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Home My WebLink About37070-ZTown of Somhold Annex P.O. Box 1179 54375 Main Road Southold, New York 11971 CERTIFICATE OF OCCUPANCY 4/8/2013 No: 36184 Date: 4/1/2013 THIS CERTIFIES that the building AS BUILT ADDITION Location of Property: 990 Windward Rd, Orient, SCTM #: 473889 Sec/Block/Lot: 14.-2-30.3 Subdivision: Filed Map No. confomas substantially to thc Application for Building Permit heretofore 1/23/2012 pursuant to which Building Permit No. Lot No. filed in this officed dated 37070 dated 3/16/2012 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: "as built" sunroom addition with pellet stove, deck addition and koi pond fenced to code as applied for. The certificate is issued to Karas, Nicholas & Karas, Shirley (OWNER) of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. PLUMBERS CERTIFICATION DATED 37070 01-20-2012 Authori2ed Signatu~ TOWN OF SOUTHOLD BUILDING DEPARTMENT 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 #: 37070 Permission is hereby granted to: Karas, Nicholas & Karas, Shirley 990 Windward Rd Orient, NY 119570239 Date: 3/16/2012 To: construct "as built" Sunroom and deck expansion and wood stove At premises located at: 990 Windward Rd, Orient SCTM # 473889 Sec/Block/Lot # 14.-2-30.3 Pursuant to application dated To expire on 911512013. Fees: 1/23/2012 and approved bythe Building Inspector. SINGLE FAMILY DWELLING - ADDITION OR ALTERATION CO - ADDITION TO DWELLING Total: $656.00 $50.00 $706.00 Building Inspector Form No. 6 TOWN OF SOUTItOLD 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: I. Final survey of property with accurate location of all buildings, property lines, streets, and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal (S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of I% lead. 5. Commercial building, iudustrial 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 naturat or topographic features. 2. A properly completed application and consent to inspect signed by the applicant. Ifa Certificate of Occupaucy is denied, the Building Inspector shall state tile reasons therefor in writiug to the applicant. C. Fees I. 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 oil Pre-existing Building - $100.00 3. Copy of Certificate of'Occupancy - $.25 - 4. Updated Certificate of Occupancy- $50.00 5. Temporary Certificate o£ Occupancy - Residential $15.00, Commercial $15.00 Date. New Construction: Location of Property: House No. Street Owner or Owners of Property: ~h(~ (~-~ Suffolk Couuty Tax Map No 1000, Section Sufidivision Permit No. ~'J'~ 0 7~ Health Dept. Approval: Planning Board Approval: Old or Pre-existing Building! ~ Block Filed Map. Date of Permit. Applicant: Underwriters Approval: (check one) Hamlet Lot Lot: Request for: Temporary Certificate Fee Submitted: $ Final Certificate: (check one) ' ' 'Applica~t Signat~;'e Town Hall Annex 54375 Main Road P.O. Box 1179 Southold, NY 11971-0959 Telephone (631 ) 765-1802 Fax (631 ) 765-9502 ro.qer.dchert~town, so uthold, ny. us BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To: Karas Address: 990 Windward Rd City: Orient St: NY Zip: 11957 Building Permit #: ~'~'~ Section: lq Block: c,~ Lot: ~)~3 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: as built DBA: QC Electric License No: 3823-e SITE DETAILS Office Use Only Residential ~ Indoor ~ Basement ~ Service Only ~ Commedcal Outdoor 1st Floor Pool New Renovation 2nd Floor Hot Tub Addition Survey Attic Garage INVENTORY Service 3 ph Hot Water GFCI Recpt Main Panel NC Condenser Single Recpt Sub Panel NC Blower Range Recpt Transformer Appliances Dryer Recpt Disconnect Switches Twist Lock Other Equipment: Ceiling Fixtures I~ Ri~2le:is;':~ r;iSxt u res h Fluorescent Fixture ~ Emergency Fixtures~ Exit Fixtures L sun room, GFCI protected recpticle for pond, 1 paddle fan HID Fixtures Smoke Detectors CO Detectors Pumps Time Clocks TVSS Notes: Inspector Signature: Date: Jan 202012 81-Cert Electrical Compliance Ferm.xls TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ]FOUNDATION 2ND [ ]FRAMING / STRAPPING [ ]FIREPLACE & CHIMNEY [ ] INSULATION [~ FINAL [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL(FINAL) REMARKS: DATE ..~ -"'-c~(-/~ INSPECTOR TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] FOUNDATION 2ND [ ] FRAMING/STRAPPING [ ] FIREPLACE & CHIMNEY [ ] ROUGH PLBG. [ ] INS~JLATION [/,,~'~NAL [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL SOUTHOLD, NY 11971 TEL: (631) 765-1802 FAX: (631) 765-9502 SoutholdTown. NorthFork. net Examined Approved Disapproved a/c Expiration PERMIT NO. 3/7tO 70 Building Inspector BUILDING PERMIT APPLICATION CHECKLIST Do you have or need the following, before applying.'? Board of Health 4 sets of Building Plans Planning Board approval Survey Check Septic Form N.Y.S.D,E.C. Trustees C.O. Application Flood Permit Single & Separate Stonn-Water Assessment Form Contact: Mail to: APPLICATION FOR BUILDING PERMIT Date I I '~'~ 1NSTRU'CTIONS ,20 il,q- a. This application MUST be completely filled in by typewTiter or ia ink and submitted to the Building Inspector with 4 sets of plans, accurate plot plata to scale. Fee according to schedule. b. Plot plan sho~ving location of lot and of buildings on premises, relationship to ac[joining premises or public streets or areas, alld waterways. c. The work covered by this application may not be commenced before issoance of Building Permit. d. Upon approval of this applicatiom tbe Building Inspector will issue a Building Permit to the applicant. Such a permit shall be kept on the premises available for inspection throughont the work. e. No building shall be occupied or used in whole or in part for any purpose what so ever until the Building Inspector issues a Certificate of Occupancy. f. Every building permit shall expire if the work authorized has not commenced within 12 months after the date of issuance or has not been completed with ii] I 8 months fi'om such date. If no zoning amendments or other regulations affectiug tile property have been eaacted in the interim, the Building Inspector may attthorize, in writing, the extension of the permit for an addition six months. Thereafter, a new permit shall be required. APPLICATION IS HEREBY MADE to tile Building Depamnent for the issuance ora Building Permit pursuant to the Building Zoue Ordiuance oftbe Town of Southold, Sufiblk County, New York, and other applicable Laws, Ordinances or Regulations, for the construction of buildings, additions, or alterations or for removal or demolition as herein described. The applicant agrees to comply with all applicable laws, ordinances, building code, housing code, aud regulations, and to admit atttborized inspectors on premises and in building for necessary inspections. (Signature of applicant or name, ifa corporation) (Mailing address of applicant) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder Name ofownerofpremises ~t G~c,,~ax3 4- ~,~,r-(-~ Kd:{~,S (As on thc tax roll or latest deed) It' applicant is a corporation, signature of duly authorized officer (Name and title of corporate officer) Builders License No. Plumbers License No. Electricians License No. Other Trade's License No. 1. Locationd:~q0of land ¢0 ¥¥~db~(2'''cJ°n whic,h propose~d workr'--~';~ilS~e done: House Number Street County Tax Map No. 1000 Section ] q Block Hamlet ~'- Lot Subdivision Filed Map No. Lot 2. State existing use and occupancy of premises and intended use and occupancy of proposed construction: a. Existing use and occupancy b. Intended use and occupancy 3. Nature of work (check which applicable): New Building Repair Removal Demolition 4. Estimated Cost Fee 5. lfdwelling, number of dwelling units If garage, number of cars Addition Alteration Other Work (Description) (To be paid on filing this application) Nulnber of dwelling units on each floor 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. 7. Dimensions of existing structures, if any: Front Height. Number of Stories Rear' .Depth Dimensions of same structure with alterations or additions: Front Depth Height_ Number of Stories Rear 8. Dimensions of entire new construction: Front Height Number of Stories Rear .Depth 9. Size of lot: Front Rear .Depth 10. Date of Purchase Name of Former Owner 11. Zone or use district in which premises are situated 12. Does proposed construction violate any zoning law, ordinance or regulation? YES __ NO__ 13. Will lot be re-graded? YES NO Will excess fill be removed fi'om premises? YES NO__ 14. Names of Owner of premises Name of Architect Name of Contractor Address Phone No. Address Phone No Address Phone No. 15 a. Is this property within 100 feet of a tidal wetland or a freshwater wetland? *YES * IF YES, SOUTHOLD TOWN TRUSTEES & D.E.C. PERMITS MAY BE REQUIRED. b. Is this property within 300 feet ora tidal wetland? * YES NO__ * IF YES, D.E.C. PERMITS MAY BE REQUIRED. NO 16. Provide survey, to scale, with accurate foundation plan and distances to property lines. 17. If elevation at any point on property is at 10 feet or below, must provide topographical data on survey. 18. Are there any covenants and restrictions with respect to this property. YES * IF YES, PROVIDE A COPY. NO STATE OF NEW YO,.RK) COUNTY Ol~S: &lr~t t/'-~ ~'~ ~"~ being duly swom, deposes a.,d says that (s)he is the applicant (Name of individual signing contract) above named, (S)Heisthe 0 ~ ~ ~ (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 applicatioa; that all statements contained in this application are true to the best of his knowledge and belief; and that the work will be performed in the manner set forth in the application filed therewith. Sworn, to_before me this,,~--, Notary Public 20VI~P~-~' Nota~] PuSli~te of New York No. 01106190696 N / /Iff// Qualified in Suffolk County ~ ~q, Cornmissio~ ~'~oire~ i.a, '~; "q~/ . x - - ~" - · Signature of Applicant MEMO N~TION~L B~ 50-546-214 ~ ~ .- DOLLARS /~THOR{ZED 8~NATURE 7380 Company Name: Name: ,"O0?~BO," ~:OB~hOSt,~h~: &O~ O00~ ~," License NO.: ;~ (~ Address: ~,o~ ~ ~'~ ~ Phone No.: ,~-~t~ ~'-3~ *Cross Street: *Phone No.: JOBSITE INFORMATION: (*Indicates required information) *Name: ///~'. *Address: ' ~O [ ~~ ~, Permit No.: Tax Map District: 1000 Section: I d~ *BRIEF DESCRIPTION OF WORK (Please Pdnt Clearly) Block: ~, Lot: · (Please Circle All That Apply) *Is job ready for inspection: *Do you need a Temp Certificate: Ternp Information (If needed} *Service Size: I Phase *New Service: Re-connect Additional Information: 3Phase - NO YES / NO Rough In Final 100 150 200 300 350 400 Other Underground Number of Meters Change of Service Overhead PAYMENT DUE WITH APPLICATION 82-Request for Inspection Form ::~ ~-'~'~0 - Town Hall Annex 54375 Main Road P.O. Box 1179 Southold, NY 11971-0959 Telephone (631 ) 765-1802 Fax (63 I) 765-9502 Decembe' 14, 2012 BUILDING DEPARTMENT TOWN OF SOUTHOLD Shirley Karas 990 Windward Rd Orient, NY 11957 Dear Mrs. Karas: We have all the paperwork needed for the Certificate of Occupancy on Building Permit #37070. However, before it could be issued, a 4-foot fence needed to be constructed around the Koi Fish Pond. Please call our office if you have done this and are ready for the inspector to return to verify the fence. The Building Department phone number is 765- 1802. Thank you. Southold Town Building Department ~ISAGREE~ma~asof~ ~yof ~ .~ 0% sacom~ctbetween ~.~ (1Con~ctofi~d lJ/~ ~ t (Owner) andC~tracwr~dOwnerag~to~by~',,~dh~m~. loca~d at ~ ~ l ~ ~ ~ ~ , . ~, P~ua(s) for whia s~ca~ti~s a~ satired is: G~g~on: T ~ ~ ~ar C~o~ Gab~ ~ds: ~ W~dows Qu~,ty ~ ~i ~ ~ . ' M~e~No. 4. The price for the work to be peffom~ed herem~der inclusive or materials and installation is ~ ~ t'~ Payments are ~ be made in accordance with the following schedule: Down paymem, on signing this agreement Progress Payment, on Delivery of Materials Progress Payment. on Completion of Framing ' Final Payment. on Substantial Completion of work Total Cash Price Owner and Contractor a§rce that the work will commende on or aborn ~/fl and be ¢omple.d on or a~out .Owner CER OF THE CONTRACTOR. CONTRA~ / By: CL, Sb Date: tLS.) Date: Date P43 Pellet Stove Owners Manual '~Ce manuel est _._,~?_~lble en Fran~,els sur demande" SAFETY NOTICE ........ RIO PLEASE READ THIS ENTIRE MANUAL BEFORE YOU INSTALL AND USE YOUR NEW ROOM HEATER. FAJLURE TO FOLLOW INSTRUCTIONS MAY RESULT IN PROPERTY DAMAGE, BODILY INJURY, OR EVEN DEATH. FOR USE IN THE U.S. AND CANADA. SUITABLE FOR INSTALLATION IN MOBILE HOMES. IF THIS HARMAN STOVE IS NOT PROPERLY INSTALLED. A HOUSE FIRE MAY RESULT. FOR YOUR SAFETY. FOL- LOW INSTALLATION DIRECTIONS. CONTACT LOCAL BUILDING OR FIRE OFFICIALS ABOUT RESTRICTIONS AND INSTALLATION INSPECTION REQUIREMENTS IN YOUR AREA. CONTACT YOUR LOCAL AUTHORITY (SUCH AS MUNICIPAL BUILDING DEPARTMENT, FIRE DEPARTMENT, FIRE PREVENTION BUREAU, ETC.) TO D~: i ~-RMINE THE NEED FOR A PERMIT. C~' I I E GUIDE D'UTILISATION EST DISPONIBLE EN FRANCAIS. CHEZ VOTRE CONCESSIONNAIRE DE HARMAN HOME HEATING. The Label Pictured Is For Reference Only. For specific information regarding testing and clearances, consult the actual label on the rear of the stove. MODEL I MODULE: "P43' I ~ ' 008 2~ ~ 20~2 ,JAH F~B MAJ~ ~ UAY ~N JU. ~ SEP ocr .ov OEC IIIIIIIIIIIIIII F/g. 1 are used for secutfng the Pane~ Unpacking The P43 is bolted (1/4 x 1" hex head bolts) to the skid to prevent movement during shipping. To free the stove from the skid you must remove the hold-down bolts in the rear of the pedestal base. Removing rear cover panels The rear cover panels are secured to the stove with three bolts each. Two ot the bolts need only be loosened, not removed, to remove the panels. It is recommended that the rear covers are installed after the unit is in place and the vent pipe is installed, to prevent contact with hot or moving parts. Firebrick Install the firebrick horizontally on the angle bracket above the burnpot. Flame Guide Install the cast iron flame guide on top of the bum pot. Make sure that the flame guide is fully seated on the vertical sides of the bum pot and that the back of the guide rests against the body of the stove. INSTALL EXHAUST VENT AT CLEARANCES SPECIFIED BYTHE MANUFACTURER. Most pellet vent pipe requires a minimum of 3" of clearance to combustible materials allthough some can be installed at 1" clearance. Room Sensor Installation P43 Pellet Stove The room sensor is a small temperature sensor on the end of a 60" wire. This sensor is installed much like a standard wall thermostat. Because it is so small, it can be hidden along the trim of a doorway or even up the leg of a coffee table. There is a remote room sensor port on the rear of the unit for easy external connec- tion. Use standard 18-2 thermostat wire to extend the distance to the desired location (50' maximum). The room sensor should be installed in the location where you want to control the temperature. In most installations locating the room sensor behind the stove near the distribution fan works well because the sensor monitors the room air being drawn into the distribution fan. NOTE: Distances of more than 25 feet from the unit or in another room are not recornmended. The room ;ensor ~s essential for the P43's excellent efficiencv. NOTE: It is recommended that the room sensor be installed, even if only installed on the rear of the unit as a return air sensor. Installing Place the stove on a noncombustible floor or on a floor protec- tor that extends a minimum of 6 inches (152mm) to the front, (measured from the glass) 6 inches (152mm) to the sides and I inch to the rear of the hopper. It is also recommended that floor protection be installed under any horizontal venting and extending 2 inches beyond the vent measurement. Material used for floor protection must have a k-factor of 2.24 or lower. Example: 1" thickness of Durock~ is rated at 1.92 k per inch, which would meet the requirement. Place the stove away from combustible walls at least as far as shown in Figures 3,4 and 5. Note the difference in side wall clearance with and without side shields. Connect the power cord to a 120 V.A.C. 60Hz grounded receptacle. (A surge protector is recommended to protect the circuit board.) Also be sure that the poladty of the outlet that the stove is plugged into is correct. Prior to installing the flue pipe, connect a draft meter. (The draft meter must have a minimum range of 0 to -0.5 Inches Water Column.) Record the first reading. Connect flue pipe to stove and be sure all doors and windows in the home are closed. Record the second draft reading . If the second reading is more than .05" lower than the first reading, check for possible restrictions in the venting configuration or the need for outside air (see page 9). For more information on the draft test procedure, refer to Page 21. Mobile Home Installation When installing this unit in a mobile home, several require- ments must be followed: 1. The unit must be bolted to the floor. This can be done with 1/4" lag screws through the 2 holes in the base plate. 2. The unit must also be connected to outside air. See page 9. 3. Floor protection and clearances must be followed as shown. 4. Unit must be grounded to the metal frame of the mobile home. CAUTION: This appliance must be vented to the outside. Due to high temperatures, the stove should be placed out of traffic and away from furniture and draperies. Children and adults should be alerted to the hazards of high surface temperatures and should stay away to avoid bums to skin and/or clothing. Young children should be carefully supervised when they are in the same room as the stove. Clothing and other flammable materials should not be placed on or near this unit. WARNING THE STRUCTURAL INTEGRITY OF THE MANUFACTURED HOME FLOOR, WALL, AND CEILING/ROOF MUST BE MAINTAINED. DO NOT INSTALL IN SLEEPING ROOM. 9" ~ or W'tthout Side Shields Fig. 3 10" F/g. 5 'Floor Protection must meet a minimum 2.24k value or lower. (In 'k', the lower the value, the beffer the prolocfion.) Floor Protector minimum: 32%' wide x 33' deep. 32½' minimum .& '(152mm) ilass) Fig. 6 P43 Pellet Stove Requirements for Terminating the Yent,n~ WARNING: Venting terminals must not be recessed into a wall or siding. NOTE: Only approved pellet vent pipe, wail pass- throughs, and fire stops should be used when venting through combustible materials. NOTE: Always take into consideration the effects of the prevailing wind direction or other wind currents that may cause flyash and/or smoke when placing the termination of the vent. In addition, the following must be observed: A. The clearance above grade must be a minimum of 18".' B. The clearance to a window or door that may be opened must be a minimum of 48" to the side, 48" below the window/door, and 12" above the window/door.~ (with outside air installed, 18" to the slcle or below) C. A 12" clearance to a permanently closed window is recommended to prevent condensation on the win- dow. D. The vertical clearance to a ventilated soffit located above the terminal within a horizontal distance of 2 feet (60 cm) from the center-line of the terminal must be a minimum of 18". E. The clearance to an unventilated soffit must be a minimum of 12". F. The clearance to an outside corner is 11" from center of pipe. G. The clearance to an inside comer is 12". H. Avent must not be installed within 3 feet (90 cra) above a gas meter/regulator assembly when measured from the horizontal center-line of the regulator.~ I. The ciearanca to service regulator vent outlet must be a minimum of 6 feet? J. t ne c~earance [o a non-mecnamca~ air supply inlet to the building or the combustion air inlet to any other appliance must be a minimum of 48'? ~,. ~ ne c~earance to a mecnamcal a~r supply m~et must be a minimum of 10 feet? (with outalde air installed, 6 feet ) L. ~ ne c~earance above a pavoo sloewalK or a paveo ddveway located on public property must be a minimum of 7 feet?,= M. I ne clearance unoer a veranoa, porch, oecr~ ot balcony must be a minimum of 12 inches?,= (B. also applies) NO I I=: The clearance to vegetation and other exterior combustibles such as mulch is 36" as measured from the center of the outlet or cap. This 36" radius continues to grade or a minimum of 7 feet below the outlet. 