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34819-Z
FORM NO. 4 TOWN OF SOUTHOLD BUILDING DEPARTMENT Office of the Building Inspector Town Hall Southold, N.Y. CERTIFICATE OF OCCUPANCY NO: Z-34595 Date: 10/06/10 THIS U~a(TIFIES that the building ALTERATION Location of Property: 5145 MAIN RD (HOUSE NO.) Coualt¥ T~ Map No. 473889 Section 35 Subdivision Filed Map No. EAST MARION (STREET) (HAMLET) Block 2 Lot 14 Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated OCTOBER 17, 2008 pursuant to which Building Per,tit No. 34819-Z dated JUNE 29, 2009 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 ENCLOSE EXISTING ROOFED OVER PATIO AS APPLIED FOR AND PER ZBA #5699, DATED 5/12/05. The certificate is issued to HELLENIC LAND LLC ( OWNER ) of the aforesaid building. SuFfOLK CO~ DEP~T~TT OF H~2~LTH ~PRO~I~L N/A ELR~-rKIC~%L CF~TIFICATE NO. 10909 08/17/09 PLU~ERS C~K'£IFICATION DA-r~o N/A ~~ut'h r/i z e~S i gna t ur e Rev. 1/81 FORM NO. 3 TOWN OF SOUTHOLD BUILDING DEPARTMENT Town Hall Southold, N.Y. BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) PERMIT NO. 34819 Z Date JUNE 29, 2009 Permission for : is hereby granted to: JOHN & ORS GIANNARIS PO BOX 506 EAST MARION,NY 11939 ENCLOSE EXISTING ROOF OVER PATIO PER APPROVED PLAiqS AND ZBA & PLANNING BOARD AS APPLIED FOR. MAINTAIN EXISTING SEATING. at premises located at 5145 MAIN RD County Tax Map No. 473889 Section 035 Block pursuant to application dated OCTOBER 17, 2008 Building Inspector to expire on DECEMBER 29, EAST MARION 0002 Lot No. 014 and approved by the 2010. Fee $ 390.00 Authorized Signature ORIGINAL Rev. 5/8/02 Form No. 6 TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCUPAB This application muSt be filled in by typewriter or ink and submitted to the Building Del: BLDG, DEPT. TOWN OF SOUTHOLD -tment with the following: A. For new building or new use: 1. Final survey of property with accurate location of all buildings, property lines, streets, and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal (S-9 form). 3. Approval of electrical installation fi.om Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of 1% lead. 5. Commercial building, industrial building, multiple residences and similar buildings and installations, a certificate of Code Compliance fi.om architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. For existing buildings (prior to April 9, 1957) non-conforming uses, or buildings and "pre-existing" land uses: 1. Accurate survey of property showing all property lines, streets, building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by thc applicant. If a Certificate of Occupancy ~s denied the Building Inspector shall state thc reasons therefor in writing to the applicant. Fees 1. Certificate of Occupancy - New dwelling $25.00, Additions to dwelling $25.00, Alterations to dwelling $25.00. Swimming pool $25.00. Accessory building $25.00, Additions to accessory building $25.00. Businesses $50.00. 2. Certificate of Occupancy on Pre-existing Building - $100.00 3. Copy of Certificate of Occupancy - $.25 4 Updated Certificate of Occupancy - $50.00 5 Temporary Certificate of Occupancy - Residential $15.00. Commercial $15.00 ,o!3i, o Date. Old or Pre-existing Building: ~ (check onel Street Hamlet New Construction: Location of Property: ~-~ q ~ House No. Owner or Owners of Property: -~ w ~4 ~ Suffolk County Tax Map No 1000, Section Subdivision Permit No. ~;~C4'~!0 - '] Health Dept. Approval: Planning Board Approval: ~gi~dO Request for: Temporary Certificate Fee Submitted: $ -~"-~) ' ~''~ Block Z- Lot Filed Map. , Lot: Date of Permit. Applicant: '~r"~A~' (~.~l /"~//~ ~ ,2,~ ~e~t~ /Undemfite~Appmval: ~ ~ ~I~ Final Ce~ificate: ~~) ~cant~ifiture 40 Nottingham Drive, Middle Island, NY 11953 Telephone: 631 495 8136 · Fax: 631 980 6455 · E-Mail: SBEIGS@gmail.com CERTIFICATE OF ELECTRICAL COMPLIANCE Applicant: Rough lin Inspection Date: Application No.: G&S Electrical Contractor August 17 ~2009 10909 Certificate No.: Final Inspection Date: Building Permit No.: 10909 August 17 t2009 Suffolk County Tax Map No.: This Certificate of Electrical Compliance is limited to the inspection and compliance of electrical equipment and/or work described below, installed by the applicant named above, located at the premise of and not after the final inspection date above: Owner: Hellenic Snack Bar Retaurant Site Location: Rt 48, t4ain Road, East ~larion, NY ~.1939 Owner's Address (if different): Residential Indo__~or Basement Commercial Outdoor First Floor New Renovation Second Floor Addition Survey Other: INVENTORY Single Phase Heat Duplex Recpt Ceiling Fixture Three Phase Hot Water GFCl Recpt Wall Fixture Main Panel AC Cond Single Recpt Recessed Fixture Ttansthrmef Appliances Drye~ ReCpl Emergency Other Equipment: installed 2-emergency/exit combo lights Service Shed Pool Hoffub A~ic Garage TVSS Exhaust Fan The electrical work and/or equipment described above were inspected and appear to be in compliance with local, state and national electrical code requirements and this office. Applicant: G&S Electrical Contractor Inspected By: Gene Surdi License No.: 578E & 31568-ME Date Of Certificate: Sep 01,2009 Signature: __. ",~"' ,"¢--','~' TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ]FOUNDATION 1ST [ ]FOUNDATION 2ND [ ] FRAMING / STRAPPING [ ] FIREPLACE & CHIMNEY [ ] FIRE RESISTANT CONSTRUCTION REMARK_S: ~ ~J~ ROUGH PLBG. ] INS~A~ION [/~NAL FIRE SAFETY INSPECTION FIRE RESISTANT PENETRATION DATE INSPECTOR Fm~.D ms~,~.Cr~o~ mn'omr 1 DATE I COm~TS FO~ATION (1ST) FO~ATION (2~) ROUGH F~G & PL~G ~S~ATION PER N. Y. STATE ENER~ CODE ~DITION~ CO~ENTS TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL SOUTHOLD, NY 11971 TEL: (631) 765-1802 FAX: (631) 765-9502 SoutholdTo~vn. NorthFork.net Examined Approved Disapproved a/c PERMIT NO. BUILDING PERMIT APPLICATION CHECKLIST Do you have or need the following, before applying? Board of Health 4 sets of Building Plans Plamiing Board approval Survey Check Septic Fom~ N.Y.S.D.E.C. Trustees Flood Permit Storm-Water Assessment Form Contact: Mail to: Expiration ii'~ /"] ,20 ['Building~ns~e~torL ? ,~' ~j APPLICATION FOR BUILDING PERMIT [ / Date INSTRUCTIONS a. This application MUST be completely filled in by typewriter or in ink and submitted to the Building Inspector with 4 sets of plans, accurate plot plan to scale. Fee according to schedule. b. Plot plan showing location of lot and of buildings on premises, relationship to adjoining premises or public streets or areas, and wate~ays. c. The work covered by this application may not be commenced before issuance of Building Pemit. d. Upon approval of this application, the Building lnspdctor will issue a Building Pe~it to the applicant. Such a pe~it shall be kept on the premises available tbr inspection throughout the work. e. No building shall be occupied or used in whole or in pan for any pu¢ose what so ever until the Building Inspector issues a Ceaificate of Occupancy. f. Evew building pemit shall expire if the work authohzed has not commenced within 12 months aaer the date of issuance or has not been completed within 18 months f?om such date. If no zoning amendments or other regulations afl~cting the propeay have been enacted in the interim, the Building Nspector may authohze, in writing, the extension of the pemit for an addition six months. Thereaker, a new pemiit shall be required. ~PLiCATION IS HEREBY M~E to the Building Depaament for the issuance of a Building Pe~it pursuant to the Building Zone Ordinance of the Town of Southold, Suffolk County, New York, and other ~licable Laws, Ordinances or Regulations, for the construction of buildings, additions, or alterations or for removal o~it~herein described. The applicant agrees to comply with all applicable laws, ordinances, building code, housi~ 5~gulations, and to admit authorized inspectors on premises and in building lbr necessa~ inspections. ~// ~ (Mailing address of applicam) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder Nameofownerofpremises ~O}lro ~Tl/~r, ir~t~ i Iq'L=~,% (As on the tax roll or latest deed) L.~poplicant 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. Location of land on which proposed work will be done: House Number Street Hamlet County Tax Map No. 1000 Section '3 ~ Block Z- Subdivision Filed Map No. Lot I 4 Lot State existing use and occupancy of premises and intended use and occupancy of proposed construction: a. Existing use and occupancy (2E'Sq ¢h3( .~-~T b. Intended use and occupancy 3. Nature of work (check which applicable): New Building Repair Removal Demolition 4. Estimated Cost :~ '25 ~ o ~ ~ 5. If dwelling, number of dwelling units if garage, number of cars Addition Alteration fi< Other Work Fee (Description) (To be paid on filing this application) Number of dwelling units on each floor If business, commercial or mixed occupancy, specify nature and extent of each type of use. 0~I)z'~ ¢- 7. Dimensions ofo.xi~ting structures, if any: Front {~>{O Rear Height I 7_/~t ~ Number of Stories D~mens~ons of s~3me structure with alterations or additions: Front glo ar Depth fo tt Height I'C f Number of Stories 8. Dimensions of entire new construction: Front Height 9. Size of lot: Front 10. Date of Purchase _~/~ ~ ~- Rear Depth Number of Stories Rear 2-';¢a- ~/q Depth 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 13. Will lot be re-graded? YES NO X2 Will excess fill be removed from premises? YES 14. Names of Owner ofpremises2.Tod¢ {.~,+~oc-¢_ ~ [ Address .~{ii~-£ Phone No. Name of Architect Address Phone No Name of Contractor Address Phone No. __NO X NO 631 q-')'~-q ~--/ 5' 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 of a tidal wetland? * YES NO__ * 1F 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 YORK) SS: COUNTY OF ) ~A-q~bC-A.¢~ &~vct~ I_(' being duly sworn, deposes and says that (s)he is the applicant (Name of individual signing contract) above named, (S)He is the d h cc7~ t'"- (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 tiffs application; that all statements contained in this application are tree to the best of his lmowledge and belief; and that the work will be performed in the manner set forth in the application filed therewith. Sworn to before me this ~ ~/ /'? .% /day of Notary Public FHERESAE. EDV~/DS /5)/ ~ ,~-tary Public, State f~,le~TY~4< ~ . Qualified io :SU"OIk GOU~p~ Si~}~re of A-~licant , , N~ 01ED5010~ =" rr APPEALS BOARD MEMBERS Ruth D. Oliva, Chairwoman Gerard P. Gochringer Vincent Orlando James Dinizio, Jr. Michael A. Simon http://southoldtown.north fork.net BOARD OF APPEALS TOWN OF SOUTHOLD Tel. (631) 765-1809 · Fax (631) 765-9064 FINDINGS, DELIBERATIONS AND DETERMINATION MEETING OF MAY 12, 2005 Southold Town Hall 53095 Main Road · EO. Box 1179 Southold, NY 11971-0959 Office Location: Town Annex/First Floor, North Fork Bank 54375 Main Road (at Youngs Avenue) Southold, NY 11971 RECEIVED YAY 2 5 2006 ZBA Ref. 5699 - JOHN GIANNARIS and GEORGE GIANNARIS Property Location: Hellenic Restaurant, 5145 Main Road, East Marion Zone District: Limited Business. CTM 35-2-14. SEQRA DETERMINATION: The Zoning Board of Appeals has visited the property under consideration in this application and determines that this review fails under the Type Il category of the State's List of Actions, without an adverse effect on the environment if the project is implemented as planned. PROPERTY FACTS/DESCRIPTiON: The applicant's 1.519-acre parcel has 238.3 ft. frontage along the north side of NYS Route 25 (or Main Road) at East Marion. The property is located in the Limited Business Zone District and improved with a restaurant, as shown on the October 12, 2004 site plan, amended February 10, 2005 by Young & Young, Surveyors. BASIS OF APPLICATION: Building Department's February 24, 2005 Notice of Disapproval, citing Section 100-82 in its denial of a building permit application additions and alterations to existing restaurant. The reason stated for disapproval is that the proposed construction will have a setback at less than 100 feet from the front property line for new construction (additions and alterations). FINDINGS OF FACT The Zoning Board of Appeals held a public hearing on this application on May 4, 2005 at which time written and oral evidence were presented, Based upon all testimony, documentation, personal inspection of the property, and other evidence, the Zoning Board finds the following facts to be true and relevant: AREA VARIANCE RELIEF REQUESTED: The applicants wish to construct an enclosure with sliders and roof over the 30' x 34' patio which exists at 42.8 feet from the front lot line, and to construct a roof over the concrete walkway along the front of the restaurant building, existing at 22.64 feet from the front lot line at its closest point. Also proposed is new construction along the easterly side of the building, approximately 83 feet from the front lot line. REASONS FOR BOARD ACTION: On the basis of testimony presented, materials submitted and personal inspections, the Board makes the following findings: 1, Grant of the variance will not produce an undesirable change in the character of the neighborhood or a detriment to nearby properties, The property is surrounded on the north and west sides by Island End Golf Club properties, and on the east by land owned by the Village of Greenport Page 2 - May 12, 2005 · ZB Ref. 5699- John Giannsds -- CTM ID: 35-2-14 (leased parking lot), and a private access right-of-way and residences. It is the determination of the Board that the grant of the requested setback variances will not in any way alter the character of the neighborhood or district. The front setback of the building is presently 30.4 feet with 22.6 feet from the front concrete walkway. The applicant's proposed new roof will be 20' to the top of the highest ridge. The front walkway construction measure at 8 feet by 40 +- feet, and the roof with enclosure measures approximately 30 by 34 feet (over the existing patio), all as shown on the October 12, 2004 Plan noted as Sheet 2 (grading and drainage plan) and Plan noted as Sheet 1 (landscape and alignment), prepared by Young & Young, amended February 10, 2005. 2. The benefit sought by the applicant cannot be achieved by some method, feasible for the applicant to pursue, other than an area variance. The entrance way is filling an existing notch on the northeast corner of the restaurant which maintains the same open side yard. The front walk is preexisting of the zoning code and is being roofed over for inclement weather purposes. 3. The vadance granted herein is substantial, and is 78 feet closer than the code-required 100 ft. setback from the street right-of-way. 4. The difficulty has been self-created and is related to the need for to roof over and alter the existing building and related entrance areas, which building has existed for over 40 years in a nonconforming location. 5. No evidence has been submitted to suggest that a variance in this residential community will have an adverse impact on the physical or environmental conditions in the neighborhood. 6. Grant of the requested relief is the minimum action necessary and adequate to enable the applicant to enjoy the benefit of additions and alterations, while preserving and protecting the character of the neighborhood and the health, safety and welfare of the community. RESOLUTION OF THE BOARD: in considering all of the above factors and applying the balancing test under New York Town Law 267-B, motion was offered by Member Orlando, seconded by Chairwoman Oliva, and duty carried, to GRANT the variances as applied for, as shown on the October 12, 2004 Plans noted as Sheet 2 (grading and drainage plan) and Sheet 1 (landscape and alignment plan), prepared by Young & Young, amended February 10, 2005, SUBJECT TO THE FOLLOWING CONDITION: ' That the front roofed-over walkway construction not be enclosed.) This action docs not authorize or condone any current or future use, setback or other feature of the subject property that may violate the Zoning Code, other than such uses, setbacks and other features as are expressly ad(~ressed in this action. Vote of the Board: Ayes: Members Oliva (Chairwoman), Orlando, Dinizio, and Simon. Goehdnger was absent.) Ruth D. Oliva, Chairwoman 5/20/05 Approved for Filing (Member [009-06-25 09;44 RHT Inc./Hellenist/Ge 6317713142 >> P 1/2 PLANNING BOARD MEMBERS MARTIN H. SIDOR Chair WILLIAM J. CREMEfLq KENNETH L. EDWARDS GEORGE D. SOLOMON JOSEPH L. TOWNSEND PLANNING BOARD OFFICE TOWN OF SOUTHOLD MAILING ADDRESS: P.O. Box 1179 Sour;hold, NY 11971 OFFICE LOCATION: Town Hall Annex 54375 State Route 95 (cot. Main Rd. & Young$ Ave.) Southold, NY Telephone: 6.~1 765-1938 Fax: 631 765-.~1138 June 23,2009 Mr. George Giannaris 780 Gold Spur Street Cutchogue, NY 11935 Re: Extension of Final Approval: Amended Site Plan for Hellenic Restaurant Located on the n/s/o NYS Rt. 25, approximately 532' w/o Shipyard Lane, in East Marion SCTM#1000-35-2-14 Zone: LB District Dear Mr. Giannari$: The following resolution was adopted at a meeting of the Southold Town Planning Board on Monday, June 22, 2009: WHEREAS, the applicant proposes an amended site plan for a proposed addition to the existing restaurant to 250 seats on a 1.519 acre parcel in the LB Zone located on the n/s/o State Road 25, approximately 532' w/o Shipyard Lane in East Marion, SCTM# 1000-35-2-14; and WHEREAS, Hellenic Land, LLC, is the owner of the property; and WHEREAS, the Southold Town Planning Board granted final approval of the site plan prepared by Young and Young, dated October 12, 2004, and last revised September 6, 2005 and authorized the Chairperson to endorse the final site plans subject to a one year review from the date of issuance of the building permit; and WHEREAS, the Southold Town Planning Board granted a 6 month extension retro- active from September 12, 2008 to March 12, 2009 of the final approval of the site plan prepared by Young and Young, dated October 12, 2004, and last revised September 6, 2005; and WHEREAS, the applicant has submitted a request for an additional extension of final approval in a letter dated June 9, 2009; therefore, be it '?k009-06-g~ 09;44 RMT Inc./Hellenic/Ge 6317713142 >> P 212 Hellenic Restaurant Pa,qe Two June 23.2009 RESOLVED, that the Southold Town Planning Board grants a 9 month extension retro- active from March 12, 2009 to December t2, 2009 of final approval on the site plan prepared by Young and Young, dated October 12, 2004, and last revised September 6, 2005; If you have any questions regarding the above, please contact this office. Very truly yours, Martin H. Sidor Chairman cc: Building Department PLANNING BOARD MEMBERS MARTIN H. SIDOR Chair WILLIAM J. CREMERS KENNETH L. EDWARDS JOSEPH L. TOWNSEND DONALD J. WILCENSKI August 10, 2010 PLANNING BOARD OFFICE TOWN OF SOUTHOLD MAILING ADDRESS: P.O. Box 1179 Southold, NY 11971 OFFICE LOCATION: Town Hail Annex 54375 State Route 25 (cor. Main Rd. & Youngs Ave.) Southold, NY Telephone: 631 765-1938 Fax: 631 765-3136 Mr. George Giannaris 780 Gold Spur Street Cutchogue, NY 11935 Re: Amended Site Plan for Hellenic Restaurant, East Marion SCTM#1000-35-2-14 Zone: LB District Dear Mr. Giannaris: I'm writing as a follow up to the Planning Board Work Session held on August 9, 2010 where the above-mentioned amended site plan application was discussed. As you are aware, the Planning Board agreed to phase the site work at your request in a letter dated November 7, 2008 to first allow the roof over the patio to be enclosed as shown on the approved site plan dated September 12, 2005. It was determined that the enclosure of an existing patio would not require the parking area to be improved at this time and that an extension of your final approval was granted to complete the remaining site work. Following your letter dated July 12, 2010 requesting a final inspection of the work done to date; a site inspection was conducted and discussed at the work session held on August 9, 2010. It was determined that the enclosure of an existing patio was built in accordance with the approved plan as previously agreed to. Also, at their Public Hearing held August 9, 2010, the Planning Board granted a 3-year extension of your Final Approval from December 12, 2009 to complete the remaining site work approved. Please note that Planning Board approval is required prior to any significant changes to the site. Please contact the Planning Department with any questions regarding the above matter. Sincerely, Kristy Winser, Senior Planner CC~ Planning Board Heather Lanza, Plannin/8 Director Building Department ~/ Hellenic Snack Bar & Restaurant 5145 Main Rd. E.Marion, NY 1193%0506 (631) 477-0 ! 38 October 17, 2008 Dear Sir or Madam, in September of 2005, we received zoning and planning board approval to expand our business, The Hellenic Restaurant, in East Marion. We have decided not to pursue the entire expansion that was proposed and approved. The restaurant has an outdoor dining area that is seasonal. We would like to continue with the original plan to make it less seasonal by surrounding the existing pavilion with either a glass enclosure or sliding glass doors. Before we begin the design process, we would like to know if we will need to go through the entire planning and zoning process again. Please note that we will not be changing the foot print oftbe existing structure and we are approved by the Health Department for the current seating, which will not change. Please disregard the "Proposed Building Addition" on the site plan. We want to enclose the patio (labeled "Roof over Patio" on the site plan) with removable, sliding, or accordion, glass panels. The existing roof is insulated. In the summer we want to keep the outdoor feel that we have always had. In the spring and fall, we would like to offer to our customers protection from the elements. Please contact me with any further questions. Cordially, George Giannaris Manager. (631) 477-0138 (Work) (631) 806-5750 (cell) Toth, Vicki From: Winser, Kristy Sent: Friday, October 24, 2008 2:58 PM To: Toth, Vicki Subject: Hellenic Hey Vicki I spoke with Heather about this site plan and she said for them to contact us for a meeting so we can address what exactly they are proposing. Then we can identify what pads of the approved plan are relevant. Most likely they will need to get us a revised plan and then we can work off of the approved site plan file. I will be out next week but they can leave me a message or contact Heather for an appointment. The plan is on my desk if you need it. See you when I get back. Kristy Winser Senior Planner Town of Southold Planning Department P.O. Box 1179 53095 Main Road Southold, New York Phone: (631) 765-1938 Fax: (631) 765-3136 Kristy. Winser~.town.southold.ny.us Town Hall Annex 54375 Main Road P.O. Box 1179 Southoid, New York 11971-0959 Telephone (631) 765-1802 Fax (631) 765-9502 BUILDING DEPARTMENT TOWN OF SOUTHOLD OFFICE OF THE BUILDING INSPECTOR TOWN OF SOUTHOLD To: George Giarmaris November 5, 2008 From: Vicki Toth Attached is your receipt for the determination of your site plan. As per our conversation today, you are required to submit a letter to the Planning department requesting a six month extension and explaining you are proceeding in phases and phase one will be the enclosure of the roof over patio. Also we will require a copy of your health permit. Please supply us with a copy of the planning letter for the extension and four sets of plans signed & sealed by an architect or engineer. Once we receive all this information we will proceed with the plan review. If you have any questions or need further assistance please call me. Thank you ,G I;;V:-~ Main Road P.(). Box 1 Soudl<)ld, NY 11971-09,~9 FH II.I)IN(; I)I'~PAR'I MENT TOWN OF SOUTHOLD '1 clcphlmc {{;31 ) 763 1802 Fax (d31) 7ti.; 9,502 June 15, 2010 Hellenic Land LLC PO Box 506 East Marion, NY 11939 RE: 5145 Main Road, East Marion TO WHOM IT MAY CONCERN: The following items are needed to complete your Certificate of Occupancy: Application of Certificate of Occupancy. (Enclosed) Electrical Underwriters Certificate. ~.. A fee of $50.00. Final Health Department approval. Plumbers Solder Certificate. (All permits involving plumbing after 4/1/84) __ Trustees Certificate of Compliance. Final Planning Board approval. Final Fire Inspection from Fire Marshal.~Z3 Final Inspection from the Building Dept. Final Landmark Preservation approval. Building Permit: 34819-Z alteration ro o o Tk ,f Stress Type of Member or Component Sec. . _.owable Stress Table 2-22 s.4. Allowable Stresses for BUILDING and Similar Type Structures TENSION, axial Any tension member I 9.5 6063-T5 Rectangular tubes, structural -~ O'~ ~ 2 9.5 6,5 Extrusions TENSION IN shapes bent around strong axis (Thickness up thru 0.500 in.) BEAMS, Round or oval tubes ~) 0 (~, _ 3 1~.~ .~.6 extreme fiber, net section Shapes bent about weak axis. I -- ~ , 4 ,2.5 8.5 I WHIT~A~S~ apply to nonwelded members and to welded-- bars. plates members at locations farther than 1.0 in from a weld. [ SHADED BARS ] apply within 1.0 in. of a weld On rivets and bolts 5 .2' i Equations that straddle the shaded and unshaded areas apply to both BEARING On flat surfaces and pins and on bolts in slotted 'For tubes with circumferential welds, eduations of Sections 3.4.10. holes 6 ] $ 11.5 3.4.12, and 3.4.16.1 apply for R~/t. 20. Type of Stress Type of Member or Component See. Allowable ' Slenderness Allowable Stress Slenderness Allowable Stress Stress Slenderness 3.4. Slenderness ~ S Limit S, Limit S~ Slenderness ~ S2 ~OMPRESSION IN COLUMNS, axial, gross All columns 7 · section 6.5. M3r = 65 8.9 - 0.037 (kL'r) kL,'r = 99 5t,0LYJ/(JkL/r)-~ Flat plates supported along one ~ ~-_ 95 blt = 23 lO - 0.22 {b/r) h/! = 16 101/fI,R) edge - columns buckling about a -~L' - ~ 8 ' : L symmetry axis 6.5 -- 6.5 b/t= 16 10t/(b/0 Flat plates supported along one 9.5 t~/I = edge- columns not buckling about-L--t-t---t a symmetry axis 6.5 b/t COMPRESSION Flat plates with beth H ~ 9 9.5 ; hit = 70 IO.