 :53,,0Otl/4pelt�2;; � fr 1a � 1 • r I� Vi TABLE 6. f NOMINAL SHEAR AND TENSILE STRESSES FOR STAINLESS STEEL STEEL BOLTS Ai NAME TYPE DIAMETER AREA DIA HEAD Fnv F„i P, P, i in in in ksi ksi lbs lbs #6 S.S. 0.138 0 015 0.262 33.7 560 295 565 #8 SS 0164 0021 0312 337 560 416 798 # 10 SS 0.190 0 028 0 361 33 7 560 559 1071 a # 14 SS 0 242 0 046 0 480 337 560 906 1738 114 " SS 0.250 0 049 0.480 337 560 967' 1855 # 17 SS 0 285 0 064 0.500 337 56 0 1257 2410 318 " SS 0.375 0 110 0.625 337 560 2176 4173 112 " S.S. 0 500 0 196 0 750 337 560 3869 7418 314 " SS. 0.750 0 442 1.000 1 33.7 1 56.0 1 8705 1 16691 i i REFERENCE ASCE STANDARD. Specification for the design of Cold-Formed Stainless Steel Structural Members I ASCE-8-90 page 29 j, 1 r C r r ,1 1 h '1' 1 it rQ P l 1hI rr� f FI r t Y ")'_'' c)'`' 3r5� 230 SUN & STARS ROOMS: STRAIGHT EAVE FOUR SEASONS' (2 In 12 ROOF PITCH) SUNROOMS ENGINEERING AND STRUCTURAL LOADING INFORMATION EFFECTIVE DAT12-04 LD R VISION A ROOM GLAZING B AR RAFTER ROOF LIVE EXPOSURE B ROOM GLAZING B AR RAFTER11ROOFLIVE EXPOSURE B MODEL 0 C.SPACING TYPE LOAD WIND LOAD MODEL 0 C SPACING TYPE LOAD WIND LOAD (PSI) (mph (PSD (mph) S°M-6DH 2'-6518" 5LB3 150 140 S°M-15DH 2'-6518" 5HB3 25 115 i (6-5314-) 3-0 518" 5LB3 130 125 (14'-9114") 3-0 5/8" 5HB3 21 115 S`M-7DH 2'-6 5/8" 5LB3 105 140 2'-6 518" 5LB5 26 115 6'-51/2° 3-0 518" 5LB3 90 125 3-0 518° 5LB5 23 115 S°M-9DH 2'-6 518" 51-83 65 140 2'-6 518" 5CB5 49 115 (8'-71/2") 3-0 5/8" 5LB3 54 125 3-0518" 5CB5 41 1 115 2'-65/8" 5HB3 87 140 S•M-16DH 2'-65/8" 5HB3 20 115 7 3-0518" 5HB3 73 125 (16-11112") 3-05/8" 5HB3 16 115 i S"M-100H 2'-6 5/8" 115 47 140 2'-0518" 5LB5 21 115 (9'-8118") 3-0 5/8" 5LB3 39 125 3-0 5/8" 5LB5 17 115 �I 2'-65/8" 5HB3 88 140 2'-65/8" 5CB5 39 115 3-05/8- 51-183 74 1 125 3-0 5/8" 5CB5 32 115 i SIM-11DH 2-6 518" 5LB3 33 140 2'-6 5/8" 5HB7 48 115 (10'-8 5/8") 3-0 5/8" 5LB3 29 125 3-0 5/8" 51HB7 38 1 115 2-6518" 5HB3 67 140 S"M-17DH 2'-65/8" 5LB5 18 105 3-05/8" 5HB3 57 125 (16'-10114") 3-05/8" 5LB5 15 105 S'M-12DH T-6 5/8" 5LB3 24 125 2'-6 5/8" 5CB5 33 105 (11'-101/8") 3-05/8" 5LB3 21 119 3-0518" 5CB5 28 105 h T-6 5/8" 5HB3 50 135 2'-65/8" 5HB7 45 105 I 3-05/8- 5HB3 42 1 125 3-0 5/8' 5HB7 36 105 S'M-13DH 2'-6516" 5LB3 20 119 S°M-18DH 2'-65/8" 5CB5 28 100 (12'-8 3/4") 3-0 518" 5LB3 16 119 (17'-10") 3-0 518" 5CB5 23 100 2'-6 5/8" 5HB3 39 125 2'-6 518" 5HB7 42 100 3-0518" 5HB3 32 125 3-05/8" 5HB7 34 100 Z-6518" 5LB5 41 125 S`M-19DH 2'-65/8" 5CB5 29 100 j 3-05/8" 5LB5 34 125 (1C'-10a) 2-0518" 5C65 20 100 I X-65/8" 5CB5 60125 2'-6518" 5HB7 40 100 {� 3-0518" 1 5CB5 1 50 1 125 3.05/8" 5H87 32 100 p 'WIND LOADS ARE BASED ON ACTUAL CONDITIONS, 120 MPH AND OVER ARE BASED ON A PARTIALLY IU( ENCLOSED !DESIGN. THERE IS NO NEED TO"SUBTRACT" OVER 120 MPH ?ic..,, ,!