1Certain Canadian and/or Local codes or regulations may require different clearances. 2A vent shall not terminate directly above a side- walk or paved driveway which is located between two single family dwellings and serves both dwellings. 3Only permitted if veranda, perch, deck, or balcony is fully open on a minimum of 2 sides beneath the floor. NOTE: Where passage through a wall, or partition of combustible construction Is desired, the Installation shall conform to CANICSA-B365. (if in Canada) ,= Venting Terminal 0= Air Supply Inlet []= Area where termination Is ~ot permitted 8 P43 Pellet Stove '*.. ~, Flashing PL vent manufacturer's firestop spacer and support No insulation or are allowed within 3" of the pellet vent pipe. Unless specified by the pipe manufacturer (See Page 7 for corner installation clearances) Fig. 14 ft8 Installing through the ceiling Through the ceiling vent, follow PLvent manufacturers recommendations when using wall and ceiling pass through. Note: Do not place joints within wall pass-throughs. Minimum flue vent configuration It is required that outside air be installed with this configuration to and creosote smell in the room in the event of power failure. Fig. 15 12"min. wall to outlet 36" min clearance to any combustible material 14 P43 Pellet Stove PROPOSED SONROOM ADDITION FOR KARAS 990 WINDW~D MAD ORIENT POINT, ND YORK UNIT tS A FOUR SEASONS SYSlE. M 4 GEORGIAN COHSERVAT~Y MODEL 04BTlO15A NOTES: I) WALL GUkSS CODE 7;), R-4.0 ROOF G!.XSS CODE 76, R-3.7 2) ROOF BARS TO BE 4GBA $) ~LLOWADL( ROOF LOAD ~0 P.SJ'. ¢) ALLOWADIr WIND LOAD ga IdPR EXP. D. S) O) rREHm e) (~) RO~ RXTCR~S SC.~E: 1/4." = I'-O" I/, ////////EXISTlf, 10'-I1~' PLAN VIEW ELEVATION A:_A / \ / 'F ELEVATION B-B / \ / \ (2) 2xD UPGRADED INSULXTEI) RAISED DECK I~ I I:l £[[VAIION C-C C~I1RACT OA1E: 8/1§/02 DW(;. BY: F~I_ DA~E: 8/I~/02 JOB~: KARAS OF 5 SYSTEM 4 GEORGIAN CONSERVATORY EAVE 90" MITER ASSY VIEW "F" CPL T ~1C'41501 SYSTEM 4 GEORGIAN COMPRESSION RING & BAR A'Fi-ACHMENTR VIEW "G" V2" ,, 23/,." s.s. TWO s.s. V2' RUT -- N~ rs ~'o E, CE r~o~ SEC~ON I~,ANSFER DRILL THRU GLAZ,NG BAR REMOVE SCREW BEFORE DRIlliNG FOR 1/2' BOLT PP TC NS PRE DRILL I,V64' 6 PL ~HN2OBq 1/4 xl I/4 H*2D26 ~10xl 1/4- PRE DRILLED 9/64 6 HOLES FROM UNDER SIDE TIP (6) P~ 4" x I 1/4" PP TC NS PRE DRILL 13/64" (,203) DO NOT INSTALl TILL JACKS FASl'~Fp 1/,¢ x 1 PRE DRrLL 13/64" (.203) __ 1 1/4' T~ INSERT SPACER~ TO POSmON BAR IN CORRECT PLACE ~BA BARS ONL~ NOTE: 1, USE A UBERAL AMOUNT OF CAULKrNG UNDER ALL SPLICE PLATES & GU1TER SEAMS 2. REPLACE THE "*" IN PART NUMBERS WITH "B" FOR BRONZE, "A" SANDTONE & "W" WHITE. COMPRESSION RING SYSTEM 4 PART NUMBERS 7 IN ! 2- IC'4~80A I "~ FOLD DOWN ON INNER ( TO HOLD IN PLA~E SECTION "G-G" 10' & 16' UNITS GLAZING ~ I4H[~A ] PF TO NS ~'2080l DRILL 6PL SYSTEM 4 PART NUMBERS HOVER FOLD DOWN TABS ON INNER CO~R TO HOLD rN PLACE SECTION "G-G" 12' & 18' UNITS 1/4' x t" TO NS PRE DRILL 6 PL 8/1 /o2 DWG. BY: RPL DATE: 8/I9/02 JOB#: KARAS OF 3 52-GI=N. NOTE5 WINDWARD ROAD ORIENT POINT, NY I 1f)57 _ P MING*¢N PLOT PLAN 55 - 5TRUCTU~L DETAIL5 RI 5UNROOM P~N * RLEV. I R2 5UNROOM DETAIL5 , I R3 - 5UNROOM DRTAIL5 ' I , , R4 - 5UNROOM DETAIL5 i ~ , ~ k r,~~ ~ ~ < NOTIFY BUILDING DEP~RTMr ACL P~TdN~ CONN[CTIN~ ALUM TO ~UM 5"AL[ BE ~ ~ FOr LOWINO INRDCCTiO~;~ ~ 5o' ~ss~O~ 5TAINL~&SST~EL. I I 1 FOUNDATION tWO o~ ,JUiRED ALL FA~TEN[~ CONNECTING ALUMINUM COMPONENT5 TO I ~ = ~ FOR POURED '~NCF': : DIPPED GALVANIZED~j~ 2 ROuGh r-T_, ~C "~ '4S MON I I 3 iNSt n ~ThON ' ~ PLOT P~N I 5 86'2a'40" W 268.47" Mdc' SE COMPEL ¢: ~: , I, TNI5 PLOT PLAN i5 FOR REP~NCE ONLY, ,'Rv · 7[ NOT RESPONSIBLE ~ FOR ADDITIONAL INFORMATION 5RE SURV~ 3oo' *o.w aN OR CONS~UCTION EPPc 2. LOT COV[~GE CALC5 (FOOT PRINT ONLY) m~ ~.l I~ ,, - LOT A~EA: = 40,387 ~IST. DECRD: = 4~2 5Q.~. ~VIEWED ~Y: AD 5UN~OOM: = 173 5Q.~, SCALE: 5E~ P~N ~OT cov~ = a. ~o% ~ I Or FASTENER &CId~DULE POR 230 DUN ~ &TAR~ TO [XI&TING &TP-,UCTUP-.E& ~ FOUNDATIONS FASTENER. NO/SPAONG COMPONENT NEW 2 2x ~ ~ I~. (2) 2xG ~, DROP GIRDER ~ST. 3812 . 17'-0" ~ D~WN BY: GWN R~VIE~D BY: A5 5CAL~: 5~E PLAN ~ ~ A ~ EXIST. DECK F~MING PLAN )AT~: 53a or 7 51 ~LOTP~N ~0 WINDWARD ROAD, ORIENT POINT, NY ~) ~¢7 - O0 53- FOUND./PLR. F~MING PLAN PLOTPLAN 54 _ 5TRUCTU~L DETAIL5 55 - 5TRUCTU~L D~TAIL5 5G - 5TRUCTU~L D~TAIL5 57 - 5TRUCTU~L DETAIL5 I I I ~ N ~G~S'40'' E 2GO.gU' A I - PARTIAL FLOOR P~N ' I ~ 4' TALL ffENCE ~l - 5UN~OOM ~LAN ~ ELEV. ' ~,, K4 5UNROOM DETAIL5 I z ~ R5 - 5UNROOM DETAIL5 I ~' * z 0 _ , ,, couc.~ ~ EXIST 5UNROOM TO EXIDTING 5TRUCTURE~ ~ POUNDATION5 ~ I ~' - 5-$3/4 x ~O-II I/4 ' -- ~,% / co,smuc~a w~r~ou~ ~ ~ 0 ~STZN~* ~O,~**C~*C -- ~. / PERMIT TO ~lSZl*G SEPT DIPP~O GALVANIZED d ~ G' X 6' ~ ~] VP~NG TITLE: ALL FASTeN~K5 SHALL HAV~ A MINIMUM OF 3" eMBEDMENT ~ 'x '~ uo~ I ~ ~ ._ I x 4' TALL FENCE ', ~,LO**~** ' ' --' ~ .... = .... ~-:~ ...................... * ........ i COVERSHEET ~ * ~ 8G~25'40" W 2~8.47" NOTE: ~1~10~ I. T~15 ~LOT ~N I~ ~0~ ~NC~ ONLY, ~OR ADDITIONAL INPORMATION SEE SURVEY PROVIDED BY A LICEN5ED LAND SURVEYOR. , 30.0' ~O.W. . ~ ~~ 2. LOT COVE~GE CALC5 (~OOT ~RINT ONLY) LOT AREA: 40,387 5Q.~. D~WN DY: EXIST. 5~RD: = 45 5Q.~. I 5CAL~; DEE P~N 5UNROOM: = 173 TOTAL: = 3,273 5G,~, FASTENER ¢CHEDULE POP-, 230 DUN * 5TAP.~ TO EXISTING STRUCTURED ¢ FOUNDATION5 CLIMATIC ¢ GEOGRAPHIC DESIGN CRITERIA i ' DRAWN E~Y: GWN GROUND 5NOW WIND SEISMIC SUBJECT TO DAMAGE BP. OM WINTER ICE 5111ELD ALP-. DESIGN FROST LiNE DESIGN UNDERLAYMENTHAZARDFLOOD FR. EEZING REVIEWED BY: A5 LOAD 5F'EED (MPH) ; CATEGORY WEATHEPdNG DEPTH TERMITE5 DECAY TEMPERATURE P~EQUIRJ~D INDEX 5CALL: SEE PLAN 5E[~NOTEGGENERAL 5EENOTEGGENERAL A SEVERE 3G" MOD, TO HEAVY j SUGHT TO MOD, I I '4~S NO 452 DATE: 02- 17- I 2 52 7 CLIMATIC ¢ GEOGRAPHIC DESIGN CRITERIA WIND SEISMIC SUBJECT TO DAMAGE FROM WINTER ICE SlllELD AIR GROUND SNOW DESIGN FROST LfNE DESIGN UNDERLAYMENT HAZARDFLOOD FR. EEZING LOAD S?EED (MPH) CATEGOI~.Y WEATHERING TERMITES DECAY TEMPERATURE P. EQUIR~D INDEX DEPTH 5E[~ GENERAL SEE GENERAL A SEVERE 3G" MOD, TO HEAVY SLIGHT TO MOD, I I Y~S NO 452 NOTE5 NOTE5 WALL (~ 5T,'~UCTUP.,AL ~ EXIST. IST (2) 2x8 ~ .~ DROP GIRDER ~ ,~ ~ ' * AEVIEWED BY: A5 FOUNDATION ¢ DEC~ F~MING P~N ~CALE: ~EE PLAN 53 o~ NOTE: ALL STRUCTURAL 5MOWN CONSTrUCTeD WITHOUT PERMIT. 4x4 WOOD POST 51MP~ON 6T~ONG / ~ CONCR~E FOOTING, ~__ / / SEE PLAN ON SHEST 53 ~~ / ~ ~ FINI~HED ALL 5T~UCTU~L 5MOWN Z ~ G~DE CONSTRUCTED ~' (2) i/2"¢ THRU ' 5T~UCTU~L ~SEE PLAN--_~ _ ~ _ D ETA I . ~O~T ~OUNDATION ~ ~. DECK GIRDER TO ~ODT CONN. NOT TO %AL~ NOT TO 5CA~ D~WN DY: REVIEWED SCALE: SEE DATE: 02- 54 ALL STRUCTUI~AL SHOWN CONSTRUCTED WITHOUT PERMIT. ~ ~ ~, NOTE: ~IST. 2x 5TUB WALL~ t I~ ALL 5TRUCTU~L 5MOWN FLOOR F~M NG~ i i~ ~ ~ ~R- I 9 DA~. INSU~TION 3/4" T~ PL~OOD ~ ~x~ 50LID ~LOC~IN~ ~ -- _~ ~ ~LO0~ DECK ~WEEN JOIDT5 ' ...................... ~IDTING MOUSE BAND ~ I~ ~ ~ ~/2" MA~INE G~D~ PL~OOD I~ ~I~T ~LO0~ ~MrNG I~ ~ ~ ~ ~ - -- PA~LLEL P~OVIDE ~ II ~ ~ SIMPSON LU2G-2 MANGER SOLID BLOCDAVIDSON AS REQ'D i ~ ~ (2) SIMPSON M2. EA, ~ I/2" MARINE ~OR ADEQUATE CONNECTION ~ ~ ~ 2x T JOIST ¢ GIRDER ON ~ G~DE PL~OOD OPPOSiT~ CO~N:~S /' ~ 8 LEDGER FA5 ~N TO ~IST,~NG ~ ¢ t BOLT5 w/MIN. ]' EMBEDMEN~ INTO (2) 2x~ GI~DE~ EXIST. FLOOR JOIST5 ~ I 6" O.C. (SEE PLAN) 00~ I NOTE: NOTE~ j ALL ~T~UCTU~L ~OWN ALL ~T~UCTU~L ~OWN CONSTRUCTED WITBOUT PERMIT. j CONSTRUCTED WITHOUT PE~IT. INTERIOR ~ EXTERIOR EXTERIOR INTERIOR 5UN~OOM WALL ~,/ ~MIN.3/8" ¢ ~G BOLT WITH 3" MIN.3/~" ¢ LAG BOLT WiTM 3"~ ~ DUNROOM WALL ................ I/ /MIN. EMBED. SEE DHEET D I MIN, EMBED, SEE DHEET ~ I~ FLOOR DECK FOE MtN. CONNECTION~ FOR MIN. CONNECrlON~ 2xG ~OLID DLOCKING ~ x I / EXTRUDED ALUMINUM ~TRUDED ALUMINUM~ ~ ~3/4" ~lLL ~Y FOUR ~EA&ON5 ~ /FLOOR DECK / ~ I/2' MA~INE I/2" MA~INE ~ ~ ~- I D BA~. IN~U~T/ON OPPOSIT~ CORNER5 (2) 2x& GIRDER (~EE FLAN) DUNROOM CONNECTION TO WOOD DECK SUN~OOM CONNECTION TO WOOD DECK TRUCTU D TAI D~WN BY: GWN ~CAL~: ~EE F~N DATE; 7 r 00~ ~oo / ~IST, DROP GI~DER ~ ~ COUNTE~ F~5~ING AND 7/8' INSU~TED GLA55 PAN~L5 ~Y ~ ~ ~RUDED ALUMINUM G~NG BAR NOTE: 5ONROOM ROOP DO~5 NOT APPLY ANY EXIST 4x4 PODT G~VI~ LOAD TO ~IDT. DTRDCTUEE DYAWlNOTIT E: - ~--- ~ 5TRU CTU ~L ~ WP. KN~EB~CE "KB" TO EXIST. F~MING~oT ro %*L~ ~ SUNROOM ROOP (GABLE END) TO EXIST. 5TRUCTURE. o~ ,o **~ DETAIL5 D~WN BY: GWN ~EVIE~D SCALE: ~EE PLAN DATE; 02-17-t 2 57 o~ 7 E×IST. HOU&E ~ ~iST WINDOW OP~NING Z ~ WINDOW5 REMOVED ~lST. WOOD DECK ~ 0 ~ DUNROOM - ~ 15'-~3/4"x ~0'-I I ~/4" CONSTRUCTED ' ~- WITHOUT PERMIT PARTIAL PLOOR ~LAN 10'-I I l/4" PARTIAL FLOOR P~N SCALE: I/4"= D~WN BY: GWN ~EVIE~ED BY: A5 ~CALE: SEE P~N DATE; 02-17-12 A I o~ ~ /5,_0,, 5 WINDOW WINDOW Z < ~ I~ ~ ~ ~1 x x I 5'~ 3/4 OUT OF 5ILL TO tN OF WALL ( ~ EL~ATION lO'-I ~ I/4" ~ OUT TO OUT Off 5ILL ~-0' 5,.0, ~,~ ~,o~ ~,~ ~ PLAN ~ E LEV. WINDOW; ~ WINDOW WINDOW WINDOW WINDOW ~~~ ~ / ~0'-I ~ I/4" D~WN JP ~ ~ 5'-9 3/4" REVIEWED BY: A5 OUT TO OUT OF 5ILL = OUT OF 5ILL TO IN OF WALL SCALE: SEE PLAN ~ ~ DATE: 02-17-/2 RI o~ II I1~ ~ ,~ i IO'-I I I/4" OUT TO OUT Of &ILL /EX FRENCH DOOR TO TRANSOM DETAIL (~ TRANSOM TO EAVE :=~ ¢"'" t ,:,,~ / sc~ ,~ 0 T~N~OM HEAD ~ D~ F~M~ ~ ~= -~-- ~,~,~,~ow ~ CLOSED 5ILL (A'7C6) ] , I BOT OF FRENCH DOOR D~WN BY: JP ~ ~ U WDTH sc~.~., ~ ~EVIEWED BY: A~ O& L~NGTM ~ DCAL~: ~EE PLAN DATE: 02-17-12 R2 o~ o ~ ~ ~,~ ~MIL~ /I ~IC.~T A~ ~C~ COrem ~ / X i ~lp n COtUM~ (A/'' ~ ) ~ 5WING DOOR JAM~ CONNECTION AT 5iLL D~WN BYr ~EVI[WED ~Y: A~ ~CALE: DATE: R3 o~ 6 COMFREsbi-N RIN~ REMOVED FOR CLARITY HIP BAR DETAIL (o,~~,EAC. 5,0, ~*,'O ALUM,~U~, ~ ~EE BAR DETAIL AT .OU~EWAL, D ETAI L5 DATE: O2-17-/2 P~IDG~ CAD (A'4~C7) ~ , 0 ~ (5HOWN)~X / /~ ~ 51LiCON~ 5~A~NT ~ 0 ~ (A*4 5UNROOM DETAI L~ : ' I' _ 5CAL~: ¢'=1'-o' REVIEWED BY: A5 DATE: O2-1 7-1 2 R5 o~ 00~ COMPEES$10N ~fNG DETAIL / ~,~,* 5UNROOM D RTAI L5 ~l~lO~ EEVIEWED BY: HIP TO ~AVE DETAi~ < ~ ~ .~ o~c'~ ~ SCALEr ~EE PLAN DATE: 02-17-12 R6 o~ 6 I ~' ~, KARAS RESIDENCE ASES 990 WINDWARD BOULEVARD, ORIENT POINT, NY 1 of 33 ENGINEERING CALCULATIONS FOUR SEASONS SERIES 230 SUN & STARS GEORGIAN CONSERVATORY '15'- 9.75" PROJECTION BY '10'- '11.25" FRONT WALL WITH 4GBA RAFTERS @ 30" O.C. FOR THE KARAS RESIDENCE LOCATED AT: 990 WINDWARD BOULEVARD ORIENT POINT, NY DATE: February 28, 20t2 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 KARAS RESIDENCE 990 WINDWARD BOULEVARD, ORIENT POINT, NY I of 33 ENGINEERING CALCULATIONS FOUR SEASONS SERIES 230 SUN & STARS GEORGIAN CONSERVATORY 15'- 9.75" PROJECTION BY 10'- 11.25" FRONT WALL WITH 4GBA RAFTERS @ 30" O.C. FOR THE KARAS RESIDENCE LOCATED AT: 990 WINDWARD BOULEVARD ORIENT POINT, NY DATE: February 28, 2012 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 ~' KARAS RESIDENCE A~ES 990WINDWARD BOULEVARD, ORIENT POINT, NY 1 of 33 112 Wilson Ddve,(c) 631-56o~259Port Jefferson, NY 11777 Calc. bYAs Date2/28/2012 Chk'd by Date App'd by Date ENGINEERING CALCULATIONS FOUR SEASONS SERIES 230 SUN & STARS GEORGIAN CONSERVATORY 15'- 9.75" PROJECTION BY 10'- 11.25" FRONT WALL WITH 4GBA RAFTERS @ 30" O.C. FOR THE KARAS RESIDENCE LOCATED AT: 990 WINDWARD BOULEVARD ORIENT POINT, NY DATE: February 28, 2012 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 '?"~' ~ ~" KARAS RESIDENCE 990 WINDWARD BOULEVARD, ORIENT POINT, NY 2 of 33 Table of Contents DETERMINE BASE SHEARS BASED ON WIND LOADS .................................................................................................................... 3 WIND SHEAR .................................................................................................................................................................................... 4 COMPONENTS AND CONNECTIONS ................................................................................................................................................. 6 GLAZING BAR ................................................................................................................................................................................... 7 LITE H OKAY ................................................................................................................................................................................... 20 EAVE ............................................................................................................................................................................................... 21 SECTION PROPERTIES .................................................................................................................................................................... 22 CONNECTION DESIGN ...................................................................................................................................................................... 23 KARAS RESIDENCE Section Sheet no./rev 990 WINDWARD BOULEVARD, ORIENT POINT, NY 3 of 33 DETERMINE BASE SHEARS BASED ON WIND LOADS ~- , ',; KARAS RESIDENCE ~~' Sectio. Sheet no./rev. AaES 990WINDWARD BOULEVARD, ORIENT POINT, NY 4 of 33 (C) 631-560-0259 AS WIND SHEAR FIRST CALCULATE WIND PRESSURES AND THEN BASE SHEARS AND LATERAL FORCE DISTRIBUTION Wind Pressure Calculations (Main Wind Fome Resisting System) 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 accordance with section 6 of ASCE 7. Design Wind Pressure p = qGCp - qi(GCpi) Where, q = 0.00256 Kz Kzt I% V2 I Velcity Pressure Exposure Where, Kz = Coefficient = K~ = Topographical Factor = Kd = Directionality factor = V= Wind Speed = I = Importance factor = for Exposure mph 0.7 FOR EXP B 0.85 FOR EXP C Therefore, q = 26.63 psf Design wind pressure, p = qGCp - qi(GCpi) Where, q = 26.63 psf G = Gust Factor = 0.85 + GCpi = ~ for Windward C, = 0.8 Wall 0.5 Leeward Wall 0.7 Side Wall 0.9 Roof Windward Therefore, p = 22,91 psf for Wall 16.11 psf for Leeward Wall 20.64 psf for Side Wall 25.17 psf for Roof 0.55 FOR PARTIALLY EXPOSED STRUCTURE 0.18 FOR ENCLOSED STRUCTURE {~I ~ KARAS RESIDENCE AaEE 990 WINDWARD BOULEVARD, ORIENT POINT, NY 5 of 33 ROOM INPUT PROJECTION 11,00 FT EAVE HEIGTH 7.67 FT RIDGE HEIGHT 11.50 FT FRONTWALL LENGTH 15.75 FT WIND PRESSURES 22.91 psf for 16.11 psf for 20.64 psf for 25.17 psf for Windward Wall Leeward Wall Side Wall Roof WIND BASE SHEAR CALCULATIONS X-Direction Surface Area = Y-Direction Survace Area = Therefore, X-Direction Wind Shear, V,,~ = Y-Direction Wind Shear, V~,y = 105.435 sq iff or peaked wall 120.8025 sq iff or sidewall 4114 lbs 2767 lbs LA TERAL FORCE RESISTING SYSTEM LOAD VX = 4114 1/2 TO FOUNDATION = 2057 1/2 TO HOUSE & 1/2 TO FRONT WALL = DIVIDED BY LENGTH OF FRONT WALL 1028 2O57 1028 65 PLF VX = 2767 1/2 TO FOUNDATION = 1384 1/2 TO EACH SIDE WALL DIVIDED BY LENGTH OF GABLE WALL 692 1384 692 63 PLF KARAS RESIDENCE 990 WINDWARD BOULEVARD, ORIENT POINT, NY 6 of 33 COMPONENTS AND CONNECTIONS COMPONENTS TO BE SIZED INCLUDE: GLAZING BARS JACK/HIP BARS TRUSS BARS BEARING WALL COLUMNS EAVE CONNECTIONS TO BE SIZED INCLUDE: SILL TO WOOD GLAZING BAR CLIP TO EXISTING LAG WITHDRAWL CAPACITY SUNROOM CONNECTION SUMMARY ROOF RIDGE TO EXISTING ROOF PANEL TO EAVE EAVE TO COLUMN COLUMN TO SILL SILL TO FOUNDATION .~: ; KARAS RESIDENCE ASEB 990 WINDWARD BOULEVARD, ORIENT POINT, NY 7 of 33 GLAZING BAR REQUIRED BEAM SECTIONAL PROPERTIES - GRAVITY LOADS (FOR WALL DESIGNS) LENGTH: ~ ft 94.50 in << (Eave Height) << (Average << (Average O.C.: ff 30.00 in distance Distance DEFL. LIMIT L / = 0.788 in to each support) Between For ridge - WIDTH/2 Two Windows) DEAD LOAD: psf (Zero) LIVE LOAD: psf << (Wind Pressure) TOT. w= 62.5 plf END REACTIONS = 246.0938 lbs ft- Moment = 484 ~b 5813.955 in-lb STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES E: psi E: psi E: psi ~,: ~ psi Sx>= 0.242 in3 Sx>= 0.3'1 in:~ Sx>= 3.6 in:~ Ix>= 0.237 in4 Ix>= 0.680 in4 Ix>= 4.3 in4 Ax>= 3.4 in2 c = 2.222153 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 1.3'1 DEPTH= 1.90 in minimum KARAS RESIDENCE 990 WINDWARD BOULEVARD, ORIENT POINT, NY 8 of 33 REQUIRED BEAM SECTIONAL PROPERTIES -WIND LOADS (FOR WALL DESIGNS) LENGTH: ~ ft 94.50 in << (Eave Height) << (Average << (Average O,C.: ft 30.00 in distance Distance DEFL LIMIT L / = 0.788 in to each support) Between · For ridge - WIDTH/2 Two Windows) DEAD LOAD: psf (Zero) LIVE LOAD: psf << 0Nind Pressure) TOT. w= 55.42339 plf END REACTIONS = 218.2296 lbs ft- Moment = 430 lb 5155.674 in-lb STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES /' psi ~b: psi ~b: psi (~b: E: psi E: psi E: psi (~v: pSi Sx>= 0.216 in3 Sx>= 0.27 inS Sx>= 3.2 in3 Ix>= 0.210 in4 Ix>= 0.603 in4 Ix>= 3.8 in4 Ax>= 3.0 in= c = 2.222153 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 1,26 DEPTH= '1,83 in minimum GLAZING BAR DESIGN CONTROLLED BY GRAVITY LOADS AND 4GBA ADEQUATE BUT MUST CHECK ADDITIONAL STRESS DUE TO TRUSS BAR PLACEMENT ~I ~ KARAS RESIDENCE ASEli~ g~o WINDWARD BOULEVARD, ORIENT POINT, NY 9 of 33 {C) 631-58~0259 AS NOW CHECK BAR FOR STRESSES DUE TO TRUSS BAR BEING PLACED ABOVE EAVE LEVEL Free body diagram is as follows: Glazing Bar Truss Bar H (measured from top of eave to top of ridge) L (measured as % room width) ,:~ + KARAS RESIDENCE A~ 990 WINDWARD BOULEVARD, ORIENT POINT, NY 10 of 33 (C) 631-560~1259 AS From free body diagram above, determine force in truss bar which is equal to Fh H=3.5 L= 5.5 Bar Spacing; S = 2.5 Roof Load; R, = 20 W = SxLx R, = 275.000 Fv=W Sum Momenta about Rave Fh: (~N x .5 x L) / H = 2t6,071 Therefore force in truss bar, Ft, is double Fh since have free body diagram mirrored on other side F~ = 2 × Fh = 432.143 Axial Force in Glazing Bar and therefore Reaction at Glazing Bar to Eave and Glazing Bar to Compression Ring Connection; A = ~J(Fha + Fv~) = 349.731 Now determine stress in bar due to offset of truss bar - see free body diagram below IGlazing Bar Truss Bar I Treat as fixed for determining stress in bar I Job Ref. KARAS RESIDENCE 990 WINDWARD BOULEVARD, ORIENT POINT, NY 11 of 33 rise = 7 run = 12 y = dse/run = 0.583 Roof slope; x -atan (y) = 30.266° F = Fv/cos (x) = 318.369 Length of cantilever; LE = ~/((20 / tan(x))2 + 202) = 39.693 Therefore moment in bar; M = (F × LE) = 12636.905 Section Modulus 4GBA bar; S5 = 0.67 Bending Stress; fb = M / Ss = 1886'1.052 Fba, = 19000 NOW check to see if Allowable Stress is OK; If (Fb~ > fb , "OK", "NG") = "OK" Axial Force; A = 349.731 From Back up Calc's p. 10 allowable tension in bar; Ta, = 19000 x 0.448 = 8612.000 Now checkto seeifAIIowable Tension is OK; If(T., > A ,"OK", "NG") ="OK" From Back up Calc's allowable force at ridge; Fr = 930 Now check to see if Allowable force is OK; If (Fr > A , "OK", "NG") = "OK" However, this only occurs where have standard bar into ddge. since only have standard bar into compression dng - OK as it does not apply Now check truss bar bracket capacity; Ftruss = 1473 Now check to see if Allowable force is OK; If (Ftruss > A , "OK", "NG") = "OK" Therefore Bar and Truss Bar OK KARAS RESIDENCE 990 WINDWARD BOULEVARD, ORIENT POINT, NY 12 of 33 HIP BAR X Y DEAD+LIVE, PSF W= L= DEFLECTION= L! I 120 E= Design Same for Hip Bars I(REQUIRED) = Sx,aluminum (required)= Sx,wood (required)= Sx, STEEL(required)= Reactions 25 125 7.07 0.707106781 10100000 O.492986447 0.32075 2.405625 0.209184783 L 147.3139127 lbs R 294.6278255 lbs FT FT PSF LBS/FT FT inches PSI in^4 in^3 in^3 4HCX HIP BAR This is triangular load - towards high end Length of Bar; HL = 7.07 Whip -- 442 Sum Moments about Eave Fh2= 0iV × .667 x HL) / H = 370.5t9 Fy2 = Whip/3 = 147.333 Axial Force in Glazing Bar and therefore Reaction at Glazing Bar to Eave and Glazing Bar to Compression Ring Connection; A2 = ~/(Fh22 + Fy22): 398.737 Allowable Axial Force in Bar; Ca, = 2011 x 2.648 = 8325.128 NOW check to see if Allowable Force is OK; if (Ca, > A2, "OK", "NG") = "OK" Now check connection capacity: Allowable Hip to Comp Ring Connection from Back Up Calculations; HCall = 7452 KARAS RESIDENCE 990 WINDWARD BOULEVARD, ORIENT POINT, NY 13 of 33 Now check to see if Allowable Force is OK; If (HCall> A2, "OK", "NG") = "OK" Allowable Hip to Eave Connection from back up calc's; HEall = 3144 Now check to see if Allowable Force is OK; If (HEalI> A2., "OK", "NG") = "OK" Now determine stress in bar due to offset of truss bar - see free body diagram below I GlazingBarI I TrussBar I rise = 7 run = 12 y = rise/run = 0.883 Roof slope; x =atan (y) = 30.256° F2 = Fy2 / cos (x) + 2×75= 320.568 Length of cantilever; LE = V((20 / tan(x))2 + 202) = 39.693 Therefore moment in bar; M = (F2 x LE) = 12724.222 Section Modulus 4GBA bar; Ssc= 0.69 Bending Stress; fb = M / Ssc: 18440.901 Fball = 19000 Now check to see if Allowable Stress is OK; If (Fball > fb , "OK", "NG") = "OK" Axial Force; A2 = 398.737 From Back up Calc's p. 10 allowable tension in bar; T., = 19000 x 0.448 = 8512.000 Treat as fixed for determining stress in bar J KARAS RESIDENCE A~JI~ 990 WINDWARD BOULEVARD, ORIENT POINT, NY 14 of 33 Now check to see if Allowable Tension is OK; If (Ta, > A2 , "OK", "NG") = "OK" From Back up Calc's allowable force at compression ring to back-to-back bars; Fr2 = 4390 Now check to see if Allowable force is OK; If (Fr2 > A~, "OK", "NG") = "OK" Now check truss bar bracket capacity; Ftruss = 1473 Now check to see if Allowable force is OK; If (Ftruss > A , "OK", "NG") = "OK" Therefore Bar and Tr~ss Bar OK .