(f - 0.071 ih/t) h/i-= 50 32bl(h/tf IN ! edges supported -~ b 1-- I COMPONENTS 6.5 I OF COLUMNS ; Flat plates with one edge gross suppoded and other edge with 9.1 See Section 3.4.9.1 section stiffener I Flat plates with both edges supported and withI V II I 9.2 See Section 3.4 9.2 an intermediate stiffener on both edges, walls of 10* , 320fi 6 ~J L Type of Stress Type of Member or Component Sec. Allowable Stress Slenderness Allowable Slenderness Stress Slenderness Allowable Stress Single web beams bent about I-TE 9.5 / d,', = 28 10.5 - 0 036L,/,. L/,-, = 119 strong axis -- - - 11 6,5 LCr~ =Ill i0.5-O.036L~r~ L/r~= 119 (L~/r, COMPRESSION Round or oval tubes 12' Same as IN BEAMS,~ 8 R?=62 12,8 -0 61~ R//= 206 Section 3.4.10 ~ ~ ~2,5 d/tCL~ld = 18 172 - 026dlt~ d/tqL~ld = 45 I 1.400 gross Solid rectangular and [ ~d · 13 section round section beams -- 8.5 WI~ = 33 17,2 - 0.26~ ~L~ld = 45 (dlt}~ (L~/d) 6,~ 6.5 blt = 18 , 12~(~1) edges suppofled ~~ 16 6.5 t - 6,5 blt = 58 COMPONENTS ,, , , gross section suppoded and the other~ 16,2 See Section 3.4.162 edges supposed and with I VI~ 16.3 See Section 3 4,16,3 COMPRESSION compression edge free, -~ 4~ 17 OF BEAMS, Flat p,ate with both edges I;h ~ 12.5 h/t=64 17.2 0074Mt h/t= Il5 o~f,/,h/t, (component suppoded 18 8.~ ~ 8;5 ~t=ll6 own plane) Flat plate with horizontal ~ ~I°4d' 12.5 h/t = 147 17.2 - 0.(132 let hit = 270 gross section stiffener, both edges~ ~ Z Id, 1 9 suppoded ~ 8.5 -- 8.5 ~t = 270 SHEAR flat webs 20 IN WEBS, 3.9 3.9 Mt = 100 gross Stiffened flat webs -, ~ ,. ~ _ 5.5 ri,It =98 53,000/(a,/0~ g Ty, Jf Stress Type of Member or Component Sec. Table 2-23 3.4. ~,,owable Stress __ Allowable Stresses for BUILDING and Similar Type Structures TENSION, axia~ Any tension member I 6063-T6 Rectangular tubes, structural -] I}~ ~ 2 15 6:~ Extrusions, Pipe TENSION IN shapes bent around strong axis REAMS, Round or oval tubes extreme fiber, net section Shapes bent about weak axis, ! -- ~ · 4 2o' 8.5 E WHITE BARS ] apply to nonwelded members and to welded bars, plates members at locations fadher than 1.0 in. from a weld. ~ SHADED BARS ] apply within 1.0 in. of a weld. On rivets and bolts 5 31 t7 : Equations that straddle the shaded and unshaded areas apply to both. BEARING On flat surfaces and pins and on bolts in slotted *For tubes with clrcumferentiar welds, equations of Sections 3A.10. hotes 6 21 tl.5 3.4.12, and 3.4.16.1 apply for R~/t ~ 20 Type of Stress Type of Member or Component Sec. Allowable Slenderness Allowable Stress Slenderness Allowable Stress Stress Slenderness 3.4. Slenderness ~ .~ Limit S~ Between $, and S, Limit S~ Slel3dernese z S~ COMPRESSION axial, gross AIl columns 7 section 6.5 . -- 6.5 iL4. = 89 51.000/(kb'r)2 symmetry axis 6.5 -- 6.5 bit = 20 1291(b/t) edge - columns not buckling aboul L-q-I a symmetry axis 6.5 -- 6.5 F/= 17 19701(blt)~ COMPRESSION Flat plates with both ~ 9 COMPONENTS OF COLUMNS Hat plates with one edge I gross suppoded and other edge with 9,1 See Section 3.4.9.1 edges supported and withI V i 9.2 See Section 3.4 9.2 on both edges, walls of I Type of Stress Type of Member or Component Sec. Allowable Stress Slenderness Allowable Slenderness Stress Slenderness Allowable Stress 3.4. Slenderness ~ ,~ Limit SI Between $~ and $7 Limit S~ Slenderness strong axfs --_ _ 11 ' 6.5 -- 63 L~r~ = 116 (L~,/r, )~ COMPRESSION Round or oval tubes 1 2' ; Same as IN BEAMS,~ 8 R/' = 82 12.8 - 0,~ ~ R/I = 206 Section 3.4 10 extreme fiber : ' , i gross Solid rectangular and ~ 20 ~t~L~ld = 15 27.9 - 0.53dlt~ dlt~ = ~5 I ] .4(10 section round I d section beams ~ ~ 13 8.5 ~ 8.5 ~ = 37 (dlt)~ ( L~ Id) Rectangular tubes and -~ ~ ~' 14 15 L~5~/,~=]45 ,6.?-0.,4,¢L~/.,~ L,5,/,~=~380 24.000 one edge ~ 6.5 ~.5 blt ~ 23 15~(bk) IN edges suppoded ~ ~ 16 ~.5 . : ~ ~.5 b/~ = 74 COMPONENTS . , ' OF BEAMS, Cu~ed plates suppoded ~ 18 R,II = 0.7 18.5 - 0.59~ R/r = Ig~ 3gO0 (component on both edgesI% I 16.1' under uniform , compression), Fiat plates with one edge gross section suppoded and the other~ 1 6.2 See Section 3,4.16.2 edge with stiffener Flat plates with both edges suppoded and with I V Il , 16.3 See Section 3.4.16.3 an intermediate stiffener Flat plates with COMPRESSION compression edge free. + ~ 20 h/t-9" 27e-0"]h/t ','f=" -- 17 IN tensfon edge suppoded[ ~f 8,5 8.5 bfl = 24 COMPONENTS : ~ ~~ (component suppoded' ~ . 1 8 8.5 -- 8,5 ~t = 148 under bending in ,. , :.; own plane) F,at plate with horizontal % ~Zo4d, 20 h/t=]18 27.9 - g.067 let h/r = 209 2900/(Mt) gross section stiffener, both edges[~ ~}~' 19 suppoded ;8.5 ~ 8 5 ~t= 340 a~ = a,/¢1 · 0 7(a~/a2)2 3,9 % ?9 a, tt =H7 53,0~lta, h)~ TABLE 6, NOMINAL SHEAR AND TENSILE STRESSES FOR STAINLESS STEEL STEEL BOLTS NAME Tv'PE DIAMETER AREA, DIA, HEAD F..., F,~ P,, Pt in in'" in ksi ksi lbs lbs #6 SS 0138 '0.015 0.262 33.7 560 295 565 # 8 SS. 0164 0 021 0312 33 7 560 416 798 ¢¢ 10 S S. 0 190 0028 0361 337 56 0 559 1071 # 14 S S. 0.242 0.046 0480 33.7 560 906 1738 1/4" SS 0.250 0049 0 480 33 7 560 967 1855 # 17 S S. 0.285 0064 0500 33.7 56.0 1257 2410 3/8" SS 0.375 0110 0625 337 560 2176 4173 1/2" SS. 0.500 0196 0.750 337 56 O 3869 7418 3/4" S.S. 0.750 0 442 1 000 337 56.0 8705 16691 REFERENCE: ASCE STANDARD: Specification for the design of Cold-Formed Stainless Steei Structural Members ASCE-8-90 page 29 FOUR SEASONS SUNROOMS 230 SUN AND SHADE ROOMS: WALLS ONLY SYSTEM ENGINEERING AND STRUCTURAL LOADING INFORMATION EFFECTIVE DATE 84)4 LD REVJSION B EXPOSURE WALL SYSTEM MAXIMUM MAXIMUM CATEGORY CONFIGURATION WIND WIND 8' EAVE HEIGHT LOAD LOAD 6' WINDOWS (mph) (mph) (ENCLOSED} (PARTIALLY ENCLOSED LITE H COLUMNS 110 N/A B ELECTRIC H COLUMNS 140 120 ELECTRIC H COLUMNS WITH 7BP POST 180 150 LITE H COLUMNS WITH RAP I ~-K STIFFENERS 180 150 LITE H COLUMNS 100 N/A C ELECTRIC H COLUMNS 130 105 ELECTRIC H COLUMNS WITH 7BP POST 180 150 LITE H COLUMNS WITH RAFTER STIFFENERS 180 150 LITE H COLUMNS 95 N/A D ELECTRIC H COLUMNS 115 N/A ELECTRIC H COLUMNS WITH 7BP POST 180 N/A LITE H COLUMNS WITH RAFTER ,STIFFENERS 180 N/A VIRGINIA 3) DEFLECTION LIMITS ARE 4) THIS SUMMARy PERTAINS TO THE STRUCTURAL INTEGRr~ OF OUR UNIT UP TO, BUT NOT iNCLUDING, THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION. /t~-L SUBSTRUCTURE DESIGN REQUIREMENTS AND CONNECTIONS TO THE EXISTING STRUCTURE ARE NOT INCLUDED IN THE SCOPE OF WORK FOR THE FOUR SEASONS PRODUC~ AND MUST BE DESIGNED BY OTHERS. 5) THE ENGINEERING DESIGN SCOPE FOR THE FOUR SEASONS PRODUCT DOES NOT ACCOUNT FOR SPECIAL LOAD CONDITIONS CRE.a. TED By A~rACHMENT TO THE EXISTING STRUCTURE THESE MAY iNCLUDE SNOW DRIF'TrNG OR UNBALANCE SNOW LOADING. ANY SPECIe_ LOADING CONDITIONS MUST BE EVALUATED BY OTHERS+ 6) ENOIN EERS CERTIFICATION I CERTIFY THAT THESE ENGINEERING SPECIFICATIONS HAVE BEEN PREPARED UNDER MY DIRECT SUPERVISION AND THAT I AM A REGISTERED PROFESSIONAL ENGINEER IN THE STATES SHOWN REFERENCE NLJMBER 1120 Outdoor Living...Indoors~ FOUR SEASONS SOLAR PRODUCTS CORP. 5005 Veterans Memorial Highway, Holbrook, New York 11741 Tel (631) 563-4000 · Fax (631) 218-9076 1-800-FOUR-SEASONS (1-800-368-7732) Internet http://www.four-seasons-sunrooms.com E-Mail info@four-seasons-sunrooms.com ENGINEERING CALCULATIONS STANDARD 230 SUN AND SHADE: WALL SYSTEM ONLY 45'-6 1/2" PROJ. BY 30'-0 5/8" FRONT WALL WITH ELECTRIC-H COLUMNS AND 7BP AND ELECTRIC-H AND LITE-H COLUM~ FOR THE GIANNARIS RESID~ LOCATED AT 5145 MAIN ROAD EAST MARION, NY 11939 [[*-[' [~?:/?~ ~-'~ DATE: June 2, 2009 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FQ~c A.S. Engineenng 5ervice.~, · · 1].2 Wilson Drive Port ]efferson, NY 120 mph EXPOSURE C WIND LOA~°'-~5~° AS PER THE 2007 NEW YORK STATE BUILDING CODE AND EITHER MEETS OR EXCEEDS THESE LOADINGS NOTES: ]. THIS SUMMARY PERTAINS TO THE STRUCTURAL INTEGRITY OF OUR UNIT UP TO, BUT NOT INCLUDING, THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION. ALL SUBSTRUCTURE DESIGN REQUIREMENTS AND CONNECTIONS'To THE EXISTING STRUCTURE ARE NOT INCLUDED IN THE SCOPE OF WORK FOR THE FOUR SEASONS PRODUCT, AND MUST BE DESIGNED BY A DESIGN PROFESSIONAL 2. THE ENGINEERING DESIGN SCOPE FOR THE FOUR SEASONS PRODUCT DOES NOT ACCOUNT FOR SPECIAL LOAD CONDITIONS CREATED BY ATTACHMENT TO THE EXISTING STRUCTURE. THESE MAY INCLUDE SNOW DRIFTING OR UNBALANCE SNOW LOADING, ANY SPECIAL LOADING CONDITIONS MUST BE EVALUATED BY A DESIGN PROFESSIONAL Outdoor Living...IndoorsTM FOUR SEASONS SOLAR PRODUCTS CORP. 5005 Veterans Memorial Highway, Holbrook, New York 11741 Tel (631) 563~.000., Fax (631) 218-9076 1-800-FOUR-SEASONS (1-800-368-7732) Internet http://www.four-seasons-sunrooms com E-Mail info@four-seasons-sunrooms.com ENGINEERING CALCULATIONS STANDARD 230 SUN AND SHADE: WALL SYSTEM ONLY 45'-6 1/2" PROJ. BY 30'-0 5~8" FRONT WALL WITH ELECTRIC-H COLUMNS AND 7BP AND ELECTRIC-H AND LITE-H COLUMNS FOR THE GIANNARIS RESIDEN LOCATED AT 5145 MAIN ROAD EAST MARION, NY 1'1939 DATE. June 2, 2009 THE ABOVE INDICATED PROJECT HAS BEEN EXAM 212 Wilson 120 mph EXPOSURE C WIND AS PER THE 2007 NEWYORK STATE BUILDING CODE AND EITHER MEETS OR EXCEEDS THESE LOADINGS NOTES: ].. THIS SUMMARY PERTAINS TO THE STRUCTURAL INTEGRITY OF OUR UNIT UP TO, BUT NOT INCLUDING, THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION. ALL SUBSTRUCTURE DESIGN REQUIREMENTS AND CONNECTIONS TO THE EXISTING STRUCTURE ARE NOT INCLUDED IN THE SCOPE OF WORK FOR THE FOUR SEASONS PRODUCT, AND MUST BE DESIGNED BY A DESIGN PROFESSIONAL 2. THE ENGINEERING DESIGN SCOPE FOR THE FOUR SEASONS PRODUCT DOES NOT ACCOUNT FOR SPECIAL LOAD CONDITIONS CREA'IED BY ATTACHMENT TO THE EXISTING STRUCTURE. THESE MAY INCLUDE SNOW DRIFTING OR UNBALANCE SNOW LOADING. ANY SPECIAL LOADING CONDITIONS MUST BE EVALUATED BY A DESIGN PROFESSIONAL Outdoor Living...IndoorsTM FOUR SEASONS SOLAR PRODUCTS CORP. 5005 Veterans Memorial Highway, Holbrook, New York 11741 Tel (631) 563-4000 · Fax (631) 218-9076 1-800-FOUR-SEASONS (1-800-368-7732) Internet http:/Avww.four-seasons-s u nrooms.com E-Mail info@four-seasons-sunrooms.com ENGINEERING CALCULATIONS STANDARD 230 SUN AND SHADE: WALL SYSTEM ONLY 45'-6 1/2" PROJ. BY 30'-0 5~8" FRONT WALL WITH ELECTRIC-H COLUMNS AND 7BP AND ELECTRIC-H AND LITE-H FOR THE GIANNARIS RESIDEN, LOCATED AT 5145 MAIN ROAD EAST MARION, NY 11939 DATE: June 2, 2009 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR.. c. A.$. Engineering Servaces, r. 1~2 Wilson Drive ~ e,~t.3efferson, NY 120 mph EXPOSURE C WIND AS PER THE 2007 NEW YORK STATE BUILDING CODE AND EITHER MEETS OR EXCEEDS THESE LOADINGS NOTES: ]. THIS SUMMARY PERTAINS TO THE STRUCTURAL INTEGRITY OF OUR UNIT UP TO, BUT NOT INCLUDING, THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION. ALL SUBSTRUCTURE DESIGN REQUIREMENTS AND CONNECTIONS TO THE EXISTING STRUCTURE ARE NOT INCLUDED IN THE SCOPE OF WORK FOR THE FOUR SEASONS PRODUCT, AND MUST BE DESIGNED BY A DESIGN PROFESSIONAL 2. THE ENGINEERING DESIGN SCOPE FOR THE FOUR SEASONS PRODUCT DOES NOT ACCOUNT FOR SPECIAL LOAD CONDITIONS CREA'rED BY ATTACHMENT TO THE EXISTING STRUCTURE. THESE MAY INCLUDE SNOW DRIFTING OR UNBALANCE SNOW LOADING. ANY SPECIAL LOADING CONDITIONS MUST BE EVALUATED BY A DESIGN PROFESSIONAL 230 SUN AND SHADE: WALLS ONLY SYSTEM STAAD.PRO OUTPUT: ACTUAL MEMBER STRESSES, JOINT AND SECTION DISPLACEMENTS, MEMBER END FORCES, AND SUPPORT REACTIONS FOUR SEASONS SOLAR PRODUCTS 5005 Veterans Memorial Highway Holbrook, New York 11741 (631) 563-4000 Fax: (631) 218-9076 JOB: 230 SUN AND SHADE: WALLS ONLY SYSTEM SHEET NO: I OF: 4 CALCULATED BY: Lawrence Dully CHECKED BY: Surya Lamsal STAMPED BY: DATE: 10/1/2003 DATE: 10/1/2003 DATE: MODEL NUMBER: ALLOWABLE ACTUAL ALLOWABLE __ACTUAL CORNIER COL~UMN ELECTRIC H COLUMN WITH BEAM POS1 TENSION = 9500 psi __ . psi _ TENSION = 19000 psi psi psi COMPRESSION: = COMPRESSION: = 5774 psi 7538 psi psi BENDING: = 7999 psi_ __ psi__ ___ BENDING: = 15813 psi psi SHEAR = 5145 psi ___ psi _ SHEAR = 11000 psi psi COMBINED = COMBINED = LITE COLUMN TENSION = 19000 psi COMPRESSION: = 2305 psi BENDING:= 19000 psi SHEAR = 9652 psi' psi psi _ COMBINED = ? LITE COLUMN WITH RAFTER STIFFENER TENSION = 19000 psi psi COMPRESSION: = 2204 psi psi BENDI~NG_: = 11353 psi_ psi SH~EAR = 4848 psi . psi COMBINED = - -- ELECTRIC H COLUMN - TENSION --~ 19000 p_si psi - -- - COMPRESSION: =. 4687 ps psi - ' -- BENDING:~= 15813 psi . _ psi ' - -- - - - SHEAR= 10962 psi psi CQMBINED = Outdoor Living..olndoors i 'i JOB: 230 SUN AND SHADE: WALLS ONLY SYSTEM SHEET NO: 2 CALCULATED BY: Lawrence Duff,/ CHECKED BY: Surya Lamsal STAMPED BY: OF: 4 DATE: 10/1/2003 DATE: 10/1/2003 DATE: SUMMARY SHEET CONNECTION LOADING MODEL NUMBER: ALLOWABLE ACTUAL SILL TO FOUNDATION DETAIL ON TENSION = 1478 # SHEAR = 1786 # SILL TO CORNER COLUMN DETAIL TENSION = 438 # # SHEAR = 1530 # ON SILL TO LITE COLUMN DETAIL ON TENSION = 580 # # SHEAR = 1299 # # .SILL TO ELECTRIC H COLUMN DETAIL ON · TENSION: 660 # # SHEAR '-- 1299 # # 'EAVE TO CORNER COLUMN DETAIL . ON ' . -- - TEN~SIO~N = 438 # _ # ~ SHEAR = 1530 #' # _F-AVE TO LITE H COLUMN __ ~ETAIL ON TENSION = 580 # # -- SHEAR = 1299 # # EAVE .TO ELECTRIC H COLUMN _ DETAIL ON _ TENSI~ON = 660 # # SHEAR = 1299 # # EAVE T? EXIST, STRUCTURE DETAIL ON TENSION = 1478 # SHEAR = 1786 # # JOB: 230 SUN AND SHADE: WALLS ONLY SYSTEM Outdoor Living...lndoors~il~ SHEET NO: 3 OF: 4 CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 CHECKED BY: Surya Lamsal DATE: 10/1/2003 STAMPED BY: DATE: SUMMARY SHEET SUPPORT REACTIONS MODEL NUMBER: NODE NUMBER Fx Fy Fz NODE NUMBER Fx Fy Fz EAVE TO EXISTING STRUCTURE + SILL TO FOUNDATION CORNER COLUMNS + LITE COLUMNS ....... .,. .. ELECTRIC H COLUMNS WALL TO EXISTING STRUCTURE ~, + _ - _ FOR ALL SUPPORT REACTION.~VALUEs PLEASE REFER TO PAGES THROUGH IN THE ST.~u~D MODEL OUTPUT JOB: 230 SUN AND SHADE: WALLS ONLY SYSTEM Outdoor Living...lndoorS SHEET NO: 4 OF: 4 CALCULATED BY: Lawrence Duff/ DATE: 10/1/2003 CHECKED BY: Surya Lamsal DATE: 10/1/2003 STAMPED BY: DATE: SUMMARY SHEET STAAD LOCATION INFORMA I MODEL NUMBER: CORNER COLUMN ELECTRIC H COLUMN WITH 7BP POST STAADINPUT MEMB NO. MEMBER STRESSES: STAAD INPUT MEMB NO. PAGES TO MEMBER STRESSES: PAGES TO TO JOINT DISPLACEMENTS: PAGES TO TO ._ SECTION DISPLACEME_NTS: _PAGES .__TO JOINT DISPLACEMENTS: PAGES SECTION DISPLACEMENTS: PAGES LITE COLUMN STAAD INPUT MEMB NO. MEMBER STRESSES: PAGES JOINT DISPLACEMENTS: PAGES SECTION DISPLACEMENTS: PAGES LITE COLU~N WITH RAFTER STIFFENER STAAD INP'IJT MEMB NO. MEMBER S~RESSES: PAGES TO JOINT DISF~ACEMENTS: PAGES TO SECTION D)SPLACEMENTS: PAGES TO ELECTRIC H COLUMN STAAD INPUT MEMB NO. MEMBER STRESSES: PAGES TO JOINT DISPLACEMENTS: PAGES TO SECTION DISPLACEMENTS: PAGES TO JOB: 230 SUN AND SHADE: WALLS ONLY SYSTEM Outdoor Living...lndoorS SHEET NO: I OF: CALCULATED BY: Lawrence Duffy DATE: CHECKED BY: Surya Lamsal DATE: STAMPED BY: DATE: 10/1/2003 10/1/2003 STAAD SECTION PROPERTY TABLE MODEL NUMBER: SHADE.TXT IS TEXT FILE USED TO ASSIGN THE BEAMS ITS STRUCTURAL PROPERTIES. FOUR SEASONS SUNROOMS USES THIS METHOD OF ASSIGNING THE STRUCTURAL MEMBER WITH A TABLE SO THAT THE COMPLEX PROPERTIES OF THE SECTIONS CAN BE CORRECTLY IDENTIFIED. THE MEMBERS ARE BROKEN UP INTO PRISMATIC SECTIONS SO THAT STAAD IS ABLE TO CALCULATE THE ACTUAL MEMBER PROPERTIES AS OPPOSE TO STANDARD SHAPES. THE TABLES CONFIGURAT!.ION IS AS FOLLOWS: UNITS: I.E. INCHES TYPE OF SECTIONS I.E. PRISMATIC DATE REFERENCE FOR INTERNAL PURPOSES (LIST OF zERos ARE PLAC.~_ HOLDERS) TYPES OF MEMBERS FO[~L OWING BELOW (LIST OF ZEROS ARE P~,C [ HOLDER~) PROPERTY NAME , _ PROPERTY VALDES I.E. WALLS I.E. 7C97NFJ 90 CORNER POST PROPERTY VALUES'ARE a,~ FOLLOWS: AX IZ IY IX AY AZ YD ZD AX: CRO_ SS SEC~.TIONAL AR~A IZ: MOME~NT OF I~NERTIA ABOUT THE LOCAL Z-AXIS IY: MOMENT OF INERTIA ABOUT THE LOCAL Y-AXIS IX: TORSIONAL CONSTANT AY: SHEAR AREA FOR SHEAR PARALLEL TO LOCAL Y-AXIS AZ: SHEAR AREA FOR SHEAR PARALLEL TO LOCAL Z-AXIS YD: DEPTH OF THE SECTION IN THE DIRECTION OF THE LOCAL Y-AXIS ZD: DEPTH OF THE SECTION IN THE DIRECTION OF THE LOCAL Z-AXIS UNIT INCHES PRISMATIC 11--21_2003 00000000 WAttS 00000000 7C97NF3_90_CORNER_POST 1.876200 3.072300 3.066100 0.001000 7111UTNF3_LITECOL 1.139300 1.088600 0.600500 0.585354 7111U7NF34R_LITECOL_sTIFFENER 2.347000 7.214000 1.182000 0.001000 71457NF3_ELECTRIC_H 1.629700 1.746800 4.380900 0.324977 71457BP7NF3_EL_H_BEAMPOST 3.243000 5.593000 5.848000 5.987210 71457TB7NF3_EL_H_TUBEBEAM 4.943000 36.38600 7.160000 7.714920 EAVE 00000000 7144_7133_ELECTRIC_EAVE 1.221600 1.417400 1.633800 2.472510 7EBT_7133_AD]USTABLE_EAVE 1.653000 1.974000 2.291000 2.472510 7E3B_7133 1.430600 2.406100 2.270900 2.472510 RIDGE 00000000 7TB_TUBEBEAM 3.312000 25.42200 2.777900 7.714920 7TBCN7144_TUBEBEAI'4_STEEL 6.167g00 37.34740 4.764200 13.31535 12LW .5.930700 98.56040 4.524600 13.00000 12LW4RSB 7.138200 154.4656 5.106840 12.15510 SHADE.txt 0.664000 0.231125 0.872000 0.317000 0.323302 0.661687 0.664000 3.571000 3.574000 0.226300 3.004000 1.825000 0.362000 5.561000 1.825000 0.023414 3.045000 4.114000 0.122980 4.090000 4.114000 1.612050 7.716000 4.114000 0.164000 0.276919 0.545920 0.430000 2.733000 3.151000 0.435260 3.109000 3.151000 0.276919 3.842400 3.161000 0.661687 1.021360 4.320000 4.320000 1.612050 7.130000 2.370000 2.179260 7.130000 2.370000 1.252000 12.00000 2.000000 1.252000 14~08600 2.000000 Page 1 Job Title Software licensed to FSSP Job No Ref By File walls_only.std Sheet No1 Rev Date28_May_09 Chd I Date/Time 03-Jun-2009 14:26 75 Print Time/Date 03106/2009 16:25 STAAD.Pro for Windows Release 2006 Print Run 1 of 1 Software licensed to FSSP Job No Par[ Ref By File walls_only.std SheetNo 1 Rev Date28.May.09 Chd I DatefTime 03-Jun-2009 14:26 Print Time/Date 03106/2009 16:26 STAAD.Pro for Windows Release 2006 Print Run I of I Software [c~nsed to FSSP Job No Part Ref By Sheet No1 Rev Dat~28.May_09 Chd I Date/Time 03-Jun-2009 14:26 Z 38 Print Time/Date: 03/0~12009 16:26 STAAD.Pro for Windows Release 2006 Print Run 1 of 1 Wednesday, June 03, 2009, 04:26 PM PAGE NO. 1 * STAAD.Pro * * Version 2006 Bld 1002.US * * Proprietary Program of * * Research Engineers, Intl. * * Date= J~3N 3, 2009 * * Time= 16:26:21 * * USER ID: FSSP * 1. STAAD SPACE 230 WALLS ONLY PATIO ROOMW INPUT FILE: walls_only. STD 2. START JOB INFOPJ4ATION 3. ENGINEER DATE 28-MAY-09 4. END JOB INFOP. MATION 5. INPUT WIDTH 72 6. UNIT INCHES POIIND 7. JOINT COORDINATES 8. 1 -96 0 -201; 2 -96 0 -189; 3 -96 0 -153; 4 96 0 -132; 5 -96 0 -12 9. 6 -96 0 108; 7 -96 23.125 -201; 8 -96 80.125 -201; 9 -96 92 -201 10. 10 -96 92 -189; 11 -96 92 -153; 12 -96 92 -132; 13 -96 92 12 13. 24 14. 29 15. 33 16. 38 18. 44 19. 48 20. 51 21. 54 22. 57 23. 60 24. 63 25. 67 26. 70 27. 73 28. 76 252 29. 79 252 30. 82 252 31. MEMBER 33. 10 51 34. 17 57 35. 24 62 36. 31 23 37. 47 71 38. 54 34 39. 61 75 40. 68 81 -96 92 108; 15 -84 0 108; 16 -84 92 108; 17 -36 0 108; 18 -36 92 108 24 0 108; 20 24 92 108; 21 72 0 108; 22 72 92 108; 23 132 0 108 132 92 108; 25 192 0 108; 26 192 92 108; 27 240 0 108; 28 240 92 108 252 0 -420; 30 252 0 -408; 31 252 0 -336; 32 252 0 -300 252 0 264; 34 252 0 4252; 35 252 0 -132; 36 252 0 -12; 37 252 0 108 252 23.125 420; 39 252 80.125 -420; 40 252 80.125 -408 252 80.125 -336; 42 252 80.125 -300; 43 252 80.125 -264 252 92 -264; 45 252 92 -252; 46 252 92 -132; 47 252 92 12 252 92 108; 49 -96 23.125 -189; 50 -96 23.125 -153 -96 23.125 -132; 52 -96 23.125 -12; 53 -96 23.125 108 -96 80.125 -189; 55 -96 80.125 -153; 56 -96 80.125 -132 -96 80.125 -12; 58 -96 80.125 108; 59 -84 23.125 108 -84 80.125 108; 61 -36 23.125 108; 62 -36 80.125 108 24 23.125 108; 64 24 80.125 108; 65 72 23.125 108; 66 72 80.125 108 132 23.125 108; 68 132 80.125 108; 69 192 23.125 108 192 80.125 108; 71 240 23.125 108; 72 240 80.125 108 252 23.125 -408; 74 252 23.125 -336; 75 252 23.125 -300 23.125 -264; 77 252 23.125 252; 78 252 23.125 -132 23.125 12; 80 252 23.125 108; 81 252 80.125 -252 80.125 -132; 83 252 80.125 -12; 84 252 80.125 108 INCIDENCES 2 2 49; 3 3 50; 4 4 51; 5 5 52; 6 6 53; 7 7 8; 8 49 54; 9 50 55 56; 11 52 57; 12 53 58; 13 8 9; 14 54 10; 15 55 11; 16 56 12 12; 18 58 14; 19 15 59; 20 59 60; 21 60 16; 22 17 61; 23 61 62 18; 25 19 63; 26 63 64; 27 64 20; 28 21 65; 29 65 66; 30 66 22 67; 32 67 68; 33 68 24; 43 25 69; 44 69 70; 45 70 26; 46 27 71 72; 48 72 28; 49 29 38; 50 30 73; 51 31 74; 52 32 75; 53 33 76 77; 55 35 78; 56 36 79; 57 37 80; 58 38 39; 59 73 40; 60 74 41 42; 62 76 43; 63 77 81; 64 78 82; 65 79 83; 66 80 84; 67 43 44 45; 69 82 46; 70 83 47; 86 84 48; 87 56 57; 88 57 58; 89 81 82 C:\RR DRAFTING SERVICES\STAAD.PRO_PROJECTS\MAY\OS-31-O9\GIANNARIS\walis_only.ani Page i of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 2 41. 42. 43. 44. 45. 46. 47. 48. 49. 50. 51. 52. 53. 54. 55. 56. 57. 58. 59. 60. 61. 62. 63. 64. 65. 66. 67. 68. 69. 70. 71. 72. 73. 74. 75. 76. 77. 78. 79. 80. 81. 82. 83. 84. 85. 86. 87. 88. 89. 90. 91. 92. 93. 94. 95. 96. 90 82 83; 91 83 84; 92 10 9; 93 11 10; 94 12 11; 95 13 12; 96 13 14 97 14 16; 98 16 18; 99 18 20; 100 20 22; 110 22 24; 111 24 26 112 26 28; 113 28 48; 114 40 39; 115 41 40; 116 41 42; 117 42 43 118 45 44; 119 46 45; 120 47 46; 121 47 48 ELEMENT INCIDENCES SHELL 34 1 2 49 7; 35 2 3 50 49; 36 3 4 51 50; 37 4 5 52 51; 38 5 6 53 52 39 7 49 54 8; 40 49 50 55 54; 41 50 51 56 55; 42 51 52 57 56 71 52 53 58 57; 72 8 54 10 9; 73 54 55 11 10; 74 55 56 12 11 75 56 57 13 12; 76 57 58 14 33; 77 6 15 59 53; 78 53 59 60 58 79 58 60 16 14; 80 15 17 61 59; 81 59 61 62 60; 82 60 62 18 16 83 17 19 63 61; 84 61 63 64 62; 85 62 64 20 18; 101 19 21 65 63 102 63 65 66 64; 103 64 66 22 20; 104 21 23 67 65; 105 65 67 68 66 106 66 68 24 22; 107 23 25 69 67; 108 67 69 70 68; 109 68 70 26 24 122 25 27 71 69; 123 69 71 72 70; 124 70 72 28 26; 125 27 37 80 71 126 73 80 84 72; 127 72 84 48 28; 128 30 29 38 73; 129 31 30 73 74 130 32 31 74 75; 131 33 32 75 76; 132 34 33 76 77; 133 35 34 77 78 134 36 35 78 79; 135 37 36 79 80; 136 73 38 39 40; 137 74 73 40 41 138 75 74 41 42; 139 76 75 42 43; 140 77 76 43 81; 141 78 77 81 82 142 79 78 82 83; 143 80 79 83 84; 144 81 43 44 45; 145 82 81 45 46 146 83 82 46 47; 147 84 83 47 48 ST;LRT USER TABLE TABLE 1 SH~E.TXT END MEMBER PROPERTY AMERICI~N 1 7 13 49 TO 51 58 TO 60 UPT~.BLE 1 7111U7NFJ_LITECOL 92 TO 100 110 TO 121 UPTABLE 1 7144_7133_ELECTRIC_EAVE MEMBER PROPERTY AMERICILN 87 TO 90 - 91 PRIS A-X 3.3995 IX 23.4568 IY 3.9084 IZ 3.6513 YD 3.5492 ZD 3.6419 MEMBER PROPERTY AMERICAN 6 12 18 57 66 86 UPTABLE 1 7C97NFJ 90 COP~NERPOST MEMBER PROPERTY AMERICAN 2 TO 4 8 TO 10 14 TO 16 19 TO 33 43 TO 48 52 TO 54 61 TO 63 67 - 68 UPTABLE I 71457NFJ_ELECTRIC_B MEMBER PROPERTY AMERICAN 5 11 17 55 56 64 65 69 70 UPTABLE 1 71457BPTNFJ EL H BEi~MPOST ELEMENT PROPERTY 34 TO 42 71 TO 85 101 TO 109 122 TO 147 THICKNESS 0.25 MEMBER RELEASE 13 TO 18 21 24 27 30 33 45 48 67 TO 70 END MY MZ DEFINE MATERIAL START ISOTROPIC MATERIAL 1 E 1E+007 POISSOM 0.33 DENSITY 0.09549 ISOTROPIC MATERIAL2 E 12000 POI SSON 0.22 DENS Iq~( 0.0902778 I SOTROPIC ALUM I bFJM E 1E+007 POISSON 0.33 DENSITY 0.098 D-L PHA 1.28E-005 DAMP 0.03 I SOTROPIC STEEL C:\RR_DRAFTING SERVICES\STAAD. PRO_PROJECTS\MAY\O5-31-Og\GIANNARIS\walls only.ani Page 2 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 3 97. E 2.9E+007 98. POISSON 0.3 99. DENSITY 0.283 100. ALPHA 6.5Ew006 101. DAMP 0.03 102. END DEFINE MATERIAL 103. UNIT FEET POUND 104. CONSTAN~fS 105. BETA 90 MEMB 6 12 18 TO 33 43 TO 48 57 66 86 106. MATERIAL MATERIAL1 MEMB I TO 4 7 TO 10 13 TO 16 19 TO 33 43 TO 54 58 - 107. 89 TO 63 67 68 92 TO 100 110 TO 121 108. MATERIAL MATERIAL2 MEMH 34 TO 42 71 TO 85 101 TO 109 122 TO 147 109. MATERIAL ALUMINUM MEMB 5 6 11 12 17 18 55 TO 57 64 TO 66 69 70 86 TO 91 110. SUPPORTS 111. 1 TO 48 PINNED 112. LOAD 1 DEAD SELFWEIGHT OF S~fRUCTURE 113. SELFWEIGHT Y -1 114. LOAD 2 LIVE 120 MPH EXP C WIND LOAD 115. ELEME~ LOAD 116. 34 TO 42 71 TO 76 PR GX 32.76 117. 77 TO 85 101 TO 109 122 TO 127 PR GZ 30.1 118. 128 TO 147 PR GX 26 119. LOAD 3 LIVE 120 MPH EXP C WIND LOAD 120. ELEMENT LOAD 121. 34 TO 42 71 TO 76 PR GX -30.1 122. 77 TO 85 101 TO 109 122 TO 127 PR GZ -32.76 123. 128 TO 147 PR GX 30.1 124. LOAD COMB 4 DEAD + ROOF 125. 1 1.0 2 1.0 126. LOAD COMB 5 0.6 DEAD + SIDE WIND 127. 1 0.6 3 1.0 128. LOAD COMB 6 0.6 DEAD + FRONT WIND 129. 1 0.6 3 1.0 130. LOAD COMB 7 DEAD + .75 ROOF + .75 SIDE WIND 131. 1 1.0 2 0.75 3 0.75 132. LOAD COMB 8 DEAD + .75 ROOF + .75 FRONT WIND 133. 