-�`:5n: ;.sty % i„• „aria �, �r,,s .:n�. !J ,��,,�.j'> tr I{„m�al' �! t�"- ' / "�+"w � : a w•; \�/ ' ,?r�� � y ,`' ii`"werr.r''- ��~•. f# •:+�Yr'e•'1,oh" s+Als.v, 4'11 — It+'«1" °+u`" •� ( n«f,a' r' c�S iaiza �'" 1 .�" ALABAMA ARIZONA ARKANSAS CALIFORNIA COLORADO CONNECTICUT DELAWARE FLORIDA GEORGIA IDAH:O ILL. S ;a,a Y r,• J Q�%h „a.,4" i -�, e,• "`iyy! �wa,r.,. )// ' f)a:;ftf'ar3tif, /, LTJ^! / !1:' 7 a;r•T $„ a{f., l: r�(!ff% •,s,ayjl`<,iim.i .. ;^ri$,'"T.,r;, 'jPy+r h tt /rhN����,. �f J• k�1•�: ' -� � ::.";;,• t.,1w� a. !'Y't s1s '-• +4�.�,c �'7S'f ,' 3t4.a. `rt:, :�-- r „" 'i` a :w. '., h ' �S�,y�cJr F' �_:,� y,j.r +,;•w ,.. �' >,a�`,w.`'` --� iii \__� �I � INDIANA IOWA KANSAS KENTUCKY LOUISIANA MAINE MARYLAND MASSACHUSETTS MICHIGAN MINNESOTA MISSIS PPI tr/, cf-, I.„, MISSOURI MONTANA NEBRASKA NEVADA NEW HAMPSHIRE NEW JERSEY NEW MEXICO NEW YORK NORTH CAROLINA NORTH DAKOTA OHI NOTES 51-133=3”LITE BAR,5H63=3"HEAVY BAR,5LB5=5'LITE BAR 5CB5=5"HEAW BAR 5HD7=T HEAVY DAR Y 'c..:o� -;_,-,.y—..,a !, r1'r, ""."'�w"`"" �•::"';, I'� 2)ALUMINUM ALLOY FOR GLAZING BARS IS 6005-T5 OKLAHOMA OREGON PENNSYLVANIA PUERTO RICO RHODE ISLAND SOUTH CAROLINA 3)DEAD LOAD OF ROOF SYSTEM IS 5 PSF 4)ALL ROOMS ARE ACCEPTABLE FOR CONSTRUCTION IN SEISMIC AR S WITH j� SPECTRAL RESPONSE ACCELERATION,Ss,LESS THAN OR EQUAL T 141?ag Vt�* ^> `? } OTHER SEISMIC LOADS MUST BE EVALUATED ON AN INDIVIDUAL BA 5 1 ( ;_,.tIN =`-"" /Y-ffi',.",,.e 5)DEFLECTION ARE BASED ON L1120 DEAD+LIVE CRITERIA ''a 6 WINDSARE BASED ON AN ENCLOSED STRUCTURE,EXCEPT WHEN 1 MPH AND >'� " "�^` k*~:'-^�''r )GREATER,THEN WINDS ARE BASED ON AN PARTIALLY ENCLOSED ST UCTURE ¢n SOUTH DAKOTA TENNESSEE TEXAS UTAH VERMONT VIRGINIA 7)LOADING IS BASED ON 2003 INTERNATIONAL BUILDING CODE 8)LOADS REPRESENT ALLOWABLE VALUES UPTOA8'-0"EAVEHEIGHT, NDA15' S 4 f'• 4 '�,i t _f��.?t�}+'- fI a CST, ROOM WIDTH OTHER CONFIGURATIONS MUST BE EVALUATED ON % INDIVIDUALBASIS 9)THIS SUMMARY PERTAINS TO THE STRUCTURAL INTEGRITY OF OUR IT UP TO, � BUT NOT INCLUDING,THE CONNECTIONS TO THE EXISTING STRUCT E AND/OR ':e:� ANY NEW CONSTRUCTION ALL SUBSTRUCTURE DESIGN REOUIREM NTS AND WASHINGTON WESTVIRGINIA WISCONSIN WYOMING DC CONNECTIONS TO THE EXISTING STRUCTURE ARE NOT INCLUDED IN"THESCOPE OF WORK FOR THE FOUR SEASONS PRODUCT,AND MUST BE EVALU ED BY OTHERS 10)THE ENGINEERING DESIGN SCOPE FOR THE FOUR SEASONS PROD CT DOES NOTACCOUNT FOR SPECIAL LOAD CONDITIONS CREATED BY r ATTACHMENT TO THE EXISTING STRUCTURE THESE MAY INCLUDE OW DRIFTING OR UNBALANCE SNOW LOADING ANY SPECIAL LOADING CONDITIONS MUST BE EVALUATED BY OTHERS 11)ENGINEERS CERTIFICATION I CERTIFY THAT THESEFNGINEERING f SPECIFICATIONS HAVE BEEN PREPARED UNDER MV DIRECT SUPER ION REFERENCE NUMBER 1200_120 AND THAT I AM A REGISTERED PROFESSIONAL ENGINEER IN THE ST ES K , S