~ KARAS RESIDENCE ASES 990 WINDWARD BOULEVARD, ORIENT POINT, NY 15 of 33 COI~I~RE~$1ON RING TO HIP BAR ~,~/~ KARAS RESIDENCE ,ASES 990 WINDWARD BOULEVARD, ORIENT POINT, NY 16 of 33 (C) 631-56(~3259 AS 1t4' CORNER CUPANGLETO 1/4" F. AVE SLICE PLATE FASTENERS: 8 0,19¢,~'Xl.250' TEKSCR~VS ~-'TAIL o. I P~ - 3~Oll(T1KFmyr~ Tl:3htd~r~eas c~ Piece 1 (~): .2S P,~ - 2{ O~)('l~Fad~ T~; 'll',idmema ~ ~ 2 (in)~ ~ KARAS RESIDENCE 990 WINDWARD BOULEVARD, ORIENT POINT, NY 17 of 33 114~' F-AVE CORNER ~PUCE PLATE TO F. AVE FASTENERS: G 0250 "X Project Job Ref. KARAS RESIDENCE 112 Wilso~ Ddve. Port Jefferson, NY 11777 (c) 631-560-0259 Section 990 WINDWARD BOULEVARD, ORIENT POINT, NY talc. bYAs Da2t~28/2012 Chk'd by Date Sheet no./rev 18 of 33 App'd by Date Now check Tension in Eave to Eave connection due to thrust from bars Tension in eave; T = (1.5 x Fh2) / COS(45) = 785.988 This is resisted by shear in screws of 1/4" plate From bad,( - up calc's, allowable connection capacity shear; Tall = 2952 Now check to see if Allowable Force is OK; If (Tall> T, "OK", 'NG") = "OK" Now check horizontal shear force distributed at ridge level to glass roof Total shear force (reduce by 30% to account for not all bars parallel to ridge; Htot = 2 × Fh2 × COS(45) = 523.992 Length of glass times 2 since distributed to each side; Lg = 20 Shear force; Vs = Htot / Lg = 26.200 ~'~°~ %°~' KARAS RESIDENCE ~ I~~' Sectiort Sheet no./rev. ASES 990 WINDWARD BOULEVARD, ORIENT POINT, NY 19 of 33 (c) ~3~-~259 AS 2/28/2012 BEARING WALL COLUMNS REQUIRED BEAM SECTIONAL PROPERTIES - BEARING WALL COLUMN (FOR WALL DESIGNS) << (Eave Height) LENGTH: ft 92.04 in << (Average << (Average O.C.: ft 60.00 in distance Distance DEFL. LIMIT L / = 0.767 in to each support) Between For ridge - WIDTH/2 Two Windows) DEAD LOAD: psf (Zero) LIVE LOAD: psf << 0Nind Pressure) TOT. w= 114.5272 plf END REACTIONS = 439.2119 lbs Moment = 842 fi-lb 10106.27 in-lb STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES Ob: ~ psi Ob: ~ psi Ob: ~ psi E: psi E: psi E: psi (~,.: psi Sx>= 0.421 in3 Sx>= 0.53 in3 Sx>= 6.3 in3 Ix>= 0.401 in4 Ix>= 1.t51 in4 Ix>= 7.3 in4 Ax>= 6.0 in2 c = 2.164307 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 1.57 DEPTH= 2.27 in minimum KARAS RESIDENCE Section Sheet no./rev, 990 WINDWARD BOULEVARD, ORIENT POINT, NY 19 of 33 BEARING WALL COLUMNS REQUIRED BEAM SECTIONAL PROPERTIES - BEARING WALL COLUMN (FOR WALL DESIGNS) LENGTH: ~ fi 68.04 in << (Eave Height) << (Average << (Average QC.: ft 60.00 in distance Distance DEFL. LIMIT L / 0.567 in to each support) Between ~ For ridge - WIDTH/2 Two Windows) DEAD LOAD: psf (Zero) LIVE LOAD: psf << (VVind Pressure) TOT. w= 114.5272 plf END REACTIONS = 3246847 lbs Moment = 460 fi-lb 5522.887 ,~ STEEL ALUMINL M WOOD REQUIRED PROPERTIES RE'~UlRE ) PROI 'ERTIES REQUIRED PROPERTIES Sx>= 30 in ' ! Sx - 29 in3 Sx>-- 3.5 ina Ix >= %. 0.'it62 in4 0.465 in4 Ix >= 2.9 in4 c = 1.59995 RECTANGULAR DIMENSIONS WIDTH: 7.5 in '%,.~ 1.16 ~ v DEPTH= 1.67 in minimum %% KARAS RESIDENCE ~ I~~:~ Section Sheet no./rev. ASI~'S 990 WINDWARD BOULEVARD, ORIENT POINT, NY 20 of 33 (C) 631-56~0259 AS 2/28/2012 Combined Ratio Check: Member Force/stresses Axial Force = Max Bending Moment, Mz = Max Bending Moment, My = Allowable Axial Stress, Fa = Allowable Bending Stress, Fbx = Allowale Bending Stress,Fby Young's Modulus~ E = K= fa = 492.1875 fox = 10106.27 fby= 0 1.25 0.78 0.33 lbs Ibs-ft Ibs-ff psi psi psi psi Fex = (n)^2*E/(nu*(KLxJ~)^2) = 6034.39 Fey = ~)^2*E/(nu*(KL~)^2) = 171472.16 Is fa~a < 0.15 ? NO fa/Fa = 393.75 2305 393.75 12956.75 0.00 psi psi Member Properties EX = psi psi psi 0.171 > 0.15 ft ft sq in cu in cu in in in Equations to be checked: 1. fa/Fa + fox I Fbx + foy / Fby <= 1 0.171 + 0.681934 + 0.000 0.853 < = 1 (GOOD) 2 fa/Fa + Cmx fox / (Fbx*(1-fa/Fex)) +Cmy foy / (Fby*(1-fa/Fey)) <=1 0.171 + 0.620107 + 0 0.791 < = 1 (GOOD) LITE H OKAY KARAS RESIDENCE 990 WINDWARD BOULEVARD, ORIENT POINT, NY 20 of 33 Combined Ratio Check: Member Force/stresses Axial Force = Max Bending Moment, Mz = Max Bending Moment, My = Allowable Axial Stress, Fa = A~lowable Bending Stress, Fbx = AIIowale Bending Stress,Fby Young's Modulus, E = K= fa = 492.1875 / fox = 5522.887 / fey = 0 / 0.33 Fex = (~)^2*E/(nu*(KLx/rx)^2) Fey = (~)^2*E/(nu*(KLy/ry)^2) Is fa/Fa < 0.15 ? fa/Fa = 393.75 Equations to be checked: f. fa/Fa + fbx / Fbx + foy / <= 1 0.171 + 0.543 < = 2 fa/Fa + Crux fox / (Fbx*(1-fa/Fex)) <=1 0.171 + 0.328478 0.499 < = 1714 lbs Ibs-ff Ibs-ft psi psi 0.000 / (Fby*(1-fa/Fey)) + 0 (GOOD) Member Unsupported Length, Lx = Unsupported Length, Ly = Cross Section Area = Section Modulus, Sx Section Modulus, Sy Radius of Gyration, r'x = psi psi 0.171 > 0.15 sq in cu in cu in in in LITE H OKAY KARAS RESIDENCE 990 WINDWARD BOULEVARD, ORIENT POINT, NY 21 of 33 EAVE POINT LOAD ON CENTER - EAVE P = 246.09375 LBS L= 5 FT E= 10100000 PSI 18679 DEFLECTION = L/ I 180 0.333333333 inches 1.50E+06 I (REQUIRED) = Sx, aluminum (required) = 0.328937191 in^4 0.341955188 in^3 10100000 FIXED EAVE I = 3.283 S = 1.16 Fb= 18679 P /\ L FIXED EA VE IS ADEQUATE ~:~ KARAS RESIDENCE A,S~[S 990 WINDWARD BOULEVARD, ORIENT POINT, NY 22 of 33 SECTION PROPERTIES BEAM Ixx Sxx Ax TOP BOTTOM COLUMNS LITE 'H' 1.09 0.68 0.77 1.14 LITE'H'-4RSB 7.22 2.76 2.45 2.35 UTILITY 'H' 1.65 0.93 1.32 1.58 UTILITY 'H'-7BP 5.49 2.4 3.05 3.2 UTILITY 'H'-7TB 32.63 7.8 9.2 4.16 ! CORNER COLUMN 3.1 1.38 1.58 1.87 45 DEGREES COLUMN 1.18 1.25 45 DEGREE WITH 2-3/16"PL 1.89 2.13 45 DEGREE WITH 2-1/4"PL 1.93 2.33 30 DEGREE COLUMN 1.09 1.19 SYS 8 CASE COLMN 11.27 7.63 SYSTEM 8SC-8SC 0.7 0.705 BEAMS 4GMA 0.622 0.516 0.504 0.834 4GMA-4RSB 4.93 1.78 2.2 2.04 4GBA 0.78 0.6 0.67 1.08 4GBA-4RSB 5.44 2.1 2.23 2.28 4HBA 1.05 0.79 0.93 1.66 4HBA~RSB 6.41 2.68 1.77 2.86 4HCX 6.27 2.717 3.05 2.648 4HCX-4RSB 17.03 5.09 4.82 3.85 5LB3 2.29 1.28 1.2 1.35 5LB3-4RSB 10.16 3.04 3.48 2.56 5HB3 4.41 2.29 2.5 2.18 5HB3-4RSB 13.1 4.29 4.09 3.39 5LB5 4.72 2 1.77 1.62 5LB5-4RSB 17 4.17 4.87 2.82 5CB5 8.9 3.48 3.65 2.65 5CB5-5CBI 11.74 4.52 4.88 3.94 5CB5-CHANNEL 13.47 5.2 5.63 4.49 5CBS-4RSB 22 5.85 5.79 3.86 7BP 2.88 1.64 1.64 1.61 7TB 25.4 7.12 7.12 3.31 7TB-STEEL 55 10.23 10.23 6.1 12LW 98,5 16.4 16.4 5.93 12LW-4RSB 154 21.2 21 7.14 4HCX 6.27 2.72 3.05 2.65 6NW 17.65 5.75 6 3.49 8VALLEY 46.62 11.6 11,7 5.57 8NW 44.23 10.72 11.63 5.22 KARAS RESIDENCE 990WINDWARD BOULEVARD, ORIENT POINT, NY 23 of 33 CONNECTION DESIGN KARAS RESIDENCE 990 WINDWARD BOULEVARD, OR(ENT POINT, NY 24 of 33 ALUMINUM SILL TO WOOD CONNECTION 3/8" Lag Screw into Douglas Fir-Larch w/0 in. of Gap Space. WoodScrewType= ~ LagScrew Wood Screw Length = 3.50 ~n Wood Screw Embedment = ~n Wood 5crew Thread 2.25 ~n Length = D = 0.375 m D~= 0.265 In F~ = 70,000 psi Dowel Diameter Dowel Diameter at max. stress in main member Dowel Diameter at max. stress in side member Dowel bending strength Wood Screw Withdrawal Calculations Substrate: Mixed Maple-Southern Pine Tabulated withdrawal design value: W = 351 lbs Penetration Factor: Cp= 2.25 in (based on 1/2 screw length + .5) Duration Factor: CD = ~ Withdrawal Allowable (w') = 1263.0 lbs Wood Screw Lateral Calculations Substrate (Main Member): Douglas Fir-Larch Frame (Side Member): Aluminum 6005-T5 CantileverDistance: ~i~ in Fern = 3,646 psi 13 3g,000 psi q,. = 1,367 lbs/in , Frame hollow space + shim , Gap between members (if applicable cantilever/2) · Main member dowel bearing length · Side member dowel bearing length , Main member dowel bearing strength , Side member dowel bearing strength , Main member dowel bearing resistance KARAS RESIDENCE Section Sheet no./rev. 990 WINDWARD BOULEVARD, ORIENT POINT, NY 25 of 33 q,= 14,250 lbs/in Mm= 217.11 imlbs M,= 217.11 in-lbs g= 90 Ks= 1.258 KD = 3.000 Side member dowel bearing resistance = F~D Main member dowel moment resistance = F~(Dm3/6) Side member dowel moment resistance = Fa(D,3/6) Maximum anBle of load to grain (0" ~ e ~ 90") for an'/member in a degrees connection Single Shear Mode Im Z~= 4101.79 lbs Mode Z~= 5343.75 lbs Double Shear , Main Member 4101.79 lbs Bearing , Reduction 5.03 Term 10687.50 , Side Member lbs gearing , Reduction 5.03 Term Mode II ~,= 1754.39 lbs A = 0.0002 B = 1.688 C = 3577.32 Mode 1750.45 lbs A = 0.0002 B = 1.500 C = 3293.45 , Side and Main Member gearing , Reduction 3.52 Term , Main Member Bearing and Dowel Yielding in the Side Member , Reduction 3.52 Term ~ ~ KARAS RESIDENCE ASES 990 WINDWARD BOULEVARD, ORIENT POINT, NY 26 of 33 Mode IV Z~v= 1040.89 lbs A = 0.0004 B = 0.000 C - -434.22 2291.81 2081.77 B.92 3.77 , Side Member Bearing lbs and Dowel Yielding in the Main Member , Reduction Term · Dowel Yielding in the lbs Side and Main Member ,Reduction Term Load Duration Penetration Factor gin~le Lateral I Allowable (Z',) = 317.2 lbs Double Lateral Allowable (Z'~) = 634.4 lbs KARAS RESIDENCE 990 WINDWARD BOULEVARD, ORIENT POINT, NY 27 of 33 ALUMINUM GLAZING BAR CLIP TO WOOD CONNECTION 3/8" Lag Screw into Douglas Fir-Larch w/0 in. of Gap Space. Wood Screw Type = / Lag Screw Wood Screw Length = 3.50 in Wood Screw / Embedment = in Wood Screw Thread 2.25 in Length = D = 0.375 in , Dowel Diameter D~ = 0.265 in , Dowel Diameter at max. stress in main member D, = 0.265 in , Dowel Diameter at max. stress in side member F~ = 70,000 psi , Dowel bending strength Wood Screw Withdrawal Calculations Substrata: Mixed Maple-Southern Pine Tabulated withdrawal design value: W = 351 lbs Penetration Factor: Cp= 2.25 in (based on 1/2 screw len~h + .5) Duration Factor: CD = ~ Withdrawal Allowable (W') = 1263.0 lbs Wood Screw Lateral Calculations Substrate {Main Member): Douglas Fir-Larch Frame (Side Member): Aluminum 6005~T5 Cantilever Distance: ~ in , Frame hollow space + shim g; 0 in , Gap between members (if applicable cantilever/2) ~ = ~ in , Main member dowel bearing length ~=I in , Side member dowel bearing length F,m = 3,646 psi , Main member dowel bearing strength 13 38,000 psi , Side member dowel bearing strength qm = 1,367 lbs/in , Main member dowel bearing resistance: FemD q,= 14,250 lbs/in , Side member dowel bearing resistance = Fe,D ~/:' % KARAS RESIDENCE ASm'~S 900WINDWARD BOULEVARD, ORIENT POINT, NY 28 of 33 Mm = 217.11 in-lbs , Main member dowel moment resistance = F,(Dm3/6) M,= 217.11 in-lbs . Side member dowel moment resistance = Fb(D,~/6) · Maximum angle of load to grain (0° ~ 0 ~ 90°) for any member in a 8 ~ 90 degrees connection Kc= 1.258 Ko = 3.000 Single Shear I Double Shear Mode , Main Member In 7~= 4101.79 lbs 4101.79 lbs Bearing , Reduction 5.03 Term Mode , Side Member l, A= 5343.75 lbs 10687.50 lbs Bearing , Reduction 5.03 Term Mode , Side and Main II Z~= 1754.39 lbs Member gearing A = 0.0002 B = 1.688 C = 3577.32 , Reduction 3.52 Term Mode , Main Member Bearing Illin Z.,= 1750.45 lbs and Dowel Yielding in the Side Member A = 0.0002 g = 1.500 C = 3293.45 , Reduction 3.52 Term 990 WINDWARD BOULEVARD, ORIENT POINT, NY 29 of 33 Mode II1~ Z,? 1145.91 lbs A = 0.0004 B= 0.188 C = -718.09 Mode IV 7~v= 1040.89 ~bs A = 0.0004 B = 0.000 C = -434.22 2291.81 , Side Member Bearing lbs and Dowel Yielding in the Main Member , Reduction 3.52 Term , Dowel Yielding in the 2081.77 lbs Side and Main Member · Reduction 3.77 Term Load Duration Penetration Factor Single lateral I Allowable (Z',) = B17.2 lbs Double Lateral Allowable (Z'~) = 634.4 lbs ~ ~ KARAS RESIDENCE ASE S 990WINDWARD BOULEVARD, ORIENT POINT, NY 30 of 33 WOOD LEDGER TO EXISTING WOOD FRAMING CONNECTION 3/8" Lag Screw into Douglas Fir-Larch w! 0 in. of Gap Space. WoodScrewType= I LagScrew Wood Screw Length = 6.00 ~n Wood Screw Embedment = ~n Wood Screw Thread Dm = 0.265 ~n D, = 0.265 Fb = 70,000 psi , Dowel Diameter , Dowel Diameter at max. stress in main member , Dowel Diameter at max. stress in side member , Dowel bending strength Wood Screw Withdrawal Calculations Substrate: Mixed Maple-Southern Pine Tabulated withdrawal design value: W = 351 lbs Penetration Factor: Cp= 3.S0 in (based on 1/2 screw length + .5) Duration Factor: C~ = ~ Withdrawal Allowable (W') = 1965.0 lbs Wood Screw Lateral Calculations Substrate (Main Member): Douglas Fir-Larch Frame (Side Member): Douglas Fir-Larch CantileverDistance: ~ m F.m = 3,646 psi 13 3,646 psi qm = 1,367 lbs/in q,= 1,367 lbs/in , Frame hollow space + shim , Gap between members (if applicable cantilever/2) , Main member dowel bearing length , Side member dowel bearing length · Main member dowel bearing strength , Side member dowel bearing strength , Main member dowel bearing resistance = , Side member dowel bearing resistance = F.D )(ARAS RESIDENCE Section Sheet no./rev 990 WINDWARD BOULEVARD, ORIENT POINT, NY 31 of 33 Mm = 217.11 in-lbs Ms= 217.11 in-lbs , Main member dowel moment resistance = Fb(DmS/6) · Side member dowel moment resistance = Fb(D~S/6) 0 = 90 Ke= 1.258 KB = 3.000 degrees , Maximum angle of load to grain (0° ~ g s 90°) for any member in a connection e Shear Mode Im Z,= 4101.79 lbs Mode I, 2= 410L79 lbs A = 0.0004 B = 3.000 C = 6152.68 A = 0.0005 B = 1.500 C = 3293.45 Double Shear , Main Member 4101.79 lbs gearing 5.03 , Reduction Term , Side Member 8203.58 lbs Bearing 5.03 , Reduction Term , Side and Main Member gearing 3.52 , Reduction Term , Main Member Bearing and Dowel Yielding in the Side Member 3.52 , Reduction Term KARAS RESIDENCE 990 WINDWARD BOULEVARD, ORIENT POINT, NY 32 of 33 Mode Ills Z,,,= i438.70 lbs A = 0.0005 B = 1.500 C = 3293.45 Mode IV ~v= 770.52 lbs A = 0.0007 2877.40 lbs 3.52 1541.04 lbs 3.77 , Load Duration , Penetration Factor SIn=le Lateral [ Allowable (Z',) = 234.8 lbs Double Lateral Allowable (Z'd} = 469.6 lbs , Side Member gearing and Dowel Yielding in the Main Member , Reduction Term , Dowel Yielding in the Side and Main Member , Reduction Term HAVE MINIMUM (2) AT 16" O.C. THEREFORE TOTAL CAPACITY = 354 LBS KARAS RESIDENCE 990 WINDWARD BOULEVARD, ORIENT POINT, NY 33 of 33 CONNECTION SUMMARY 230 SUN & STARS GEORGIAN CONSERVATORY BACK UP CONNECTION CALC PAGE MAX ALLOWABLE FORCE (LBS) ACTUAL FORCE GOOD (LBS) (Y/N) TENSION SHEAR SEE PREV. TRUSS BAR TO TRUSS BRACKET N/A 1473 32 CALCS SEE PREV. TRUSS BRACKET TO BAR N/A 1473 31 CALCS COMPRESSION RING TO RAFTER - BACK TO SEE PREV. BACK 1292 4389 27 CALCS SEE PREV. COMPRESSION RING TO RAFTER 365 982 28 CALCS COMPRESSION RING TO HiP SEE PREV. CALCS SEE PREV. RIDGE TO RAFTER BAR N/A 232 25 CALCS RAFTER TO EAVE CLIP N/A 1082 26 218 EAVE CLIP TO EAVE 832 1623 20 218 SEE PREV. EAVE CORNER SPLICE PLATE TO EAVE 2005 2164 24 CALCS EAVE TO COLUMN - LITE H 1110 N/A 16 436 RAVE TO COLUMN - UTILITY H 1110 N/A 17 436 SILL TO COLUMN - LITE H 1300 N/A 14 436 SILL TO COLUMN - UTILILTY H 1300 N/A 18 436 SILL TO FOUNDATION 1478 1786 11 436 NOTE - FORCES SHOWN AS APPLIED IN CONNECTION, IE UPLIFT FORCE ON COLUMN TO SILL CONNECTION RESULTS IN SHEAR FORCE ON SCREWS NOTE - NEED MINIMUM 2 #8 SCREWS IN EACH COLUMN TO EAVE AND COLUMN TO SILL CONNECTION 230 SUN AND STARS: GEORGIAN CONSERVATORY DESIGN ENGINEERING CALCULATIONS: ALLOWABLE MEMBER STRESSES AND CONNECTION LOADS FOUR SEASONS SOLAR PRODUCTS 5005 Veterans Memorial Highway Holbrook, New Yod( 11741 (631) 563-4000 Fax: (631) 218-9076 ~=,+*h,~,,~',~,',~T S~'.~,~ ~'~"~da=='~ JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY SHEET NO: 1 OF: 33 CALCULATED BY: Lawrence Duff/ DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Livi~...lndoor~ll'i -- 90 DEGREE CORNER COLUMN WITH WINDOW JAMBS (7C9-TNFJ) ALLOY:6063-T5 INPUTS Allowable Stresses for Buildin¢t Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L (in): 97.000 o = 9500 psi Radius of Gyration, r (in): 1.278 SPEC 3.4.2 2 EDGE Width of Section, b (in): 2.839 ~ = 9500 psi Corresponding Thickness, t (in): 0.062 SPEC 3.4.7 SHEAR Height of Section, h (in): 3.571 (~ = 8.9-0.037(kL/r) = 6092 psi Corresponding Thickness±t (in): 0.062 SPEC 3.4.9 Unbraced Length, Lb (in): 97.000 o= 10-0.071(b/t) = 6749 psi Radius of Gyration, ry (in): 1.278 SPEC 3.4.14 Moment of Inertia, Strong Axis (in4): 3.072 o = 9500 = 9500 psi Moment of Inertia, Weak Axis (in4): 3.066 SPEC 3.4.16 Centroid to Outer Fiber Comp. Side, ~' (in): 1.958 o = 11.8-0.083(b/t) = 7999 psi Torsional Constant, J (in4): 3.672 SPEC 3.4.18 o= 12500 = 12500 psi SPEC 3.4.20 MEMBER CONSTANTS (3 = 6.7-.027(h/t) = 5145 psi KL/r -- 75.88 2 EDGE bit = 45.79 SHEAR hit = 57.60 Lb/ry= 75.88 MAXIMUM ALLOWABLE STRESSES Lblx/(O.5*~'*(ly*J)^0.5)= 90.45 TENSION = 9500 psi COMPRESSION: = 6092 psi ~ ~ BENDING: = 7999 psi _~L~ __ ALL BARS OKAY BY INSPECTION '-- ~ - . L~ ~ 3.574 REGIQNS Are~: 1,8768 Perimeter: 54,6695 Y~ -1,9884 -- 8,8111 Cen%poi~: X: 0,0000 Y: 0,0000 Moments oF inertia: X: 3,07~3 Y: 3,0661 Produce oP iner¢ic, XY:-0,6028 R~dJJ oF gyrc¢ion, X, 1,2797 Y: i,2783 Principal momenCs and X-Y directions cbou¢ cenCroid, l: 2,4664 along [0,7053 -0,7089] J, 3,6720 along [0,7089 0,7053] ALLOY NO. R~S~ON BY~ POU~ ~[iSON~ ~0~ P~ODUCTS CORP. , ~ ~ 5005 ~-t'~S ~MO~ tuG.AY ~,CAL 0.078. 0.062 ~. HO~ROOK, ~, YORK 11741 WA~ 2~ ~[sle~s ~ ~A~s OF FO~ S~ONS S~OOMS RNtSH 3 TITLE SECTION PROPERTIES o,~ NO. 8562, 4582C 4 90 DEGREE CORNER PART NO. 7C9, 7"fJ 5 DO NOT SCALE DRAWINGS SCALE 1 "=1" D~WN ~ LJD DW6. 