1 1.0 2 0.75 3 0.75 134. UNIT INCHES POUND 135. PERFORM AMALYSIS ** WARNING ** A SOFT MATERIAL WITH (1.0 / 2.625E+02) TIMES THE STIFFNESS OF CONCP. ETE ENTEP. ED. PLEASE CHECK. C:\RR_DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\05 31 09\GIANNARIS\walls only. anl Page 3 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 4 PROBLEM STATISTICS NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 84/ 147/ 48 ORIGINAL/FINAL BAND-WIDTH= 56/ 6/ 42 DOF TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 504 SIZE OF STIFFNESS MATRIX = 22 DOUBLE KILO-WORDS REQRD/AVAIL. DISK SPACE = 12.7/ 36946.9 MB 136. LOAD LIST 4 TO 8 137. PRINT SUPPORT REACTION C:\RR_DRAFTING SERVICES\STAAD.PRO_PROJECTS\MAY\OS-31-O9\GIANNARIS\walls_only. anl Page 4 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 5 SUPPORT REACTIONS -UNIT POUN INCH STRUCTURE TYPE = SPACE JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 4 -15.67 2.84 0.02 0.00 0.00 0.00 5 14.40 1.74 -0.01 0.00 0.00 0.00 6 14.40 1.74 -0.01 0.00 0.00 0.00 7 -0.95 2.86 0.01 0.00 0.00 0.00 8 -0.95 2.86 0.01 0.00 0.00 0.00 4 -250.41 31.90 -0.04 0.00 0.00 0.00 5 230.08 19.46 0.31 0.00 0.00 0.00 6 230.08 19.46 0.31 0.00 0.00 0.00 7 -15.25 32.10 0.17 0.00 0.00 0.00 8 -15.25 32.10 0.17 0.00 0.00 0.00 4 -298.43 36.57 -0.03 0.00 0.00 0.00 5 274.20 22.64 0.65 0.00 0.00 0.00 6 274.20 22.64 0.65 0.00 0.00 0.00 7 -18.17 37.01 0.39 0.00 0.00 0.00 8 -18.17 37.01 0.39 0.00 0.00 0.00 4 -698.14 84.86 0.77 0.00 0.00 0.00 5 641.45 50.03 1.90 0.00 0.00 0.00 6 641.45 50.03 1.90 0.00 0.00 0.00 7 -42.52 84.11 1.68 0.00 0.00 0.00 8 -42.52 84.11 1.68 0.00 0.00 0.00 4 -1247.90 151.76 -5.97 0.00 0.00 0.00 5 1146.58 84.88 5.16 0.00 0.00 0.00 6 1146.58 84.88 5.16 0.00 0.00 0.00 7 75.99 147.86 -0.45 0.00 0.00 0.00 8 -75.99 147.86 -0.45 0.00 0.00 0.00 4 -381.53 18.28 -49.92 0.00 0.00 8.00 5 350.54 105.87 51.00 0.00 0.00 0.00 6 350.54 105.87 51.00 0.00 0.00 0.00 7 -23.25 76.83 1.20 0.00 0.00 0.00 8 -23.25 76.83 1.20 0.00 0.00 0.00 4 -55.64 9.86 -0.29 0.00 0.00 0.00 5 51.13 5.99 0.79 0.00 0.00 0.00 6 51.13 5.99 0.79 0.00 0.00 0.00 7 -3.39 9.91 0.32 0.00 0.00 0.00 8 -3.39 9.91 0.32 0.00 0.00 0.00 4 -48.01 8.50 -0.31 0.00 0.00 0.00 5 44.11 5.02 0.76 0.00 0.00 0.00 6 44.11 5.02 0.76 8.00 0.00 0.00 7 -2.92 8.45 0.29 0.00 0.00 0.00 8 -2.92 8.45 0.29 0.00 0.00 0.00 4 -6.32 1.07 0.10 0.00 0.00 0.00 5 5.80 0.76 -0.26 0.00 0.00 0.00 6 5.80 0.76 -0.26 0.00 0.00 0.00 7 -0.38 1.14 -0.10 0.00 0.00 0.00 8 -0.38 1.14 -0.10 0.00 0.00 0.00 4 -251.91 36.44 -0.28 0.00 0.00 0.00 5 231.46 21.29 0.40 0.00 0.00 0.00 6 231.46 21.29 0.40 0.00 0.00 0.00 C:\RR DRAFTING SERVICES\STAAD.PROPROJECTSIMAY\05-31 09\GIANNARIS\wallsonly. anl Page 5 Of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 6 SUPPORT REACTIONS -%~NIT POUN INCH STRUCTU~ TYPE = SPACE JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 7 -15.34 36.08 0.08 0.00 0.00 0.00 8 -15.34 36.08 0.08 0.00 0.00 0.00 11 4 296.50 33.94 1.58 0.00 0.00 0.00 5 272.43 21.15 1.98 0.00 0.00 0.00 6 272.43 21.15 1.98 0.00 0.00 0.00 7 -18.05 34.43 0.27 0.00 0.00 0.00 8 -18.05 34.43 0.27 0.00 0.00 0.00 12 4 779.82 109.40 -21.95 0.00 0.00 0.00 5 716.50 63.96 5.98 0.00 0.00 0.00 6 716.50 63.96 5.98 0.00 0.00 0.00 7 -47.49 108.34 -9.85 0.00 0.00 0.00 8 47.49 108.34 -9.85 0.00 0.00 0.00 13 4 -1262.72 185.35 -38.34 0.00 0.00 0.00 5 1160.20 114.91 28.06 0.00 0.00 0.00 6 1160.20 114.91 28.06 0.00 0.00 0.00 7 -76.89 187.68 -6.09 0.00 0.00 0.00 8 -76.89 187.68 -6.09 0.00 0.00 0.00 14 4 -281.19 181.13 -3.84 0.00 0.00 0.00 5 258.33 -18.01 34.73 0.00 0.00 0.00 6 258.33 -18.01 34.73 0.00 0.00 0.00 7 17.14 102.98 19.43 0.00 0.00 0.00 8 -17.14 102.98 19.43 0.00 0.00 0.00 15 4 175.82 95.12 -287.96 0.00 0.00 0.00 5 161.49 -29.01 313.41 0.00 0.00 0.00 6 161.49 -29.01 313.41 0.00 0.00 0.00 7 10.75 41.89 19.08 0.00 0.00 0.00 8 -10.75 41.89 19.08 0.00 0.00 0.00 16 4 -188.74 36.02 -282.54 0.00 0.00 0.00 5 173.42 98.15 308.49 0.00 0.00 0.00 6 173.42 98.15 308.49 0.00 0.00 0.00 7 -11.50 38.03 19.46 0.00 0.00 0.00 8 -11.50 38.03 19.46 0.00 0.00 0.00 17 4 -91.84 100.83 -519.16 0.00 0.00 0.00 5 84.14 3.32 565.04 0.00 0.00 0.00 6 84.14 3.32 566.04 0.00 0.00 0.00 7 -5.78 65.46 34.41 0.00 0.00 0.00 8 -5.78 65.46 34.41 0.00 0.00 0.00 18 4 -89.18 28.39 -519.45 0.00 0.00 0.00 5 81.62 80.11 665.33 0.00 0.00 0.00 6 81.62 80.11 565.33 0.00 0.00 0.00 7 -5.66 67.40 34.41 0.00 0.00 0.00 8 -5.66 67.40 34.41 0.00 0.00 0.00 19 4 -20.86 71.67 -519.17 0.00 0.00 0.00 5 18.11 29.69 565.05 0.00 0.00 0.00 6 18.11 29.69 565.05 0.00 0.00 0.00 7 -2.06 63.38 34.41 0.00 0.00 0.00 8 -2.06 63.38 34.41 0.00 0.00 0.00 20 4 17.91 61.83 -519.24 0.00 0.00 0.00 C:\RR_DRAFTING SERVICES\STAAD.PRO_PROJECTS\MAY\05 31 09\GIANNARIS\walls_only.anl Page 6 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 7 SUPPORT REACTIONS -UNIT POUN INCH STRUCTUP. E TYPE = SPACE JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 5 15.61 48,69 565.13 0.00 0.00 0.00 6 15.61 48.69 565.13 0.00 0.00 0.00 7 -1.75 68.99 34.42 0.00 0.00 0.00 8 -1.75 68.99 34.42 0.00 0.00 0.00 21 4 -6.26 63.99 -519.I8 0.00 0.00 0.00 5 1.00 34.95 565.06 0.00 0.00 0.00 6 1.00 34.95 565.06 0.00 0.00 0.00 7 -3.95 61.57 34.41 0.00 0.00 0.00 8 -3.95 61.57 34.41 0.00 0.00 0.00 22 4 -5.62 69.78 -519.29 0.00 0.00 0.00 5 1.31 42.28 565.18 0.00 0.00 0.00 6 1.31 42.28 565.18 0.00 0.00 0.00 7 -3.22 70.17 34.42 0.00 0.00 0.00 8 -3.22 70.17 34.42 0.00 0.00 0.00 23 4 -14.04 64.43 -576.85 0.00 0.00 0.00 5 -14.21 35.01 627.83 0.00 0.00 0.00 6 -14.21 35.01 627.83 0.00 0.00 0.00 7 21.19 60.68 38.23 0.00 0.00 0.00 8 -21.19 60.68 38.23 0.00 0.00 0.00 24 4 12.52 80.96 -576.98 0.00 0.00 0.00 5 -12.62 51.92 627.94 0.00 0.00 0.00 6 -12.62 51.92 627.94 0.00 0.00 0.00 7 -18.86 84.33 38.22 0.00 0.00 0.00 8 -18.86 84.33 38.22 0.00 0.00 0.00 25 4 -59.02 39.75 -519.16 0.00 0.00 0.00 5 67.93 10.57 565.04 0.00 0.00 0.00 6 -67.93 10.57 565.04 0.00 0.00 0.00 7 -95.21 25.09 34.41 0.00 0.00 0.00 8 -95.21 25.09 34.41 0.00 0.00 0.00 26 4 -54.58 95.14 -519.27 0.00 0.00 0.00 5 -62.91 71.31 565.30 0.00 O.00 0.00 6 -62.91 71.31 565.30 0.00 0.00 0.00 7 -88.12 110.89 34.52 0.00 0.00 0.00 8 -88.12 110.89 34.52 0.00 0.00 0.00 27 4 -123.67 3.35 -287.93 0.00 0.00 0.00 5 -143.07 -17.57 313.41 0.00 0.00 0.00 6 143.07 -17.57 313.41 0.00 0.00 0.00 7 -200.05 -18.35 19.11 0.00 0.00 0.00 8 -200.05 -18.35 19.11 0.00 0.00 0.00 28 4 -I04.08 392.89 291.36 0.00 0.00 0.00 5 -120.42 430.93 310.32 0.00 0.00 0.00 6 -120.42 430.93 310.32 0.00 0.00 0.00 7 168.37 609.31 14.22 0.00 0.00 0.00 8 -168.37 609.31 14.22 0.00 0.00 0.00 29 4 11.87 2.85 -0.07 0.00 0.00 0.00 5 13.74 1.71 -0.04 0.00 0.00 0.00 6 13.74 1.71 -0.04 0.00 0.00 0.00 7 19.20 2.85 -0.07 0.00 0.00 0.00 C: \RR DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\OS-31-O9\GIANNARIS\walls only. ani Page 7 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 8 SUPPORT P. EACTIONS -UNIT POUN INCH STRUCTUP. 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JOINT DISPLACEMENT (INCH RADIANS) STRUCTUP. E TYPE = SPACE JOINT LOAD X-TP~S Y-TRANS Z-TP~S X-ROT~Aq Y-ROTAN Z-ROTAN 8 0.49978 -0.00008 -0.00007 0.00001 0.00000 -0.01473 78 4 0.21538 -0.00008 0.00042 0.00001 -0.00014 -0.00627 5 0.24934 -0.00005 -0.00027 -0.00001 -0.00016 -0.00726 6 0.24934 -0.00005 -0.00027 -0.00001 -0.00016 -0.00726 7 0.34854 -0.00008 0.00009 0.00000 -0.00022 -0.01014 8 0.34854 -0.00008 0.00009 0.00000 -0.00022 -0.01014 79 4 0.19423 -0.00008 0.00035 0.00002 -0.00027 -0.00552 5 0.22486 -0.00005 -0.00018 -0.00001 -0.00030 -0.00639 6 0.22486 -0.00005 -0.00018 -0.00001 -0.00030 -0.00639 7 0.31432 0.00008 0.00010 0.00001 -0.00043 -0.00893 8 0.31432 -0.00008 0.00010 0.00001 -0.00043 -0.00893 80 4 0.06010 -0.00009 0.00560 0.00014 0.01311 -0.00152 5 0.06956 -0.00007 -0.00539 -0.00012 -0.01454 -0.00176 6 0.06956 -0.00007 -0.00539 -0.00012 -0.01454 -0.00176 7 0.09724 -0.00010 0.00008 0.00001 -0.00107 -0.00246 8 0.09724 -0.00010 0.00008 0.00001 -0.00107 -0.00246 81 4 0.15694 -0.00006 0.00072 0.00007 -0.00039 0.01146 5 0.18168 -0.00003 -0.00046 0.00005 -0.00045 0.01327 6 0.18168 -0.00003 -0.00046 0.00005 -0.00045 0.01327 7 0.25397 -0.00006 0.00016 0.00007 -0.00063 0.01854 8 0.25397 -0.00006 0.00016 0.00007 -0.00063 0.01854 82 4 0.11754 -0.00006 0.00078 -0.00002 -0.00014 0.00847 5 0.13608 -0.00003 -0.00049 0.00001 0.00016 0.00981 6 0.13608 -0.00003 -0.00049 0.00001 -0.00016 0.00981 7 0.19022 -0.00006 0.00018 0.00000 -0.00022 0.01371 8 0.19022 -0.00006 0.00018 0.00000 -0.00022 0.01371 83 4 0.10159 -0.00005 0.00094 -0.00003 -0.00027 0.00708 5 0.11762 -0.00003 -0.00058 0.00002 -0.00030 0.00819 6 0.11762 -0.00003 -0.00058 0.00002 -0.00030 0.00819 7 0.16441 -0.00006 0.00022 -0.00001 -0.00043 0.01145 8 0.16441 -0.00006 0.00022 -0.00001 -0.00043 0.01145 84 4 0.02510 -0.00003 0.00120 -0.00013 -0.00082 0.00232 5 0.02905 -0.00001 -0.00073 0.00005 -0.00095 0.00269 6 0.02905 -0.00001 -0.00073 0.00005 -0.00095 0.00269 7 0.04061 -0.00002 0.00029 0.00005 0.00133 0.00375 8 0.04061 -0.00002 0.00029 -0.00005 -0.00133 0.00375 ************** END OF LATEST A2~ALYSIS RESULT ************** 139. PRINT SECTION MA~ DISPL NSECT 12 ALL C:\RR DRAFTING SERVICES\STAAD.PRO_PROJECTS\MAY\05-31 09\GIANNARIS\walls_only.anl Page 19 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW - PAGE NO. 20 MAX MEMBER SECTION DISPLACEMENTS UNIT= INCH FOR FPS ~ CM FOR METRIC/SI SYSTEM MEMBER MAX DISP LOCATION LOAD L/DISPL 1 0.00002 13.49 5 0 2 0.00851 13.49 4 2718 3 0.01015 13.49 4 2279 4 0.02328 13.49 4 993 5 0.01322 13.49 4 1749 6 0.00560 13.49 4 4127 7 0.00005 28.50 6 0 8 0.08033 28.50 4 709 9 0.09596 28.50 4 593 10 0.18973 28.50 4 300 11 0.12312 28.50 4 462 12 0.04508 28.50 4 1264 13 0.00001 4.95 6 0 14 0.00134 4.95 4 8862 15 0.00160 4.95 4 7435 16 0.00418 4.95 4 2840 17 0.00211 4.95 4 5622 18 0.00063 4.95 4 18773 19 0.01075 13.49 5 2150 20 0.10284 28.50 5 554 21 0.00169 4.95 6 7026 22 0.01921 13.49 5 1203 23 0.18168 28.50 6 313 24 0.00302 4.95 6 3928 25 0.01921 13.49 5 1203 26 0.18160 28.50 5 313 27 0.00302 4.95 6 3929 28 0.01921 13.49 5 1203 29 0.18159 28.50 6 313 30 0.00302 4.95 6 3929 31 0.02134 13.49 5 1083 32 0.20176 28.50 5 282 33 0.00336 4.95 5 3536 43 0.01921 13.49 6 1203 44 0.18164 28.50 6 313 45 0.00302 4.95 6 3928 46 0.01073 13.49 6 2154 47 0.10192 28.50 6 559 48 0.00168 4.95 6 7059 49 0.00288 13.49 8 8024 50 0.02348 13.49 8 984 51 0.03105 13.49 7 744 52 0.01355 13.49 8 1706 53 0.00785 13.49 7 2944 54 0.02829 13.49 8 817 55 0.01743 13.49 8 1327 56 0.01649 13.49 7 1402 57 0.00715 13.49 8 3232 58 0.03631 38.00 8 1569 C:\RR DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\05 31 09\GIANNARIS\walls only. anl Page 20 of 64 230 WALLS ONLY PATIO ROOMW Wednesday, June 03, 2009, 04:26 PM PAGE NO. 21 59 60 62 63 64 65 66 67 68 69 70 86 87 88 89 9O 92 93 94 95 96 97 98 99 100 120 0.10590 23.75 7 538 0.15638 23.75 7 364 0.08115 23.75 8 702 0.02525 19.00 8 2257 0.23708 28.50 7 240 0.16995 28.50 8 335 0.14521 28.50 7 392 0.04425 28.50 7 1288 0.00193 4.95 8 6168 0.00495 4.95 8 2397 0.00267 4.95 7 4452 0.00276 4.95 7 4295 0.00197 6.93 8 6023 0.00636 60.00 4 18880 0.00856 60.00 4 14020 0.00858 60.00 7 13984 0.00580 70.00 7 20678 0.01473 50.00 7 8147 0.00001 5.00 4 0 0.00012 15.00 4 294048 0.00021 8.75 4 98024 0.00775 50.00 4 15477 0.00811 60.00 4 14797 0.00014 7.00 4 83837 0.00104 20.00 5 46223 0.00067 20.00 4 89789 0.00039 16.00 5 123321 0.00023 50.00 7 261181 0.00039 15.00 7 153290 0.00097 24.00 7 49594 0.00365 7.00 7 3290 0.00002 5.00 4 0 0.00080 36.00 4 89774 0.00005 9.00 4 0 0.00010 21.00 7 0 0.00010 5.00 4 118671 0.00564 60.00 8 21284 0.00509 50.00 8 23583 0.00652 50.00 8 18409 ************ END OF SECT DISPL RESULTS *********** 140. *SECTION 0.5 ALL 141. PRINT MEMBER FORCES ALL C: \RR_DRAFTING SERVICES\STAAD.PRO_PROJECTS\MAY\O5-3i-O9\GIANNARIS\walls_only. ani Page 21 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 22 ME~4BER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ABE -- POUN INCH (LOCAL) MENBER LOAD JT A~fIAL SHEAR-y SHEAR-Z TORSION MOM-Y MOM-Z 5 4 4 1 1.26 -0.19 0.05 0.54 -0.19 -0.57 5 1 0.75 0.18 -0.14 -0.50 0.57 0.52 7 0.75 -0.18 0.14 0.50 2.69 3.59 6 1 0.75 0.18 -0.14 -0.50 0.57 0.52 7 0.75 -0.18 0.14 0.50 2.69 3.59 7 1 1.26 -0.01 -0.06 0.03 0 .24 -0 .03 7 1.26 0.01 0.06 -0.03 1.04 -0.24 8 1 1.26 -0.01 -0.06 0.03 0.24 -0.03 7 1.26 0.01 0.06 -0.03 1.04 -0.24 4 2 25.59 187.36 -0.02 0.57 0.31 0.51 49 -21.99 -187.36 0.02 -0.57 0.88 4332.17 5 2 15.49 -172.15 0.10 -0.53 -0.56 -0.47 49 -13.33 172.15 -0.10 0.53 -1.80 -3980.41 6 2 15.49 172.15 0.10 -0.53 0.56 -0.47 49 -13.33 172.15 -0.10 0.53 -1.80 -3980.41 7 2 25.68 11.41 0.05 0.03 -0.55 0.03 49 -22.08 -11.41 0.05 -0.03 -0.59 263.82 8 2 25.68 11.41 0.05 0.03 -0.55 0.03 49 -22.08 11.41 -0.05 -0.03 -0.59 263.82 4 3 28.97 223.42 0.07 0.35 -0.04 -0.28 50 -25.38 -223.42 -0.07 -0.35 -1.49 5166.97 5 3 17.98 -205.28 0.35 -0.32 -0.22 0.25 50 -15.82 205.28 -0.35 0.32 -7.80 -4747.43 6 3 17.98 -205.28 0.35 -0.32 -0.22 0.25 50 -15.82 205.28 0.35 0.32 -7.80 -4747.43 7 3 29.35 13.61 0.26 0.02 -0.16 -0.02 50 -25.75 -13.61 -0.26 -0.02 -5.85 314.66 8 3 29.35 13.61 0.26 0.02 -0.16 -0.02 50 -25.75 -13.61 -0.26 -0.02 -5.85 314.66 4 4 64.47 512.68 1.56 1.01 -31.66 0.05 51 -60.87 -512.68 1.56 -1.01 -4.47 11855.65 5 4 39.56 -471.05 0.45 -0.92 14.44 -0.04 51 -37.40 471.05 -0.45 0.92 -24.87 -10893.00 6 4 39.56 -471.05 0.45 -0.92 14.44 -0.04 51 -37.40 471.05 -0.45 0.92 24.87 -10893.00 7 4 65.02 31.22 1.25 0.06 -10.54 0.00 51 -61.43 -31.22 -1.25 -0.06 -18.48 721.98 8 4 65.02 31.22 1.25 0,06 -10.54 0.00 51 -61.43 -31.22 -1.25 -0.06 -18.48 721.98 5 113.26 932.16 4.55 0.48 -103.68 -0.52 52 -105.91 -932.16 4.55 -0.48 -1.54 21556.77 C: \RR_DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\05 31 09\GIANNARIS\walis only.ani Page 22 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW 4_ PAGE NO. 23 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN INCH (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 5 5 71.90 -856.47 -4.68 -0.63 112.57 0.54 52 67.49 856.47 4.68 0.63 -4.38 -19806.40 6 5 71.90 -856.47 -4.68 -0.63 112.57 0.54 52 -67.49 856.47 4.68 0.63 -4.38 -19806.40 7 5 115.75 56.77 -0.13 -0.11 6.71 0.01 52 -108.40 -56.77 0.13 0.11 -3.74 1312.78 8 5 115.75 56.77 -0.13 -0.11 6.71 0.01 52 -108.40 -56.77 0.13 0.11 3.74 1312.78 4 6 36.85 -25.02 230.57 0.19 176.02 -138.03 53 32.60 25.02 230.57 -0.19 5155.88 -440.57 5 6 62.80 25.34 211.83 -0.24 -161.81 129.04 53 -60.24 -25.34 -211.83 0.24 -4736.71 457.00 6 6 62.80 25.34 211.83 -0.24 -161.81 129.04 53 -60.24 25.34 -211.83 0.24 -4736.71 457.00 7 6 62.05 0.46 -14.06 -0.04 10.67 -4.22 53 -57.80 -0.46 14.06 0.04 314.36 14.97 8 6 62.05 0.46 -14.06 -0.04 10.67 -4.22 53 57.80 -0.46 14.06 0.04 314.36 14.97 4 7 3.10 -0.01 0.00 5.15 -0.33 -1.24 8 3.10 0.01 0.00 -5.15 0.17 0.70 5 7 1.86 0.01 -0.01 -4.73 0.80 1.14 8 1.86 -0.01 0.01 4.73 -0.45 -0.64 6 7 1.86 0.01 -0.01 -4.73 0.80 1.14 8 1.86 -0.01 0.01 4.73 -0.45 -0.64 7 7 3.10 0.00 0.00 0.31 0.30 -0.08 8 3.10 0.00 0.00 -0.31 -0.18 0.04 8 7 3.10 0.00 0.00 0.31 0.30 0.08 8 3.10 0.00 0.00 -0.31 -0.18 0.04 4 49 0.60 -30.60 0.00 5.23 -1.48 -4327.05 54 8.27 30.60 0.00 -5.23 1.23 2582.81 5 49 0.30 28.12 0.00 4.81 3.67 3975.71 54 5.02 -28.12 0.00 4.81 -3.87 -2373.10 6 49 0.30 28.12 0.00 -4.81 3.67 3975.71 54 5.02 -28.12 0.00 4.81 -3.87 -2373.10 7 49 0.56 -1.86 0.00 0.32 1.40 -263.51 54 8.31 1.86 0.00 -0.32 -1.68 157.29 8 49 0.56 -1.86 0.00 0.32 1.40 -263.51 54 8.31 1.86 0.00 -0.32 1.68 157.29 4 50 0.04 -36.52 0.11 2.54 -4.50 -5168.22 55 8.83 36.52 0.11 -2.54 10.99 3086.73 5 50 -0.17 33.55 0.03 -2.34 15.95 4748.57 55 5.49 -33.55 -0.03 2.34 -17.91 -2836.10 6 50 -0.17 33.55 0.03 -2.34 15.95 4748.57 55 5.49 -33.55 -0.03 2.34 -17.91 -2836.10 C:\RR DRAFTING SERVICES\STAAD. PRO_PROJECTS\MAY\O5-31-O9\GIANNARIS\walls_only.anl Page 23 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 24 MEMBER END FORCES STRUCTUP. E TYPE = SPACE ALL UNITS A~ -- POI/R INCH (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 7 50 -0.08 -2.22 -0.05 0.15 7.28 -314.73 55 8.95 2.22 0.05 -0.15 -4.49 187.97 8 50 -0.08 -2.22 -0.05 0.15 7.28 314.73 55 8.95 2.22 0.05 -0.15 4.49 187.97 4 51 -3.53 129.61 1.57 2.26 -5.36 -11854.39 56 12.40 129.61 1.57 -2.26 -84.24 4466.74 5 51 -2.04 119.08 2.42 -2.07 -16.42 10891.84 56 7.36 -119.08 -2.42 2.07 -121.80 -4104.02 6 51 -2.04 119.08 2.42 -2.07 16.42 10891.84 56 7.36 -119.08 2.42 2.07 -121.80 -4104.02 7 51 -3.48 7.89 2.51 0.14 -13.70 -721.91 56 12.35 7.89 2.51 -0.14 -129.24 272.03 8 51 -3.48 -7.89 2.51 0.14 -13.70 -721.91 56 12.35 7.89 -2.51 -0.14 -129.24 272.03 4 52 -3.32 -161.47 -2.30 1.13 11.17 -21556.92 57 21.43 161.47 2.30 1.13 120.18 12353.15 5 52 -2.07 148.36 2.31 -1.26 -16.44 19806.53 57 12.94 -148.36 -2.31 1.26 -115.36 -11350.01 6 52 2.07 148.36 2.31 -1.26 -16.44 19806.53 57 12.94 -148.36 -2.31 1.26 -115.36 -11350.01 7 52 -3.37 -9.83 0.03 -0.10 -3.46 -1312.79 57 21.49 9.83 -0.03 0.10 1.78 752.35 8 52 3.37 -9.83 0.03 -0.10 -3.46 -1312.79 57 21.49 9.83 0.03 0.10 1.78 752.35 4 53 17.52 8.34 -19.72 -0.82 -2837.48 396.07 58 -7.04 -8.34 19.72 0.82 3961.28 79.21 5 53 18.96 -12.54 18.12 0.91 2606.48 459.60 58 25.25 12.54 -18.12 -0.91 -3639.31 -255.29 6 53 -18.96 -12.54 18.12 0.91 2606.48 -459.60 58 25.25 12.54 -18.12 -0.91 -3639.31 -255.29 7 53 -0.69 -2.74 -1.20 0.06 173.24 -44.29 58 11.17 2.74 1.20 -0.06 241.46 -112.02 8 53 -0.69 -2.74 1.20 0.06 -173.24 -44.29 58 11.17 2.74 1.20 -0.06 241.46 112.02 4 B 0.65 0.42 -0,12 8.59 1.39 4,99 9 0,65 -0.42 0.12 -8.59 0.00 0.00 5 8 0.39 -0.39 0.30 -7.89 -3.53 4.58 9 0.39 0.39 -0.30 7.89 0.00 0.00 6 8 0.39 -0.39 0.30 -7.89 3.53 -4.58 9 0.39 0.39 0.30 7.89 0.00 0.00 7 8 0.65 0.03 0.12 0.52 -1.37 0.30 9 0.65 -0.03 -0.12 -0.52 0.00 0.00 8 8 0.65 0.03 0.12 0.52 -1.37 0.30 9 0.65 -0.03 -0.12 -0.52 0.00 0.00 C:\RR DRAFTING SERVICES\STAAD.PRO_PROJECTS\MAY\O5-31-O9\GIANNARIS\walls_only.anl Page 24 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO EOOMW -- PAGE NO. 25 ME~4BER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN INCH (LOCAL ) ~EMBER LOAD JT A~XIAL SHEA/~-Y SHEAR-Z TORSION MOM-Y MOM-Z 26 4 54 -26.98 -217.92 0.07 8.16 -0.82 -2587.78 10 28.83 217.92 0.07 -8.16 0.00 0.00 5 54 -16.18 200.22 0.12 -7.50 1.46 2377.66 10 17.29 -200.22 0.12 7.50 0.00 0.00 6 54 -16.18 200.22 -0.12 -7.50 1.46 2377.66 10 17.29 -200.22 0.12 7.50 0.00 0.00 7 54 -26.98 -13.27 -0.03 0.50 0.41 157.59 10 28.82 13.27 0.03 -0.50 0.00 0.00 8 54 26.98 -13.27 -0.03 0.50 0.41 157.59 10 28.82 13.27 0.03 0.50 0.00 0.00 4 55 -30.90 -259.73 0.70 4.40 -8.36 -3084.31 11 32.75 259.73 -0.70 -4.40 0.00 0.00 5 55 -18.77 238.64 -0.88 -4.04 10.50 2833.88 11 19.88 -238.64 0.88 4.04 0.00 0.00 6 55 -18.77 238.64 -0.88 -4.04 10.50 2833.88 11 19.88 -238.64 0.88 4.04 0.00 0.00 7 55 -31.05 -15.82 0.12 0.27 1.44 -187.83 11 32.90 15.82 0.12 -0.27 0.00 0.00 8 55 -31.05 -15.82 -0.12 0.27 1.44 -187.83 11 32.90 15.82 0.12 -0.27 0.00 0.00 4 56 -82.89 679.87 13.08 -56.59 -155.30 -8073.48 12 84.74 679.87 -13.08 56.59 0.00 0.00 5 56 51.83 624.67 0.52 52.01 6.21 7417.92 12 52.94 -624.67 0.52 -52.01 0.00 0.00 6 56 -51.83 624.67 -0.52 52.01 6.21 7417.92 12 52.94 -624.67 0.52 -52.01 0.00 0.00 7 56 -84.22 -41.40 7.79 -3.44 -92.52 -491.67 12 86.06 41.40 7.79 3.44 0.00 0.00 8 56 -84.22 -41.40 7.79 -3.44 -92.52 -491.67 12 86.06 41.40 -7.79 3.44 0.00 0.00 4 57 152.13 -1099.56 23.21 -322.53 -275.63 13057.29 13 155.91 1099.56 -23.21 322.53 0.00 0.00 5 57 -98.54 1010.29 -15.72 296.18 186.70 11997.22 13 100.80 -1010.29 15.72 -296.18 0.00 0.00 6 57 -98.54 1010.29 -15.72 296.18 186.70 11997.22 13 100.80 -1010.29 15.72 -296.18 0.00 0.00 7 57 156.72 -66.95 4.49 -19.76 53.26 -795.05 13 160.49 66.95 -4.49 19.76 0.00 0.00 8 57 156.72 -66.95 4.49 -19.76 53.26 -795.05 13 160.49 66.95 -4.49 19.76 0.00 0.00 4 58 -125.49 15.44 179.91 0.27 -2136.46 -183.37 14 127.68 15.44 -179.91 0.27 0.00 0.00 C:\RR DRAFTING SERVICES\STAAD. PROPROJECTS\MAY\O5-31-O9\GIANNARIS\walls_only. anl Page 25 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW - PAGE NO. 26 MEMBER END FORCES STRUCTURE TYPE = SPACE A~LL I~NITS ARE -- POUN INCH (LOCAL ) ~{EMBER LOAD JT AXIAL SEEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 20 22 5 58 -13.03 -15.98 -165.27 0.25 1962.63 -189.76 14 14.34 15.98 165.27 -0.25 0.00 0.00 6 58 -13.03 -15.98 -165.27 0.25 1962.63 -189.76 14 14.34 15.98 165.27 -0.25 0.00 0.00 7 58 -87.17 -19.68 10.98 -0.02 -130.37 -233.70 14 89.35 19.68 -10.98 0.02 0.00 0.00 8 58 -87.17 -19.68 10.98 -0.02 -130.37 -233.70 14 89.35 19.68 -10.98 0.02 0.00 0.00 4 15 56.07 -215.43 -80.61 -0.33 -126.23 -0.07 59 -52.47 215.43 80.61 0.33 1990.25 -4981.71 5 15 -5.36 234.46 74.05 0.36 114.01 0.08 59 7.52 234.46 -74.05 -0.36 -1826.36 5421.83 6 15 -5.36 234.46 74.05 0.36 114.01 0.08 59 7.52 -234.46 -74.05 -0.36 -1826.36 5421.83 7 15 31.95 14.27 -4.92 0.03 -8.90 0.01 59 28.35 -14.27 4.92 -0.03 122.66 330.10 8 15 31.95 14.27 -4.92 0.03 -8.90 0.01 59 -28.35 -14.27 4.92 -0.03 122.66 330.10 4 59 12.17 35.21 17.31 -4.59 -3037.39 4976.87 60 21.04 -35.21 -17.31 4.59 2050.54 2969.62 5 59 10.82 38.33 -15.93 5.03 2790.77 -5416.52 60 -5.50 38.33 15.93 -5.03 -1882.55 3231.90 6 59 10.82 -38.33 -15.93 5.03 2790.77 -5416.52 60 -5.50 38.33 15.93 -5.03 -1882.55 3231.90 7 59 -0.97 -2.33 1.04 0.33 -185.02 -329.75 60 9.84 2.33 -1.04 -0.33 125.88 196.72 8 59 -0.97 -2.33 1.04 0.33 -185.02 329.75 60 9.84 2.33 1.04 -0.33 125.88 196.72 4 60 -25.05 250.40 97.97 -6.70 -1163.38 2973.45 16 26.90 -250.40 -97.97 6.70 0.00 0.00 5 60 -26.07 272.51 -90.05 7.33 1069.32 3236.09 16 27.18 272.51 90.05 -7.33 0.00 0.00 6 60 -26.07 -272.51 -90.05 7.33 1069.32 -3236.09 16 27.18 272.51 90.05 -7.33 0.00 0.00 7 60 -31.87 -16.59 5.95 0.47 -70.61 -196.99 16 33.72 16.59 -5.95 -0.47 0.00 0.00 8 60 -31.87 -16.59 5.95 0.47 70.61 -196.99 16 33.72 16.59 -5.95 -0.47 0.00 0.00 4 17 64.19 -388.62 19.01 -0.18 -5.27 0.05 61 -60.59 388.62 19.01 0.18 444.78 -8987.00 5 17 14.97 422.97 17.43 0.20 3.18 -0.06 61 -12.81 -422.97 -17.43 -0.20 -406.14 9781.19 6 17 14.97 422.97 17.43 0.20 3.18 -0.06 61 -12.81 -422.97 17.43 -0.20 -406.14 9781.19 C: \RR_DRAFTING SERVICES\STAAD. PRO PROJECTS\MAY\OS-3i-O9\GIANNARIS\wali~only. ani Page 26 of 64 230 WALLS ONLY PATIO ROOMW -- PAGE NO. Wednesday, June 03, 2009, 04:26 PM 27 ~EMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN INCH {LOCAL ) MEMBER LOAD JT AXIkL SHEAR-Y SSEAR-Z TORSION MOM-Y MOM-Z 23 24 7 17 49.63 25.76 -1.19 0.01 -1.34 0.00 61 -46.03 -25.76 1.19 -0.01 28.78 595.64 8 17 49.63 25.76 -1.19 0.01 -1.34 0.00 61 -46.03 -25.76 1.19 -0.01 28.78 595.64 4 61 -4.59 63.53 2.38 -0.46 -738.19 8986.93 62 13.46 -63.53 -2.38 0.46 602.79 -5365.58 5 61 -0.63 -69.15 -2.18 0.50 676.82 -9781.11 62 5.95 69.15 2.18 0.50 -552.83 5839.70 6 61 -0.63 -69.15 2.18 0.50 676.82 -9781.11 62 5.95 69.15 2.18 -0.50 552.83 5839.70 7 61 -3.28 -4.21 0.15 0.03 -46.04 -595.64 62 12.15 4.21 -0.15 -0.03 37.67 355.59 8 61 -3.28 -4.21 0.15 0.03 -46.04 -595.64 62 12.15 4.21 -0.15 -0.03 37.67 355.59 4 62 -77.28 451.65 18.37 0.95 -218.16 5363.37 18 79.13 -451.65 -18.37 -0.95 0.00 0.00 5 62 -10.69 -491.56 16.86 -1.05 200.17 -5837.27 18 11.80 491.56 16.86 1.05 0.00 0.00 6 62 -10.69 -493.56 -16.86 -1.05 200.17 -5837.27 18 11.80 491.56 16.86 1.05 0.00 0.00 7 62 -55.19 -29.93 1.13 -0.07 -13.43 -355.43 18 57.04 29.93 -1.13 0.07 0.00 0.00 8 62 -55.19 -29.93 1.13 -0.07 -13.43 -355.43 18 57.04 29.93 -1.13 0.07 0.00 0.00 25 4 19 52.33 -388.63 ~3.09 0.05 2.49 0.10 63 -48.73 388.63 3.09 -0.05 68.94 -8987.26 5 19 25.56 422.98 2.56 -0.06 -1.13 -0.11 63 23.40 -422.98 -2.56 0.06 -58.16 9781.47 6 19 25.56 422.98 2.56 -0.06 -1.13 -0.11 63 23.40 -422.98 2.56 0.06 -58.16 9781.47 7 19 48.68 25.76 -0.39 0.00 0.88 -0.01 63 -45.08 -25.76 0.39 0.00 8.20 595.66 8 19 48.68 25.76 -0.39 0.00 0.88 -0.01 63 -45.08 -25.76 0.39 0.00 8.20 595.66 26 4 63 -1.73 63.54 -1.08 0.00 -126.41 8987.31 64 10.60 -63.54 1.08 0.00 188.23 -5365.63 5 63 -3.42 -69.15 0.85 0.00 108.58 -9781.53 64 8.74 69.15 -0.85 0.00 -156.92 5839.76 6 63 -3.42 -69.15 0.85 0.00 108.58 -9781.53 64 8.74 69.15 -0.85 0.00 -156.92 5839.76 7 63 -3.22 -4.21 -0.17 0.00 -13.41 -595.66 64 12.09 4.21 0.17 0.00 22.95 355.60 8 63 -3.22 -4.21 -0.17 0.00 -13.41 -595.66 64 12.09 4.21 0.17 0.00 22.95 355.60 C:\RR DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\05 31 09\GIANNARIS\walls only.anl Page 27 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 28 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN INCH (LOCAL ) 27 4 64 -67.90 451.63 0.10 -1.22 -1.20 5363.12 20 69.75 -451.63 -0.10 1.22 0.00 0.00 5 64 -17.93 -491.54 -0.10 1.34 1.15 -5837.00 20 19.04 491.54 0.10 -1.34 0.00 0,00 6 64 -17.93 -491.54 0.10 1.34 1.15 -5837.00 20 19.04 491.54 0.10 -1.34 0.00 0.00 7 64 53.64 -29.93 0.01 0.09 -0.17 355.42 20 55.49 29.93 -0.01 -0,09 0.00 0.00 8 64 -53.64 -29.93 0.01 0.09 -0.17 -355.42 20 55.49 29.93 -0.01 -0.09 0.00 0.00 28 4 21 49.01 -388.63 -1.33 -0.09 0.39 0.11 65 -45.41 388.63 1.33 0.09 31.06 -8987.29 5 21 27.69 422.98 0.41 0.10 0.29 -0.12 65 -85.53 -422.98 -0.41 -0.10 -9.20 9781.50 6 21 27.69 422.98 0.41 0.10 -0.89 -0.12 65 -25.53 -422.98 -0.41 -0.10 -9.20 9781.50 7 21 47.80 25.76 -0.69 0.01 -0.33 -0.01 65 44.20 -25.76 0.69 -0.01 16.23 595.66 8 21 47.80 25.76 -0.69 0.01 -0.33 0.01 65 -44.20 -25.76 0.69 -0.01 16.23 595.66 29 4 65 -3.28 63.54 0.43 -0.09 -44.14 8987.36 66 12.15 -63.54 0.43 0.09 68.39 -5365.60 5 65 -2.80 -69.16 -0.15 0.10 13.02 -9781.58 66 8.12 69.16 0.15 -0.10 -4.34 5839.73 6 65 -2.80 -69.16 -0.15 0.10 13.02 -9781.58 66 8.12 69.16 0.15 -0.10 -4.34 5839.73 7 65 3.91 -4.21 -0.44 0.01 -23.33 -595.67 66 12.78 4.21 0.44 -0.01 48.37 355.60 8 65 3.91 -4.21 -0.44 0.01 -23.33 595.67 66 12.78 4.21 0.44 -0.01 48.37 355.60 30 4 66 -53.97 451.62 0.22 1.26 -2.60 5363.01 22 55.82 -451.62 -0.22 1.26 0.00 0.00 5 66 -25.07 -491.53 -0.71 1.38 8.49 -5836.89 22 26.18 491.53 0.71 1.38 0.00 0.00 6 66 25.07 -491.53 -0.71 -1.38 8.49 -5836,89 22 26.18 491.53 0.71 1.38 0.00 0.00 7 66 -48.58 -29.93 -0.38 -0.09 4.49 -355.42 22 50.43 29.93 0.38 0.09 0.00 0.00 8 66 -48.58 -29.93 -0.38 -0.09 4.49 -355.42 22 50.43 29.93 0.38 0.09 0.00 0.00 31 4 23 51.03 -431.81 -2.01 0.00 0.84 0.10 67 -47.43 431.81 2.01 0.00 45.68 -9985.59 C:\RRDRAFTING SERVICES\STAAD.PROPROJECTS\MAY\O5-31-Og\GIANNARIS\wallsonly.anl Page 28 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO NOOMW -- PAGE NO. 29 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS APE -- POUN INCH (LOCAL ) 32 33 43 44 5 23 28.99 469.96 -2.01 0.00 0.78 -0.10 67 -26.83 -469.96 2.01 0.00 45.59 10868.03 6 23 28.99 469.96 -2.01 0.00 0.78 0.10 67 -26.83 -469.96 2.01 0.00 45.59 10868.03 7 23 49.36 28.62 -3.01 0.00 1.21 -0.01 67 45.76 -28.62 3.01 0.00 68.47 661.83 8 23 49.36 28.62 3.01 0.00 1.21 -0.01 67 45.76 -28.62 3.01 0.00 68.47 661.83 4 67 4.91 70.60 -0.53 0.00 -84.38 9985.62 68 13.78 -70.60 0.53 0.00 114.53 -5961.34 5 67 -3.71 -76.84 -0.52 0.00 -85.54 -30868.06 68 9.04 76.84 0.52 0.00 114.97 6488.12 6 67 -3.71 -76.84 -0.52 0.00 -85.54 -10868.06 68 9.04 76.84 0.52 0.00 314.97 6488.12 7 67 -5.69 -4.68 -0.78 0.00 -127.45 -661.83 68 14.56 4.68 0.78 0.00 172.10 395.09 8 67 5.69 -4.68 -0.78 0.00 -127.45 -661.83 68 14.56 4.68 0.78 0.00 172.10 395.09 4 68 -50.09 501.76 0.33 0.01 -3.93 5958.42 24 51.94 -501.76 -0.33 -0.01 0.00 0.00 5 68 -23.19 -546.10 0.39 0.00 -4.63 -6484.92 24 24.30 546.10 -0.39 0.00 0.00 0.00 6 68 -23.19 -546.10 0.39 0.00 -4.63 -6484.92 24 24.30 546.10 -0.39 0.00 0.00 0.00 7 68 43.11 -33.25 0.54 0.00 -6.43 -394.88 24 44.96 33.25 -0.54 0.00 0.00 0.00 8 68 -43.11 -33.25 0.54 0.00 6.43 -394.88 24 44.96 33.25 -0.54 0.00 0.00 0.00 4 25 39.27 -388.63 -11.96 0.22 -2.23 0.06 69 -35.68 388.63 11.96 0.22 278.91 -8987.03 5 25 18.22 422.97 -13.78 0.24 -3.35 -0,07 69 -16.06 -422.97 13.78 0.24 322.03 9781.22 6 25 18.22 422.97 -13.78 -0.24 -3.35 -0.07 69 -16.06 -422.97 13.78 0.24 322.03 9781.22 7 25 33.38 25.76 -19.31 -0.01 4.44 0.00 69 -29.78 -25.76 19.31 0.01 450.93 595.65 8 25 33.38 25.76 -19.31 -0,01 -4.44 0.00 69 -29.78 -25.76 19.31 0.01 450.93 595.65 4 69 -2.19 63.53 1.44 0.56 -461.01 8986.97 70 11.06 -63.53 -1.44 0.56 379.01 -5365.53 5 69 -0.83 69,15 1.72 -0.61 -531.48 9781.16 70 6,15 69.15 -1.72 0.61 433.53 5839.67 6 69 -0.83 -69.15 1.72 -0,61 -531.48 -9781.16 70 6.15 69.15 -1.72 0.61 433.53 5839.67 C:\RRDRAFTING SERVICES\STAAD. PRO_PROJECTS\MAY\O5-3i-O9\GIANNARIS\wallsonly.anl Page 29 of 64 230 WALLS ONLY PATIO R00MW Wednesday, June 03, 2009, 04:26 PM PAGE NO. 30 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ~ -- POUN INCH (LOCAL ) 45 46 47 48 7 69 -1.63 4.21 2.37 -0.04 744.31 -595.64 70 10.50 4.21 -2.37 0.04 609.40 355.61 8 69 -1.63 -4.21 2.37 -0.04 -744.31 -595.64 70 30.50 4.21 -2.37 0.04 609.40 355.61 4 70 -40.27 451.64 11.84 -0.99 140.55 5363.24 26 42.12 -451.64 -11.84 0.99 0.00 0.00 5 70 -16.05 -491.55 13.76 1.09 -163.36 -5837.16 26 17.16 491.55 -13.76 -1.09 0.00 0.00 6 70 -16.05 -491.55 13.76 1.09 -163.36 -5837.16 26 17.16 491.55 -13.76 -1.09 0.00 0.00 7 70 -31.49 29.93 19.19 0.07 -227.93 -355.44 26 33.34 29.93 -19.19 -0.07 0.00 0.00 8 70 -31.49 -29.93 19.19 0.07 227.93 -355.44 26 33.34 29.93 -19.19 -0.07 0.00 0.00 4 27 17.38 -215.41 -55.88 0.38 -103.01 -0.11 71 -13.78 215.41 55.88 -0.38 1395.34 4981.18 5 27 3.17 234.46 -64.66 -0.36 -119.97 0.08 71 -1.01 -234.46 64.66 0.36 1615.34 5421.84 6 27 3.17 234.46 64.66 -0.36 -119.97 0.08 71 -1.01 234.46 64.66 0.36 1615.34 5421.84 7 27 9.33 14.29 -90.41 0.01 -167.50 -0.02 71 -5.74 14.29 90.41 -0.01 2258.26 330.50 8 27 9.33 14.29 -90.41 0.01 -167.50 -0.02 71 5.74 -14.29 90.41 -0.01 2258.26 330.50 4 71 6.93 35.21 14.73 4.74 -1980.42 4976.21 72 1.94 -35.21 -14.73 -4.74 1140.97 -2969.08 5 71 8.14 -38.33 17.05 5.03 -2291.67 -5416.54 72 -2.82 38.33 -17.05 5.03 1320.10 3231.93 6 71 8.14 -38.33 17.05 -5.03 -2291.67 5416.54 72 -2.82 38.33 -17.05 5.03 1320.10 3231.93 7 71 11.35 2.34 23.83 -0.22 3204.00 -330.26 72 -2.48 2.34 -23.83 0.22 1845.91 197.15 8 71 11.35 -2.34 23.83 -0.22 -3204.00 -330.26 72 -2.48 2.34 -23.83 0.22 1845.91 197.15 4 72 -41.41 250.36 52.35 6.96 621.63 2973.08 28 43.25 -250.36 -52.35 -6.96 0.00 0.00 5 72 29.84 -272.52 60.58 -7.34 -719.42 -3236.12 28 30.95 272.52 60.58 7.34 0.00 0.00 6 72 -29.84 -272.52 60.58 -7.34 -719.42 -3236.12 28 30.95 272.52 -60.58 7.34 0.00 0.00 7 72 46.96 -16.61 84.69 -0.28 -1005.71 197.29 28 48.81 16.61 -84.69 0.28 0.00 0.00 8 72 -46.96 -16.61 84.69 0.28 -1005.71 -197.29 28 48.81 16.61 -84.69 0.28 0.00 0.00 C: \RR DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\05 31 09\GIANNARIS\walls only.anl Page 30 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 31 MEMBER END FORCES STRUCTUI~E TYPE = SPACE ALL UNITS ABE -- POUN INCH (LOCAL) 49 5O 52 53 4 29 1.26 -24.49 -0.05 0.64 -0.11 -0.66 38 1.26 24.49 0.05 -0.64 1.36 -565.76 5 29 0.75 -28.36 -0.03 0.74 -0.06 -0.76 38 0.75 28.36 0.03 -0.74 0.84 654.97 6 29 0.75 -28.36 -0.03 0.74 -0.06 -0.76 38 0.75 28.36 0.03 -0.74 0.84 -654.97 7 29 1.26 -39.64 -0.05 1.04 -0.10 -1.07 38 1.26 39.64 0.05 -1.04 1.37 -915.55 8 29 1.26 39.64 -0.05 1.04 -0.10 -1.07 38 1,26 39.64 0.05 -1.04 1.37 -915.55 4 30 31.22 199.18 0.02 0.87 -1.35 0.57 73 28.70 -199.18 -0.02 -0.87 0.77 4605.40 5 30 18.73 230.59 0.01 1.01 -0.76 0.66 73 -17.22 -230.59 -0.01 -1.01 0.53 5331.64 6 30 18.73 230.59 0.01 1.01 -0.76 0.66 73 -17.22 -230.59 -0.01 -1.01 0.53 5331.64 7 30 31.22 322.32 0.02 1.42 -1.31 0.92 73 -28.70 -322.32 -0.02 -1.42 0.81 7452.78 8 30 31.22 322.32 0.02 1.42 -1.31 0.92 73 28.70 322.32 -0.02 -1.42 0.81 7452.78 4 31 38.86 263.31 0.00 -0.24 0.74 -0.02 74 -36.34 -263.31 0.00 0.24 -0.64 6089.10 5 31 23.32 304.83 0.01 0.27 0.41 -0.02 74 -21.81 -304.83 -0.01 0.27 -0.53 7049.31 6 31 23.32 304.83 0.01 -0.27 0.41 -0.02 74 -21.81 304.83 -0.01 0.27 -0.53 7049.31 7 31 38.86 426.11 0.00 -0.38 0.72 -0.03 74 -36.35 -426.11 0.00 0.38 -0.73 9853.80 8 31 38.86 426.11 0.00 0.38 0.72 -0.03 74 -36.35 -426.11 0.00 0.38 -0.73 9853.80 4 32 29.19 184.40 -0.02 -0.21 0.39 -0.07 75 -25.59 -184.40 0.02 0.21 0.12 4264.28 5 32 17.52 213.48 0.07 -0.24 0.36 -0.08 75 -15.37 -213.48 -0.07 0.24 -2.01 4936.72 6 32 17.52 213.48 0.07 0.24 0.36 -0.08 75 -15.37 -213.48 -0.07 0.24 -2.01 4936.72 7 32 29.20 298.41 0.03 -0.34 0.47 -0.11 75 -25.60 -298.41 -0.03 0.34 -1.19 6900.75 8 32 29.20 298.41 0.03 -0.34 0.47 -0.11 75 25.60 -298.41 -0.03 0.34 -1.19 6900.75 4 33 21.64 106.81 0.16 0.79 0.28 -0.98 76 -18.04 -106.81 -0.16 -0.79 3.92 2470.97 C:\RRDRAFTING SERVICES\STAAD.PRO_PROJECTS\MAY\O5-31-O9\GIANNARIS\wallsonly.anl Page 31 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 32 t4EMBER END FORCES STRUCTLrRE TYPE = SPACE ALL L~NITS ARE -- POUN INCH (LOCAL ) 54 55 56 57 5 33 13.30 123.65 0.17 0.91 -0.72 -1.13 76 -11.14 123.65 -0.17 -0.91 -3.10 2860.63 6 33 13.30 123.65 0.17 0.91 -0.72 -1.13 76 -11.14 -123.65 -0.17 -0.91 -3.10 2860.63 7 33 21.84 172.85 0.20 1.27 -0.28 -1.58 76 18.24 -172.85 -0.20 -1.27 -4.40 3998.70 8 33 21.84 172.85 0.20 1.27 -0.28 -1.58 76 -18.24 172.85 -0.20 -1.27 -4.40 3998.70 4 34 60.89 385.06 1.21 1.38 -18.40 0.76 77 -57.29 385.06 -1.21 -1.38 -9.54 8903.82 5 34 36.73 445.78 0.56 1.60 -0.61 0.88 77 -34.57 -445.78 -0.56 -1.60 -12.35 10307.89 6 34 36.73 445.78 0.56 1.60 -0.61 0.88 77 -34.57 445.78 -0.56 -1.60 -12.35 10307.89 7 34 61.01 623.14 1.10 2.23 -11.83 1.23 77 -57.41 -623.14 -1.10 -2.23 -13.72 14408.79 8 34 61.01 623.14 1.10 2.23 -11.83 1.23 77 -57.41 -623.14 -1.10 -2.23 -13.72 14408.79 4 35 112.52 759.31 -0.69 0.07 -12.40 -0.31 78 -105.17 -759.31 0.69 0.07 28.39 17559.28 5 35 68.59 879.04 -0.21 -0.08 19.66 -0.35 78 -64.18 -879.04 0.21 0.08 -14.76 20328.22 6 35 68.59 879.04 -0.21 -0.08 19.66 0.35 78 -64.18 -879.04 0.21 0.08 -14.76 20328.22 7 35 113.20 1228.76 -0.56 -0.12 4,68 -0.49 78 -105.85 -1228.76 0.56 0.12 8.34 28415.62 8 35 113.20 1228.76 -0.56 -0.12 4.68 -0.49 78 -105.85 1228.76 0.56 0.12 8.34 28415.62 4 36 110.37 718.54 5.19 -1.49 -106.04 0.17 79 103.02 -718.54 -5.19 1.49 -14.08 16616.04 5 36 70.60 831.83 4.78 0.72 110.46 -0.56 79 -66.19 -831.83 4.78 -0.72 0.18 19236.55 6 36 70.60 831.83 -4.78 0.72 110.46 -0.56 79 -66.19 -831.83 4.78 0.72 0.18 19236.55 7 38 113.13 1162.77 0.20 -0.58 3.82 0.29 79 -105.78 -1162.77 -0.20 0.58 -8.49 26889.44 8 36 113.13 1162.77 0.20 0.58 3.82 -0.29 79 -105.78 1162.77 -0.20 0.58 -8.49 26889.44 4 37 74.05 -24.69 -182.64 -0.51 143.23 -138.96 80 -69.79 24.69 182.64 0.51 4080.43 -432.04 5 37 55.64 25.42 -211.37 0.24 165.45 130.80 80 -53.09 25.42 211.37 -0.24 4722.54 457.11 6 37 55.64 25.42 -211.37 0.24 165.45 130.80 80 53.09 -25.42 211.37 -0.24 4722.54 457.11 C: \RR_DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\OS-31-O9\GIANNARIS\wali$ only.anl Page 32 of 64 230 WALLS ONLY PATIO ROOMW Wednesday, June 03, 2009, 04:26 PM -- PAGE NO. 33 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN INCH (LOCAL) MEMBER LOAD JT AXIA~ SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 7 37 84.75 0.72 -295.51 -0.20 231.50 3.82 80 80.50 -0.72 295.51 0.20 6602.25 20.50 8 37 84.75 0.72 -295.51 -0.20 231.50 -3.82 80 -80.50 0.72 295.51 0.20 6602.25 20.50 58 4 38 3.10 39.14 -0.01 4.47 0.55 562.73 39 3.10 -39.14 0.01 4.47 -0.09 1668.18 5 38 1.86 45.31 0.00 5.17 0.33 651.47 39 1.86 -45.31 0.00 -5.17 -0.05 1931.24 6 38 1.86 45.31 0.00 5.17 0.33 651.47 39 1.86 -45.31 0.00 -5.17 -0.05 1931.24 7 38 3.10 63.34 -0.01 7.23 0.55 910.66 39 3.10 -63.34 0.01 7.23 -0.09 2699.56 8 38 3.10 63.34 -0.01 7.23 0.55 910.66 39 3.10 -63.34 0.01 -7.23 -0.09 2699.56 59 4 73 9.06 -103.95 0.15 4.50 -2.72 -4602.27 40 15.26 103.95 -0.15 -4.50 -5.54 -1323.05 5 73 -5.43 -120.35 0.09 5.21 -1.60 -5328.01 40 9.15 120.35 -0.09 -5.21 -3.30 -1531.68 6 73 -5.43 -120.35 0.09 5.21 -1.60 -5328.01 40 9.15 120.35 -0.09 -5.21 -3.30 -1531.68 7 73 -9.06 -168.22 0.14 7.28 -2.70 -7447.71 40 15.26 168.22 -0.14 -7.28 5.53 -2141.05 8 73 9.06 -168.22 0.14 7.28 -2.70 7447.71 40 15.26 168.22 -0.14 -7.28 -5.53 -2141.05 60 4 74 -12.15 -127.23 -0.15 -0.33 2.59 6088.92 41 18.36 127.23 0.15 0.33 5.73 -1163.18 5 74 -7.29 -147.29 -0.10 -0.38 1.94 -7049.09 41 11.01 147.29 0.10 0.38 3.65 -1346.61 6 74 -7.29 -147.29 -0.10 -0.38 1.94 7049.09 41 11.01 147.29 8.10 0.38 3.65 -1346.61 7 74 -12.16 -205.89 -0.15 -0.54 2.83 -9853.51 41 18.36 205.89 0.15 0.54 5.86 -1882.34 8 74 12.16 -205.89 -0.15 -0.54 2.83 9853.51 41 18.36 205.89 0.15 0.54 5.86 -1882.34 61 4 75 6.68 -76.00 0.09 -0.80 -1.32 -4264.26 42 15.55 76.00 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PRO PROJECTS\MAY\05 31 09\GIANNARIS\walls only. anl Page 33 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 34 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN INCH (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 62 63 64 65 66 4 4 76 -3.61 -68.09 -0.08 8.22 -2.62 -2479.74 43 12.48 68.09 0.08 -8.22 7.27 -1401.25 5 76 -2.30 -78.82 -0.38 9.52 20.89 -2870.78 43 7.62 78.82 0.38 -9.52 1.04 -1622.22 6 76 -2.30 -78.82 -0.38 9.52 20.89 -2870.78 43 7.62 78.82 0.38 -9.52 1.04 -1622.22 7 76 -3.70 -110.18 -0.29 13.30 11.57 4012.89 43 12.57 110.18 0.29 -13.30 5.18 -2267.60 8 76 -3.70 -110.18 -0.29 13.30 11.57 4012.89 43 12.57 110.18 0.29 -13.30 5.18 -2267.60 4 77 -3.20 -91.01 1.60 8.36 -4.06 -8895.01 81 12.07 91.01 -1.60 -8.36 -86.98 3707.49 5 77 -1.79 -105.36 1.91 9.68 18.20 -10297.70 81 7.12 105.36 -1.91 9.68 -90.59 4292.16 6 77 -1.79 -105.36 1.91 9.68 -18.20 -10297.70 81 7.12 105.36 -1.91 -9.68 -90.59 4292.16 7 77 3.12 -147.28 2.20 13.53 -14.01 -14394.53 81 11.99 147.28 -2.20 -13.53 -111.25 5999.74 8 77 -3.12 -147.28 2.20 13.53 -14.01 14394.53 81 11.99 147.28 -2.20 -13.53 -111.25 5999.74 4 78 3.70 -108.65 -1.60 -0.09 11.73 ~17559.54 82 21.82 108.65 1.60 0.09 79.28 11366.25 5 78 -2.23 -125.79 0.94 -0.10 -3.01 -20328.52 82 13.09 125.79 -0.94 0.10 -50.81 13158.55 6 78 -2.23 -125.79 0.94 -0.10 -3.01 -20328.52 82 13.09 125.79 -0.94 0.10 -50.81 13158.55 7 78 -3.70 -175.83 -0.40 -0.14 5.40 -28416.05 82 21.82 175.83 0.40 0.14 17.14 18393.60 8 78 -3.70 -175.83 -0.40 -0.14 5.40 28416.05 82 21.82 175.83 0.40 0.14 17.14 18393.60 4 79 -2.96 -149.45 1.93 -1.35 5.96 16616.23 83 21.08 149.45 1.93 1.35 103.84 8097.33 5 79 2.69 -173.00 1.49 1.31 -13.81 -19236.69 83 13.56 173.00 -1.49 1.31 -71.17 9375.49 6 79 -2~69 -173.00 1.49 1.31 -13.81 -19236.69 83 13.56 173.00 -1.49 -1.31 -71.17 9375.49 7 79 -3.54 -241.84 -0.26 -0.03 -4.95 -26889.68 83 21.65 241.84 0.26 0.03 19.52 13104.61 8 79 -3.54 -241.84 -0.26 -0.03 -4.95 -26889.68 83 21.65 241.84 0.26 0.03 19.52 13104.61 80 14.75 9.05 23.08 0.92 -2722.24 403.83 84 25.23 -9.05 -23.08 -0.92 1406.53 111.91 C:\RR_DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\05 31 09\GIANNARIS\walls only.anl Page 34 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 35 MEMBER END FORCES STRUCTUR~ TYPE = SPACE A~LL UNITS ARE -- POUN INCH (LOCAL ) MEMBER LOAD JT AXIltL SEEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 67 68 69 7O 5 80 -14.69 -12.83 26.69 -0.90 -3150.03 -460.62 84 20.98 12.83 -26.69 0.90 1628.67 -270.54 6 80 -14.69 -12.83 26.69 -0.90 -3150.03 -460.62 84 20.98 12.83 -26.69 0.90 1628.67 -270.54 7 80 -21.61 -2.48 37.33 0.02 -4404.24 -39.95 84 32.09 2.48 -37.33 -0.02 2276.36 -101.40 8 80 21.61 -2.48 37.33 0.02 ~4404.24 ~39.95 84 32.09 2.48 -37.33 -0.02 2276.36 -101.40 4 43 0.92 193.47 -0.36 0.81 4.24 2297.46 44 0.92 -193.47 0.36 0.81 0.00 0.00 5 43 0.55 223.98 0.34 0.94 -4.01 2659.75 44 0.55 -223.98 -0.34 -0.94 0.00 0.00 6 43 0.55 223.98 0.34 0.94 -4.01 2659.75 44 0.55 -223.98 -0.34 -0.94 0.00 0.00 7 43 0.92 313.09 -0.01 1.32 0.10 3717.91 44 0.92 -313.09 0.01 -1.32 0.00 0.00 8 43 0.92 313.09 -0.01 1.32 0.10 3717.91 44 0.92 -313.09 0.01 -1.32 0.00 0.00 4 81 77.48 -497.72 10.31 -39.80 -122.45 -5910.46 45 79.32 497.72 -10.31 39.80 0.00 0.00 5 81 -47.48 -576.22 0.96 -46.05 -11.43 -6842.57 45 48.59 576.22 -0.96 46.05 0.00 0.00 6 81 47.48 -576.22 0.96 -46.05 -11.43 -6842.57 45 48.59 576.22 -0.96 46.05 0.00 0.00 7 81 -78.10 -805.45 7.01 -64.38 -83.29 -9564.77 45 79.95 805.45 -7.01 64.38 0.00 0.00 8 81 78.10 -805.45 7.01 -64.38 -83.29 -9564.77 45 79.95 805.45 -7.01 64.38 0.00 0.00 4 82 -148.83 -858.33 15.06 -120.82 -178.81 -10192.64 46 152.60 858.33 15.06 120.82 0.00 0.00 5 82 -91.38 -993.64 -9.07 140.03 107.72 -11799.47 46 93.65 993.64 9.07 140.03 0.00 0.00 6 82 -91.38 -993.64 -9.07 -140.03 107.72 -11799.47 46 93.65 993.64 9.07 140.03 0.00 0.00 7 82 -150.15 -1388.97 3.63 -195.64 -43.07 -16494.08 46 153.93 1388.97 -3.63 195.64 0.00 0.00 8 82 -150.15 -1388.97 3.63 -195.64 -43.07 -16494.08 46 153.93 1388.97 3.63 195.64 0.00 0.00 4 83 -148.18 -889.60 17.59 -191.98 -208.89 -10563.98 47 151.95 889.60 -17.59 191.98 0.00 0.00 5 83 -93.05 -1030.02 -10.61 -220.21 125.99 -12231.45 47 95.31 1030.02 10.61 220.21 0.00 0.00 6 83 -93.05 -1030.02 -10.61 -220.21 125.99 -12231.45 47 95.31 1030.02 10.61 220.21 0.00 0.00 C:\RR_DRAFTING SERVICES\STAAD. PRO_PROJECTS\MAY\05 31-09\GIANNARIS\walls_only.anl Page 35 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW - PAGE NO. 36 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS APE -- POUN INCH (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 86 87 88 89 7 83 -150.80 -1439.71 4.24 -309.14 -50.29 -17096.57 47 154.57 1439.71 -4.24 309.14 0.00 0.00 8 83 -150.80 -1439.71 4.24 -309.14 -50.29 -17096.57 47 154.57 1439.71 4.24 309.14 0.00 0.00 4 84 -43.00 -25.58 254.35 -0.26 585.33 -194.84 48 45.18 25.58 -254.35 0.26 -3605.75 -108.94 5 84 -19.59 -17.01 294.34 -0.31 678.53 -80.83 48 20.90 17.01 -294.34 0.31 -4173.79 -121.11 6 84 19.59 17.01 294.34 0.31 678.53 -80.83 48 20.90 17.01 -294.34 0.31 -4173.79 -121.11 7 84 -30.94 -26.64 411.52 -0.43 947.98 -172.40 48 33.12 26.64 -411.52 0.43 -5834.80 -143.94 8 84 30.94 -26.64 411.52 -0.43 947.98 -172.40 48 33.12 26.64 -411.52 0.43 -5834.80 -143.94 4 56 -23.19 19.37 1.10 3608.75 47.82 331.76 57 23.19 20.61 1.10 -3608.75 84.40 -406.56 5 56 12.38 10.52 1.01 -3315.74 -43.95 140.53 57 -12.38 13.46 -1.01 3315.74 -77.77 -317.02 6 56 12.38 10.52 1.01 -3315.74 -43.95 140.53 57 -12.38 13.46 1.01 3315.74 -77.77 -317.02 7 56 -6.58 18.67 -0.07 219.76 2.91 294.80 57 6.58 21.31 0,07 -219.76 4.97 452.72 8 56 -6.58 18.67 -0.07 219.76 2.91 294.80 57 6.58 21.31 0.07 -219.76 4.97 -452.72 4 57 62.75 22.68 -2.07 4317.76 244.06 525.52 58 62.75 17.30 2.07 -4317.76 4.82 202.65 5 57 40.57 10.65 1.90 3967.49 -224.15 167.53 58 -40.57 13,34 -1.90 3967.49 -3.71 -329.16 6 57 40.57 10.65 1.90 -3967.49 -224.15 167.53 58 -40.57 13.34 -1.90 3967.49 -3.71 -329.16 7 57 -13.35 20.81 -0.13 262.71 14.93 432.19 58 13.35 19.17 0.13 -262.71 0.84 -333.73 8 57 -13.35 20.81 -0.13 262.71 14.93 432.19 58 13.35 19.17 0.13 -262.71 0.84 -333.73 4 81 -16.99 19.28 2.14 2195.72 45.30 330.29 82 16.99 20.70 2.14 -2195.72 211.22 -415.36 5 81 7.76 11.01 -2.47 2542.01 52.42 169.45 82 -7.76 12.98 2.47 -2542.01 243.83 -288.03 6 81 7.76 11.01 -2.47 2542.01 52.42 169.45 82 -7.76 12.98 2.47 2542.01 243.83 -288.03 7 81 -5.65 18.92 -3.45 3553.29 73.29 312.13 82 5.65 21.05 3.45 -3553.29 341.29 -439.89 8 81 -5.65 18.92 -3.45 3553.29 73.29 312.13 82 5.65 21.05 3.45 -3553.29 341.29 -439.89 C: \RR DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\05 31 09\GIANNARIS\walls only.anl Page 36 of 64 230 WALLS ONLY PATIO ROOMW Wednesday, June 03, 2009, 04:26 PM - PAGE NO. 37 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ABE -- POUN INCH (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 90 4 82 -44.32 20.71 2.19 1025.45 -89.04 441.34 83 44.32 19.27 -2.19 -1025.45 -174.27 ~354.78 5 82 24.94 11.52 2.51 1186.79 -102.22 212.17 83 -24.94 12.47 -2.51 -1186.79 -198.48 -269.30 6 82 24.94 11.52 2.51 1186.79 -102.22 812.17 83 -24.94 12.47 -2.51 -1186.79 -198.48 -269.30 7 82 -11.79 20.14 3.53 1659.18 -143.45 408.08 83 11.79 19.84 -3.53 -1659.18 -279.57 -390.45 8 82 -11.79 20.14 3.53 1659.18 -143.45 408.08 83 11.79 19.84 -3.53 -1659.18 -279.57 -390.45 91 4 83 -74.66 22.35 -3.14 3494.62 367.34 510.05 84 74.66 17.63 3.14 -3494.62 9.25 -227.00 5 83 42.37 10.94 -3.54 4046.39 423.65 187.38 84 42.37 13.04 3.54 4046.39 1.38 -313.45 6 83 42.37 10.94 -3.54 4046.39 423.65 187.38 84 42.37 13.04 3.54 -4046.39 1.38 -313.45 7 83 -19.63 20.79 -5.01 5655.77 593.24 435.06 84 19.63 19.19 5.01 -5655.77 7.98 -338.94 8 83 19.63 20.79 -5.01 5655.77 593.24 435.06 84 19.63 19.19 5.01 -5655.77 7.98 -338.94 92 4 10 0.00 1.81 -1.40 0.19 8.04 13.31 9 0.00 -0.41 1.40 -0.19 8.79 0.01 5 10 0.00 0.94 1.89 -0.18 -7.38 6.17 9 0.00 -0.10 1.29 0.18 -8.07 0.08 6 10 0.00 0.94 1.29 -0.18 -7.38 6.17 9 0.00 -0.10 -1.29 0.18 -8.07 0.08 7 10 0.00 1.72 -0.09 0.01 0.49 12.17 9 0.00 ~0.32 0.09 -0.01 0.54 0.06 8 10 0.00 1.72 -0.09 0.01 0.49 12.17 9 0.00 -0.32 0.09 -0.01 0.54 0.06 93 4 11 0.00 1.62 0.06 1.10 -3.05 -3.50 10 0.00 2.58 -0.06 -1.10 0.92 -13.86 5 11 0.00 1.08 -0.05 1.01 2.80 1.17 10 0.00 1.44 0.05 1.01 0.85 -7.78 6 11 0.00 1.08 -0.05 -1.01 2.80 1.17 10 0.00 1.44 0.09 1.01 -0.85 -7.78 7 11 0.00 1.68 0.00 0.07 -0.19 -1.43 10 0.00 2.52 0.00 -0.07 0.05 -13.52 8 11 0.00 1.68 0.00 0.07 -0.19 -1.43 10 0.00 2.52 0.00 -0.07 0.05 -13.52 94 4 12 0.00 7.23 -1.89 2.75 32.37 120.31 11 0.00 -4.78 1.89 -2.75 7.35 5.89 C:\RR DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\O5-3i-O9\GIANNARIS\walls only.anl Page 37 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 38 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS A~E -- POUN INCH (LOCAL) MEMEER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 95 96 97 96 5 12 0.00 2.97 1.74 -2.53 -29.70 46.26 11 0.00 -1.50 -1.74 2.53 -6.74 0.58 6 12 0.00 2.97 1.74 -2.53 -29.70 46.26 11 0.00 -1.50 -1.74 2.53 -6.74 0.58 7 12 0.00 6.37 -0.12 0.17 2.00 103.93 11 0.00 3.92 0.12 -0.17 0.45 4.03 8 12 0.00 6.37 -0.12 0.17 2.00 103.93 11 0.00 -3.92 0.12 -0.17 0.45 4.03 4 13 0.00 7.15 2.00 8.86 -164.32 136.69 12 0.00 6.85 -2.00 -8.86 -76.15 -118.84 5 13 0.00 4.20 -1.84 8.14 150.91 78.00 12 0.00 4.20 1.84 8.14 69.94 -78.33 6 13 0.00 4.20 -1.84 -8.14 150.91 78.00 12 0.00 4.20 1.84 8.14 69.94 -78.33 7 13 0.00 7.09 0.12 0.54 -10.06 134.16 12 0.00 6.91 -0.12 -0.54 -4.66 -123.28 8 13 0.00 7.09 0.12 0.54 -10.06 134.16 12 0.00 6.91 -0.12 -0.54 -4.66 -123.28 4 13 0.00 8.26 1.97 16.96 -162.79 199.28 14 0.00 5.73 1.97 -16.96 -73.08 -47.47 5 13 0.00 4.44 -1.80 -15.58 149.49 99.31 14 0.00 3.96 1.80 15.58 67.08 -70.70 6 13 0.00 4.44 -1.80 15.58 149.49 99.31 14 0,00 3.96 1.80 15.58 67.08 -70.70 7 13 0,00 7.94 0.12 1.03 -9.98 186.49 14 0.00 6.06 0.12 -1.03 -4.50 -74.13 8 13 0.00 7.94 0.12 1.03 -9.98 186.49 14 0.00 6.06 -0.12 -1.03 -4.50 -74.13 4 14 0.00 22.49 -5.13 11.71 64.01 27.08 16 0.00 -21.09 5.13 -11.71 -2.43 234.41 5 14 0.00 -21.50 4.61 16.45 -58.70 -25.07 16 0.00 22.34 -4.61 16.45 3.36 -237.98 6 14 0.00 -21.50 4.61 -16.45 -58.70 -25.07 16 0.00 22.34 -4.61 16.45 3.36 -237.98 7 14 0.00 0.85 -0.39 -3.12 3.98 1.53 16 0.00 0.55 0.39 3.12 0.69 0.30 8 14 0.00 0.85 0.39 -3.12 3.98 1.53 16 0.00 0.55 0.39 3.12 0.69 0.30 4 16 0.00 3.46 0.17 10.09 -6.20 90.32 18 0.00 2.14 -0.17 10.09 -1.87 -58.77 5 16 0.00 0.50 -0.17 -14.65 6.11 62.69 18 0.00 2.86 0.17 14.65 1.90 5.99 6 16 0.00 0.50 0.17 -14.65 6.11 -62.69 18 0.00 2.86 0.17 14.65 1.90 5.99 C:\RR_DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\O5-3i-O9\GIANNARIS\walls only.anl Page 38 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 39 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS AB~ -- POUN INCH (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEA~-Z TORSION MOM-Y MOM-Z 99 7 16 0.00 2.48 0.00 -2.99 0.07 17.98 18 0.00 3.12 0.00 2.99 0.02 -33.41 8 16 0.00 2.48 0.00 -2.99 -0.07 17.98 18 0.00 3.12 0.00 2.99 0.02 -33.41 4 18 0.00 0.69 -0.02 5.71 1.04 -56.01 20 0.00 6.31 0.02 -5.71 0.31 -112.43 5 18 0.00 4.71 0.02 -9.83 -0.99 100.88 20 0.00 -0.51 0.02 9.83 -0.31 55.47 6 18 0.00 4.71 0.02 -9.83 -0.99 100.88 20 0.00 -0.51 -0.02 9.83 -0.31 55.47 7 18 0.00 3.34 0.00 -2.66 0.04 27.04 20 0.00 3.66 0.00 2.66 0.00 -36.45 8 18 0.00 3.34 0.00 -2.66 0.04 27.04 20 0.00 3.66 0.00 2.66 0.00 -36.45 100 4 20 0.00 0.75 0.01 1.02 -0.31 -37.76 22 0.00 4.85 -0.01 -1.02 -0.13 60.71 5 20 0.00 3.03 -0.01 4.68 0.31 66.69 22 0.00 0.33 0.01 4.68 0.21 -1.88 6 20 0.00 3.03 -0.01 -4.68 0.31 66.69 22 0.00 0.33 0.01 4.68 0.21 -1.88 7 20 0.00 2.27 0.00 -2.32 0.00 16.43 22 0.00 3.33 0.00 2.32 0.06 -41.72 8 20 0.00 2.27 0.00 -2.32 0.00 16.43 22 0.00 3.33 0.00 2.32 0.06 -41.72 110 4 22 0.00 2.47 0.00 -3.77 -0.04 9.18 24 0.00 4.53 0.00 3.77 -0.11 71.11 5 22 0.00 1.05 0.00 0.58 0.02 -6.21 24 0.00 3.15 0.00 -0.58 -0.15 -56.83 6 22 0.00 1.05 0.00 0.58 -0.02 -6.21 24 0.00 3.15 0.00 -0.58 -0.15 -56.83 7 22 0.00 1.96 0.00 -1.98 -0.05 -3.64 24 0.00 5.03 0.00 1.98 -0.19 -88.45 8 22 0.00 1.96 0.00 -1.98 -0.05 -3.64 24 0.00 5.03 0.00 1.98 -0.19 -88.45 111 4 24 0.00 1.98 -0.01 -9.35 0.10 -10.52 26 0.00 5.02 0.01 9.35 0.39 -80.74 5 24 0.00 0.46 -0.01 6.70 0.15 -26.25 26 0.00 3.74 0.01 -6.70 0.61 -72.39 6 24 0.00 0.46 -0.01 6.70 0.15 -26.25 26 0.00 3.74 0.01 -6.70 0.61 -72.39 7 24 0.00 1.10 -0.02 -1.58 0.19 -35.02 26 0.00 5.90 0.02 1.58 0.75 -108.73 8 24 0.00 1.10 0.02 -1.58 0.19 -35.02 26 0.00 5.90 0.02 1.58 0.75 -108.73 C: \RR_DRAFTING SERVICES\STAAD.PRO_PROJECTS\MAY\O5-31-Og\GIANNARIS\walls only.anl Page 39 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 40 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN INCH (LOCAL) MEMBER LOAD JT AXIAL SHEAR-Y SH~AR-Z TORSION MOM-Y MOM-Z 112 113 114 115 116 4 26 0.00 3.44 -0.02 -13.84 0.61 11.38 28 0.00 2.16 0.02 13.84 0.39 19.22 5 26 0.00 2.27 0.14 11.61 -1.70 -2.44 28 0.00 1.09 -0.14 -11.61 -4.92 30.64 6 26 0.00 2.27 0.14 11.61 -1.70 -2.44 28 0.00 1.09 -0.14 -11.61 -4.92 30.64 7 26 0.00 3.65 0.09 -1.26 -0.82 0.60 28 0.00 1.95 -0.09 3.26 -3.39 40.16 8 26 0.00 3.65 0.09 -1.26 -0.82 0.60 28 0.00 1.95 -0.09 1.26 -3.39 40.16 4 28 0.00 317.18 -3.57 -15.45 8.53 182.82 48 0.00 -315.78 3.57 15.45 34.34 3614.95 5 28 0.00 366.07 -2.82 13.41 -4.55 203.39 48 0.00 -365.23 2.82 -13.41 38.36 4184.39 6 28 0.00 366.07 -2.82 13.41 -4.55 203.39 48 0.00 -365.23 2.82 -13.41 38.36 4184.39 7 28 0.00 512.06 -4.79 -1.13 2.99 286.65 48 0.00 -510.66 4.79 1.13 54.52 5849.63 8 28 0.00 512.06 -4.79 -1.13 2.99 286.65 48 0.00 -510.66 4.79 1.13 54.52 5849.63 4 40 0.00 3.54 -0.95 -1664.48 5.19 32.29 39 0.00 -2.14 0.95 1664.48 6.15 1.77 5 40 0.00 2.12 41.09 1926.95 6.01 19.35 39 0.00 -1.28 1.09 1926.95 7.13 1.09 6 40 0.00 2.12 -1.09 -1926.95 6.01 19.35 39 0.00 -1.28 1.09 1926.95 7.13 1.09 7 40 0.00 3.54 -1.53 -2693.58 8.40 32.28 39 0.00 -8.14 1.53 2693.58 9.96 1.78 8 40 0.00 3.54 -1.53 -2693.58 8.40 32.28 39 0.00 -2.14 1.53 2693.58 9.96 1.78 4 41 0.00 4.18 -0.03 -344.83 0,81 44.46 40 0,00 4,22 0,03 344.83 1.14 -45.74 5 41 0.00 2.53 -0.03 -399.21 0.94 26.85 40 0.00 2.53 0.03 399.21 1.32 -27.37 6 41 0.00 2.51 -0.03 -399.21 0.94 26.85 40 0.00 2.53 0.03 399.21 1.32 -27.37 7 41 0.00 4.18 -0,04 -558.03 1.31 44.57 40 0.00 4.22 0.04 558.03 1.85 -45.69 8 41 0.00 4.18 -0.04 -558.03 1.31 44.57 40 0.00 4.22 0.04 558.03 1.85 -45.69 4 41 0.00 2.75 0.15 818.39 -1.36 30.63 42 0.00 1.45 -0.15 -818.39 -3.97 -7.14 C:\RR_DRAFTING SERVICES\STAAD.PRO_PROJECTS\MAY\05 31 09\GIANNARIS\wallsonly.anl Page 40 of 64 Wednesday, June 03, 2009, 04:26 PM 230 W~tLLS ONLY PATIO ROOMW -- PAGE NO. 41 MEMBER END FORCES STRUCTUR~ TYPE = SPACE ALL UNITS APE -- POUN INCH (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 117 118 119 120 5 41 0.00 1.64 0.17 947.44 -1.58 18.08 42 0.00 0.88 -0.17 947.44 -4.60 -4.39 6 41 0.00 1.64 0.17 947.44 -1.58 18.08 42 0.00 0.88 -0.17 -947.44 -4.60 -4.39 7 41 0.00 2.75 0.24 1324.38 -2.20 30,44 42 0.00 1.45 -0.24 -1324.38 -6.43 -7.20 8 41 0.00 2.75 0.24 1324.38 -2.20 30.44 42 0.00 1.45 -0.24 -1324.38 -6.43 -7.20 4 42 0.00 2.23 -0.45 886.35 2.83 12.50 43 0.00 1.97 0.45 -886.35 13.23 -7.66 5 42 0.00 0.97 0.52 1026.13 3.27 3.55 43 0.00 1.55 0.52 -1026.13 15.32 -13.97 6 42 0.00 0.97 -0.52 1026.13 3.27 3.55 43 0.00 1.55 0.52 -1026.13 15.32 -13.97 7 42 0.00 2.00 -0.72 1434.36 4.57 10.01 43 0.00 2.20 0.72 -1434.36 21.41 -13.58 8 42 0.00 2.00 -0.72 1434.36 4.57 10.01 43 0.00 2.20 0.72 -1434.36 21.41 -13.58 4 45 0.00 13.85 0.71 0.30 9.74 157.97 44 0.00 -12.45 0.71 -0.30 1.17 -0.23 5 45 0.00 7.15 0.81 0.35 11.10 80.19 44 0.00 -6.31 -0.81 -0.35 1.35 0.62 6 45 0.00 7.15 0.81 0.35 11.10 80.19 44 0.08 -6.31 -0.81 -0.35 1.35 0.62 7 45 0.00 13.11 1.14 0.49 15.63 148.71 44 0.00 -11.71 -1.14 -0.49 1.89 0.25 8 45 0.00 13.11 1.14 0.49 -15.63 148.71 44 0.00 -11.71 -1.14 -0.49 1.89 0.25 4 46 0.00 7.30 0.50 3.98 -39.41 148.99 45 0.00 