6 TOLERANCES + ~ _ ~ ~PPROVED- ~AT[ OS-OS-03 7cg-7NFJ JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY SHEET NO: 2 CALCULATED BY: Lawrence Dulf~ CHECKED BY: Su~aLamsal OF: 33 DATE: 11/10/2003 DATE: 11/10~2003 LITE H COLUMNS WITH WINDOW JAMBS I*7111-TNFJ} ALLOY:6005-T5 INPUTS Allowable Stresses for Buildin~l Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L (in): 97.000 (~ = 19000 psi Radius of Gyration, r (in): 0.726 SPEC 3.4.2 2 EDGE Width of Section, b (in): 1.134 ~ -- 19000 psi Corresponding Thickness, t (in): 0.050 SPEC 3.4.7 SHEAR Height of Section, h (in): 3.004 (~ = 51000/(k'L/r)^2 = 2857 psi Corresponding Thickness, t (in): 0.050 SPEC 3.4.9 Unbraced Length, Lb (in): 97.000 (~= 23.1-0.25(b/t) = 17430 psi Radius of Gyration, ry(in): 0.726 SPEC 3.4.16 Moment of Inertia, Strong Axis (in4): 1.089 ~ = 27.3-0.29(b/t) = 20723 psi Moment of Inertia, Weak Axis (in4): 0.601 SPEC 3.4.18 Centroid to Outer Fiber Comp. Side, ~' (in): 1.596 (~ = 28000 = 28000 psi Torsional Constant, J (in4): 1.089 SPEC 3.4.20 (~ = 15.6-.099(h/t) = 9652 psi MEMBER CONSTANTS KL/r = 133.61 2 EDGE bit = 22.68 SHEAR hit = 60.08 L~/ry= 133.61 Lblx/(0.5*~'*(ly*J)^0.5)= 67.05 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi COMPRESSION: = 2857 psi BENDING: = 19000 psi 0.0¢2 ~ SHEAR = 9652 psi ALL BARS OKAY BY INSPECTION 0.050 ~ ~ ~ I 2525 = REGInNS Apec: 1,1393 Pepimetep~ 40,4717 Bounding box: X: -1.5203 -- 1,5548 Centro~d, X: 0,0000 Y: 0,0000 Moments oF inerti~ X: 1,0886 Y: 0,6005 Product o~ inertia: XY: -0,0021 Radii o~ gyration: X: 0,9775 Y: 0,7~60 Principal moments ~nd X-Y directions ~bout centroid: I~ 0,6005 ~Long [0,0044 -LO000] J: 1,0886 ~Long [LO000 0,0044] ALLOY ~0. R~ISION BY~ ~ FOUR S~ASONS SO~R PRODUCTS CORP. TEMPER 6105-T5, 6~-T5 1 U ~ 5~5 ~S ~MOE~ ~G~AY ~PICAL 0.050, 0.062 ~ ~ HO~ROOE, ~WYO~ t1741 W~L 3 TITLE SECTION PROPERTIES ~ .o. 5~2sa, ~5s2 ~ LITE H COLUMNS P~RT NO. =,~,=~ $ DO NOT SCALE DRAWlNGS SCALE~"=~' D~ BY UD DWG. ~PROVED ~ ~TE Oa-~-O~ 7111U-YNFd 6 TOLERANCES + ~ -~ JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY SHEET NO: 3 CALCULATED BY: Lawrence Duff/ CHECKED BY: Surya Lamsal OF: 33 DATE: 11/10/2003 DATE: 11/10/2003 ELECTRIC H COLUMN WITH WINDOW JAMBS (7145 7NFJ) ALLOY:6005-T5,6005-T5 INPUTS Allowable Stresses for Buildinq Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L (in): 97.000 (~ = 19000 psi Radius of Gyration, r (in): 1.035 SPEC 3.4.2 1 EDGE Width of Section, b (in): 0.612 o = 19000 psi Corresponding Thickness, t (in): 0.053 SPEC 3.4.7 2 EDGE Width of Section, b (in): 2.366 o = 51000/(k'L/r)^2 = 5810 ps~ Corresponding Thickness, t (in): 0.066 SPEC 3.4.8 SHEAR Height of Section, h (in): 3.045 o= 154/(b/t) = 13307 ps~ Corresponding Thickness, t(in): 0.065 SPEC 3.4.9 Unbraced Length, Lb (in): 97.000 o = 490/(b/t) = 13669 ps~ Radius of Gyration, ry (in): 1.640 SPEC 3.4.14 21000 = 21000 ps~ Moment of Inertia, Strong Axis (in4): 4.381 Moment of Inertia, Weak Axis (in4): 1.747 SPEC 3.4.15 Centroid to x-axis, ~', comp. side (in): 1.796 o = 183/(b/t) = 15813 ps~ Torsional Constant, J (in4): 4.381 SPEC 3.4.16 ~ = 580/(b/t) = 16180 ps~ MEMBER CONSTANTS SPEC 3.4.17 KL/r = 93.69 ct= 40.5-1.41(b/t) = 24182 ps~ 1 EDGE b/t= 11.57 SPEC 3.4.18 2 EDGE b/t = 35.85 o = 28000 = 28000 ps~ SHEAR hit = 46.85 SPEC 3.4.20 L~/ry= 59.16 o = 15.6-.099(h/t) = 10962 ps~ Lbl~/(0.5*~'*(ly*J)^O.5)= 43.07 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi COMPRESSION: = 5810 psi BENDING: = 15813 psi SHEAR = 10962 psi ALL BARS OKAY BY INSPECTION ~ ~ 0.0~ = 2.05g =~ -. 2.05& ~ 4.114 REGIBNS Apec: 1,6~97 Pepimetep: 50,9679 Bounding box: X~ -~,6815 -- 2,6828 Y: -1,2666 -- 1,7956 Cen~poid: X: 0,0000 Y: 0,0000 Nomen~s oF inep~ic: X: 1.7468 Y: 4,3809 Ppoduc~ oF inep~i~: XY: 0.0017 Rcdii oF ~yp~tion: X: 1,0353 Y~ 1.6396 Ppincipc1 moments ~nd X-Y dipections cbou~ cen~poid: I: 1,7468 c~ong [1,0000 0,0007] J: 4,3809 c~ong [-0,0007 1.0000] U ~ 5005 ~s ~MO~ HIG~AY ~ICAL 0.066, 0.062 W~ ~ ~ HO~ROOK. ~ YO~ 11741 TITLE SECTION PROPERTIES DIE NO, 5339C, 45~2 ELECTRIC H COLUMN DO NOT SCALE DRAWINGS SCALE1"=1" D~WN BY MD DWG, TOLERANCES + ~ _ ~ ~PROVED ~ ~TE 08-0~-0~ 7145-7NFJ JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY 7 IN 12 F_AVE WITH WINDOW JAMB i7E7B 7t33) ALLOY:6005-T5 INPUTS Allowable Stresses for Buildino Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L (in): 298.000 (~ = 19000 psi Radius of Gyration, r_(in): 1.283 SPEC 3.4.2 1 EDGE Width of Section, b (in): 0.835 o = 19000 psi Corresponding Thickness, t (in): {~. 115 SPEC 3.4.7 2 EDGE Width of Section, b (in): 2.378 o = 51000/(k'L/r)^2 = 945 psi Corresponding Thickness, t (in): 0.080 SPEC 3.4.8 SHEAR Height of Section, h (in): 4.648 o= 23.1-0.79(b/t) = 17361 psi Corresponding Thickness, t(in): 0.080 SPEC 3.4,9 Unbraced Length, Lb (in): 48.000 (== 23.1-0.25(b/t) = 15668 psi Radius of Gyration, ry(in): 1.283 SPEC 3.4.14 Moment of Inertia, Strong Axis (in4): 3.283 cr = 21000 = 21000 psi Moment of Inertia, Weak Axis (in4): 2.513 SPEC 3.4.15 Centroid to Outer Fiber Comp. Side, ~ (in): 2.834 o = 27.3-0.93(b/t) = 20544 psi Torsional Constant, J (in4): 3.417 SPEC 3.4.16 c~= 27.3-0.29(b/t) = 18679 psi MEMBER CONSTANTS SPEC 3.4.18 KL/r = 232.27 o = 28000 = 28000 psi 1 EDGE b/t = 7.26 SPEC 3.4.20 2 EDGE b/t = 29.73 o= 15.6-.099(h/t) = 9848 psi SHEAR h/t= 58.10 Lb/ry= 37.41 Lblx/(0.5*~'*(ly*J )^0.5)= 25.42 .*XIMU. A''OWABLES,RESSES \ TENSION = 19000 psi ¢ COMPRESSION: = 945 psi l.;:- ~, ~} BENDING: = 18679 psi SHEAR = 9848 psi ALL BARS OKAY_B~.INSPECTION ~ ~,' ........ SHEET NO: 4 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11110/2003 Outdoor Lieit&g...Xndoor~l~'i ~- -- -; 2.2G4G ~ = I .G~333 ~- 3.0470 - ................ REOIONS ................ Area: 1.526 sq in Perimeter: 40.805 in Bounding box: X: -2.272 -- 1.683 Y: -2.43g -- 2.8~4 Centroid: X: 0.000 in Y: 0.000 in Moments of inertia: X: ~.283 sq in sq in Y: 2.513 sq in sq in Product of inertia: XY: 0.348 sq In sq in RadH of gyration: X: 1.467 in Y: 1.285 in Principal moments (sq in sq in) and X-Y directions about centrold: h 2.37g along [O.35g 0.95~] J: ~.417 along [-o.g~3 0.359] ALLOY ~ ~ HO~ROOK, NEW YORK t1741 WALL DE~GN[~ ~D M~UFACTUR[S OF FO~ S[ASONS SUNROOMS ~NISH TITLE SECTION PROPERTIES ~,~ 7 IN 12 EAVE ~r ~o. 7~,7~33 DO NOT SCALE DRAWINGS SCALEI"=I'' B~WN BY LJO ;DWG, TOLERANCES + ~ _ ~ ~PROVED ~ DATE 09-24-05 %7--7133 O~tdoor 4GBA LITE RAFTER BAR ALLOY:6005-T5 JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY SHEET NO: 5 CALCULATED BY: Lawrence Duffy CHECKED ElY: Surya Lamsal OF: 33 DATE: 11/10/2003 DATE: 11/10/2003 Allowable Stresses for Building INPUTS Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L (in): 135.000 ~ = 19000 psi Radius of Gyration, r (in): 0.593 SPEC 3.4,2 2 EDGE Width of Section, b (in): 1.395 c~ = 19000 psi Corresponding Thickness, t (in): 0.090 SPEC 3.4.7 SHEAR Height of Section. h (in): 2,440 c~ = 51000/(k'L/r)^2 = 982 psi Corresponding Thickness, 1 (in): 0.090 SPEC 3.4.9 Unbraced Length, Lb (in): 135.000 cr = 23.1-0.25(b/t) = 19225 ps~ SPEC 3.4.14 Radius of Gyration, ry (in): 0.593 Moment of Inertia, Strong Axis (in4): 0.783 21000 = 21000 psi SPEC 3.4.16 Moment of Inertia, Weak Axis (in4): 0.379 Centroid to Outer Fiber Comp. Side, ~' (in): 1.281 21000 = 21000 psi SPEC 3.4.18 Torsional Constant, J (in4): 0.783 28000 = 28000 ps~ SPEC 3.4.20 11000 = 11000 ps~ MEMBER CONSTANTS KL/r = 227.85 SHEAR blt = 15.50 2 EDGE h/t = 27.11 L~ry= 227.85 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi COMPRESSION: = 982 psi BENDING: = 19000 psi SHEAR = 11000 psi ALL BARS OKAY BY INSPECTION Lblx/(O.5*~'*(lY*J)^0.5)= 102.06 O.OSO0~ 0.6551 ~.7~ O0 ~4400 U U 1.2812 0.0~00 ~ 2,4400 ' 0.8551 = [ = 0,8549 ~ I .7100 '---~I ................ REfiIONS ................ Area, 1,0796 sq Perimeter, 23.4878 Bounding box, X, -0.8551 -- 0.8549 Y, -1.1588 -- 1.8818 in Centro)d: Y~ O.O000 In Moments oF Inertlc: X~ 0.7826 sq in sq in Y~ 0,3790 sq in sq in Product oF inertio, XY~ 0.0000 sq in sq Radii o? gyration: X, 0.8514 In Y, 0.5925 in Ppincip~l moments (sq mn sq i~) ~nd X-Y direc~ions ~bou~ cen~roid, I~ 0.3790 ~[ong [0,0000 1.0000] J, 0.78~6 ~[ong [-1.0000 0.0000] Section Hoduius~ Sx Top, 0.611 Sx Bo~ 0.675 Sy LeF~ 0.443 Sy Right: 0.443 in3 ~LOY NO, R~ISION BY~ ~ FOUR SEASONS SO~ PRODUCTS CORP. EMPER 6005--T5 1 ~ ~ 5005 V~'t~S ~0~ HIG~AY WPiCAL o.ogo 2 DE.GNUS ~ ~A~S OF FO~ S~ONS S~O0~S ~NISH 3 TITLE SECTION PROPERTIES DiE NO. 3416 2-1/2" LITE RA ER BAR P~T NO. ~GBA 5 DO NOT SCALE DRAW)NGS SC~EI"=I'' D~ BY LJD DWG, 6 TOLERANCES + ~ _ ~ APPROVED- ~ ga-m-03 ~GBA JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY SHEET NO: 6 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 4HBA HEAVY RAFTER BAR ALLOY:6005-T5 INPUTS Allowable St:e~_~e~ for Bulld~na Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L (in): 135.000 ~ = 19000 psi Radius of Gyration, r (in): 0.648 SPEC 3.4.2 2 EDGE Width of Section, b (in): 1.233 o = 19000 psi Corresponding Thickness, t (in): 0.140 SPEC 3.4.7 SHEAR Height of Section, h (in): 2.440 (~ = 51000/(k'L/r)^2 = 1175 psi Corresponding Thickness, t (in): 0.140 SPEC 3.4.9 Unbraced Length, Lb (in): 135.000 (~ = 23.1-0.25(b/t) = 20898 psi Radius of Gyration, ry (in): 0.648 SPEC 3.4.14 Moment of Inertia, Strong Axis (in4): 1.051 o = 21000 = 21000 psi Moment of Inertia, Weak Axis (in4): 0.505 SPEC 3.4.16 Centroid to Outer Fiber Comp. Side, ~' (in): 1.321 o = 21000 21000 psi Torsional Constant, J (in4): 1.051 SPEC 3.4.18 o = 28000 = 28000 psi _ SPEC 3.4.20 (~ = 11000 = 11000 psi MEMBER CONSTANTS K!_/r = 208.33 SHEAR b/t = 8.81 2 EDGE hit = 17.43 L~/ry= 208.33 Lblx~(0.5*~f*(ly*J)^0-5)= 98.07 MAXIMUM ALLOWABLE STRESSES TENSION= 19000 psi [~ !~ ~_ COMPRESSION: = 1175 psi BENDING: = 19000 psi 0,1400 --,'- '"'--- i/ ................ REGIONS ................ Area: 1.6594. sq in Perimeter: 21.,:3252 in Bounding box: X: -0.8551 -- 0.854-9 in Y:-1.1189 -- 1.3211 in Centroid: X: 0.0000 in Y: 0.0000 in Moments of inertia: X: 1.0514. sq in sq in Y: 0.5045 sq in sq in Product of inertia: XY: 0.0000 sq in sq in Rodil of gyration: X: 0.7960 in Y: 0.5514 in Principal moments (sq in sq in) end X-Y directions about centroid: I: 0.504-5 along [0.0000 1.0000] J: 1.05t4 along [-1.0000 0.0000] Section blodulus: Sx Top: 0.7959 inA3 Sx Bat: 0.9396 in" Sy Left: 0.59 in"3 Sy Right: 0,59 in"3 ALLOY NO. REVISION BY~ FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005--T5 1 ~ 5005 VL'"I'ERANS ~EMORIAL HIGH~AY TYPICAL 0.140 HOLBROOK, NEW YOR~ 11741 WALL 2~ D~'S[GNERS AND ]~.WUF*C'I'URES OF FOUR SEASONS SUNRO0.S FINISH ~ 3 TITLE SECTION PROPERTIES 4. 2-1/2" HEAVY RAFTER BAR PART NO. 4-HBA 5 DO NOT SCALE DRAWINGS SCALE1"_--1" DRAWN BY LJD DWG. %PPROVED ~ DATE 08-12-03 4HBA 6 TOLERANCES + ~ -~ ~>-~ ~a.~ ~,,~o*, ,~,~ JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY SHEET NO: 7 OF: 33 CALCULATED BY: Lawrence Duff'J DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 1t/10/2003 Outdoor 5LB5 LITE RAFTER BAR ALLOY:6005-T5 iNPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L (in): 135.000 (~ = 19000 psi Radius of Gyration, r (in): 0.868 SPEC 3.4.2 2 EDGE Width of Section, b (in): 2.151 ~ = 19000 psi Corresponding Thickness, t (in): 0.100 SPEC 3.4.7 SHEAR Height of Section, h (in): 5.000 (~ = 51000/(k'L/r)^2 = 2106 psi Corresponding Thickness, t (in): 0.100 SPEC 3.4.9 Unbraced Length, Lb (in): 135.000 (~ = 23.1-0.25(b/t) = 17724 psi Radius of Gyration, ry (in): 0.868 SPEC 3.4.14 Moment of Inertia, Strong Axis (in4): 4.729 (~ = 21000 = 21000 psi Moment of Inertia, Weak Axis (in4): 1.219 SPEC 3.4.16 Centroid to Outer Fiber Comp. Side, ~' (in): 2.659 ~-- 21000 = 21000 psi TorsionalConstant, J (in4): 4.729 SPEC 3.4.18 MEMBER CONSTANTS o = 28000 = 28000 psi KL/r = 155.60 SPEC 3.4.20 2 EDGE b/t = 21.51 (~ = 15.6-.099(h/t) = ~10650 psi SHEAR hit = 50.00 L~/ry= 155.60 Lblx/(0.5*'~'*(ly *J )^0.5)= 26.18 M*XIMU, AL'OWAB'E STRESSES TENSION = 19000 psi I COMPRESSION: = 2106 psi BENDING:= 19000 psi SHEAR = 10650 psi ~=~ § - ALL BARS OKAY BY INSPECTION , ~ I .0000 ................ ~[Glfl~8 ................ A~ea, 1,6198 Perimeter~ 33.9~56 Bounding box: X~ -1.31~0 -- 1.3180 Cen~rold, X: 0.0000 Y: 0.0000 R~dlt of Oypa~lon: X: 1.7086 Y, 0.8676 D 1.~19~ alono [0.0000 1.0000] J: 4.7887 ~long [-1.0000 0.0000] ~ I .0000 © ALLOY ~o. REViSiON BY FOUR SEASONS SOI~R P~OggOTS gOR~. ~ER 6005--T5 1 ~ ~ 5~5 ~S ~0~ mG~*Y ~PICAL 0.010 ~ ~ HO~RO0~ NEWYO. ,1741 WALL 2 D~SIG~ ~ ~A~S OF ~ S~ONS ~OOMS FINISH ~ T~TL~ ~ECTION P~0PE~TE~ o,~ .o. ~s~ 5" LITE BAR Part NO. 5LB5 5 DO NOT SCALE ORAWlNGSSOALE3/4'=I' D~N BY ~O DWG. 6 TOLERANCES + N --N APPROVED ~ DAE og-ls-o~ 5LB5 ~,~ ~,~a'~ ~u~, s~--~ M*,,~'~,~ JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY SHEET NO: 8 OF: 33 CALCULATED BY: Lawrence Duff-/ DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 O~tdoor 4HCX HIP BEAM ALLOY:6005-T5 INPUTS Allowable Stre-~-~e-~ for Building Effective Length Factor, k: 1.000_ SPEC 3.4.1 Length, L (in): 175.000 (~ = 19000 psi Radius of Gyration, r (in): 0.628 SPEC 3.4.2 2 EDGE Width of Section, b (in): 3.235 o = 19000 psi Corresponding Thickness, t (in): 0.160 SPEC 3.4.7 SHEAR Height of Section, h (in): 4.360 o = 51000/(k'L/r)^2 = 657 psi Corresponding Thickness, t (in): 0.160 SPEC 3.4.9 Unbraced Length, Lb (in): 175.000 ~= 23.1-0.25(b/t) = 18045 psi Radius of Gyration, ry(in): 0.628 SPEC 3.4.14 Moment of Inertia, Strong Axis (in4): 6.270 o = 21000 = 21000 psi Moment of Inertia, Weak Axis (in4): 1.045 SPEC 3.4,16 Centroid to Outer Fiber Comp. Side, ~' (in): _ 2.307 ~ = 21000 = 21000 psi Torsional Constant, J (in4): 6.270 SPEC 3.4.18 (~ = 28000 = 28000 psi MEMBER CONSTANTS SPEC 3.4,20 KL/r = 278.66 c~= 11000 = 11000 psi 2EDGE b/t= 20.22 SHEAR h/t = 27.25 L~/ry= 278.66 Lblx/(0.5*~'*(ly*J)^0.5)= 25.29 MAXIMUM ALLOWABLE STRESSES - TENS O" = 1go00 pei COMPRESSION: = 657 psi BENDING: = 19000 psi SHEAR = 11000 psi 0 ALL BARS OKAY BY INSPECTION 0,3750 I ' o 0,t600 '-~ u~ ~ 0.&547 ................ REGIONS ................ Bour~j box: X: -0,85~ -- 0,855 in h 1.045 along [0.000 1.000] ALLOY NO. REVISION BY~ FOUR SEASONS SOLAR PRODUCTS CORP. TEUPER 6005--T5 1 6~ 5005 'VETERANS MEMORIAL ~GHI~AY TYPICAL 0.160 ~ HOLBROOK, NE~ YORK 11741 WALL 2j DESIGNERS &NI) I~,iN-I~'~.C'I'I,.TI~S OF FOU'R SEASONS SI.~II~OOMS FiNISH .,., .~ TITLE SECTION PROPERTIES [~,E NO. 2770 ,~ 2,30 SERIES HiP BAR >ART NO. 4HCX 5 DO NOT SCALE DRAWINGS SCAL£1"=I'' DRAWN BY LJODWG. 6 TOLERANCES -~-"~ _ ,,~ APPROVED ,.. DATE 09-24--03 4-HCX JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY SHEET NO: 9 RIDGE 8FRG ALLOY:O063-T5 Allowable Stresses for Buildin.q SPEC 3.4.1 ~ = 9500 SPEC 3.4.2 o = 9500 SPEC 3.4.7 c~ = 8.9-0.037(kL/r) SPEC 3.4.8 ~.= . . 1?-_0.22(b/t) . SPEC 3.4.9 o = 10-0.071(b/t) SPEC 3.4.15 o: 9500 SPEC 3.4,16 o = 9500 SPEC 3.4.20 ~ = 5500 psi psi 7336 psi = 8308 psi = 9454 psi = 9500 psi = 9500 psi = 5500 _psi CALCULATED BY: Lawrence Duffy CHECKED BY: Sur~a Lamsal OF: 33 DATE: 11/10/2003 DATE: 11/10/2003 INPUTS Effective [:ength Factor, k: 1.000 Length, L (in): 36.600 Radius of Gyrafipn, r (in): 0.866 1 EDGE W~dth of Section, b (in): 0.500 Corresponding Thi(~kn_ess, t (in!~ 0.065 2 EDGE W_~dth o_f Se_ction, b (!n): 0.500 Corresponding Thickness, t (in): 0.065 SHEAR Height of Section, h (in): 1.555 Corresponding Thickness, t (in): 0.065 Unbraced Length, Lb (in): 37.000 Radius of Gyration, ry (in): 1.709 Moment of Inertia, Strong Axis (in4): 3.819 ~oment of Inertia, Weak Axis (in4): 0.979 Centroid to Outer Fiber Comp. Side, '~' (in): 1.479 Torsional Constant, J (in4): 3.819 MEMBER CONSTANTS KL/r = 42.26 1 EDGE b/t= 7.69 2 EDGE bit = 7.69 SHEAR hit = 23.92 L~/ry= 21.65 L~lx/(Q 5*~'*(ly*J)^0.5)= 12.83 MAXIMUM ALLOWABLE STRESSES TENSION = 9500 psi COMPRESSION: = 7336 _psi BENDING: = 9454 psi SHEAR = 5500 psi ALL BARS OKAY BY INSPECTION 0 ~ 3.110~ =" ~.] I 15 ~" -'"'- G.2224 ~"' ................ REGIONS ................ Arecx~ 1,307 sq in Perimeter: 40,366 in Bounding box: X~ -3,128 -- 3,129 in Y~ -1,820 -- 1,487 in Centroid, X: 0,000 in Y, 0,000 in Moments oF inertia: X~ 0,979 sq in sq in Y~ 3.819 sq in sq in P~oduct oF ine~tia~ XY: 0.000 sq in sq in R~dli o¢ gyration: X: 0,866 in Y: 1.709 in Principat moments (sq in sq in) and X-Y directions about centroid~ I~ 0,979 o. ton9 [1.000 0,000] J~ 3,819 o, ton9 [0,000 1,000] AllOy NO. REVISION BY~ FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6063--T5 I ~ 5005 VETERANS MEMORL~ HIGH~AY TYPICAL 0.065 HO~BROOK, NE~ YORK 11741 WAll 2~ DESlGI~_.RS *~D ]/~n~'ACTURES OF FOUR SEASOSS StlNROOMS FINISH ~ 3 TITLE SECTION PROPERTIES D,E No. ~988 ,~ CONSERVATORY RIDGE PAra NO. 6r.c 5 DO NOT SCALE DRAWINGS SCALE1"_--1" DRAWN BY LJO BWG. 6 TOLERANCES -I-~-, _ ~ APPROVED ~ DATE 09-24-03 8FRG-8FRG ~,~,~,.~ ~,~..~.~ ~a,,~',~,~ JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY SHEET NO: 10 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/1012003 CHECKED BY: Surya Lamsal DATE: 11110/2003 O~oor Li~i~g.,.IndoorS~O'i - 4AH TRUSS BAR ALLOY:6005-T5 INPUTS Allowable Stresses for Buildin~l Effective_ L_ength Factor, k: 0.650 SPEC 3.4.1 Length, L (in): 150.000 ~ = 19000 psi Radius of Gyration, r (in): 0.569 SPEC 3.4.2 1 EDGE Width of Section, b (in): 1.750 o = 19000 psi Corresponding Thickness, t (in): 0.089 SPEC 3.4.7 2 EDGE Width of Section, b (in): 1.710 o = 51000/(k*L/r)~2 = 1737 psi Corresponding Thickness, t (in): 0.089 SPEC 3.4.8 SHEAR Height of Section, h (in): 1.750 ~ = 154/(b/t) = 7832 psi Corresponding Thickness, t (in): 0.089 SPEC 3.4.9 Unbraced Length, Lb (in): 150.000 ~= 23.1-0.25(b/t) = 18297 psi Radius of Gyration, ry(in): 0.719 SPEC 3.4.11 Moment of Inertia, Strong Axis (in4): 0.232 o = 87000/(Lb/fy)^2 = 1999 psi Moment of Inertia, Weak Axis (in4): 0.145 SPEC 3.4.15 Centroid to Outer Fiber Comp. Side, ~' (in): 1.128 o = 183/(b/t) = 9307 psi Torsional Constant, J (in4): 0.232 SPEC 3.4.16 o= 21000 = 21000 psi MEMBERCONSTANTS SPEC 3.4.17 Kl_/r = 171.35 o = 4900/(b/t)^2 = 12674 psi 1 EDGE b/t = 19.66 SPEC 3.4.18 2 EDGE b/t = 19.21 o = 28000 = 28000 psi SHEAR h/t = 19.66 SPEC 3.4.20 L~/ry= 208.62 o= 11000 = 11000 psi Lblx/(0,5*~'*(ly*J)^0.5)= 166.27 MAXIMUM ALLOWABLE STRESSES f TENSION = 19000 psi ~ COMPRESSION: = 1737 psi ALL BARS OKAY ~0 _ BENDING: = 1999 psi BY INSPECTION SHEAR = 11000 psi ~l 0~554 AREA OF THE SAR = 0.448 SQ IN __... 0.,554 ALLOWABLE COMPRESSIVE FORCE = 778 # ~I_ 1.7 IOO _J ~ 0.8554 ~ ~ 0.854G ~ = 1.7100 --"'"' I d ................ REGIONS ................ Area: 0.448 sq in Perimeter: 10.254 in Sounding box: X: -0.855 -- 0.855 in Y: -0.622 -- 1.128 in Centroid: X: 0.000 in Y: 0.000 in Moments of inet{ia: X: 0.14.5 sq in sq in Y: 0.232 sq in sq in Product of inet'do: XY: 0.000 sq in sq in Radii of gyration: X: 0.,569 in Y: 0.719 in Principal moments (sq in sq in) and X-Y directions about aentroid: I: 0.14,5 along [1.000 0.000] d: 0.22)2 along [0.000 1.000] SECTION MODULUS Sx TOP: 0.129 IN3 Sx BOT: 0.233 IN3 Sy LEFT: 0.274 tN3 Sy RIGHT: 0.274 IN3 ALLOY REVISION BY? =_ ~'ouR SEASONS SOLAR ?RODUCTS COt~?. TEMPER 6105--T6 O ~ §00§ VETERANS )IEMORIAL HIGHWAY TYPICAL 0.089 ~i HOL13ROOK, NEW YORK I t?41 WALL DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH TITLE SECTION PROPERTIES DIE No. TRUSS BAR PART No. DO NOT SCALE DRAWlNCSSOALEI"=I'' 0PAWN BY LJODWG. TOLERANCES ~-~ --r-~ APPROVED ~ DAT£ 09-2~-03 4AH ~Ou~ tdoor £i~tng...lndoor~'~ JOB: SILL (7CS) TO FOUNDATION FASTENERS: 2 0.500 "X 3,000" 230 SUN AND STARS: GEORGIAN CONSERVATORY AND 16" D.C. SHEET NO: 11 CALCULATED BY: Lawrence Duffy CHECKED BY: Surya Lamsal OF: 33 DATE: 11/10/2003 DATE: 11/10/2003 LAG BOLTS IDETAIL ON I ALLOWABLE CONNECTION BEARING Al: AIIny of Piece 1: 6005-T5 Pn~ = 2(D1)(T1)(Fa~Ynu =( .500 )( .055 )( 38 )2/2.34= 893.2 # TI: Ttlickness of Piece 1 (in): .085 Fastener Type: LAG BOLTS Pa~ = NS * Pnsm~~ =( 2 )( 893.2 )= 1786.3 # ALLOWABLE CONNECTION TENS ION Pn~ =(D2-D1)~I)(~)(Cy~ ThmadType: SPACED THREADS Crown (C) or Valley (V) Fastening: C D2: Diameter of Head/Washer (in): 1.5 DI: Nominal Diameter of Fastener (in): 0.500 L: Length of Fasteners (in): 3.000 Ns: Number of Screws: 2 =( 1.5 0.5 )( .055 X 38 )( 1 )/3= 696.7 # Pal = Ns* Pn~n =( 2 X 696.7 ) = Aluminum AiIov Structural Values 1393.3 # F~u~: Ultimate Tension of Piece 1 (ksi): 38 F~y~: Yield Tension of Piece I (ksi): 35 WASHER OF 1.