6.69 -0.50 -3.98 -20.79 -112.50 5 46 0.00 4.38 0.58 4.61 45.96 90.49 45 0.00 4.02 -0.58 -4.61 -24.21 -69.11 6 46 0.00 4.38 0.58 4.61 45.96 90.49 45 0.00 4.02 -0.58 -4.61 24.21 -69.11 7 46 0.00 7.30 0.81 6.44 -64.03 149.66 45 0.00 6.70 -0.81 6.44 33.75 -113.53 8 46 0.00 7.30 0.81 6.44 64.03 149.66 45 0.00 6.70 -0.81 -6.44 33.75 -113.53 4 47 0.00 6.87 1.59 9.96 108.29 132.39 46 0.00 7.13 -1.59 -9.96 -82.89 -148.26 5 47 0.00 4.20 1.84 11.53 -124.51 84.74 46 0.00 4.20 -1.84 -11.53 -95.79 -84.45 6 47 0.00 4.20 1.84 11.53 -124.51 84.74 46 0.00 4.20 -1.84 -11.53 -95.79 -84.45 C:\RR_DRAFTING SERVICES\STAAD.PRO_PROJECTS\MAY\O5-31-O9\GIANNARIS\wallsonly.ani Page 41 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW PAGE NO. 42 ME~4BER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN INCH (LOCA~ ) MEMBER LOAD JT AXIltL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 121 7 47 0.00 6.92 2.57 16.11 -174.60 135.70 46 0.00 7.08 -2.57 -16.11 -134.00 -145.45 8 47 0.00 6.92 2.57 16.11 -174.60 135.70 46 0.00 7.08 -2.57 -16.11 -134.00 -145.45 4 47 0.00 7.71 1.05 14.67 86.53 170.49 48 0.00 6.89 -1.05 -14.67 -39.09 -85.19 5 47 0.00 3.93 1.19 16.99 -98.98 72.60 48 0.00 4.47 -1.19 -16.99 -44.41 -105.11 6 47 0.00 3.93 1.19 16.99 -98.98 72.60 48 0.00 4.47 1.19 -16.99 -44.41 -105.11 7 47 0.00 7.27 1.68 23.75 -139.14 151.76 48 0.00 6.73 1.68 -23.75 -62.63 119.29 8 47 0.00 7.27 1.68 23.75 -139.14 151.76 48 0.00 6.73 1.68 -23.75 -62.63 119.29 ************** END OF LATEST ANALYSIS RESULT ************** 142. PRIN~ MEMBER STRESSES ALL C:\RR_DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\O5-31-O9\GIANNARIS\walls only.anl Page 42 of 64 230 WA~LLS ONLY PATIO ROOMW Wednesday, June 03, 2009, 04:26 PM -- PAGE NO. 43 MEMBER STBESSES kLL UNITS A~E POUN/SQ INCH 4 .0 1.1 C 0.3 0.8 2.2 0.8 0.2 1.00 1.1 C 1.6 5.4 8.1 0.8 0.2 5 .0 0.7 C 0.9 0.7 2.2 0.8 0.6 1.00 0.7 C 4.1 5.0 9.7 0.8 0.6 6 .0 0.7 C 0.9 0.7 2.2 0.8 0.6 1.00 0.7 C 4.1 5.0 9.7 0.8 0.6 7 .0 1.1 C 0.4 0.0 1.5 0.1 0.2 1.00 1.1 C 1.6 0.3 3.0 0.1 0.2 8 .0 1.1 C 0.4 0.0 1.5 0.1 0.2 1.00 1.1 C 1.6 0.3 3.0 0.1 0.2 4 .0 15.7 C 0.1 0.4 16.3 591.0 1.0 1.00 13.5 C 0.4 3775.9 3789.8 591.0 1.0 8 .0 9.5 C 0.3 0.4 10.2 543.0 4.4 1.00 8.2 C 0.8 3469.3 3478.3 543.0 4.4 6 .0 9.5 C 0.3 0.4 10.2 543.0 4.4 1.00 8.2 C 0.8 3469.3 3478.3 543.0 4.4 7 .0 15.8 C 0.3 0.0 16.0 36.0 2.1 1.00 13.5 C 0.3 229.9 243.8 36.0 2.1 8 .0 15.8 C 0.3 0.0 16.0 36.0 2.1 1.00 13.5 C 0.3 229.9 243.8 36.0 2.1 4 .0 17.8 C 0.0 0.2 18.0 704.8 2.8 1.00 15.6 C 0.7 4503.5 4519.8 704.8 2.8 5 .0 11.0 C 0.1 0.2 11.4 647.6 14.8 1.00 9.7 C 3.7 4137.8 4151.2 647.6 14.8 6 .0 11.0 C 0.1 0.2 11.4 647.6 14.8 1.00 9.7 C 3.7 4137.8 4151.2 647.6 14.8 7 .0 18.0 C 0.1 0.0 18.1 42.9 11.1 1.00 15.8 C 2.7 274.3 292.8 42.9 11.1 8 .0 18.0 C 0.1 0.0 18.1 42.9 11.1 1.00 15.8 C 2.7 274.3 292.8 42.9 11.1 4 .0 39.6 C 14.9 0.0 54.5 1617.3 66.7 1.00 37.3 C 2.1 10333.3 10372.8 1617.3 66.7 5 .0 24.3 C 6.8 0.0 31.1 1486.0 19.3 1.00 23.0 C 11.7 9494.3 9528.9 1486.0 19.3 6 .0 24.3 C 6.8 0.0 31.1 1486.0 19.3 1.00 23.0 C 11.7 9494.3 9528.9 1486.0 19.3 7 .0 39.9 C 4.9 0.0 44.8 98.5 53.6 1.00 37.7 C 8.7 629.3 675.6 98.5 53.6 8 .0 39.9 C 4.9 0.0 44.8 98.5 53.6 1.00 37.7 C 8,7 629.3 675.6 98.5 53.6 4 .0 34.9 C 36.5 0.2 71.6 2883.3 37.0 1.00 32.7 C 0.5 7881.9 7915.1 2883.3 37.0 5 ,0 22.2 C 39.6 0.2 62.0 2649.1 38.0 1.00 20.8 C 1.5 7241.9 7264.3 2649.1 38.0 C:\RR DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\05-31 09\GIANNARIS\walls only.anl Page 43 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW - PAGE NO. 44 MEMBER STP. ESSES ALL UNITS ARE POUN/SQ INCH 6 .0 22.2 C 39.6 0.2 62.0 2649.1 38.0 1.00 20.8 C 1.5 7241.9 7264.3 2649.1 38.0 7 .0 35.7 C 2.4 0.0 38.1 175.6 1.0 1.00 33.4 C 1.3 480.0 514.7 175.6 1.0 8 .0 35.7 C 2.4 0.0 38.1 175.6 1.0 1.00 33.4 C 1.3 480.0 514.7 175.6 1.0 4 .0 19.6 C 102.6 80.2 202.5 37.7 347.2 1.00 17.4 C 3005.0 256.0 3278.4 37.7 347.2 5 .0 33.5 C 94.3 75.0 202.8 38.2 319.0 1.00 32.1 C 2760.7 265.6 3058.4 38.2 319.0 6 .0 33.5 C 94.3 75.0 202.8 38.2 319.0 1.00 32.1 C 2760.7 265.6 3058.4 38.2 319.0 7 .0 33.1 C 6.2 2.5 41.7 0.7 21.2 1.00 30.8 C 183.2 8.7 222.7 0.7 21.2 8 .0 33.1 C 6.2 2.5 41.7 0.7 21.2 1.00 30.8 C 183.2 8.7 222.7 0.7 21.2 4 .0 2.7 C 0.5 1.7 4.9 0.0 0.0 1.00 2.7 C 0.3 1.0 3.9 0.0 0.0 5 .0 1.6 C 1.2 1.6 4.4 0.0 0.0 1.00 1.6 C 0.7 0.9 3.2 0.0 0.0 6 .0 1.6 C 1.2 1.6 4.4 0.0 0.0 1.00 1.6 C 0.7 0.9 3.2 0.0 0.0 7 .0 2.7 C 0.5 0.1 3.3 0.0 0.0 1.00 2.7C 0.3 0.1 3.0 0.0 0.0 8 .0 2.7 C 0.5 0.1 3.3 0.0 0.0 1.00 2.7 C 0.3 0.1 3.0 0.0 0.0 4 .0 0.4 C 0.7 3771.4 3772.5 96.5 0.2 1.00 5.1 C 0.6 2251.2 2256.8 96.5 0.2 5 .0 0.2 C 1.7 3465.2 3467.1 88.7 0.2 1.00 3.1 C 1.8 2068.4 2073.3 88.7 0.2 6 .0 0.2 C 1.7 3465.2 3467.1 88.7 0.2 1.00 3.1 C 1.8 2068.4 2073.3 88.7 0.2 7 .0 0.3 C 0.7 229.7 230.7 5.9 0.2 1.00 5.1 C 0.8 137.1 143.0 5.9 0.2 8 .0 0.3 C 0.7 229.7 230.7 5.9 0.2 1.00 5.1 C 0.8 137.1 143.0 5.9 0.2 4 .0 0.0 C 2.1 4504.6 4506.7 115.2 4.9 1.00 5.4 C 5.2 2690.4 2701.0 115.2 4.9 5 .0 0.1 T 7.5 4138.8 4146.4 105.8 1.5 1.00 3.4 T 8.4 2471.9 2483.7 105.8 1.5 6 .0 0.1 T 7.5 4138.8 4146.4 105.8 1.5 1.00 3.4 T 8.4 2471.9 2483.7 105.8 1.5 7 .0 0.1 T 3.4 274.3 277.8 7.0 2.1 1.00 5.5 T 2.1 163.8 171.4 7.0 2.1 8 .0 0.1 T 3.4 274.3 277.8 7.0 2.1 1.00 5.5 T 2.1 163.8 171.4 7.0 2.1 C:\RRDRAFTING SERVICES\STAAD.PRO_PROJECTS\MAY\05-31 09\GIANNARIS\wallsonly.anl Page 44 of 64 Wednesday, June 03, 2009, 04:26 PM PAGE NO. 45 230 WALLS ONLY PATIO R00MW MEMBER STRESSES ALL UNITS ARE POUN/SQ INCH 4 .0 2.2 T 2.5 10332.2 10336.9 408.9 67.1 1.00 7.6 T 39.6 3893.2 3940.3 408.9 67.1 5 .0 1.3 T 7.7 9493.3 9502.2 375.7 103.6 1.00 4.5 T 57.2 3577.0 3638.7 375.7 103.6 6 .0 1.3 T 7.7 9493.3 9502.2 375.7 103.6 1.00 4.5 T 57.2 3577.0 3638.7 375.7 103.6 7 .0 2.1 T 6.4 629.2 637.8 24.9 107.1 1.00 7.6 T 60.7 237.1 305.4 24.9 107.1 8 .0 2.1 T 6.4 629.2 637.8 24.9 107.1 1.00 7.6 T 60.7 237.1 305.4 24.9 107.1 4 .0 1.0 T 3.9 7882.0 7886.9 499.4 18.7 1.00 6.6 T 42.3 4516.8 4565.6 499.4 18.7 5 .0 0.6 T 5.8 7242.0 7248.4 458.9 18.8 1.00 4.0 T 40.6 4150.0 4194.5 458.9 18.8 6 .0 0.6 T 5.8 7242.0 7248.4 458.9 18.8 1.00 4.0 T 40.6 4150.0 4194.5 458.9 18.8 7 .0 1.0 T 1.2 480.0 482.3 30.4 0.2 1.00 6.6 T 0.6 275.1 282.3 30.4 0.2 8 .0 1.0 T 1.2 480.0 482.3 30.4 0.2 1.00 6.6 T 0.6 275.1 282.3 30.4 0.2 4 .0 9.3 C 1653.8 230.2 1893.3 12.6 29.7 1.00 3.8 C 2308.7 46.0 2358.5 12.6 29.7 5 .0 10.1 T 1519.1 267.1 1796.3 18.9 27.3 1.00 13.5 T 2121.1 148.4 2282.9 18.9 27.3 6 .0 10.1 T 1519.1 267.1 1796.3 18.9 27.3 1.00 13.5 T 2121.1 148.4 2282.9 18.9 27.3 7 .0 0.4 T 101.0 25.7 127.1 4.1 1.8 1.00 6.0 T 140.7 65.1 211.8 4.1 1.8 8 .0 0.4 T 101.0 25.7 127.1 4.1 1.8 1.00 6.0 T 140.7 65.1 211.8 4.1 1.8 4 .0 0.6 C 2.1 6.9 9.6 1.8 0.5 1.00 0.6 C 0.0 0.0 0.6 1.8 0.5 5 .0 0.3 C 5.4 6.3 12.0 1.7 1.3 1.00 0.3 C 0.0 0.0 0.3 1.7 1.3 6 .0 0.3 C 5.4 6.3 12.0 1.7 1.3 1.00 0.3 C 0.0 0.0 0.3 1.7 1.3 7 .0 0.6 C 2,1 0.4 3.1 0.1 0,5 1.00 0.6 C 0,0 0.0 0.6 0.1 0.5 8 .0 0.6 C 2.1 0.4 3.1 0.1 0.5 1.00 0.6 C 0.0 0.0 0.6 0.1 0.5 4 .0 16.6 T 0.4 2255.5 2272.4 687.4 2.9 1.00 17.7 T 0.0 0.0 17.7 687.4 2.9 5 .0 9.9 T 0.7 2072.4 2083.0 631.6 5.2 1.00 10.6 T 0.0 0.0 10.6 631.6 5.2 C: \RR DRAFTING SERVICES\STAAD. PRO PROJECTS\MAY\OS-3i-O9\GIANNARIS\walls only. ani Page 45 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 46 MEMBER STRESSES ALL UNITS APE POUN/SQ INCH 6 .0 9.9 T 0.7 2072.4 2083.0 631.6 5.2 1.00 10.6 T 0.0 0.0 10.6 631.6 5.2 7 .0 16.6 T 0.2 137.4 154.1 41.9 1.5 1.00 17.7 T 0.0 0.0 17.7 41.9 1.5 8 .0 16.6 T 0.2 137.4 154.1 41.9 1.5 1.00 17.7 T 0.0 0.0 17.7 41.9 1.5 4 .0 19.0 T 3.9 2688.3 2711.2 819.3 30.1 1.00 20.1 T 0.0 0.0 20.1 819.3 30.1 5 .0 11.5 T 4.9 2470.0 2486.4 752.8 37.8 1.00 12.2 T 0.0 0.0 12.2 752.8 37.8 6 .0 11.5 T 4.9 2470.0 2486.4 752.8 37.8 1.00 12.2 T 0.0 0.0 12.2 752.8 37.8 7 .0 19.1 T 0.7 163.7 183.4 49.9 5.2 1.00 20.2 T 0.0 0.0 20.2 49.9 5.2 8 .0 19.1 T 0.7 163.7 183.4 49.9 5.2 1.00 20.2 T 0.0 0.0 20.2 49.9 5.2 4 .0 50.9 T 72.9 7036.8 7160.6 2144.7 558.5 1.00 52.0 T 0.0 0.0 52.0 2144.7 558.5 5 .0 31.8 T 2.9 6465.4 6500.1 1970.6 22.3 1.00 32.5 T 0.0 0.0 32.5 1970.6 22.3 6 .0 31.8 T 2.9 6465.4 6500.1 1970.6 22.3 1.00 32.5 T 0.0 0.0 32.5 1970.6 22.3 7 .0 51.7 T 43.4 428.5 523.7 130.6 332.8 1.00 52.8 T 0.0 0.0 52.8 130.6 332.8 8 .0 51.7 T 43.4 428.5 523.7 130.6 332.8 1.00 52.8 T 0.0 0.0 52.8 130.6 332.8 4 .0 46.9 T 97.0 4774.2 4918.1 3401.0 188.7 1.00 48.1 T 0.0 0.0 48.1 3401.0 188.7 5 .0 30.4 T 65.7 4386.6 4482.7 3124.9 127.8 1.00 31.1 T 0.0 0.0 31.1 3124.9 127.8 6 .0 30.4 T 65.7 4386.6 4482.7 3124.9 127.8 1.00 31.1 T 0.0 0.0 31.1 3124.9 127.8 7 .0 48.3 T 18.7 290.7 357.8 207.1 36.5 1.00 49.5 T 0.0 0.0 49.5 207.1 36.5 8 .0 48.3 T 18.7 290.7 357.8 207.1 36.5 1.00 49.5 T 0.0 0.0 49.5 207.1 36.5 4 .0 66.9 T 1245.2 106.6 1418.6 23.3 271.0 1.00 68.1 T 0.0 0.0 68.1 23.3 271.0 5 .0 6.9 T 1143.9 110.3 1261.1 24.1 248.9 1.00 7.6 T 0.0 0.0 7.6 24.1 248.9 6 .0 6.9 T 1143.9 110.3 1261.1 24.1 248.9 1.00 7.6 T 0.0 0.0 7.6 24.1 248.9 7 .0 46.5 T 76.0 138.8 258.3 29.6 16.5 1.00 47.6 T 0.0 0.0 47.6 29.6 16.5 8 .0 46.5 T 76.0 135.8 258.3 29.6 16.5 1.00 47.6 T 0.0 0.0 47.6 29.6 16.5 C: \RR_DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\O5-31-O9\GIANNARIS\walls only.anl Page 46 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO R00MW PAGE NO. 47 ~4EMBER STRESSES ALL UNITS ARE POUN/SQ INCH MEMB LD SECT AXIAL BEND-Y BEND-Z COMBINED SHEAR-Y SHEAR-Z 2O 22 23 4 .0 34.4 C 59.3 0.1 93.7 679.6 3442.7 1.00 32.2 C 934.5 4342.0 5308.7 679.6 3442.7 5 .0 3.3 T 53.5 0.1 56.9 739.6 3162.5 1.00 4.6 T 857.5 4725.6 5587.8 739.6 3162.5 6 .0 3.3 T 53.5 0.1 56.9 739.6 3162.5 1.00 4.6 T 857.5 4725.6 5587.8 739.6 3168.5 7 .0 19.6 C 4.2 0.0 23.8 45.0 210.1 1.00 17.4 C 57.6 287.7 362.7 45.0 210.1 8 .0 19.6 C 4.2 0.0 23.8 45.0 210.1 1.00 17.4 C 57.6 287.7 362.7 45.0 210.1 4 .0 7.5 T 1426.2 4337.8 5771.5 111.1 739.4 1.00 12.9 T 962.8 2588.3 3564.0 111.1 739.4 5 .0 6.6 C 1310.4 4721.0 6038.0 120.9 680.5 1.00 3.4 C 883.9 2816.9 3704.2 120.9 680.5 6 .0 6.6 C 1310.4 4721.0 6038.0 120.9 680.5 1.00 3.4 C 883.9 2816.9 3704.2 120.9 680.5 7 .0 0.6 T 86.9 287.4 374.9 7.4 44.3 1.00 6.0 T 59.1 171.5 236.6 7.4 44.3 8 .0 0.6 T 86.9 287.4 374.9 7.4 44.3 1.00 6.0 T 59.1 171.5 236.6 7.4 44.3 4 .0 15.4 T 546.3 2591.6 3153.3 789.9 4184.2 1.00 16.5 T 0.0 0.0 16.5 789.9 4184.2 5 .0 16.0 T 502.1 2820.6 3338.6 859.7 3845.9 1.00 16.7 T 0.0 0.0 16.7 859.7 3845.9 6 .0 16.0 T 502.1 2820.6 3338.6 859.7 3845.9 1.00 16.7 T 0.0 0.0 16.7 859.7 3845.9 7 .0 19.6 T 33.2 171.7 224.4 52.3 253.9 1.00 20.7 T 0.0 0.0 20.7 52.3 253.9 8 .0 19.6 T 33.2 171.7 224.4 52.3 253.9 1.00 20.7 T 0.0 0.0 20.7 52.3 253.9 4 .0 39.4 C 2.5 0.0 41.9 1225.9 811.7 1.00 37.2 C 208.8 7833.0 8079.0 1225.9 811.7 5 .0 9.2 C 1.5 0.1 10.7 1334.3 744.2 1.00 7.9 C 190.7 8525.2 8723.8 1334.3 744.2 6 .0 9.2 C 1.5 0.1 10.7 1334.3 744.2 1.00 7.9 C 190.7 8525.2 8723.8 1334.3 744.2 7 .0 30.5 C 0.6 0.0 31.1 81.3 50.7 1.00 28.2 C 13.5 519.2 560.9 81.3 50.7 8 .0 30.5 C 0.6 0.8 31.1 81.3 50.7 1.00 28.2 C 13.5 519.2 560.9 81.3 50.7 4 .0 2.8 T 346.6 7833.0 8182.4 200.4 101.5 1.00 8.3 T 283.0 4676.6 4967.9 200.4 101.5 5 .0 0.4 T 317.8 8525.2 8843.3 218.1 92.9 1.00 3.7 T 259.6 5089.8 5353.1 218.1 92.9 C: \RRDRAFTING SERVICES\STAAD.PRO_PROJECTS\MAY\05 31-09\GIANNARIS\walls_only.anl Page 47 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 48 MEMBER STBESSES ALL UNITS ARE POUN/SQ INCH MEMB LD SECT AXIltL BEND-Y BEND-Z COMBINED SEEAR-Y SHEAR-Z 24 25 26 27 6 ,0 0.4 T 317.8 8525.2 8843.3 218.1 92.9 1.80 3.7 T 259.6 5089.8 5353.1 218.1 92.9 7 .0 2.0 T 21.6 519.2 542.8 13.3 6.3 1.00 7.5 T 17.7 309.9 335.1 13.3 6.3 8 .0 2.0 T 21.6 519.2 542.8 13.3 6.3 1.00 7.5 T 17.7 309.9 335.1 13.3 6.3 4 .0 47.4 T 102.4 4674.7 4824.5 1424.8 784.6 1.00 48.6 T 0.0 0.0 48.6 1424.8 784.6 5 .0 6.6 T 94.0 5087.7 5188.3 1550.7 719.9 1.00 7.2 T 0.0 0.0 7.2 1550.7 719.9 6 .0 6.6 T 94.0 5087.7 5188.3 1550.7 719.9 1.00 7.2 T 0.0 0.0 7.2 1550.7 719.9 7 .0 33.9 T 6.3 309.8 350.0 94.4 48.3 1.00 35.0 T 0.0 0.0 35.0 94.4 48.3 8 .0 33.9 T 6.3 309.8 350.0 94.4 48.3 1.00 35.0 T 0.0 0.0 35.0 94.4 48.3 4 .0 32.1 C 1.2 0.1 33.4 1226.0 131.9 1.00 29.9 C 32.4 7833.2 7895.5 1226.0 131.9 5 .0 15.7 C 0.5 0.1 16.3 1334.3 109.5 1.00 14.4 C 27.3 8525.5 8567.1 1334.3 109.5 6 .0 15.7 C 0.5 0.1 16.3 1334.3 109.5 1.00 14.4 C 27.3 8525.5 8567.1 1334.3 109.5 7 .0 29.9 C 0.4 0.0 30.3 81.3 16.8 1.00 27.7 C 3.8 519.2 550.7 81.3 16.8 8 .0 29.9 C 0.4 0.0 30.3 81.3 16.8 1.00 27.7 C 3.8 519.2 550.7 81.3 16.8 4 .0 1.1 T 59.4 7833.3 7893.7 200.4 46.3 1.00 6.5 T 88.4 4676.7 4771.5 200.4 46.3 5 .0 2.1 T 51.0 8525.5 8578.6 218.2 36.2 1.00 5.4 T 73.7 5089.9 5168.9 218.2 36.2 6 .0 2.1 T 51.0 8525.8 8578.6 218.2 36.2 1.00 5.4 T 73.7 5089.9 5168.9 218.2 36.2 7 .0 2.0 T 6.3 519.2 527.4 13.3 7.1 1.00 7.4 T 10.8 309.9 328.1 13.3 7.1 8 .0 2.0 T 6.3 519.2 527.4 13.3 7.1 1.00 7.4 T 10.8 309.9 328.1 13.3 7.1 4 .0 41.7 T 0.6 4674.5 4716.7 1424.7 4.3 1.00 42.8 T 0.0 0.0 42.8 1424.7 4.3 5 .0 11.0 T 0.5 5087.5 5099.0 1550.6 4.1 1.00 11.7 T 0.0 0.0 11.7 1550.6 4.1 6 .0 11.0 T 0.5 5087.5 5099.0 1550.6 4.1 1.00 11.7 T 0.0 0.0 11.7 1550.6 4.1 7 .0 32.9 T 0.1 309.8 342.8 94.4 0.6 1.00 34.0 T 0.0 0.0 34.0 94.4 0.6 8 .0 32.9 T 0.1 309.8 342.8 94.4 0.6 1.00 34.0 T 0.0 0.0 34.0 94.4 0.6 C:\RR DRAFTING SERVICES\STAAD.PRO_PROJECTS\MAY\05 31-09\GIANNARIS\walls_only.ani Page 48 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 49 MEMB LD SECT AXIAL BEND-Y BEND-Z COMBINED SHEAR-Y SHEAR-Z 28 29 3O 32 4 .0 30.1 C 0.2 0.1 30.3 1226.0 56.6 1.00 27.9 C 14.6 7833.3 7875.7 1226.0 56.6 5 .0 17.0 C 0.1 0.1 17.2 1334.3 17.5 1.00 15.7 C 4.3 8525.5 8945.5 1334.3 17.5 6 .0 17.0 C 0.1 0.1 17.2 1334.3 17.5 1.00 15.7 C 4.3 8525.5 8545.5 1334.3 17.5 7 .0 29.3 C 0.2 0.0 29.5 81.3 29.4 1.00 27.1 C 7.6 519.2 553.9 81.3 29.4 8 .0 29.3 C 0.2 0.0 29.5 81.3 29.4 1.00 27.1 C 7.6 519.2 553.9 81.3 29.4 4 .0 2.0 T 20.7 7833.3 7856.1 200.4 18.2 1.00 7.5 T 32.1 4676.6 4716.2 200.4 18.2 5 .0 1.7 T 6.1 8525.6 8533.4 218.2 6.5 1.00 5.0 T 2.0 5089.9 5096.9 218.2 6.5 6 .0 1.7 T 6.1 8525.6 8533.4 218.2 6.5 1.00 5.0 T 2.0 5089.9 5096.9 218.2 6.5 7 .0 2.4 T 11.0 519.2 532.5 13.3 18.8 1.00 7.8 T 22.7 309.9 340.5 13.3 18.8 8 .0 2.4 T 11.0 519.2 532.5 13.3 18.8 1.00 7.8 T 22.7 309.9 340.5 13.3 18.8 4 .0 33.1 T 1.2 4674.4 4708.7 1424.7 9.4 1.00 34.3 T 0.0 0.0 34.3 1424.7 9.4 5 .0 15.4 T 4.0 5087.4 5106.8 1550.6 30.5 1.00 16.1 T 0.0 0.0 16.1 1550.6 30.5 6 .0 15.4 T 4.0 5087.4 5106.8 1550.6 30.5 1.00 16.1 T 0.0 0.0 16.1 1590.6 30.5 7 .0 29.8 T 2.1 309.8 341.7 94.4 16.1 1.00 30.9 T 0.0 0.0 30.9 94.4 16.1 8 .0 29.8 T 2.1 309.8 341.7 94.4 16.1 1.00 30.9 T 0.0 0.0 30.9 94.4 16.1 4 .0 31.3 C 0.4 0.1 31.8 1362.2 85.9 1.00 29.1 C 21.4 8703.4 8753.9 1362.2 85.9 5 .0 17.8 C 0.4 0.1 18.2 1482.5 85.6 1.00 16.5 C 21.4 9472.5 9510.4 1482.5 85.6 6 .0 17.8 C 0.4 0.1 18.2 1482.5 85.6 1.00 16.5 C 21.4 9472.5 9510.4 1482.5 85.6 7 .0 30.3 C 0.6 0.0 30.9 90,3 128.7 1.00 28.1 C 32.1 576.8 637.1 90.3 128.7 8 .0 30.3 C 0.6 0.0 30.9 90.3 128.7 1.00 28.1 C 32.1 576.8 637.1 90.3 128.7 4 .0 3.0 T 39.6 8703.4 8746.0 222.7 22.6 1.00 8.5 T 53.8 5195.9 5258.1 222.7 22.6 5 ,0 2.3 T 40.2 9472.5 9515.0 242.4 22.0 1.00 5.5 T 54.0 5655.0 5714.5 242.4 22.0 C:\RR DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\05 31-09\GIAN~VARIS\wall$ only.anl Pa ge 49 of 64 Wednesday, June 03, 2009, 04:26 PM 5o 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 33 43 44 45 6 .0 2.3 T 40.2 9472.5 9515.0 242.4 22.0 1.00 5.5 T 54.0 5655.0 5714.5 242.4 22.0 7 .0 3.5 T 59.8 576.8 640.2 14.8 33.5 1.00 8.9 T 80.8 344.4 434.1 14.8 33.5 8 .0 3.5 T 59.8 576.8 640.2 14.8 33.5 1.00 8.9 T 80.8 344.4 434.1 14.8 33.5 4 .0 30.7 T 1.8 5193.3 5225.9 1582.8 14.1 1.00 31.9 T 0.0 0.0 31.9 1582.8 14.1 5 .0 14.2 T 2.2 5652.2 5668.6 1722.7 16.7 1.00 14.9 T 0.0 0.0 14.9 1722.7 16.7 6 .0 14.2 T 2.2 5652.2 5668.6 1722.7 16.7 1.00 14.9 T 0.0 0.0 14.9 1722.7 16.7 7 .0 26.5 T 3.0 344.2 373.6 104.9 23.1 1.00 27.6 T 0.0 0.0 27.6 104.9 23.1 8 .0 26.5 T 3.0 344.2 373.6 104.9 23.1 1.00 27.6 T 0.0 0.0 27.6 104.9 23.1 4 .0 24.1 C 1.0 0.1 25.2 1225.9 511.0 1.00 21.9 C 131.0 7833.0 7985.9 1225.9 511.0 5 .0 11.2 C 1.6 0.1 12.8 1334.3 588.6 1.00 9.9 C 151.2 8525.3 8686.3 1334.3 588.6 6 .0 11.2 C 1.6 0.1 12.8 1334.3 588.6 1.00 9.9 C 151.2 8525.3 8686.3 1334.3 588.6 7 .0 20.5 C 2.1 0.0 22.6 81.3 824.6 1.00 18.3 C 211.7 519.2 749.2 81.3 824.6 8 .0 20.5 C 2.1 0.0 22.6 81.3 824.6 1.00 18.3 C 211.7 519.2 749.2 81.3 824.6 4 .0 1.3 T 216.5 7833.0 8050.8 200.4 61.4 1.00 6.8 T 178.0 4676.6 4861.3 200.4 61.4 5 .0 0.5 T 249.5 8525.2 8775.3 218.1 73.4 1.00 3.8 T 203.6 5089.8 5297.2 218.1 73.4 6 .0 0.5 T 249.5 8525.2 8775.3 218.1 73.4 1.00 3.8 T 203.6 5089.8 5297.2 218.1 73.4 7 .0 1.0 T 349.5 519.2 869.6 13.3 101.1 1.00 6.4 T 286.1 309.9 602.5 13.3 101.1 8 .0 1.0 T 349.5 519.2 869.6 13.3 101.1 1.00 6.4 T 286.1 309.9 602.5 13.3 101.1 4 .0 24.7 T 66.0 4674.6 4765.3 1424.7 505.5 1.00 25.8 T 0.0 0.0 25.8 1424.7 505.5 5 .0 9.9 T 76.7 5087.6 5174.2 1550.6 587.5 1.00 10.5 T 0.0 0.0 10.5 1550.6 587.5 6 .0 9.9 T 76.7 5087.6 5174.2 1550.6 587.5 1.00 10.5 T 0.0 0.0 10.5 1550.6 587.5 7 .0 19.3 T 107.0 309.8 436.1 94.4 819.8 1.00 20.5 T 0.0 0.0 20.5 94.4 819.8 8 .0 19.3 T 107.0 309.8 436.1 94.4 819.8 1.00 20.5 T 0.0 0.0 20.5 94.4 819.8 C:\RR_DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\O5-31-Og\GIANNARIS\walls_only.anl Page 50 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 51 46 47 48 49 5O 4 .0 10.7 C 48.4 0.1 59.1 679.5 2386.8 1.00 8.5 C 655.2 4341.6 5005.2 679.5 2386.8 5 .0 1.9 C 56.3 0.1 58.3 739.6 2761.8 1.00 0.6 C 758.5 4725.6 5484.7 739.6 2761.8 6 .0 1.9 C 56.3 0.1 58.3 739.6 2761.8 1.00 0.6 C 758.5 4725.6 5484.7 739.6 2761.8 7 .0 5.7 C 78.6 0.0 84.4 45.1 3861.4 1.00 3.5 C 1060.3 288.1 1351.9 45.1 3861.4 8 .0 5.7 C 78.6 0.0 84.4 45.1 3861.4 1.00 3.5 C 1060.3 288.1 1351.9 45.1 3861.4 4 .0 4.3 C 929.9 4337.2 5271.4 111.1 629.0 1.00 1.2 C 535.7 2587.8 3124.7 111.1 629.0 5 .0 5.0 C 1076.0 4721.0 5802.0 120.9 728.0 1.00 1.7 C 619.8 2816.9 3438.5 120.9 728.0 6 .0 5.0 C 1076.0 4721.0 5802.0 120.9 728.0 1.00 1.7 C 619.8 2816.9 3438.5 120.9 728.0 7 .0 7.0 C 1504.4 287.9 1799.2 7.4 1017.6 1.00 1.5 C 866.7 171.8 1040.1 7.4 1017.6 8 .0 7.0 C 1504.4 287.9 1799.2 7.4 1017.6 1.00 1.5 C 866.7 171.8 1040.1 7.4 1017.6 4 .0 25.4 T 291.9 2591.3 2908.6 789.8 2235.7 1.00 26.5 T 0.0 0.0 26.5 789.8 2235.7 5 .0 18.3 T 337.8 2820.6 3176.7 859.7 2587.5 1.00 19.0 T 0.0 0.0 19.0 859.7 2587.5 6 .0 18.3 T 337.8 2820.6 3176.7 859.7 2587.5 1.00 19.0 T 0.0 0.0 19.0 859.7 2587.5 7 .0 28.8 T 472.2 172.0 673.0 52.4 3617.1 1.00 30.0 T 0.0 0.0 30.0 52.4 3617.1 8 .0 28.8 T 472.2 172.0 673.0 52.4 3617.1 1.00 30.0 T 0.0 0.0 30.0 52.4 3617.1 4 .0 1.1 C 0.2 0.9 2.2 106.0 0.2 1.00 1.1 C 2.1 780.6 783.8 106.0 0.2 5 .0 0.7 C 0.1 1.1 1.8 122.7 0.1 1.00 0.7 C 1.3 903.7 905.6 122.7 0.1 6 .0 0.7 C 0.1 1.1 1.8 122.7 1.00 0.7 C 1.3 903.7 905.6 122.7 0.1 7 .0 1.1 C 0.2 1.5 2.7 171.5 0.2 1.00 1.1 C 2.1 1263.2 1266.4 171.5 0.2 8 .0 1.1 C 0.2 1.5 2.7 171.5 0.2 1.00 1.1 C 2.1 1263.2 1266.4 171.5 0.2 4 .0 27.4 C 2.0 0.8 30.2 861.8 0.1 1.00 25.2 C 1.2 6354.3 6380.7 861.8 0.1 5 .0 16.4 C 1.2 0.9 18.5 997.7 0.0 1.00 15.1 C 0.8 7356.3 7372.3 997.7 0.0 C:\RR_DRAFTING 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PRO PROJECTS\MAY\O5-31-O9\GIANNARIS\walls only.ani Page 51 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 52 52 53 54 6 .0 16.4 C 1.2 0.9 18.5 997.7 0.0 1.00 15.1 C 0.8 7356.3 7372.3 997.7 0.0 7 .0 27.4 C 2.0 1.3 30.7 1394.6 0.1 1.00 25.2 C 1.2 10283.0 10309.4 1394.6 0.1 8 .0 27.4 C 2.0 1.3 30.7 1394.6 0.1 1.00 25.2 C 1.2 10283.0 10309.4 1394.6 0.1 4 .0 34.1 C 1.1 0.0 35.3 1139.3 0.0 1.00 31.9 C 1.0 8401.5 8434.3 1139.3 0.0 5 .0 20.5 C 0.6 0.0 21.1 1318.9 0.0 1.00 19.1 C 0.8 9726.3 9746.3 1318.9 6 .0 20.5 C 0.6 0.0 21.1 1318.9 0.0 1.00 19.1 C 0.8 9726.3 9746.3 1318.9 0.0 7 .0 34.1 C 1.1 0.0 35.2 1843.6 0.0 1.00 31.9 C 1.1 13595.8 13628.8 1843.6 0.0 8 .0 34.1 C 1.3 0.0 35.2 1843.6 0.0 1.00 31.9 C 1.1 13595.8 13628.8 1843.6 0.0 4 .0 17.9 C 0.2 0.1 18.2 581.7 1.0 1.00 15.7 C 0.1 3716.7 3732.5 581.7 1.0 5 .0 10.8 C 0.2 0.1 11.0 673.4 3.1 1.00 9.4 C 0.9 4302.8 4313.2 673.4 3.1 6 .0 10.8 C 0.2 0.1 11.0 673,4 3.1 1.00 9.4 C 0.9 4302.8 4313.2 673.4 3.1 7 .0 17.9 C 0.2 0.1 18.2 941.3 1.3 1.00 15.7 C 0.6 6014.7 6030.9 941.3 1.3 8 .0 17.9 C 0.2 0.1 18.2 941.3 1.3 1.00 15.7 C 0.6 6014.7 6030.9 941.3 1.3 4 .0 13.3 C 0.1 0.9 14.3 336.9 6.7 1.00 11.1 C 1.8 2153.7 2166.6 336.9 6.7 5 .0 8.2 C 0.3 1.0 9.5 390.1 7.1 1.00 6.8 C 1.5 2493.3 2501.6 390.1 7.1 6 .0 8.2 C 0.3 1.0 9.5 390.1 7.1 1.00 6.8 C 1.5 2493.3 2501.6 390.1 7.1 7 .0 13.4 C 0.1 1.4 14.9 545.3 8.6 1.00 11.2 C 2.1 3485.2 3498.5 545.3 8.6 8 .0 13.4 C 0.1 1.4 14.9 545.3 8.6 1.00 11.2 C 2.1 3485.2 3498.5 545.3 8.6 4 .0 37.4 C 8.6 0.7 46.7 1214.7 51.6 1.00 35.2 C 4.5 7760.5 7800.1 1214.7 51.6 5 .0 22.5 C 0.3 0.8 23.6 1406.3 23.9 1.00 21.2 C 5.8 8984.3 9011.3 1406.3 23.9 6 .0 22.5 C 0.3 0.8 23.6 1406.3 23.9 1.00 21.2 C 5.8 8984.3 9011.3 1406.3 23.9 7 .0 37.4 C 5.6 1.1 44.1 1965.7 47.2 1.00 35.2 C 6.4 12558.6 12600.3 1965.7 47.2 8 .0 37.4 C 5.6 1.1 44.1 1965.7 47.2 1.00 35.2 C 6.4 12558.6 12600.3 1965.7 47.2 C: \RR_DRAFTING SERVICES\STAAD.PRO_PROJECTS\MAY\O5-31-O9\GIANNARIS\walls_only.anl Page 52 of 64 230 W~LLS ONLY PATIO ROOMW Wednesday, June 03, 2009, 04:26 PM PAGE NO. 53 MEMBER STRESSES ALL UNITS ~ POUN/SQ INCH 55 56 57 58 59 4 .0 34.7 C 4.4 0.1 39.2 2348.6 5.6 1.00 32.4 C 10.0 6420.3 6462.7 2348.6 5.6 5 .0 21.2 C 6.9 0.1 28.2 2719.0 1.7 1.00 19.8 C 5.2 7432.7 7457.7 2719.0 1.7 6 .0 21.2 C 6.9 0.1 28.2 2719.0 1.7 1.00 19.8 C 5.2 7432.7 7457.7 2719.0 1.7 7 .0 34.9 C 1.6 0.2 36.7 3800.7 4.6 1.00 32.6 C 2.9 10389.8 10425.3 3800.7 4.6 8 .0 34.9 C 1.6 0.2 36.7 3800.7 4.6 1.00 32.6 C 2.9 10389.8 10425.3 3800.7 4.6 4 .0 34.0 C 37.3 0.1 71.4 2222.5 42.2 1.00 31.8 C 5.0 6075.4 6112.1 2222.5 42.2 5 .0 21.8 C 38.9 0.2 60.8 2572.9 38.9 1.00 20.4 C 0.1 7033.6 7054.0 2572.9 38.9 6 .0 21.8 C 38.9 0.2 60.8 2572.9 38.9 1.00 20.4 C 0.1 7033.6 7054.0 2572.9 38.9 7 .0 34.9 C 1.3 0.1 36.3 3596.6 1.6 1.00 32.6 C 3.0 9831.7 9867.3 3596.6 1.6 8 .0 34.9 C 1.3 0.1 36.3 3596.6 1.6 1.00 32.6 C 3.0 9831.7 9867.3 3596.6 1.6 4 .0 39.5 C 83.5 80.8 203.7 37.2 275.1 1.00 37.2 C 2378.2 251.1 2666.5 37.2 275.1 5 .0 29.7 C 96.4 76.0 202.1 38.3 318.3 1.00 28.3 C 2752.4 265.7 3046.4 38.3 318.3 6 .0 29.7 C 96.4 76.0 202.1 38.3 318.3 1.00 28.3 C 2752.4 265.7 3046.4 38.3 318.3 7 .0 45.2 C 134.9 2.2 182.3 1.1 445.1 1.00 42.9 C 3848.0 11.9 3902.8 1.1 445.1 8 .0 45.2 C 134.9 2.2 182.3 1.1 445.1 1.00 42.9 C 3848.0 11.9 3902.8 1.1 445.1 4 .0 2.7 C 0.8 776.4 780.0 169.3 0.0 1.00 2.7 C 0.1 2301.7 2304.5 169.3 0.0 5 .0 1.6 C 0.5 898.9 901.0 196.0 0.0 1.00 1.6 C 0.1 2664.6 2666.3 196.0 0.0 6 .0 1.6 C 0.5 898.9 901.0 196.0 0.0 1.00 1.6 C 0.1 2664.6 2666.3 196.0 0.0 7 .0 2.7 C 0.8 1256.5 1260.0 274.0 0.0 1.00 2.7 C 0.1 3724.7 3727.6 274.0 0.0 8 .0 2.7 C 0.8 1256.5 1260.0 274.0 0.0 1.00 2.7 C 0.1 3724.7 3727.6 274.0 0.0 4 .0 7.9 T 4.1 6350.0 6362.1 449.8 0.6 1.00 13.4 T 8.4 1825.5 1847.3 449.8 0.6 5 .0 4.8 T 2.4 7351.3 7358.5 520.7 0.4 1.00 8.0 T 5.0 2113.3 2126.4 520.7 0.4 C:\RR__DRAFTING SERVICES\STAAD.PROPROJECTS\MAY\05 31-09\GIANNARIS\walls_only. anl Page 53 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO R00MW -- PAGE NO. 54 MEMBER STBESSES ;iLL UNITS ~ POUN/SQ INCH 6O 62 63 6 .0 4.8 T 2.4 7351.3 7358.5 520.7 0.4 1.00 8.0 T 5.0 2113.3 2126.4 520.7 0.4 7 .0 7.9 T 4.1 10276.0 10288.1 727.8 0.6 1.00 13.4 T 8.4 2954.1 2975.9 727.8 0.6 8 .0 7.9 T 4.1 10276.0 10288.1 727.8 0.6 1.00 13.4 T 8.4 2954.1 2975.9 727.8 0.6 4 .0 10.7 T 3.9 8401.2 8415.8 550.5 0.6 1.00 16.1 T 8.7 1604.9 1629.7 550.5 0.6 5 .0 6.4 T 2.9 9726.0 9735.4 637.3 0.4 1.00 9.7 T 5.5 1858.0 1873.2 637.3 0.4 6 .0 6.4 T 2.9 9726.0 9735.4 637.3 0.4 1.00 9.7 T 5.5 1858.0 1873.2 637.3 0.4 7 .0 10.7 T 4.3 13595.4 13610.4 890.8 0.7 1.00 16.1 T 8.9 2597.2 2622.2 890.8 0.7 8 .0 10.7 T 4.3 13595.4 13610.4 890.8 0.7 1.00 16.1 T 8.9 2597.2 2622.2 890.8 0.7 4 .0 4.1 T 0.6 3716.7 3721.4 239.7 3.7 1.00 9.5 T 1.7 59.1 70.3 239.7 3.7 5 .0 2.5 T 1.6 4302.8 4306.9 277.6 2.5 1.00 5.7 T 0.1 68.4 74.2 277.6 2.5 6 .0 2.5 T 1.6 4302.8 4306.9 277.6 2.5 1.00 5.7 T 0.1 68.4 74.2 277.6 2.5 7 .0 4.1 T 0.6 6014.6 6019.4 388.0 0.7 1.00 9.5 T 1.1 95.6 106.2 388.0 0.7 8 .0 4.1 T 0.6 6014.6 6019.4 388.0 0.7 1.00 9.5 T 1.1 95.6 106.2 388.0 0.7 4 .0 2.2 T 1.2 2161.3 2164.8 214.8 3.5 1.00 7.7 T 3.4 1221.3 1232.4 214.8 3.5 5 .0 1.4 T 9.8 2502.2 2513.4 248.7 16.4 1.00 4.7 T 0.5 1413.9 1419.1 248.7 16.4 6 .0 1.4 T 9.8 2502.2 2513.4 248.7 16.4 1.00 4.7 T 0.5 1413.9 1419.1 248.7 16.4 7 .0 2.3 T 5.4 3497.6 3505.3 347.6 12.5 1.00 7.7 T 2.4 1976.4 1986.6 347.6 12.5 8 .0 2.3 T 5.4 3497.6 3505.3 347.6 12.5 1.00 7.7 T 2.4 1976.4 1986.6 347.6 12.5 4 .0 2.0 T 1.9 7752.8 7756.7 287.1 68.2 1.00 7.4 T 40.8 3231.4 3279.7 287.1 68.2 5 .0 1.1 T 8.5 8975.4 8985.1 332.4 81.5 1.00 4.4 T 42.5 3741.0 3787.9 332.4 81.5 6 .0 1.1 T 8.5 8975.4 8985.1 332.4 81.5 1.00 4.4 T 42.5 3741.0 3787.9 332.4 81.5 7 .0 1.9 T 6.6 12546.2 12554.7 464.6 93.9 1.00 7.4 T 52.2 5229.3 5288.9 464.6 93.9 8 .0 1.9 T 6.6 12546.2 12554.7 464.6 93.9 1.00 7.4 T 52.2 5229.3 5288.9 464.6 93.9 C:\RR_DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\05 31 09\GIAAUqARIS\walls only.ani Page 54 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 55 MEMBER STRESSES ALL UNITS ARE POUN/SQ INCH MBMB LD SECT AXIAL BEND-Y BEND-Z COMBINED SHEAR-Y SHEAR-Z 64 65 66 67 68 4 .0 1.1 T 4.1 6420.4 6425.7 336.1 13.0 1.00 6.7 T 27.9 4155.9 4190.5 336.1 13.0 5 .0 0.7 T 1.1 7432.8 7434.6 389.1 7.7 1.00 4.0 T 17.9 4811.2 4833.1 389.1 7.7 6 .0 0.7 T 1.1 7432.8 7434.6 389.1 7.7 1.00 4.0 T 17.9 4811.2 4833.1 389.1 7.7 7 .0 1.1 T 1.9 10389.9 10393.0 543.9 3.2 1.00 6.7 T 6.0 6725.4 6738.1 543.9 3.2 8 .0 1.1 T 1.9 10389.9 10393.0 543.9 3.2 1.00 6.7 T 6.0 6725.4 6738.1 543.9 3.2 4 .0 0.9 T 2.1 6075.5 6078.5 462.3 15.7 1.00 6.5 T 36.5 2960.7 3003.7 462.3 15.7 5 .0 0.8 T 4.9 7033.6 7039.3 535.1 12.1 1.00 4.2 T 25.0 3428.0 3457.2 535.1 12.1 6 .0 0.8 T 4.9 7033.6 7039.3 535.1 12.1 1.00 4.2 T 25.0 3428.0 3457.2 535.1 12.1 7 .0 1.1 T 1.7 9831.8 9834.7 748.0 2.1 1.00 6.7 T 6.9 4791.5 4805.1 748.0 2.1 8 .0 1.1 T 1.7 9831.8 9834.7 748.0 2.1 1.00 6.7 T 6.9 4791.5 4805.1 748.0 2.1 4 .0 7.9 T 1586.6 234.7 1829.1 13.6 34.8 1.00 13.4 T 819.8 65.0 898.2 13.6 34.8 5 .0 7.8 T 1835.9 267.7 2111.4 19.3 40.2 1.00 11.2 T 949.2 157.2 1117.6 19.3 40.2 6 .0 7.8 T 1835.9 267.7 2111.4 19.3 40.2 1.00 11.2 T 949.2 157.2 1117.6 19.3 40.2 7 .0 11.5 T 2566.9 23.2 2601.6 3.7 56.2 1.00 17.1 T 1326.7 58.9 1402.7 3.7 56.2 8 .0 11.5 T 2566.9 23.2 2601.6 3.7 56.2 1.00 17.1 T 1326.7 58.9 1402.7 3.7 56.2 4 .0 0.6 C 2.0 2002.5 2005.0 610.3 15.3 1.00 0.6 C 0.0 0.0 0.6 610.3 15.3 5 .0 0.3 C 1.9 2318.2 2320.4 706.6 14.4 1.00 0.3 C 0.0 0.0 0.3 706.6 14.4 6 .0 0.3 C 1.9 2318.2 2320.4 706.6 14~4 1.00 0.3 C 0.0 0.0 0.3 706.6 14.4 7 .0 0.6 C 0.0 3240.5 3241.1 987.7 0.4 1.00 0.6 C 0.0 0.0 0.6 987.7 0.4 8 .0 0.6 C 0.0 3240.5 3241.1 987.7 0.4 1.00 0.6 C 0.0 0.0 0.6 987.7 0.4 4 .0 47.5 T 57.5 5151.5 5256.6 1570.1 440.4 1.00 48.7 T 0.0 0.0 48.7 1570.1 448.4 5 .0 29.1 T 5.4 5963.9 5998.4 1817.7 41.1 1.00 29.8 T 0.0 0.0 29.8 1817.7 41.1 C:\RR_DRAFTING SERVICES\STAAD. PRO PROJECTS\MAY\OS-31-O9\GIANNARIS\walls only.anl Page 55 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO R00MW -- PAGE NO. 56 MEMBER STRESSES ALL UNITS APE POUN/SQ INCH 69 70 86 87 6 .0 29.1 T 5.4 5963.9 5998.4 1817.7 41.1 1.00 29.8 T 0.0 0.0 29.8 1817.7 41.1 7 .0 47.9 T 39.1 8336.6 8423.6 2540.9 299.6 1.00 49.1 T 0.0 0.0 49.1 2540.9 299.6 8 .0 47.9 T 39.1 8336.6 8423.6 2540.9 299.6 1.00 49.1 T 0.0 0.0 49.1 2540.9 299.6 4 .0 45.9 T 62.9 3726.8 3835.6 2654.9 122.4 1.00 47.1 T 0.0 0.0 47.1 2654.9 122.4 5 .0 28.2 T 37.9 4314.3 4380.4 3073.4 73.8 1.00 28.9 T 0.0 0.0 28.9 3073.4 73.8 6 .0 28.2 T 37.9 4314.3 4380.4 3073.4 73.8 1.00 28.9 T 0.0 0.0 28.9 3073.4 73.8 7 .0 46.3 T 15.2 6030.8 6092.3 4296.2 29.5 1.00 47.5 T 0.0 0.0 47.5 4296.2 29.5 8 .0 46.3 T 15.2 6030.8 6092.3 4296.2 29.5 1.00 47.5 T 0.0 0.0 47.5 4296.2 29.5 4 .0 45.7 T 73.5 3862.6 3981.7 2751.6 143.0 1.00 46.9 T 0.0 0.0 46.9 2751.6 143.0 5 .0 28.7 T 44.3 4472.3 4545.3 3185.9 86.3 1.00 29.4 T 0.0 0.0 29.4 3185.9 86.3 6 .0 28.7 T 44.3 4472.3 4545.3 3185.9 86.3 1.00 29.4 T 0.0 0.0 29.4 3185.9 86.3 7 .0 46.5 T 17.7 6251.1 6315.3 4453.1 34.4 1.00 47.7 T 0.0 0.0 47.7 4483.1 34.4 8 .0 46.5 T 17.7 6251.1 6315.3 4453.1 34.4 1.00 47.7 T 0.0 0.0 47.7 4493.1 34.4 4 .0 22.9 T 341.1 113.2 477.3 38.5 383.1 1.00 24.1 T 2101.5 63.3 2188.9 38.5 383.1 5 .0 10.4 T 395.5 47.0 452.9 25.6 443.3 1.00 31.1 T 2432.6 70.4 2514.1 25.6 443.3 6 .0 10.4 T 395.5 47.0 452.9 25.6 443.3 1.00 11.1 T 2432.6 70.4 2514.1 25.6 443.3 7 .0 16.5 T 552.5 100.2 669.2 40.1 619.8 1.00 17.7 T 3400.7 83.7 3502.0 40.1 619.8 8 .0 16.5 T 552.5 100.2 669.2 40.1 619.8 1.00 17.7 T 3400.7 83.7 3502.0 40.1 619.8 4 .0 6.8 T 22.3 161.2 190.3 8.5 0.5 1.00 6.8 T 39.3 197.6 243.7 9.1 0.5 5 .0 3.6 C 20.5 68.3 92.4 4.6 0.4 1.00 3.6 C 36.2 154.1 194.0 5.9 0.4 6 .0 3.6 C 20.5 68.3 92.4 4.6 0.4 1.00 3.6 C 36.2 154.1 194.0 5.9 0.4 7 .0 1.9 T 1.4 143.3 146.6 8.2 0.0 1.00 1.9 T 2.3 220.0 224.3 9.4 0.0 8 .0 1.9 T 1.4 143.3 146.6 8.2 0.0 1.00 1.9 T 2.3 220.0 224.3 9.4 0.0 C:\RR_DRAFTING SERVICES\STAAD. PRO PROJECTS\MAY\O5-3i-O9\GIANNARIS\walls only.anl Page 56 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 57 MEMBER STRESSES ALL UNITS ARE POUN/SQ INCH 88 89 9O 92 4 .0 18.5 T 113.7 255.4 387.6 10.0 0.9 1.00 18.5 T 2.2 98.5 119.2 7.6 0.9 5 .0 11.9 C 104.4 81.4 197.8 4.7 0.8 1.00 11.9 C 1.7 160.0 173.6 5.9 0.8 6 .0 11.9 C 104.4 81.4 197.8 4.7 0.8 1.00 11.9 C 1.7 160.0 173.6 5.9 0.8 7 .0 3.9 T 7.0 210.1 220.9 9.2 0.1 1.00 3.9 T 0.4 162.2 166.5 8.5 0.1 8 .0 3.9 T 7.0 210.1 220.9 9.2 0.1 1.00 3.9 T 0.4 162.2 166.5 8.5 0.1 4 .0 5.0 T 21.1 160.5 186.6 8.5 0.9 1.00 5.0 T 98.4 201.9 305.3 9.1 0.9 5 .0 2.3 C 24.4 82.4 109.1 4.9 1.1 1.00 2.3 C 113.6 140.0 255.9 5.7 1.1 6 .0 2.3 C 24.4 82.4 109.1 4.9 1.1 1.00 2.3 C 113.6 140.0 255.9 5.7 1.1 7 .0 1.7 T 34.1 151.7 187.5 8.4 1.5 1.00 1.7 T 159.0 213.8 374.5 9.3 1.5 8 .0 1.7 T 34.1 151.7 187.5 8.4 1.5 1.00 1.7 T 159.0 213.8 374.9 9.3 1.5 4 .0 13.0 T 41.5 214.5 269.0 9.1 1.0 1.00 13.0 T 81.2 172.4 266.7 8.5 1.0 5 .0 7.3 C 47.6 103.1 158.1 5.1 1.1 1.00 7.3 C 92.5 130.9 230.7 5.5 1.1 6 .0 7.3 C 47.6 103.1 158.1 5.1 1.1 1.00 7.3 C 92.5 130.9 230.7 5.5 1.1 7 .0 3.5 T 66.8 198.3 268.6 8.9 1.6 1.00 3.5 T 130.3 189.8 323.5 8.8 1.6 8 .0 3.5 T 66.8 198.3 268.6 8.9 1.6 3.00 3.5 T 130.3 189.8 323.5 8.8 1.6 4 .0 22.0 T 171.1 247.9 441.0 9.9 1.4 1.00 22.0 T 4.3 110.3 136.6 7.8 1.4 5 .0 12.5 C 197.4 91.1 300.9 4.8 1.6 1.00 12.5 C 0.6 152.3 165.4 5.8 1.6 6 .0 12.5 C 197.4 91.1 300.9 4.8 1.6 1.00 12.5 C 0.6 152.3 165.4 5.8 1.6 7 .0 5.8 T 276.4 211.4 493.6 9.2 2.2 1.00 5.8 T 3.7 164.7 174.2 8.5 2.2 8 .0 5.8 T 276.4 211.4 493.6 9.2 2.2 1.00 5.8 T 3.7 164.7 174.2 8.5 2.2 4 .0 0.0 T 7,8 12.8 20.6 11.0 3.3 1.00 0.0 T 8.5 0.0 8.5 2.5 3.3 5 .0 0.0 C 7.1 6.0 13.1 5.7 3.0 1.00 0.0 C 7.8 0.1 7.9 0.6 3.0 C: \RR DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\05-31 09\GIANNARIS\walls only.anl Page 57 of 64 Wednesday, June 03, 2009, 04:26 PM PAGE NO. 58 230 WALLS ONLY PATIO ROOMW 93 94 95 96 6 .0 0.0 C 7.1 6.0 13.1 5.7 3.0 1.00 0.0 C 7.8 0.1 7.9 0.6 3.0 7 .0 0.0 C 0.5 11.7 12.2 10.5 0.2 1.00 0.0 C 0.5 0.1 0.6 1.9 0.2 8 .0 0.0 C 0.5 11.7 12.2 10.5 0.2 1.00 0.0 C 0.5 0.1 0.6 1.9 0.2 4 .0 0.0 T 2.9 3.4 6.3 9.9 0.1 1.00 0.0 T 0.9 13.4 14.2 15.7 0.1 5 .0 0.0 C 2.7 1.1 3.8 6.6 0.1 1.00 0.0 C 0.8 7.5 8.3 8.8 0.1 6 .0 0.0 C 2.7 1.1 3.8 6.6 0.1 1.00 0.0 C 0.8 7.5 8.3 8.8 0.1 7 .0 0.0 C 0.2 1.4 1.6 10.3 0.0 1.00 0.0 C 0.1 13.0 13.1 15.3 0.0 8 .0 0.0 C 0.2 1.4 1.6 10.3 0.0 1.00 0.0 C 0.1 13.0 13.1 15.3 0.0 4 .0 0.0 T 31.2 116.0 147.2 44.1 4.4 1.00 0.0 T 7.1 5.7 12.8 29.2 4.4 5 .0 0.0 C 28.6 44.6 73.2 18.1 4.0 1.00 0.0 C 6.5 0.6 7.1 9.1 4.0 6 .0 0.0 C 28.6 44.6 73.2 18.1 4.0 1.00 0.0 C 6.8 0.6 7.1 9.1 4.0 7 .0 0.0 T 1.9 100.2 102.1 38.8 0.3 1.00 0.0 T 0.4 3.9 4.3 23.9 0.3 8 .0 0.0 T 1.9 100.2 102.1 38.8 0.3 1.00 0.0 T 0.4 3.9 4.3 23.9 0.3 4 .0 0.0 T 158.5 131.8 290.2 43.6 4.7 1.00 0.0 T 73.4 114.6 188.0 41.8 4.7 5 .0 0.0 C 145.5 75.2 220.7 25.6 4.3 1.00 0.0 C 67.4 75.5 143.0 25.6 4.3 6 .0 0.0 C 145.5 75.2 220.7 25.6 4.3 1.00 0.0 C 67.4 75.5 143.0 25.6 4.3 7 .0 0.0 C 9.7 129.3 139.0 43.2 0.3 1.00 0.0 C 4.5 118.8 123.3 42.1 0.3 8 .0 0.0 C 9.7 129.3 139.0 43.2 0.3 1.00 0.0 C 4.5 118.8 123.3 42.1 0.3 4 .0 0.0 C 157.0 192.1 349.1 50.4 4.6 1.00 0.0 C 70.5 45.8 116.2 35.0 4.6 5 .0 0.0 C 144.2 95.7 239.9 27.1 4.2 1.00 0.0 C 64.7 68.2 132.9 24.2 4.2 6 .0 0.0 C 144.2 95.7 239.9 27.1 4.2 1.00 0.0 C 64.7 68.2 132.9 24.2 4.2 7 .0 0.0 C 9.6 179.8 189.4 48.4 0.3 1.00 0.0 C 4.3 71.5 75.8 37.0 0.3 8 .0 0.0 C 9.6 179.8 189.4 48.4 0.3 1.00 0.0 C 4.3 71.5 75.8 37.0 0.3 C: \RR_DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\O5-31-O9\GIANNARIS\walls only.anl Page 58 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 59 MEMBER STP~ESSES ALL UNITS A~ POUN/SQ INCH 97 4 .0 0.0 C 61.7 26.1 87.8 137.1 11.9 1.00 0.0 C 2.3 226.0 228.3 128.6 11.9 5 .0 0.0 T 56.6 24.2 88.8 131.1 10.7 1.00 0.0 T 3.2 229.4 232.7 136.2 10.7 6 .0 0.0 T 56.6 24.2 80.8 131.1 10.7 1.00 0.0 T 3.2 229.4 232.7 136.2 10.7 7 .0 0.0 C 3.8 1.5 5.3 5.2 0.9 1.00 8.0 C 0.7 0.3 1.0 3.3 0.9 8 .0 0.0 C 3.8 1.5 5.3 5.2 0.9 1.00 0.0 C 0.7 0.3 1.0 3.3 0.9 96 99 100 4 .0 0.0 C 6.0 87.1 93.1 21.1 0.4 1.00 0.0 C 1.8 56.7 58.5 I3,1 0.4 5 .0 0.0 T 5.9 60.4 66.3 3.0 0.4 1.00 0.0 T 1.8 5.8 7.6 17.4 0.4 6 .0 0.0 T 5.9 60.4 66.3 3.0 0.4 1.00 0.0 T 1.8 5.8 7.6 17.4 0.4 7 .0 0.0 C 0.1 17.3 17.4 15.1 0.0 1.00 0.0 C 0.0 32.2 32.2 19.0 0.0 8 .0 0.0 C 0.1 17.3 17.4 15.1 0.0 1.00 0.0 C 0.0 32.2 32.2 19.0 0.0 4 .0 0.0 C 1.0 54.0 55.0 4.2 0.1 1.00 0.0 C 0.3 108.4 108.7 38.5 0.1 5 .0 0.0 T 1.0 97.3 98.2 28.7 0.1 1.00 0.0 T 0.3 53.5 53,8 3.1 0.1 6 .0 0.0 T 1.0 97.3 98.2 28.7 0.1 1.00 0.0 T 0.3 53.5 53.8 3.1 0.1 7 .0 0.0 C 0.0 26.1 26.1 20.4 0.0 1.00 0.0 C 0,0 35,1 35,1 22.3 8.0 8 .0 0.0 C 0.0 26.1 26.1 20.4 0.0 1.00 0.0 C 0.0 35.1 35.1 22.3 0.0 4 .0 0.0 C 0.3 36.4 36.7 4.6 0.0 1.00 0.0 C 0.1 58.5 58.7 29.6 0.0 5 .0 0.0 T 0.3 64.3 64.6 18.5 0.0 1.00 0.0 T 0.2 1.8 2.0 2.0 0.0 6 .0 0.0 T 0.3 64.3 64.6 18.5 0.0 1.00 0.0 T 0.2 1.8 2.0 2.0 0.0 7 .0 0.0 T 0.0 15.8 15.8 13.9 0.0 1.00 0.0T 0.1 40.2 40.3 20.3 0.0 8 .0 0.0 T 0.0 15.8 15.8 13.9 0.0 1.00 0.0 T 0.1 40.2 40.3 20.3 0.0 4 .0 0.0 T 0.0 8.9 8.9 15.0 0.0 1.00 0.0 T 0.1 68.6 68.7 27.6 0.0 5 .0 0.0 T 0.0 6.0 6.0 6.4 0.0 1.00 0.0 T 0.1 54.8 54.9 19.2 0.0 C: \RR DRAFTING SERVICES\STAAD. PRO PROJECTS\MAY\05 31 09\GIANNARIS\walls only.anl Page 59 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 60 MEMBER STRESSES ALL UNITS APE POUN/SQ INCH 112 113 114 6 .0 0.0 T 0.0 6.0 6.0 6.4 0.0 1.00 0.0 T 0.1 54.8 54.9 19.2 0.0 7 .0 0.0 T 0.0 3.5 3.6 12.0 0.0 1.00 0.0 T 0.2 85.3 85.5 30.7 0.0 8 .0 0.0 T 0.0 3.5 3.6 12.0 0.0 1.00 0.0 T 0.2 85.3 85.5 30.7 0.0 4 .0 0.0 T 0.1 10.1 10.2 12.1 0.0 1.00 0.0 T 0.4 77.8 78.2 30.6 0.0 5 .0 0.0 T 0.1 25.3 25.5 2.8 0.0 1.00 0.0 T 0.6 69.8 70.4 22.8 0.0 6 .0 0.0 T 0.1 25.3 25.5 2.8 0.0 1.00 0.0 T 0.6 69.8 70.4 22.8 0.0 7 .0 0.0 T 0.2 33.8 33.9 6.7 0.0 1.00 0.0 T 0.7 104.8 105.5 35.9 0.0 8 .0 0.0 T 0.2 33.8 33.9 6.7 0.0 1.00 0.0 T 0.7 104.8 105.5 35.9 0.0 4 .0 0.0 T 0.6 11.0 11.6 21.0 0.0 1.00 0.0 T 0.4 18.5 18.9 13.2 0.0 5 .0 0.0 T 1.6 2.4 4.0 13.8 0.3 1.00 0.0 T 4.7 29.5 34.3 6.7 0.3 6 .0 0.0 T 1.6 2.4 4.0 13.8 0.3 1.00 0.0 T 4.7 29.5 34.3 6.7 0.3 7 .0 0.0 T 0.8 0.6 1.4 22.2 0.2 1.00 0.0 T 3.3 38.7 42.0 11.9 0.2 8 .0 0.0 T 0.8 0.6 1.4 22.2 0.2 1.00 0.0 T 3.3 38.7 42.0 11.9 0.2 4 .0 0.0 T 8.2 176.3 184.5 1934.0 8.3 1.00 0.0 T 33.1 3485.1 3518.2 1925.5 8.3 5 .0 0.0 T 4.4 196.1 200.5 2232.1 6.6 1.00 0.0 T 37.0 4034.1 4071.1 2227.0 6.6 6 .0 0.0 T 4.4 196.1 200.5 2232.1 6.6 1.00 0.0 T 37.0 4034.1 4071.1 2227.0 6.6 7 .0 0.0 T 2.9 276.4 279.2 3122.3 11.1 1.00 0.0 T 52.6 5639.6 5692.1 3113.8 11.1 8 .0 0.0 T 2.9 276.4 279.2 3122.3 11.1 1.00 0.0 T 52.6 5639.6 5692.1 3113.8 11.1 4 .0 0.0 T 5.0 31.1 36.1 21.6 2.2 1.00 0.0 T 5.9 1.7 7.6 13.0 2.2 5 .0 0.0 T 5.8 18.7 24.5 12.9 2.5 1.00 0.0 T 6.9 1.0 7.9 7.8 2.5 6 .0 0.0 T 5.8 18.7 24.5 12.9 2.5 1.00 0.0 T 6.9 1.0 7.9 7.8 2.5 7 .0 0.0 T 8.1 31.1 39.2 21.6 3.6 1.00 0.0 T 9.6 1.7 11.3 13.0 3.6 8 .0 0.0 T 8.1 31.1 39.2 21.6 3.6 1.00 0.0 T 9.6 1.7 11.3 13.0 3.6 C: \RR_DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\05 31 09\GIANNARIS\walls only.anl Page 60 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 61 MEMBER STBESSES ;%LL UNITS ;%RE POUN/SQ INCH 115 116 117 118 119 4 .0 0.0 C 0.8 42.9 43.6 25.5 0.1 1.00 0.0 C 1.1 44.1 45.2 25.7 0.1 5 .0 0.0 C 0.9 25.9 26.8 15.3 0.1 1.00 0.0 C 1.3 26.4 27.7 15.4 0.1 6 .0 0.0 C 0.9 25.9 26.8 15.3 0.1 1.00 0.0 C 1.3 26.4 27.7 15.4 0.1 7 .0 0.0 C 1.3 43.0 44.2 25.5 0.1 1.00 0.0 C 1.8 44.1 45.8 25.7 0.1 8 .0 0.0 C 1.3 43.0 44.2 25.5 0.1 1.00 0.0 C 1.8 44.1 45.8 25.7 0.1 4 .0 0.0 T 1.3 29.5 30.8 16.8 0.3 1.00 0.0 T 3.8 6.9 10.7 8.8 0.3 5 .0 0.0 T 1.5 17.4 18.9 10.0 0.4 1.00 0.0 T 4.4 4.2 8.7 5.4 0.4 6 .0 0.0 T 1.5 17.4 18.9 10.0 0.4 1.00 0.0 T 4.4 4.2 8.7 5.4 0.4 7 .0 0.0 T 2.1 29.3 31.5 16.7 0.6 1.00 0.0 T 6.2 6.9 13.1 8.9 0.6 8 .0 0.0 T 2.1 29.3 31.5 16.7 0.6 1.00 0.0 T 6.2 6.9 33.1 8.9 0.6 4 .0 0.0 T 2.7 12.1 14.8 13.6 1.0 1.00 0.0 T 12.8 7.4 20.1 12.0 1.0 5 .0 0.0 C 3.2 3.4 6.6 5.9 1.2 1.00 0.0 C 14.8 13.5 28.2 9.4 1.2 6 .0 0.0 C 3.2 3.4 6.6 5.9 1.2 1.00 0.0 C 14.8 13.5 28.2 9.4 1.2 7 .0 0.0 C 4.4 9.6 14.1 12.2 1.7 1.00 0.0 C 20.6 13.1 33.7 13.4 1.7 8 .0 0.0 C 4.4 9.6 14.1 12.2 1.7 1.00 0.0 C 20.6 13.1 33.7 13.4 1.7 4 .0 0.0 T 9.4 152.3 161.7 84.4 1.7 1.00 0.0 T 1.1 0.2 1.3 75.9 1.7 5 .0 0.0 C 10.7 77.3 88.0 43.6 1.9 1.00 0.0 C 1.3 0.6 1.9 38.5 1.9 6 .0 0.0 C 10.7 77.3 88.0 43.6 1.9 1.00 0.0 C 1.3 0.6 1.9 38.5 1.9 7 .0 0.0 T 15.1 143.4 158.4 80.0 2.7 1.00 0.0T 1.8 0.2 2.1 71.4 2.7 8 .0 0.0 T 15.1 143.4 158.4 80.0 2.7 1.00 0.0 T 1.8 0.2 2.1 71.4 2.7 4 .0 0.0 T 38.0 143.6 181.6 44.5 1.2 1.00 0.0 T 20.1 108.5 128.5 40.8 1.2 5 .0 0.0 C 44.3 87.2 131.6 26.7 1.4 1.00 0.0 C 23.3 66.6 90.0 29.5 1.4 C: \RR DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\05 31 09\GfANNARIS\walls_only.anl Page 6I of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW PAGE NO. 62 MEMBER STP. ESSES ALL UNITS ARE POUN/SQ INCH 120 121 6 .0 0.0 C 44.3 87.2 131.6 26.7 1.4 1.00 0.0 C 23.3 66.6 90.0 24.5 1.4 7 .0 0.0 C 61.7 144.3 206.0 44.5 1.9 1.00 0.0 C 32.5 109.5 142.0 40.8 1.9 8 .0 0.0 C 61.7 144.3 206.0 44.5 1.9 1.00 0.0 C 32.5 109.5 142.0 40.8 1.9 4 .0 0.0 T 104.4 127.6 232.1 41.9 3.7 1.00 0.0 T 79.9 142.9 222.9 43.5 3.7 5 .0 0.0 C 120.1 81.7 201.8 25.6 4.3 1.00 0.0 C 92.4 81.4 173.8 25.6 4.3 6 .0 0.0 C 120.1 81.7 201.8 25.6 4.3 1.00 0.0 C 92.4 81.4 173.8 25.6 4.3 7 .0 0.0 T 168.4 130.8 299.2 42.2 6.0 1.00 0.0 T 129.2 140.2 269.4 43.2 6.0 8 .0 0.0 T 168.4 130.8 299.2 42.2 6.0 1.00 0.0 T 129.2 140.2 269.4 43.2 6.0 4 .0 0.0 C 83.4 164.4 247.8 47.0 2.4 1.00 0.0 C 37.7 82.1 119.8 38.3 2.4 5 .0 0.0 C 95.4 70.0 165.4 24.0 2.8 1.00 0.0 C 42.8 101.3 144.2 27.3 2.8 6 .0 0.0 C 95.4 70.0 165.4 24.0 2.8 1.00 0.0 C 42.8 101.3 144.2 27.3 2.8 7 .0 0.0 C 134.2 146.3 280.5 44.3 3.9 1.00 0.0 C 60.4 115.0 175.4 41.0 3.9 8 .0 0.0 C 134.2 146.3 280.5 44.3 3.9 1.00 0.0 C 60.4 115.0 179.4 41.0 3.9 ************** END OF LATEST ANALYSIS RESULT ************** 143. FINISH C:\RR DRAFTING SERVICES\STAAD. PRO PROJECTS\MAY\O5-3I-O9\GIANNARIS\walls only.anl Page 62 of 64 Wednesday, June 03, 2009, 04:26 PM PAGE NO. 63 230 WALLS ONLY PATIO ROOMW *********** END OF THE STAAD.Pro RUN *********** **** DATE- JUN 3,2009 TIME= 16:26:22 **** For questions on STAAD.Pro, please contact Research Engineers Offices at the following locations Telephone Email USA: +1 (714)974-2500 support@reiusa.com CANADA +1 (905) 632 4771 detech@odandetech.com CANADA +1 (604}629 6087 staad@dowco.com * UK +44(1454)207-000 support@reel.co.uk FP~CE +33(0)1 64551084 support@reel.co.uk GE~ +49/931/40468-71 info@reig.de NORWAY +47 67 57 21 30 staad@edr.no SINGAPORE +65 6225-6015/16 support@reiasia.net INDIA * JAPAN +81(03) 5952-6500 CHINA +86(411)363-1983 T~AIL/LND +66(0)2645-1018/19 * North America * Europe * Asia +91(033}2357-3575 support@calcutta.reiusa.com * eng-eye@crc.co.jp support@reiasia.net support@thai.reiusa.com * support@reiusa.com support@reel.co.uk support@reiasia.net C:\RR DRAFTING SERVICES\$TAAD.PRO PROJECTS\MAY\05 31-09\GIANNARIS\walls only.anl Page 63 of 64 230 WALLS ONLY PATIO ROOMW Wednesday, June 03, 2009, 04:26 PM PAGE NO. 64 Information about the key files in the current distribution Modification Date CRC Size (Bytes) File Name 07/18/2006 0x3881 13000704 07/18/2006 0x100 05738496 09/19/2003 0x2fc0 00081970 05/30/2006 0x3c0 02486272 01/23/2001 0x9b40 00073728 09/25/2003 0x6340 00704512 09/22/2003 0xce00 00069632 12/22/2005 0x4181 00094208 01/03/2006 0x81cl 00493568 06/13/2006 0xd4cl 01204224 01/05/2005 0x79cl 00319488 01/05/2005 0x4bS1 01810432 01/05/2005 0xcacl 03651584 01/27/2005 0xeb01 00552960 01/05/2005 0xcd01 00163840 01/05/2005 0x6a41 00229376 07/08/2005 0x9d41 00434176 06/28/2005 0x8201 00327680 01/05/2005 0×abc0 00262144 05/31/2005 0xgeS1 00450560 06/09/2006 0xlfS1 00774144 01/05/2005 0xd6c0 00600064 01/05/2005 0xla00 00354304 01/05/2005 0xd301 00202752 01/05/2005 0xllcl 00233472 01/05/2005 0x3c40 00264192 01/05/2005 0xd540 00180224 03/23/2006 0xa080 00200704 11/08/2005 0x9081 00376832 01/05/2005 0xb740 00174080 02/03/2005 0xda00 00096256 02/07/2005 0x9a00 00243712 06/13/2006 0x3501 00421888 02/03/2005 0xgb40 00307200 01/05/2005 0x9081 00206848 01/06/2005 0x9341 00194560 01/04/2006 0x8680 00223232 01/05/2005 0xbac0 00149504 01/20/2006 0xSe40 00159744 SProStaad.exe SProStaadStl.exe CMesh.dll dbSectionInterface.dll LoadGen.dll MeshEngine.dll QuadPlateEngine.dll SurfMesh.dll aiscsections.mdb AISCSectionsRCeco.mdb aiscsections all_editions.mdb aiscsteeljoists.mdb aitctimbersections.mdb alumlnumsections.mdb australiansections.mdb britishsections.mdb bscoldformedsections.mdb butlercoldformedsections.mdb canadiansections.mdb canadiantimbersections.mdb ChineseSections.mdb dutchsections.mdb europeansections.mdb frenchsections.mdb germansections.mdb indiansections.mdb iscoldformedsections.mdb japanesesections.mdb Kingspancoldformedsections.mdb koreansections.mdb lysaghtcoldformedsections.mdb mexicansteeltables.mdb RCecoColdFormedSections.mdb russiansections.mdb southafricansectlons.mdb spanishsections.mdb uscoldformedsections.mdb usersectionstemplate.mdb venezuelansections.mdb C:\RR DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\O5-31-O9\GIANNARIS\walls only.anl Page 64 of 64 FOUR SEASONS SOLAR PRODUCTS LLC 5005 Veterans Memorial Highway HOLBROOK, NEW YORK 11741 TEL (631) 563-4000 FAX (631) 563-4010 SHEET NO / I -- i.~636 1,5500 J- B'37--13 "l Are~; Perimeter; ~ounotin9 box; Centmoid', Moments o£ nemtio~ Product oF ~nertio', Rodii oF gyration', 3,3995 21,2951 X: -1,2636 Y: -1,5500 X: 0,0000 Y', 0,0000 X', 3,6513 Y', 3.9084 XY: ~5976 X',1,0364 Y: 1,0788 8,3783 1,9998 Principal moments and X-Y directions c~bout centroid', ~', 1,1790 &[oncj [0,7244 0,6894] J~ 6,3807 ~tong [-0,6894 0,7244] 230 SUN AND SHADE: WALLS ONLY SYSTEM ENGINEERING CALCULATIONS: ALLOWABLE MEMBER STRESSES AND CONNECTION LOADS FOUR SEASONS SOLAR PRODUCTS 5005 Veterans Memorial Highway Ho~brook, New York 11741 (631) 563-4000 Fax: (631) 2'18-9076 Outdoor Living...lndoors JOB: 230 SUN AND SHADE: WALLS ONLY SYSTEM SHEET NO: I CALCULATED BY: Lawrence Duff,/ CHECKED BY: Sun/a Lamsal STAMPED BY: OF: DATE: DATE: DATE: 13 10/1/2003 10/1/2003 90 DEGREE CORNER COLUMN WITH WINDOW JAMBS (7C9-7NFJ} ALLOY:6063-T5 INPUTS Allowable Stresses for Buildinq SPEC 3,4.1 Effective Length Factor, k: 1.000 Length, L (in): 108.000 9500 psi Radius of Gyration, r (in): 1.278 SPEC 3.4.2 2 EDGE Width of Section, b (in): 2.839 o = 9500 psi Corresponding Thickness, t (in): 0.062 SPEC 3.4.7 SHEAR Height of Section, h (in): 3.571 o = 8.9-0.037(kL/r) = 5774 psi Corresponding Thickness, t (in): 0.062 SPEC 3.4.9 o = 10-0.071(b/t) = 6749 ps~ Unbraced Length, Lb (in): 108.000 Radius of Gyration, ry (in): 1.278 SPEC 3.4.14 o = 9500 = 9500 ps~ Moment of Inertia, Strong Axis (in4): 3.072 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 SPEC 3.4.18 psi Torsional Constant, J (in4): 3.672 o= 12500 = 12500 ps~ SPEC 3.4.20 MEMBER OONSTANTS ~--~ 6.7-.027(h/t)_ = 5145 ps~ KL/r = 84.49 2EDGE b/t= . 45.79' SHEAR h/t = 57.60 ' L~/ry= 84.49 MAXIMUM ALLOWABLE STRESSES TENSION = 9500 psi COMPRESSION: = 5774 psi BENDING: = 7999 psi SHEAR = 5145 psi Lblx/(0*5*'~'*(lY*J)^0.5)= 100.70 0 0 , O.07& ~ 3.574 REGt~NS -- 'Per'imete~: 54,6695 Bounding box', X',-1,9836 -- 2,2i5~ Y', =~,9884 -- 2,~111 Centmoid', X~ 0,0000 Y', 0,0000 Moments oF ihep~ic', P, 3,0723 Y: 3,066~ Ppoduct oF ineptic: XY: Rcdii oF gymction', X', 1,~797 Y: 1,2783 Pmincipc/ moments cnd X-Y dipections obout centcoid,, I: ~,4664 c[on9 [0,7053 -0,7089] J: 3,6720 ciong [0,7089 0,7053] ' NO. R~fSION BY FOUR SEASONS SO~R PRODUCTS CORP. TEMPER 6063-5, ~05-T5 5005 VETE~S MEMOR~ HIG~AY ~PICAL ~ ~ MO~ROOK, NEW YORK ~1741 WALL 0.078, 0.062 } TITLE SECTION PROPERTIES ~,~ ~o. ~ 90 DEGREE CORN[R ~A~ ~o. ~c~, 5 DO NOT SCALE DRAWINGS SCALE 1 "=1"DRAWN 8Y LJO DWC ~ TOLERANCES + ~ -~ ~PPROVEO ~ DATE 0S-O~-03 7cg-7NFO Outdoor Living...lndoors il'~ JOB: SUN AND SHADE: WALLS ONLY SYSTEM SHEE1 NO: 2 CALGULATED BY: Lawrence Duffy CHECKED BY: Surya Lamsal STAMPED BY: OF: DATE: DATE: DATE: 13 10/1/2003 10/1~2003 LITE H COLUMNS WITH WINDOW JAMBS (7111-7NFJ) ALLOY:6005-T5 INPUTS Effective Length Factor, k: 1.000 Length, L (in): 108.000 Radius of Gyration, r (in): 0.726 Allowable Stresses for Buildinq _. SPEC 3.4.1 cr = 19000 psi .... _ 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 o = = 2305 ps~ 0.050 51000/(k'L/r)^2 Corresponding Thickness, t (in): SPEC 3.4.9 Unbraced Length, Lb (in): 108.000 23.1-0.25(b/t) SPEC 3.4.16 = 17430 ps~ o = 27.3-0.29(b/t) = 20723 ps~ SPEC 3.4.18 28000 = 28000 ps~ Radius of Gyration, ry (in): 0.726 SPEC 3,4.20 Moment of Inertia, Strong Axis (in4): 1.0[~.9 M;3rnent of Inertia, Weak-Ax~: --" 0 6(;31 Centroid to Outer Fiber Comp. Side, ~ (in): 1 Torsional Constant, J (in4)~ 15.6-.099(h/t) ~ _ 9652 PS! __ MEMBER CONSTANTS , KL/r = 148. ~R SHEAR hit = 60.(.~_ : Lb/ry= 148. ~6 ~bl~/(0 ~5*~'*(JY* J )^0~-= 74.(~ MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi COMPRESSION: = 2305 psi BENDING: = 19000 psi SHEAR = 9652 p~i 0.050 ' O.OG2 ~- ~-~ 0.050 --',,--- ~ I O.O~2 ~ ~ ' ~ 0.881 ~ 0.~44 ~ I .625 RE6I~NS ~re~', L~393 ' Perime~er~ 40,47~7" ~ounding bSx', X~ -1,5~03 - L5548 Y'. -~.4~ -- Cen~roid'. X'. O.O000 Y~ O.OOOO Moments of inertie.. X'. 1.088~ Y: 0.~005 Produc~ of inertia', XY~ -O,OOal Redii of gyre%ion', X'. 0.$775 Y'. 0.7260 Principet moments ~nd X-Y dieec~ilons ebou~ centeoid: ~'. 0.~O05 etong [0.0044 J, ~.088~ etong [i. OOOO 0,0044~ ALLOY NO. R~ISION BY ~ ~O~ S~SO~S ~O~ ~OD~C~S COR~. TEMPER 6105-T5, 6005-T5 O 5005 ~s M~MOR~ BIG~AY ~PICAL O.O50, 0.062 BO~ROO~, N~ ~ORA 1174l WALL 2 DESIGNERS ~D ~UFACTUR~S OF FOUR SEASONS SUNROOMS 3 TITLE SECTION PROPERTIES DIE NO. 5528B, 4582 4 LITE H COLUMNS PART NO.7*111.TNFJ 5 DO NOT SCALE DRAWINGS SCALE ~,,=~,, ~A~N B~ LJD DWG. 6 TOLERANCES + ~ - ~ APPROVED ~ ~*T[ 08-08-0~ 7111U-7NFJ Outdoor Livlng...lndoors tYi JOB: 230 SUN AND SHADE: WALLS ONLY SYSTEM SHEET NO: 3 OF: 13 CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 CHECKED BY: Su?a Lamsal -- DATE: 10/1/2003 STAMPED BY: DATE: LITE H COLUMS WITH WINDOW JAMBS AND RAFTER STIFFENER (7111 7NFJ 4RSB) ALLOY:6005-T5 INPUTS Allowable Stresses for Buildintq SPEC 3.4.1 Effective Length Factor, k: 1.000 Length, L (in): 108.000 19000 psi Radius of Gyration, r (in): 0.710 SPEC 3.4.2 1 EDGE Width of Section, b (in): 2.563 19000 psi Corresponding Thickness, t (in): 0.159 SPEC 3.4.7 ~ = 51000/(k'L/r)^2 = 2204 ps~ 2 EDGE Width of Section, b (in): 1.188 Corresponding Thickness, t (in): 0.050 SPEC 3.4.8 o= 154/(b/t) = 9554 ps~ SPEC 3.4.9 SPEC 3.4.15 23.1-0.25(b/t) = 17160 ps~ o = .183/(b/t) SPEC 3.4.16 ~--__ _2~.3- ~ 20(b/t) = 11353 ps~ = 20410 psi SHEAR Height of Section, h (in): 5.561 Corresponding Thickness, t (in): 0.062 Unbraced Length, Lb (in): 108.000 Radius of Gyration, ry (in): 0.710 Moment of Inertia, Strong Axis (in4): 7.214 Moment of Inertia, Weak Axis (in4): 1.182 Centroid to Outer Fiber Comp. Side, ~' (in): 2.945 Torsional Constant, J (in4): 7.215 SPEC 3.4.17 o = 40.'~; ~ ~l(b/t) SPEC 3.4.18 o = 26000 SPEC 3.4.20 o = 39000/(h/t)^2 MAXIMUM ALLOWABLE STRESSES = 17772 I" _._ MEMBER CONSTANTS '28000 psi 4848 psi . KL/r= 152.11 1 EDGE blt = 16.12 2 EDGE blt = 23.76 SHEAR hit = 89.69 Lb/ry= 152.11 Lblx/(0.5*~'*(i~/*,~) ^Q 5)= 12.02 TENSION = 19000 psi COMPRESSION: = _2204 psi BENDING:= 1135_3- psi SHEAR = ._4848 ps! 0. 105 -~- ~-~ 0.050 ~ ~ -- ~n OOG2 ~ ,,,--- ~ 0~04 ~ 0.~2 I I ,~25 ................ R[~ION~ Area: 2.34~ sq in Perimeter: 55.86g in 8ounding ~ox: X: -1.52g -- 1.545 in ~: -2.~57 -- 2.$~8 in C*nlro~d: X: 0.000 in Y: 0.000 in Mome~t~ of ine~io: X: 7.2~4 *q in ~q in Y! 1.~82 sq in sq in ~roducl of in~i~: XY: 0.028 ~q in ~q ~n R*dii of ~rofion: X: ~.753 ~n Y: 0.710 in ~r~ncip~l momont~ (sq in sq ln) ond X-Y dir~cfion~ oboul cen~roid: I: 1.182 olon~ [0.005 1.000] J: 7.215 ~lon~ [-1.000 0.005] ALLOY NO. R~ISION BY ~ ~ ~0~ SEASONS 80~ P~ODUCTS CO~P. ~ ~s~s ~ ~u~c~u~s o~ rou~ s~o~s sunroofs ~ TITLE SECTION PROPERTIES DIE NO.5328B, 4582, 7249 " LITE H COLUMNS WITH RA~ER STIFFENER 5 DO NOT SCALE DRAWINGS SCALE3/4'=1' ~Rg~ 8Y LdD D~G. TOLERANCES + ~ --~ APPROVED ~ DATE 08-08-03 7111U-7NFJ-4RSB Outdoor Living...lndoors i~'i JOb: 230 SUN AND SHADE: WALLS ONLY SYSTEM SHEET NO: 4 OF: 13 CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 CHECKED BY: Surya Lamsal DATE: 10/1/2003 STAMPED BY: DATE: ELECTRIC H COLUMN WITH WINDOW JAMBS (7145 7NFJ)__ ALLOY: 6005-T5, 6005-T5 INPUTS Allowable Stresses for Buildinl:l _ _ Effective Length Factor, k: 1.000 SPE_C 3.4.1~ Length, L (in): 108.000 9000 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 = 4687 ps~ Corresponding Thickness, t (in): 0.066 SHEAR Height of Section, h (in): 3.045 SPEC 3.4.8 o = 154/(b/t) SPEC 3.4.9 o = 490/(b/t) SPEC 3.4.14 = 13307 psi = 13669 ps~ Corresponding Thickness, t (in): 0.065 Unbraced Length, Lb (in): 108.000 Radius of Gyration, ry (in): 1.640 Moment of Inertia, Strong Axis (in4): 4.381 °= 21000 = 21000 ps~ SPEC 3.4.15 SPEC 3.4.16 o= : 580/(b/t) =. 16180 ps~ SPEC 3.4.17 40..5-1_.41(b/t) = 24182 ps~ SPEC 3.4.18 o= 28000 = 28000 ps~ Moment of Inertia, Weak. Axis (in4): Centroid to x-axis, '~', comp. Side (in): 1.747 1.796 Torsio__nal Con_stant, J !in4): .4.381 MEMBER CONSTANTS KL/r = 104.32 1 EDGE b/t = 1'1.57 2 EDGE b/t'= . 