$" 18" O,C, WILL CONTIBUTE A MAXIMUM OF 85~ BASED ON A 0.1" DEFLECTION OF SILL. MAXIMUM ALLOWABLE LOADS SHEAR: 1786.3 # TENSION 1478,3 # NOTE: THESE CALCULATIONS PERTAIN TO THE CONNECTIONS UP TO, BUT NOT INCLUDING, THE CONNECTIONS TO THE EXISTING STRUCTUEE AND/OR ANY NEW CONSTRUCTION. THE CONNECT/ONE TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION MUST BE ANALYZED ACCORDING TO CONDITIONS SPECIFIC TO EACH JOB BY OTHERB. UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,E,BP,BF,BT SILL TO CORNER COLUMN JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY SHEET NO: 12 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11110/2003 CHECKED BY: Susa Lamsal DATE: t 1110/2003 FASTENERS: 8 0.164 "X 0.500" TEK SCREWS Eauatlon InDUtS ALLOWABLE CONNECTION BEARING Al: Alloy of Piece 1: 6005-T5 P., = 2(D1)(TI)(Ftu~)/r~ TI: Thickness of Piece 1 (in): .055 =( .164 )( .055 )( 38 )2/2.34= 293.0# A2: AIIoy of Piece 2: 6063-T5 Pr~ = 2( D1)(T2)(Ftu2)/nu T2: Thickness of Piece 2 (in): .062 =( .164 X .062 )( 22 )2/2.34 = 191.2 # Fastener Type: TEK SCREWS Pas =((T2)(T2)(T2)(D 1 ))E0-5 *4.2(Ftu2) forT2 <= T/ Thread Type: SPACED THREADS =(( ~062 )( .062 )( .062 X 0.164 ))E0.5'4.2( 22000 )=N/A Crown (C) or Valley (V) Fastening: C Pas = Ns * Pns~n D2: Diameter of Head/Washer (in): .322 =( 8 )( 191.2 )= 1529.5 # Dl : Nominal Diameter of Fastener (in): 0.164 L: Length of Fasteners (in): 0,500 Asn: Thread Stripping Area of Internal Thread (Per Jnch): 0,014 ALLOWABLE CONNECTION TENSION n, Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ftul)(Cyrk tc, Thread Engagement Depth: 0.062 =( .322 - 0.164 )( .055 )( 38 )( 1 )/3= 110.1# Ns:NumberofScrews: 0 Pnot = (Ks)(D1)(tcXFty2)/ns = 54.8 # Pat =Ns*Pr~n =( 8 X 54.8 ) 438.2 # Aluminum Alloy Structural Valuea Ftul: Ultimate Tension of Piece I (ksi): 38 Fwd: Yield Tension of Piece I (ksi): 35 F~: Ultimate Tension of Piece 2 (ksi): 22 Fwd: Yield Bearing of Piece 2 (ksi): 16 MAXIMUM ALLOWABLE LOADS Coeffleclents SHEAR: 1529.5 # Coeffiecient, Ks = 1.01 TENSION 438.2 # Coeffiecient 2/n = 0.0625 Coeffiecient, 4In = 0,125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,ST JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY SHEET NO: 13 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Susa Lamsal DATE: 11/10/2003 SILL TO LITE H COLUMN F^STE.ERS= 6 0.1.'X 0.500"TEK SCR= VS ALLOWABLE CONNECTION BEARING Al: Alloy of Piece 1: 6005-T5 Pns= 2(DI](T1)(F~yn~ TI: Thickness of Piece 1 (in): .055 =( .164 )( .055 )( 38 )2/2.34 = 293.0 # A2: Alloy of Piece 2: 6005-T5 Phs = 2( D1 )(T2)(F~)/nu T2: Thickness of Piece 2 (in): .05 =( .164 X .05 )( 38 )2/2.34 = 266.3 # Fastener Type: TEK SCREWS Phs =((T2)(T2)(T2)(D1)}E0.5 '4.2(F~) for T2 <= Tf Thread Type: SPACED THREADS =(( .05 )( .05 )( .05 )( 0.164 ))E0.5'4.2( 38000 )=722.6 Crown (C) or Valley (V) Fastening: C Pa~ = Ns * Prison D2: Diameter of Head/Washer (in): .322 =( 6 )( 266.3 )= 1597.9 # DI: Nominal Diameter of Fastener (in): 0.t64 L: Length of Fasteners (in): 0.500 #8 FASTENER MAXIMUM SHEAR IS 2t6.5~ Asn: Thread Stripping Area of internal Thread (Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n, Threads Per Inch: 32 Pnov =(D2-D1)(T1)(F=~)(C)/rk tc, Thread Engagement Depth: 0.05 =( .322 - 0.164 )( .055 )( 38 )( 1 )/3= 110.1# Pno~ = (KsXD1)(tcXFty2)/ns Ns: Number of Screws: 6 = 96.6 # Pat = NS * Pn, n~ =( 6 )( 9~.6 ) = 579.7 # Aluminum AIIov Structural Values F~: U~timate Tension of Piece 1 (ksi): 38 F~: Yield Tension of Piece 1 (ksi): 35 F~2: Ultimate Tension of Piece 2 (ksi): 38 F~: Yield Bearing of Piece 2 (ksi): 35 Coefflecients SHEAR: ~299.0 # Coefliecient, Ks = 1.01 TENSION 570.7 # Coeffiecient 2/n = 0.0625 Coeffiec[ent, 4In: 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY SHEET NO: 14 OF: 33 SILL TO ELECTRIC H COLUMN CALCULATED BY: Lawrence Duff./ DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 FASTENERS: 6 0.164 "X 0.500" TEK SCREWS ]DETAIL ON I Eau, Won InDuts; ALLOWABLE CONNECTION BEARING Al: Alloy of Piece 1: 6005-T5 P~ = 2(D1)(T1XFtu~)/n. TI: Thickness of Piece 1 (in): .055 =( .164 )( .055 )( 38 )2/2.34= 293.0# A2: AIIoy of Piece 2: 6005-T5 P., = 2( D1)(T2)(Ru2yn~ T2: Thickness of Piece 2 (in): =( .164 X .066 )( 38 )2/2.34 = 351.5 # Fastener Type: TEK SCREWS PhS =(('r2)(T2)(T2XD1))E0.5 '4.2(Ft~2) f~/'2 <= T1 Thread Type: SPACED THREADS =(( .066 )( .066 X .066 )( 0.164 ))E0.5'4.2( 38000 )= N/A Crown (C) or Vatley (V) Fastening: C Pas = Ns * Pesmtn D2: Diameter of Head/Washer (in): .322 =( 6 X 293.0 )= 1757.7 # DI: Nominal Diameter of Fastener (in): 0.164 L: Length of Fasteners (in): 0.500 #8 FASTENER MAXIMUM SHEAR IS 216.5# ALLOWABLE CONNECTION TENSION Asn: Thread Stripping Area of Internal Thread (Per h~ch): 0.014 n, Threads Per Inch: 32 tc, Thread Engagement Depth: 0,066 Pnov =(D2-D1)('I'I)(F~,~)(C)/ns =( .322 - 0.164 )( .055 )( 38 X I )/3= 110.1# Ns: Number of Screws: 6 P.o, = ((Ks)(D1){Fty2X4/n-tc)+3.26(D 1XFtu2)(tc~2/n)¥ns = 137.7 # Pst = Ns * Pn,.,,~ =( 6 )( 110.1 ) 660.4 # Aluminum Alloy Structural Valuea F~: Ultimate Tension of Piece 1 (ksi): 38 F~,~: Yield Tension of Piece 1 (ksi): 35 Ftc: Ultimate Tension of Piece 2 (ksi): 38 Ftc: Yield Bearing of Piece 2 (ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffleclents: SHEAR: 1299.0 # Coeffiecient, Ks = 1.01 TENSION 660.4 # Coeffiecient 2/n = 0.0625 Cneffiecient. 4In = 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY SHEET NO: 15 OF: 33 CALCULATED BY: Lawrence Duff./ DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11110/2003 EAVE TO CORNER COLUMN FASTENERS: 8 0.164" X 0.500" TEK SCREWS ]DETAIL ON I ALLOWABLE CONNECTION BEARING Al: Alloy of Piece 1: 6005-T5 Pn8 = 2(D1 )(T1 )(F~y% TI: Thickness of Piece 1 (in): .08 =( .164 )( .08 X 38 )2/2.34 = 426.1 # A2: Alloy of Piece 2: 6063-T5 P~= = 2( D1XT2)(Ftu2)/nu T2: Thickness of Piece 2 (in): .062 =( .164 X .062 )( 22 )2/2.34 = 191.2 # Fastener Type: TEK SCREWS P,~ =((T2)(T2XT2)(D1))E0.5 *4.2(Flu2) for 7'2 <= T'/ Thread Type: SPACED THREADS =(( .062 X .062 )( .062 )( 0.164 ))E0.5'4.2( 22000 )=577.7 Crown(C)orValley(V)Fastening: C Pag = Ns * PnS,~n D2: Diameter of Head/Washer (in): .322 =( 8 X 191.2 )= 1529.5 # Dl : Nominal Diameter of Fastener (in): 0.164 L: Length of Fasteners (in): 0.500 Asn: Thread Stripping Area of Internal Thread (Pe~ Inch): 0.0t4 ALLOWABLE CONNECTION TENSION n, Threads Per Inch: 32 Pncv =(D2-D1)(TI)(F~u~)(Cyn~ tc, Thread Engagement Depth: 0.062 =( .322 - 0,164 )( ,08 )( 38 )( 1 )/3= 160.1# Ns: Numper of Screws: 8 P~ot = (Ks)(D1)(tc)(Fty2yns = 54.8 # Pat = NS * P~min =( 8 )( 54.8 ) = 438.2 # Aluminum Alloy Structural Values Ft.~: Ultimate Tension of Piece 1 (ksi): 38 Ftys: Yield Tension of Piece 1 (ksi): 35 F~: Ultimate Tension of Piece 2 (ksi): 22 F~: Yield Searing of Piece 2 (ksi): 16 MAXIMUM ALLOWABLE LOADS Coefflecients: SHEAR: 1529.5 # Coeffiecient, Ks = 1.01 TENSION 438.2 # Coeffiecient 2/n = 0.0625 Ceeffiecient, 4/n = 0,125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B.BP,BF,BT Outdoor JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY EAVE TO LITE H COLUMN FASTENERS: 6 0.164 "X 0.500 SHEET NO: 16 CALCULATED BY: Lawrence Dully CHECKED BY: Surya Lamsal TEKSCREWS OF: 33 DATE: 1111012003 DATE: 11110/2003 Enuetlon Inputs: ALLOWABLE CONNECTION BEARING Al: Alloy of Piece 1: 6005-T5 Phs = 2(D1)(T1)(F~u~)/nu TI: Thicknass of Piece 1 (in): .08 =( .164 )( .08 )( 38 )2/2.34 = 426.1 # A2: Alloy of Piece 2: 6005-T5 Phs = 2( D1 )(T2)(F~ynu T2: Thickness of Piece 2 (in): .05 =( .164 )( .05 X 38 )2/2.34= 266.3 # FastenerType: TEKSCRL=WS Pr~ =((T2)(T2XT2XD1))E0.5 *4.2(Flu2) for 'r2 <= Tf Thread Type: SPACED THREADS =(( .05 )( .05 X .05 )( 0.164 ))E0.5'4.2( 38000 )=722.6 Pas = Ns * PnSran Crown (C) or Valley (V) Fastening: C D2: Diameter of Head/Washer (in): .322 =( 6 )( 266.3 )= 1597.9 # Dl:NominaIDiameterofFaslener(in): 0,164 #8 FASTENER MAXIMUM SHEAR IS 216.~ L: Length of Fasteners (in): 0.500 ASh: Thread Stripping Area of Internal Thread (Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n, Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ftu~)(C)/n~ tc, Thread Engagement Depth: 0.05 =( .322 - 0,164 )( .08 )( 38 )( 1 )/3; 160.1 # Ns: Number of Screws: 6 Pnot TM (Ks)(D1)(tcXFty2)/ns = 96.6 # Pat = Ns* Pr~n =( 6 )( 96.6 ) = 579.7# Aluminum AIIov Structural Values Ftul: Ultimate Tension of Piece 1 (ksi); 38 Ft,/~: Yield Tension of Piece 1 (ksi): 35 Ftu2: Ultimate Tension of Pisea 2 (ksi): 38 F~2: Yield Bearing of Piece 2 (ksi): 35 MAXIMUM ALLOWABLE LOADS Coefflecients SHEAR: 1299.0 # Coeffiecient, Ks = 1.01 TENSION 579.7 # Coeffiecient 2/n = 0.0625 Coeffiecient, 4/n = 0.'125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY SHEET NO: 17 OF: 33 EAVE TO ELECTRIC H COLUMN CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/1012003 FASTENERS: 6 0.164"X 0.500" TEK SCREWS IDETAIL ON I Equation Inputs ALLOWABLE CONNECTION BEARING Al: Alloy of Piece 1: 6005-T5 p,s = 2(D1)(TI)(Fa~)/nu TI: Thickness of Piece 1 (in): .08 =( .164 )( .08 X 38 )2/2.34= 426.1 # A2: AIIoy of Piece 2: 6005-T$ Phs = 2( D1 )(T2XFtu2Y~ T2: Thickness of Piece 2 (in): .066 =( .164 X .066 )( 38 )2/2.34 = 351.5 # Fastener Type: TEK SCREWS Phs =((T2)(T2)(T2)(D1))E0.5 '4.2(~u~) for 72 <= Tf Thread Type: SPACED THREADS =(( .066 )( .066 )( .066 )( 0.164 ))E0.5'4.2( 38000 )= 1095.9 Crown(C)orValley(V)Fastening: C Pas = Ns * Pnsmi. D2: Diameter of Head/Washer (in): .322 =( 6 X 351.5 )= 2109.3 # Dl:NominaIDiameterofFastecer(in): 0.164 #8 FASTENER MAXIMUM SHEAR IS 216.5~ L: Length of Fasteners (in): 0.500 Ash: Thread Stripping Area of Internal Thread (Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n, Threads Per Inch: 32 Pnov =(D2-D1)(T1)(F~u~)(C)/n~ tc, Thread Engagement Depth: 0,066 =( .322 - 0.164 )( .08 )( 38 )( 1 )/3= 160.1# Ns: Number of Screws: 6 Pr~ TM ((Ks)(D 1)(Fty2)(41n-tc)+3.26(Dt }(Ft u2)(tc-2/n))~ns = 137.7 # Pat = Ns * Pn~, =( 6 X 137.7 ) = 826.3 # Aluminum Alloy Structural Valua~ F~u~: Ultimate Tension of Piece 1 (ksi): 38 F~: Yield Tension of Piece 1 (ksi): 35 Ftu2: Ultimate Tension of Piece 2 (ksi): 38 Fiyz: Yield Beadng of Piece 2 (ksi): 35 MAXIMUM ALLOWABLE LOADS SHEAR: 1299.0 # Coeffieclents: Coeffiecient, Ks = 1,01 TENSION 826.3 # Coeffiecient 2/n = 0,0625 Coeffiecient, 4/n = 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT calculations Conform to JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY SHEET NO: 18 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11110/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 114" EAVE CORNER SPLICE PLATE TO EAVE I FASTENERS: 6 0.250" X 1.000" TEK SCREWS ~DETAIL ON ~ ALLOWABLE CONNECTION BEARING P,~ = 2(D1)(T1)(F~y% Al: Alloy of Piece 1:5052-H32 TI: Thickness of Piece I (in): .25 =( .250 )( .25 )( 31 )2/2.34= 1656.0# A2: AIIoy of Piece 2: 6005-T5 P,~ = 2( D1XT2)(Ftu2)/n~ T2: Thickness of Piece 2 (in): .08 =( .250 )( .08 X 38 )2/2.34 = 649.6 # Fastener Type: TEK SCREWS Pr,, =(('F2)(T2)('F2)(D1))E0.5 *4.2(F;u2) for T2 <= Tf Thread Type: SPACED THREADS =(( .08 X .08 )( .08 )( 0.25 ))E0.5'4.2( 38000 )= 1805.7 Crown (C) or Valley (V) Fastening: C Pas = Ns * Pns,~n D2: Diameter of Head/Washer (in): =( 6 X 649.6 )= 3897.4 # DI: Nominal Diameter of Fastener (in): 0.250 L: Length of Fasteners (in): 1.000 114' FASTENER MAXIMUM SHEAR IS 492~ Asn: Thread Stripping Area of Internal Thread (Per Inch): 0.032 ALLOWABLE CONNECTION TENSION n, Threads Per Inch: 20 Pr,or =(D2-D1)('I'1 )(Ftu~XCyn~ tc, Thread Engagement Depth: 0.08 =( .48 - 0.25 )( .25 )( 31 )( I )/3= 594.2 # Ns: Number of Screws: 6 P,ot = (Ks)(D1)(tc)(Fty2yns = 280.0 # Pat = NS * Pnmtn =( 6 )( 280.0 ) 1680.0# Alumlnpm AIIov Structural Values F~u~: Ultimate Tension of Piece 1 (ksi): 31 Fry1: Yield Tension of Piece I (ksi): 23 Flu2: Ultimate Tension of Piece 2 (ksi): 38 F~: Yield Bearing of Piece 2 (ksi): 35 MAXIMUM ALLOWA-~L~- LOADS SHEAR: 2952.0 # Coeffiecient, Ks = 1.2 TENSION 1680.0 # Coeffiecient 2/n = 0.1 Coeffiecient, 4In = 0.2 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY SHEET NO: 19 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY; Susa Lamsal DATE: 11/10/2003 O~tdom' Ld~i~...X~doors (~ ~ 118" F_AVE CORNER SPLICE PLATE TO F_AVE FASTENERS: 6 0.164 "X 0.500 * TEKSCREWS, IDETAIL ON I ALLOWABLE CONNECTION BEARING Al: Alloy of Piece 1:3003-H14 Phs = 2(D1)(T1)(Ftu~}/nu TI: Thickness of P}ece 1 (in): .125 =( .164 )( .125 )( 20 )2/2.34 = 350.4 # A2: Alloy of Piece 2: 6005-T5 Pr~ = 2( D1XT2)(Ftu2)/nu T2: Thickness of Piece 2 (in): =( .164 )( .08 )( 38 )2/2.34= 426.1 # Faster~rType: TEKSCRL=WS Phs =(('r2)(T2)(T2XD1))EO.5*4.2(Ftu2)f°rT2<=Tl Thread Type: SPACED THREADS =(( .08 )( .08 )( .08 )( 0.164 ))E0.5'4.2( 38000 )=1462.5 Cmwn(C)orValley(V)Fastening: C Pas = Ns * Pnsm~ D2: Diameter of Head/Washer (in): .322 =( 6 )( 350.4 )= 2102.6 # DI: Nominal Diameter of Fastener (in): 0.164 L: Length of Fastenem (in): 0.500 ~ FASTENER MAXIMUM SHEAR IS 216.5~ Asn: Thread Stripping Area of Internal Thread (Per Inch): 0.018 ALLOWABLE CONNECTION TENSION n, Threads Per Inch: 32 Pr~v =(D2-D1)(TIXFtu~)(CY~ tc, Thread Engagement Depth: 0.08 =( .322 - 0.164 )( .125 )( 20 X 1 )/3= t31.7# Ns: Number of Screws: 6 ((Ks)(D1){Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns 221.8 # Pat = NS * Pr~ =( 6 )( 131.7 ) 790.0 # Aluminum AIIov Structural Values F,u~: Ultimate Tension of Piece 1 (ksi): 20 F~F Yield Tension of Piece I (ksi): 17 F,u2: Ultimate Tension of Piece 2 (ksi): 38 Ftc: Yield Bearing of Piece 2 (ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffleclent~ SHEAR: 1299.0 # Coeffiecient, Ks = 1.2 TENSION 790.0 # Coeffiecient 2/n = 0.0625 Coeffiecient, 4/n = 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY SHEET NO: 20 OF: 33 118"" CLIP ANGLE TO EAVE CALCULATED BY: Lawrence Duffy DATE: 11110/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 FASTENERS: 6 0,190 "X 1.250" TEK SCREWS ]DETAIL ON Eouatlon InPuts ALLOWABI-E CONNECTION BEARING Al: Alloy of Piece 1: 6063-T5 Pr~ = 2(D1)(TtXF~Ynu TI: Thickness of Piece 1 (in): .125 =( .190 )( .125 )( 22 )2/2.34= 446.6# A2: AIIoy of Piece 2: 6005-T5 Phs = 2( D1XT2)(Ft~2)/n. T2: Thickness of Piece 2 (in): .00 =( .190 )( .08 )( 38 )2/2.34 = 493.7 # Fastener Type: TEK SCREWS P.s =((T2)(T2)('r2){D1))E0.5 *4.2(F, u2) for/'2 <= TI Thread Type: SPACED THREADS =(( .08 )( .08 )( ,08 )( 0.19 ))E0.5'4.2( 38000 )= 1574.1 Cmwn (C) or Valley (V) Fastening: C Pa~ = NS * Pns.~n D2: Diameter of Head/~Vasher (in): .384 =( 6 )( 446.6 )= 2679.5 # #10 FASTENER MAXIMUM SHEAR IS 270.5# DI: Nominal Diameter of Fastener (in): 0.190 L: Length of Fastenem (in): 1.250 0.0t4 Asn: Thread Stripping Area of Internal Thread (Per' Inch): ALLOWABLE CONNECTION TENSION n, Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ftu~)(Cyrk tc, Thread Engagement Depth: 0.68 =( .384 - 0.19 )( .125 X 22 )( 1 )/3= 177.8 # Ns:NumberofScrews: 6 P,a = ((Ks)(DIXFty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n)yns 257.0 # Pat = Ns * Pn~n =( 6 )( 177.8 ) = 1067.0 # Aluminum AIIov Structural Valuea Ft.~: Ultimate Tension of Piece I (ksi): 22 F~yl: Yield Tension of Piece 1 (ksi): 16 MAXIMUM ALLOWABLE LOADS F~2: Ultimate Tension of Piece 2 (ksi): 38 SHEAR: t623.0 # Ftc: Yield Bearing of Piece 2 (ksi): 35 TENSION 1067.0 # Coefflecients: Coeffiecient, Ks = 1.2 Coeffiecient 2/n = 0.0625 Coeffiecient, 4In: 0,125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to Outdoor Ltvtng...Indoor~ JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY SHEET NO: 21 CALCULATED BY: Lawrence Duffy CHECKED BY: Su~ya La~sal OF: 33 DATE: 11 I10/2003 DATE: li/10/2003 1/4" CORNER CLIP ANGLE TO 114" F. AVE SLICE PLATE FASTENERS: 8 0.190 "X 1.250" TEK SCREWS IDETAIL ON I ALLOWABLE CONNECTION BEARING Al: Alloy of Piece 1:5052-H32 Pr~ = 2(D1)(T1)(F~ynu TI: Thickness of Piece 1 (in): .25 =( .190 )( .25 )( 31 )2/2.34= 1258.5 # P.~ = 2( DIXT2XF~2}/nu =( .190 X .25 )( 31 )2/2.34= 1258.5# PM =((T2XT2XT2)(D 1))E0.5 '4.2(F~2)for T2 <~ TI A2.: Alloy of Piece 2:5052-H32 T2: Thickness of Piece 2 (in): .25 Fastener Type: TEK SCREWS Thread Type: SPACED THREADS =(( .25 )( .25 )( Pa. = NS * PnS~n .25 X 0.19 ))E0.5'4.2( 31000 )= 7094.1 Crown(C)orValley(V)Festening: C D2: Diameter of Head/Washer (in): ,384 =( 8 )( t258.5 )= 10068.4 # Dl: Nominal Diameter of Fastener (in): 0.190 L: Length of Fasteners (in): 1.250 #*10 FASTENER MAXIMUM SHEAR IS 270.5# Asn: Thread Stripping Area of Internal Thread (Per Inch): 0.018 ALLOWABLE CONNECTION TENSION n, Threads Per Inch: 24 Pr~v =(D2-DI)(T1XF~u~)(C}/ns tc, Thread Engagement Depth: 0.25 =( .384 - 0.19 )( .25 )( 31 X I )/3= 501.2# Ns: Number of Screws: 8 Pno~ = 1.63(D 1)(tc)(Ftu2)/ns = 800.1 # Pa~ = Ns * Pn.~n Aluminum Alloy Structural Valuea =( s )( 501.2 ) 400s.3# #t0 FASTENER MAXIMUM TENSION IS 270.5~ F~: Ultimate Tension of Piece 1 (ksi): 31 F~: Yield Tension of Piece 1 (ksi): 23 MAXIMUM ALLOWABLE LOADS Ftu2: Ultimate Tension of Piece 2 (ksi): 31 SHEAR: 2t64.0 # F~2: Yield Bearing of Piece 2 (ksi): 23 TENSION 2t64.0 # Coeffleclen~ Coeffiecient, Ks = 1.2 Coeffiecient 2/n = 0.08333333 Coeffiecient, 4In = 0.16686661 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY SHEET NO: 22 OF: 33 CALCULATED BY: Lawrence Duffy DATE: CHECKED BY: Susa Lamsal DATE: EAVE TO RAFTER BAR (CONNECTS FROM UNDERNEATH) FASTENERS: 1 0.190 "X 1,250" TEK SCREWS IDETAIL ON I ALI.~)WABLE CONNECTION BEARING P.~ = 2(D1 )(T1 )(F~u~ Al: Alloy of Piece 1: 6005-T5 TI: Thickness of Piece I (in): .08 =( .190 X ,08 )( 38 )2/2.34 = 493.7 # A2: Alloy of Piece 2: 6005-T5 PM = 2( D1)(T2)(F~2)/n~ T2: Thickness of Piece 2 (in): .1 =( ,190 X .1 )( 38 )2/2.34 = 617,1 # Fastener Type: TEK SCREWS PM =((T2XT2)(T2XD1))E0.5 '4.2(F~2) for 'Y~ <= T~/ Thread Type: SPACED THREADS =(( .1 )( .1 X .1 )( 0.19 ))E0.5'4,2( 38000 )=N/A Crown (C) or Valley {V) Fastening: C P. = Ns * Pns~ln D2: Diameter of Head/Washer (in): .384 =( I X 493.7 )= 493.7 # DI: Nominal Diameter of Fastener (in): 0.190 FASTENER MAXIMUM SHEAR IS 270.5# L: Length of Fastenem (in): 1.250 ALLOWABLE CONNECTION TENSION Asn: Thread Stripping Area of Internal Thread (Per Inch): 0.018 P..~ =(D2-D1)~I'I)(F~XCyn~ n, Threads Per Inch: 32 =( .384 - 0.19 X .08 X 38 X I )/3= 196,6 # tc, Thread Engagement Depth: 0.1 P,o~ = ((Ks)(D1)(Fty2X4/n-tc)+3.26(D1)(Ftu2Xtc-2/n))/ns Ns: Number of Screws: 1 360.7 # Pat = NS * Prlmin =( I )( 196.6 ) = 196.6# MAXIMUM ALLOWABLE LOADS Aluminum Alloy Structural Values Ultimate Tension of Piece 1 (ksi): 38 F~ys: Yield Tension of Piece t (ksi): 35 SHEAR: 270.5 # F~2: Ultimate Tension of Piece 2 (ksi): 38 TENSION 196.6 # F~: Yield Bearing of Piece 2 (ksi): 35 Coeffiecients: Coeffiecient, Ks = 1.2 Coeffiecient 2/n = 0.0625 Coelfiecient, 4In = 0.125 UNC THREADS: Types C,D.F,G,T SPACED THREADS: Types AB,B.BP,BF,BT JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY SHEET NO: 23 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Susa Lamsal DATE: 11/10/2003 118" CLIP ANGLE TO RAFTER BAR (CONNECTS FROM SIDE) FASTENERS: 4 0.190" X 1.250" TEK SCREWS IDETAIL ON I Eauation InDuts: ALLOWABLE CONNECTION BEARING Al: Alloy of Piece 1: 6063-T5 PhS = 2(D1)(T1)(Ftu~)/nu TI: Thickness of Piece 1 (in): .125 =( .190 )( .125 )( 22 )2/2.34= 446.6# A2: AIIoy of Piece 2: 6008-T5 Phs = 2( D1)(T2XFtu2)/n~ T2: Thickness of Piece 2 (in): .~9 =( .190 )( .09 )( 38 )2/2.34= 555.4# Fastener Type: TEKSCREWS Phs =((T2)(T2)(T2XD1))E0.5 *4.2(Ftu2) for/'2 <= Tf Thread Type: SPACED THREADS =(( .09 )( .09 )( .09 )( 0.19 ))E0.5'4.2( 38000 )= 1878.3 Crown(C)orValley(V)Fastening: C P~ = Ns * Pns~n D2: Diameter of Head/Washer (in): .384 =( 4 )( 446.6 )= 1786.3 # DI: Nominal Diameter of Fastener (in): 0.190 #10 FASTENER MAXIMUM SHEAR IS 2'/0.5# L: Length of Fasteners (in): 1.250 ALLOWABLE CONNECTION TENSION Asn: Thread Stripping Area of Internal Thread (Per Inch): 0.018 P,o~ =(D2-D1)(T 1XFt~,XCyr~ n, Threads Per Inch: 32 =( .384 0.19 )( .125 )( 22 )( 1 )/3= 177.8# tc, Thread Engagemen{ Depth: 0.1 P.a = ((Ks)(D1)(Fty2)(41n-tc)+3.26(D1)(Ftu2Xtc-2/n))/ns Ns: Number of Screws: 4 360.7 # Pat = Ns * Pnn~n =( 4 ){ 177.8 ) 711.3# Aluminum NIov ~'ructural Values F~u~: Ultimate Tension of Piece 1 (ksi): 22 MAXIMUM ALLOWABLE LOADS Ftys: Yield Tension of Piece 1 (ksi): 16 SHEAR: 1082.0 # TENSION 71'1.3 # F~u2: Ultimate Tension of Piece 2 (ksi): 38 F~y2: Yield Beadng of Piece 2 (ksi): 35 Coeffieclents: Coeffiecient, Ks = 1.2 Coeffiecient 2/n = 0.0625 Coeffieciect, 4In = 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Outdoor JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY 1/4" CORNER CLIP ANGLE TO HIP BAR SHEET NO: 24 CALCULATED BY: Lawrence Duffy CHECKED BY: Surya Lamsal OF: 33 DATE: 11110/2003 DATE: 11/10/2003 FASTENERS: 8 0.190 "X 1.250" TEK SCREWS ]DETAIL ON ] EQuation InDuts: ALLOWABLE CONNECTION BEARING Al: Alloy of Piece 1:5052-H32 P,~ = 2(D1)(T1)(Fu~)/n, =( .190 X .25 X 31 )2/2.34= 1258.5# P,, = 2( D1XT2XF~u:~)/nu =( .190 )( .16 X 38 )2/2.34= 987.4 # Pns =((T2)(T2)(T2)(D1))EO.5 *4.2(Ftu2) for T2 <-- T1 =(( .16 )( .16 X .16 )( 0.19 ))E0.5'4.2( 38000 )=4452.4 TI: Thickness of Piece 1 (in): .25 A2: Alloy of Piece 2: 6005-T5 T2: Thickneas of Piece 2 (in): .16 Fastener Type: TEK SCREWS 'rnread Type: SPACED THREADS Crown (C) or Valley (V) Fastening: C Pas = Ns * Pns~. D2: Diameter of Head/Weaher (in): .384 =( 8 )( 987.4 )= 7898.8 # DI: Nominal Diameter of Fastener (in): 0.190 · 10 FASTENER MAXIMUM SHEAR IS 270.5~ L: Length of Fastenem (in): 1.280 ALLOWA~.E CONNECTION TENSION Asn: Thread Stripping Area of Internal Thread (Per Inch): 0.018 P.ov =(D2-D1)(T1)(Ftu~XC)/n~ n. Threads Per Inch: 24 =( .384 - 0.19 )( .25 )( 31 X 1 )/3= 501.2 # tc, Thread Engagement Depth: 0.16 Pna = ((Ks)(D1XFty2)(4/mtc)+3.26(D1)(Ftu2)(tc-2/n))/na Ns: Number of Screws: 8 = 619.2 # Pa~ = Ns * Pn~n =( 8 )( 501.2 ) = 4009.3 # #10 FASTENER MAXIMUM SHEAR IS 270.5~ Aluminum Alloy Structural Values Ftu~: Ultimate Tension of Piece 1 (ksi): 31 MAXIMUM ALLOWABLE LOADS Ftys: Yield Tension of Piece 1 (ksi): 23 SHEAR: 2'164.0 # Ftuz: Ultimate Tension of Piece 2 (ksi): 38 TENSION 2164.0 # Ft.