35.85 SHEAR h/t = 46.85 SPEC 3.4.20 Lb/ry= 65.87 o= 15.6-.099(h/t) = 10962 ps~ Lblx/(0.5*~'*(lY*J)^0-5)= 47.95 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi _ _ COMP_RESSION:= 468_7_ psi . _B_ENDING_:= __ 15813 psi SHEAR = 10962 psi 0.0~2 ~ ~ = 2.05G 2.05~ REGIONS Are~: 1,~297 ' Perimeter: 50,9679 Bounding box: X:-e,6815 -- ~,68~8 Cent~oid: X: 0,000~ Y: 0,0000 Homents oF inepti~: X: 1,7468' Y: 4,3809 Pnoduct oF inepti~: XY: 0,0017 R~dii oC gyration: X: 1,0353 Y: 1,6396 P~incip~[ moments ~nd X-Y dinections ~bout centpoid: I: 1,7468 ~[ong El,0000 0,00073 J: 4,3809 ~[on9 [-0,0007 1,0000] ALLOY NO. REVISION BY ~ ~OUB SgASONS SO~B PRODUCTS COgP. TEMPER 600~-T~, 1 0 500E ~TS~S ~MOR~ ~IG~AY ~PICAL 0.066, 0.062 2 DESIGNERS ~. ~UFACT~ES OF FOUR S~SONS SUNROOMS FINISH 5 DO NOT SCALE DRAWINGS SCALE1"=1" DRAWN BY LJD DWG. 6 TOLERANCES + ~ --~ NPPROVED ~ DATE 0~-0~-0~ 71~5-TNFJ Outdoor Living...lndoors~yi JOB: 230 SUN AND SHADE: WALLS ONLY SYSTEM SHEET NO: 5 OF: 13 CALCULATED BY: Lawrence Duffy DATE: CHECKED BY: Surya Lamsa! DATE: STAMPED BY: DATE: ELECTRIC H COLUMN WITH 7BP POST AND WINDOW JAMBS (7145 7BP 7NFJ) ALLOY: 6005-T5, 6005-T5 Allowable Stresses for Buildin SPEC 3.4.1 o = 19000 psi SPEC 3.4.2 INPUTS Effective Length Factor, k: 1.000 Length, L (in): 108.000 Radius of Gyration, r (in): 1.313 1 EDGE Width of Section, b (in): 0.612 __. (~ = 19000 psi Corresponding Thickness, t (in): 0.053 SPEC 3.4.7 2 EDGE Width of Section, b (in): 3.170 (~ = 51000/(k'L/r)^2 = 7_538 psi Corresponding Thickness, t (in): 0.130 SPEC 3.4.8 SHEAR Height of Section, h (in): 4.090 (~ = 154/(b/t) = 13307 psi Corresponding Thickness, t (in): 0.130 SPEC 3.4.9 Unbraced Length, Lb (in): 108.000 (~ = 23.1-0.25(b/t) = 17004 psi Radius of Gyration, ry(in): 1.343 SPEC 3.4.14 SPEC 3.4.15 SPEC 3.4.16 21000 = 21000 psi _ 183/(b/t) = 15813 psi Moment of Inertia, Strong Axis (in4): 5.848 Moment of Inertia, Weak Axis (in4): 5.593 Centroid to x-axis, ~', Comp. side (in): 2.298 Torsional Constant, J (in4): 5.848 (~ = 27.3-0.29(b/t) __ = 20228_ psi o= 40.5-1.41(b/t) _ = 24~182 psi SPEC 3.4.18 o = 28000 = 28000. psi SPEC 3.4.20 (~= 11000 : 11000 psi MEMBER CONSTANTS KL/r = 82.25 1 EDGE b/t= 11.57 2 EDGE b/t = 24.38 SHEAR hit = 31.46 Lb/ry= 80.42 Lblx/(0.5*~'*(ly*J )"0.5)= 89.90 MAXIMUM ALLOWABLE STRESSES _TE__NSION = 19000 psi COMPRESSION: = 7538 psi BENDING:_-- 15813 psi SHEAR = __'11000 psi. _ i! ' 0.130 ~ Od O.OG2 ~ ~ ~ "-- 0.0~ O ~ 4,1 14 Aree: ~.2~3 Perimeter: 7S.~01 Bounding ~ox: X: -2.681 -- 2.683 in Y: -1.809 -- 2,298 in Centroid: X: 0,000 Y: 0.000 in Moments of ine~i=: X: 5.59S sq in sq in Y: 5.8~8 sq in sq in Product of ineHie: XY: 0.001 sq in sq in Redii of gyrefion: X: 1,31~ in Y: 1.343 ~n Principel moments ~sq in sq in) =nd X-Y d~recfions ebouf cenfroid: I: 5.593 elong ~1.000 0.005] J: 5.848 elong [-0.005 1.000] Outdoor Living...lndoors'i~ : JOB: 230 SUN AND SHADE: WALLS ONLY SYSTEM SHEET NO: 6 OF: 13 CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 ~ CHECKED BY: Surya LamsP! DATE: 10/!/2003 STAMPED BY: DATE: SILL {7CS) TO FOUNDATION FASTENERS: 2 0.500 "X 3.000" LAGBOLTS __ ]DETAIL ONI Eau _ation Inpul AT EACH COLUMN AND 16" O.C. ALLOWABLE CONNECTION BEARING Pn5 = 2(D1 )(T1 )(F~X% =( .500 )( .055 )( 38 )2/2.34 = 893.2 # Al: Alloy of Piece 1~' 6005-T5 T1: Thickness of Piece 1 (in): .055 Fastener Type: LAG BOLTS Pas = NS * Pnsmin =( 2 )( 893.2 )= 1786.3 # Thread Type: SPACED THREADS Crown (C) or Valley (V) Fastening: C ALLOWABLE CONNECTION TENSION D2: Diameter of Head/Washer (in): DI: Nominal Diameter of Fastener (in): 1.5 0.500 L: Length of Fastenem (in): 3.000 Ns: Number of Screws: 2 Pnov :(D2-D1)(T1)(Ftu0(C)/r~ =( 1.5 0.5 )( .055 )( 38 )( 1 )/3= 696.7# Pat = Ns * Pnmi, =( 2 )( 696.7 ) = 1393.3# wASHER OF 1.5" Aluminum Alloy Structural Values Ftul: Ultimate Tension of Piece 1 (ksi): 38 Yield Tensi..~, c' Piece 1 (ksi): 35 16" O.C. WILL CONTIBUTE A MAXIMUM OF 85# BASED ON A 0.1" DEFLECTION OF SILL. MAXIMUM ALLOWABLE LOADS SHEAR: 1786.3 # TENSION 1478.3 # NOTE: THESE CALCULATIONS PERTAIN TO THE CONNECTIONS UP TO, BUT NOT INCLUDING, THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION. THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION MUST BE ANALYZED ACCORDING TO CONDITIONS SPECIFIC TO EACH JOB BY OTHERS. UNC THREADS: Types C,D,F,G,'r_ .... SP~C~ED THREAD~: T_y_~es AB.B.BP,BF.BT ~EVISION DATE 10-01-2003 (LJD) Calculations Conform to (AA) ADM200O EXTR'D ALUMINUM CLOSED 5ILL (A'7C5) FOUNDATION (DY OTH EP-.S) SIDE VIEW MINIMUM OF (2) I/2" FADTENEP-. ,,v/I AT EACH COLUMN AND EVERY IG" O.C. ACTUAt DfiSIGN OF THEDE CONNECTIOND MUST 5,L ,~.:-'TEP-,M[NED DY OTHER5. T ~DRAWN BY:JP I DEscriPTIoN:SILL TO FOUNDATION FOUR SEASONS SOLAR PRODUCTS, LLC. DWG. #:06 DATE: 10~20103 REV DATE: E.C,O. #: JOB: 230 SUN AND SHADE: WALLS ONLY SYSTEM SHEET NO: 7 OF: 13 Outdoor Living...lndoors'i~'i SILL TO CORNER COLUMN CALCULATED BY: Lawrence Duff'/ CHECKED SY: Surya Lamsal STAMPED BY: FASTENERS: 8 0.164 "X 0.500" TEKSCREWS DATE: 10/1/2003 ALLOWABLE CONNECTION BEARING DATE: 10/1/2003 DATE: IDETAIL ON ] EQuation InDuts: Al: Alloy of Piece 1: 6005-T5 Phs = 2(D1 )(T1 )(Ftul}/nu TI: Thickness of Piece 1 (in): .055 =( .164 )( .055 )( 38 )2/2.34 = 293.0 # A2: Alloy of Piece 2: 6063-T5 Pns= 2( D1 )(T2)(F~.2ynu T2: Thickness of Piece 2 (in): .062 =( .164 )( .062 )( 22 )2/2.34 = 191.2 # Fastener Type: TEK SCREWS Phs =((T2)(T2)(T2)(D1))E0.5 '4.2(F~.2) for T2 <= T'~ Thread Type: SPACED THREADS =(( .062 )( ,062 )( ,062 )( 0.164 ))E0.5'4.2( 22000 )= N/A Pas = Ns * PnSmin =( 8 )( !_91.~2__)_~_. 1529.5 # Crown (C) or Valley (V) Fastening: C D2: Diameter of Head/Washer (in): .322 DI: Nominal Diameter of Fastener (in): 0.164 L: Length of Fasteners (in): 0.500 ALLOWABLE CONNECTION TENSION P.o,~ =(D2-D1 )(T1 )(Ftu~)(C)/ns =( .322 - 0.164 )( .055 )( 38 )( I )/3= 110.1 # P~o = (Ks)(D1)(tc)(Fty2)/ns 54.8 '# · Pa~ ~ '= Ns * Pnmin =( 8 )( 54.8 ) 438.2 # Asn: Thread Stripping Area of Internal Thread (Per Inch): 0.014 n, Threads Per Inch: 32 tc, Thread Engagement Depth: ' 0.062 Ns: Number of Screws: 8 Aluminum Alloy Structural Values Ftu~: Ultimate Tension of Piece 1 (ksi): 38 Fry1; Yield Tension o1 Piece 1 (ksi): 35 F=~2: Ultimate Tension of Piece 2 (ksi): 22 Ftys: Yield Beadng of Piece 2 (ksi): 16 SHEAR: 1529.5 # TENSION 438.2 # MAXIMUM ALLOWABLE LOADS Coeffiecient Coeffiecient, Ks = 1.01 Coeffiecient 2/n = 0.0625 Coeffiecient, 4In = 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,S,BP,BF,BT ~EVISlON DATE 10-01 °2003 (LJD) Calculations Conform to (AA) AOM20(] CONT. EXTR'D ALUMINUM CLOSED 5ILL (A'7C5) bELOW D(TP-.'D ALUMINUM WINDOW JAMb (A7' 131 U) #5 x 1/2" TEl(. bCP-£W (H7'150) EIGHT AT EACH CORNEP~ -- DGP-,'D ALUMINUM CORNEP~ COLUMN (A'7C9) PLAN VIEW T/V T/V IDRAWN BY:JP I DESCR~PTIo.:SILL TO CORNER COLUMN DATE: 10120/03 FOUR SEASONS SOLAR PRODUCTS, LLC. E.c.o.#: Outdoor Li~iug...lndoors'i~ JOB: 230 SUN AND SHADE: WALLS ONLY SYSTEM SILL TO LITE H COLUMN FASTENERS: SHEET NO: 8 OF: 13 CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 CHECKED BY: Surya Lamsal DATE: 10/1/2003 STAMPED BY: DATE: 6 0.164 "X 0.500" TEK SCREWS IDETAIL ON I ~_ Eauation InDut~ ALLOWABLE CONNECTION BEARING Phs = 2(D1 )(T1 )(Fu~)/nu =( .164 )( .055 )( 38 )2/2.34= Phs = 2( D1 )(T2)(Ftu2ynu :( .164 )( .05 )( 38 )2/2.34: Pns =((T2)(T2)(T2)(D1))E0'5 *4'2(F~u2) for 'r2 <= Tf ~A 1~ :_ A__ll_oy_ 2 f__P_!?_ce. 1_ [ 6005-T5 T1: Thickness of Piece 1 (in): .055 293.0 # A2: Alloy of Piece 2: 6005-T5 T2: Thickness of Piece 2 (in): 266.3 # Fastener Type: TEK SCREWS =(( .05 )( .05 )( .05 )( 0.164 ))E0.5'4.2( 1597.9 # Pas = NS* Pns~n =( 6 )( 266.3 )= FASTENER MAXIMUM SHEAR IS 216.5~ Thread Type: SPACED THREADS 38000 ) = 722.6 Crown (C) or Valley (V) Fastening: C D2: Diameter of Head/Washer (in): .322 D 1: Nom__in_al__D.!~ m__ete r~of Fa st_en~e r ~( i.n_)~ _ 0.164 L: Length of Fasteners (in): 0.500 Asn: Thread Stripping Area of Internal Thread (Per Inch): 0.014 ALLOWABLE CONNECTION TENSION Pno', =(D2-D1)(T1)(Ftu~)(C)/r~ ~ ............... n, Threa~_s Pe~ r Inch: 32 tc, Thread Engagement Depth: 0.05 =( .322 - 0.164 )( .055 )( Pno~ = (Ks)(D1)(tcXFty2)/ns =' 96.6 # Pa~ = Ns* Pnmin =( 6 )( 96.6 ) 38 )( I )/3 = 11'0.1 # Ns: Number of Screws: 6 = 579.7 # Aluminum Alloy Structural Value.~ Fu~: Ultimate Tension of Piece 1 (ksi): 38 F~i Yield Tension of Piece 1 (Esi): 35 Ftu2: Ultimate Tension of Piece 2 (ksi): 38 ..... F~: Yield Bearing of Piece 2 (ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients SHEAR: 1299.0 # Coeffiecient, Ks = 1.01 TENSION 579.7 # Coeffiecient 2/n = 0.0625 Coeffiecient, 4In = 0.125 REVISION DATE 10~)1-2003 (LJD) UNC THREADS: Types C,D,F,G,T SPACED THR~E_ADS_: Types AB,B,BP,BF,BT CONT. EXTP~'D ALUMINUM CLOSED 5ILL (A'7C5) BELOW #6 x I/2" TEl<, 5CPd~W (H7' 150) 51X AT EACIfl COLUMN EXTPUD ALUMINUM WINDOW JAMB (A7' J 3 1 U) EXq-P4D ALUMINUM H-CHANNEL (A7' I I I ) PLAN VIEW T IDRAWN BY;JP I~ESC.~PTION:SILL TO LITE H COLUMN iRWG. #:07 EV. DATE: DATE: 10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. E.c.o #: Out. door SILL TO ELECTRIC H COLUMN JOB: SHEET NO: 230 SUN AND SHADE: WALLS ONLY SYSTEM 9 OF: 13 CALCULATED BY: Lawrence Duffy CHECKED BY: Surya Lamsal STAMPED BY: DATE: 101112003 DATE: 10/1/2003 DATE: FASTENERS; 6 0.164"X 0.500" TEK SCREWS [DETAIL ON I Equation Inputs ~ALLOWABLE CONNECTION BEARING Al: Alloy of Piece 1: 6005-T5 Phs = 2(D1 )(T1)(F~u0/nu T1: Thickness of Piece 1 (in): .055 =( .164 )( .055 )( 38 )2/2.34 = 293.0 # A2: Alloy of Piece 2: 6005-T5 Pns= 2( D1 )(T2)(F~u2y% T2: Thickness of Piece 2 (in): .066 =( .164 )( .066 )( 38 )2/2.34 = 351.5 # Fastener Type: TEK SCREWS P.s =((T2)(T2)(T2)(D1))E0.5 '4.2(F~2) for T2 <= T1 :(( .066 )( .066 )( .066 )( 0.164 ))E0.5'4.2( 38000 )=N/A Thread Type: SPACED THREADS Crown (C) or Val[ey (V) Fastening: C Pas = NS * PnSrnin =( 6 )( 293.0 )= 1757.7 # D2: Diameter of Head/Washer (in): DI: Nominal Diameter of Fastener (in): .322 0.164 ~.8 FASTENER MAXIMUM SHEAR IS 216.5~ L: Length of Fasteners (in): 0.500 Asn: Thread Stripping Area of Intemal Thread (Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n, Threads Per Inch: 32 tc, Thread En{]agement Depth: 0.066 )( 38 )( 1 )/3'-- 110.1 # NS: Number of Screws 6 Pnol' =~((~?)(D1 )(Fty2)(4/n-tc)+3.26(D1 )(Ftu2)(tc-2/n))/ns Pnov =(D2-D 1)(T1)(Ftu,)(C)/n~ =( .322 - 0.164 )( .055 137.7 # Pa~ = Ns * Pnmin =( 6 )( 110.1 ) 660.4# Aluminum Alloy Structural Values F,.~: Ultimate Tension of Piece 1 (ksi): 38 Ftys: Yield Tension of Piece 1 (ksi): 35 F~u2: Ultimate Tension of Piece 2 (ksi): 38 F~: Yield Bearing of Piece 2 (ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecienl SHEAR: 1299.0 # Coeffiecient, Ks = 1.01 TENSION 660.4 # Coeffiecient 2/n = 0.0625 Coeffiecient, 4/n = 0.125 UNC THREADS: Types C,D,F,G,T ..... SPACED THREADS: Types AB,B,BP,BF,BT IREVISION DATE 10-01-2003 (L JO) Calculations Conform to (AA) ADM200( ,..................~- #~5 x 1/2" TEK 5CP-.EW (117' 5iX A7 ~ACH COLUMN r EXTI('D ALUMINUM ELECTP~IC [t-CitANNEL (AT' 145) ~ EXTP~'D ALUMINUM WINDOW JAMB (AT' 13 I U) FLAN VIEW CONT. EXTP2D ALUMINUM CLODED DILL (A'7C5) DELOW T DRAWN B¥:JP I DESCRiPTION:SILL TO ELECTRIC H COLUMN DWG, #:08 DATE: 10120/03 REV. DATE: E,C,O. #: FOUR SEASONS SOLAR PRODUCTS, LLC. Outdoor JOB: 230 SUN AND SHADE: WALLS ONLY SYSTEM SHEET NO: 10 OF: 13 CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 CHECKED BY: Surya Lamsal DATE: 10/1/2003 STAMPED BY: DATE: EAVE TO CORNER COLUMN FASTENERS: 8 0.164 ' X 0.500" TEK SCREWS IDETAIL ON I Eauation Inouts ALLOWABLE CONNECTION BEARING Al: Alloy of Piece 1: 6005-T5 Pas = 2(D1 )(T1 )(F~u0/nu TI: Thickness of Piece 1 (in): .055 =( .164 )( .055 )( 38 )2/2.34 = 293.0 # A2.: Alloy of Piece 2: 6063-T$ Pns= 2( D1)(T2)(F, u2)/nu T2: Thickness of Piece 2 (in): .062 =( .164 )( .062 )( 22 )2/2.34 = 191.2 # Fastener Type: TEK SCREWS Pas =((T2)(T2)(T2)(D1 ))E0.5 *4.2(Ftu2) for 7'2 <= T'/ Thread Type: SPACED THREADS =(( .062 )( .062 )( .062 )( 0.164 ))E0.5'4.2( 22000 )= N/A Crown (C) or Valley (Vi Fastening: C Pas = Ns * Pns~n D2: Diameter of Head/Washer (in): ,322 =( 8 )( 191.2 )= 1529.5 # __ DI: Nominal Diameter of Fastener (in): 0,164 L: Length of Fastenem (in): 0.500 Asn: Thread Stripping Area of Internal Threa~. (Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n, Threa(~s Per Inch: 32 ' Pno~ =(D2-D1 )(T1 )(Ftu0(C)/ns tc, Thread Engager~ent Depth: 0.062 =( .322 - 0.164 )( .055 )( 38 )( 1 )/3= 110.1 # Ns: Numbe~rof Screws: 8 P.o~ = !Ks)(D 1)(tc)(Fty2)/ns 54.B # Pat = NS * Pnmin . __ =~( _ 8 )( 54.8 ) .......... 4~3_8.-~.~ . .- _ Aluminum Alloy Structural Values F~u~: Ultimate Tension of Pfece 1 (ksi): 38 F~y~: Yield T~nsion of P'~ece 1 (ksi): 35 Ftu2: Ultimate Tension of P~ce 2 (ksi): 22 F~y2: Yield Bearing of P~ece 2 (ksi): 16 MAXIMUM ALLOWABLE LOADS SHEAR: 1529.5 # TENSION 438.2 # Coeffiecients Coeffiecient, Ks = 1.01 Coeffiecient 2/n = 0.0625 Coeffiecient, 4In = 0.125 Types C,D,F,G,T _ . _ SPACED THREADS: Types AB,B,BP,BF,BT EAVE TO LITE H COLUMN JOB: 230 SUN AND SHADE: WALLS ONLY SYSTEM SHEET NO: 11 OF: 13 CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 · CHECKED BY: SuP/a Lamsal DATE: 10/1/2003 STAMPED BY: DATE: F^S,ENE,S: 6 "X 0.600"TEKSC,EWS p TA. ON I Eauation Inputs ALLOWABLE CONNECTION BEARING Phs = 2(D1)(T1 )(Ft,1 Al: Alloy of Piece 1: 6005-T5 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 )( .05 )( 38 }2/2.34: 266.3 # Fastener Type: TEK SCREWS Phs =((T2)(T2)(T2)(D1))E0.5 *4.2(Ftu2) for T2 <= TI Thread Type: SPACED THREADS =(( .05 )( .05 )( .05 )( 0.164 ))E0.5 *4.2( 38000 ) = 722.6 Crown (C) or Valley (V) Fastening: C Pas = Ns * Pns~,n D2: Diameter of Head/Washer (in): .322 =( 6 )( 266.3 )= 1597.9 # #8 FASTENER MAXIMUM SHEAR IS 216.5~ D1: Nominal Diameter of Fastener (in): 0.164 L: Length of Fasteners (in): 0.500 ALLOWABLE CONNECTION TENSION Asn: Thread Stripping Area of internal Thread (Per Inch): 0.914 n, Threads Per Inch: 32 Pno~ =(D2-D1)(T1)(Ftul)(C)/ris tc, Thread Engagement Depth: 0.05 =( .322 - 0.164 )( .055 )( 38 )( 1 )/3= 110.1# Ns: Number of Screws: 6 P, = (Ks)(D1)(tc)(Fty2)/ns 96.6 # Pal =* NS * F~min =( 6 )( 96.6 ) = 579.7# Alumii~um AIIov Structural Values F~ul: Ultimate Tension of Piece I (ksi): 38 F~,~: Yield Tension of Piece I (ksi): 35 F~u~: Ultimate Tension of Piece 2 (ksi): 38 Fty2: Yield Beadng of Piece 2 (ksi): 35 MAXIMUM ALLOWABLE LOADS SHEAR: 1299.0 # TENSION 579.7 # Coefflecients Coeffiecient, Ks = 1.01 Coeffiecient 2/n = 0.0625 Coeffiecient, 4In = 0.126 VISION DATE 10-01-2003 (LJD) UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT __ Calculations Conform fo (AA) ADM200( Outtloor Living...lndoors~! £AVE TO £LI~CTRIC H COLUMN JOB: 230 SUN AND SHADE: WALLS ONLY SYSTEM SHEET NO: 12 OF: 13 CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 CHECKED BY: Surya Lamsal DATE: 10/1/2003 STAMPED BY: DATE: FASTENERS: 6 0.164 "X 0.500" TEKSCREWS IDETAIL ON I Equation Inouts: ALLOWABLE CONNECTION BEARING Al: Alloy of Piece 1: 6005-T5 Phs = 2(D1 )(T1)(Ftul)/nu TI: Thickness of Piece I (in): .055 =( .164 )( .055 )( 38 )2/2.34 = 293.0 # A2: Alloy of Piece 2: 6065-T5 Phs = 2( D1)(T2)(Fm2yn~ T2: Thickness of Piece 2 (in): .066 =( .164 )( .066 )( 38 )2/2.34 = 351.5 # Fastener Type: TEK SCREWS P.s =((T2)(T2)(T2)(D1))E0.5 '4.2(F~2) for/'2 <= Tf Thread Type: SPACED THREADS =(( .066 )( .066 )( .066 )( 0.164 ))E0.5'4.2( 38000 )=N/A Crown (C) or Valley (V) Fastening: C Pas = NS * Pns~i. D2: Diameter of Head/Washer (in): .322 =( 6 )( 293.0 )= 1757.7 # DI~: NominaIDiameter of Fastener (in): 0.164 L: Length of Fastenem (in): 0.500 #8 FASTENER MAXIMUM SHEAR IS 216.5# ALLOWABLE CONNECTION TENSION Pnov =(D2-D 1)(T1)(Fml)(Cyns Asn: Thread Stripping Area of Internal Thread (Per Inch): 0.014 . n, Threads Per Inch: 32 ' tc, Thread Engagement Depth: 6.066 =( .322 - 0.164 )( .055 )( 38 )( I )/3= 110.1 # Pno~ = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(t .c-2/n))/ns Ns: Number of Screws: 6 = 137.7 # Pat = NS * Pnrnln =( 6 )( 110.1 ) = 660.4# Aluminum Alloy Structural Ftul: Ultimate Tension of Piece 1 (ksi): 38 _ _Ftyl: YieJd Tension of Piece I (ksi): 35 Ftu2: Ultimate Tension of Piece 2 (ksi): 38 F~: Yield Beadng of Piece 2 (ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: __ SHEARs. _ 1299.~0 # _ Coeffiecient, Ks = 1.01 . TEN~SlON 660.4 # Coeffiecient 2/n = 0.0625 - Coefflecient, 4In = 0.125 - . .... UNC THREADS: Types C,D,F,G,T .... __ SPACED THREADS: Types AB,B,BP,BF,BT ~EVISION DATE 10-01-2003 (L JO) Outdoor Ltv~ng...IndoorS'i~ JOB: 230 SUN AND SHADE: WA[ LS ~NLY SYSTEM SHEET NO: 13 CALCULATED BY: Lawrence Duffy CHECKED BY: Surya Lamsa, STAMPED BY: OF: 13 DATE: IO/1/2003 I DATE: 1 Ut 1/2003 DATE: ~ EAVE TO EXISTING STRUCTURE FASTENERS: 2 0.500 "X 3.000" LAG BOLTS IDETAIL AT EACH COLUMN AND 16" O.C. ALLOWABLE CONNECTION BEARING P.s = 2(D1)(T1 )(Ftu~)/r~ =( .500 )( .055 )( 38 )2/2.34= 893.2 # ON ] Eouation InDuts Al: Alloy of Piece 1: 6005-T5 TI: Thickness of Piece 1 (in): .055 Fastener Type: LAG BOLTS P~s = Ns * Pns~.. Thread Type: SPACED THREADS =( 2 )( 893.2 )= 1786.3 # Crown (C) or Valley (V) Fastening: C D2: Diameter of Head/Washer (in): '1.5 DI: Nominal Diameter of Fastener (in): 0.500 ALLOWABLE CONNECTION TENSION P.ov =(D2-D1)(T1)(Ftu~)(C)/n~ =( t.5 0.5 )( Pat = NS * Pnrm,, =( 2 )( 696.7 L: Length of Faster~em (in): 3.000 Ns: Number of Screws: 2 .055 )( 38 )( I )/3= 696.7 # Aluminum Alloy Structural Value '= 1393.3 # · Ftu~: Ultimate Tension of Piece 1 (ksi): 38 Ftyl: Yield Tension of Piece 1 (ksi): 35 WASHER OF 1.5" 16" O.C. WILL CONTIBUTE A MAXIMUM OF 85~ BASED ON A 0.1" DEFLECTION OF SILL. MAXIMUM ALLOWABLE LOADS SHEAR: 1786.3 # TENSION _ 1478.3 # NOTE: THESE CALCULATIONS PERTAIN TO THE CONNECTIONS UP TO, BUT NOT INCLUDING, THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION. THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION MUST BE ANALYZED ACCORDING TO CONDITIONS SPECIFIC TO EACH JOB BY OTHERS. REVISION DATE 10-O1-2003 (LJD) UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,_BP,BF,BT Outdoor Living...Indoor~'~!'~i z [,~ U LT R A F R A M E P L C ~'~ ~4 F -c N ~,,~ ALUMINUM DESIGN MANUAL REFERENCES FOUR SEASONS SOLAR PRODUCTS 5005 Veterans Memorial Highway Holbrook, New York 11741 (631) 563-4000 Fax: (631) 218-9076 AND TEMPER Table 3.3-1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS TENSION COMPRESSION SHEAR ~COMPRESSIVE ALLOY / MODULUS OF PRODUCT F.,I' F~yt F~ F~, F.y ELASTICITY~r 1100-H12 [Sheet, Plate ~ Ail 14 11 10 9 6,5 10,100 2014-T6 Sheet 0.040-0.249 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 Sheet 0.040-0.249 64 57 58 39 33 10,800 -T651 Plate 0.250-0.499 64 57 56 39 33 10,800 3003-H12 Sheet & Plate 0.017-2.000 17 12 10 11 7 10,100 -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 -H12 Drawn Tube All 17 12 11 11 7 10,100 -H14 Drawn Tube All 20 17 16 12 10 10,100 -H16 Drawn Tube All 24 21 19 14 12 10,100 -H18 Drawn Tube All 27 24 21 15 14 10,100 AIclad 3003-H12 Sheet &Ptate 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 1z~ 12 10,100 -H18 Sheet 0.006-0,128 26 23 19 15 13 10,100 Atclad 3003.H14 Drawn Tube 0.025-0.259 19 16 15 12 9 10,100 -H18 Drawn Tube 0.010-0.500 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 0.099-1,000 32 25 22 19 14 10,100 -H36 ' Sheet d.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 1~. 10,100 ·-H36 DrawnTube 0.018-0.450 35 . 28 27 20 16 10,100 Aletad 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 0.024-0.050 ' 34 30 28 19 17 10,100 3005-H25 Sheet 0.013-0.050 26 22. 20 15 13 10,100 -H28 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 0,008-0.182 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 0.017-0.249 22 16 14 14 9 10,100 -H34 Sheet 0.009-0.249 25 20 18 15 12 10,100 -H32 Cold Fin. Rod & Bar~ All 22 16 15 13 9 10,100 Drawn Tube -H34 Cold Fin. Rod & Bad All 25 20 19 15 12 10,100 Drawn Tube For all footnotes, see last page of this Table THICKNESS RANGE IN. January 2000 I-A-15 Table 3.3-1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS ALLOY THICKNESS AND PRODUCT RANGE TEMPER IN. 5052-O Sheet & Plate 0.006-3.00D -H32 (Sheet&Plate r~ All -H34 Cold Fin Rod & Ba All \ Drawn Tube -H36 Sheet 0.006-0 162 tTENSION ICOMPRESSION I SHEAR ICOMPRESSIVE 25 9.5 9.5 16 5.5 10,200 31 23 21 19 13 10,200 34 26 24 20 15 10,200 37 29 26 22 17 10,200 50S3-O Extrusions up thru 5.000 39 16 16 24 9 10,400 -Hlll 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 0.188-1.500 4z, 31 26 26 18 10,400 -H321 Sheet & Plate 0.188-1.500 44 31 26 26 18 10,400 -Hl16 Plate 1.501-3.000 41 29 24 24 17 10,400 -H321 Plate 1.50%3.000 41 29 24 24 17 10,400 5006-O Extrusions up thru 5.000 35 14 14 21 8 10,400 -Hlll 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 ~Hl12 Plate 1.001-2.000 35 14 15 21 8 10,400 -Hl12 Piate 2.001-3.000 34 14 15 21 8 10,400 -H116 Sheet & Plate All 40 28 26 24 16 10,400 -H32 Sheet & Plate All 40 28 26 24 16 10,400 Drawn Tube -H34 Sheet & Plate All 44 34 32 26 20 .10,400 Drawn Tube 5154-H38 . Sheet 0.006-0.128 45 35 33 24 20 10,300 5454-0 Extrusions up thru 5.000 31 12 12 19 7 10,400 -Hlll Extrusions up thru 0.500 33 19 16 20 11 10,40(3 ·-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-O Sheet & Plate 0.051-1.500 42 19 19 26 11 10,400 -Hl16 Sheet & Plate 0.188-1.250 46 33 27 27 19 10,400 -H321 Sheet & Plate 0.188-1.250 46 33 27 27 19 10,400 -Hl16 Plate 1.251-1.500 44 31 25 25 15 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 '[7 10,400 -H321 Plate 1.501-3.000 41 29 25 25 17 10,400 6005-T5 Extrusions up thru %000 38 35 35 24 20 10,100 6061 -T6, T651 Sheet & Plate 0.010-4.000 42 35 35 27 20 10,100 -T6, T6510, T6511 Extrusions All 38 35 35 24 20 10,100 -T6, T651 Cold Fin. Rod & Bar up thru 8.000 42 35 35 25 20 10,100 -T6 Drawn Tube 0.025-0.500 42 35 35 27 20 10,100 -T6 Pipe All 38 35 35 24 20 10,100 6063-T5 Extrusions up thru 0.500 22 16 16 13 9 10,100 -T5 Extrusions 0.500-%000 21 15 15 12 8.5 10,100 -T6 Extrusions & Pipe All 30 25 25 19 14 10,100 6066-T6, T6510, T6511 Extrusions All 50 45 45 27 26 10,100 6070-T6, T62 Extrusions up thru 2.999 48 45 45 29 26 10,100 6105-T5 Extrusions up thru 0.500 38 35 35 24 20 10,100 6351-T5 Extrusions up thru 1.000 38 35 35 24 20 10,100 6463-T6 Extrusions up thru 0.500 30 25 25 19 14 10,100 1, F~ and F~y are minimum specified values (except F~ tsr 1100-H12, -H14 Cold Finished Rod and Bar and Drawn Tube, Alclad 3003-H18 Sheet and 5050-H32, -H34 Cold Finished Rod and Bar which are mimmum expected va)ues); other strength properties are corresponding minimum expected values :~Typical values. For deflection calculations an average modulus of elasticity is used; this is 100 ksi lower than values in this column. I-A-16 Januaw 2000 For angles, the gross width shall be the sum of the widths of the legs ]ess the thickness. The gage for holes in opposite legs shall be the sum of the gages from the back of the angles, less the thickness. For splice members, the thic ~kness shall be only that pan of the thic ~kness 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. In 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 ora gusset plate, the effective net section shall be the net section of the connected legs plus two-thirds of the section of the outstanding legs. For intermediate joims 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 thic 'kness of metal being fastened) of rivets, screws or bolts carrying calculated stress exceeds four and one-half times the diameter, the allowable load per rivet, scyew or bolt shah be r~duced. The reduced allowable load shall be the normal allowable load divided by [1/2+Gs/(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 diameter; minimum distance of bolt or screw centers shall be 2V2 times the nominal diameter. In buLlt-up compression members the pitch in the direction of slzess shall be such that the allowable stress on the individ- ual outside sheets and shapes, treated as columns having an effective length equal to one half the rivet, 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 permiued to be taken as 0.8g where g is the gage. 5.1.10 Spacing of Stitch Rivets, Screws and Bolts in Webs Where two 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 + 20ti in which t is the thic ~kness 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 Tab]es 5.1.1.3~1 and -2. When a shorter edge distance is used, the allowable bearing stress shall be reduced by the ratio: actual edge dis- tance/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, sheared, sawed, rolled or planed edges. 5.1.12 Blind Rivets Blind rivets shall not be used unless the grip lengths and rivet-hole tolerances are as recommended by the respective manufacturers~ 5.1.13 Hollow-End (Semi-tul~ular)'Rivets . If hoLlow-end rivets with solid cross sections for a portion of the length are used, thc strength 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 wLl] not be subjected to appreciable tensile stresses. 5.1.14 Steel Rivets Steel rivets shall not be used in aluminum slructures unless the aluminum is to be joined to steel or where corrosion resistance of the structure is nol a requirement, or where the slracturc is to be protected against corrosion (See Section 6.6.1). 5.1.15 Lockbolts Lockbolts shaI] 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. January 2000 I-A-59 5.1.16 Steel Bolts When steel bolts arc used they shall be hol-dip galva- nized, mechanically galvanized, zinc electro-plated, alumi- nized, or 300 series stainless steel. When other platings and/or coatings arc 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 steel members shall comply with the Research Council on Structural Connections (RCSC) Specification for Structural Joints Using ASTM A325 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 Aluminum used in slip-critical coenections shall have a tensile yield strength of at least 15 isi (105 MPa). Bolts shall comply with ASTM A325, mzas shall comply with ASTM A563 Grade DH or ASTM 3.194 Grade 2H, and washers shall comply with ASTM t,~36. Bolts, nuts, and washers shall be.zinc coated by the h(~r dip or mechanically deposited processes as specified in )-;TM A325. 5.1.17.3 Holes Holes shall be s[andard holes versize holes, short slotted holes, or long slotted holes. Ti 5.nominal dimensions for each hole type shall not excee~ _those shown in the RCSC Specification Table. 1. 