~: Yield Beadng of Piece 2 (ksi): 35 C~efflecients: Coeffiecient, Ks = 1.2 Coeffiecient 2/n = 0,08333333 Coeffiecient, 4/n: 0.16666667 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP.BF,BT Calculations Conform to (AA) ADM20C4 JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY SHEET NO: 25 OF: 33 CALCULATED BY: Lawrence Duff,/ DATE; 11/10/2003 CHECKED BY: SuP/a Lamsel DATE: 11/10/2003 ALLOWABLE CONNECTION BEARING Al: Alloy of Piece 1: 6063-T5 p,~ = 2(D1)(T1)(Fa~)/nu TI: Thickness of Piece 1 (in): .065 =( ,190 )( .065 )( 22 )2/2.34 = 232.2 # A2: Alloy of Piece 2: 6~05-T5 PhS = 2( DIXT2)(F~ynu T2: T~ickness of Piece 2 (in): .12 =( .190 )( .12 )( 38 )2/2.34 = 740.5 # FastenerType: TEK SCREWS Pns =(('I'2)(T2)(T2XD1))E0.5 '4.2(F~2) for T2 <= T'~ Thread Type: SPACED THREADS =(( .12 ){ .12 )( .12 )( 0.19 ))E0.5'4.2( 38000 )=N/A Cmwn(C)orValley(V)Fastening: C Pas = NS * Prison D2: Diameter of Head/Washer (in): .384 =( I ){ 232.2 )= 232.2 # DI: Nominal Diameter of Fastener (in): 0. t90 L: Length of Fastenem (in): 0.375 ALLOWABLE CONNECTION TENSION ASh: Thread Stripping Area of Internal Thread (Per Inch): 0.01__ 8 P.~ =(D2-D1)(T1)(Ftu~XC)/n~ n, Threads Per Inch: _. 24 _ =( .384 - 0.19 )( .065 )( 22 X 1 )/3= 92.5 # tc. Thread Engagement Depth: 0.12 Pnot = ((Ks)(D1XFty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns 411.8 # Pa~ = Ns * Pr~i, Ns: Number of Screws: =( 1 )( 92,5 ) = 92.5 # Aluminum Alloy Structural Values Ftys: Ultimate Tension of Piece 1 (ksi): 22 MAXIMUM ALLOWABLE LOADS Ftys: Yield Tension of Piece 1 (ksi): 16 SHEAR: 232.2 # F~,2: Ultimate Tension of Piece 2 (ksi): 38 TENSION 92.5 # F~y2: Yield Bearing of Piece 2 (ksi): 35 Coefflecient, Ks = 1.2 Cceffiecient 2/n = 0.08333333 Coeffiecient, 4In = 0.16666667 UNC THREADS: Types C,D,F.G,T SPACED THREADS: Types AB,B.BP,BF.BT Outdoor £J~ing...Indoors JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY SHEET NO: 26 OF; 33 COMPRESSION RING TO RAFTER BAR CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: SuPJa Lamsal DATE: 11/10~003 FASTENERS: 2 0,250 "X 1.000" TEK SCREWS ]DETAIL ON [ Eauation InDut~ ALLOWABLE CONNECTION BEARING Al: Alloy of Piece 1:5052-H32 Pr~ = 2(DIXT1)(F=~ynu TI: Thickness of Piece 1 (in): .25 =( .250 )( .25 )( 31 )2/2.34 = 1656.0 # A2: Alloy of Piece 2: 6085-T5 Phs = 2( D1 )(T2)(F~u2)/nu T2: Thickness of Piece 2 (in): .062 =( .250 )( .062 X 38 )2/2.34 = 503.4 # Fastener Type: TEK SCREWS Phs =((T2)(T2)(T2)(DI))E0.5 '4.2(F~) for T2 <= Tf Thread Type: SPACED THREADS =(( .062 )( .062 X .062 )( 0.25 ))E0.5'4.2( 38000 )= 1231.9 Crown (C) or Valley (V) Fastening: C Pas = Ns * PnS~n D2: Diameter of Head/Washer (in): .480 =( 2 )( 503.4 )= 1006.8 # DI: Nominal Diameter of Fastener (in): 0,250 114" FASTENER MAXIMUM SHEAR IS 491# L: Length of Fastenem (in): 1.00~ ALLOWABLE CONNECTION TENSION Pr~v =(D2'D 1)(T1)(F~u~)(Cyns Asn: Thread Stripping Area of Internal Thread (Per Inch): 0.032 n, Threads Per Inch: 20 =( .480 - 0.25 )( .25 )( 31 )( 1 )/3 = 594.2 # tc, Thread Engagement Depth: 0.062 Pr~ = (Ks)(D1)(tc)(Fty2yns Ns: Number of Screws: 2 = 182.6 # Pal = NS * Pt~n =( 2 )( 182.6 ) = 365.3 # Aluminum Alloy Structural Valu~ Ultimate Tension of Piece 1 (ksi): 31 F~y~: Yield Tension of Piece I (ksi): 23 MAXIMUM ALLOWABLE LOADS SHEAR: 982.0 # Ftu2: Ultimate Tension of Piece 2 (ksi): 38 TENSION 365.3 # Fry=: Yield Bearing of Piece 2 (ksi): 35 Coeffiecient~ Coefflecient, Ks = 1.01 Coeffiecient 2/n = 0.1 Coeffiecient, 4In = 0.2 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF, BT JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY COMPRESSION RING TO HIP BAR SHEET NO: 27 OF: 33 CALCULATED BY: Lawrence Dully CHECKED BY: Surya Lamsal DATE: 1111012003 DATE: 11110/2003 FASTENERS: 2 0.250" X 1.000" TEK SCREWS IDETAIL ON Eauatlon Inputs: ALLOWABLE CONNECTION BEARING Al: Alloy of Piece 1:5052-H32 P,, = 2(D1)(T1)(F~yr~ TI: Thickness of Piece 1 (in): .25 =( .250 )( .25 )( 31 )2/2.34= 1656.0 # A2: Alloy of Piece 2: 6005-T5 P,s = 2( DI)(T2)(F~2yr~ T2: Thickness of Piece 2 (in): .4 =( .250 )( .4 ){ 38 )2/2.34 = 3247.9 # Fastener Type: TEK SCREWS P,, =((T2)(T2){'r2XD1))E0.5 '4.2(F~2) for T2 <= Tf Thread Type: SPACED THREADS =(( .4 )( .4 )( .4 )( 0.25 ))E0.5'4.2( 38000 )=N/A Crown (C) or Valley (V) Fastening: C P.~ = Ns * Pns~, D2: Diameter of Head/Washer (in): .480 =( 2 )( 1656.0 )= 3312.0 # DI: Nominal Diameter of Fastener (in): 0.250 114" FASTENER MAXIMUM SHEAR IS 491# ALLOWABLE CONNECTION TENSION P,~ =(D2-D1)(T1)(F~)(Cyr~ L: Length of Fasteners (in): 1,000 Asn: Thread Stripping Ares of Internal Thread (Per Inch): 0.032 n, Threads Per Inch: 20 =( .480 - 0.25 )( .25 )( 31 )( 1 )/3= 594.2 # tc, Thread Engagement Depth: 0.4 Pn~ = 1.63(DJ)(tc)(0,375)/ns Ns: Number of Screws: 2 1935.6 # Pat = NS * Pnmin =( 2 )( 594.2 ) = 1188.3# Aluminum Alloy Structural Values F=~: Ultimate Tension of Piece 1 (ksi): 31 MAXIMUM ALLOWABLE LOADS F~yl: Yield Tension of Piece I (ksi): 23 SHEAR: 982.0 # F~u2: Ultimate Tension of Piece 2 (ksi): 38 TENSION 982.0 # Ftys: Yield Bearing of Piece 2 (ksi): 35 Ceaffieclents Coeffiecient, Ks = 1.2 Coeffiecient 2/n = 0.1 Coeffiecient, 4in = 0,2 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT JOB: 230 SUN AND STARS; GEORGIAN CONSERVATORY SHEET NO: 28 CALCULATED BY: Lawrence Duffy CHECKED BY: Su~ya Lamsal OF: 33 DATE: 11/10/2003 DATE: 11/10/2003 COMPRESSION RING TO RAFTER BAR (BACK-TO-BACK) FASTENERS: 2 0.500" X 2.750" THRU-BOLTS IDETAIL ON ] Eauation InPuts ALLOWABLE CONNECTION B EARING Al: Alloy of Piece 1:5052-H32 P.s = 2(D1)(T1)(F~I)/nu TI: Thickness of Piece 1 (in): .25 =( .500 X .25 )( 3t )2/2.34= 3312.0# A2: AIIoy of Piece 2: 6005-T5 Phs = 2( D1 )('r2)(F~2)/nu T2: Thickness of Piece 2 (in): .2 =( .500 )( .2 )( 38 )2/2.34 = 3247.9 # Fastener Type: THRU-BOLTS Phs =((T2)(T2)(T2)(D1))E0.5 '4.2(1~) for T2 <= TI Thread Type: SPACED THREADS =(( .2 )( .2 )( .2 )( 0.5 ))E0.5'4.2( 38000 )= ~ Crown(C)orValley(V)Fastening: C Pas = Ns * Pns~n D2: Diameter of Head/Wesher (in): .75 =( 2 )( 3247.9 )= 6495.7 # DI: Nominal Diameter of Fastener (in): 0.500 L: Length of Fastenem (in): 2.750 Asn: Thread Stripping Area of Internal Thread (Per Inch): 0.142 t/2" FASTENER MAXIMUM SHEAR IS 2195~ n, Threads Per Inch: 13 tc, Thread Engagement Depth: 0.18 ALLOWABLE CONNECTION TENSION Ns: Number of Screws: 2 Pnov =(D2-D1 )(T1 )(Ftu~)(C)/n, =( .75 0.5 )( .25 )( 31 X 1 )/3= 645.8 # Pal = NS * Pnnnln =( 2 X 645.8 ) = 1291.7 # Aluminum Alloy Structural Value~ Fal: Ultimate Tension of Piece I (PSi): 31 F~: Yield Tension of Piece 1 (PSi): 23 F~u2: Ultimate Tension of Piece 2 (ksi): 38 Yield Bearing of Piece 2 (Psi): 35 MAXIMUM ALLOWA-~L-~ LOADS Coefflecients: SHEAR: 4390.0 # Coeffiecient, Ks = t.2 TENSION 1291.7 # Coeffiecient 2/n = 0.15384615 Coeffiecient, 4In = 0.30769231 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT JOB: CLIP INSERT (SRE) TO HIP BAR 230 SUN AND STARS: GEORGIAN CONSERVATORY SHEET NO: 29 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED Ry: Surya Lamsal DATE: 11110/2003 Eauatlon InDuts: ALLOWABLE CONNECTION BEARING Al; Alloy of Piece 1: 6083-T5 Phs = 2(D1)(T1)(F~u~)/n~ TI: mhicknass of Piece 1 (in): .07 =( .t90 )( .07 )( 22 )2/2.34 = 250.1 # A2: Alloy of Piece 2: 6005-T5 Phs = 2( D1)(T2XF~)/nu T2: Thickness of Piece 2 (in): .10 =( .190 X .16 )( 38 )2/2.34 = 987.4 # Fastener Type: TEK SCREWS Pn, =((T2)(T2)(T2)(D1))E0.5 *4.2(F~u~) for 1'2 <= Tf Thread Type: SPACED THREADS =(( .16 X .16 )( .16 )( 0.t9 ))E0,5'4.2( 38000 )= N/A Crown (C)orValley (V) Fastening: C Pas = NS ' Pnsm~n D2: Diameter of HeadJVVasher (in): .384 =( 2 )( 250.1 )= 500.2 # ALLOWABLE CONNECTION TENSION P.o~ =(D2-D 1)(T1)(F~)(C )/n~ =( .384 - 0.19 )( .07 )( 22 )( 1 )/3= DI: Nominal Diameter of Fastener (in): 0.190 L: Length of Fasteners (in): 1.000 Ash: Thread Stripping Area of Internal Thread (Per Inch): 0.0t 8 n, Threads Per Inch: 24 99.6 # tc, Thread Engagement Depth: 0.16 P~ = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1XFtu2Xtc-2/n))/ns Ns: Numper of Screws: 2 = 819.2 # Pal = NS * Pnmtn =( 2 )( 99.6 ) = 199.2# Alureinum Alloy Structural Values Ftu~: Ultimate Tension of Piece 1 (ksi): 22 MAXIMUM ALLOWABLE LOADS Ftys: Yield Tension of Piece 1 (ksi): 16 SHEAR: S00.2 # F~u2: Ultimate Tension of Piece 2 (ksi): 38 TENSION 199.2 # F~: Yield Searing of Piece 2 (ksi): 35 Coefflecients: Coeffiecient, Ks = 1.2 Coeffiecient 2/n = 0.08333333 Coeffiecient, 4/n = 0.16666667 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY SH RET NO: 30 OF: 33 CALCULATED BY: Lawrence Duffy CHECKED BY: Surya Lamsal DATE: 11 I10/2003 DATE: 11/10/2003 CLIP INSERT (SRE) TO JACK BAR FASTENERS: 2 0,250" X 1,000" TEK SCREWS IDETAIL ON I ALLOWABLE CONNECTION BEARING Eouation Inputs Al: Alloy of Piece 1: 6063-T5 2(01XT1 XFtu~ynu TI: Thickness of Piece 1 (in): .07 =( .250 )( .07 )( 22 )2/2.34 = 329.1 # A2: Alloy of Piece 2: 6005-T5 P~ = 2( D1XT2XFtu2)/nu T2: Thickness of Piece 2 (in): .09 =( .250 )( .09 )( 38 )2/2.34 = 730.8 # Fastener Type: TEK SCREWS Phs =(('r2)(T2XT2)(D1))E0.5 '4.2(F~) for/'2 <= T'/ Thread Type: SPACED THREADS =(( .09 )( .09 )( .09 )( 0.25 ))E0.5'4.2( 38000 )=N/A Crown (C) or Valley (V) Fastening: C Pas = Ns * Prlsrnin D2: Diameter of Head/Washer (in): .480 =( 2 )( 329.1 )= 658.1 # DI: Nominal Diameter of Fastener (in): 0.250 _ L: Length of Fastenem (in): 1.000 ALLOWABLE CONNECTION TENSION Asn: Thread Stripping Area of Internal Thread (Per Inch): 0,032 p~, =(D2.D1)(T1)(Ftu~)(C}/r~ n, Threads Per Inch: 20 =( .480 - 0.25 )( .07 )( 22 )( 1 )/3= 118.1 # tc, Thmad Engagement Depth: 0.09 P.ot = (Ks)(D1)(tcXFty2yes Ns: Number of Screws: 2 315.0 # Pa~ = Ns * Pn~n =( 2 ){ 118.1 ) 236.1 # Aluminum Alloy Structural Values Ftu~: Ultimate Tension of Piece 1 (ksi): 22 MAXIMUM ALLOWABLE LOADS F~y~: Yield Tension of Piece 1 (ksi): 16 SHEAR: 658.1 # TENSION 236.t # F~u2: Ultimate Tension of Piece 2 (ksi): 38 F~: Yield Bearing of Piece 2 (ksi): 35 Coeffiecients Coeffiecient, Ks = 1.2 Coeffiecient 2/n = 0.1 Coeffiecient, 4In -- 0.2 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY SHEET NO: 31 CALCULATED BY: La,~-ence Duffy CHECKED BY: Surya Lamsal OF: 33 DATE: 11/10/2003 DATE: 1t/10/2003 TRUSS BRACKET (CN4204) TO RAFTER BAR* FASTENERS: 3 0.250 "X '1.250" TEK SCREWS EQuation Inouts: ALLOWABLE CONNECTION BEARING Al: Alloy of Piece 1: 6005-T5 Pr~ = 2(Dl)(T1)(Ft~)/nu TI: Thickness of Piece I (in): .25 =( .250 )( .25 X 38 )2/2.34 = 2029.9 # A2: Alloy of Piece 2: 6005-T5 P..s = 2( D1 )('r2)(Ftu2)/% T2: Thickness of Piece 2 (in): .062 =( .250 )( .062 )( 38 )2/2.34 -- 503.4 # Fastener Type: TEK SCREWS Pr~ =(('F2)(T2)(T2)(D1))E0.5 '4.2(F~2) for T2 <= TI Thread Type: SPACED THREADS =(( .062 )( .062 )( .062 X 0.25 ))E0.5 *4.2( 38000 ) = 1231.9 Crown (C) or Valley (V) Fastening: C Pas = Ns * PP. Smin D2: Diameter of Head/Washer (in): .480 =( 3 )( 503.4 )= 1510.3 # Dl : Nominal Diameter of Fastener (in): 0.250 114" FASTENER MAXIMUM SHEAR IS 491# L: Length of Fastenem (in): t.250 ALLOWABLE CONNECTION TENSION Asn: Thread Stripping Area of Internal Thread (Per Inch): 0.032 P~ =(D2-D1)(T1)(Ftu~)(C)/n~ n, Threads Per Inch: 20 =( .480 - 0.25 )( .25 )( 38 )( I )/3 = 728.3 # tc, Thread Engagement Depth: 0.1 Pnot = (Ks)(D1)(tcXFty2)/ns Ns: Number of Screws: 3 = 350~0 # Pat = NS * Pnn~. =( 3 )( 350.0 ) 1050,0 # Aluminum AIIov Structural Values Ftys: Ultimate Tension of Piece I (ksi): 38 MAXIMUM ALLOWABLE LOADS Ftys: Yield Tension of Piece 1 (ksi): 35 SHEAR: t473.0 # F~.2: Ultimate Tension of Piece 2 (ksi): 38 TENSION t050.0 # Ftc2: Yield Bearing of Piece 2 (ksi): 35 Coeffiecients Coe~fiecient, Ks = 1,2 Coeffiecient 2/n = 0.1 Ceaffiecient, 4In = 0.2 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY SHEET NO: 32 CALCULATED BY: Lawrence Duffy CHECKED BY: Su~aLamsal OF: 33 DATE: 11110/~003 DATE: 11110/2003 TRUSS BAR TO TRUSS BRACKET (CONNECTS FROM SIDE) FASTENERS: 3 0.250 "X 1,000" TEK SCREWS JDETAIL ON J ALLOWABLE CONNECTION BEARING Al: Alloy of Piece 1: 6005-T5 Pp= = 2(D1)('rl)(F~yr~ TI: Thickness of Piece 1 (in): 089 =( ,250 )( .089 )( 38 )2/2.34= 722.6 # A2: Alloy of Piece 2: 6005-T5 PM = 2( D1)(T2XFtu2ynu T2: Thickness of Piece 2 (in): .25 =( .250 )( .25 )( 38 )2/2.34= 2029.9 # Fastener Type: TEK SCREWS Phs =(('r2)(T2)(T2)(D 1 ))E0.5 *4.2(Flu2) for T2 <= TI Thread Type: SPACED THREADS =(( .25 X .25 )( .25 )( 0.25 ))E0.5'4.2( 38000 )= N/A Pe~ = Ns * Pns~. Crown (C) or Valley (V) Fastening: C D2: Diameter of Head/Washer (in): .442 =( 3 X 722.6 )= 2167.9 # 114" FASTENER MAXIMUM SHEAR IS 491# DI: Nominal Diameter of Fastener (in): 0.250 L: Length of Fasteners (in): t.000 ALLOWABLE CONNECTION TENSION Pno~ =(D2-D 1)('r 1)(F~)(Cyn~ Asn: Thread Stripping Aras of Internal Thread (Per Inch): 0,032 =( .442 ~ 0.25 )( .089 X 38 )( 1 )/3= 216.4 # Pnot = (KsXD1Xtc)(Fty2)/ns n, Threads Per Inch: 20 tc, Thread Engagement Depth: 0.1 Ns: Number of Screws: 3 = 350.0 # Pal = NS * Pr~mi~ =( 3 )( 216.4 ) 649.3 # MAXIMUM ALLOWABLE LOADS Aluminum Alloy SITucturel Values Ftys: Ultimate Tension of Piece 1 (ksi): 38 F~yt: Yield Tension of Piece 1 (ksi): 35 SHEAR: 1473.0 # F~2: Ultimate Tension of Piece 2 (ksi): 38 TENSION 649.3 # F~2: Yield Bearing of Piece 2 (ksi): 35 Coeffleclent Coeffiecient, Ks = 1.2 Coeffiecient 2/n = 0.1 Coeffiecient, 4In = 0.2 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP, BF,BT JOB: 230 SUN AND STARS: GEORGIAN CONSERVATORY SHEET NO: 33 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/1012003 CHECKED BY: Surya Lamsal DATE: 11/1012003 SILL (7CS) {WALL) TO EXISTING STRUCTURE FASTENERS: 5 0.375 "X 3.000" Eauatlon Inputs: ALLOWABLE CONNECTION BEARING Al: Alloy of Piece 1: 6005-T$ Phs = 2(D1)(T1XF~u~)/nu TI: Thickness of Piece 1 (in): .055 =( .375 )( ,055 X 38 )2/2.34 = 669.9 # Fastener Type: LAG BOLTS Pas = Ns * Pns~n Thread Type: SPACED THREADS =( 5 )( 669.9 )= 3349.4 # Crown (C) or Valley (V) Fastening: C D2: Diameter of Head/Washer (in): .875 DI: Nominal Diameter of Fastener (in): 0.375 L: Length of Fasteners (in): 3.000 ALLOWABLE CONNECTION TENSION Ns: Number of Screws: 5 Pno~ =(D2-D1 XT1 )(F~s)(Cyn~ =( .875 - 0.375 )( .055 )( 38 )( I )/3= 348.3# Pa~ = Ns * Pnmin Aluminum Alloy Structural Values =( 5 )( 348.3 ) = 1741.7 # F~u~: Ultimate Tension of Piece 1 (ksi): 38 F~y~: Yield Tension of Piece 1 (Esi); 35 WASHER OF 0.875" MAXIMUM ALLOWABLE LOADS SHEAR: 3349.4 # TENSION 1826.7 # NOTE: THESE CALCULATIONS PERTAIN TO THE CONNECTIONS UP TO, BUT NOT INCLUDING, THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION. THE CONNECTIONS TO THE EXISTING STRUCTURE ANOIOR ANY NEW CONSTRUCTION MUST BE ANALYZED ACCORDING TO CONDITIONS SPECIFIC TO EACH JOB DY OTHERS. UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,SP,BF,BT Outdoor L~v~ng...Indoors~ ,~ ;:,N ULTRAFRAME PLC ~:: C, ,.1 F ~ N ~ N._~q.~ ALUMINUM DESIGN MANUAL REFERENCES FOUR SEASONS SOLAR PRODUCTS 5005 Veterans Memorial Highway Holbrook, New York 11741 (631) 563-4000 Fax: (631 } 218-9076 Table 3.3-1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS ALLOY I AND PRODUCT TEMPER 1100-H12 (Sheet, Plate ) -H14 Rolled Rod & Bar TENSION COMPRESSION SHEAR COMPRESSIVE THICKNESS MODULUS OF RANGE F=I' F~I' F~ F.~ F.y ELASTICITY* AI~ 14 11 10 9 6.5 10,100 All 16 14 13 10 8 10,100 2014-T6 Sheet 0.046-0.249 66 58 59 40 33 10,900 -T651 Plate 0.250-2 000 67 59 58 40 34 10,900 -T6, T6510, T6511 Extrusions All 60 53 52 35 31 10,900 -T6, T651 Cold Finished Rod All 65 55 53 38 32 10,900 & Bar, Drawn Tube Alclad 2014-T6 Sheet 0.025-0.039 63 55 56 38 32 10,800 -T6 Shem 0.040-0249 64 57 58 39 33 10~800 -T651 Plate 0.250-0.499 64 57 58 39 33 10,800 3003-H12 Sheet & Plate 0.017-2.000 17 12 10 11 7 10,160 -H14 Sheet & Plate 0.009-1.000 20 17 14 12 10 10,100 -H16 Sheet 0.006-0.162 24 21 18 14 12 10,100 -H18 Sheet 0.006-0.128 27 24 20 15 14 10,100 -H14 Drawn Tube All 20 17 16 12 10 10,100 -H16 Drawn Tube All 24 21 19 14 12 10,100 -H18 Drawn Tube All 27 24 21 15 14 10,100 AIclad 3003-H12 Sheet & Plate 0.017~2.000 16 11 9 10 6.5 10,100 -H14 Sheet&Plate 0.009-1.000 19 16 13 12 9 10,100 -H16 Sheet 0.006-0.162 23 20 17 14 12 10,100 -H18 Sheet 0.006-0.128 26 23 19 15 13 10,100 AIclad 3003-H14 Drawn Tube 0.025-0.259 19 16 15 12 9 10,100 -H18 Drawn Tube 0,010-6.500 26 23 20 15 13 10,100 3004-H32 Sheet & Plate 0.017-2.000 28 21 18 17 12 10,100 -H34 Sheet&Plate 0.009-1.000 32 25 22 19 14 10,100 -H36 Sheet 0.006-0.162 35 28 25 20 16 10,100 -H38 Sheet 0.006-0.128 38 31 29 21 18 10,100 3004-H34 Drawn Tube 0.018-0.450 32 25 24 19 14 10,100 -H36 Drawn Tube 0.018-0.450 35 28 27 20 16 10,1 O0 AIclad 3004-H32 Sheet 0.017-0.249 27 20 17 16 12 10,100 -H34 Sheet 0.009-0.249 31 24 21 18 14 10,100 -H36 Sheet 0.006-0.162 34 27 24 19 16 10,100 -H38 Sheet 0.006-0.128 37 30 28 21 17 10,100 -H131, H241, H341 Sheet 0.024-0.050 31 26 22 18 15 10,100 -H151, H261, H361 Sheet 0.824-0.080 34 30 28 19 17 10,100 3005-H25 Sheet 0.013-0.050 26 22 2O 15 13 10,100 -H29 Sheet 0.006-0.080 31 27 25 17 16 10,100 3105-H25 Sheet 0.013-0.080 23 19 17 14 11 10,100 5005-H12 Sheet&Plate 0.017-2.000 18 14 13 11 8 10,100 -H14 Sheet & Plate 0.009-1.000 21 17 15 12 10 10,100 -H16 Sheet 0.006-0162 24 20 18 14 12 10,100 -H32 Sheet&Plate 0.017-2.000 17 12 11 11 7 10,100 -H34 Sheet & Plate 0.009-1.000 20 15 14 12 8.5 10,100 -H36 Sheet 0.006-0.162 23 18 16 13 11 10,100 5050-H32 Sheet 0017-0.249 22 16 14 14 9 10,100 -H34 Sheet 0.009-0.249 25 20 18 15 12 10,100 -H32 Cold Fin, Rod & Bart All 22 16 15 13 9 10,100 Drawn Tube -H34 Cold Fin, Rod & Bart Ali 25 20 19 15 12 10,100 Drawn Tube For all footnotes, see Fast page of this Table January 2000 I-A-15 5083-O Table 3.3-1 MINIMUM MECHANICAL pROPERTIES FOR ALUMINUM ALLOYS IN. ! TENSION ICOMPRESSIONI SHEAR I CMOoIMDPuRL~jSsS ~FE ALLOY THICKNESS F F~,'~ F~,'~ F.~, F~,, F.y ELASTICI'FY~ AND PRODUCT RANGE / Esi ks I ksi ks ks, I El(s TEMPER 5052-0 Sheet & Plate 0.006-3.009 25 9.5 9.5 16 5.5 10,200 -H32 Sheet & Plate r~ All 31 23 21 19 13 10,200 -H34 (Cold Fin. Rod & Ba All 34 26 24 20 15 10,200 \ Drawn Tube -H36 Sheet 0.006-0.162 37 29 26 22 17 10,200 Extrusions up thru 5.090 39 16 16 24 9 10,400 -H111 Extrusions up thru 0.500 40 24 21 24 14 10,400 -Hlll Extrusions 0.501-5.000 40 24 21 23 14 10,400 -O Sheet & Plate 0.051-1.500 40 18 18 25 10 10,400 -Hl16 Sheet & Plate 0,158-1.500 44 31 26 26 18 10,400 -H321 Sheet & Plate 0.186-1.500 44 31 26 26 18 10,400 -Hl16 Plate 1.501-3.000 41 29 24 24 17 10,400 -H321 Plate 1.501-3.000 41 29 24 24 17 10,400 5086-0 Extrusions up thru 5.000 35 14 14 21 8 10,400 -H111 Extrusions up thru 0.500 36 21 18 21 12 10,400 -Hlll Extrusions 0.501-5.000 36 21 18 21 12 10,400 ~O Sheet & Plate 0.020-2.000 35 14 14 21 8 10,400 -Hl12 Plate 0.250-0.499 36 18 17 22 10 10,400 -Hl12 Plate 0,500-1.000 35 16 16 21 9 10,400 -H112 Plate 1.001-2.000 35 14 15 21 8 10,400 -Hl12 Plate 2.001-3.000 34 14 15 21 5 10,400 -Hl16 Sheet & Plate AiJ 40 28 26 24 16 10,400 -H32 Sheet & Plate Afl 40 28 26 24 16 10,400 Drawn Tube -H34 Sheet & P~ate All 44 34 32 26 20 10,400 Drawn Tube 5154-H38 Sheet 0.006-0.128 45 35 33 24 20 10,300 5454-0 Extrusions up the 5.000 31 12 12 19 7 10,400 -H111 Extrusions up thru 0.500 33 19 16 20 11 10,400 -Hlll Extrusions 0,501-5.000 33 19 16 19 11 10,400 -Hl12 Extrusions up thru 5.000 31 12 13 19 7 10,400 -O Sheet & Plate 0.020-3.000 31 12 12 19 7 10,400 -H32 Sheet & Plate 0.020-2.000 36 26 24 21 15 10,400 -H34 Sheet & Plate 0,020-1.000 39 29 27 23 17 10,400 5456-0 Sheet & Plate 0.051-1.500 42 1~) 19 26 11 10,400 -Hl16 Sheel & Plate 0.188-1.250 46 33 27 27 19 10,400 -H321 Sheet & Plate 0.188-1.250 46 33 27 27 19 10,400 -H116 Plate 1.251-1.500 44 31 25 25 18 10,400 -H321 Plate 1.251-1.500 44 31 25 25 18 10,400 -Hl16 Plate 1.501-3.000 41 29 25 25 17 10,400 -H321 Plate 1.501-3.000 41 29 25 25 17 10,400 6005-T5 Extrusions up thru 1.000 35 35 35 24 20 10,100 6061-T6, T651 Sheet & Plate 0.010-4.000 42 35 35 27 20 10,100 -T6, T6510, T6511 Extrusions All 38 35 35 24 20 10,100 -T6, T651 Cold Fin. Rod & Sar up thru 8.000 42 35 35 25 20 10,100 -T6 Drawn Tube 0.025-0.500 42 35 35 27 20 10,100 -T6 Pipe All 30 35 35 24 20 10,100 6063-T5 Extrusions up thru 0.500 22 16 16 13 9 10,100 -T5 Extrusions 0.500-%000 21 15 15 12 8.5 10,100 -T6 Extrusions & pipe All 30 25 25 19 14 10,100 6066-T6, T6510, T6511 Extrusions All 50 45 45 27 26 10,100 6070-T6, T62 Extrusions up thru 2.999 48 45 45 29 26~ 10,100 6105-T5 Extrusions up thr~ 0.500 38 35 35 24 20 10,100 6351-T5 Extrusions up thru 1.000 38 35 35 24 20 10,t00 6463-T6 Extrusions up thru 0.500 30 25 25 19 14 10,100 1' F~ and F~ are m n mum s"~c ed values (except Fb, for 1100-H12, -H14 Cold Finished Rod and Bar and Drawn TL~be, Alclad 3003-H~8 Sheet and ~050-H32, -H34 ~;~ld Finished Rod and Bar which are minimum expected values); olher strength propert)es are corresponding minimum expected values :~:Typical values. For deflection calculations an average modulus of elasticity is used; this is 100 ks[ lower than values in this column. ' ' I-A-16 January 2000 For angles, the gross width shall be the sum of the wides of the legs less the t. hickness. The gage for holes in opposite legs shall be the sum of the gages from the back of the asgles, less the thickness. For splice members, the thickness shall be only that part of the thickness of the member that has been developed by rivets or bolts, beyond the section considered. 5.1.7 Effective Sections of Angles If a discontinuous angle (single or paired) in tension is connected to one side of a gusset plate, the effective net section shall be the net section of the connected leg plus one-third of the section of the outstanding leg unless the outstanding leg is connected by a lug angle./n the latter case, the effective net section shall be the entire net section of the angle. The lug angle shall be designed to develop at least one-half the total load in the member and shall be connected to the main member by at least two fasteners. For double angles placed back-to-back and connected to both sides of a g~sset plate, the effective net section shall be the net section of the connected legs plus two-thirds of the section of thc outstanding legs. For intermediate joints of continuous angles, the effec- tive net area shall be the gross sectional area less deductions for holes. 5.1.8 Grip of Rivets, Screws and Bolts If the grip (total thinkness of metal being fastened) of rivets, screws or bolts carrying calculated s~ress exceeds four and one-half times the diameter, the allowable load per rivet, screw or bolt shall be reduced. The reduced allowable load shall be the normal allowable load divided by [1/2+G.d(9D)] in which G~.is the grip and D is the nominal diameter of the rivet or bolt. If the grip of the rivet exceeds six times the diameter, special care shall be taken to insure that holes will be filled completely. 5.1.9 Spacing of Rivets, Screws and Bolts Minimum distance between rivet centers shall be 3 times the nominal rivet di~raeter; minimum distance of bolt or screw centers shaft be 2lA times the nominal diameter. In built-up compression members the pitch in the direction of stress shall be such that the allowable stress on the indlvid- ual outside sheets and shapes, treated as columns having an effective length equal to one half the tivet, screw or bolt pitch exceeds the calculated stress. The gage at right angles to the direction of stress shall be such that the allowable stress in the outside sheets, calculated from Section 3.4.9 exceeds the calculated stress. In this case the width b in Section 3.4.9 shall be permitted to be taken as 0.8g where g is the gage. 5.1.10 Spacing of Stitch Rivets, Screws and Bolts in Webs Where ~vo or more web plates are in contact, there shall be stitch rivets, screws or bolts to make them act in unison. In compression members, the pitch and gage of such rivets or bolts shall be determined as outlined in Section 5.1.9. In tension members, the maximum pitch or gage of such rivets, screws or bolts shall not exceed a distance, in inches, equal to 3+20t, (in mm, 76 + 20t) in which t is the thickness of the outside plates. 5.1.11 Edge Distance of Rivets, Screws or Bolts The minimum distance from the center of rivet, screw or bolt under computed stress to the edge of the sheet or shape toward which the pressure is directed shall be twice the nominal diameter of the rivet, screw or bolt when using the allowable bearing stress shown in Tables 5.1.1.3-1 and -2. When a shorter edge distance is used, the allowable bear~g s~-ess shall be reduced by the ratio: actual edge dis- tahoe/twice the fastener diameter (See Section 3.4.5). The edge distance shall not be less than 1.5 times the fastener diameter to extruded, shewed, sawed, rolled or planed edges. 5.1.12 Blind Rivets Blind rivets shall not be used unless the grip leno~3_s and rivet-hole tolerances are as recommended by the respective manufacturers. 5.1.13 Hollow-End (Semi-tubular) Rivets If hollow-end rivets with solid cross sections for a portion of the length are used, the s~rangth of these rivets shall not be taken equal to the strength of solid rivets of the same material, unless the bottom of the cavity is at least 25 percent of the rivet diameter from the plane of shear, as measured toward the hollow-end, and further provided that they are used in locations where they will not be subjected to appreciable tansile stresses. 5.1.14 Steel Rivets Steel rivets shall not be used in aluminum structures unless the aluminum is to be joined to steel or where corrosion resistance of the structure is not a requirement, or where the slructore is to be protected against corrosion (See Section 6.6.1). 5.1.15 Lockbolts Lockbolts shall only be used when installed in confor- mance with the lockbolt manufacturer's specifications and when the body diameter and bearing areas under the head and nut, or their equivalent, are not less than those of a conventional nut and bolt. ~-A-59 January 2000 5.1,16 Steel Bolts When steel bolts are used they shall be hot-dip galva- nized, mechanically galvanized, zinc electro-plated, alumi- nized, or 300 series stainless sma/. When other platings and/or coatings are to be used, evidence shall be submitted to substantiate the corrosion resistance of these products. 5.1.17 Slip-Critical Connections 5.1.17.1 General Slip-critical connections between aluminum members or between aluminum and smel members shall comply with the Rasearch Council on Strnctural Connections (RCSC) Specification for Structural Joints Using ASTM A$25 or A490 Bolts, Allowable Stress Design, except as modified here. The shear on a bolt in a slip-critical connection shall not exceed the allowable shear for the bolt (Section 5.1.17.4), the allowable bearing for the connected members (Section 3.4.5), or the allowable slip load (Section 5.1.17.5). 5.1.17.2 Material A/uminum used in slip-critical connections shall have a tensile yield strength of at least 15 ksi (105 MZPa). Bolts shall comply with ASTM A325, nuts shall comply with ASTM A563 Grade DH or ASTM A194 Grade 2H, and washers shall comply with ASTM F436. Bolts, nuts, and washers shall be zinc coated by the hot-dip or mechanically deposited processes as specified in ASTM A325. 5.1.17.3 Holes Holes shall be standard holes, oversize holes, short slotted holes, or long slotted holes. The nominal dimensions for each hole type shall not exceed those shown in the RCSC Specification Table 1. 5.1.17.4 Design for Strength The shear stress on a bolt shall not exceed 21 ksi (145 MPa) for bolts with threads in the shear plane and 30 ksi (205 MPa) for bolts without threads in the shear plane. Bolt shear stresses are based on the nominal cross sectional area (unthreaded body area) cfa bolt~ The bearing s~ess on the connected parts shall not exceed the allowable bearing stress specified in Section 3.4.5. 5.1.17.5 Design for Slip Resistance Aluminum surfaces abrasion blasted with coal slag to SSPC SP 5 to an average substrate profile of 2.0 mils (0.05 mm) in contact with similar aluminum surfaces or zinc painted steel surfaces with a maximum dry film thickness of 4 mils (0.1 mm) are Class B surfaces. Slip coefficients for other surfaces shall be determined in accordance with the RCSC Specification Appendix A. In addition to the requirements of Section 5.1.17.4, bolts shall he proportioned so that the allowable slip load per unit of bolt area determined from the following table is not exceeded. The nominal diameter of the bolt shall be used to calculate its area. Contact Surface of Bolted Parts Class B (Slip Coefficient 0,50) Hole Type and Direction of Load Any Direction ~ransverse Standard I~v:~Sol ~ze I L o ng SI ots ISI°ts ! Parallel Long Slots (ksi} IMPs) t7] lt5 Bolts shall be installed to develop the minimum holt tension specified in Section 5.1.17.7. The effect on slip resistance of temperature changes from the installation temperature and the difference ia coeffi- cients of thermal expansion of aluminum and steel shall be addressed. 5.1.17.6 Washers a) Washers shall be used under bolt heads and under nuts. h) At a long slotted hole in an outer ply, a galvanized steel plate washer or bar at least 5/] 6 in. (8 mm) thick with standard holes, shall be used. The plate washer or bar shall completely cover the slot but need not be hardened. c) Where the outer face of the bolted par~s has a slope greater than 1:20 with respect to a plane normal to the bolt axis, a beveled washer shall be used. 5.1,17.7 Installation Bolts shall be tightened in accordance with the RCSC Specification. 5.2 Metal Stitching Staples Allowable strength values for metal stitches in joints carrying calculated loads shall be established on the basis of tests in accordance with Section 8. 5.3 Tapping Screw Connections The following notation applies to this section: A,, thread s~ipping area of internal thread per unit length of engagement coefficient which depends on screw location nominal screw diameter nominal hole diameter nominal washer diameter I-A-60 January 2000 D~ = larger of the nominal washer diameter and the screw head tensile ultimate strength of member in contact with the screw head F,,2 = tensile ultimate strength of member not in contact with the screw head tensile yield strength of member not in contain with the screw head coefficient which depends on member thickness n number of threads per unit length for a screw n, = factor of safety = 3.0 P,~ allowable shear force per screw P,~ = nominal shear strength per screw Po, allowable tensile force per screw P~, nominal tensile strength per screw P,~ = nominal pull-out strength per screw P~o, = nominal pull-over strength per screw t~ thickness of member in contact with the screw head t2 tlrdcknass of member not in contact with the screw head t, = depth of full thread engagement of screw into t, not including tapping or drilling point Ail the requirements of this section shall apply to tapping screws with diameter D = 0.164 in. (4.2 mm) through 0.25 in. (6.3 mm). The screws shall be thread-forming or thread-cutting, with or with out a self-drilling point. Alterna- tively, design values for a particular application shall be permitted to be based on tests according to Section 8. Screws shall be installed and tightened in accordance with the manufacturer% specifications. The tensile stress on the net section of each member joined by a screw connection shall not exceed the allowable stress from Sections 3.4.1 through 3.4.4. The net section shall be determined according to Section 5.1.6. 5.3.1 Shear The shear force shall not exceed the allowable bearing force for a screw according to Section 3.4.5 nor the allow- ables according to subsections of this section. 5.3.1.1 Connection Shear The shear force per screw shall not exceed P~ calculated as follows: Pa* = P,s/n, (Eq. 5.3.1.1 1) where shall be the lesser of P,~s = 2F,,] Dt1 -- (Eq. 5.3.1.2-2) Pn, = 2F,u'- Dt~-L' (Eq. 5.3.1.13) For t:/tI <- 1.0. P,~ shall not also exceed Pn~ = 4.2(t32D)m F,~:~ (Eq. 5.3.1.1-4) 5.3.1.2 Shear in Screws The ultimate shear capacity of the screw shall be deter- mined by multiplying the allowable shear capacity deter- mined according to Section 5.1.1 by the factor of safety used or by test according to Section 8. The ultimate shear capacity of the screw shall not be less than 1.25 5.3.2 Tension For screws which carry tensile loads, the head of the screw or washer, if a washer is provided, shall have a diameter D~. not less than 5/16 in. (8 mm). Washers shall be at least 0.050 in. (1.3 mm) thick. The tension force sha/1 not exceed Po~ calculated as follows: p~ = pnt/n~ (Eq. 5.3.24) P~, shall be taken as the lesser of P~o, and P,o~ determined below in Sections 5.3.2.1 and 5.3.2.2. 5.3.2.1 Pull-Out The nominal pull-out strength, P,,ot, for pulling a screw out of a threaded part, is: 1) for LINC threads (screw thread type~ C, D. F, G, and T) a) for 0.060 in. a t~ ~< 0.125 in. (1.5 mm ~ t~ -< 3 mm) P,o, = K,D t~ F~y: (Eq. 5.3.2.1-1) where K, = 1.0I for 0.060 in. _¢ t~ < 0.080 in. (I.5 mm < t~ < 2 mm) K,= 1.20 fcr 0.080 in. _< t¢~ 0.125 in. (2 mm ~ t, < 3 mm) b) for 0.125 in. < t~ < 0.25 in. (3 mm < t, < 6.3 mm) P,o~ = 1.2D F,~2 (0.25 - t,. ) + I. 16A~, F,~: (t~ - 0.125) (Eq. 5.3.2.1-2) c) for 0.25 in. _< t~ < 0.375 in. (6.3 mm _< t~ _< 10 mm) p~o, = 0.58A~ t~F,,2 (Eq. 5.3.2.1-3) January 2000 I-A-61 2) for spaced threads (screw thread types AB, B, BP, BF, and BT) a) for 0.038 in. s t~ < 2/n (l mm < t, .< 2~n) P,o, = K,D t, F,y2 (Eq. 5.3.2.1-4) where K~ = 1.01 for 0.038 in. · t~ < 0.080 in. (1 mm s t,<2mm) K, = 1.20 for 0.080 in. -< tc · 2/n (2 mm · t~ · 2/n) b ) for 2/n < t , < 4/n P,~, = 1.2D F,¢2 (4in - t,) + 3.26D F,,2 (tc - 2in) (Eq. 5.3.2.1-5) c) for 4in ~ t~ s 0.375 in. (4in · t~ _< 8 mm) P,o, TM 1.63D t,F,,2 (Eq. 5.3.2.1-6) 5.3.2.2 Pull-Over The nominal pull-over strength, P,ov, for pulling con- nected material over the head of a screw or washer, if present, is: Pnou = Ct:Ft~j(D~,,-Da) (Eq. 5.3.2.2-1) where C is a coefficient that depends on screw location (1.0 for valley fastening and 0.7 for crown fastening), D,~, is the larger of the screw head diameter or the washer diameter, and shall be taken not larger than 1/2 in. (13 mm). 5.3.2.3 Tension in Screws The ultimate tensile capacity of the screw shall be determined by multiplying the allowable tensile capacity determined according to Section 5.1.1 by the factor of safety used or by tests according to Section 8. The ultimate tensile capacity of the screw shall not be less than 1.25 5,4 Block Shear Rupture The block shear rupture allowable force P~, of bolted connections on a failure path with shear on some segments and tension on the other segments is: for F~,A,,, ~> F,,A~,, P~, = (F,),Ag,, + F,~A,,)/n~ (Eq. 5.44) otherwise P,~ = (F,,A,. + F,.Av)/n. (Eq. 5.4-2) The block shear rupture allowable force P,, of welded connections on a failure path with she~r on some segments and tension on the other segments is: forF,,Ag, a F,~Av, P,, = (F,~Ae~ + F,~A~t)/n, (Eq. 5.4 S) otherwise p,~ = (F,~Av' + Fv Av)/n" (Eq. 5.4-4) where Ag,. = ~oss men in she~ Av = ~oss men in tension Am = net men in she~ An~ = net ~ea in tension 5.5 Laps in Building Sheathing 5.5.] Endlaps Minimum endlaps shall be those expressed in Table 5.5.1-1. 5.5.2 Sidelaps For a sinusoidal corrugated sheet, the minimum sidelap for roofing shall have a width equal to the pitch of the cor- rugations, and the minimum sidelap for siding shall have a width equal to half the pitch. For a trapezoidal sheet of a depth greater than 1 in. (25 mm) the minimum sidelap for both roofing and siding shall have a developed w/dth equal to the width of the narrowest flat plus 2 in. (50 mm) A trapezoidal sheet with a depth of 1 in. (25 mm) or less shall have an overlap of proven design including an antisiphoning feature. 5.5.3 Fasteners ia Laps Minimum size of#12 screws or 3/16 in. (5 mm) diameter rivets shall be used in end laps and side laps. Maximum spacing for required sidelap fasteners shall be 12 in. (300 mm). Endlap fasteners added for the purpose of improving closure shall be located not more than 2 in. (50 mm) from the end of the overlapping sheet. 5.6 Flashings and Closures Flashings shall be formed from aluminum alloy sheet of approximately the same thickness as the roofing or siding sheet. Unless engineering computations determine other- wise, use minimum # 12 screws or 3/16 in. (5 mm) diameter rivets to secure flashings to the roofing or siding. January 2000 I-A~62 Table 5.5.1-1 MINIMUM END LAPS Minimum End Laps Depth of section Roofing, slope greater than 2 on Roofing slope 3 on 12 or more Siding 12, less than 3 on 12 I in. or less 6 in. 4 in. (25 mm or less) (150 mm) (100 mm) Greater than 1 in., less than 2 in. 9 in. 6 in. 4 in. (greater than 25 mm, (230 mm) (150 mm) (100 mm) less than 50 mm) 2 in, or more 9 in. 6 in. 6 in (50 mm or mom) (230 mm) (150 mm) (150 mm) Januaw 2000 I-A-63 Section 6. Fabrication 6.1 Laying Out a. Hole centers shall be center punched and cutoff lines shall be punched or scribed. Cenmr punching and scrib- ing shall not be used where such marks would remain on fabricated material. b. A temperature correction shall be applied where necessary in the layout of critical dimensions. The coefficient of expansion shall be taken as 0.000013 per degree Fahrcnheti (0.000023 per degree Centigrade). 6.2 Cutting a. Material shall be sheared, sawed, cut with a router, or arc cu'c All edges which have been cut by the arc process shall be planed to remove edge cracks. b. Cut edges shall be true and smooth, and free from excessive burrs or ragged breaks. c. Re-entrant cuts shall be filleted by drilling prior to cutting. d. Oxygen cutting shall not be used on aluminum alloys. 6.3 Heating Structural material shall not be heated, with the follow- lng exceptions: a. Material shall be permitted to be heated to a temperature not exceeding 400°F (200 °C) for a period not exceeding 30 minutes. Such heating shall be done only when proper temperature controls and supervision are provided to insure that the limitations on temparamre and time are carefully observed. If structural material is subjected to elevated temperatures or times in excess of the foregoing, the allowable stresses shall be reduced consistent with mechanical properties specified for the material after the heating process. b. For 5XXX series alloys with magnesium contents greater than 3 percent, holding within the temperature range fi.om 150 (66 °C) to 450 °F (230 °C) must be avoided in order to minimize the possibility of sensitization to ex foliation and stress corrosion cracking. The length of time at mmperature is a critical factor in determining the degree of sensitization. Hot forming techniques must include quick heat up to a temperature not to exceed 550°F (290 °C) to minimize loss of mechanical properties. Forming must be completed before the metal cools below 450°F (230 °C), The metal shall then be fan cooled, to drop the metal temperature from 450°F (230 °C) to 150 °F (66 °C) in the minimum time possible to prevent sensitization. c. Some elevated temperature processes, such as factory paint curing or fnfng of porcelain enamel coatings, can reduce the mechanical properties of the metal. Since the amount of the reduction will vary with the alloy and temper used, as well as with the elevated temperature exposure, the supplier shall be consulted for mechanical property specifications for the processed material. 