5.1.17.4 Design for Strength The shear stress on a bolt shall nit exceed 21 ~si (145 MPa) for bolts with threads in the s mar plane and 30 ksi (205 MPa) for bolts without threads i~: the shear plane. Bolt shear stresses are based on the nomiwal cross sectional area (unthreaded body area) of a bolt. The bearing stress on the connected parts shall notexceed 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 thic 'kness 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 thc requirements of Section 5.1.17.4. bolts shall be proportioned so that thc allowable slip load per unit of boh area determined from the following table is not exceeded. The nominal diamemr 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 ~tandard (~v[ rhs~te Slots [ksi) [MPa)(kal) [MPa] Transverse Parallel Long Long Slots Slots (ksi) (MPa) (ksi) (MPa) 20 140 17 115 Bolts shall be installed to develop the minimum boll tension specified in Section 5.1.17.7. The effect on slip resistance of temperature changes from the installation temperature and the difference in 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. b) At a long slotted hole in an outer ply, a galvanized steel plate washer or bar at least 5/16 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 parts has a slope ~eater than l:20-with respect to a plane normal t? 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 stripping area of internal thread per unit length of engagement C = coefficient which depends on screw location D = nominal screw diameter D~, = nominal hole diameter D. = nominal washer diameter I-A-60 January 2000 D,~ = larger of the nomin~ washer diameter and the screw head F,,a 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 F,~2 = tensile yield strength of member not in contacl with the screw head K, = coefficient which depends on member thic 'kness 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 Pno, = nominal pull-om strength per screw P.o,. = nominal pull-over strength per screw q = thic'kness of member in contact with the screw head t2 = thickness of member not in contact with the screw head t~ = depth of full thread engagement of screw intet_, not including tapping or drilling point All the reqm~ements of~is 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 without a self-drilling point. Alterna- tively, design values for a particular application shall be permitted to be based on tests according to Section fi. Screws shall- be installed and tightened in accordance with the manufacturer's 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 Pa, calculated as follows: ?,~s - P,~.~/n, (Eq. 5.3.1.1-1) where shall be the lesser of P,,~ - 2F~u~ Dtl2 (Eq. 5.3.1.1-2) P,,, ~ 2F~,2 Dt22 (Eq. 5.3. L1-3) Itu For t2/tI _~ 1.0, P,, shall not also exceed (~.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 P.~. 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 th~ 5/16 in. (8 mm). Washers shall be at least 0.050 in. (1.3 mm) thick. The tension force shall not exceed P,, calculated as follows: ?o, - ?~,/,,~ (Eq. 5.3.2-:) ' P~, shall be taken as the lesser of P,o, and P~o, determined below in Sections 5.312.1 and 5.3.2.2. 5.3.2.1 Pull-Out The nominal pull-out strength, P~o,, for pulling a screw out of a threaded part, is: 1) for UNC threads (screw thread types C, D, F, G, and T) a) for 0.060 in. _- t~_< 0.125 in. (1.5 mm s t~ s 3mm) P~o,=K, DI~F,y2 (Eq. 5.3.2.1-1) where K,= 1.0] for 0.060in. _< t~<0.080in. (1.5 mm < t~ < 2 mm) K~ = 1.20 for 0.080 in. ~< t~ s 0.125 in. (2 mm<t~< 3mm) b) for 0.125 in. < t~ < 0.25 in. (3 mm < t~ < 6.3 mm) P,,o,= 1.2DF, y:(0.25 - t,) + ].I6A~,F,,:(t, 0.125) (Eq. 5.3.2.]-2) c) for 0.25 in. ~ t~ ~ 0.375 in. (6.3 mm ~ t~ ~ 10 mm) P.,,,= 0.58A,,t~F,.: (Eq. 5.3.2.]-3) January 2000 I-A-61 2) for spaced threads (screw thread types AB, B. BP, BF, and BT) a) for 0.038 in. Ifc 2/n(lmm,'tc: 2/n) P,,o, = K,D t, F,,2 (Eq. 5.3.2.1-4) where K, = 1.01 for 0.038 in. z h < 0.080 in. (Imrnatc<2mm) K, = 1.20 for 0.080 in. rtc s 2/n (2 mm_- t, z 2In) b) for 2/n < t, < 4In P,,,, = 1.2D F,~2 (4/n t, ) + 3.26D F,,2 (t, 2/n) (Eq. 5.3.2.1-5) c) for 4/n ~ t, ~ 0.375 in. (4/n ~ t, _< 8 mm) Pno, = 1.63D ~cF,,2 (Eq. 5.3.2.1-6) 5.3.2.2 Pull-Over The nominal pull-over strength, P,o,,, for pulling con- nected mater/al over the head of a screw or washer, if present, is: P .... CtlF~,j(D~ -D~) (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 Pn,. 5.4 Block Shear Rupture connections on a failure path with shear on some segments and tension on the other segments is: P,. = (F~A~., + F,,A,,)/n, (Eq. 5.4-1) otherwise P,, = (F,,A,,, + F,,A~,)h~ (Eq. 5.4-2) The block shear rupture allowable force P,, of welded connections on a failure path with shear on some segments and tension on the other segments is: forF,.A~, :' F~,,A,., P,~ = (F.,Ag, + F,~A~,,}/n,, (Eq. 5.4-3) otherwise P.~, = (F,,,A,,, + F,,A.~t)/n. (Eq. 5.4-4) where A,, = gross area in shear A~, = gross area in tension A., = net area in shear An, = net area in tension 5.5 Laps in Building Sheathing 5.5.1 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 sidehp for siding shall have a width equal to half the pitch. For a lzapezoidal sheet of a dep/.h greater than 1 in. (25 mm) the minimum sidelap for boLh roofing and siding shall have a developed width equal to the width of the naixow st flat plus 2 in. (50 mm) A U'apezoidal sheet with adept! .f I in. (25 mm) or less shall have an overlap of proven der:' ~ including an antisiphoning feature. 5.5.3 Fasteners in Laps Minimum size of#12 screws or 3/I 6 in. (3 mm) diameter r/vets 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. hA-62 January 2000 Table 5.5.1-1 MINIMUM END LAPS Minimum End Laps Depth of section Roofing, slope greater than 2 on Roofing slope 3 on 12 or more Siding 12, less than 3 on 12 1 in. or less 6 in. 4 in. (25 mm or less) (150 mm) (100 mm) Greater than I in., less than 2 in. 9 in 6 in. 4 ~n. (greater than 25 mm, (230 mm) (150 mm) (100 mm) less than 50 mm) 2 in. or more 9 in. 6 in. 6 in (50 mm or more) (230 mm) (150 mm) (150 mm) January 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. Center 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 coefficienl of expansion shall be taken as 0.000013 per degree Fahrenheit (0.000023 per degree Centigrade). 6.2 Cutting a. Material shall be sheared, sawed, cut with a router, or arc cut. 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 noI be used on aluminum alloys. 6.3 Heating S~tructural material shall not be heated, with the follow- ing 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 temperature and time ¢'e carefully observed. If structural material is subjected to.elevated temperatures or times in excess of the foregoing, the allowable slresses shall be reduced consistent with mechanical prope~es specified for the material after the heating process. b. For 5XXX series alloys with magnesium contents ~eater than 3 percent, holding within the temperature range from 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 temperature is a critical factor in determining the degree of sensitization. Hol forming techniques musl include quick heat up to a temperature not to exceed 550°F (290 °C) to minimize loss of mechanical properties. Forming musl be completed before the metal cools below 450°F (230 °C). The metal shall then be fan cooled, te drop the metal temperature from 450°F (230 °C) to 150 °F (66 °C) in the minimum time possible to prevenl sensitization. c. Some elevated temperature processes, such as factory paint curing or firing of porcelain enamel coatings, can reduce the mechanical properties of the metal. Since the amounl of thc reduction will vary with thc alloy and temper used, as well as with rite 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 ~eater 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 holes for hot-driven rivets shall be not more than 7% =m-eater than the nominal diameter of the rivet. d. The fin/shed diameter of holes for bolts shall be not tuore than 1/16 in. ( 1.6 mm) larger than the nominal bolt diameter, unless slip-critical conhections are used. e. If any holes must be enlarged to admit the rivets or bolts, they shall be ~:eamed. Poor matching of holes shall be cause for rejection. Holes shall nol 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 fo0ows: a. Flat heads shall have a diameter not less than 1.4 times the nominal rivet diameter and a height not ]ess than 0.4 times the nominal rivet diameter. b. Cone-point heads shall have a diameter not Jess than 1.4 thnes the nontinal rivet diameter and a height to the apex of the cone not less than 0.65 times the nominal rivet diameter. Thc 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 cmnpletely. Rivet heads shall be concentric with tbc rivet holes and shall be in proper contact with the surface of the metal. 6.5.3 Defective Rivets Delective rivets shall be removed by drilling. 6.6 Painting Structures of the alloys covered by this Spec~cation are not ordinarily painted. Surfaces shall be painted where: a. 2014-T6 alloys are exposed to corrosive environments, 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 in accordance with United States Military 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 sha)l be kept fi.om 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 gainted with ~ood quality non lead containingprimingpaint suchaszincmolybdate alkyd 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 Specification D962-81, Type 2, Class B) per gallon of varnish meeting Federal Specification TT-V-81, Type I1, or the equivalent. Where severe corrosion conditions are expected, additional protection can be obtained by applying a suitable sealant to the laying 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 contacl with alumi- num need not be painted. Slainless steel (300 series) placed in contact with aluminum is no! required to be painted except in high chloride containing environments. b. Aluminum shall nol bc placed in direct contacl 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 protecled in cases where moisture is present and corrodents will be entrapped between the surfaces. 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 cot rosive components such as chlorides have been added if the aluminum will be elecnScal}y connected to steel. 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 fi.om the metal diverted away fi.om the aluminum. Prepainted aluminum only requires additional protection when specified by the designer to abate extremely corrosive conditions. 6.6.2. Over-Ail Painting Structures of the alloys covered by this Spec~cation are either not ordinarily painted for surface protection (with the exception of 2014-T6 when exposed to corrosive environ- ments) or are made of prepainted aluminum components. Where slructores are to be exposed to extremely corrosive conditions over-all painting shall be specified. 6.7 Cleaning and Treatment of Metal Surfaces Prior to field painting of sm~ctures, 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 States 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. January 2000 I-A-65 Section 7. Welded Construction 7.1 Allowable Stresses for Welded Members 7.1.1 General The weld-affecmd 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 from 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 mem. bers with the following adjustments. i) Allowable .stresses .for ax/al or flexural 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 shall be calculated using welded mechanical properties from Table 3.3-2. 2) Allowable 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 Si shall be calculated using welded mechanical properties from Table 3.3-2 and buckling constants from Table 3.3~3 regardless of temper before welding. 3) Allowable stresses for ali other members and compo- nents in axial or flexural 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-] and buckling 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 we]d-af- leered, the allowable stress is A Fp~ = F,, - "' (F,, - F~,,) (Eq. 7.].2 J) A where Fp~ = allowable stress on the cross section, parl of which is weld-affected. F, = allowable stress if no part of the cross section were weld-affected. Use buc 'lding constants for unwelded metal from Table 3.3-3 or 3.3-4 and mechanical properties from Table 3.3-1. 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 lon~mdinal welds values for F~. and Fc~. 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 9f a column or compression flange of a beam. A beam flange s'gall consist of thC portion of the sectibn farther than 2c/3 from the neptral axis, where c is the distance from the neutral axis to the extreme fiber. A~. = weld-affected- cross sectional area. If A~ < 0.15A, 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 m both ends with transverse welds farther than 0.05L from the member ends and cantilever columns 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 weld-affected. 7.2 Filler Wire Filler alloys shah be selected from Table 7.2-I. 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 detemu/ned by testing in accordance with Section 8. I-A-66 January 2000 g j 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 Any tension member I ]9 to.3 6005--T5 Extrusions Thicknesses Up Through 1.00 in. Rectangular tubes, structural -I B~ ~ 2 ]9 10.5 TENSION IN shapes bent around strong axis 6105--T5 Extrusions BEAMS, Round or oval tubes ~)~/o - 3 24 ~z Thicknesses Up Through 0.50 in. extreme fiber, net section Shapes bent about weak axis, I ~ ~ · 4 2S t3.5 I WHITE BARS I apply lo nonwelded members and to welded bars, plates members at locations farther than 1 0 in from e weld I SHADED BARS J apply within I 0 in. of a weld. On rivets and botts 5 39 25 Equations that straddle the shaded and unshaded areas apply to beth. SEARING On flat surfaces and pins and on bolts in slotted 6 26 t6 *For tubes with circumferential welds, equations of Sections 3.4 10, holes 3.4.12, and 3~4 16.1 apply for Ft>/t · 20. Type of Stress Type of Member or Component Sec. Allowable Slenderness Allowable Stress Slenderness Allowable Stress Strese Slenderness COMPRESSION *g.-co,um eb k,,.ebouta-T--F- edge-co,umnsnotbuck,ngabout-L--I-t -t 8.i H t_~,.b ~" 21 h/t= 8.4 231 - 025 Ih/t) blt = 33 49n/Ih/ti COMPONENTS lot5 '- 10~5 b/t = 47 490/(b/t) edges supported and withI VIl ' 9.2 See Section 3.4.9.2 onCUrved plates supportedboth edges, wails of 10' 21 R~/t=2.2 22.2-0.80 R~/t R,/t=14[ 320(I round or oval tubes 10,$ R~/t=5.1 11.4-0.40~ R~/t=340 (R~II)(1 * R~/t/35}2 Sec: Allowable Slenderness Allowable Stress Slenderness Allowable Stress Type of Stress Type of Member or Component ,3.4. Stress . Slenderness ~l~s$ Single web beams bent about I_T E 21 L~/r.=23 23,9 - 0.124L~r, L~r,=?g 87,0~ strong axis --- - 11 t0,5 (L~ l r, )~ 25 R~t = 28 39.3 2.70~ Re = gl Same as COMPRESSION Round or ovat tubes 12' extreme fiber ' ~ 28 ~tCL~/d: 13 40.5 0.93d/t~ d/tCLffd: 29 11,4~ sectiongr°ss Solid reotangulara.dround section beams -- I~' -- * 13 one edge& L ' ~ 10.5 10,5[ bh=17 i 183t(~0 COMPRESSION Flat plates with both ~~ 21' blt = 22 27.3 - 0.29 b/t blt = 33 580If blt) IN edge~ .uppo.ed~/~ 16 ,~ . . ~ COMPONENTS ' (component on both edges 16.1' gross section suppoaed and the other~ 1 6,2 See Section 3.4.16.2 COMPRESSiONi Flat plates with i~l~ 28 blt = 8.9 40.5 - 1.41 M b/t = 19 4.9~l(b/t)~ compression edge free, 4-q~ 17 IN tension edge suppoded 133 (component suppoded 1~ gross section stiffener, both edges~ Z~' 1 9 suppoded 9HEAR flat webs 20 - ' ~ , '~ of Stress Type of Member or Component Sec. Table 2-21 3.4. .oweble Stress Allowable Stresses for BUILDING TENSION, axial 'Any tension member I ]p ! itt and Similar Type Structures 6061-T6,-T651,-T6510,-T6511 Rectangular tubes, structural '] 'B~ '~ 2. ~g Extrusions up thru 1 in., Sheet & Plate, Pips, TENSION IN shapes bent around strong axis SEAMS, Standard Structural Shapes, Drawn Tubs, extreme fiber, Round or oval tubes ~)0(:~ _ 3 24 i !3~t Roiled Rod and Bar, 6351-T5 Extrusions net section Shapes bent about weak axis,I-- ~-~ · 4 2s ! 16f [ WHITE BARS J apply to nonwelded members and 1o welded bars, plates ! members at locations farther than 1.0 in. from a weld. i~ FiSHADED BARS J apply within 1.0 in. of a weld. On rivets and bolts S 39 [ ~ 25f Equations that stradd/e the shaded and unshaded areas apply to bofh. REARING On flat surfaces and pins and on bolts in slotted · holes 6 26 [ j6-[ 'For tubes with circumferential welds, equations of Sections 3.4.10, ! 3.4.12, and 3.4.16.1 apply for R~/t ~ 20. Type of Stress Type of Member or Component Sec, Allowable Stress Slenderness Allowable Stress 3.4. Slendemes~ · $, Urnlt S, Slenderness Slenderness Allowable Stress COMPRESSION section 12t -- 12t edge - columns buckling about a - _ 8 ........... symmetry axis Flat plates supported along one 21 blt = 2.7 edge- columns nol buckling about -[---~ [~ 8,1 · 23.1 - 0.79 (h/t) /)It = 12 1970/(/~/t)~ a symmetry axis 12t , COMPRESSION Flatplateswithbolh H ~ 9 21 h/t=8.4. 23.1-0.25(b/t) b/t--33 490/(b/r) IN edges supported -I b I- COMPONENTS '32~ ;. ,~, ~, ~ ..... , ,, lZf b~ ~ 4It 490/(b/r) OF COLUMNS Fiat plates with one edge Iross supported and other edge with g.1 See Section 3.4.9.1 section stitfener I Fiat plates with both edges supp°rted and with r~'V II----~ 9,2 See Section 3.4,g.2 an intermediate stiffener on both edges, walls of 1 O* 3200 round or oval tubes ' 12~ Type of Stress Type of Member or Component Sec. AlIowablestress Slenderness AtlowableslendernessStress Slenderness Arloweble Stress 3.4. 51en~eme$$ ~ .~ Limit S, Between $, and $, Limit S~ Slenderness ~ S2 strongSingfe web beams bent abeUtaxis -- I-TE- - 11 21 L~/,', = 23 239-0 124L,/,', l/r=7e, 87.000 lZt -- 13t L/r,, = 855 (L~/,', COMPRESSION Round or oval tubes 12' . IN BEAMS,~ 14t ' R~I = 51 23.9 ~ 1.39~ R/t = [37 Section 34. l 0 extreme fiber gross Solidrectangularand I~d ~ ' 13 s~ction rounO section ~,ams -- l~t ~=26 ~ 10.5 - 0.93 ~'~ ~t~=29 ~ec~an9ular tub,s and -~- ' ~ 4 Flat plates suppoded on b~ h -I ~o 21 hit = 68 27 3 - 0.93 b/t blt = 10 IgH{h/tl 12t -- 12t b/t= ] 5~ 18~tb/t) COMPRESSION Flat p~ates with both ~b~b~ 21 bit = 22 27.3 - 0~29 I,/t hit = ~ qgO/(I/t) IN edges suppoHed~ ~ 16' COMPONENTS 12~ -- 12~ blt = 48~ OF BEAMS' Cumed plates suppOsed(cOmpOnent on both edges ~ 1 6.1' 25 R~{t = 1.6 26 2- 0.94~ RJt=141 3800 l under uniform . 14~ ,, R~t= 2.5 14.7-0.44~ Rdt =290 (R~/t)(l ~ ~/35) compression), Flat plates with one edge edge with stiffener COM,RESSIO~iN co~Dresslon edge free, ~ 4 ~ 17 COMPONENTS under bending in ~ ('~ -- -- 16f Mt = 95[ owe plume) Flat plate with horizontal ~, 28. h/t= 107 40 5 - 0.117 I¢/ h/t= 173 gross section stiffener, both edges~~ 19 suppoded 16$ ~ 16~ hit = 2195 35~{~t) SHEAR flatUnsti'fenedwebs I l[ ~ ~ 20 12 hit = 36 ]5.6 - 009~ I~t lift = 6s. IN WEBS, 7.5t -- 7.~$ ~t = 725 8e ~ aI I~ - 0.7(a~/a2)~ 7.5~ -- 7~5~ a,/t =84~ 53.O~l(ae/t)~ FASTENER. ~CNEDULE FOR, 230 ~UN ~- ~HADE TO DqSTING STIRUCTUI~5 ~ FOUNDATIONS 5E IE5 230 5UN 5MADE WALL5 ONLY DESIGN ,~, ........... JUN 9 20~ ~~-- H-COLUMN ................................ Gl05 T5 b CL~55 U~75 ...... BLOG. DEP1. 2. ALL 5TRUCTU~ ALUMINUM WO~ CONFORM5 TO 'FART ~A - SPECIFICATION5 FO~ ALUMINUM $T~U~U~5 TOWN OF SOUTHOLD -- ~m * ~.~=~ m,c~. ' ~ ~:'~: ~ ALL CONSTRUCT[CN SHALL ~,~, *~ ~=~ =,,;~. Mm~T TH~ REQU~S~/Eh~TS OF THE DOCUMENT5 ARE VALID ONLY ~ ALUMINUN' ~OOF 5~[N PANEL ~C~IV~5 ONE COAT OF P~M~ AND ONE COATOF ~AINT ~ ,~ mD =OA:~: N~A~ ~UmS OF Iqm~F~r~ _, m.-~l ~,~'~r~ ¢~i ~l E. .... ~ ~-'~WITH AN O~IGINAL ~TAMP :~, PO~TA~C~ ;~ACrOk. ,:,.0 PPROVED AS NOT[~ 0 ' '- OR ONF~N5 EN~G~:NFO~ZvIA'FION: "~T~ BUILDNG DEPARTMENT ~l IDA= L-'V z o ff CL~5 R-VALUE W'S~OLID ~OOr ~ANEE: ~3.4 I~U'' ' --" ~OR ~g~~'~ ' :; '~/ ~N~,~. ~. ~o. ~,~. FIRE INSPECTION ~_~,,u~,~.~,u~,.~.~: ,~ FO~..,,.~ ...~ _._ --~.,~o~', '~. ~,,,~, ,,,,, 2. CIA55 CON~ORM5 TO ~TM E I3~, ~ ~.~.~_,~ ~,,.~o. ~oo,~.~.., ~o,,o~,~ ~,.~.~o.,.~,~: RE~RED BEFORE . ~o,..~,~,.,~ FOR ,OUR~O cONCReTE W ~ ~'~ UEH/II ~ ~ 5u~oo~5 ~5 NOT ~,0,~ ro~ v~ * CO0~O,N~ ..... "RAMING & PLUMBING ~ , ws,~ OUTS~O~ ~r~CT~W~ = ~ ~ % ,,v~qr, T,~Sr P~W~NO5, 3. INSULATION ,. A~,,':,,,;~ON~ 4. FINAL CoN~TqUCT~ON MUST . . ~,,~,~ CO~mO~,T = ~ ~ CON'.F LY W TH ALL CODE S OF ~,~ :,~.~,,,~, ~u~ ~o ~u,,~M~ T,~ MO~ COMBO, ~W*~O~ ~ '-- ' -- ~' TH~ FO;;~'~,'ING LiST O~ fi~VJATJON5 t5 NO~ INTENDED TO ~P~ESENT ALL rho~W~PLCTE ~OR C.O. ~,~v~ ,,~ G~N = ~ NEW Y~K S1 A, ~ & TOWN CODES ALL CONSTRUCTION SHALL t.3_~T THE ~,~N~U, =~o AS REQUIR[D AND CONDITIn~q ~c ~;-'~ REQUIREMENTS OFTH~CO[ 4.~LMC-~CL~A~A~ONWALL~S.~T,~OL~O~,~M~N~MUM~O~T~5= / ...... ~r ; ~O~ U,~50~S~,OT~O STATE NOT RESPOFSI~~ ;~'~;~"= &" - ~ / s0~0m TOWN Z~A ;: ~o.;._ ~or,~,,,.o~ ~OR~ '~~ ULT~WO~ T~NS~T*NC~ = ~3 ~ O. CONST~CNO~ 5A~W DESIGN OR CONSTRUCTJOI w5~ ou~o~ ~ww - ~o .... 0uUTHOLD TOW ~ ' ~T CONT~N N~C~SSA~Y COMPONENT5 ~OR 5~C~ DUR~N~ CONSmUCT~O~ /~ 5/26/09 ST ......................... ~ % N P~NNING BOARD ~ ~,~ ,~L~ s,~,~owo, ~o,eu*~ r~,o~ ~c~,~. 5,0R~,~ * ~U~ O~ 5/28/09 ST DNT~T DATE: 5/I 3/Og ~;~;~%~?~,,~;~,,,=~o~,~,~,~co-~ ~ ~ . ~i~RS~R~A~ PURSUANT TO CHAPT~ 236 A.5. ENGINEERING GIANNAKI5 POET JE~FE~ON, N.Y. I ~ 777 J OF (G3 ~ ) ~07-25~G 2 LIT~ 'H' COLUMN ~ / / / EXIST. ~T~UCTU~E UTILI~ 'H' COLUMN ; __ UTiLiT'f 'H, COLUMN ~ w/75P POST EXISTING ~OOF 15 NOT ] I SUPPOrTeD BY WALL5 ADDITIONAL ~OOF5 AND VEBTICAL ' 5T~UCTU~L 5U~OBT ABE TO BE ENGINEERED m/ EXISTING PIFE COLUMN ~ UTILIW '~' COLUMN / ENGINEERING EVALUATION ' ~ W/7BF PO~T ~ A~ ~EQUI~ED BY OTHE~ UTILI~ 'H' COLUMN~ (~') 30' 0 5/8~''~ ~ ~P~N VIEW A.S. ENGINEERING DOCUMENT5 ARE VALID ONLY ~s*~: ,*,*'-,' 0- SERVICE5 P.C. WITH AN ORIGINAL 5TAMP r ~ 2 WILSON DR AND DATED SIGNATURE ~O~i J~FFERDON . N.Y. I 1777 LITE 'H' COLUMN ~ UTILITY 'Iff' COLUMN ~ UTIL!T'/'H' COLUMN UTILITY 'H' COLUMN UTILITY 'H' COLUMN UTI[.17Y~ '~' COLUMN ~-~ W/75P POST N EXISTING ROOF 15 NOT 1 5UPPOP-.TED DY WALLS ADDITIONAL ROOFS AND VERTICAL ~ STRUCTURAL SUPPORT ARE TO DE ENGINEERED BY OTHER5 / EXISTI UTILITY 'Iff' COLUMN ENGIN W/7BP POST Oj AS RE UTILITY 'H' COLUMN~ W/7BP POST TI LITY 'H' C(~ ~x~)LITY 'N' COLU~'~ /~ EXISTING ROOF -- -- ENGINE~P~ED BY OTHEr5 ~ d ~ DO WIND c 0 ~ ~ D~WN BY:5T A.D. ENGINEERING GIANNAB5 DOCUMENT~ A~E VALID ONLY 5E~VlCE~ ~.C. WITH AN O~IGINAL DTAMP AND DATED ~IGNATU~E FO~T JEFFERSON . NY 11777 r ~ -- DO0_.~ A/IND _ WIND DO ~' 50'-0 518"- DOCUMENTS APsE VALID ONLY WITM AN OI~IGINAL 5TAMI~ AND DATED 51QNATU~E © ~(HEADE~) 4~SB 5TIFFEN~ ~EXI$TING ~OOF ~SEE DETAIL F/~ C ~ ~ ~< <~ /. ~oo~, I~ o~ .... 27'-4" ~ 0 ~ EL~ATION SCALE: 3/8%¢ O" ~ 5/26/09 ST ~ ~ 5/28/09 ST A.5. ENGINEERINGGIANNARI$ ~s~wc~ ~.c. DOCUMENI-~ AI~E VALID ONLY WITIfl AN OI~IGINAL ~TAMP AND DATED ~IGNATUI~E © ABOVE ALL QUAO DOOR5 Z ~ ~ 0 ~ f O' QUAD I O' QUAD I O' QUAD I O' QUAD O' QUAD O' QUAD GI' ....... UT~WING} (OUTDWING ~ ~ ~ x // ~ ~ ~ 5/26/09 ST ~- ~ ~ 5/28/09 5~ ~~~ ~EVIEWED A.5. ENGINEERING DOCUMENT5 At~.E VALID ONLY WlTPI AN ORIGINAL 5TAMP AND DATED 51GNATUR~ EXT~'D AgUMINUM EILL [~AEE 5ILL AT EXIDTING DTRUCTUt~.E WINDOW HEAD WINDOW DILL 5ILL I II II II II~2''~'.~1 I I J~ II -LLvdi(T'"P ALi- ELEVATIONS)- ~ ~ !> INSIDE AND O~JTEIDE INTO EXIST STI~JCT. EN61NEE~EO Q~AD DOOR MEADER SECTION EXT~D ALUMINUM 5LIDIN6 DOOR STEEL HEADIER POS F (71P) EXm~ ~UMIHUM ~AU~ CAP LUMINUM 51..iDING OOC~ SILL OQUAD DOOR 5ILL SECTION t A.5. ENGINEERING SERVICE5 F.C. I I 2 WILSON DR PORT JEFFERSON . N Y I ! 777 (63r)807 2596 5/26/09 ST 5/28/09 ST DRAWN DY: 5T CO,'MC- 3'*-~ 5/¢ 3/'09 DALE: 5/2 i/OS JOB #: GIANNARI5 (~ oF 9 DOCUMENTS ARE VALID ONLY WITH AN ORIGINAL 5TAMP AND DATED 51GNATURE SLIDING DOOR HEAD ~ < o> x I/2" 5EbF 51LICONE 5EAbANT W/~ ~ ~ z D~ILLIN~ SCREW5 BACME~ ~OP 5Y INST : 5HIM (7CS)~ ( )- ~ X I/2" TE~ SCREWS (H?*ISO) z ~ ~ O~ CLOSED SILL COMMERCIAL DOOR HEAD 5CA[E:¢": tO" ~ ~ ~1/4 X I I/4" (H~2080) 0 5'-0" COM~vlE~CIAL : Z DOUBLE PO0~S % ~ ~ ~ 0 MINIMUM CONNECTIONS ARE POO2 SADDLE , OM PA6E I ACTUAL PESI6N OF THESE CONNECTION5 .~ 5/26/09 ST MUST BE DETERMINED BY A DESI6N P~OFESSIONAL. ~ %TOP OF FIN FLOOR ~-9 7/8" (25 CM) II m ~ D~WN DY:ST ]~ COMMERCIAL DOOR 5ILL )ATR: UNIT WIDTH A.5. ENGINEERING GIANNARI5 SERVICE5 ?.C. I ~ 2 WILSON DR PORT JEFFERSON . NY i I 777 / Off ~ (G3 I) 807-259G · UNIT WIDTH DOCUMENT5 ABE VALID ONLY WITH AN OI~IGINAL 5TAM? AND DATDD 51GNATUt~B ~xTR D A UMINUM ~ ~XTiR,~ ~LLJ,vIi~UM ~L~ -- M JM o~ ~ ~ ~ ' Of HE3- CONN-CTIONb UT L ~ d CHANNEL CONNECT ON AT 5iLL 51L,L TO CONCRETE 5LAB CONNdCTION D[TA~L PLAN VIeW , PLAN V EW PLAN VIeW ~c3,- RX-RD A~UM:%UM ...... ~CO'~ FXTR" .,o,,,, I I ~ ~ ~oo* . A O ~r~CO,,~CTIO~T~ILL G~Lr~CO~N~CTIONAT~rLL GSLI,~CONN~CTIONAT~iLL I 5/28/09 ST DRAWN DY: 5T RRVIEWED DY: RR CO'FRACT D~U 5/I 3/09 DATE; 5/2 J/09 JO5 #: A.D. ENGINEERING GtANNARI5 SERVICE5 F.C. I J 2 WILSON DR. DOCUMENT5 ARE VALID ONLY WITN AN ORIGINAL 5TAMP AND DATED 51GNATURE CLOSED 51 (A'7C5~ BELOW u7 ILl1 v COVER :A'SGT) X CONNECTION ~8 x i/2' *Zq 5CREW {~7'150} MUST SE DETERM'NED BY · ~ ~/ ~ ~ ) ~ ONPAGZ ACTUAl ~ , o-*,~*s COMMERCIAL DOOR JAM~ c:osz~ SCL(*'*CS) ~ PLAN VIeW 0 ~ ~ __ CORNER POST CONNECTION AT 5ILL 0~ VEBTFCALLY * ~ 30' 0 C VEBTICALLY' ~ 30 0 C ~ gEV NOI DATE J BY ETD n COLUMN 5/26/09 ST $FD ~ COLUMN PLAN VIEW *x~ ~,~ *x~ ~,~ PLAN VIEW (AT-,, ,) g ~ s/~/og sT ~ ~D~ ATTAChMeNT AT HOUS~WALL w/SOLID FILL ~ ~) ~LE ATTACHMENT AT ~OUSEWALL w/5OLID FILL m A.5. ENGINEERING #8 ] ]/2" wood screws Donir :cF ~olvntbi ~ Son Architects ~rooPiyn, NY I]201 Wood Header [onerete ~ubstrote ? DX Plywood Concrete Anchors Model # HDI L I/2 D 32' O.E sliders/ windows hex bolt 2x4 douglas fir Hurricane Shutter Detail For Enclosed ~utdoor Patio Hellenic Restnuroot 5145 Main Road East Marion, NY Ii§?g