6.4 Punching, Drilling, and Reaming The following rules for punching, drilling, and reaming shall be observed: a. Rivet or bolt holes shall be either punched or drilled. Punching shall not be used if the metal thickness is greater than the diameter of the hole. The amount by which the diameter of a sub- punched hole is less than that of the finished hole shall be at least 1/4 the thickness of the piece and in no case less than 1/32 in. (0.8 mm). b. The finished diameter of holes for cold-driven rivets shall be not more than 4% greater than the nominal diameter of the rivet. c. The finished diameter of hales for hot-driven rivets shall be not more than 7% greater than the nominal diameter of the rivet. d. The finished diameter of holes for bolts shall be not more than 1/I 6 in. ( 1.6 mm) larger than the nominal bolt diameter, unless slip-critical connections are used. e. If any holes must be enlarged to admit the rivets or bolts, they shall be reamed. Poor matching of holes shall be cause for rejection. Holes shall not be drifted in such a manner as to distort the metal. All chips lodged between contacting surfaces shall be removed before assembly. 6.5 Riveting 6.5.1 Driven Head The driven head of aluminum alloy rivets shall be of the flat or the cone-point type, with dimensions as follows: a. Flat heads shall have a diameter not less than 1.4 times the nominal rivet diameter and a height not less than 0.4 times the nominal rivet diameter. b. Cone-point heads shall have a diameter not less than 1.4 times the nominal rivet diameter and a height to the apex of the cone not less than 0.65 times the nominal rivet diameter. The included angle at the apex of the cone shall be approximately 127°. I-A-64 January 2000 6.5.2 Hole Filling Rivets shall fill the holes completely. Rivet heads shall be concentric with the rivet holes and shall be in proper contact with the surface of the metal. 6.5.3 Defective Rivets Defective rivets shall be removed by drilhng. 6.6 Painting Structures of the alloys covered by this Specification axe not ordinarily painted. Surfaces shall be painted where: a. 2014-T6 alloys are exposed to corrosive environment~, b. aluminum alloy parts are in contact with, or are fastened to, uncoated steel members or other dissimilar materials, c. exposed to extremely corrosive conditions, d. required by the designer for reason of appearace. Painting procedure is covered in the following Sections 6.6.1 and 6.6.2, and methods of cleaning and preparation are found in Section 6.7. (Treatment and painting of the structure Lu accordance with United States M~litary Specification MIL-T-704 is also acceptable.) 6.6.1 Contact with Dissimilar Materials Where the aluminum alloy parts are in contact with, or are fastened to, steel members or other dissimilar materials, the aluminum shall be kept from direct contact with the steel or other dissimilar material by painting as follows: a. Steel surfaces to be placed in contact with uncoated aluminum shall be painted with good quality non lead containing priming paint, such as zinc molybdate, alloy d type primer in accordance with Federal Specification TT-P-645B, followed by two coats of paint consisting of 2 lb. of aluminum paste pigment (ASTM Specificafon D962-81, Type 2, Class B) per gallon of varnish meeting Federal Specification TI~-V-81, Type n, or the equivalent. Where severe corrosion conditions axe expected, additional protection can be obtained by applying a suitable sealant to the faying surfaces, capable of excluding moisture from the joint during prolonged service in addition to the zinc molybdate, alkyd type primer. Aluminized, hot-dip galvanized or electro-galvanized steel placed in contact with alumi- num need not be painted. Stainless steel (300 series) placed in contact with aluminum is not required to be painted except in high chloride containing environments. b. Aluminum shall not be placed in direct contact with wood, fiberboard or other porous material that absorbs water and causes corrosion. When such contacts cannot be avoided, an insulating barrier between the aluminum and the porous material shall be installed. Aluminum surfaces shall be given a heavy coat of alkali resistant bituminous paint or other coating providing equivalent protection before installation. Aluminum in contact with concrete or masonry shall be similarly protected in cases where moisture is present and corrodents will be entrapped between the surfaces. c. Aluminum surfaces to be embedded in concrete ordinarily need not be painted, unless corrosive components are added to the concrete or unless the assembly is subjected for extended periods to extremely corrosive conditions. In such cases, aluminum surfaces shall be given one coat of suitable quality paint, such as zinc molybdate primer conforming to Federal Speci- fication TT-P-645B or equivalent, or a heavy coating of alkali resistant bituminous paint, or shall be wrapped with a suitable plastic tape applied in such a manner as to provide adequate protection at the overlaps. Alumi- num shall not be embedded in concrete to which cor- rosive components such as chlorides have been added if the aluminum will be electrically connected to steel. d. Aluminum shall not be exposed to water that has come in contact with a heavy metal such as copper as such metals can cause corrosion of aluminum. The heavy metal shall be painted or coated with plastic or the drainage from the metal diverted away from the aluminum. e. Prepalnted aluminum only requires additional protection when specified by the designer to abate extremely corrosive conditions. 6.6.2 Over-All Painting Structures of the alloys covered by this Specification are either not ordinarily painted for surface protection (with the exception of 2014-T6 when exposed to corrosive environ- ments) or are made of prepalnted aluminum components. Where smactures are to be exposed to ex~emely corrosive conditions over-all painting shall be specified. 6.7 Cleaning and Treatment of Metal Surfaces Prior to field painting of structures, all surfaces to be painted shall be cleaned immediately before painting, by a method that will remove all dirt, oil, grease, chips, and other foreign substances. Exposed metal surfaces shall be cleaned with a suitable chemical cleaner such as a solution of phosphoric acid and organic solvents meeting United Stems Military Specifica- tion MIL M-10578. Abrasion-blasting shall not be used on aluminum less than or equal to 1/8 in. (3 mm) thick. I-A-65 January 2000 Section 7. Welded Construction 7.1 Allowable Stresses for Welded Members 7.1.1 General The weld-affected zone shall be taken to extend 1 in. (25 mm) to each side of the center of a weld. Mechanical properties for weld-affected metal shall be taken fi.om Table 3.3-2 except that F,.., values shall be multiplied by 0.9. The modulus of elasticity for weld-affected metal is the same as for non-welded metal. Allowable stresses calculated in accordance with Section 7.1.1 apply to: 1) Members in axial tension with transverse welds affecting their entire cross section, 2) Bearing stresses at weld-affected metal, 3) Columns or beams supported at both ends with transverse welds affecting their entire cross section and no farther than 0.05L from the ends, 4) Columns or'beams of tubes or curved components with transverse welds affecting their entire cross section, and 5) Flat components of columns or beams with welds at the supported edges only. Allowable stresses for these welded members shall be calculated from the same formulas as for non-welded members with the following adjustments. 1) Allowable stresses for axial or flexuraI tension (Sections 3.4.1 through 3.4.4), bearing (Sections 3.4.5 and 3.4.6), and axial or flexural compression or shear (Sections 3.4.7 through 3.4.21) with slenderness less than Sj shal/be calculated using welded mechanical properties from Table 3.3-2. 2) A21owable stresses for tubes and curved components in axial or flexural compression or shear (Sections 3.4.10, 3.4.12, and 3.4.16.1 ) with slenderness greater than S~ shall be calcalated using welded mechardcal properties from Table 3.3-2 and buckling constants fi.om Table 3.3-3 regardless of temper before welding. 3) Allowable stresses for all other members and compo- nents in axial or fiexural compression or shear (Sections 3.4.7 through 3.4.21) with slenderness greater than S~ shall be calculated using non-welded mechanical properties from Table 3.3-1 and buclding constants from Table 3.3-3 or 3.3- 4 as appropriate for the temper before welding; however, the allowable stress at the weld shall not exceed the allow- able stress calculated in accordance with (1) above. 7.1.2 Members with Part of the Cross Section Weld-Affected For members with part of the cross section weld-af- fected, the allowable stress is A~, F~., = F,, -- (F,~ - F.,) A where (Eq. Zl.2-]) allowable stress on the cross section, part of which is weld-affected. F~ = allowable stress if no part of the cross section were weld-affected. Use buckling constants for unwelded metal from Table 3.3-3 or 3.3-4 and mechanical properties fi.om Table 3.3-]. F,, = allowable stress if the entire cross sectional area were weld-affected. Use buckling constants for annealed material (Table 3.3-3) regardless of the temper before welding, and mechanical proper- ties from Table 3.3-2 except that for longitudinal welds values for F~, and Fo,~ from Table 3.3-2 shall be multiplied by 0.75. A = net cross sectional area of a tension member or tension flange of a beam; gross cross sectional area of a colmrm or compression flange of a beam. A beam flange shall consist of the portion of the section farther than 2cl3 from the neutral axis, where c is the distance fi.om the neutral axis to the extreme fiber. A~ = weld-affected cross sectional area. IFA., < 0.1SA, A~, shall be taken as zero. 7.1.3 Columns or Beams with Transverse Welds Away From Supports and Cantilevers with Transverse Welds For columns or beams supported at both ends with transverse welds farther than O.05L from the member ends and cantilever cotunms or cantilever beams with transverse welds, allowable stresses shall be calculated in accordance with Section 7.1.2 as if the entire cross sectional area were we]d-affected. 7.2 Filler Wire Filler alloys shall be selected from Table 7.2-1. The allowable shear stress in fillet welds shall be taken from Table 7.2-2 or 7.2-3 For filler wires not shown in Table 7.2-2 or 7.2-3 minimum mechanical properties shall be determined by testing in accordance with Section 8, I-A-66 January 2000 Ty, I Stress Type of Member or Component Sec. ,~.,owable Stress Table 2-20 3.4. Allowable Stresses for BUILDING ~,~.~,~;~ and Similar Type Structures TENSION, axial I Any tension member I ,~,~,, 6005--T5 Extrusions ~ Rectangular tubes, structural ~ Thicknesses Up Through 1.00 in. 2 TENSION IN shapes ~nt around stro.g axis ~ 6105--T5 Extrusions SEAMS, ~ Round or oval tubes ~ ~ _ 3 ~4 Thicknesses Up Through 0.50 in. extreme fiber,~ ~x ~ F WHITE BARS ~apply to nonwelded members a~d to welded On rivets and bolts 5 39 Equa~ons that straddle the shaded and unshaded amas apply to bo~. ~7~ *For tubes with ctmumferentiat welds, equations of Sections 3.4.10, BEARING On flat sudaces and pins and on bolts ~n sto~ed 6 Sec. Allowable Slenderness Atlowable Stress Slenderness Allowable Stress COMPRESStON IN COLUMNS, edge - columns not buckJing about L-~t---t 8.1 a symmet~ axis COMPRESSION Flat plates with both ~ ~ 9 edges suppoded ,d with J ~j i j 9.2 See Secfion 3.4.9,2 Sec. Allowable I Slenderness Allowable Stress Slenderness Allowable Stress Slenderness Stress Umlt Type of Stress Type of Member or Component 3.4. 21 LJrr = 23 23.9 - O. 124Lift L/,:, = 79 87,000 Single web beams bent about strong axis COMPRESSION Round or oval tubes 12' 25 R~/t = 28 39.3 - 2.70 R~7~t~/t R~/t = 81 Same as IN SEAMS, ~ ~;~ Section 3,4.10 extreme fiber Foss Solid rectangular and ~ --H-- 28 d/t ~/£~IE = [3 40.5 - 0.93d/t L~/d dlr~/£~/d = 29 ! !,400 section round section beams (ddt)~ (L~/d) 21 Ls$,/.5I~J = 146 23.9 -0.24~ L~$,/.51~.~J = 1700 24.000 box Rectangular tubes and sections -~'~ ~I 14 ~i~ (L~$c/.,/~? ) Fiat plates supported on b~ t- --I I--~ 21 blt = 6.8 27.3 - 0.93 b/t bl~ = 10 ! 831(b/0 INcoMPONENTS edges supported T /--X--/- 16 OF SEAMS, Curved plates supported 16=1' 25 R~h = 1.6 26.2-0.94 R,/"ff~'~/t Edt = 141 3800 (component on both edges (R~/t)(1 edges supported and withI V II I i16.3 See Section 3.4.16.3 COMPRESSION compression edge free, ~l_ _ 17 COMPONE~ OF(mm~neniSEAMS, suppodedFlat plate with both edges under bending in own plane) stiffener,Flat plate wi~ hodzontalboth edges __ 12 Unsti.en~ gross Stiffened flat webs ~,, ~ .. 12 -- 12 a~lt =66 53.0001(a, lt)~ sec. Table 2-21 '~ af Stress Type of Member or Component 3.4. ,oweble Stress Allowable Stresses for BUILDING and Similar Type Structures TENSION, axial Any tension member I 6061-T6, -T651, -T6510, -T6511 Rectangular tubes, structural -[ '~-~ ~ 2 19 Extrusions up thru 1 In., Sheet & Plate, Pipe, TENSION IN shapes bent around strong axis Standard Structural Shapes, Drawn Tube, BEAMS, extreme fiber, Round or oval tubes ~)0 (~)_ 3 24 Rolled Rod and Bar, 6351-T5 Extrusions net section Shapes bent about weak axis, I -- ~-~ · 4 28 L WHITE BARSJ apply to nonwelded members and to welded bars, plates members at locations farther than 1.0 in. from a weld, ~ apply within 1.0 in. of a weld. On rivets and bolts S 39 Equa~ions that s~raddle the shaded and unshaded areas apply to both, BEARING On fiat surfaces and pins and on bolts In slotted 6 *For tubes with circumferential welds, equations of Sections 3.4.113, holes 3,4.12, and 3.4.16.1 apply for R~ A' ~ 20. Type of Stress Type of Member or Component Se~. Allowable Slenderness Allowable Stress Slenderness Allowable Stress Stress Slendemeas axial gross All columns 7 section Flat plates supported along one T ~-' 21 ~,/~ = edge - columns buckling about a -T-L~_- ~' 8 edge-columns not buckling about -L-~--I---t 8.1 gross supported and other edge with 9.1 sea section 3.4.9.1 edges supported and w~th [--~'/ II t ,9.2 See Section 3.4.g.2 on both edges walls of 10' Sec. Allowable Slenderness Allowable Stress Slenderness Allowable Stress Stress Slenderness Type of Stress Type of Member or Component 3.4. ;len~erness gross Solid rectangular and-- i~d . 13 (dlt)~ (L~/d) OF SEAMS, Cu~ed plates suppo.ed 16.1' edges suppoded and with I V 16.3 See Section 3.4,16.3 Fiat plates with .--~ 28 blt = 8 9 405 - 1.41 blt bh = 19 4.9001{h/t)2 Flat both (component suppoded own plane) Flat plate with horizontal ~ ~Z° ~ 28 hit = 107 40.5 - 0.117 IV/ hit = 173 35001(IVt) stiffener, both edges ] 2 hit = 36 15,6 - 0.~9 lift hit = 65 39.~O/(IVt): SHEAR flat webs L ,f Stress of Member or Component See...,owable Stress Table 2-22 Type 3,4. ' Allowable Stresses for BUILDING and Similar Type Structures TENSION, axiar Any tension member 1 9.5 ~ 6063-T5 Rectangular tubes, structural -[ DT ~ 2 ~,~ ~ ~ :~ Extrusions TENSION IN shapes bent around strong ~is ~ ~ (Thickness up thru 0.500 in.) SEAMS, Round or oval tubes ~'~ extreme fiber, 00 ~ - 3 11 ,S ~:~ WHITE BARS ]apply to nonwelded members and to welded net section Shapes bent about weak axis, I -- ~ · 4 t~.s bars, plates ?~,~ members at locations fadher than 1.0 in, from a weld. ~ On rivets and bol~ 5 23 ~ Equations that stmddle the shaded and unshaded areas apply to both. ~ :¢4 "¢ ~'J *For tubes with circumferential welds, equations of Sections 3,4.10, BEARING On flat sudaces and pins and on bolts in slotted ~ holes ~;~ 3,4.12, and 3.4.16.1 apply for R./t ~ 20. Sec. Allowable Slenderness Allowable Stress Slenderness Allowable St~ss Stress Slenderness Ty~ of Stress Type of Member or Component 3,4, S~ndemess s COMPRESSION -- ~r = 0 8.9 - 0.037 (k~) k~r = 99 51,000/(k~r)~ IN COLUMNS, axial, gross Ali columns 7 symmetw axis ; ~; ~:: :~'; ' on both edges, walls of 10' ,:-, ,: Type of Stress Type of Member or Component Sec, Allowable Slenderness Allowable Stress Slenderness Allowable Stress Stress Slenderness Limit 3.4. Slendernes$ -- I --T-E -- 9.5 L~r, = 28 [0.5-O.036LJr, L~/,-~ = 119 87,000 or oval tubes 12' ' ~ 12.5 ~t~L~ld = 18 17.2 - 0.26d/t~ d/tJL~/d = 45 11,400 gross Solid rectangular and section round section beams -- ~'~q :' ~:'~ ~:~,~,~;~:~ ~~:;; (al~t)~ (Lo/d) box Re.angular tubes and sections -~' COMPONENTS (component on both edges 16.1' edges suppoffed and with I V i[ i 16.3 See Section 3.4,16.3 IN tension edge supposed OF BEAMS. Flat pl.te with both edges 18 (component supposed under bending ~n gross section stiffener, both edges suppoded IN WEBS, section a.- ~,/~1 -0,7(a,/ap~ T~% .~f Stress Type of Member or Component TENSION, axial Any tension member TENSION IN BEAMS, extreme tiber, net section BEARING Rectangular tubes, structural shapes bent around strong axis Round or oval tubes Shapes bent about weak axis, bars, plates On rivets and bolts On flat surfaces and pins and on bolts in slotted holes Type of Stress Type of Member or Component COMPRESSION IN COLUMNS, All columns axial, gross section Fiat plates supported along one edge - colLlmns buck]ing &bout a -t- ~- ~1 symmetry axis COMPRESSION gs=L Flat plates suppoded along one edge- columns net buckling about a symmetry axis edges supported Flat p~ates with one edge suppoded and other edge with stiffener Flat plates with bOthand with ~ edges supported [ an intermediate stiffener on both edges, walls ot round or oval tubes · ~.owable Stress 15 Table 2-23 Allowable Stresses for BUILDING and Similar Type Structures 6063-T6 Extrusions, Pipe WHITE BARS apply to nonwelded members and to welded members at locations farther than 1.0 in. from a weld. apply within 1.0 in. of a weld. Equations that straddle the shaded and unshaded areas apply to both. *For tubes with circumferential welds, equations of Sections 3.4.10, 3.4.12, and 3.4.16.1 apply for RbA' s 20. Allowable Stress Slenderness Between S~ and Sa 142 - 0.074 (kL/r) Slenderness Allowable Stress Limit S2 Slenderness ~ $~ kL/r = 78 51.0r)O/(kL/r)~ 15 blt = 2.4 16.1 - 0.46 (blt) blt = 12 1291(blt) 15 blt = 2.4 16.1 - 0.46 (blt) blt = 15 19701(b/t)2 15 blt=7.6 16.1 - 0.144 (blt) blt = 39 4101(blt) See Section 3.4.9.1 See Section 3.4.9.2 15 R~/t = 1.4 15.6 - 188 3200 (Rb/t)(1 + ~ln~,n Sec. Allowable S)enderness Allowable Stress Slenderness Allowable Stress Stress Slenderness Type of Stress Type of Member or Component 3.4. ;lendeme$$ · 18 R~t: 33 27.7 - 1.70~ R~t = 102 Same as 18 Rdt = 0.7 18.5 - 0.59~ Rdt = 188 3800 edges suppo,ed and with [ Vii , 1e.3 See Section 3.4.16.3 COMPRESSION compression edge free, o~ plane) Flat plate with horizontal % ~ ~04d' 20 hit = Il 8 27.9 - 0.067 Idt hit = 209 29~l(IVt) stiffener, both edges ~d, 19 TABLE 6. NOMINAL SHEAR AND TENSILE STRESSES FOR STAINLESS STEEL STEEL BOLTS NAME TYPE DIAMETER AREA DiA HEAD F.v F., Pv Pt in inz in. ksi ksi lbs lbs # 6 S.S 0.138 0,015 0.262 33.7 560 295 565 # 8 SS, 0.164 0.021 0312 33.7 56.0 416 798 # 10 SS. 0.190 0.028 0.361 33,7 560 559 1071 # 14 SS. 0242 0.046 0480 33.7 560 906 1738 1/4" S.S. 0.250 0.049 0.480 33.7 56.0 967 1855 Ct 17 SS. 0285 0064 0,500 33.7 56.0 1257 2410 3/8" S.S, 0.375 0,110 0.625 33.7 56.0 2176 4173 1/2" S.S. 0.500 0.196 0,750 33,7 56,0 3869 7418 3/4" S S. 0750 0.442 1.000 33.7 56.0 8705 16691 REFERENCE: ASCE STANDARD: Specification for the design of Cold-Formed Stainless Steel Structural Members ASCE-8-90 page 29 ~u~ d~ BEST ~ 230 CONSERVATORIES: GEORGIAN DESIGN FOUR SEASONS S U N ~ 0 ?, ~ S ENGINEERING AND STRUCTURAL LOADING INFORMATION NOTES: 7 THIS SUMMARY pERTAINS TO THE S~PRU CTU RAL INTEGRITY OF OUR uUcNT~ RUEP TO, BUT NOT NCLUDING, THE CONNECTIONS TO THE EXISTING STR REFERENCE NUMBER 1300